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HomeMy WebLinkAbout0403_AnsonLF_RevisedApplic_20230324Civil & Environmental Consultants, Inc. March 24, 2023 ELECTRONIC SUBMITTAL donna.wilson&ncdenr. gov Donna Wilson Environmental Engineer, Solid Waste Section Division of Waste Management North Carolina Department of Environmental Quality Dear Donna: Subject: Response to Comments Email dated February 2, 2023 Environmental Assessment — Anson Landfill Phase 5 Expansion DWM-SW Permit 0403-MSWLF-2010 CEC Project 165-276 Comment #1— The Phase 5 expansion and the Phase 5 landfill redesign are different things, and this leads to confusion with describing and illustrating areas and volumes. Provide a brief discussion and illustration of the progression of these changes. a. First show the landfill volume table with the landfill configuration before the Phase 5 expansion. The volumes below are from the 11-3-2022 permit table and the example drawing is from File ID 1732876. b. Next, show the landfill with the Phase 5 expansion area and provide the acres of the expansion, and the volume of the expansion, noting that the expansion is also fill over the existing phases. The example drawing below is from the site suitability figures. Phase 5 expansion area: Size of additional area — 66.9 acres Additional volume — gross capacity of 19,857,735 cy, which is the new area and a vertical expansion over the existing area. c. Last, show the landfill phase redesign with the new phase layout for Phases 4 and 5 (as updated). Provide a capacity table that represents the acreages and volumes of the new layout. The Phase 4 volume is the volume within the Phase 4 footprint plus the vertical fill over the other areas before Phase 5 is used, represented/calculated by the difference between the two drawings on Sheet C502 (as revised). The Phase 5 volume is the volume within the Phase 5 footprint plus the area filled vertically on top to final closure, represented/calculated by the difference between the second drawing on Sheet C502 and the drawing on Sheet C503. Existing and proposed Expansion tables have been updated to show the (1) existingpermitted table with acreages / volumes, (2) the Proposed "Phase 5" expansion area with acreage, (3) the individual Cell acreage and volumes for Phases 4 & 5, and (4) the final buildout data table with updated acreages for Phase 4 & 5. 3701 Arco Corporate Drive, Suite 400 1 Charlotte, NC 28273 1 p: 980-237-0373 f: 980-237-0372 1 www.ceclnc.com Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 2 March 24, 2023 Comment #2 — The cover of the application should state Permit to Construct application for Phases 4 and 5. In several places within the text and appendices, it should be stated that the construction and operation descriptions are for Phases 4 and 5, not just Phase 5. This includes the CQA Plan and Specs. The title of this PTC has been updated to "Phases 4 and 5 Expansion PTC" References to only Phase 5 have been updated to refer to Phases 4 and 5. Comment #3 — General text throughout report and the drawings should be updated for current conditions, such as cells that are built/operating and tons per day. Text has been updated per comments. Tonnage per day has been updated. Appendix B- Drawings have been updated to show adjustment of Phase/ Cell nomenclature to reflect active cell construction. Comment #4 — In the application beginning text and figures, Figures 1-1 and 1-3 show the property boundary and the 300-foot buffer in purple lines. On the north end, the buffer line crosses within the waste boundary. Figures 1-1 and 1-3 have been updated to show correct property boundary and buffer lines. Comment #5 — Provide an update to the Stream Impact Individual permit. Per USACE Permit # SAW-2019-00205, Wetland Feature WI (as shown in the USACE Individual Permit in Appendix G Related Documents), was impacted due to the Phase 3 Cell 2 construction. Other proposed impacts shown will be impacted during future cell construction. Comment #6 — Seismic impact zones — Provide demonstration that all containment structures, including liners, leachate collection systems, surface water control systems, and final cover are designed to resist the maximum horizontal acceleration in lithified earth material for the site. Attached are example seismic calculation pages from another permit, Duke Asheville landfill, permit 1119. The complete document can be viewed here, Doc ID 1360676, dated 11-1- 2019 - https://edoes.deq.nc.gov/WasteManagement/Browse.aspx?id=732019&dbid=0&repo=W astemana - eg ment . Previously, CEC included a demonstration that the liner was designed to resist the maximum horizontal acceleration for the site. This was included in the previously submitted Global and Civil & Environmental Consultants, Inr, Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 3 March 24, 2023 Interim Slope Stability Analysis. Additionally, as part of this comment response, CEC has included a new calculation to evaluate leachate collection pipes under seismic loadings (See Appendix C Calculations). Also, CEC has prepared a cross section through an embankment for the proposed stormwater basins intended to represent the worst case scenario, to demonstrate adequate stability under static and seismic conditions. Results of this evaluation has been added to the Global and Interim Slope Stability Analysis. Further, the final cover veneer stability analysis has been revised to include a seismic evaluation. As shown in the above referenced calculations, the calculated minimum FS, yield acceleration, or yield stresses are within acceptable ranges. As such, CEC believes the proposed Phases 4 and S expansion has been adequately evaluated for seismic impacts. Comment #7 — Settlement and pipe loading: a. The application is also a vertical expansion application over the previous Phases. An additional 70 feet is added to the overall height of the landfill, from the previous maximum height. The additional weight affects the older filled cells, for example, settlement and leachate pipe loading. Address the additional weight/volume to the older cells with specific information of those cells. b. Provide settlement calculation for the center of the landfill and other areas not yet represented, to show that the 4-foot separation distance is met to SHGT and bedrock, and to demonstrate that the subgrade will continue to have a minimum 2% slope. A drawing showing all the calculated points is needed. The waste density used was 60 lb/CF (1620 lb/CY). c. App. C — Engineering calculations - For the pipe loading calculations, the waste density used is 41.44 lb/CF (1119 lb/CY). From the annual reports, the density would be about 1700 lb/CY. PDF page 452. a. Leachate Pipe Loading Calculations have been revised to reflect the increased height/weight of the overlay area. Settlement calculations have also been revised to add points in the overlay Phases 3-4 areas. b. Settlement calculations have been revised to add points in the overlay Phases 3-4 areas, to demonstrate vertical separation requirements and min. slope requirements. The waste density has been updated to 1700 lb/ CY. Per the 311312023 meeting with NCDEQ, CEC explained that the groundwater elevations in the existing Phases 3-4 areas were adjusted to match actual data tables from the Hydrogeo report to depict actual groundwater elevations in those areas. NCDEQ approved of this method during the meeting. C. Per a. above also, the App. C — Engineering calculations - For the pipe loading calculations have been updated to a waste density of 1700 lb/ CY. Civil & Environmental Consultants, Inr, Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 4 March 24, 2023 Comment #8 — Explain the leachate pipe design for phase 4, cell 3, with the ability to collect leachate to meet the rules, and the ability to clean out, camera, and jet clean. Of concern are the two lines with unusual changes in elevation, one along the north edge and one just below that on the north flat part of elevation 310-312. Also, there are multiple leachate lines longer than 1000 feet. The slope of the landfill base is required minimum 2% after settlement. An image below has been added to demonstrate flow lines of the leachate collection in Phase 4 Cell 4(formerly referred to as Phase 4 Cell 3). A note was added to ensure that appropriate fittings are installed especially in this area to allow for video inspection and jet -cleaning these lines. The middle pipe shown at the 310-312 elevation noted in the comment is to provide cleanout access of the main collection line of the cell, and is not necessary for part of the collection system. It is shown as perforated and part of the collection system for redundancy and enhanced collection in this area. Per jet clean website, Pipeline video inspection can occur up to 2, 000 feet regarding 6" diameter pipe and larger with one-sided access. Pipe jetting leachate lines 6" and greater in diameter can be cleaned up to 2,000 feet with one sided access. We have attached images from the Jetclean website for your reference below. 77clean America Employment Pipeline Video Inspection ee What is achieved 1. Pipe conditions and problems identified. ee 2. Problem location precisely established. 3. Facts can be presented in video format for third party viewing. se 4. An informed decision can be made regarding remedial action. lift 56hon WalerhV i5urf. CI®rainy G®rainy PEARPOIWT state-of-the-art video inspection equipment: Pipe Size: video inspection from 1"-96"_ Distances: With one-s6ded access, distances are: 1" - 3" pipe - 209 feet 4° - 5" pipe - 500 feet & pipe and up - 2,000 Feet With two-sided access, distances are: 1° - 3" pipe - 200 Feet 4" pipe and up - 2,000 feet Access: Cleanc Lit - Vent Stack Manhole • Catch Basin Any Other Civil & Environmental Consultants, Inc. Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 5 March 24, 2023 ip-drain-*hnghlml WJ—etcEean America oMdw Services I W ErnpT� nv. s a.n Pipe & Drain Jetting Proper high-pressure water -jetting for pipe & drain cleaning requires the right equipment for the particular application, combined with operator expertise in na721e selection and the intelligent use of the equipment. Pipes & drains requiring cleaning include sanitary sewer pipes/main sewers, services, roof drains, floor drains, vent stacks, storm sewers. industrial piping, conduits, and condensate discharge piping. Substances to be removed include grease, sand, debris. roots, asphalt, lime, calcium, barnacles, etc. Contact us pipe sas: I'and up oi.ba : up to two Tent from single point entry has been achieved Ewlprnem used: WVtBEN state-of-the-art high pressure water)mng egwp- went producing up to 4OW,/ I8gpm [vadable by throttle Control to meet job needs]. VACTOR combinatmn cleaner WaWi `nos with jetting and vXuum [Milligsraiions fpr larger pipes, manholes, or basins producing up to 9ngpmj zs0opai. SWEEPING BEND ELBOW TO ALLOW FOR LEACHATE CLEANING/ CAMERA INSPECTION THIS AREA Comment #9 — Engineering plan and calculations: a. If cells will be built incrementally for approval, instead of a whole phase, provide the acres and volumes for each cell or cells to be built at a time (as it is expected). b. App. C — Update the lifespan study for remaining life (years) of the Civil & Environmental Consultants, Inr, Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 6 March 24, 2023 landfill, Phases 4 and 5. The in -place density used was 1120 lb/CY which seems low. From the annual report numbers, it would be about 1700 lb/CY. PDF page 237. a. Individual cell acreages and volumes have been added to the engineering report. b. Lifespan calculation has been updated using the current], 700lb/CY density and 6, 000 tons/day for Phases 4-5. Comment #10 — Facility plan — Provide a list of the equipment used to operate the landfill. A list of the equipment used at the facility has been added to the Ops Plan to Section 5.19.8 Comment #11 —Facility drawings should include the following. See Rule .1619 (b) and (d) (1). a. Other solid waste management areas on site, including the convenience center for residential waste, residential recycling area, white goods recycling, scrap metal area, yard waste T&P, and tire collection area. Include the parcel and ownership info for this area.3 b. The landfill facility property boundaries. This can be the survey drawing that's on Laserfiche, date 1-20-22. c. The physical features related to the siting location restrictions within and near the property boundary, such as floodplains, wetlands, cultural resources, etc. d. Locations of the gas collection system, including the flare/blower, condensate sumps, and collection piping. e. Stockpile and borrow areas. a-c & e Facility Drawings F100-201 have been added to the plan set depicting the existing survey, Facility Development, and all borrow areas. d. Locations of the gas collection system, including the flare/blower, condensate sumps, and collection piping per the as -built have been added to the LFG Master Plan as an attachment. Comment #12 — Engineering Plan and/or Operating Plan — When landfill filling is occurring in areas where landfill gas extraction wells are in place, what is the procedure for the existing well? Will the gas well be abandoned? If not describe how the fill would occur around a well. The closure plan and gas collection plan indicate that the wells may be extended. When landfill filling is occurring in areas where landfill gas extraction wells are in place, the procedure for the existing well is to vertically extend the pipe with solid piping through fusion welding and installing a temporary cap. Once filling operations have been completed in areas, landfill gas extraction wells may be re -drilled. Civil & Environmental Consultants, Inr, Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 7 March 24, 2023 Alternatively, the wells may be extended byprovidingprotective encasementpiping (concrete riser pipe) or other protective structures to enable waste placement and cautious compaction around the well casement. The well pipe is typically extended vertically through fusion welding and temporarily capped. When the waste mass is at the extension elevation, the annular space between the gas well pipe and encasement pipe is filled with aggregate and the encasement pipe is removed. Finally, the wellhead is installed and lateral piping is connected to the gas collection system. If gas wells are abandoned, a gas collection system modification/expansion would be filed with DEQ for approval. Comment #13 — Operations plan: a. Discuss each of the alternate daily covers used. For the ones that are approved in the Section guidance document "Approved Alternative Daily Cover Material For use at Sanitary Landfills," confirm implementation according to the guidance (page 2) that includes a notice in the operating record with the procedure and the notice and procedure sent to the Section. The guidance document is here - https://edocs.deq.nc.gov/WasteManagement/0/edoc/723214/ApprovedACM_Revl _GDE_2 0170721.pdPsearchid=f7d5b34c-664b-4338-930a-dldb93f0272£ If the seaboard solids (used sawdust absorbent) are still being used for alternate daily cover, provide details and procedure in the text, and follow with the notice in the operating record and to the Section, as described in the guidance document. Details should include specifics such as the usage criteria listed in the guidance document. b. For the operational berms, or inter -cell berms, describe the design and method. Describe how the flap will be removed and the valve opened. Confirm that a written certification for the proper connection (flap removed, valve opened) will be placed in the operating record, each time a cell is connected. c. Storm Water Conveyance — Include a description of surface water control berms or swales used to prevent contact water from the active working face (above natural grade), or that has come into contact with waste, from entering the stormwater collection system. d. The operating plan and App. G indicate that leachate may be recirculated within in the landfill by spraying onto the active working face. If this is a currently active practice, provide information on volumes and dates for the amounts being recirculated, within the last 2 or 3 years. If this is not occurring, update or remove the text. e. Describe leachate system maintenance in accordance with Rule .1626 (12). i Leachate storage basin — The text states that the current basin is designed to meet the volumes of Phases 1-3 and Phase 4, cells 1 and 2. What are the plans for the next leachate basin? g. The asbestos disposal plan should be reviewed and updated as needed. There is a typo ("SO") for the distance to a property boundary or occupied building or structure. Civil & Environmental Consultants, Inr, Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 8 March 24, 2023 h. Liquids solidification — Describe the maximum time that a liquid waste will be within a solidification tank before it is solidified and removal for disposal. i. Section 5.13 - Areas that will not receive waste for 12 months or more, but will receive additional waste, must be covered with a minimum of 12 inches of soil intermediate cover. j. Records — Closure and post -closure cost estimates and financial assurance documents should be added to the list of records to be kept. a. The following language has been added to the Ops Plan Section 5.17.7 Alternative Daily Cover: "The use of alternative daily cover must be documented within the facility operating record with the procedures for using the alternative daily cover material according to the "Approved Alternative Daily Cover Materials " document from NCDEQ Solid Waste Section. A copy of the notice in the facility record shall be sent to the Permitting Branch Supervisor of NCDEQ Solid Waste Section and the facilities Environmental Senior Specialist. " b. Valve operation at operational berm locations will be a cell construction specific item. The valve will be opened and the operational berm with associated flap will be removed as waste has started to be placed in the upper portion of the cell area. Language referring to a written certification for proper connection etc. and to be placed in the operating record for the facility for documentation purposes will be added to the Phase 5 PTC Operations Plan Report Table 8-1. c. Stormwater surface control berms or swales will be used to prevent surface water run-off that has contacted the active working face from entering the stormwater collection system. d. Leachate recirculation has not been performed at the landfill in the past few years however, leachate recirculation will remain as part of the Operations Plan for potential future use. If leachate recirculation operations are resumed, WCN will add the volumes recirculated and dates to the operating record. e. The owner shall maintain a leachate management plan that includes the periodic maintenance of the leachate collection system; maintaining records for the amounts of leachate generated; semi-annual leachate quality sampling, approval documentation for final leachate disposal; and a contingency plan for extreme operational conditions. Civil & Environmental Consultants, Inr, Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 9 March 24, 2023 f. The existing leachate storage basin is adequate for Phases 1-3 and Phase 4 Cells 1-3. An additional leachate storage basin will need to be constructed prior to PTO of Phase 4 Cell 4. g. Typo has been revised. h. Liquid waste will be stored within a solidification tank a maximum of seventy two hours, during normal operations and based upon liquid source and solidification media. i. Comment has been added to the Operations plan stating "Areas that will not receive waste for 12 months or more, but will receive additional waste, must be covered with a minimum of 12 inches of soil intermediate cover. " j. Closure and post -closure cost estimates and financial assurance documents have been added to the list of records to be kept. Comment #14 — LFG monitoring plan and collection plan: a. Show building monitoring points on the map. b. It appears that LFG monitoring point 4 should be added to the map. c. LFG monitoring guidance was updated 2021. d. LFG collection plan — Section 2.2.3 — The text indicates that it is expected to increase the flaring capacity by 2023, please provide an update. a. Building Monitoring Points have been added to Figure 1 of the LFG Monitoring Plan. b. GP-4 has been added to the Figure I map. c. The updated 2021 guidance document has been added. d. The flaring capacity and gas collection and control system continue to be updated and evaluated. It is still expected that flaring capacity and/or other systems will be installed in late 2023. Comment #15 — The water quality monitoring plan should include maps showing the shallow and deep potentiometric water contours. Figures 3a Deep Water Table and 3b Shallow Water Table, have been added to the Groundwater Monitoring Report. Comment #16 — Drawings: Civil & Environmental Consultants, Inr, Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 10 March 24, 2023 a. Provide detail drawing of the landfill gas collection well on the final cover. b. For G100 through G204, provide the top of SHGT and bedrock data points for each boring (on the drawing) that the contours are based on, see .1620 (e) (8). c. Final cover — Change the contour interval of final cover to 5-foot contours for the side slopes or for both side and top to allow more readability. d. Label the leachate pipe sizes for each pipe on a drawing. e. Show the location of stormwater intercell berms, used to separate clean stormwater from landfill leachate within a cell. a. Landfill gas detail has been placed on Final Cover Drawing Sheet C500 and is also located on Detail 36 Sheet C606. b. SHGT and bedrock data points have been added to each boring on drawings GI00-G204. c. Final Cover contours have been changed to 5 foot intervals (contour labels every 10' feet.) d. Leachate collection pipe size callouts have been added to sheet C400. Leachate pipe sizes are also called out in detail 35 on Sheet C700. e. Operational berms are shown on Sheet C304-C305 and are called out as Operation Berm Detail 10/Sheet C601. Comment #17 — CQA plan and construction: a. For the Pre -construction meeting held onsite, the Solid Waste Section should be notified so that a representative may choose to attend. b. Include - The owner or operator of the MSWLF units shall notify the Division via e-mail no less than 24 hours before conducting the subgrade inspection required by Part (C), Rule .1624 (b)(7). c. Tests for the soil test pad should include a composite sample for recompacted lab permeability, for each lift. d. Section 4.2.4.4 — Geomembrane test seams should be made for every 4 hours of continuous welding, instead of 4 to 6. e. Geomembrane liner installation testing should include an evaluation of the entire liner for leaks as required by G.S. 130A-295.6(h)(1) using technology such as electronic leak detection. f. Section 2.5.1.3 — Describe how the geotextile surrounding the leachate collection pipe aggregate Is removed and/or folded back from the leachate trench before waste is placed in a particular area. See Rule .1624 (b)(11)(13)(iii) and (b)(13)(13). The bedding material for main collector lines shall be extended to and in direct contact with the waste layer or a graded soil or granular filter. Civil & Environmental Consultants, Inr, Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 11 March 24, 2023 g. The last page, page 68, is missing from the application submitted. h. Section 1.2.3 — For the CQA certification document, the report should also include the information listed in Rule .1624 (b)(16). The last part of the certification statement "and the requirements of the rules of this Section" should be worded as "and the requirements of Rule 15A NCAC 13B .1624." i. Granular soil material used as filter can have no more than 5% by weight passing the No. 200 sieve, see Rule .1624 (b)(13)(A)(i). j. Describe the procedures to ensure that the integrity of the landfill systems will be maintained prior to waste placement. a. Text has been updated to include the Solid Waste Section be included for the pre - construction meeting. b. Note added per comment in the text. c. Text has been updated to add requirement for test pad per comment. d. Hours have been changed from "4 to 6" to "4 " per comment in section. e. Section 4.2.4.13 Non-destructive Conductive Leak Testing of the CQA Plan addresses the requirement for leak detection testing over the entire liner. f. The geotextile surrounding the leachate collection pipe aggregate is removed and/or folded back from the top of the leachate trench prior to waste placement to enable direct contact between the leachate collection trench aggregate and waste per.1624 (b)(11)(B)(iii) and (b)(13)(B). Prior to opening anew cell area, a note will be added to the operating record describing the geotextile removal. g. The last page has been added into this Application. h. The Certification statement language has been added to the text per comment. i. Text has been added to Section 7.21.1 regarding the granular soil material per comment. j. Text has been updated in the Operations Plan in Section 4.2 to state "The owner shall ensure the integrity of the landfill systems prior to the placement of waste in approved areas. " Civil & Environmental Consultants, Inr, Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 12 March 24, 2023 Comment #18 — The Composting plan in the Operations Plan appendix should be updated. The rules were changed in 2019 and are available - https://deq.nc.gov/about/divisions/waste- management/solid-waste- section/special-wastes-and-alternative-handling/composting. a. The contact information should be updated. Figure 1 is missing from the plan. b. The text should be updated to reflect actual yard waste management activities onsite. It is acceptable to list different options, and how those would operate. For example, the site may be used to make mulch for onsite use only and would be operated as , and the facility may choose to begin composting of the material, and public distribution, and in such case, it would be operated in accordance with. The boundaries need to be defined. The Composting Plan in the Operations Plan has been updated per the revised 2019 rules. Contact information has been updated and Figure I has been added which includes the composting area location. Comment #19 — Closure Plan, Post -closure Plan, and cost estimates: a. It should be stated that the largest area requiring closure would be X acres for when Phase 4 is open and operating and would be 201 acres when Phase 5 is open and operating. Or similar, if the cells will be built incrementally instead of a complete Phase. b. Describe recordation of a notice to the Register of Deeds in accordance with Rule .1627 (c)(8). c. Section 7.3 should state that landfill gas monitoring around the landfill perimeter and in buildings, surface water, and groundwater will be monitored during the post -closure period. d. Provide frequency of the post -closure activities. e. Describe the five-year certification, in accordance with Rule .1627 (d)(3). f. Cost estimates for closure and post -closure should be updated as needed, and should be provided for the next area of landfill to be constructed and permitted for use, whether it is a Phase or certain cells. Or, the costs may be based on the entire landfill. a. The largest area requiring closure will be 198.60 acres once the Phase 5 Expansion is open and operating. Tables 6-1 and 7-1 in the Engineering Report have been updated. b. The required recordation of with the Register of Deeds has been added to the Closure Plan. c. Section 7.3 has been revised. d. Post -Closure frequencies shown in the cost estimate are now also stated in the Closure Plan. e. The five year certification process has been added to the Closure Plan. Civil & Environmental Consultants, Inr, Anson County Landfill Phase 5 Permit To Construct Application NCDEQ Comments CEC Project 165-276 Page 13 March 24, 2023 f. Closure and Post -closure cost estimate updates have been added to the Closure Plan discussion. Tables 6-1 and 7-1 in the Engineering Report have been updated. Please let us know if you need any additional information in support of this review. Sincerely, CIVIL & ENVIRONMENTAL CONSULTANTS, INC. Chris Haggard, E.I. Assistant Project Manager Nathan Bivins, P.E. Project Manager Civil & Environmental Consultaots, Inr. PERMIT AMENDMENT APPLICATION ANSON COUNTY LANDFILL PHASES 4 & 5 EXPANSION ANSON COUNTY, NORTH CAROLINA Prepared For: CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC., A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC. Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. CHARLOTTE, NC CEC Project 165-276 PoC §sroQ� 'f SEAL - Q39114 = DECEMBER 2018 REVISED MARCH 2O23 +11V ®1 1% 3/17/2023 Nathan Bivins, P.E. Project Manager North Carolina Board of Examiners for Engineers and Surveyors License No. C-3035 t"IAzw Civil & Environmental Consultants, Inc. 1900 Center Park Drive, Suite A ! Charlotte, NC 28217 1 p: 980-224-8104 f: 980-224-8172 1 www.cecinc.com TABLE OF CONTENTS Page 1.0 INTRODUCTION..............................................................................................................I 1.1 Project Description.................................................................................................. 1 1.2 Compliance with State and County Solid Waste Management Plans .................... 1 1.3 Site Background...................................................................................................... 1 1.4 Engineering Drawings............................................................................................ 2 2.0 FACILITY REPORT........................................................................................................7 2.1 Purpose and Scope.................................................................................................. 7 2.1.1 Introduction and Facility Information..........................................................7 2.1.2 Site Development.........................................................................................7 2.2 Waste Stream - 15A NCAC RULE .1619(E) (1)..................................................... 9 2.2.1 Types of Wastes...........................................................................................9 2.2.2 Disposal Rates............................................................................................11 2.2.3 Service Area...............................................................................................11 2.2.4 Waste Segregation.....................................................................................11 2.2.4.1 Types of Waste........................................................................11 2.2.4.2 Weighing and Control of Waste Volumes...............................13 2.2.4.3 Inspection.................................................................................14 2.2.4.4 Equipment and Staffing...........................................................14 2.3 Landfill Capacity- 15A NCAC RULE .1619(E) (2).............................................. 15 2.3.1 Data and Assumptions...............................................................................15 2.3.2 Operating Capacity....................................................................................15 2.3.3 Soil Resources............................................................................................18 2.4 Containment And Environmental Controls - 15A NCAC RULE .1619(E) (3).......................................................................................................................... 19 2.4.1 Leachate Migration....................................................................................19 2.4.2 Landfill Gas Management..........................................................................20 2.4.3 Dust, Odor, Vector, and Litter Control......................................................22 2.4.3.1 Dust Control.............................................................................23 2.4.3.2 Odor Control............................................................................23 2.4.3.3 Vector Control.........................................................................24 2.4.3.4 Litter Control...........................................................................25 2.4.4 Stormwater Management and Sedimentation and Erosion Control ........... 25 2.5 Leachate Management - 15A NCAC RULE .1619(E)(4)...................................... 26 2.5.1 Leachate Collection System.......................................................................26 2.5.1.1 Drainage Geocomposite...........................................................27 2.5.1.2 Protective Cover.......................................................................27 2.5.1.3 Collection Pipes.......................................................................27 2.5.1.4 Collection Sumps, Pumps, and Storage...................................28 2.5.1.5 Contingency Plan.....................................................................29 3.0 ENGINEERING REPORT.............................................................................................30 3.1 Facility Information.............................................................................................. 30 3.2 Erosion and Sedimentation Control...................................................................... 30 Civil & Environmental Consultants, Inc. -i- Permit Application — Anson County Landfill Phase 5 December 2018 3.3 Stormwater Conveyance and Mitigation.............................................................. 31 3.4 Waste Quantities................................................................................................... 31 3.5 Site Analysis......................................................................................................... 31 3.5.1 Transportation System...............................................................................31 3.5.2 Topography and Surface Drainage............................................................31 3.6 Construction of the Anson County Landfill Phase 5............................................ 34 3.6.1 Foundation.................................................................................................34 3.6.2 Subgrade Separation..................................................................................34 3.6.3 Base Liner System.....................................................................................35 3.6.4 Slope Stability Analyses............................................................................36 3.6.4.1 Global Slope Stability..............................................................36 3.6.4.2 Final Cover Stability................................................................36 3.6.5 Final Cover System....................................................................................37 3.6.6 Quality Assurance/Quality Control Plan...................................................38 3.6.7 Leachate Generation..................................................................................38 3.7 Construction Methods........................................................................................... 43 3.8 Stormwater Management System Design............................................................. 43 4.0 OPERATION AND MAINTENANCE PLAN..............................................................44 4.1 Operation Drawings.............................................................................................. 44 4.2 Waste Acceptance................................................................................................. 44 4.3 Cover, Spreading, and Compacting...................................................................... 46 4.4 Air Criteria and Fire Control................................................................................. 46 4.5 Access and Safety................................................................................................. 46 4.6 Erosion and Sedimentation Control...................................................................... 47 4.7 Stormwater Conveyance and Mitigation.............................................................. 48 4.8 Operating Record and Recordkeeping Requirements ........................................... 48 5.0 GROUNDWATER DETECTION MONITORING PLAN.........................................51 5.1 Introduction........................................................................................................... 51 5.2 Groundwater Detection Monitoring Plan Summary ............................................. 51 6.0 CLOSURE PLAN............................................................................................................53 6.1 Closure Cap System.............................................................................................. 53 6.2 Landfill gas extraction.......................................................................................... 53 6.3 Construction of Cap System................................................................................. 54 6.4 Closure Schedule.................................................................................................. 54 6.5 Closure Cost.......................................................................................................... 55 7.0 POST -CLOSURE PLAN.................................................................................................57 7.1 Post -Closure Plan.................................................................................................. 57 7.2 Post -Closure Maintenance.................................................................................... 57 7.3 Post -Closure Monitoring....................................................................................... 58 7.4 Planned use........................................................................................................... 59 7.5 Post Closure Cost Estimate................................................................................... 59 Table of Contents (continued) Page ill Civil & Environmental Consultants, Inc. -ii- Permit Application — Anson County Landfill Phase 5 December 2018 FIGURES Figure 1-1 — Vicinity Map Figure 1-2 — Floodplains Figure Figure 1-3 — Wetlands Figure Figure 3-1 — USGS Topography Map Figure 3-2 — Standard Composite Bottom Liner System Details Figure 3-3 — Alternate Liner Landfill Cover Cap Details TABLES Table 1-1 — List of Regulatory Required Drawings and its Corresponding Permit Drawing Numbers* Table 2-1 — Landfill Area and Air Space Volume Table 2-2 — Proposed Capacity Modification Table 2-3 — Estimated Soil Cut and Fill Volumes Table 3-1 — Summary of Results for Typical One Acre Cell (Normal) Table 3-2 — Summary of Results for Newly Open Cell (Storm Surge Conditions) Table 3-3 — Anson County Landfill Sediment Pond Calculations Table 4-1 — Daily Log Table 6-1 — Anson County Landfill Phase 5 Closure Cost Estimate Table 7-1 — Anson County Landfill Phase 5 Post -Closure Cost Estimate APPENDICES Appendix A — Operations and Maintenance Plan Appendix B — Drawings Appendix C — Calculations Appendix D — QA/QC Plan and Specifications Appendix E — Design Hydrogeological Report Appendix F — Monitoring Plans Appendix G — Related Documents Civil & Environmental Consultants, Inc. -iii- Permit Application— Anson County Landfill Phase 5 December 2018 Table of Contents (continued) Page iv PERMIT DRAWINGS C000 — Cover Sheet F 100 — Existing Survey Plan F101 — Existing Site Development Plan F102 — Phase 5 Expansion Area Development Plan F103 — Phases 4 & 5 Expansion Development Plan F200 — Landfill Operations Fill Progression Plan F201 — Landfill Operations Fill Progression Plan C100 — Overall Site Plan C300-001 — Top of Subgrade Plan C302-003 — Top of Clay Liner Plan C304-005 — Top of Protective Cover Plan C400 — Leachate Conveyance Plan C500 — Final Cover Plan C501 — Stormwater Drainage Plan C600-C606 — Construction Details C700-C702 — Leachate Details G100 — Groundwater Contour Map G200 — Bedrock Contour Map G201- — Hydrogeologic Cross -Sections G204 Civil & Environmental Consultants, Inc. -iv- Permit Application— Anson County Landfill Phase 5 December 2018 1.0 INTRODUCTION 1.1 PROJECT DESCRIPTION Civil & Environmental Consultants (CEC) is submitting this Permit Amendment Application for Phases 4 & 5 Expansion of the Anson County Landfill (Landfill) on behalf of Chambers Development of North Carolina, Inc., a wholly owned subsidiary of Waste Connections, Inc. (WCN) to the North Carolina Department of Environment Quality (NCDEQ). This document amends the existing Permit Application (Permit Number 0403) for the Anson County Landfill (Facility). 1.2 COMPLIANCE WITH STATE AND COUNTY SOLID WASTE MANAGEMENT PLANS Phases 4 & 5 of the Landfill will be developed in compliance with the rules and regulations set forth by the NCDEQ. NCDEQ requires that a solid waste management facility permit to have a Permit to Construct, a Permit to Operate, and be in accordance with North Carolina Solid Waste Management Rules (15A NCAC 13B .0201 (c) and (d) and Rule 15A NCAC 13B .1603). This application is in general accordance with the landfill design parameters, construction requirements, and design drawing requirements in Section 15A NCAC 13B .1604 of the North Carolina Solid Waste Management Rules. This Application contains an updated Engineering Plan prepared in accordance with Rule .1602; an updated Construction Quality Assurance Plan prepared in accordance with Rule .1621; an updated Operational Plan prepared in accordance with Rule .1625; an updated Closure and Post -Closure Plan in accordance with Rule .1629; and an updated Water Quality Monitoring Plan prepared as set forth in Paragraph (b) of Rule .1623. 1.3 SITE BACKGROUND The Facility is located in Anson County between Polkton and Wadesboro on U.S. Route 74. The site is bounded on the northwest by Brown Creek, on the east by Pinch Gut Creek, and on the Civil & Environmental Consultants, Inc. -1- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 south generally by the CSX railroad. The facility location is presented on Figure 1-1 Vicinity Map. Floodplain and Wetland maps are presented in Figure 1-2 and Figure 1-3 respectively. On August 2, 2016, Carolina Wetland Service (CWS) performed a site visit to delineate jurisdictional waters of the U.S. Wetlands and three streams were identified in the project area. Of the waters, only one stream, Stream A, will be impacted by this project, consisting of approximately 1,168 LF of stream impact. This Stream A is shown on the Engineering Drawings in Appendix B, and the delineation report can be found in Appendix G. Streams B and C, and the wetlands identified in the CWS report will not be impacted by this project. Based on this proposed stream impact of Stream A, the Owner is currently preparing permitting documents for an Individual Permit with the United States Army Corps of Engineers (USACE), in accordance with Section 404 of the Clean Water Act. This Permit Application is submitted contingent on the Owner obtaining an Individual Permit for the stream impact area. The Permits to Construct Phase 1, Phase 2, and Phases 3 & 4 were issued in 2000, 2008, and 2018 respectively. Phases 1, 2, and 3 Cell 1 are currently actively operating. 1.4 ENGINEERING DRAWINGS This permit application has been prepared in general accordance with the requirements of North Carolina Regulation NCAC Title 15A Environmental Quality- Chapter 13 and includes the engineering drawings as specified under 15A NCAC 13B .1620, Engineering Drawings. Engineering Drawings can be found in Appendix B. Civil & E n v i r o n m e n t a I Consultants, Inc. -2- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 TABLE 1-1 - LIST OF REGULATORY REQUIRED DRAWINGS AND ITS CORRESPONDING PERMIT DRAWING NUMBERS* Required Drawing DrawingPermit Vicinity F 100 Map Site Plan C 100 Detailed Original, Undeveloped Site Topography and C 100 Plans Existing Site Topography High Groundwater Table G200 Bedrock Elevations G 100 Proposed Limits of Excavation and Waste C300-C301 Placement Location and Placement of Liners and Leachate C302-C305,C400 Collection Systems Final Elevations and Grades of The Landfill C500 Groundwater Monitoring Wells G100-G200 Roadways (Sections, Dimensions, Slopes and C600-C601 Profiles) Locations of Buildings and Appurtenances C 100 Civil & Environmental Consultants, Inc. -3- Anson Landfill Phases 4 & 5 Expansion Permit Application December 2018 NORTH 777 - , „I/ X5. Fl�SE 3 XIS77111 PHASE J EX/Srwo PHASE ] 300, 6RIVE LEGEND FACILITY PROPERTY LINE EhtTRANCE CURRENT PHASE BOUNDARIES s SCALE IN FEET WETLANDS 0 1000 2000 STREAMS n REFERENCE 100—YEAR FEMA 1. SITE AERIAL PROVIDED BY USGS NC83 DATED: 2012 WASTE CONNECTIONS LLC .=.�.= PERMIT APPLICATION Civil & Environmental Conuultantla, Inc. ANSON COUNTY LANDFILL PHASE 5 ANSON, NORTH CAROLINA y 1900 Center Park Drive - Suite A - Charlotle, NO 28217 Ph: 9130237,0373 - Fax: 980,237.0372 VICINITY MAP _ www cod nc.cam ❑ R DRAWN BY: CTH 1 I CHECKED BY: Nib APPROVED BY: SLS FIGURE NO.: HATE: NOVEMBER2022 1 DWG SCALE: 1"-1000' PROJECTNO: 1W 76 Civil & E n v i r o n m e n t a I Consultants, Inc. -4- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 Civil & Environmental Consultants, Inc. -5- Anson Landfill Phases 4 & 5 Expansion Permit Application December 2018 NORTH s - ry . `� EXISTlNC ti ? 1 PHASE r 3 � r, g EXISTNG , PHASC & BASIN l a r. EXISTING + I PHASE h I .2 a PHASE 8 y • 4' EXISTING 1 BASIN EXISTING PHASE a - EXI G LECI�47�� a' STORAGE ° LEGEND• PROPERTY LINE 4 300' SUFFER — — s REFERENCE BOUNEDARI SSE 1. SITE AERIAL PROVIDED BY USGS NC83 DATED: 2012 WEnANDS 2. WETLANDS INFORMATION PROVIDED BY CWS ON ti AUGUST 8, 2016, SCALE IN FEET h H 0 1000 2000 .=.�.= WASTE CONNECTIONS LLC PERMIT APPLICATION ANSON COUNTY LANDFILL PHASE 5 Civil & Environmental Consultants, Inc. ANSON, NORTH CAROLINA h h 1900 Center Park Drive - Suite A -Charlotte, NC 28217 Ph: 980.237.0373 - Fax: 980.237.0372 WETLANDS MAP U www.cscinc.com b o DRAWN BY: GTH CHECKED BY: NTB APPROVED BY: SLI3 FIGURE NO.: h 4 DATE: NOVEMBER 2022 ❑WG SCALE: 1 "=1040' PROJECT NO: 165-2713 Civil & E n v i l-o n m e n t a I Consultants, Inc. -6- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 2.0 FACILITY REPORT 2.1 PURPOSE AND SCOPE 2.1.1 Introduction and Facility Information The Anson County Landfill, located in Anson County between Polkton and Wadesboro on US Highway 74, is currently operating under Solid Waste Facility Permit Number 0403. A Phase 5 Expansion area Site Study was approved in July of 2022. Please refer to the complete Site Study package for additional documentation. The site is bordered to the northwest by Brown Creek, the east by Pinch Gut Creek, and the south by the CSX railroad. The facility location is presented on Figure 1-1 Vicinity Map. 2.1.2 Site Development The landfill will be developed incrementally in phases, with each phase including smaller cells. The general intent is to construct a phase incrementally within the landfill when needed. Phase 1 was permitted to construct by NCDEQ on June 1, 2000. Phase 2 was permitted to construct in 2008. Both existing phases are currently operational. The Permit Application for Phases 3 and 4 was submitted and approved by NCDEQ in 2018. This permit application is for Phases 4 & 5 Expansion, which adjoin Existing Phases 3 and 4 and overlays portions of Phase 1-4. Per USACE Permit # SAW-2019-00205, Wetland Feature WI (as shown in the USACE Individual Permit in Appendix G Related Documents), was impacted due to the Phase 3 Cell 2 construction. Other proposed impacts shown will be impacted during future cell construction. Facility Drawings, provided in Appendix B, show the proposed design and progression of the landfill, including both existing conditions and Phase 4 and 5 features. The drawings depict initial site preparation, construction of intermediate closure and closure for each phase. With each major phase shown, the drawings include the locations, lines, grades, and elevations for the perimeter berms, access roads, landfill base, leachate management system, stormwater Civil & E n v i r o n m e n t a I Consultants, Inc. -7- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 management system, and erosion and sedimentation control measures. The projected life of Phase 5 is approximately 11.61 years based on the anticipated waste receipts of 6,000 tons per day. Civil & E n v i r o n m e n t a I Consultants, Inc. -8- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 2.2 WASTE STREAM -15A NCAC RULE .1619(E) (1) 2.2.1 Types of Wastes The landfill will not accept types of waste prohibited by 15A NCAC 13B, which include: • Hazardous wastes as defined within 15A NCAC 13A to include hazardous wastes from conditionally exempt small quantity generators; • Polychlorinated biphenyls (PCBs) wastes as defined in 40 CFR 761; • Liquid wastes except as provided by 15A NCAC 13B .1626(9); • Untreated regulated medical wastes; and • Petroleum contaminated soils. The following waste types will not be accepted for landfilling, but may be accepted at a drop-off for alternative processing: • White goods; • Used oil; • Lead -acid batteries; • Petroleum contaminated waste; • Whole scrap tires; • ABC Container Recycling; • Electronics; • Fluorescent Lights; • Mercury Containing Thermostats; • Oil Filters; • Plastic Bottles; • Wood Pallets; and • Yard waste. Civil & Environmental Consultants, Inc. -9- Anson Landfill Phases 4&5Expansion PermitApplication December 2018 The landfill will accept all types of municipal solid waste (MSW) and special wastes, to include: • Spoiled foods, animal carcasses, abattoir waste, hatchery and other animal wastes; • Asbestos waste; • Treated medical wastes which are not hazardous, liquid, infectious or radioactive; • Wastewater treatment sludges; • Construction/ demolition wastes; • Ash (non -medical); Coal ash may be accepted for disposal after approval of Anson County and the Solid Waste Section; • Industrial process waste; • Off -specification, outdated commercial products; • Barrels and drums which are empty and have been perforated sufficiently to ensure that no liquid or hazardous waste is contained therein, except for fiber drums containing asbestos; • Laboratory waste (non -hazardous); and • Other non-MSW wastes not excluded above. Acceptance of special wastes will be subject to provisions of 15A NCAC 13B, the special waste acceptance procedures defined in the Operations Plan included in this application. The landfill operator shall be responsible for screening wastes to ensure that hazardous or unacceptable wastes are not disposed in the landfill. Screening of special wastes shall be performed in accordance with the Operations Plan. Landfill management reserves the right to establish acceptance criteria and procedures for certain non -municipal solid wastes. 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. Civil & Environmental Consultants, Inc. -10- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 2.2.2 Disposal Rates The facility will not accept hazardous waste as defined by the NCDEQ. In accordance with the contractual agreement with Anson County, the landfill can operate at a maximum average waste acceptance rate of 6,000 tons per day. 2.2.3 Service Area In accordance with the agreement between Anson County and WCN, the landfill will serve Anson County and other parts of North Carolina and South Carolina. 2.2.4 Waste Segregation Incoming waste will be observed to verify it is acceptable in content and origin. Accurate and current records will be maintained for all accepted waste and all landfill operations. Waste handling procedures and normal operating procedures will be implemented to prevent disposal of unauthorized waste. Landfill employees will be trained on and be required to follow the specific procedures outlined in the programs referenced below and appended to this document: • Unauthorized Waste Control Program (see Operations Plan -Appendix A); • Random Load Inspection Plan (see Operations Plan -Appendix A); • Asbestos Management and Disposal Plan (see Operations Plan -Appendix A); and • Special Waste Quality Acceptance Procedure (Operations Plan- see Appendix A). 2.2.4.1 Types of Waste The landfill will only accept solid waste as described in 15A NCAC 13B and will not accept wastes as described in Section 2.2.1. The landfill may accept special wastes and handling procedures will be implemented by waste type. The special wastes that may be accepted include: Civil & Environmental Consultants, Inc. -11- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 o Bulky Waste- Bulky waste such as furniture, appliances, and other over -sized items will be handled such that compaction is maximized and management at the working face is prompt. Bulky wastes will typically be crushed on the ground prior to disposal. If crushing or other size reduction is not possible, bulky wastes will be placed at the base of the working face and run over with the landfill compactor to reduce their size. The bulky waste will then be placed at the toe of the working face and covered with other waste. o Low -Density Wastes- Waste types such as agricultural wastes, loose plastic film, foam rubber, plastic scraps, and plastic shavings require special handling. These materials present problems because they rebound after being compacted by the equipment. In order to achieve maximum densities, light -weight materials should be spread into layers between one (1) and two (2) feet deep before being covered with regular waste and compacted as usual into the base of the cell. o Powdery Waste- The landfill may accept powdery waste such as ash, sawdust or exhaust trappings. Since these wastes are dry and powdery, they require special management to minimize dusting and blowing. The principal means of controlling these wastes will be wetting or quickly covering with other waste. If conditions warrant, landfill workers managing these wastes will wear protective clothing and respirators as determined by the site safety officer. o Sludges -The landfill will accept neither municipal sewer sludge nor sludges containing free liquids, as determined by the Paint Filter Liquids test. The landfill will accept all other sludges subject to the requirement of the Operations Plan's Special Waste Quality Assurance Plan. Sludges that are determined to be acceptable will be mixed/ bulked with municipal solid waste or other solid waste at the working face. Sludges will be stabilized, digested, or heat treated prior to disposal. The amount of sludge managed on a daily basis will be dictated by operating conditions. A maximum ratio of one (1) ton of sludge to five (5) tons of solid waste for daily intake of sludges will be employed. o Free Liquids- The landfill will not accept solid wastes that contain free liquids as determined by the Paint Filter Liquids Test. However, liquid waste may be Civil & Environmental Consultants, Inc. -12- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 treated by solidification, or thickening, to make the waste suitable for landfill disposal. Solidification of liquid waste will be conducted in leak -resistant containers or steel tanks partially buried within an active landfill cell. Incoming liquid waste will be deposited directly into the containers with a solidification agent. Solidification may be accomplished using soil, mulch, wood chips, etc. The liquid waste will be mixed with the solidifying agent in the tanks using a backhoe or other appropriate equipment until free liquid is no longer observed. The solidified waste will then be removed from the tanks and disposed at the working face. The number and location of mixing tanks will be dictated by the landfill operations. The requirements of this section do not apply to leachate recirculation or landfill gas condensate management. o Putrescible Waste- Animal carcasses, in small volumes, may be managed at the landfill. If a large volume is delivered to the landfill, they will be accepted in a designated area away from the working face and promptly covered. o Asbestos Containing Material- The landfill will contain areas designated for the management of asbestos waste. The management of asbestos waste will follow the procedures described in Appendix D and Appendix E of the Operations Plan. o Tires- The landfill will not accept whole tires for disposal. Tires pulled from waste loads delivered to the landfill will be temporarily stockpiled in piles not exceeding five (5) feet high, or in trailers. Proper management of collected tires will be arranged as needed. 2.2.4.2 Weighing and Control of Waste Volumes All landfill users entering the disposal area must stop on the scales at the entrance gate for security check -in. The load weight, customer, and charges will be recorded for all trucks delivering waste to the disposal area. The landfill will promptly repair any malfunctioning scales. Vehicles will be directed to the appropriate disposal area by signs. However, verbal or other instructions may be given if necessary. All open topped waste loads will be inspected for Civil & Environmental Consultants, Inc. -13- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 hazardous or otherwise unacceptable wastes by the gatekeeper from the observation platform above the gate house. All other waste loads will be inspected at the active face by the equipment operators 2.2.4.3 Inspection The landfill will follow the procedures for incoming inspection, random load inspection, and unauthorized waste response as described in Appendix C, Unauthorized Waste Control Program of the Operations Plan. A plan will be implemented by the Site Manager to prevent the onsite disposal of unauthorized hazardous wastes. The plan will contain an inspection program to be staffed by personnel who have been trained to recognize unauthorized hazardous wastes. At a minimum, the following shall be included in the inspection program: • Periodic vehicle inspection of loads at the gate and at the landfill face that document all suspicious materials, the hauler, and if possible, the generator; • Random monitoring of organic vapors from open top loads using suitable instruments; • Thorough inspection of suspicious loads; • Training of personnel to recognize regulated hazardous wastes; and • Establishment of specific procedures for notification of proper authorities if a regulated hazardous waste is discovered. 2.2.4.4 Equipment and Staffing The landfill will provide the appropriate level of equipment and staff to address the needs of a landfill that accepts a maximum of 6,000 tons per day. If waste acceptance changes, the equipment and staff levels will change accordingly. All employees associated with the waste management operations will be properly trained for their respective duties. Civil & Environmental Consultants, Inc. -14- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 2.3 LANDFILL CAPACITY-15A NCACRULE. 619(E) (2) 2.3.1 Data and Assumptions Landfill capacity calculations were performed from proposed bottom liner grading and closure plans for each phase of the landfill excluding the final cover systems, using the anticipated annual disposal rate data presented previously in Section 2.2.2. Future disposal rates may vary due to the population, industrial, and commercial growth within the region, recycling efforts, or availability of alternative waste disposal facilities. Based on landfill operating data, the in -place density of solid waste is assumed to be 1,700 pounds per cubic yard, including daily cover. Soil for construction, operation, and closure of the landfill will be obtained from excavation for landfill construction, as well as, onsite borrow and stockpile areas. Landfill operating capacity and soil quantity estimates are discussed in Sections 2.3.2 and 2.3.3. 2.3.2 Operating Capacity Phase 4 has previously been permitted as part of the Phase 3 & 4 Permit Application (2018). Table 2-1 shows the existing Permitted Phases and Gross Capacity (Refer to Drawing F101). Table 2-2 shows the Phase 5 Expansion Area gross acreage and capacity. The phase 5 Expansion area includes overlay over existing Phases (Refer to Drawing F 102). Table 2-1— Permitted Landfill Area and Air Space Volume Phase Area (acres) Gross Capacity (cubic yards) Status Phase 1 40.38 3,060,690 Active Phase 2 33.70 4,672,949 Active Phase 3 24.4 6,087,435 Active Phase 4, Cell 1 8.9 1,200,000 Approved to Operate Phase 4, Cell 2 11.46 2,314,080 Future Phase 4, Cell 3 14.26 4,305,478 Future TOTAL 133.10 21,640,632 Civil & Environmental Consultants, Inc. -15- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 Table 2-2 — Phase 5 Expansion Landfill Area and Air Space Volume Phase Area Gross Capacity Status (acres) (cubic yards) 1 40.38 3,060,690(4) Active 2 33.70 4,672,949(3) Active 3 24.40 6,087,435 (i) Active 4 34.62 7,819,558(i) Active 5 63.50 19,857,735(9) Future Expansion TOTAL 198.60 41,498,367(8) Phase 4 is a modification and expansion to the existing Permitted Phase 4 area and now developed into five (5) cells: Cell 1, 2, 3, 4, and 5 with a total area of 49.32 acres. Phase 5 is a modification and expansion to the existing Permitted Phase 4 area and. Phase 5 will developed into five (5) cell: Cell 1, 2, 3, 4, and 5 areas with a total area of 50.80 acres. The general intent is to construct a cell incrementally within a landfill phase as needed. Limits, construction progression, and closure of each landfill phase are shown on the Facility Drawings in Appendix B. The Facility is permitted to accept 6,000 tons per day of non -hazardous solid waste. A proposed in -place density for Phases 4 & 5 is 1,700 lbs/cy. Table 2-3 contains the approximate landfill phasing areas, disposal capacity volumes, and life expectancy of each phase. Based on the operational rates described Section 2.2.2, Phase 4 is expected to be in operation for at least 5.76 years. Phase 5 is expected to be in operation for at least 4.85 years. Refer to Drawing F 103 for Landfill Expansion Development Plan. Civil & Environmental Consultants, Inc. -16- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 Table 2-3 - Landfill Expansion Area and Air Space Volume Phase Area (acres) Gross Capacity (cubic yards) Status Phase 1 40.38 3,060,690 Active Phase 2 33.70 4,672,949 Active Phase 3 24.40 6,087,435 Active Phase 4, Cell 1 16.10 4,902,263 Approved to Operate Phase 4, Cell 2 4.98 1,516,350 Future Phase 4, Cell 3 7.05 2,146,640 Future Phase 4, Cell 4 11.15 3,395,041 Future Phase 4, Cell 5 10.04 3,057,059 Future Phase 5, Cell 1 9.97 2,484,633 Future Phase 5, Cell 2 13.87 3,456,556 Future Phase 5, Cell 3 10.13 2,524,507 Future Phase 5, Cell 4 10.58 2,661,597 Future Phase 5, Cell 5 6.15 1,532,647 Future TOTAL 198.60 41,498,367 Table 2-4 - Landfill Expansion Area and Air Space Volume Phase Area Gross Capacity Waste Waste Life (acres) (cubic yards) Capacity Capacity(2) Expectancy (cubic yards) (tons) (years) 01) 1 40.38 3,060,690(4) 2,930,332 1,640,985(2) 3.00(4) 2 33.70 4,672,949(3) 4,564,210 2,555,957(2) 4.66(5) 3 24.40 6,087,435(') 6,008,704 3,364,874(2) 3.07(6) 4 49.32 15,017,3700) 14,858,231 12,629,49600) 5.76(9) 5 50.80 12,659,9230) 12,496,008 10,621,60600) 4.85(9) TOTAL 198.60 41,498,367(') 40,857,551 30,812,918 21.96(7) Civil & E n v i r o n m e n t a I Consultants, l n -17- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 (1) Calculated using Autodesk Civil 3D 2016. (2) Based on a waste and cover density of 1,120 pounds per cubic yard. (3) Reference Construction Permit Application for Chambers Development Solid Waste Management Facility dated April 12, 2008 prepared by Brown and Caldwell. (4) Reference Permit to Construct Application for Anson County Solid Waste Management Facility dated November 12, 1996 prepared by GZA GeoEnvironmental, Inc. (5) Based on Phase 2 waste placement rate of 1,500 tons per day. (6) Based on waste placement rate of 3,000 tons per day. (7) From the beginning of waste placement at the landfill. (8) Gross Capacity is from the bottom of waste to the top of the final cover. (9) Based on waste placement rate of 6,000 tons per day. (10) Based on a waste and cover density of 1,700 pounds per cubic yard. (11) Calculated as of 02/2023 2.3.3 Soil Resources Cut and fill soil volumes were calculated for construction, operations, and closure for Phases 4 & 5. The cut and fill soil volumes include construction of base grades, compacted soil liner, protective cover, daily and intermediate cover, perimeter roads, and closure final cover. Table 2-3 summarizes the cut and fill volumes anticipated for the construction, closure and operations of the landfill by component. A waste to daily cover ratio of 8:1 was used to estimate the soil requirement. Table 2-3 - Estimated Soil Cut and Fill Volumes Soil Use Cut (CY) Fill (CY) Net (CY) Base Grading (Includes Perimeter road and 2,051,596 662,598 1,388,998 Basins) Base Liner System Compacted Soil Liner 0 323,142 323,142 Volume Base Liner System Protective Soil Cover 0 323,142 323,142 Volume Alternate Cap System Volume (without 0 647,372 647,372 clay liner, without intermediate cover) Civil & Environmental Consultants, Inc. -18- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 Daily Intermediate Cover Volume 0 5,510,982 5,510,982 Total Soil Required 2,051,596 7,467,237 5,415,641 These estimates show a deficit of approximately 5,415,641 cubic yards of soil fill material to complete the construction, operations, and closure of the landfill. An existing onsite soil borrow area and other areas that could be used as borrow areas are available for production of the required soils. Chambers Development of North Carolina, Inc. has recently purchasing an adjoining parcel of approximately 300 acres that could be utilized for soil resources in the future. Alternatively, alternate daily cover approved by DEQ may be used to reduce the amount of daily intermediate cover required. Additional geotechnical testing and analysis throughout construction and operations will confirm the quantities and types of materials required as construction commences and operations continue. 2.4 CONTAINMENT AND ENVIRONMENTAL CONTROLS - 15A NCAC RULE .1619(E) (3) 2.4.1 Leachate Migration Leachate migration will be controlled by a base liner system, leachate collection system (LCS), and final cover system. Daily and intermediate cover may be removed to the extent possible prior to placing additional refuse vertically during operation of the landfill to promote percolation downward to the LCS. Downward migration of leachate into natural ground will be prevented by the base liner system and LCS. The base liner system complies with the requirements of 15A NCAC Rule .1624(b) (1) (A), comprising of a composite liner system and an LCS. The base liner system consists of, from the bottom upward: Standard Base Liner System Civil & Environmental Consultants, Inc. -19- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 • Compacted soil liner (1 x 10' cm/ sec maximum in -place permeability, 24-inches thick); • 60-mil high density polyethylene (HDPE) geomembrane; • Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10-4 m2/sec minimum transmissivity); and • Protective cover (1.9 x 10-4 cm/sec minimum permeability, 24-inches thick) and LCS. Or Alternate Base Liner System • Compacted soil liner (1 x 10-5 cm/sec maximum in -place permeability, 18-inches thick); • Geosynthetic clay liner (GCL) (5 x 10-9 cm/sec maximum in -place permeability); • 60-mil high density polyethylene (HDPE) geomembrane; • Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10-4 m2/sec minimum transmissivity); and • Protective cover (1.9 x 10-4 cm/sec minimum permeability, 24-inches thick) and LCS. The LCS consists of a 24-inch in -place thick protective soil cover placed over the HDPE geomembrane to protect the geomembrane and drainage geocomposite and to promote drainage of leachate from the landfill floor. The drainage geocomposite is placed between the protective cover and HDPE geomembrane to channel leachate to a collection pipe or sump. The protective cover will contain a perforated collection pipe, collection sump, and pumping equipment to remove leachate from the landfill floor. A maximum hydraulic head of 1-foot will be maintained on the HDPE geomembrane during normal operational conditions. 2.4.2 Landfill Gas Management Landfill gas (LFG) is generated as a natural byproduct associated with the decomposition of landfilled wastes comprised of roughly equal parts of methane and carbon dioxide. LFG can create fire and explosion hazards at certain concentrations in enclosed spaces. The lower Civil & E n v i r o n m e n t a I Consultants, Inc. -20- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 explosive limit (LEL) is the lowest concentration of a gas that will result in an explosion if an ignition source is present. The LEL of methane is 5% by volume in air. The upper explosive limit (UEL) is the highest concentration of methane gas that will result in an explosion if an ignition source is present. The UEL of methane is 15% by volume in air. LFG contains small quantities of non -methane organic hydrocarbons (NMOCs), some of which are known carcinogens, and olfactory compounds such as hydrogen sulfide, which can cause odor problems. A LFG management system minimizes gas pressure exerted on the closure cap system, eliminates uncontrolled emissions, reduces the potential for odor conditions to develop, and reduces the potential for subsurface migration of landfill gas. The landfill's LFG management is based on a Landfill Gas Master Plan prepared by SCS Engineers dated November 20, 2007 and revised by Civil & Environmental Consultants, Inc. for this Permit Application. The Landfill Gas Master Plan has been updated for the entire landfill facility, Phases 1 through 5. This report is included as part of the Permit Application for Phases 4 & 5 Expansion and can be found in Appendix F. LFG management will use an active gas extraction and collection system with auxiliary gas management features. The LFG will be collected using vertical extraction wells installed in the waste which will be connected to collection piping under a constant vacuum generated by a dedicated blower system. Collected LFG will be combusted in the onsite landfill gas flare(s), which will consume the hydrocarbons present in the LFG, reducing hydrocarbon emissions and global warming potential. Vertical extraction well installation will begin once the closure cap is constructed. However, wells may be installed prior to final grades, if the operator determines they will provide effective gas collection capability. Gas migration monitoring is required at the perimeter of the landfill property line and must be performed as described in the Landfill Gas Monitoring Plan found in Appendix F and in accordance with the requirements of 15A NCAC 13B .1626. Since the landfill will be lined and active landfill gas collection and treatment is to be implemented as each phase is completed, potential for landfill gas migration through the ground is limited. However, monitoring is to be implemented to verify that explosive gas levels in on -site structures (excluding gas control and leachate collection facilities) are less than 25% of Civil & Environmental Consultants, Inc. -21- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 the lower explosive limit (LEL) and that explosive gas levels at the facility property boundary are less than the LEL. Automatic sensors and alarms shall be installed in each onsite structure to provide continuous monitoring of the buildings' atmospheres. 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 exceeding the specified limits (25% LEL in buildings, LEL at property boundary) the Site Manager shall: • Take all necessary steps to ensure protection of human health and safety; and • Notify NCDEQ. Within seven (7) days of detection, the Site Manager will place written records of detected gas levels and a description of the steps taken to protect human health. Within 60 days of detection, a remediation plan for LFG control must be implemented and written notice of the plan must be placed in the facility operating record and forwarded to the NCDEQ. 2.4.3 Dust, Odor, Vector, and Litter Control Potential nuisances to the areas surrounding the landfill include odor, dust, fires, sedimentation, blowing litter, and vectors. The potential for odors, fires, and blowing litter will be decreased by placing daily cover atop the waste. Any small fires will be extinguished by smothering the fire with soil. Firefighting equipment from local firefighting units will be available to extinguish any large fires. Blowing litter will also be controlled as necessary with fences and frequent policing. Dust will be minimized by covering road surfaces with aggregate and regular spraying with water. Sedimentation will be controlled with appropriate erosion and sedimentation control devices. Civil & E n v i r o n m e n t a I Consultants, Inc. -22- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 Potential vectors that include rodents, birds, and other scavengers will be controlled by providing cover material that will limit access of such vectors to waste. 2.4.3.1 Dust Control Due to the nature of landfill operations, dust has the potential to be generated during dry periods of the year. The following control measures may be employed at the landfill: • Soil wetting- Periodic watering using a water tank truck will be utilized to control dust originating from paved and unpaved access roads. The main access road to the scale will be paved, while the perimeter roads will be gravel -surfaced. Soil wetting may have to be performed several times during an operating day; • Application of soil wetting agents- Soil wetting agents, such as calcium chloride, may be used to supplement other dust control methods; and • Vegetative cover- Landfill areas or stockpiles not intended for near -term use will be seeded, in accordance with seasonal limitations, to encourage the growth of vegetation and reduce erosion. The landfill will employ a street sweeper on an as -needed basis to sweep and clean the entrance road. 2.4.3.2 Odor Control Odors shall be controlled in accordance with state regulations and the provisions of the Anson County Agreement relating to the reporting, monitoring, and necessary corrective actions to be taken. If any particularly odorous wastes are received, the wastes will be covered with sufficient material to minimize the odor. The landfill will employ appropriate waste compaction and covering techniques to minimize the potential for odors related to the working face. Odor minimization measures include the timely placement of daily cover, placing cover quickly over odorous loads, spreading lime or other odor neutralizing agents on areas of the landfill exhibiting odors, and potentially odor neutralizing mists. Civil & E n v i r o n m e n t a I Consultants, Inc. -23- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 Once sufficient waste has been landfilled, an LFG management system will be installed in accordance with state and federal requirements. A LFG management and control plan is provided with the Permit Application for Phases 4 & 5 Expansion of the MSW Landfill and can be found in Appendix F. 2.4.3.3 Vector Control Vector control at the landfill may be accomplished by employing the following control methods: • Periodic application of cover material- If vectors are determined to be a problem, progressive cover techniques (cover placed more often than just at the end of the working day) may be used to reduce the size of the active working face; and • Immediate application of cover material- Refuse loads which contain a high percentage of putrescible waste may have to be covered immediately to discourage the proliferation of vectors. The best method for minimizing vectors is the timely application of cover materials of adequate thickness, which prevents vector contact with waste. Although refuse is the greatest attraction to vectors, piles of tires and other salvaged materials will also attract vectors. These materials will be maintained in an orderly fashion and removed periodically, to prevent propagation of vectors. A summary of the bird controls that may be employed include but are not limited to: • Working Face - The working face will be managed so as to minimize bird attraction. • Timely Cover Placement - Although daily cover will be applied at the end of each operating day, there may be occasions when more frequent placement of daily cover is necessary to limit the number of scavenging birds at the landfill. This method will be considered for incoming refuse loads that contain large quantities of putrescible wastes (e.g., food waste). • Habitat Control - Alter the landfill environment to make it less attractive, including but not limited to the installation of monofilament line. Civil & E n v i r o n m e n t a I Consultants, Inc. -24- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 • Sonic Devices - Propane cannons and hand held screamers will be used to frighten scavenging birds. The timing of sonic devices will be variable. • Lethal -The landfill may obtain a depredation permit as a method to deter scavenging. 2.4.3.4 Litter Control The level of effort needed to manage litter is affected by weather conditions and wind directions. The landfill currently manages litter by: o Portable Litter Fence -The most suitable location for litter control fence will be determined on a daily basis, based on the wind's direction. The fence will be placed as close to the active face as practical without disturbing landfilling operations. Litter will likely occur even with proper litter controls. The following cleanup procedures will be followed on a routine basis: • Litter Clean -Up from Fences- Litter will be removed from and along litter fences daily. • Clean -Up along Onsite Roads -Litter occurring along onsite roads will not be allowed to accumulate. This litter will be cleaned up as needed. o Clean -Up at Entrance Area and Entrance Roads- The site entrance and road leading to the entrance will be inspected each day. These locations will be cleaned of litter as necessary. o Active Face on Interior Slopes- On windy days, the active face may be maintained on interior slopes, sheltered from the wind. • Much of the potential litter problem may be prevented by following proper techniques at the working face. This will reduce the amount of refuse exposed to the wind. • When top dumping, refuse should be placed as usual and spread downward. • Compacted waste should be covered as soon as practical to minimize blowing litter. o Litter Patrols -Litter pick-up crews will be deployed as needed to pick-up windblown litter that may accumulate along nearby public roads within 1 mile of the main entrance and nearby property. 2.4.4 Stormwater Management and Sedimentation and Erosion Control Civil & E n v i r o n m e n t a I Consultants, Inc. -25- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 Stormwater management and sedimentation and erosion control measures have been designed for the landfill construction, operations, and final cover conditions at the landfill. The stormwater management and sedimentation and erosion control measures were designed to manage the run-off generated by a 24-hour, 25-year storm event and conform to the requirements of the North Carolina Erosion and Sedimentation Control Planning and Design Manual. In general, the proposed stormwater management and sedimentation and erosion control during landfill construction conditions includes silt fence, stormwater diversion channels, sediment traps, and sediment basins. During final cover conditions they include silt fence, stormwater collection terraces, downchute inlets and piping, perimeter (i.e., road -side) stormwater diversion channels, and sediment traps and basins. 2.5 LEACHATE MANAGEMENT -15A NCAC RULE. 1619(E)(4) 2.5.1 Leachate Collection System Leachate is described as the water that infiltrates through the landfill and potentially leaches contaminants from the refuse. Leachate is produced as precipitation falls on the surface of the landfill and infiltrates through the refuse. The leachate collection system (LCS) intercepts leachate as it infiltrates the landfill and diverts it to the on -site leachate storage facility. The LCS was designed to meet the requirements of 15A NCAC Rule .1624(b)(1)(B). The objectives of the leachate collection system design are to prevent failure of the liner and to handle flows generated that no more than 12 inches of hydraulic head of leachate may accumulate over the composite liner system under normal operating conditions. Under operating conditions when the hydraulic head on the composite liner system is above 12 inches for flows generated by the 25-year 24- hour storm event, the collection pipes and removal system will remove leachate to less than 12 inches of hydraulic head within 72 hours. The LCS is also used as protection between the waste and the composite liner system. The sizing and components of the leachate collection system is based on data generated by the U.S. Environmental Protection Agency's Hydrologic Evaluation of landfill Performance program (HELP model) version 3.07. The LCS is placed over the landfill's composite liner system geomembrane utilizing three components: Civil & E n v i r o n m e n t a I Consultants, Inc. -26- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 1. Drainage geocomposite; 2. 24 inches of protective soil cover with a minimum permeability of 0.00019 cm/sec; and 3. Collection and removal system. 2.5.1.1 Drainage Geocomposite A drainage geocomposite will be installed directly above the 60-mil HDPE geomembrane in the composite liner system. The drainage geocomposite consists of a minimum 200 mil HDPE geonet core with 8 ounce per square yard non -woven polypropylene geotextile heat bonded to the both sides of the geonet core. The geocomposite will be manufactured from unreinforced HDPE that is designed and manufactured for the purpose of drainage. It will have a transmissivity at least 5 x 10-4 m2/sec. The geotextile will prevent migration of soil particles into the drainage net, which could lead to mechanical clogging of the geonet core. To facilitate drainage, the slope of the drainage geocomposite will be at least 2%. 2.5.1.2 Protective Cover The protective cover will be installed directly over the drainage geocomposite and consist of 24- inches of soil materials. The drainage and protective cover allows leachate to flow along the slope of the landfill floor to a collection pipe or collection sump while simultaneously protecting the landfill composite liner system. The soil material used for the protective cover will have a minimum hydraulic permeability of 0. 000 19 cm/sec with a maximum particle size of 1/4 inch and less than 10% fines. 2.5.1.3 Collection Pipes An 8-inch diameter or 10-inch diameter HDPE perforated pipe is laid along the landfill floor above the composite liner system drainage geocomposite for each cell. The pipe collects the leachate conducted by the drainage geocomposite and protective cover and use gravity to move the leachate to sumps where it is pumped out of the cell. Each collection pipe will contain a cleanout located at the surface of the landfill perimeter embankment. Collection pipes are encased by coarse aggregate that is wrapped in geotextile non -woven filter fabric. The stone and Civil & E n v i r o n m e n t a I Consultants, Inc. -27- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 filter fabric provide a mechanism for preventing migration of soil particles from the drainage and protective cover into the collection pipe, which could lead to mechanical clogging. To facilitate drainage, a minimum 2% post -settlement slope will be utilized for the collection pipe. The diameter, slope, and spacing of the collection pipe are determined by using the HELP model and hydraulic analysis to maintain less than 12-inches of hydraulic head on the composite liner system under normal operating conditions. Under operating conditions when the hydraulic head on the composite liner system is above 12-inches for flows generated by a 25-year 24-hour storm event, the collection pipe will remove leachate to less than 12-inches of hydraulic head within 72 hours. 2.5.1.4 Collection Sumps, Pumps, and Storage Each cell contains a 30-foot by 20-foot by two (2) feet deep leachate collection sump located at the lowest elevation point within the cell. The leachate from the landfill cell floor flows to the sump by way of a collection pipe, drainage geocomposite, and protective cover. The collection sump contains two (2) 18-inch diameter perforated pipes connected to solid HDPE sideslope pipes daylighting at the surface of the landfill perimeter embankment. The leachate is removed from the sump by a submersible pump located in one of the 18-inch diameter HDPE side -slope riser pipes, with the remaining riser pipe serving as a backup. A nominal 100 gpm submersible pump will be maintained onsite as a back-up in the case of failure of an active cell pump or for use in removing unusual storm surges from a newly opened cell. At least one spare 15 gpm submersible pump will be maintained on site for use in event of the failure of a pump in an inactive cell. The leachate submersible pumps convey the leachate to one (1) existing 350,000 gallon HDPE lined storage basin via a HDPE dual -containment force main. The leachate is then transferred from the storage basin by way of a force main for treatment at Anson County's Wastewater Treatment Plant (WWTP). Two (2) additional lined storage basins will be constructed throughout the life of Phases 1-5. The leachate sumps, submersible pumps, and force main were sized based on the anticipated leachate peak daily flow generated in an open cell. The leachate storage facility was sized based Civil & E n v i r o n m e n t a I Consultants, Inc. -28- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 on the greatest anticipated leachate average daily volume with 14-day storage, generated for the expected normal operating conditions at the landfill through its life expectancy of 25.14 years (e.g. waste depth by cell, cell area, phasing sequence). Based on the phasing of the landfill and leachate generation, it was determined that one (1) 350,000 gallon storage basin will provide at least 14 days of storage capacity for the anticipated average daily leachate flow rates for Phases 1-3 and Phase 4, Cells 1 and 2. Prior to placing waste in Phase 4, Cell 3, an additional 350,000 gallon storage basin will be constructed. Prior to placing waste in Phase 5, Cell 3, a third 350,000 gallon storage basin will be constructed. A summary of the HELP Model data and leachate storage requirements are provided in Table 3-1 and a detailed analysis of the storage requirements during the development of each cell of the landfill is presented in Appendix C. 2.5.1.5 Contingency Plan The size of the existing leachate storage basin and future basins were evaluated for the anticipated average daily leachate generation rates based on the expected conditions at the landfill using the HELP Model. A 14-day leachate volume was considered in evaluating the size the storage facility for the average daily leachate generation. The volume of leachate generated for the for each cell construction phase is presented in Appendix C. The existing leachate storage basin has a holding capacity of 350,000 gallons and the availability of pumping leachate from the storage basin to Anson County's WWTP for treatment. In the event of storm surge conditions, the holding capacity of existing storage tanks will be maximized while continuously pumping to Anson County's WWTP. Civil & E n v i r o n m e n t a I Consultants, Inc. -29- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 3.0 ENGINEERING REPORT 3.1 FACILITY INFORMATION The Anson County Landfill (landfill) is located in Anson County, North Carolina, off of US Highway 74. The immediate surrounding area is rural and primarily wooded. However, south of the landfill there is limited residential development. The landfill is classified as a MSW Landfill and operates under Permit Number 0403. The landfill is currently permitted and comprised of 4 phases; Phase 1 includes approximately 40.38 acres, Phase 2 includes approximately 33.70 acres, Phase 3 include approximately 24.40, Phase 4 includes approximately 34.62 acres. This Permit Application is for the Phase 4 & 5 Expansion Areas. Phase 4 Expansion includes approximately 49.32 acres and Phase 5 includes approximately 50.80 acres. This Permit application addresses the updated Phase 4 area, construction of Phase 5, and six (6) sediment basins. Phase 4 has an updated area of 49.32 acres, Phase 5 will include a total of 50.80 acres, bringing the total landfill area to 198.60 acres. Internal roads will be maintained such that disposal vehicles have access to operations areas in all weather conditions. Additionally, access roads will be provided to reach monitoring wells and other locations requiring periodic servicing. 3.2 EROSION AND SEDIMENTATION CONTROL An Erosion and Sedimentation Control Plan was developed to meet the requirements set forth by the North Carolina Department of Environmental Quality (NCDEQ). All erosion and sedimentation control measures were designed based on a 10-year, 24-hour storm event in Anson County, North Carolina. Temporary measures to be used on the site include sediment basins, sediment traps and silt (sediment) fencing. Calculations and corresponding references are located in Appendix C, and relevant drawings (Sheets C300 and C301) are located in Appendix B. Civil & E n v i r o n m e n t a I Consultants, Inc. -30- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 33 STORMWATER CONVEYANCE AND MITIGATION The stormwater conveyance and mitigation plan was designed to meet NPDES Phase II requirements. The permanent ditches designed for erosion control will convey stormwater. The ditches will be vegetated with at least 90% landscaped cover at all times. Plunge pools have been designed to prevent failure resulting from high exit velocities from all final cover slope drains. Slope drains, plunge pools and ditches will be inspected every six (6) months and after every major storm event (1 /2" or greater). 3A WASTE QUANTITIES An October 5, 2016 Franchise Agreement limited waste acceptance of 6,000 tons per day. The facility will accept only those items listed in 15A NCAC RULE .1619(E) (1) that have not come in contact with hazardous constituents, petroleum products, or lead based paints or waste determined as acceptable by the Department based on the submittal of a waste characterization report and will screen the incoming waste in accordance with 15A NCAC RULE .1619(E) (1). 3.5 SITE ANALYSIS 3.5.1 Transportation System The major waste transportation routes to the landfill include US Highway 74. 3.5.2 Topography and Surface Drainage The Landfill (Facility) is situated in the south-central portion of Anson County, North Carolina, west of US Highway 74. The Facility is bordered by Highway US 74 to the East. The immediate surrounding area is rural and primarily wooded. The topographic features of the site are shown on the USGS topographic quadrangle map that is presented in Figure 3-1. This map depicts the approximate location and limits of the site on portions of the combined Polkton, North Carolina USGS Topographic Quadrangle Maps (7.5-minute series). Civil & Environmental Consultants, Inc. -31- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 As shown in Figure 3-1, the site consists of a series of rolling hills that reach heights of almost 350 feet above sea level50 feet above the low point of about 260 feet above sea level for the site. For the most part, surface drainage for the Anson County Landfill Phases 4 & 5 Expansion landfill will be toward an unnamed tributary of Pinch Gut Creek and Brown Creek located on the eastern and western boundaries of the site. For a complete discussion of site topography and surface drainage, the reader is referred to the Design Hydrogeologic Investigation Report, prepared by Civil & Environmental Consultants, Inc. (dated March 2018). A copy of this report (excluding appendices) is presented in Appendix E. Civil & E n v i r o n m e n t a I Consultants, Inc. -32- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 n ;B wn-Cr - 1 NORTH zs� r // -- 'Richmond ` = - _�j 3 Sturdivant �. Cem- f _. 41 JWI 00 REFERENCE 1- U.5.G.5. 7.5' TOPOGRAPHIC MAP, POLKTON QUADRANGLE, NC DATED2013 SCALE IN FEET 2, J-S.G.S. 7-5' TOPOGRAPHIC MAP, RUSSELLVILLE QUADRANGLE, NC DATED: 2012- O 1000 2000 WASTE CONNECTIONS LLC FIMAAV .�- PERMIT APPLICATION Civil & Environmental Consultants, Inc. ANSON LANDFILL PHASE 5 AN50N, NORTH GARDLINA 1900GenterPark Dnve - SukeA - Charlatte, NG 28217 Ph; 980.237.DS73 Fax; 98C.237,0372 USGS MAP www.ce=C1C0m DRAWN BY: CTH I CHECKED BY: NTB 1 APPROVED BY: SLB FIGURE NO.: DATE: OCTOBER 20181 DWG SCALE: 1 "= 1000'1 PROJECT NO: 165-276 Civil & E n v i I• o n m e n t a I Consultants, Inc. -33- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 3.6 CONSTRUCTION OF THE ANSON COUNTY LANDFILL PHASE 5 Preparation and development of Phases 4 & 5 Expansion of the landfill will include subgrade preparation, HDPE liner placement, and soil liner placement. Phases 4 & 5 have been designed in accordance with North Carolina Solid Waste Management Rules 15A NCAC 13B .0201 (c) and (d) and Rule 15A NCAC 13B .1603. Airspace calculations are presented in Appendix C. 3.6.1 Foundation The landfill foundation will be comprised of naturally occurring soils. Based on the geologic exploration of the subsurface as discussed in the Design Hydrogeologic Investigation Report, no areas of gross instabilities are expected. NCDEQ requires a minimum floor slope of 2% post -settlement to promote drainage. The calculations and settlement analysis in Appendix C demonstrate the floor slope will not decrease below the minimum required slope due to differential settlement. After excavation to the design subgrade, the area will be proof rolled by a pneumatic -tired vehicle weighing 20 tons or greater to confirm subgrade stability. Any areas noted to exhibit signs of instability will be excavated and backfilled with structural fill. 3.6.2 Subgrade Separation The determination of the seasonal high groundwater and depth to bedrock is addressed in the Design Hydrogeologic Investigation Report (see Appendix E). The landfill is designed to maintain a minimum four feet of separation between the post - settlement bottom liner system and the seasonal high groundwater table. The constructed liner system complies with the separation requirements for bedrock and the high groundwater level, as shown in Drawing G200 in Appendix B. Settlement and post -settlement calculations can be found in Appendix C. Civil & E n v i r o n m e n t a I Consultants, Inc. -34- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 3.6.3 Base Liner System The standard liner system will consist, from top to bottom, of a 24-inch thick drainage and protective cover layer (k > 1.9x 10-4 cm/sec), a geocomposite drainage layer, a 60-mil HDPE geomembrane, and a 24-inch thick compacted low permeability soil liner (k< 1x10-' cm/sec). The low permeability clay may be from either onsite or off -site resources. A detail of the standard, composite bottom liner system is presented in Figure 3-2. 60 MIL HDPE LINER 24'' COMPACTED SOIL LINER (MINIMUM PERMEABILITY OF 1X10-7 cm/sec) Figure 3-2 — Standard Bottom Liner System Details Civil & Environmental Consultants, Inc. -35- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 3.6.4 Slope Stability Analyses In accordance with the Environmental Protection Agency (EPA) Guidance Document EPA/600/R-95/051 and NCDEQ, CEC conducted slope stability analyses on the proposed final grades of Phases 4 & 5 of the landfill, as shown in Appendix C. 3.6.4.1 Global Slope Stability Based on the results of this slope stability analysis, the proposed Phases 4 & 5 Expansion Areas will have a long-term FS greater than 1.5 for static conditions, and a yield acceleration to PGA Ratio greater than 1.0 for seismic conditions. Therefore, the proposed Phases 4 & 5 Expansion Areas liner system and waste mass will be stable under static and design earthquake seismic conditions. Additionally, a stability analysis was performed to determine the minimum geosynthetic interface friction required to achieve a minimum static FS of 1.5. The minimum interface friction angle calculated was determined to be 13 degrees. Conformance testing of the liner system interfaces should be performed to verify materials provided for each cell construction will meet or exceed this requirement. 3.6.4.2 Final Cover Stability The analysis indicates that the soil materials used to construct the final cover system over the 3.5H:1 V slopes must possess a minimum internal friction angle of 23.1 ° to achieve the required FS of 1.5. Additionally, the minimum shear strengths for low normal loads were identified above and were based on a minimum geosynthetic interface friction angle of 25.2° and cohesion of 0 psf above the geomembrane, and 25.2° with no cohesion below the geomembrane. Interface shear strength testing should be performed for the specific products used in each construction increment of the final cover system at the Anson County Landfill to confirm the minimum low -normal load shear strength requirements are met. Peak shear strengths are Civil & E n v i r o n m e n t a I Consultants, Inc. -36- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 provided in both interface friction angle and shear stress at the specified normal load. Shear stress is calculated using the equation T = c + 6 tan(y), where c equals cohesion/adhesion. Exceeding either the required friction angle with cohesion/adhesion equal to zero or the peak shear stress at the required normal load is an acceptable test result. 3.6.5 Final Cover System The permitted final cover system will remain an option for the final cover of the landfill. In areas where the floor system and Alternate Liner final cover system interface, a final cover anchor trench will be installed to facilitate the final cover system termination, as shown in the Permit Drawings. The final cover system will consist, from top to bottom, of a 24-inch thick erosion layer of earthen material capable of sustaining native plant growth, a geocomposite drainage layer, a 40-mil linear low -density polyethylene (LLDPE) liner, and a 24-inch thick infiltration layer of earthen material that has a permeability less than the bottom liner system or no greater than 1 x 10-5 cm/sec, whichever is less. The top of each cell will maintain at least a 5% slope post -settlement, while the sideslopes will not exceed three and a half (3.5) horizontal feet to one (1) vertical foot. A profile of this liner system is shown in Figure 3-3. 6" TOP SOIL DOUBLE —SIDED HEAT —BONDED GEOCOMPOSITE (TRANSMISSIVITY ? 5x10¢mom] 18" PROTECTIVE COVER WITH 8 OZ/SY NON —WOVEN GEOTEXTILE ON BOTH SIDES. ------- - ------- 40 MIL. TEXTURED LLDPE GEOMEMBRANE REINFORCED GOESYNTHETIC CLAY LINER (GCL) (K c 5x10-13 CM/SEC) UNDER GEOMEMBRANE Figure 3-3 — Alternate Liner Landfill Cover Cap Details Civil & E n v i r o n m e n t a I Consultants, Inc. -37- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 3.6.6 Quality Assurance/Quality Control Plan A comprehensive Quality Assurance/Quality Control (QA/QC) Plan with specifications has been prepared for the liner system, and a copy is located in Appendix D. This plan ensures the liner will be constructed in accordance with the specifications and design criteria established for each material, product, and subsystem required for the landfill. Procedures have been established for specific components, including: 00 Earthwork and soil liner system; 00 Bottom liner geomembrane; Oc Landfill geotextiles; Oc HDPE piping, manholes and fittings; and 00 Geocomposites used in construction. Strict procedures have also been established for the documentation of the construction quality assurance program specified for an Alternate Liner. 3.6.7 Leachate Generation The strategy for this evaluation was to estimate the average and peak leachate generation rates and corresponding maximum level of leachate buildup over the base liner system. The proposed landfill design was initiated by evaluating four (4) different possible operating conditions that conservatively estimate the average and peak flow conditions. Under the first condition evaluated, a newly opened cell with a 10-foot layer of compacted waste is simulated. The second condition evaluated is a simulation using a 90-foot layer of compacted waste. The third condition evaluated is a simulation using compacted waste at a thickness of 250 feet with 12 inches of intermediate soil cover and the fourth condition evaluated is at closure. Civil & E n v i r o n m e n t a I Consultants, Inc. -38- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 Two base liner systems were evaluated at 2% post -settlement bottom slopes and 150-foot drainage length, comprising of a standard base liner system and alternate base liner system as defined in 15A NCAC Rule . 1624(b) (1) (A). The design parameters are summarized as follows: Landfill Cross -Section with Standard Base Liner System (from bottom to top) • Compacted soil liner (1 x 10-7 cm/sec maximum in -place permeability, 24 inches thick); • 60-mil high density polyethylene (HDPE) geomembrane; • Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10-4 m2/sec minimum transmissivity); • Protective cover/leachate collection layer (1.9 x 10-4 cm/sec minimum in -place permeability, 24 inches thick); • Compacted Municipal Solid Waste (MSW); • Intermediate soil cover (12 inches thick); • 40-mil low density polyethylene (LLDPE) textured geomembrane; • Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10-4 m2/sec minimum transmissivity); • Protective soil cover (18 inches thick); and • Erosion soil cover (6 inches thick) Landfill Cross -Section with Alternate Base Liner System (from bottom to top) • Compacted soil liner (1 x 10-5 cm/sec maximum in -place permeability, 18 inches thick); • Geosynthetic clay liner (GCL) (5 x 10-9 cm/sec maximum in -place permeability); • 60-mil high density polyethylene (HDPE) geomembrane; Civil & E n v i r o n m e n t a I Consultants, Inc. -39- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 • Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10-4 m2/sec minimum transmissivity); • Protective cover/leachate collection layer (1.9 x 10-4 cm/sec minimum permeability, 24 inches thick); • Compacted Municipal Solid Waste (MSW); • Intermediate soil cover (12 inches thick); • 40-mil low density polyethylene (LLDPE) textured geomembrane; • Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10-4 m2/sec minimum transmissivity); • Protective soil cover (18 inches thick); and • Erosion soil cover (6 inches thick). Transpiration, temperature and solar radiation data from Charlotte, North Carolina along with precipitation data from Polkton, North Carolina were used to model the climatic conditions for expected life of the Landfill. A summary of the results from the HELP model leachate generation rate for the average daily and peak daily leachate flow is presented in Table 3-1 below. The HELP model evaluation was used to determine the liner's compliance with 15A NCAC Rule .1624(b)(1)(B), and to evaluate whether leachate build up on the liner would be less than 12 inches under normal operating conditions for a newly open cell and waste depths of 10 feet, 90 feet, and 250 feet and at closure. The results of this leachate storage analysis are presented in Appendix C. The estimated leachate volume and flow after a storm surge generated from a 24-hour, 25-year storm event was evaluated for the leachate collection system to determine the appropriate pipe size and spacing. Information from NOAA's National Weather Service Hydrometeorological Design Studies Center is used to determine the depth of rainfall at the landfill for a 24-hour, 25- year storm event, which is 6.33 inches. This rainfall depth is used in calculating the total volume of leachate produced for the storm event by multiplying the rainfall depth by the largest landfill Civil & E n v i r o n m e n t a I Consultants, Inc. -40- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 cell area. The leachate flow generated from 24-hour, 25-year storm event is calculated using the Rational Formula (Q=CIA). The rainfall intensity variable in the Rational Formula is provided in NOAA's Hydrometeorological Design Studies Center IDF Curves, which is 4.27 inches per hour based on time of concentration of 30 minutes. The results of the storm event flow calculation is summarized below and the pipe sizing and spacing calculation can be found in Appendix C. Table 3.1 - Summary of Results for Typical One Acre Cell (Normal Operating Conditions) Evaluation Base Drainage Slope Average Peak Daily Parameters Liner Daily Leachate System Leachate 10 feet of Waste Standard 150ft 2% 1,000 gpd 8,905 gpd 90 feet of Waste Standard 150ft 2% 978 gpd 3,902 gpd 250 feet of Waste with Intermediate Standard 150ft 2% 62.48 gpd 1,828 gpd Soil Cover Closure with 250 Standard 150ft 2% 0 gpd 0 gpd feet of Waste Table 3.2 - Summary of Results for Newly Open Cell (Storm Surge Conditions) Cell Cell 24-Hour, 24-Hour, 25- Runoff Storm Storm Surge Number Bottom 25-Year Year Storm Coefficient Surge Volume Area (A) Storm Intensity (I) (C) Flow (V=AD) Depth (Q=CIA) (D) Phase 4 Cell 16.10 6.33 4.27 1.0 70.13 2,770,881 acres inches inches/hour ft3/sec gallons Cell 2 4.98 acres 6.33 4.27 1.0 21.69 857,080 Civil & Environmental Consultants, Inc. -41- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 inches inches/hour ft3/sec gallons Cell 3 7.05 acres 6.33 4.27 1.0 30.70 1,213,336 inches inches/hour ft3/sec gallons Cell 11.15 6.33 4.27 1.0 48.56 1,918,964 acres inches inches/hour ft3/sec gallons Cell 10.04 6.33 4.27 1.0 43.73 1,727,928 acres inches inches/hour ft3/sec gallons Phase 5 Cell 1 9.97 acres 6.33 4.27 1.0 43.43 1,715,881 inches inches/hour ft3/sec gallons Cell 13.87 6.33 4.27 1.0 60.41 2,387,089 acres inches inches/hour ft3/sec gallons Cell 10.13 6.33 4.27 1.0 44.12 1,743,418 acres inches inches/hour ft3/sec gallons Cell 10.68 6.33 4.27 1.0 46.52 1,838,075 acres inches inches/hour ft3/sec gallons Cell 6.15 6.33 4.27 1.0 26.78 1,058,442 acres inches inches/hour ft3/sec gallons The analysis of the landfill design indicates that the leachate collection and storage system design is sufficient to meet the regulatory requirements of the North Carolina Administrative Code NCAC Title 15A 13B Section .1600 requirements. For all of the conditions evaluated, the average head and peak average head on the landfill's bottom liner does not exceed 12 inches. Additional leachate storage basins will be constructed as specified in Section 2.5.1.4. above. Civil & E n v i r o n m e n t a I Consultants, Inc. -42- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 3.7 CONSTRUCTION METHODS Construction methods have been assembled for: landfill construction, in the QA/QC Plan located in Appendix D; leachate management, in Section 2.5; and groundwater monitoring, in Appendix F. 3.8 STORMWATER MANAGEMENT SYSTEM DESIGN NCDEQ landfill regulations require stormwater management features be designed to control the water volume resulting from a 25-year, 24-hour storm. The stormwater management system design is based on the proposed drainage area for each basin. Permanent measures to be constructed include perimeter ditches, tack- on swales and six (6) sediment basins. The design utilizes detailed volume and elevation data derived from the proposed basin grading shown in Drawings C501 and C502, located in Appendix B. A 10-year storm event was modeled to observe the impact of increased precipitation on settling efficiency. The calculations for the 10-year and 25-year storm for the basins are included in Appendix C. A summary of the sedimentation pond calculations is provided in Table 3-3. Table 3-3 — Anson County Landfill Sediment Pond Calculations Pond Area Drainage Area (AC) Receiving Structure 2 year peak Q (cfs) 10 year peak Q (cfs) 25 year peak Q (cfs) Phase 5 SB-10 56.11 SB-10 1.51 12.20 20.29 SB-11 9.64 SB-11 0.00 1.66 5.93 SB-12 4.70 SB-12 0.00 1.27 4.96 SB-13 39.50 SB-13 0.00 4.70 13.64 SB-14 10.65 SB-14 0.00 2.20 7.18 SB-15 73.25 SB-15 0.00 0.00 4.98 Civil & E n v i r o n m e n t a I Consultants, Inc. -43- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 4.0 OPERATION AND MAINTENANCE PLAN A detailed, comprehensive Operations Plan for the facility is included in Appendix A. Below is a summary of the operations components and processes for Phases 4 & 5 of the Landfill. 4.1 OPERATION DRAWINGS The owner and operator will maintain and operate the landfill in accordance with the operation plan. Appendix B includes Drawings C 100 — C502, which plot each phase of landfill development and are consistent with the engineering plan and Subparagraph (b)(1)(A-G) of 15A NCAC 13B. 4.2 WASTE ACCEPTANCE The landfill will not accept types of waste prohibited by 15A NCAC 13B, which include: • Hazardous wastes as defined within 15A NCAC 13A to include hazardous wastes from conditionally exempt small quantity generators; • Polychlorinated biphenyls (PCBs) wastes as defined in 40 CFR 761; • Liquid wastes except as provided by 15A NCAC 13B .1626(9); • Untreated regulated medical wastes; • Petroleum contaminated soils; • ABC Container Recycling; • Electronics; • Fluorescent Lights; • Mercury Containing Thermostats; • Oil Filters; • Plastic Bottles; and • Wood Pallets. Civil & E n v i r o n m e n t a I Consultants, Inc. -44- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 The following waste types will not be accepted for landfilling, but may be accepted at a drop-off for alternative processing: • White goods; • Used oil; • Lead -acid batteries; • Petroleum contaminated waste; • Whole scrap tires; and • Yard waste. The landfill will accept all types of municipal solid waste (MSW) and special wastes, to include: • Spoiled foods, animal carcasses, abattoir waste, hatchery and other animal wastes; • Asbestos waste; • Treated medical wastes which are not hazardous, liquid, infectious or radioactive; • Wastewater treatment sludges; • Construction/ demolition wastes; • Ash (non -medical); Coal ash may be accepted for disposal after approval of Anson County and the Solid Waste Section; • Industrial process waste; • Off -specification, outdated commercial products; • Barrels and drums which are empty and have been perforated sufficiently to ensure that no liquid or hazardous waste is contained therein, except for fiber drums containing asbestos; • Laboratory waste (non -hazardous); and • Other non-MSW wastes not excluded above. Acceptance of special wastes will be subject to provisions of 15A NCAC 13B, the special waste acceptance procedures defined in the Operations Plan included in this application. Civil & E n v i r o n m e n t a I Consultants, Inc. -45- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 4.3 COVER, SPREADING, AND COMPACTING The working face will be restricted to the smallest area feasible and compacted as densely as feasible. Any area that exceeds one-half acre or more on a weekly basis will be covered with six (6) inches of earthen material. Cover may be placed at more frequent intervals to control disease vectors, fires, odors, blowing litter, and scavenging. Areas where additional waste will not receive waste for three months, but will receive additional waste will be covered and stabilized with vegetative cover or other stabilizing material. Appropriate methods including fencing and diking will be used to confine wind-blown solid waste. At the end of each day, wind-blown waste will be collected and disposed of in the landfill. 4A AIR CRITERIA AND FIRE CONTROL No open burning of waste will be permitted onsite. The Division will be notified verbally within 24 hours and in writing within 15 days of any fire and explosion at the facility. If a fire occurs at the landfill, the Anson Fire Department will be notified. Hot loads that are brought to the facility will be immediately dumped away from the landfill and the fire department notified. The hot load will be sprayed down with water until extinguished. The load is then to be reloaded for disposal in the landfill. 4a5 ACCESS AND SAFETY The site has controlled access with the use of entrance gates. The remainder of the site has wooded buffer zones along the northern boundary, streams along the western and southern boundary and a chain link fence along the eastern property boundary. Access roads are all weather construction and maintained in good condition. Dust is controlled on access roads through the use of a water truck. Signs are posted indicating that liquid and hazardous waste is prohibited. Civil & E n v i r o n m e n t a I Consultants, Inc. -46- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 A scalehouse is located at the entrance with an attendant present during operational hours. The attendant is responsible for evaluating loads to assure compliance with operation requirements and to direct the loads to the appropriate location onsite: landfill, recycling/processing area, or composting facility. In addition, signs are posted to direct loads to the appropriate area. 4.6 EROSION AND SEDIMENTATION CONTROL The Erosion and Sedimentation Control Plan will be developed to meet all requirements set forth by the Sedimentation Pollution Control Law (15A NCAC 4), the NCDEQ. All erosion and sedimentation control measures will be designed based on a 10-year, 24-hour storm event occurring in Anson County, North Carolina. Temporary measures to be used onsite include sediment basins, skimmer basins, and silt (sediment) fencing, and permanent measures include sediment basins, ditches and seeding. Sediment basins shall be inspected at least weekly and after each rain event with at least one-half (1/z) inch of rain. Sediment will be removed and the basin restored to original dimensions after sediment has accumulated to one-half (1/2) of design depth. Removed sediment shall be placed in an area that has sediment controls in place. Sediment basin spillways, baffles, embankments and outlet control structures will be inspected during sediment removal for evidence of erosion damage and piping (embankment only). All necessary repairs will be made immediately to prevent basin failure. Silt fencing will be inspected at least once per week and after every rainfall event. Any tears, cracks or overall failure should be repaired and/or replaced immediately. Sediment deposits shall be removed as necessary to ensure proper functioning of fencing. Silt fencing shall remain until final site stabilization has occurred. Permanent ditches should be seeded and matted immediately after their construction; they should be inspected after all rain events for ditch failure or damage to erosion control matting. All outlet protection measures used to prevent damage to channel vegetation will be inspected for wash Civil & E n v i r o n m e n t a I Consultants, Inc. -47- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 out. All necessary repairs and replacements will be made immediately, and rip rap will be added where necessary. Embankment and landfill cover slopes will be periodically inspected for erosion. The slopes will be mowed no more than twice per year. The embankment slopes shall be fertilized again in the second year if vegetation growth is inadequate. The damaged areas will be re -seeded (permanent seeding for embankment slopes and temporary seeding for landfill cover slopes), fertilized and mulched immediately. Seeding, fertilizing and mulching will be in accordance with the Erosion and Sedimentation control plan. 4.7 STORMWATER CONVEYANCE AND MITIGATION The stormwater conveyance and mitigation plan was designed to meet all NPDES Phase II requirements. The permanent ditches designed for erosion control purposes will be used without modification for stormwater conveyance. The ditches will be vegetated with at least 90% landscaped cover present at all times. A series of 6 plunge pool have been designed to avoid failure resulting from high slope drain exit velocities. Slope drains, plunge pool and ditches will be inspected every six (6) months or after every storm event with one-half (1/2) inch or greater of rain. All necessary repairs will be made immediately. Appendix B (Sheet C501) presents all stormwater control measures on existing and proposed topography. Appendix C includes relevant calculations and references for stormwater control measures design. 4.8 OPERATING RECORD AND RECORDKEEPING REQUIREMENTS The owner and operator will record and retain at the facility or an alternative location the following information: • Records for random waste inspections, monitoring results, certifications of training, and training procedures; • Weight of waste received at the landfill and its county of generation; • Cost estimates for closure and post -closure; • Notation of date and time of cover material placement; and Civil & E n v i r o n m e n t a I Consultants, Inc. -48- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 All audit records, compliance records, and inspection reports. All information contained in the operating record will be provided to the NCDEQ Division of Waste Management (Division) upon request. The operating record will also include copies of all approved permits and Monitoring Plans. Civil & E n v i r o n m e n t a I Consultants, Inc. -49- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 Table 4-1 Daily Log Anson County Landfill Phases 4 & 5 Landfill Date: Time: Site: MSW Special Waste Inspector (Print Name) Hauler: Truck Number: Waste S Was any unauthorized material in the load? Yes No Describe: Was load accepted for disposal? Yes No Remarks: I hereby certify to the fact that the above inspection was personally performed by me and that all information is true and accurate. Signature of Inspector Date Civil & E n v i r o n m e n t a I Consultants, Inc. -50- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 5.0 GROUNDWATER DETECTION MONITORING PLAN 5.1 INTRODUCTION All existing MSW landfills are required to design, install, and implement groundwater monitoring systems under 15A NCAC 13B .1632. The landfill was previously permitted by NCDEQ as Anson County Landfill (Permit #92-30) in 2002. This Permit Application proposes to construct the Phase 5 Expansion. Prior to operating the Phases 4 & 5 Expansion areas of the landfill, a Groundwater Detection Monitoring Plan must be approved by NCDEQ and implemented. A proposed Groundwater Detection Monitoring Plan is attached in Appendix F of this Permit Application. The plan is designed to provide a monitoring well network sufficient to yield representative groundwater samples from the uppermost aquifer that can determine if contamination has occurred due to a release from the landfill. The well network design has been determined based upon data obtained from a thorough hydrogeologic characterization of the landfill site (Civil & Environmental Consultants, Inc. Design Hydrogeologic Investigation Report, March 2018, see Appendix E). 5.2 GROUNDWATER DETECTION MONITORING PLAN SUMMARY An updated Groundwater Monitoring Plan can be found in Appendix F. Sampling of the groundwater detection monitoring wells will occur twice annually, once each spring and once each fall, for the active life of the landfill through the post -closure period. Groundwater samples will be analyzed by a NCDEQ-certified laboratory under 15A NCAC 13B .1631. Monitoring reports will be prepared by a qualified professional and submitted to NCDEQ semi- annually. The laboratory results of groundwater samples taken during routine monitoring will be submitted to NCDEQ within 60 days of sample collection. For sampling events where an annual report is to be submitted to NCDEQ, the annual report shall satisfy this requirement. Civil & Environmental Consultants, Inc. -51- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 The annual report will also include: 1) a determination of technical sufficiency of the detection monitoring well network; 2) a determination of groundwater elevations, flow directions [based upon interpretation of a potentiometric map], and flow rates; 3) a summary of a statistical analysis; and 4) recommendations for any needed modifications to the groundwater monitoring system. Civil & Environmental Consultants, Inc. -52- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 6.0 CLOSURE PLAN 6.1 CLOSURE CAP SYSTEM The closure cap system is designed to minimize infiltration and erosion. The cap system will consist of 18-inches of soil having a permeability less than or equal to the soils underlying the landfill, or no greater than 1.0 X 10-5 cm/sec, whichever is less. The low permeability layer will be installed in two (2) 9-inch lifts. To minimize erosion and to protect the low -permeability barrier from root penetration 18-inches of earthen material that is capable of sustaining native plant growth will overlay the low -permeability layer. The vegetative layer will be installed in two (2) 9-inch lifts and seeded according to the details on the closure drawings (Appendix B, Drawing C605). The estimated largest area of the landfill requiring the cap system is Phases 1-4 and Phase 5 Cell 1 (approximately 157.77 acres). Once Phase 5 is open the largest area of th landfill requiring the cap sustem is 198.60. Estimated maximum inventory of waste on site is 41,539,865 cy of gross capacity. 6.2 LANDFILL GAS EXTRACTION Initial gas extraction well installation for Phase 1 consisted of 17 vertical wells. The LFG extraction wells include wellheads equipped with a valve to control LFG flow and vacuum, and monitoring ports on either side of the valve to measure LFG quality, pressure, and temperature. A removable end cap is on top of the wellhead to allow access to the interior of the well casing for measurement of liquid levels and pumping of the liquid, if necessary. Flexible piping connects the wellhead with the lateral pipe and is intended to accommodate differential settlement in the vicinity of each well. The wells are constructed with a flange below the well head and a flange below the flexible piping to accommodate for future landfill expansions. The flanges may be used to raise the wellheads in the future as landfill filling operations require Civil & Environmental Consultants, Inc. -53- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 Gas extraction wells in Phases 4 & 5 will be constructed with a 6-inch diameter SCH 80 PVC or HDPE pipe centered inside 36-inch diameter borings. Average spacing between landfill gas extraction wells range between 150 feet and 250 feet. Vertical wells will be installed incrementally in areas that have reached final permitted grades. The landfill gas extraction well layout can be found in Appendix F. Landfill gas extraction well monitoring will be performed on a routine basis and adjusted accordingly. Maintenance of the landfill gas equipment will be performed per the manufacturers recommended intervals or as needed. 6.3 CONSTRUCTION OF CAP SYSTEM The post -settlement surface slopes will be a minimum of 5% and a maximum of 28%. The stability analysis of the proposed 28% slope can be found in Appendix C. 6A CLOSURE SCHEDULE Prior to beginning closure activities, the Division will be notified of the intent to close the landfill and place such notification in the operating record. No later than 30 days after the date the unit receives the known final receipt of waste, closure activities will commence unless an extension has been granted by the Division. The closure activities will be completed within 180 days of the beginning of closure activities unless the Division grants an extension. Following closure of the landfill, the Division will be notified that the operating record contains a certification verifying closure has been completed in accordance with the closure plan signed by the project engineer. Following closure of all MSWLF units, the owner or operator shall record a notice for the landfill facility property at the local county Register of Deeds office; and notify the Division that the notice has been recorded and a copy has been placed in the operating record. The notice may be a notation on the deed to the landfill facility property, or may be some other instrument such as a declaration of restrictions on the property that is discoverable during a title search for the landfill facility property. The notice shall notify any potential purchaser of the property that the land has been used as a landfill facility and future use is restricted under the Civil & E n v i r o n m e n t a I Consultants, Inc. -54- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 closure plan approved by the Division. The owner or operator may request approval from the Division to remove the notice. The Division shall approve removal of the notice if all wastes are removed from the landfill facility property. 6.5 CLOSURE COST Table 6-1 is a summary of estimated cost for closure activities as required under Rule .0546 of SA NCAC 13B. Civil & Environmental Consultants, Inc. -55- Anson Landfill Phases 4 & 5 Expansion Permit Application December 2018 Summary of Closure, Post -Closure, and Corrective Action Estimated Costs ANSON WASTE MANAGEMENT FACILITY PHASES 1-5 Facility Name: Anson Waste Management Facility Permit Number: 04-03 Facility Address: Polkton, North Carolina Facility Owner: Chambers Development of North Carolina, Inc. Date Completed: 14-Dec-18 Total Area Requiring Closure: Total Area Requiring Post -Closure Care: Total Area for LFG Management System: Total Closure Estimated Cost Total Post -Closure Estimated Cost PACA Total Closure and Post -Closure Care (For 30 Year Period) 1 of 1 198 Acres 198 Acres 82 Acres $16,873,000 $7,560,000 $2,608,361 $27,041,361 V / V Worksheet 1: ESTIMATION OF CLOSURE COSTS ANSON WASTE MANAGEMENT FACILITY PHASES 1-5 Facility Name: Anson Waste Management Facility Permit Number: 04-03 Facility Address: Polkton, North Carolina Facility Owner: Chambers Development of North Carolina, Inc. Date Completed: 13-Mar-23 Total Surface Area: 198.10 Acres Total Surface Area to be Capped for Phase 1 - 5 198.10 Acres Total Area for LEG Management System: 82.00 Acres I. PROTECTIVE SOIL COVER AND CLAY LINER Input Amount Notes and Guidance Values a. Surface area 198 acres x 4,840 yd2/acre b. Depth of soil for slope and fill 36 inches x 1 yd/36 in c. Quantity of soil needed a x b d. Percentage of soil from off -site 6% % e Purchase unit cost off -site material (to include delivery $12.55 cost) per yd' f. Percentage of soil from on -site 100% (1 - d) g. Excavation unit cost (on -site material) $ 2.26 per yd3 It. Total soil unit cost (d x e + f x g) i. Compaction unit cost $ 1.88 per yd3 j. Total soil unit cost (h + i +D k. Total soil cost 1. Percent compaction 95 Subtotal [kx (1 /l)] II EROSION SOIL COVER a. Surface area 198 acres x 4,840 yd2/acre b. Depth of topsoil needed inches x 1 yd/36 in c. Quantity of topsoil needed a x b d. Percentage of soil from off -site 0% % e Purchase unit cost off -site material (to include delivery d3 cost) per p y f. Percentage of soil from on -site 100% (1 - d) g. Excavation unit cost (on -site material) $ 2.26 per yd3 It. Total soil unit cost (d x e + f x g) i. Compaction unit cost (Not Required) per yd3 j. Total soil unit cost (h + I +D k. Total soil cost 1. Percent compaction 0 Subtotal (1 x 0+m) HI. VEGETATIVE COVER a. Surface area 198 acres b. Unit cost for soil preparation, grading, seed, and fertilizer $ 1,944.89 per acre Subtotal (a x b) IV LLDPE GEOMEMBRANE - 40 mil TEXTURED Unit Extended Cost Cost Estimate 958,804 yd' 1.00 yd 958,804 yd' 0% $12.55 /yd' 100% $2.26 per yd' $2.26 $1.88 per yd' $4.14 /yd' $3,970,152.30 95% $4,179,108 $4,180,000 958,804 yd' 0.17 yd 159,801 yd' 0% $0.00 /yd' 100% $2.26 per yd' $2.26 $0.00 per yd' $2.26 /yd' $360,922.94 0% 198.1 acres $1,944.89 per acre 360 923 $361,000 385183 $386,000 a. Surface area 198 acres x 43,560 ft2/acre 8,629,236 ft3 b. Purchase & Installtion unit cost $ 0.43 per ft2 $0.43 /ft2 c. Total LLDPE geomembrane unit cost (b + c) $0.43 /ft2 Subtotal (ax d) $3.681.414 $3,682,000 V DRAINAGE GEOCOMPOSITE a. Surface area 198 acres x 43,560 ft2/acre 8,629,236 ttt b. Purchase unit cost $ 0.46 per ftt $0.46 /ft2 c. Installation unit cost $ 0.14 per ft2 $0.14 /ft2 d. Total drainage geocomposite unit cost $ 0.60 (b+c) $0.60 /ft2 Subtotal (a x d) $5,197,290 $5,198,000 VI GEOCOMPOSITE DRAINAGE PIPE SYSTEM a. Length of drainage pipe 27,615 linear foot 27,615 linear foot b. Pipe unit cost (4 inch PVC) $ 5.16 per linear foot $ 5.16 per LF c. Installation cost $ 1.24 per linear foot $1.24 per LF d. Total drainage pipe wit cost (b + c) $6.40 per LF Subtotal (a x d) $176,717 $177,000 AV ,r 1 of 2 VII LANDFILL GAS (LFG) MANAGEMENT SYSTEM a. Number of acres 82-71 acres 82 acres b. Average LFG system unit cost $2Q703.67 per acre $20,703.67 per acre Subtotal (ax b) SI,697,701 $1,698,000 VIII MOBILIZATION / DEMOBILIZATION / INSURANCE/BONDS a. Cost for Mobilization / Demobilization / Insurance / Bonds $150,000.00 lump sum $150,000.00 lump sum Subtotal $150,000 15$0,000 IX SEDIMENT AND EROSION CONTROL AND STORM WATER MANAGEMENT a. Sediment and erosion control $18,821.52 lump sum $18,821.52 lump sum b. Grass lined channel length 30,315 linear foot 30,315 linear foot c. Grass lined channel with matting unit cost $8.16 per linear foot $8.16 per LF d. Total grass lined channel cost (b x o) $247,248.87 e. Slopedrain piping length 4,923 LF 4,923 f. Piping unit cost $45.17 $45.17 g. Total slope drain piping cost (e x f) $222,383.16 e. Outlet and inlet protection 80 each 80 each f. Outlet and inlet protection unit cost (20 SY each) ILIL442.98 per each $1,442.98 per each g. Total outlet and inlet protection cost (h x i) $115,644.99 Subtotal (a+ d + g) $604,099 60$ 5,000 X ENGINEERING, COA TESTING AND CERTIFICATION a. Number of acres to be capped 198 acres 198.10 acres b. Cost for engineering services $65,000.00 lump sum $65,000.00 lump sum c. CQA testing / field services and documentation unit cost $ 1,457.71 per acre $1,457.71 per acre it. Total CQA testing / field services and documentation cost (a x c) $288,772.17 Subtotal (b + d) $353,772 $354,000 XI SURVEY AND DEED NOTATION a. Area 198 acres 198 acres b. Survey unit cost $376.43 per acre $376.43 per acre Subtotal (a x b) $74,571 $75,000 XII ADMINISTRATION a. Announcements, deeds, fees, etc. cost $6,901 lump sum $6,901.22 lump sum Subtotal $6,901 $7,000 TOTAL ESTIMATED CLOSURE COST $16,873,000 2 of 2 ,r 7.0 POST -CLOSURE PLAN 7.:1 POST -CLOSURE PLAN Following closure of each landfill, post -closure care will be conducted for 30 years unless: • It is decreased by the Division because it has been demonstrated that a reduced period is sufficient to protect human health and the environment; or • It is increased by the Division to protect human health and the environment. WCN's representative, Tyler Fitzgerald will be responsible for the facility during the post - closure period. Every five years during the post -closure care period and following completion of the post -closure care period for each MSWLF unit, the owner or operator shall notify the Division that a certification verifying that post -closure care has been conducted in accordance with the post -closure plan, has been placed in the operating record. If required by G.S. 89C, the certification shall be signed by a licensed professional engineer. 7.2 POST -CLOSURE MAINTENANCE The final cover will be seeded, fertilized and mulched to provide a dense stand of grass consistent with the specification noted on the Erosion and Sediment Control Plan in Appendix B (Drawing C605). The grass should not be mowed more than twice a year until dense vegetation is established. The final cover will be inspected for signs of settlement, erosion, vector damage, and bare spots on a quarterly basis. Additional inspections will be performed after storm events with rainfall one-half (1/2) inch or greater. Depressions in the cover that pond will be re -graded as needed to promote positive drainage. Areas subject to regrading or any bare spots will be reseeded in accordance with permanent seeding specification. Any deep-rooted vegetation will be removed so that deep rooted vegetation will not compromise the integrity of the final cover. Leachate monitoring includes maintaining records for the amounts of leachate generate, semi- annually leachate quality sampling, and approval for final leachate disposals. Leachate lines will be camera inspected every 5 years and jet cleaned on an as needed basis. Gas collection system Civil & Environmental Consultants, Inc. -57- Anson Landfill Phases 4&5Expansion PetmitApplication December 2018 monitoring will be completed on a regular basis as needed. Water Quality monitoring and routine maintenance (i.e. mowing, seeding, areas to be repaired, areas to be capped) occurs semi- annually. Landfill gas monitoring occurs once a year. Closure and post closure care must be performed in accordance with NCDEQ requirements and as described in the Permit Application Closure and Post -Closure Plan. Closure and Post -Closure Contact Information: North Carolina Department of Environmental Quality North Carolina Department of Environmental Quality 225 Green Street Suite 714 Fayetteville, NC 28301-5095 Phone: (919) 707-8200 Division of Waste Management (DWM) —Solid Waste Section: North Carolina Department of Environmental Quality 217 W Jones Street Raleigh, NC 287603 Phone: (919) 707-8200 Facility Information: Chambers Development of North Carolina Facility Anson County 375 Dozer Road Polkton, NC 28135 Phone: (704) 694-6900 7.3 POST -CLOSURE MONITORING Landfill Gas monitoring around the perimeter of the landfill and in buildings, surface water, and groundwater will be monitored during the post -closure period. The post -closure monitoring plans are detailed in Appendix F. Civil & E n v i r o n m e n t a I Consultants, Inc. -58- Anson Landfill Phases 4& 5 Expansion Permit Application December 2018 7A PLANNED USE Once the facility is closed in accordance with Rule 0543 of SA NCAC 13B, the entire facility will be offered to Anson County for possible use as a park and recreation facility. Throughout the post -closure care period, ditches, diversion berms, culverts, riprap, silt fence, and other drainage structures will be maintained according to the Permit Drawings, in Appendix B, and the Operations and Maintenance Plan, in Section 3. The sediment ponds will be cleaned upon the accumulation of the designated depth of silt within the pond. Erosion control structures will be maintained to minimize damage to the final cover. 7.5 POST CLOSURE COST ESTIMATE A post -closure cost estimate for Phases 4 & 5 of the landfill, based on current costs and assumptions of conditions, is provided in Table 7-1, as required under Rule .0546 of SA NCAC I IM Civil & Environmental Consultants, Inc. -59- Anson Landfill Phases 4 & 5 Expansion Permit Application December 2018 Summary of Closure, Post -Closure, and Corrective Action Estimated Costs ANSON WASTE MANAGEMENT FACILITY PHASES 1-5 Facility Name: Anson Waste Management Facility Permit Number: 04-03 Facility Address: Polkton, North Carolina Facility Owner: Chambers Development of North Carolina, Inc. Date Completed: 14-Dec-18 Total Area Requiring Closure: Total Area Requiring Post -Closure Care: Total Area for LFG Management System: Total Closure Estimated Cost Total Post -Closure Estimated Cost PACA Total Closure and Post -Closure Care (For 30 Year Period) 1 of 1 198 Acres 198 Acres 82 Acres $16,873,000 $7,560,000 $2,608,361 $27,041,361 V / V Worksheet 2: ESTIMATION OF POST -CLOSURE COSTS ANSON WASTE MANAGEMENT FACILITY PHASES 1-5 Facility Name: Anson Waste Management Facility Permit Number: 04-03 Facility Address: Polkton, North Carolina Facility Owner. Chambers Development of North Carolina, Inc. Date Completed: 13-Mar-23 I. WATER QUALITY MONITORING Input Amount Notes and Guidance Values Unit Extended Cost Cost Estimate a. Total number of monitoring wells 22 wells 22 wells b. Total number of surface water locations 12 locations 12 locations c. Total number of sampling events per year 2 (a + b) x c) 68 samples/year d. Laboratory analysis costs $ 909.71 $/sample $ 909.71 per sample e. Total laboratory analysis costs (c x d) $61,860 per year f. Sampling and reporting $ 6,273.84 lump sum $6,274 per year Annual Subtotal (e + f) $6J_134 $69,000 It. LANDFILL GAS MONITORING a. Total number of monitoring wells 13 wells 13 b. Sampling, analysis, and reporting $220 $/sample $220 per year Subtotal (a x b) 2 8$ . 54.60 $3,000 IIL LEACHATE MANAGEMENT a. Direct discharge to POTW cost $5,270 lump sum 5,270 per year b. Total number of monitoring locations I I I locations 1 per year c. Total number of sampling events per year 2 (a x b) 2 per year d. Analysis cost IF- $878 I $/sample $878 e. Total analysis cost (c x d) $7,026.70 Subtotal $7,027 $8,000 IV. ROUTINE MAINTENANCE AND REPAIRS a. Mowing frequency 2 visits/year 2 visits/yr b. Area involved in maintenance and repairs 198 acres 198 acres c. Mowing unit cost per visit $97 I /acre/visit $97 /acre/visit d. Total mowing cost per year (a x b x c) $38,330 per year e. Area reseed and fertilized 5 acres per year 5 acres per year f. Fertilizer unit cost $125 per acre $125 per acre g. Total fertilizer cost per year be x f) $627 per year h. Reseeding unit cost $1,004 per acre $1,004 per acre i. Total reseeding cost per year be x h) $5,019 per year Cap erosion and settlement repair cost (assume 5% o cap area repaired annually) 11 AC I 1 cy k. Cap erosion and settlement repair unit cost $10,038 per AC $10,038 per cy I. Total cap erosion and settlement repair cost per year 0 x k) $109,466 per year m. Sediment and erosion control $2,008 lump sum $2,008 per year Subtotal (d + g + i + I + $155,450 $156,000 V. OPERATION AND MAINTENANCE a. Leachate collection and removal system $1,506 lump sum $1,506 per year b Leachate collection system cleaning and CCTV $q 141 lump sum $4,141 per year (oocros every five years) c. Landfill gas management system $1,882 lump sum $1,882 per year d. Groundwater monitoring wells $314 lump sum $314 per year Subtotal (a+ b+ c+d) $7,842 $8,000 VI. ACCESS, SECURITY, AND SIGNS a. Access, security and signs $1,255 Annual Increase over Prior Estimate $1,255 per year Subtotal $1,255 $2,000 VIL FEES, INSPECTION, AND REPORTING a. Fees $1,255 DENR Fee Schedule $1,255 per year b. Inspection services and reporting $3,764 lump sum $3,764 per year Subtotal (a+b) peryear $5,019 $6,000 TOTAL ESTIMATED ANNUAL POST -CLOSURE CARE COST $252,000 LENGTH OF POST -CLOSURE CARE PERIOD 30 TOTAL ESTIMATED POST -CLOSURE CARE COST FOR 30-YEAR PERIOD $7,560,000 1 of 1 APPENDIX A OPERATIONS AND MAINTENANCE PLAN OPERATIONS PLAN FOR THE ANSON COUNTY MUNICIPAL SOLID WASTE LANDFILL Prepared for: CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC., A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC. Prepared by: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. CHARLOTTE, NORTH CAROLINA CEC PROJECT 165-276 December 2012 Revised May 2013 Revised August 2015 Revised September 2016 Revised August 2017 Revised February 2018 Revised December 2018 Revised March 2023 11A/=/; Civil & Environmental Consultants, Inc. ! 900 Center Park Drive, Suite A i Charlotte, INC 28217 1 p: 980-224-8104 f: 980-224-8172 1 www.cecinc.com TABLE OF CONTENTS 1.0 INTRODUCTION..............................................................................................................1 1.1 GENERAL.............................................................................................................. 1 1.2 PURPOSE...............................................................................................................1 1.3 REFERENCE DOCUMENTS................................................................................ 2 1.4 REGULATIONS.....................................................................................................2 2.0 SERVICE INFORMATION.............................................................................................3 2.1 LOCATION............................................................................................................ 3 2.2 ACCEPTABLE WASTES...................................................................................... 3 3.0 PERSONNEL.....................................................................................................................6 3.1 MANPOWER......................................................................................................... 6 3.2 STAFF TRAINING................................................................................................ 6 4.0 SITE PREPARATION......................................................................................................7 4.1 DRAWINGS AND SPECIFICATIONS................................................................. 7 4.2 CONSTRUCTION QUALITY ASSURANCE...................................................... 7 5.0 ROUTINE LANDFILL OPERATIONS..........................................................................8 5.1 HOURS OF OPERATION..................................................................................... 8 5.2 PUBLIC USE.......................................................................................................... 8 5.3 VEHICLE INSPECTION PLAN............................................................................ 8 5.4 TRAFFIC ROUTING............................................................................................. 9 5.4.1 Site Access...................................................................................................9 5.4.2 On -Site Traffic Flow....................................................................................9 5.4.3 Visitors Parking.........................................................................................10 5.4.4 Basic Landfilling Procedures.....................................................................10 5.4.5 Method of Operation..................................................................................10 5.4.6 Maintenance of On -Site Roads..................................................................11 5.5 WASTE HANDLING AND INSPECTION......................................................... 12 5.5.1 Types of Waste..........................................................................................13 5.5.1.1 Weighing and Control of Waste Volumes...............................15 5.5.1.2 Inspection.................................................................................15 5.6 LITTER CONTROL............................................................................................. 15 5.7 DUST, ODOR, AND VECTOR CONTROL....................................................... 16 5.8 NOISE CONTROL............................................................................................... 19 5.9 LIGHTING CONTROLS..................................................................................... 19 5.10 AESTHETICS AND VEGETATIVE BUFFER ................................................... 19 5.11 OPEN BURNING................................................................................................. 20 5.12 SALVAGING....................................................................................................... 20 5.13 FILLING OPERATION....................................................................................... 20 5.14 MANAGING SPECIAL WASTE........................................................................ 24 5.15 PLACEMENT OF WASTE IN STATE WATERS .............................................. 24 5.16 EQUIPMENT....................................................................................................... 24 5.16.1 Leachate Removal System.........................................................................25 Civil & Environmental Consultants, Inc. -i- 165-276 Anson Ops Plan December 2018 5.16.2 Storage Capacity and Off -site Treatment..................................................26 5.16.2 Leachate Sampling and Analysis...............................................................27 5.17 COMPACTION AND COVER............................................................................ 28 5.17.1 Waste Compaction and Lift Thickness......................................................28 5.17.2 Daily Cover................................................................................................28 5.17.3 Intermediate Cover.....................................................................................29 5.17.4 Final Cover.................................................................................................29 5.17.5 Vegetative Cover.......................................................................................30 5.17.6 Borrow Areas.............................................................................................30 5.17.7 Alternative Daily Cover.............................................................................30 5.18 SAFETY AND EMERGENCY RESPONSE....................................................... 31 5.19 INSPECTION PLAN............................................................................................ 33 5.19.1 Inspection Schedule...................................................................................33 5.19.2 Incoming Waste.........................................................................................34 5.19.3 Leachate Collection System.......................................................................34 5.19.4 Landfill Gas System...................................................................................35 5.19.5 Storm Water Conveyance..........................................................................35 5.19.6 Erosion and Sediment Controls.................................................................36 5.19.7 Cover Maintenance....................................................................................36 5.19.8 Operating Equipment.................................................................................37 5.19.9 Areas Subject to Spills...............................................................................39 5.19.10 Groundwater Monitoring System............................................39 5.19.11 Safety Equipment.....................................................................40 6.0 COMPOST FACILITY...................................................................................................41 7.0 CONTROL & MONITORING OF LIQUIDS AND GAS...........................................42 7.1 LEACHATE......................................................................................................... 42 7.1.1 Collection and Storage...............................................................................42 7.1.2 Disposal......................................................................................................42 7.2 GAS MIGRATION MONITORING.................................................................... 42 7.3 GROUNDWATER MONITORING.................................................................... 43 8.0 RECORDS AND REPORTING.....................................................................................44 9.0 WASTE CONNECTIONS OF THE CAROLINAS, INC. SPECIAL WASTE MANAGEMENT POLICY.............................................................................47 9.1 PURPOSE.............................................................................................................47 9.2 APPLICABILITY.................................................................................................47 9.3 POLICY STATEMENT....................................................................................... 47 9.4 IDENTIFICATION OF SPECIAL WASTE ........................................................ 48 9.5 EVALUATION OF SPECIAL WASTE.............................................................. 49 9.6 APPROVAL PROCEDURE................................................................................. 50 9.7 TERM OF APPROVAL....................................................................................... 51 9.8 LANDFILL SPECIAL WASTE ACCEPTANCE PROCEDURES ..................... 52 9.8.1 Pre-Acceptance..........................................................................................52 9.8.2 Gate Acceptance Procedures......................................................................52 Civil & Environmental Consultants, Inc. -ii- 165-276 Anson Ops Plan December 2018 APPENDICES Appendix A — Equipment Information Safety Plan Appendix B — Emergency Response Plan Appendix C — Unauthorized Waste Control Program Appendix D — Asbestos Management and Disposal Plan Appendix E — Special Waste Quality Assurance Plan Appendix F — Site Composting Application Appendix G — Leachate Recirculation Operations Plan Civil & Environmental Consultants, Inc. -iii- 165-276 Anson Ops Plan December 2018 1.0 INTRODUCTION 1.1 GENERAL This document is the Operations Plan for the Anson County Landfill (Landfill), located in Anson County, North Carolina, and owned by Chambers Development of North Carolina, Inc. a wholly owned subsidiary of Waste Connections of the Carolinas, Inc. The Plan serves as a guide to the landfill operator with respect to routine landfill operations, environmental monitoring, and record -keeping. The facility will not accept hazardous waste as defined by the North Carolina Department of Environment and Natural Resources (NCDEQ). In accordance with the contractual agreement with Anson County, the landfill can operate at a maximum average waste acceptance rate of 6,000 tons per day. Equipment and staffing recommendations in this manual are based on these disposal rates and are subject to change in the event of future modification to maximum disposal rates in the Anson County contractual agreement. 1.2 PURPOSE The operations plan is intended to serve as a site reference and training documents. Every employee should be acquainted with its contents and location at the site. Each section of this plan is self-contained, easily updated, and may be used for use out in the field, for training sessions, or self -instruction. The operations manual addressed the following topics: • Personnel requirements; • Entrance procedures and recordkeeping; • Incoming vehicle inspection; • Traffic control; • Landfilling operations; • Compost facility operations; • Operation and maintenance of environmental controls; • Inspection and monitoring procedures; Civil & Environmental Consultants, Inc. -1- 165-276 Anson Ops Plan December 2018 • Contingency and emergency procedures; and • Safety practices and plan implementation. This Operations Plan has been prepared in accordance with 15A NCAC .1625 and .1626. Furthermore, the plan is based on engineering judgment and reflects generally accepted solid waste landfilling techniques. 1.3 REFERENCE DOCUMENTS This operations plan constitutes a portion of the Chambers Development Permit to Construct. The entire Permit to Construct application should be kept on file with this plan at the site to supplement this plan in terms of long-term facility development plans, monitoring requirements, engineering design, site hydrogeology, construction activities, and site closure/post-closure care. Other documents pertinent to facility operations and site development include: • North Carolina Solid Waste Management Rules, 15A NCAC 13B with current amendments; • Volume II, Site Application for Solid Waste Management Facility, Anson County, North Carolina. "Geotechnical Study", GZA GeoEnvironmental, Inc., 1992 which provides substantial information on site soils and potential borrow areas; • Erosion and Sediment Control Planning and Design Manual, NCDEQ, June 2006; • Erosion and Sediment Control Field Manual, NCDEQ, June 2006; and • The Landfill's Erosion and Sedimentation Control Plan. 1.4 REGULATIONS 15A NCAC 13B .1600 and all conditions of the operating permit granted by the NCDEQ, shall take precedence and be complied with by landfill operators if there is an actual or perceived contradiction with the text of this plan, unless written consent for variance(s) is granted by the NCDEQ. The Site Manager should be familiar with the NCDEQ regulations and facility permit. Civil & Environmental Consultants, Inc. -2- 165-276 Anson Ops Plan December 2018 2.0 SERVICE INFORMATION 2.1 LOCATION The Landfill is located at the north end of Dozer Drive between Polkton and Wadesboro on U.S. Route 74. The site is bounded on the northwest by Brown Creek, on the east by Pinch Gut Creek, and on the south generally by the CSX railroad. A facility location is presented on Figure 1. The Landfill will serve North Carolina and South Carolina. 2.2 ACCEPTABLE WASTES The Landfill will accept all types of wastes except those prohibited by NCAC 13B. Specifically, the following types of wastes will not be accepted: • Hazardous wastes as defined within 1 SA NCAC 13A to include hazardous wastes from conditionally exempt small quantity generators; • Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761; • Liquid wastes except as provided by 1 SA NCAC 13B.1626(9); • Untreated regulated medical wastes; and • Petroleum contaminated soils. The following wastes will not be accepted for landfilling, but may be accepted at a drop-off for alternative processes: • White goods; • Used oil; • Lead -acid batteries; • Petroleum contaminated waste; • Whole scrap tires; • ABC Container Recycling; • Electronics; • Fluorescent Lights; • Mercury Containing Thermostats; Civil & Environmental Consultants, Inc. -3- 165-276 Anson Ops Plan December 2018 • Oil Filters; • Plastic Bottles; • Wood Pallets; and • Yard waste. The Landfill will accept all types of municipal solid waste (MSW) and special wastes, to include: • Spoiled foods, animal carcasses, abattoir waste, hatchery and other animal wastes; • Asbestos waste; • Treated medical wastes which are not hazardous, liquid, infectious or radioactive; • Wastewater treatment sludges; • Construction/demolition wastes; • Ash (non -medical); Coal ash may be accepted for disposal after approval of Anson County and the Solid Waste Section; • Industrial process waste; • Off -specification, outdated commercial products; • Barrels and drums which are empty and have been perforated sufficiently to ensure that no liquid or hazardous waste is contained therein, except for fiber drums containing asbestos; • Laboratory waste (non -hazardous); and • Other non-MSW wastes not included above. Acceptance of special wastes will be subject to provisions of 15A NCAC 13B and the special waste acceptance and handling procedures defined herein. The landfill operator shall be responsible for screening wastes to ensure that hazardous or unacceptable wastes are not disposed in the landfill. Screening of special wastes shall be accomplished in accordance with the requirements of Section 5.3 and the Special Waste Quality Assurance Plan (Appendix E). Management of this facility reserves the right to establish acceptance criteria and procedures for certain non -municipal solid wastes. 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 Civil & Environmental Consultants, Inc. -4- 165-276 Anson Ops Plan December 2018 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. Civil & Environmental Consultants, Inc. -5- 165-276 Anson Ops Plan December 2018 3.0 PERSONNEL 3.1 MANPOWER The Landfill will provide the appropriate level of staff to address the needs of a 750 to 6,000 ton per day landfill. If the waste acceptance increases or decreases, the equipment and staff levels will change accordingly. In addition, all employees associated with the waste management operations will be properly trained for their respective duties. 3.2 STAFF TRAINING The Landfill provides on-the-job training for its employees. The training focuses on safety and the performance of environmentally sound landfill operations. Training for each employee will be based on their daily responsibilities and duties. Typical training will address the dangers associated with heavy equipment operation, truck traffic, waste unloading, use of personal protective equipment, landfill gas and leachate management, and precautions for the management of special waste such as asbestos. Documentation related to an employee's participation in safety training will be maintained on site. Certain aspects of the landfill operation require additional training, including, but not limited to, scale operations. This training will include procedures for identifying special wastes and unacceptable wastes; emergency procedures in the event of a fire, spill or injury; confined space entry; and respirator use and fit testing. Other training will be provided as the need arises. This level of training will be documented with written records. Civil & Environmental Consultants, Inc. -6- 165-276 Anson Ops Plan December 2018 4.0 SITE PREPARATION 4.1 DRAWINGS AND SPECIFICATIONS Landfill construction will be performed in conformance with the Permit to Construct Application documents and any related conditions imposed by the NCDEQ. Summary drawings and specifications for landfill development are contained in the Engineering Plan and Construction Quality Assurance (CQA) Plan. The following information is provided in the Drawings and Technical Specifications: • Clearing and grubbing; • Topsoil stripping; • Excavation; • Berm construction; • Storm Water Drainage control structures; • Leachate collection system; • Access roads and entrance; • Screening; • Fencing; • Groundwater monitoring; and • Other design features. 4.2 CONSTRUCTION QUALITY ASSURANCE Landfill construction will be performed in accordance with the drawings, technical specifications and construction quality assurance (CQA) plan in the Permit to Construct Application. The CQA plan provides information about observing and documenting certain construction activities, and identifies testing procedures and protocols to assess the construction. A copy of the CQA plan is contained in the Permit to Construct Application. The owner shall ensure the integrity of the landfill systems prior to the placement of waste in approved areas. Civil & Environmental Consultants, Inc. _7_ 165-276 Anson Ops Plan December 2018 5.0 ROUTINE LANDFILL OPERATIONS 5.1 HOURS OF OPERATION Typical landfill hours for acceptance of waste will not exceed: of Operation Weekdays 6:30 AM to 5:30 PM Saturdays 6:30 AM to 5:30 PM —Sundays Closed Actual hours of operation will be posted at the main entrance to the landfill. The landfill will normally be closed on Sundays and the following holidays: ours of O eratio New Year's Day abor Da Memorial Day Thanksgiving July 4th Christmas 5.2 PUBLIC USE Receptacles will be provided in a "resident's drop-off area" in which Anson County residents may deposit small loads (i.e., those which can be carried by a pick-up truck) and recyclables. The recyclables may include electronic waste, tires, and white goods. A large -related sign posted adjacent to the receptacles will clearly state the waste acceptability limitations. Users of the public receptacles will not be required to report to landfill staff before or after making deposits unless their loads are of questionable nature with respect to size or acceptability. 5.3 VEHICLE INSPECTION PLAN A plan shall be implemented by the Site Manager to prevent the on -site disposal of unauthorized hazardous wastes. The plan shall contain an inspection program to be staffed by personnel who Civil & Environmental Consultants, Inc. -8- 165-276 Anson Ops Plan December 2018 have been trained to recognize unauthorized hazardous wastes. At a minimum, the following shall be included in the inspection program: • Periodic vehicle inspection of loads at the scalehouse, weigh station, or by operators at the landfill face documenting all suspicious materials, the hauler, and if possible, the generator; • Random monitoring of entering open top loads for organic vapors by use of suitable instruments; • Thorough inspection of suspicious loads; • Training of personnel to recognize regulated hazardous wastes; and • Establishment of specific procedures for notification of proper authorities if a regulated hazardous waste is discovered. 5.4 TRAFFIC ROUTING 5.4.1 Site Access Access to the facility by all vehicles shall be by Dozer Drive via U.S. Highway 74 West. There is a gate on the entrance road to prevent unauthorized entry into the landfill after operating hours. 5.4.2 On -Site Traffic Flow Once vehicles delivering wastes have been weighed, they shall follow signs posted along access road(s) to the correct disposal area of the landfill. Trucks will then proceed to and dispose of waste at the appropriate location. A perimeter road will be built as the landfill phases are constructed. The perimeter road will lead traffic to the appropriate point of access onto the landfill. Internal roads will be built on the landfill to provide access to the working face. These internal roads will be constructed and relocated with the phase's progress of landfill operations. Signs will direct small public vehicles to dispose of their loads of waste into receptacles located in the public drop-off area. Civil & Environmental Consultants, Inc. -9- 165-276 Anson Ops Plan December 2018 5.4.3 Visitors Parking Visitors parking will be provided adjacent to the office building. 5.4.4 Basic Landfilling Procedures This section describes the procedures that constitute daily landfill operations, the "area method" of landfilling, working face practices, and startup of first, second, and subsequent lifts. The landfill should be operated in accordance with these procedures and as shown on the operation drawings. 5.4.5 Method of Operation The landfilling technique to be used is the "area method". Proper location of unloading trucks will facilitate spreading of refuse, compaction, and covering. During construction of the first lift, trucks will be positioned at the top of the lift being developed, although in subsequent lifts, unloading at the toe and pushing uphill may be the preferred method. Lateral confinement of vehicles and refuse is important to avoid wasting cover material. Temporary barricades or flags may be used as daily width markers for guiding equipment operators and for traffic control. Vehicles transporting refuse and cover material to the working face will be routed over previously filled areas, whenever possible, for additional compaction of refuse and soil. Vehicles shall not be routed over final capped areas unless measures are taken to prevent damage to the cap. In order to protect the liner, disposal vehicles shall not be routed over a lined area before a lift of waste has been placed on the liner. Grade and location stakes can be used to guide filling operations in accordance with the phasing fill plans. Stakes provide a "visual" landmark for equipment operators as filling progresses. Civil & Environmental Consultants, Inc. -10- 165-276 Anson Ops Plan December 2018 Grade stakes shall be reset or adjusted as needed. Maximum daily lift height will normally be about 10 feet to provide good compaction. Signs shall also be posed in the operational areas to direct traffic, identify buildings, and to identify certain safety requirements such as no smoking, speed limits, and stop signs. Open burning or incineration of solid wastes shall be prohibited except as may be authorized pursuant to 15A NCAC 13B .1626(5)(b). An infrequent burning of land clearing or disaster debris authorized pursuant to 15A NCAC 13B .1626(5)(b) shall be accomplished outside of the limits of all active or closed landfill units. 5.4.6 Maintenance of On -Site Roads Potholes should be filled with materials compatible with the road construction material. Potholes should be filled on a routine basis so that they are not allowed to remain open for extended periods of time. New material should be placed in the hole and compacted so that it will have the same density as the road. As wet -weather gravel roads become uneven due to traffic -caused rutting or displacement of stone, routine grading and application of gravel will be done to provide a smooth surface and promote drainage. When wet -weather roads are built on fill areas, settlement of the filled area may cause the slope of a road to change. Areas of a sloped road, where the slope has changed drastically, should be built up with material compatible with the roadway. The buildup should be made by placing a 6- inch layer of the material, compacting it, then placing another layer of material and compacting again. This process should be repeated until the desired elevation is achieved. Proper operation of the landfill should result in little or no debris being found on public roads. However, public roads adjacent to the entrance area shall be inspected daily. If debris from the Civil & Environmental Consultants, Inc. -11- 165-276 Anson Ops Plan December 2018 wheels of vehicles departing the landfill reaches the first state route near the landfill, that road will be cleaned immediately. Any significant accumulation of dirt, brush, and other debris should be removed from the landfill roadways. A program of road cleaning shall be implemented to prevent any buildup. Unpaved roads will be watered as needed to reduce dust. Drainage ditches along road beds will be kept free of obstructions. During wet -weather seasons, inspection of all drainage ditches and structures should be made at least once each week, or more frequently if necessary, and debris removed as required. All roads will be maintained in a passable condition to provide access to the working face during inclement weather. Soft roadway areas will be stabilized as needed by the addition of road base material. If conditions warrant, road salt and/or sand will deployed to maintain passable conditions. 5.5 WASTE HANDLING AND INSPECTION 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 all landfill operations. The following is a general discussion regarding waste handling procedures and the types of waste which will be accepted at the landfill, and procedures normally implemented to ensure that only authorized waste is disposed of at the landfill. Landfill employees will be trained on and be required to follow the specific procedures outlined in the programs referenced below and appended to this document: • Unauthorized Waste Control Program (see Appendix C); • Random Load Inspection Plan (see Appendix C); • Asbestos Management and Disposal Plan (see Appendix D; see also Appendix E, Special Waste Acceptance Procedures); and Civil & Environmental Consultants, Inc. -12- 165-276 Anson Ops Plan December 2018 • Special Waste Quality Acceptance Procedure (see Appendix E). 5.5.1 Types of Waste Landfill will only accept solid waste as described in 15A NCAC 13B and will not accept wastes as described in Section 2.2. Landfill may accept the following special wastes and will follow the handling procedures described in below. Bulky Waste - Bulky waste such as furniture, appliances and other over -sized items will be handled in a way that maximizes their compaction and allows proper management at the working face. Bulky wastes will typically be crushed on firm ground prior to disposal. If crushing or other size reduction is not possible, bulky wastes will be placed at the base of the working face and run over with the landfill compactor to reduce its size as much as possible. The bulky waste would then be placed at the toe of the working face and covered with other solid waste. Low -Density Wastes - Waste types such as agricultural wastes, loose plastic film or foam rubber and plastic scraps or shavings require special handling. These materials present problems because they rebound after being compacted by the equipment. In order to achieve maximum densities, light -weight materials should be spread into 1 to 2 feet deep layers, and then covered with regular waste and compacted as usual into the base of the cell. Powdery Waste - The Landfill may accept powdery waste such as ash, sawdust or exhaust trappings. Since these wastes are dry and powdery, they require special management to minimize dusting and blowing. Wetting and/or quickly covering with other solid waste will be the principal means for controlling dust. If conditions warrant, landfill workers managing these wastes will wear protective clothing and respirators as determined by the site safety officer. Civil & Environmental Consultants, Inc. -13- 165-276 Anson Ops Plan December 2018 Sludges - The Landfill will not accept municipal sewer sludge and sludges that contain free liquids as determined by the Paint Filter Liquids test. The Landfill will accept all other sludges subject to the requirement of the Special Waste Quality Assurance Plan (Appendix E). Sludges that are determined to be acceptable will be mixed/bulked with municipal solid waste or other solid waste at the working face. Sludges will be stabilized, digested or heat treated prior to disposal at the landfill. The amount of sludge managed on a daily basis will be dictated by operating conditions. A maximum ratio of 1 ton of sludge to 5 tons of solid waste for daily intake of sludges will be employed. Free Liquids - The Landfill will not accept solid wastes that contain free liquids as determined by the Paint Filter Liquids Test. However, the Landfill may treat liquid waste by thickening or solidification to make the waste suitable for disposal at the landfill. Solidification of liquid waste will be conducted in leak -resistant containers or steel tanks partially buried within an active landfill cell. Incoming liquid waste will be deposited directly into the containers followed by the addition of a thickening or solidification agent. Thickening or solidification may be accomplished using soil, mulch, wood chips, etc. The liquid waste will be mixed with the thickening/solidifying agent in the tanks using a backhoe or other appropriate equipment until free liquid is no longer observed. The thickened/solidified waste will then be removed from the tanks and disposed at the working face. The number and location of mixing tanks will be dictated by the landfill operations. Liquid waste will be stored within a solidification tank a maximum of seventy two hours, during normal operations and based upon liquid source and solidification media. The requirements of this section do not apply landfill gas condensate management. Civil & Environmental Consultants, Inc. -14- 165-276 Anson Ops Plan December 2018 Putrescible Waste - Occasional animal carcasses, in small volumes, may be managed at the landfill. If a large volume is delivered to the landfill, they will be accepted in a designated area away from the working face and promptly covered. Asbestos Containing Material - the Landfill will designate certain areas of the landfill for the management of asbestos waste. The management of asbestos waste will follow the procedures described in Appendix D and Appendix E. Tires - The Landfill will not accept whole tires for disposal at the landfill. Tires that may be pulled from waste loads delivered to the landfill will be temporarily stockpiled in piles not exceeding 5 feet in height, and/or in trailers. The Landfill will arrange for the proper management of the tires. 5.5.1.1 Weighing and Control of Waste Volumes All landfill users entering the disposal area are to stop at the entrance gate for security check -in. All open topped waste loads shall be inspected for hazardous or otherwise unacceptable wastes by the gatekeeper. An observation platform is provided above the gate house for this purpose. All other waste loads shall be inspected at the active face by the equipment operators. All trucks delivering waste to the disposal area shall be weighed. Load weights, customers, and charges to all vehicles will be recorded. The Landfill will promptly repair and/or replace any malfunctioning scales. Vehicles will be directed to the appropriate disposal area by signs. However, verbal or other instructions will be given when necessary. 5.5.1.2 Inspection The Landfill will follow the procedures for incoming inspection, random load inspection and unauthorized waste response as described in Appendix C, Unauthorized Waste Control Program. 5.6 LITTER CONTROL Civil & Environmental Consultants, Inc. -15- 165-276 Anson Ops Plan December 2018 The level of effort needed to control this problem will be dictated by weather conditions and wind directions. A few of the methods that the Landfill may employ are presented below. Portable Litter Fence -The most suitable location for litter control fence will be determined on a daily basis, based on the wind's direction. The fence will be placed as close to the active face as practical without disturbing the landfilling operations. Litter will likely occur even with proper litter controls. The following cleanup procedures will be followed on a routine basis: • Litter Clean -Up From Fences -Litter will be removed from and along litter fences daily; and • Clean -Up Along On -Site Roads -Litter occurring along on -site roads will not be allowed to accumulate. This litter will be cleaned up as necessary. Clean -Up at Entrance Area and Entrance Roads -The site entrance and road leading to the entrance will be inspected each day. These locations will be cleaned of litter as necessary. Active Face on Interior Slopes -On windy days, the active face may be maintained on interior slopes, sheltered from the wind. • Much of the potential litter problem may be prevented by following proper techniques at the working face. This will reduce the amount of refuse exposed to the wind; • When top dumping, refuse should be placed as usual and spread downward; and • Compacted waste should be covered as soon as practical to minimize blowing litter. Litter Patrols -Litter pick-up crews will be deployed as needed to pick-up windblown litter that may accumulate along nearby public roads near the main entrance and nearby property. 5.7 DUST, ODOR, AND VECTOR CONTROL Tlnst Cnntrnl Civil & Environmental Consultants, Inc. -16- 165-276 Anson Ops Plan December 2018 Due to the nature of landfill operations, dust has the potential to be generated during dry periods of the year. The following control measures may be employed at the landfill: • Soil wetting. Periodic watering using a water tank truck will be utilized to control dust originating from paved and unpaved access roads. The main access road to the scale will be paved, while the perimeter roads will be graved -surfaced. Soil wetting may have to be performed several times during an operating day; • Application of soil wetting agents. Soil wetting agents, such as calcium chloride, may be used to supplement other dust control methods; and • Vegetative cover. Landfill areas or stockpiles not intended for near -term use will be seeded, in accordance with seasonal limitations, to encourage the growth of vegetation and reduce erosion. The Landfill will employ a street sweeper on an as -needed basis to sweep and clean the entrance road. Odor Control Odors shall be controlled in accordance with state regulations as well as by the provisions of the Agreement relating to the reporting, monitoring, and necessary corrective actions to be taken. If any particularly odorous wastes are received, the wastes will be covered with sufficient material to minimize the odor. The Landfill will employ appropriate waste compaction and covering techniques to minimize the potential for odors related to the working face. This includes the timely placement of daily cover, placing cover quickly over odorous loads and the spreading of lime or other odor neutralizing agents on areas of the landfill that may exhibit odors. Odor neutralizing mists may be employed as well. Civil & Environmental Consultants, Inc. -17- 165-276 Anson Ops Plan December 2018 Once sufficient waste has been landfilled, a landfill gas management system will be installed in accordance with state and federal requirements. A landfill gas management and control plan is provided with the Permit to Construct application. Vector Control Vector control at the landfill may be accomplished by employing the following control methods: • Periodic application of cover material. If vectors are determine to be a problem, progressive cover techniques (cover placed more often than just at the end of the working day) maybe used to reduce the size of the active working face; • Immediate application of cover material. Refuse loads which contain a high percentage of putrescible waste may have to be covered immediately to discourage the proliferation of vectors; • By far the best method for minimizing vectors is the timely application of cover materials and to make sure cover materials are sufficiently thick to prevent vector contact with the waste; • Although the refuse is the greatest attraction to the vectors, piles of tires and other salvaged materials will also attract vectors. It is important to maintain these materials in an orderly fashion and to remove them periodically, before vectors breed; • A summary of the bird controls that may be employed include but are not limited to: o Working Face. The working face will be managed so as to minimize bird attraction; o Timely Cover Placement. Although daily cover will be applied at the end of each operating day, there may be occasions when more frequent placement of daily cover is necessary to limit the number of scavenging birds at the landfill. This method will be considered for incoming refuse loads that contain large quantities of putrescible wastes (i.e. food waste); o Habitat Control. Alter the landfill environment to make it less attractive, including but not limited to the installation of monofilament line; Civil & Environmental Consultants, Inc. -18- 165-276 Anson Ops Plan December 2018 o Sonic Devices. Propane cannons and hand held screamers will be used to frighten scavenging birds; ■ The timing of sonic devices will be variable; and o Lethal. The Landfill may obtain a depredation permit as a method to deter scavenging. 5.8 NOISE CONTROL All equipment powered by internal combustion engines will have mufflers installed and maintained in good repair. 5.9 LIGHTING CONTROLS Once construction of the Landfill is complete, the maximum illumination at the property lines of the Landfill property will be limited to 0.5-foot candles. Permanent exterior lighting fixtures on the Landfill property will not exceed 30 feet in height above final grade level. The exterior lighting fixtures will be limited to "shoebox" or similar type capable of shielding the light source from direct view. The temporary working lights utilized on the face of the disposal area are specifically excluded from the limitations contained herein. 5.10 AESTHETICS AND VEGETATIVE BUFFER The Landfill will maintain a vegetative buffer in and around the landfill to shield the operations from adjoining property and public roads. Vegetative buffer areas with a minimum width of 100 feet will be maintained between the landfill's permitted areas for waste disposal and adjoining property owners' property. In areas where landfill operations and/or disposal areas would not be so limited, the Landfill will maintain a 300-foot vegetative buffer area. The vegetative buffer area will be established and maintained by the Landfill to create a visual buffer to screen the disposal operations of the landfill. In constructing and operating the landfill, the Landfill will minimize the cutting of existing trees in the vegetative buffer area in order to maintain and enhance the integrity of the buffer. Any portions of the vegetative buffer area from which a Civil & Environmental Consultants, Inc. -19- 165-276 Anson Ops Plan December 2018 materially significant number of trees are removed or die, or for which the visual buffer is insufficient to create a continuous visual screen between the landfill operations and the adjoining properties, will be supplemented by the Landfill by planting and maintaining white pine trees, loblolly pine trees or other non -deciduous trees and shrubs, along with the construction of earthen berms as needed, to create a continuous visual buffer. Any such planted trees needed to maintain or supplement the visual buffer will be no less than 5 feet in height when planted. Where planned activities will disturb the vegetative buffer, seedlings may be planted in advance of working in these areas as long as seedlings have reached 5 feet in height before initiating work. The Landfill will be allowed to access the vegetative buffer area for security, roads, utilities and any actions or activities required by local, state and/or federal regulations. The Landfill will maintain all vegetated buffers and conservation easements associated with the facilities' Section 401/404 permit and Final Mitigation Plan as it relates to nearby streams and wetlands. 5.11 OPEN BURNING Open burning will not be allowed on area where solid waste has been disposed or areas being used for active disposal. Burning associated with construction clearing operations will be performed in accordance with all applicable regulations. 5.12 SALVAGING The Landfill will only allow salvaging of recyclable material by authorized personnel. The salvaging will be conducted in a designated area, and performed in a manner that will not interfere with landfill operations or create hazards or nuisance conditions. 5.13 FILLING OPERATION The Landfill will employ the area method for landfill operations. Using this method, waste is typically unloaded at the base of the active working face in layers 8 to 10 feet in thickness. The Civil & Environmental Consultants, Inc. -20- 165-276 Anson Ops Plan December 2018 unloaded waste will be spread in layers 2 to 3 feet in thickness to enhance compaction. Compactors will then make 3 to 6 passes. The thickness of completed lifts will be 15 to 20 feet. Initial Landfilling Operation -The first lift of waste placed on new operational areas with exposed leachate drainage layer will consist of select solid waste, such as contaminated soil, bottom ash and municipal solid waste or other waste with low potential for damaging the liner system. The select waste layer will be placed in loose lifts approximately 8 feet in thickness and compacted to a thickness of approximately 5 feet. This initial fluff layer will be placed as a single lift. The waste compactors will not be allowed on the surface of the leachate drainage layer and at no time will the compactor be allowed to work on a lift thickness of less than 5 feet. Styrofoam or other non -damaging posts supported by pads seated on top of the liner may be used as an alternative to grade stakes where control markers are required to maintain the proper cell width, height, and slope at the working face. Grade stakes are not permitted for setting elevations in the first lift. The posts shall extend through the granular material covering the liner. To minimize unloading times, a specific area of the working face should be designated for tractor -trailer transfer trucks. During placement of the select waste for the first lift, it will be inspected for the presence of objects and wastes that have the potential to damage the liner system. Any waste that is identified that may have the potential to damage the liner system will be removed. Equipment should not be allowed to traffic on or to spread waste over the protective cover in a manner that disturbs the underlying leachate collection layer. Landfill personnel will monitor the placement, compaction, and covering of the first layer of waste. Landfill personnel will maintain grade control and inspect filling techniques. Inadvertent damage to the base liner system must be reported to the Site Manager and restored prior to filling in the damaged area. To assist in the uniform placement of waste in the first layer, only select solid waste will be directed to that area. To protect the liner system, a bulldozer will normally be used as the primary spreading and compacting machine for the first lift. The compactor may only be operated on top of the waste. It will not be used on the landfill base or waste side slopes. The waste inspectors will also make sure that no bulky waste or demolition material which could damage the liner is landfilled in the first lift. At the end of each working day, daily soil cover or alternate daily cover shall be applied Civil & Environmental Consultants, Inc. -21- 165-276 Anson Ops Plan December 2018 to control odors, vectors, and litter. Appropriate earth hauling equipment will be used to excavate and haul soil from the borrow area to the stockpile located near the working face where it will be placed and compacted. Intermediate cover shall be applied on areas that will be exposed for more than 30 days (i.e., outside side slopes and top of the final lifts, or portions of the other lifts that will not be soon covered by additional refuse). Areas that will not receive waste for 12 months or more, but will receive additional waste, must be covered with 12 inches of intermediate cover soil. Alternate daily cover may consist of foundry sand, foam, a fabric blanket or other approved material that will control odors, blowing litter, and vectors. The facility owner or operator should place a notice in the facility operating record with the procedures for using the alternate daily cover material according to the information in NCDEQ's Solid Waste "Approved Alternate Daily Cover Materials for Use at Sanitary Landfills" and send a copy of the notice and procedure to the Permitting Branch Supervisor of the Section and the facilities Environmental Senior Specialist (ESS). The facility may implement an Alternate Daily Cover Material that has been improved in a manner not outlined in the above mentioned NCDEQ document by performing an abbreviated demonstration period. If the facility wishes to use an Alternate Daily Cover Material not previously approved by the Section, the operator must complete a demonstration process. Excavated material from on -site borrow areas may be used to supply daily and intermediate cover requirements. To conserve soils and landfill space, daily and intermediate cover may be scraped back immediately before placement of additional waste on top of the previous lift, and then reused as cover material. Daily and intermediate cover should be graded to drain away from the active working area. Subsequent Lifts -After the first lift is safely in place; normal operating procedures can be used in placement of subsequent lifts. Trucks and compactors are permitted to operate on these lifts. Bulky wastes delivered to the facility, and any stockpiled bulky wastes received during construction of the first lift, can be filled in subsequent lifts. Daily operating procedures include positioning traffic controls and applying daily and/or intermediate cover. Soil erosion control and Civil & Environmental Consultants, Inc. -22- 165-276 Anson Ops Plan December 2018 site maintenance tasks shall be implemented throughout the development of all lifts. Once the final landfill elevations have been reached, final cover may be applied to the landfill. Filling Procedures -Phasing plans presented on the Operation Plan drawings provide details for refuse cell development as well as other details associated with landfill development. The refuse cell is the basic building block of a sanitary landfill. It is composed of several compacted layers of waste and enclosed by cover material. Working Face The working face is that portion of the uncompleted cell on which additional waste is spread and compacted. The working face will be kept as small as feasible based on operational conditions each day. Typically, the working face will be approximately 250 feet in width in order to manage incoming waste vehicles and waste compaction and covering equipment. The length of the vehicle turning area in front of the working face will be approximately 400 feet. Although the landfill will generally operate with a single working face, there will be occasions when multiple working faces are needed to accommodate physical constraints (i.e. the opening of a new cell, final grading associated with slope closure, etc.), inclement weather, or the management of certain special waste. Dumping -When dumping from toe of slope, waste should be dumped 10 feet from the toe of the working face and pushed up the slope. For safety purposes, a minimum 8 to 10-foot separation should be maintained between refuse trucks. In order to prevent loads of waste from being dumped too far away from the toe, refuse trucks can back toward the toe, following a path created by the equipment pushing refuse into the working face. When top dumping, waste should also be dumped as near to the edge of the active working face as safe operations permit. Truck separation, as discussed above, should be maintained. Civil & Environmental Consultants, Inc. -23- 165-276 Anson Ops Plan December 2018 Pushing, Spreading and Compacting -Proper cell construction involves pushing, spreading, and compacting. These functions can be accomplished with a compactor and/or bulldozer. • Pushing is the action of moving waste from the tipping location into the working face; • Spreading will be done by either a compactor or bulldozer. The purpose of the spreading action is to distribute waste over the working face in a thin layer (about 2 feet). Higher in -place densities can be achieved by compacting in thin layers; and • Good compaction is achieved by operating the landfill compactor up and down the working face after waste has been spread into a thin layer. Proper compaction of the waste will extend landfill life and reduce litter and bird problems. To maximize compaction, the working face should be kept at a maximum slope of 3 horizontal to 1 vertical. The Site Manager or his designee will periodically verify compaction procedures. • Stormwater surface control berms or swales will be used to prevent surface water run-off that has contacted the active working face from entering the stormwater collection system. 5.14 MANAGING SPECIAL WASTE Management of Special Waste will follow those guidelines outlined in the Special Waste Quality Assurance Plan, Appendix E. 5.15 PLACEMENT OF WASTE IN STATE WATERS The Landfill will not deposit solid waste in State waters and will not allow the waste to enter such waters. 5.16 EQUIPMENT Civil & Environmental Consultants, Inc. -24- 165-276 Anson Ops Plan December 2018 The Landfill will provide the equipment needed to perform landfill operations. The Landfill will utilize more or less equipment on the site as is necessary. In the event of equipment failure or break -down, the Landfill will make arrangements for substitute equipment within 24 hours. 5.16.1 Leachate Removal System Leachate generated in the landfill will flow by gravity to the leachate removal sump in each cell from the sump, leachate shall be pumped to aboveground storage tank via a force main. Inactive cells shall be fitted with a nominal 15 gpm pump. Active cells will be fitted with a 50 gpm (for cells constructed with granular drainage media) or a 75 gpm (for cells constructed with a geocomposite) capacity pump. A nominal 100 gpm capacity pump shall be maintained on site as a back-up in the case of failure of an active cell pump or for use in removing unusual storm surges from a newly opened cell. At least one spare 15 gpm pump shall be maintained on site for use in event of the failure of a pump in an inactive cell. Each pump shall be provided with a pressure transducer and appropriate controls to effect automatic operation of the pumps. The control system shall also provide for shutdown of all pumps should the leachate storage basin become full or if liquid in the tank containment area is detected. The volume of leachate pumped from the landfill shall be monitored by a flow meter installed in each leachate riser vault so that cell -by -cell leachate generation can be tracked. Flow meters shall have digital readouts and provide a totalizer function. Leachate generation data shall be recorded in one of two ways: • By manual reading and recording of the flowmeter readings at each cell on a monthly or more frequent basis; or Civil & Environmental Consultants, Inc. -25- 165-276 Anson Ops Plan December 2018 • By electronic signal to a central .readout station or automatic data storage in a computer. A hard copy summary of leachate generation data shall be prepared at least monthly. A spare flowmeter and readout device shall be maintained available on site for replacement of malfunctioning equipment. The leachate removal system shall be equipped with alarm devices to alert the landfill operator regarding inoperative pumps and high levels in the leachate collection sumps or leachate storage basin. 5.16.2 Storage Capacity and Off -site Treatment The leachate submersible pumps convey the leachate to one (1) existing 350,000 gallon HDPE lined storage basin via a HDPE dual -containment force main. The leachate is then transferred from the storage basin by way of a force main for treatment at Anson County's Wastewater Treatment Plant (WWTP). Two (2) additional lined storage basins will be constructed throughout the life of Phases 1-5. The leachate sumps, submersible pumps, and force main were sized based on the anticipated leachate peak daily flow generated in an open cell. The leachate storage facility was sized based on the greatest anticipated leachate average daily volume with 14-day storage, generated for the expected normal operating conditions at the landfill through its life expectancy of 25.14 years (e.g. waste depth by cell, cell area, phasing sequence). Based on the phasing of the landfill and leachate generation, it was determined that one (1) 350,000 gallon storage basin will provide at least 14 days of storage capacity for the anticipated average daily leachate flow rates for Phases 1-3 and Phase 4, Cells 1 and 2. Prior to placing waste in Phase 4, Cell 3, an additional 350,000 gallon storage basin will be constructed. Prior to placing waste in Phase 5, Cell 3, a third 350,000 gallon storage basin will be constructed. A summary of the HELP Model data and leachate storage requirements are provided in Table 3-1 and a detailed analysis of the storage requirements during the development of each cell of the landfill is presented in Appendix C. Civil & Environmental Consultants, Inc. -26- 165-276 Anson Ops Plan December 2018 The leachate storage basin are designed to provide 14 days of storage based on the average daily leachate flow for landfill Phases 1-5 generated by the HELP model. The leachate storage facility will be expanded as required to maintain the minimum storage volume required. The landfill operator will maintain a recordkeeping system including leachate collected, leachate head over the liner will be evaluated by the landfill, and leachate pumped to an off -site treatment facility. These records are updated by the operator on a bi-annual basis to determine trends in leachate generation that could influence site operation. 5.16.2 Leachate Sampling and Analysis Leachate discharged to the Anson County Wastewater treatment plant shall be sampled and analyzed as required by the applicable "pretreatment permit". At a minimum, leachate shall be sampled semiannually in conjunction with site water quality sampling and analyzed for the same parameters as the groundwater (refer to the facility Water Quality Monitoring Plan). Sampling ports shall be provided at the headworks of the leachate pump risers such that leachate from each cell can be sampled individually, if necessary. The existing leachate storage tanks will be taken out of service, the tank shall be dismantled and the tank area closed in accordance with the following procedures: 1. Prior to dismantling any of the storage tanks or other appurtenances, an environmental characterization will be performed to assess the presence and extent of any contaminants in and around the storage facility. This assessment will include obtaining samples of the sludge from the bottom of the tank, soil samples just below and outside the secondary containment slab, a concrete core of the containment slab, and wipe samples from the inside and outside walls of the tanks. These samples will be analyzed for the following parameters: • Volatile Organic Compounds; • PCBs; Civil & Environmental Consultants, Inc. -27- 165-276 Anson Ops Plan December 2018 • RCRA Metals; • Total Petroleum Hydrocarbon; and • Other contaminants of concern, as needed. 2. Based on the results of the environmental characterization a tank specific work plan shall be developed. 3. The liquid and the sludge will be removed from the tank and disposed appropriately based on the results of the above characterization. Any contaminated soil will be excavated and disposed appropriately. The contaminated soil excavation (if any) will be backfilled with "clean" fill. The tank and other appurtenant structures will be dismantled and disposed appropriately. 4. All pipes leading to the tank will be disconnected and securely capped or plugged. 5. The concrete containment walls shall be thoroughly broken up and the containment area backfilled with clean soil, graded to match the surrounding ground, and seeded. 5.17 COMPACTION AND COVER 5.17.1 Waste Compaction and Lift Thickness With the exception of the fluff layer, all waste will be spread in layers approximately 2 feet in thickness and compacted. Lift heights will be sized to accommodate the incoming waste volume. Given the expected waste volume at the landfill, the typical lift height will be approximately 15 to 20 feet. This will allow the landfill operator to maintain a confined and efficient working face. 5.17.2 Daily Cover Daily cover comprised of 6 inches of compacted soil or other approved alternative material will be placed on the working face and other exposed waste at the end of each operating day. If Civil & Environmental Consultants, Inc. _28- 165-276 Anson Ops Plan December 2018 conditions warrant (such as adverse weather or excessive wind), daily cover will be applied at more frequent intervals. Daily cover will also serve as a firebreak. Asbestos containing materials will be covered as described in the Asbestos Management and Disposal Plan, Appendix D. Removal of daily cover prior to waste placement will only occur during normal weather conditions. Removal of daily cover will not occur during periods of high winds or heavy precipitation. The daily cover removed prior to waste placement will be stockpiled adjacent to the working face for use at the end of the working day. 5.17.3 Intermediate Cover An additional 6-inch layer of compacted soil will be placed whenever an additional lift of waste will not be placed within 30 days. All areas with exposed intermediate cover will be inspected weekly. Additional compacted soil will be placed to repair cracks and erosion as necessary. 5.17.4 Final Cover The placement of final cover will follow the schedule provided in the Closure/Post-Closure Plan. An alternate schedule may be approved by NCDEQ. Upon reaching final grade, all areas will be covered with a minimum of 12 inches of intermediate cover soil and then seeded. These areas will be inspected quarterly and after every major storm event for excessive erosion, and will be repaired accordingly. These areas will be maintained until the construction of the final cover system. The landfill will be closed with a final cover system in accordance with the Closure/Post Closure Plan (Permit to Construct Application). The final cover system construction will be initiated when a closure phase is to final grade or when an area of 25 acres has reached final grade elevation. The landfill will perform an aerial survey each year and will determine areas that have reached final grade elevation. Civil & Environmental Consultants, Inc. -29- 165-276 Anson Ops Plan December 2018 In the event that areas of the landfill reach final elevations in advance of the proposed closure phasing, the landfill shall not have any area greater than 25 acres at final grades without final cover or in the process of receiving final cover. Upon reaching intermediate grade, all internal slopes will be covered with a minimum of 24 inches of cover soil and then seeded. These areas will be inspected quarterly and after every major storm event for excessive erosion, and will be repaired accordingly. 5.17.5 Vegetative Cover After the final cover has been placed, a vegetative cover must be established and maintained on all final cover areas. The vegetative cover must be established within 4 months after final placement or as seasonal conditions allow. 5.17.6 Borrow Areas The Landfill has access to off -site and on -site borrow areas to handle the daily cover and construction material needs for landfill operations. Borrow areas, which will be periodically located within the facility boundary will have stormwater management and erosion control plans that have been developed in accordance with NCDEQ guidelines. Temporary stockpile of borrow soils will be placed at the location designated by the landfill operator and have appropriate erosion controls. 5.17.7 Alternative Daily Cover Alternative daily covers which have been approved are petroleum contaminated soils, auto shredded fluff, and Seaboard solids. Civil & Environmental Consultants, Inc. -30- 165-276 Anson Ops Plan December 2018 The use of alternative daily cover that is not currently outlined above requires inclusion in this Operations Plan and a procedure for using the alternative daily cover to be included in the plan, per NCAC .1626(2)(b). Any alternative daily cover approved by NCDEQ at any sanitary landfill in North Carolina may be used at all sanitary landfills in North Carolina per NCGS 130A-295.6. The following alternative daily cover may also be used at the facility: Foundry sand, foam, a fabric blanket or other approved material that will control odors, blowing litter, and vectors. Requests for alternative daily cover approval must include a plan detailing the comprehensive use and a demonstration of the effectiveness of the alternative daily cover. The plan must be developed according to Section guidelines. The use of alternative daily cover must be documented within the facility operating record with the procedures for using the alternative daily cover material according to the "Approved Alternative Daily Cover Materials" document from NCDEQ Solid Waste Section. A copy of the notice in the facility record shall be sent to the Permitting Branch Supervisor of NCDEQ Solid Waste Section and the facilities Environmental Senior Specialist. 5.18 SAFETY AND EMERGENCY RESPONSE The Landfill will implement the Safety Plan provided in Appendix A and the Emergency Response Plan provided in Appendix B. The following plan generally describes requirements for emergency response, including firefighting procedures: Pursuant to state regulations, an emergency contingency plan which delineates procedures for responding to fire, explosions, or any unplanned, sudden and non -sudden releases of harmful constituents into the air, soil, or surface water, will be submitted to the local police and volunteer fire department. The emergency plan contains: 1. A description of the actions landfill personnel shall take in the event of various emergency situations; Civil & Environmental Consultants, Inc. -31- 165-276 Anson Ops Plan December 2018 2. A description of arrangements made with the local police and fire department which allow for immediate entry into the landfill by their authorized representatives would the need arise, such as in the case of personnel responding to an emergency situation; and 3. A list of names, addresses, and phone numbers (office and home) of all persons qualified to act as emergency coordinator for the landfill. This list will be kept up-to-date. Where more than one person is listed, one shall be named as the primary emergency coordinator and the other(s) shall be listed in the order in which they will assume responsibility as alternates. The referenced plan specifically addresses fire prevention and protection, as well as firefighting procedures in the event of a fire. Certain precautions will decrease the potential for fire at the landfill. These include limiting smoking to designated areas, refusing acceptance of hazardous waste which could possibly have characteristically low flash points, and performing load checking for ignited or "hot" loads of wastes entering on trucks or other vehicles. Minimum setback distances of buildings from fuel tanks, proper fueling procedures, and routine maintenance and preparation of equipment will also contribute to fire prevention In the event that a fire does develop, immediate steps will be taken to rectify the situation. The steps taken in reaction to a fire depend on the cause and location of the fire. Typical steps include isolation of the burning material and application of a fire -retarding agent such as soil, water, or other material. Following are three potential situations involving the development of a fire and the appropriate response: 1. If a fire occurs within the waste, affected waste will be removed to a safe distance as soon as possible. If a subsurface fire occurs at the landfill, the material will be dug out or suffocated until the fire is extinguished. 2. If a fire occurs at the working face of the landfill, the materials will be isolated from other combustible materials in a manner which will not cause danger to the employees and which will provide protection against spreading of the fire. Determining the characteristics of the burning material will allow the fire fighter to choose the most appropriate method to douse the flames (i.e., soil, water, or other appropriate methods). If Civil & Environmental Consultants, Inc. -32- 165-276 Anson Ops Plan December 2018 the burning material has not been adequately extinguished, other methods may be required and the local fire department may be contacted. 3. If a fire occurs in a load on an incoming truck, it will be detected by the gate attendant or by the equipment operator. The smoldering material will be unloaded to a remote area if possible. After unloading, the burning materials will be extinguished by placing cover material over the surface. If required, the landfill will contact the local fire department Each piece of heavy equipment will be equipped with a multi -purpose fire extinguisher. A soil stockpile will be located near the working face of the landfill which will provide additional aid in extinguishing small fires that are too large to control with fire extinguishers. Fire extinguishers applicable to the chemicals and operations at the landfill will be strategically placed at accessible locations within each building. Furthermore, a clearance around heaters and light equipment will be maintained in order to prevent the potential for ignition of combustible materials. The local fire department will be contacted to supply fire and emergency services to the landfill. If necessary, the fire department will be provided with access to any landfill equipment which would help with emergency response. Access throughout the landfill can be achieved on permanent and temporary roadways, or with the assistance of onsite heavy equipment. 5.19 INSPECTION PLAN 5.19.1 Inspection Weekly: Leachate storage basin (exterior) Monthly: Leachate removal pumps Stormwater management system Cover in completed areas Leachate force main Quarterly: Stormwater management system Semi -Annually: Leachate removal pumps and pipelines (including flow meters, valves and risers) Schedule Civil & Environmental Consultants, Inc. -33- 165-276 Anson Ops Plan December 2018 Annually: Main stormwater ditch around landfill to detention basin Topographic survey of cover Leachate storage basin (interior) 5.19.2 Incoming Waste Waste delivered to the landfill will be inspected for unacceptable wastes as discussed in Appendix C. 5.19.3 Leachate Collection System The landfill leachate collection system (LCS) is placed over the landfill's base liner system geomembrane utilizing a drainage geocomposite, 24 inches of earthen material drainage/protective cover, collection pipes, and submersible pumps. The LCS external to the landfill consists of forcemain pipes, manholes, cleanouts, and storage basin. Guidelines for inspection of the leachate collection system are provided below. • Cleanouts and manholes -inspect annually; • Leachate storage basin -liquid level inspection each operating day and interior of basin inspection every 5 years; • Leachate pumps -inspect for operation each operating day and as recommended by the manufacturer; • Forcemain cleanouts and manholes - inspect at the end of construction and every six months thereafter until evidence of siltation is minimal, then annually. Leachate Collection Piping — The leachate collection lines and cleanouts will be inspected via CCTV at the end of construction and at least every 5 years thereafter. If CCTV inspection indicates that cleaning is needed, the leachate collection lines will be pressure cleaned with a high -velocity jet cleaning system through the cleanouts. The high pressure water jetting will be used to remove and to minimize any bio-mass and/or Civil & Environmental Consultants, Inc. -34- 165-276 Anson Ops Plan December 2018 sediment buildup in both the pipes and the perforations in pipes. Effort will be made through the use of a vacuum truck or other mechanism to minimize the introduction of water containing high silt from entering the sump; and • Leachate Collection Sump — Flow data from the leachate collection sumps will be measured and recorded on a continuous basis. A declining trend in flow rate or significantly low flow rates will be used as an early indicator of potential blockage or other leachate collection system restriction. The pump station will be monitored on a daily basis. If monitoring indicates the potential of a leachate collection system restriction, the system will be inspected via CCTV and may be flushed and/or cleaned as - needed. Care must be taken when inspecting all leachate facilities. There is the potential for the build-up of methane in structures and pipes, and there is potential for dermal contact with leachate. A Safety Plan is provided in Appendix A. 5.19.4 Landfill Gas System The effectiveness of the landfill gas system is dependent upon regular inspection of critical system components. The landfill gas system will be operated and inspected in accordance with the Landfill Gas Management Plan (see Permit to Construct Application), and in accordance with applicable state and federal regulations. 5.19.5 Storm Water Conveyance The storm water conveyance system is comprised of swales, channels, sediment collection basins and detention basins. The components of the system will be inspected quarterly and following major storm events. Tack -on swales, diversion ditches, and rock check dams will be used for surface water control measures to prevent run-on/ run-off onto the active working face. During inspection of the sediment collection basins, the integrity of the basin and outlet structure, as well as the depth of sediment accumulation, will be checked and recorded. Removal of Civil & Environmental Consultants, Inc. -35- 165-276 Anson Ops Plan December 2018 accumulated sediment will occur as needed to maintain proper operations. It is recommended that the sediment be removed at least once every 2 years during active waste placement within the drainage area. 5.19.6 Erosion and Sediment Controls Erosion and sedimentation controls will be inspected in conjunction with the inspection of the storm water conveyance system. 5.19.7 Cover Maintenance Cover maintenance includes both cover soil and vegetation. The inspections performed monthly will help in assessing the cover condition to verify the integrity of the cap (e.g., check for cracking due to differential settlement, erosion or desiccation), and condition of the vegetation. Areas of ponding or substantial differential settlement will be checked to determine the cause. If a significant problem with the cover, vegetation, perimeter berms, erosion, or drainage structures is identified, work orders will be issued to correct the problems. Timing of repairs will be dependent on the nature of the repair. Minor filling to eliminate ponding, and reseeding and fertilizing of disturbed or problem areas can be accomplished with little delay. Major repairs, such as extreme erosion, significant local instability of slopes, or substantial settlement, might require evaluation and design prior to implementing final repairs. Thus, in some cases, final repairs could be delayed. In this case, temporary repairs will be performed until a final solution is determined. If repairs are necessary to the lined cover ditches to correct run-off containment system problems, it is essential that the repairs be undertaken prior to winter and spring snow -melt. Civil & Environmental Consultants, Inc. -36- 165-276 Anson Ops Plan December 2018 Repair of damages to the cover resulting from erosion and differential settlement may include backfilling, replanting and stabilizing eroded areas, providing additional drainage facilities to prevent future erosion, refilling depressions, repairing cracks in the cover, and re -vegetating disturbed areas. Additional detail on maintenance to the environmental control system following partial or final closure of areas can be found in the closure and post -closure plan for the landfill. 5.19.8 Operating Equipment Equipment used for landfill activities will be inspected daily, before use, to check for visible signs of deterioration or malfunction. In addition, the equipment will be inspected and maintained in accordance with manufactures recommendation. A list of the equipment used at the landfill is below: CATERPILLAR 836H 2O15 Landfill Compactor CATERPILLAR 836K 2015 Landfill Compactor CATERPILLAR 836H 2O22 Landfill Compactor CATERPILLAR 826G 2000 Landfill Compactor CATERPILLAR D6NLGP 2015 Tracked Dozer CATERPILLAR D6N 2008 Tracked Dozer CATERPILLAR D8T 2015 Tracked Dozer CATERPILLAR D8T 2018 Tracked Dozer CATERPILLAR D8R 2003 Tracked Dozer CATERPILLAR D8T 2018 Tracked Dozer CATERPILLAR 320 2012 Excavator CATERPILLAR 330CL 2006 Excavator Civil & Environmental Consultants, Inc. -37- 165-276 Anson Ops Plan December 2018 CATERPILLAR 336E 2015 Excavator VOLVO A40D 1998 Articulated Dump Truck - 40 Ton VOLVO A40D 2006 Articulated Dump Truck - 40 Ton VOLVO A40G 2015 Articulated Dump Truck - 40 Ton VOLVO A40G 2015 Articulated Dump Truck - 40 Ton KENWORTH KW WT 2008 WATER TRUCK CATERPILLAR 416B 1993 BACKHOE UTIL CATERPILLAR 420E 2011 BACKHOE UTIL CATERPILLAR 279D 2016 TRACKED SKID LOADER JOHN DEERE 5510 2000 TRACTOR UTILITY CATERPILLAR 938G 2000 WHEEL LOADER CATERPILLAR 140G 1988 MOTOR GRADER MORBARK 4600 2004 Horizontal Grinder DODGE RAM 1500 2013 Site Truck FORD F150 4 X 4 2015 Site Truck CHEVROLET 2500 2016 Pick Up Truck CHEVROLET 1500 2011 Pick Up Truck FORD F150 2007 Pick Up Truck Light Ingersol Rand Source 2000 Light Plant Light Ingersol Rand Source 2011 Light Plant Equipment will be subject to preventive maintenance as recommended by the manufacturer (or Waste Connections of the Carolinas, Inc. internal PM program) and recorded. Civil & Environmental Consultants, Inc. -38- 165-276 Anson Ops Plan December 2018 The Landfill will maintain equipment in proper working order and will have ready access to temporary replacement equipment in the event of an emergency. 5.19.9 Areas Subject to Spills Potential areas subject to spills include the leachate storage basin, the leachate load -out area, and the fuel storage area. The leachate storage basin and fuel storage areas will have secondary containment in the event of a spill. Leachate load -out will be conducted over a concrete pad with a sump to capture spills that may occur during load -out. 5.19.10 Groundwater Monitoring System A site -specific groundwater monitoring program will be maintained for the landfill in accordance with all applicable federal and state regulations. The program will monitor the groundwater at the landfill and verify that the landfill is functioning as intended, as well as provide an early warning system in the unlikely event of a release. Copies of all required monitoring tests will be provided to the County during the life of the landfill. The groundwater monitoring network to be installed will, in turn, be based upon the site hydrogeological investigation, the landfill design, and the groundwater impact assessment. Monitoring wells will be constructed in accordance with all applicable local, state, and federal requirements. A list of groundwater monitoring parameters, sampling frequencies and reporting requirements are provided in the Groundwater Monitoring Plan, as amended. The groundwater monitoring wells identified therein will require sampling during active landfill operation and during the post - closure care period. Each time water levels are measured or a groundwater sample is collected, the integrity of the well will be inspected. A record of each inspection will be made and kept on file at the landfill. The following will be recorded during each inspection: Civil & Environmental Consultants, Inc. -39- 165-276 Anson Ops Plan December 2018 • Check well identification and make sure it is clearly marked; • Check the protective casing for damage or corrosion; • Check the concrete surface seal for cracks; • Check the casing lock; and • View the well casing and check for damage. If any damage is detected, the well will be repaired, if possible, or replaced before the next scheduled sample event if repair is not possible. 5.19.11 Safety Equipment The Landfill will maintain safety equipment for use by personnel. The safety equipment will be maintained in proper working condition and will be subject to periodic inspection. • Fire Extinguishers. Fire extinguishers will be provided in landfill operations equipment and in all structures as prescribed by the local fire code. Each will be inspected in accordance with the recommendations of the manufacturer; • First Aid Kits. First aid kits will be kept in conspicuous locations as designated by Anson County Municipal Solid Waste Landfill's site safety officer. Each kit will be inspected monthly and restocked as may be necessary; • Personal Protective Clothing. Personal protective clothing such as hard hats, safety vests and protective eye wear will be periodically inspected for wear and replaced as necessary; • Detection Devices. Devices for monitoring work areas will be maintained in accordance with the recommendations of the manufacturer; and • Emergency Lighting. Emergency lights will be inspected and tested in accordance with the recommendations of the manufacturer. A site safety plan is provided in Appendix A. Civil & Environmental Consultants, Inc. -40- 165-276 Anson Ops Plan December 2018 6.0 COMPOST FACILITY The Landfill will perform composting activities on site. Please see Appendix F for the Type I Composting Application. Civil & Environmental Consultants, Inc. -41- 165-276 Anson Ops Plan December 2018 7.0 CONTROL & MONITORING OF LIQUIDS AND GAS 7.1 LEACHATE 7.1.1 Collection and Storage Each cell of the landfill will have a liner and leachate collection layer. The leachate collection layer consists of a 24 inches drainage layer constructed with porous earthen materials, drainage geocomposite, and pipes, and will direct leachate to a low point with a sump. The sumps will have a submersible pump to remove leachate from the collection layer and direct the leachate, via a pressure sewer, to an on -site leachate storage area. The pumps will operate automatically based on the liquid level in the sumps. Leachate is currently collected at the storage basin and pumped into a tanker truck for leachate recirculation by spraying directly onto the working face of active cells, in accordance with the Leachate Recirculation Operations Plan (See Appendices). 7.1.2 Disposal Disposal of leachate from the landfill will occur by transporting leachate via a forcemain to the Anson County WWTP. 7.2 GAS MIGRATION MONITORING 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 .1626 and as described in the Landfill Gas Management Plan (Permit to Construct Appendix F, Landfill Gas Management Plan). Since the Landfill will be lined and active landfill gas collection and treatment is to be implemented as each phase is completed, potential for landfill gas migration through the ground Civil & Environmental Consultants, Inc. -42- 165-276 Anson Ops Plan December 2018 is limited. Nevertheless, monitoring is to be implemented to verify that explosive gas levels in on -site structures (excluding gas control and leachate collection facilities) are less than 25 percent of the lower explosive limit (LEL) and that explosive gas levels at the facility property boundary are less than the LEL. 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 as indicated on the engineering drawings. The landfill has 12 monitoring probe locations and these probes shall be monitored quarterly with a portable combustible gas meter. Should explosive gas levels exceeding the specified limits (>25 percent LEL in buildings, LEL at property boundary) the Site Manager shall: • Take all necessary steps to ensure protection of human health and safety; and • Notify the NCDEQ. Within 7 days of detection, the Site Manager will place written records of the gas levels detected and a description of the steps taken to protect human health. Within 60 days of detection, a remediation plan for landfill gas control must be implemented and written notice of same placed in the facility operating record and forwarded to the NCDEQ. 7.3 GROUNDWATER MONITORING Groundwater monitoring must be performed in accordance with the requirements of 15 NAC 13B .1630 -.1634 and as described in the Permit to Construct Application Water Quality Monitoring Plan, Appendix F. Civil & Environmental Consultants, Inc. -43- 165-276 Anson Ops Plan December 2018 8.0 RECORDS AND REPORTING The Landfill must maintain records related to the operation of the landfill, including: • A log of the date, quantity by weight or volume, and origin of solid waste received at the landfill; • A log of special wastes as described in the Special Waste Quality Assurance Plan (Appendix E); • A record of asbestos containing material accepted at the landfill and the areas of the landfill where such waste is disposed; • A record of the quantity of leachate collected, and the volume taken off -site for treatment and disposal; and • Copies of environmental monitoring reports. • Closure and Post -Closure cost estimates and financial assurance documents. Table 8-1 displays a list of items/events which must be routinely recorded and keep on file or submitted to Anson County or NCDEQ Drawings showing the actual location of all construction elements will also be supplied to the County upon completion of each cell. Civil & Environmental Consultants, Inc. -44- 165-276 Anson Ops Plan December 2018 TABLE 8-1 Type of Record Frequency of Submitted to Frequency of Submission Facility Inspection As needed Kept at landfill N/A Records Training Record As needed Kept at landfill N/A Gate Log Wastes Daily Kept at landfill N/A Received Recycling Report As needed County Annually Special Waste As needed Kept at landfill N/A Determination Post -Closure Per Closure -Post Closure Plan Inspections Load Rejections for As needed NCDEQ, kept at Report to NCDEQ Unacceptable Wastes landfill Within 24 hours Construction As new elements County, NCDEQ, As each cell is (as -built) Drawings Are completed kept at landfill completed Operational Berm As new elements County, NCDEQ, As each cell is Valve Opening and Are completed kept at landfill completed Flap Removal Accident Report After each on -site Kept at landfill as Quarterly Required by OSHA Gas Monitoring Quarterly Kept at landfill Immediate to NCDEQ if >25% LEL in buildings> LEL at property line Water Quality Per Water Quality Monitoring Plan Monitoring Leachate Generation Monthly Kept at landfill N/A (per cell) Leachate Disposal Per Pretreatment Permit Civil & Environmental Consultants, Inc. -45- 165-276 Anson Ops Plan December 2018 A standard checklist for facility inspections is to be developed and appropriately updated as cells and facilities are brought on-line. Facility Inspection Records shall be kept for a minimum of 5 years. A record of observed climatic conditions shall be maintained at the landfill. Such observations need not include detailed statistical data but rather are to present qualitative observations. Climatic conditions shall be recorded daily at the landfill. A rain gage is to be maintained for determining daily precipitation. All information contained in the operating record must be furnished upon request to the NCDEQ or be made available at all reasonable times for inspection by the NCDEQ. Civil & Environmental Consultants, Inc. -46- 165-276 Anson Ops Plan December 2018 9.0 WASTE CONNECTIONS OF THE CAROLINAS, INC. SPECIAL WASTE MANAGEMENT POLICY 9.1 PURPOSE The purpose of this policy is to comply with all laws, roles, and/or regulations pertaining to the generation, transportation, and/or disposal of special waste and minimize any impact resulting from the handling of any waste material which requires special handling techniques or which contains material other than would routinely be contained in normal municipal solid waste. This policy is also intended to minimize any paperwork burden on our customers. 9.2 APPLICABILITY This policy applies to all special wastes which are generated, transported, and/or disposed of at Waste Connections of the Carolinas, Inc., or its subsidiaries. 9.3 POLICY STATEMENT It is the policy of Waste Connections of the Carolinas, Inc. and its subsidiaries to: a. Comply with any and all laws, rules, and/or regulations pertaining to the generation, transportation, and/or disposal of special waste; b. Identify any waste material other than routine municipal solid waste which may require special handling and/or permitting prior to the handling of said material by Waste Industries, Inc. or its subsidiaries; C. Evaluate the physical, chemical and biological characteristics, compatibility with other waste and other potential impact to employees, property or the environment; d. Review the information and make a decision on acceptability while maintaining customer dialog; and e. Handle and/or disposal of the special waste in a manner which minimum impact to employees, property, or the environment. Civil & Environmental Consultants, Inc. -47- 165-276 Anson Ops Plan December 2018 9.4 IDENTIFICATION OF SPECIAL WASTE It is the responsibility of the landfill site management, either directly or through a designee, to identify and characterize special waste that is generated or handled by the company and maintain compliance with this policy and pertinent laws and/or regulations. In addition to customer requests for special waste services, the management shall also evaluate all other waste generated or handled by the company to determine if this policy applies to said waste. Furthermore, it is the responsibility of the landfill site management, either directly or through a designee, to train appropriate employees to identify potential special waste generated or handled by the company. Each waste material suspected of being special waste must be evaluated to determine if this policy applies and if so, must be reviewed for acceptability prior to handling by Waste Connections of the Carolinas, Inc., or its subsidiaries. Special waste is defined as: any waste material which, because of its physical characteristics, chemical makeup, or biological nature requires either special handling procedures or permitting, or which poses an unusual threat to human health, equipment, property, or the environment. Generally, special waste can include: • Liquid sludge and/or paste type material; • Containerized materials (i.e., tank trucks, barrels, drums, pails, etc.); • Chemical compounds or petroleum products -new or used; • Fine powders or highly dusty materials; • Demolition waste coming from industrial facilities; • Asbestos containing materials; • Debris and/or residue from spill cleanup work; • Underground storage tank remediation material; • Industrial process wastes; • Pollution control wastes; Civil & Environmental Consultants, Inc. -48- 165-276 Anson Ops Plan December 2018 • Ash from fires, furnaces, boilers, or incinerators; • Off -specification products (in large quantities) (i.e., food, consumer or industrial products); and • Other materials defined as special waste by State or Federal rules and/or regulations. 9.5 EVALUATION OF SPECIAL WASTE The evaluation process begins with a discussion between sales or management representatives and the potential customer (or broker for generator) of the waste. An assessment of special handling requirements and a determination of the chemical characterization needs are to be achieved. If there are questions on what chemical characterization is necessary, refer to the Environmental Compliance Department. There are three (3) potential levels of evaluation required for any special waste generated, handled, brokered, or disposed of by the company: a. Special waste to be disposed of in a Waste Connections of the Carolinas, Inc. subsidiary landfill regardless of who generated, handled or brokered the material requires evaluation and characterization of the waste and approval PRIOR to acceptance. It is the landfill's responsibility to assess the incoming loads of the waste material. b. Special waste handled or brokered by Waste Connections of the Carolinas, Inc., or subsidiary hauling company, but, NOT disposed of in a Waste Connections of the Carolinas, Inc., subsidiary landfill. Our company chooses the disposal site and requires evaluation and characterization of the waste and approval prior to disposal. If a third party disposal site requires similar characterization and approval, their program may be accepted provided its documents that the waste is not hazardous or toxic. Copies of the approval must be retained. Civil & Environmental Consultants, Inc. -49- 165-276 Anson Ops Plan December 2018 Our company is directed in writing by the generator or the State to utilize a specific disposal site. Requires certification that the material is not hazardous or toxic waste, disposal is in compliance with State and/ or Federal regulations and documentation of the choice of disposal site was made by others. This certification can be in the form of a letter from the generator. C. Special waste generated by Waste Connections of the Carolinas, Inc. or its subsidiaries, but not disposed of in a company landfill requires the evaluation and characterization of the waste and approval prior to disposal. The customer is required to complete the appropriate Generator Special Waste Profile Sheet, sign a Service Agreement, and must include laboratory analytical data documenting the information provided along with any miscellaneous forms required by the State. The chemical analysis must be less than 1 year old and performed by a third party analytical laboratory which is certified by the State (or which is acceptable to the company if State certification is not present). The Generator Special Waste Profile Sheet can be modified to incorporate site -specific or subsidiary -specific information. However, modifications to the Generator Special Waste Profile Sheet must be approved by the Environmental Compliance Department -"IN WRITING% prior to utilization of the modification. All Generator Special Waste Profile Sheets and analytical reports must include sufficient information to make a determination of the acceptability of the waste. 9.6 APPROVAL PROCEDURE It is the landfill site management's responsibility to assure that special waste is identified, properly evaluated and reviewed for approval prior to acceptance of the material for handling and/or disposal. Landfill site management or its designee shall review the information supplied through the evaluation process and make a determination on the acceptability of the waste. Consideration should be made of compatibility with other waste received, potential impact to personnel and equipment, and compliance with governing laws, rules and regulations. Approval Civil & Environmental Consultants, Inc. -50- 165-276 Anson Ops Plan December 2018 can be granted conditional on routine chemical analyses based on the variable nature of the composition of the waste. Once landfill site management, or its designee, has determined that a particular special waste is acceptable, they must assemble the appropriate information characterizing the material and submit to the Environmental Compliance Department for final approval. No special waste is to be accepted for handling, transporting, brokering and/or disposal prior to the written approval by the Director of Environmental Compliance or his/her designee. The designee of the Director of Environmental Compliance may be a third party engineering company or person who is familiar with the Federal and State rules and regulations and the restrictions of facility environmental protection mechanisms. Copies of all approved Generator Special Waste Profile Sheets must be maintained at the landfill and the transportation company which handled, brokered and/or disposed the waste. Copies of the final State Approvals (where applicable) must also be maintained at the Environmental Compliance Department. 9.7 TERM OF APPROVAL 1. The extent of special waste approval will be based on the following: a. The expiration date of required State approval or permit; b. A change in the process generating the waste which could affect the characteristics or composition of the waste; c. Expiration date of Special Waste Service Agreement; and d. Three (3) years from the date of the original laboratory analytical report. If a term of approval has expired, but the waste material has not changed in composition, the waste may be recertified under the same Generator Special Waste Profile Sheet along with the Generator Special Waste Recertification form. However, anytime a State approval or analytical parameters are required for a specific waste, a new profile must be prepared. A new analytical report is required at least once every 3 years. Civil & Environmental Consultants, Inc. -51- 165-276 Anson Ops Plan December 2018 9.8 LANDFILL SPECIAL WASTE ACCEPTANCE PROCEDURES 9.8.1 Pre -Acceptance No special waste can be accepted unless that waste is approved prior to disposal. Before special waste can be shipped to a company landfill for disposal, the material must be evaluated and prequalified. The Waste Profile Sheet and analytical report will be reviewed and qualified for either acceptance under existing permits or subsequent submittal to the regulatory agency for authorization. The generator will be notified in writing, either by the company or by the state agency (where applicable) when the material has been approved or denied for acceptance. A copy of the Generator Waste Profile Sheet and approval letter for each waste stream will be maintained at the landfill for the purpose of comparison with the incoming load. A tracking system must be compiled to track the status of incoming approved waste streams. The tracking database, the original Generator Waste Profile Sheet, and the approval letter will be maintained in the main administrative offices of the landfill. 9.8.2 Gate Acceptance Procedures A Special Waste Acceptance Checklist shall be utilized as a guide for facility personnel during inspection and prior to acceptance of shipments of non -hazardous special waste. This checklist must be utilized for each load of waste arriving at the gate. The checklist is to be posted at the landfill's acceptance gatehouse. Following are instructions for using the checklist as a guideline: Item 1 - Approval Letter Verification If no written waste stream approval letter is on file at the site, facility personnel shall call the main administrative office to verify whether the waste stream was in fact approved. A current file Civil & Environmental Consultants, Inc. -52- 165-276 Anson Ops Plan December 2018 (organized by generator) of all waste stream applications received and the status of their review/approval will be maintained at said office. If the approval cannot be verified, the load MUST be rejected. However, landfill management must be contacted before any load of special waste is rejected. Item 2 - Manifest Verification a. If the manifest accompanying the shipment is not on a current manifest form, the load may be accepted if the information is transferred onto an updated manifest and a discrepancy is noted on the form. Copies of the original (incorrect) generator -signed manifest must be attached to the corresponding corrected manifest copies to document that the waste shipment was manifested to the facility. Contact must be made with the generator/broker to obtain and utilize the correct manifest forms for subsequent shipments. b. If the manifest is not complete, contact with the generator/broker must be made to properly complete the manifest by both the generator and the landfill (on all copies). The discrepancy must be indicated on the manifest. C. If there is information on the manifest that does not correspond to the information contained in the approval letter/permit, the generator must be contacted to resolve the discrepancy. The discrepancy must also be amended and indicated on the manifest. d. If a discrepancy item involves the lack of the generator's signature, the generator must be contacted and a follow-up letter must be forwarded to the landfill to indicate the generator's acknowledgement. If the transporter has not signed the manifest, bring the item to the driver's attention and allow him to sign the manifest prior to accepting the load. e. For all loads, particularly those accepted and billed on a volume basis, the volume on the manifest will require verification. The transporter trailer will be measured in length and width in addition to measuring the average height of the waste in the trailer. The Civil & Environmental Consultants, Inc. -53- 165-276 Anson Ops Plan December 2018 calculated volume must be within ten percent of that indicated on the manifest. If the volume is beyond ten percent acceptable margin of error, the generator must be contacted and the volume discrepancy resolved and noted on the manifest. Item 3 - Load Inspection During the visual inspection of the load, note any variation of the waste material from that shown on the Generator Waste Profile Sheet. Compare the material with the Physical Characteristics described in the Special Waste Profile Sheet of the waste. If there is a discrepancy regarding waste variation, contact the landfill management. If the landfill management is not available, contact the sales representative or Environmental Compliance Department. Landfill management should discuss any discrepancy with the customer/generator of the load. If the discrepancy cannot be properly explained, the load may be rejected by landfill management. Item 4 - Load Sample Collection Note: Sampling is required once a day per Generator waste stream or as specified by State agencies or site -specific approvals. A representative sample of the load will be collected by the following procedure: oo Utilizing a trowel (and/or shovel), a 20 oz. composite sample will be consolidated from random samples collected at three separate locations (front, middle and back of trailer) at verifying depths and placed in a sealable ("ziploc") baggy labeled with the authorization number, name of generator, date, time and initials of sampler. Facility personnel are to use protective latex gloves and goggles during sampling. Civil & Environmental Consultants, Inc. -54- 165-276 Anson Ops Plan December 2018 Item 5 - Load Fingerprint Testing (Note: Fingerprint Testing is required once a day per Generator waste stream or as specified by State agencies or site -specific approvals.) The collected sample will be subjected to the following "Fingerprint tests": Paint Filter Test (for presence of free liquids) -EPA Method SW846, 9095 1. Place approximately 5 oz. of the sample into a pain filter that has been secured above a clear plastic cup. 2. Allow the sample to stand for 5 minutes and observe for any passage of liquid through the paint filter into the cup. 3. If liquid is observed, the material does not qualify for acceptance as a solid waste and must be rejected. Ignitability Test - Open Cup and Flame Method (Solids Ignitability Assessment) 1. Place approximately 5 oz. of the sample in a disposable aluminum container. 2. Light a wooden match and pass the match over the top of the sample several times. Bring the match as close as possible to the sample without touching it with the flame. Observe for any "flashes" incurred to the sample or whether the material burns vigorously emitting smoke. If either a "flash" or combustion of the material is noticed, the material is considered to exhibit the ignitability characteristic hazard and is subject for rejection. PH Test -Standard Method of Chemical Analysis 1993 Moisten a small portion of the sample with water. Place a piece of pH litmus paper on the moistened area. Read the color chart on the litmus paper to determine if the pH is similar to that shown in the Generator Waste Profile Sheet. If the pH is above 12.5 or below 2, the material may be rejected. If the paper does not turn color, the pH is as shown on the Generator Waste Profile Sheet. Civil & Environmental Consultants, Inc. -55- 165-276 Anson Ops Plan December 2018 Items 6 - Documentation After Fingerprint Tests are performed, enter the results on the Daily Operating Log Sheet. The remaining sample will be returned to the load. Item 7 - Manifest Acceptance and Mana eg ment After recording the load in the Operating Log, the landfill facility representative will sign the manifest for the approved acceptable load. Give the transporter a signed copy. The remaining manifest copies are to be forwarded to the appropriate facilities. Place the landfill's copy on the customer manifest file. When a load is rejected, DO NOT SIGN THE MANIFEST. Keep a copy of the manifest for the rejected load file. Give the remaining manifest copies back to the driver to return to the generator with the rejected load. Item 8 - Recording and Tracking Special Waste Loads An operating log will be maintained on -site at all times for all shipments of non -hazardous special waste received. The Daily Operating Log -Special Waste Form must be completed and maintained on a daily basis at the landfill. The following information for each special waste load must be recorded in the Daily Operating Log by the landfill ticket agent: Manifest Number, Generator Name, and Waste Description and Waste Approval Number Analysis Information: Paint Filler, Flash Point, pH Accepted/Denied and Volume Received Disposal Location: Quad, Cell, Lift To be kept current, the Daily Operating Log must be maintained on a daily basis either in a ring binder to entered in the tracking system. A Generator Log Sheet -Special Waste Form must be completed and maintained for each generator waste stream approved for disposal at the landfill. Each special waste load must be entered on the date it is received. The landfill ticket agent must enter the following information: Civil & Environmental Consultants, Inc. -56- 165-276 Anson Ops Plan December 2018 oo Date Received; oo Incoming Volume; oo Total Cumulative Volume; oo Bill to Customer; oo Hauler; oo Ticket Number; and oo Manifest Number. To be kept current, Generator Log Sheets must be maintained in alphabetical order, by generator name, either in a ring binder or entered in the tracking system as each load is received. These forms will enable tracking special waste loads on a daily basis and will assist in the completion of monthly, quarterly or annual reports required for local, state, or federal regulations regarding special waste received at the landfill. The forms will also aid management and sales personnel with their budget projection for upcoming years. The Generator Log Sheet may be revised to conform to information that is needed in your area; however, any revision must first be approved by the Environmental Compliance Department. Interpretation of This Policy Any questions on policy interpretation or clarification shall be referred to the Environmental Compliance Department in writing. Civil & Environmental Consultants, Inc. -57- 165-276 Anson Ops Plan December 2018 APPENDIX A V AV 7AW ,iii APPENDIX A EQUIPMENT INFORMATION SAFETY PLAN V AV 7AV ,iii TABLE OF CONTENTS APPENDIX A 1.0 Emergency Procedures 2.0 General Safety Procedures......................................................................................................2 3.0 Safety Procedures For Handling Asbestos Waste ...................................................................3 4.0 Safety Precautions For Equipment Operators.........................................................................4 5.0 Safety Equipment....................................................................................................................6 6.0 Fire Control Plan.....................................................................................................................7 6.1 When Fire Occurs............................................................................................................7 6.2 "Hot Load" Procedures....................................................................................................7 6.3 Fire Extinguishers...........................................................................................................8 7.0 Communications System........................................................................................................9 8.0 Confined Space.....................................................................................................................10 V AV 7AF ,iii 1.0 EMERGENCY PROCEDURES 1. Posting of Procedures - All emergency procedures must be updated as appropriate and after each emergency. All emergency procedures should be posted in the landfill site office, in conspicuous places at the site, and at the gate house. 2. Emergency Contact Information - The name, location, and telephone number of the nearest police, fire department, doctors, medical facilities, and ambulance service should be posted in the office and maintenance buildings. (see Emergency Response Plan, Appendix B) 3. Instructions of Procedures - All new personnel should be instructed on the emergency procedures used at the landfill. All employees should be informed of any changes in emergency procedures. 4. Responsibility of Employee- It is the responsibility of every employee to know and remember his role in each emergency procedure at the site. V AV 7AW ,iii 2.0 GENERAL SAFETY PROCEDURES 1. Knowledge of Procedures - All employees at the landfill will know the proper procedures for reporting accidents, injuries, and fires. 2. Posting of Information - Landfill rules, roadway limits and speed limits on each road will be clearly posted. Direction of travel and location of curves will be posted. The location of disposal areas should be clearly indicated. 3. Dumping - For safe operations, the dumping area will be only slightly sloped at all times and equipment maintained in good repair. 4. Safety Devices - Proper safety devices, such as roll-over protective cabs, will be installed on all equipment and kept in good repair. 5. Fire Extinguishers - Fire extinguishers will be provided in buildings and on all heavy equipment Each extinguisher will be appropriate for the types of fires likely and they will be checked or serviced as appropriate. Discharged fire extinguishers will be removed and replaced with fully charged units. 6. Employee Alertness -All employees will be alert for hazards at the landfill. Potential hazards will be reported to the supervisor. 7. Safety Meetings -Safety meetings will be regularly scheduled. Situations that can cause accidents and ways to prevent them will be discussed. Also, the effectiveness of corrective action will be discussed. Records will be maintained including attendance of the safety meetings and the subjects discussed. 8. NO SMOKING near flammable materials, methane extraction facilities, or other designated areas. r1AVAAVIAAFi7 3.0 SAFETY PROCEDURES FOR HANDLING ASBESTOS WASTE All asbestos containing waste shall be disposed of in accordance with Asbestos Management and Disposal Plan (Appendix E). 2. Asbestos is a known human carcinogen for which no level of exposure .is known to be without risk. Single exposures may even present a health risk to some individuals. 3. As discussed in the Asbestos Management and Disposal Plan, asbestos waste materials require special handling, bagging, and sealing requirements. In the event that asbestos containers are broken or damaged such that asbestos fibers may come in contact with operating personnel, the precautions listed below regarding protective equipment and clothing shall be utilized. 4. The maximum feasible level of respiratory protection shall be used by workers engaged in work with or in close proximity to asbestos -containing material, when such workers are, or could reasonably be expected to be, occupationally exposed to airborne asbestos. "Occupationally exposed" means exposed to any detectable level of airborne asbestos at or above the lowest limit of reliable quantification as determined by the Transmission Electron Microscopy method (Code of Federal Regulations Title 40, Part 763, Subpart E, Appendix A). 5. An air purifying type respirator approved for use with asbestos shall be worn by all employees involved in the handling of asbestos waste. 6. An effective respirator program shall be established to include: a. Written standard operating procedures governing the selection and use of respirator. b. Medical examination of workers to determine whether or not they may be assigned an activity where respiratory protection is required. c. User training in the proper use and limitations of respirators (as well as a way to evaluate the skill and knowledge obtained by the worker through training). d. Respirator fit testing. e. Regular cleaning and disinfecting of respirators. f. Routine inspection of respirators during cleaning, and at least once a month and after each use for those respirators designated for emergency use. g. Storage of respirators in convenient, clean, and sanitary locations. h. Surveillance of work area conditions and degree of employee exposure. i. Regular inspection and evaluation of the continued effectiveness of the program. j. Recognition and resolution of special problems as they affect respirator use (e.g., facial hair, eye glasses, etc.) k. Proper respirator use (procedures for donning and doffing respirators when entering and exiting the disposal area). r1AVAAVIAAFi7 4.0 SAFETY PRECAUTIONS FOR EQUIPMENT OPERATORS 1. Check Equipment - Check equipment for defects before operating. This can best be done by completing check-out lists prior to starting equipment in the morning. Do not start or operate defective equipment. 2. Use Stepping Points - To prevent slipping, use stepping points and hand holds when mounting and dismounting equipment. 3. Keep Debris From Cab- Keep operator's compartment, stepping points, and hand holds free from oil, grease, mud, loose objects, and solid waste. 4. Look All Ways Before Moving - Protect personnel and other equipment in the area by looking to the front, rear, and sides before moving equipment. If unsure of the surrounding conditions, dismount and inspect area. 5. Control Equipment Properly -The operator should control his equipment only from the driver's seat. Always have equipment under control. 6. Wear Safety Belts and Hard Hats - Always wear seat belts while operating equipment to provide support and security in the operator's compartment. A hard hat will reduce the potential for head injuries and should be worn while outside of any equipment. 7. Do Not Mount Moving Equipment - Never mount or dismount from moving equipment. Wait until the equipment has come to a complete stop and the brake is set before mounting or dismounting. 8. Carry Only Authorized Passengers - Persons other than the operator should not normally be allowed on landfill equipment. If it is necessary to carry a passenger, he should sit in a safe location. The passenger should be performing official duties only. 9. Carry blades and attachments low when equipment is traveling. 10. Check Blind Areas - Never push waste until sure that no person or equipment is in the blind area ahead of the machine, the blade, or the solid waste. If the operator is not sure of the surrounding conditions, he should get off the equipment and personally inspect the area. When operating in reverse, turn around to look in the direction of travel. 11. Maintain Adequate Clearance -When pushing waste, maintain adequate clearance from other vehicles or obstructions to assure that any falling objects will not strike other equipment or persons. Equipment should be kept clear of solid waste vehicles. 12. Operate Up and Down Slope -Avoid sidehill travel to reduce the chance of rolling over. El r1AFAAVIAAFi7 13. Avoid Excessive Speed - Operating conditions generally determine the speed of heavy equipment. Under no circumstances should heavy equipment be driven at excessive speed or operated recklessly. 14. Move Cautiously Over Bulky Objects - When compacting or traversing bulky items, the operator should proceed with extreme caution to avoid tipping or sudden lurching movements. 15. Constantly Check Work Area - The operator should constantly check the work area for the location of other persons or equipment. 16. NO SMOKING near flammable materials, methane extraction facilities, or other designated areas. 6i r1AFAAVIAAFi7 5.0 SAFETY EQUIPMENT Certain safety equipment is specified for equipment operator protection. It is the responsibility of each employee to be sure his safety equipment is in good repair. Each employee must use his equipment at appropriate times. The proper safety equipment for equipment operators is listed below. OPERATOR PROTECTIVE EQUIPMENT Equipment: Each piece of heavy equipment should be provided with: oo Roll-over bars 0o Backup warning system 0o Fire Extinguisher Personal: Equipment operators should have available personal protective clothing: oo Ear muffs or ear plugs oo Face shields or goggles 0o Dustmask oo Rubber or leather (steel toe) boots oo Work gloves oo Hard hats G7 r1AVAAVIAAFi7 6.0 FIRE CONTROL PLAN 6.1 WHEN FIRE OCCURS A. Extinguish small fires with fire extinguisher or smother with soil. Do not remain near large fires or explosive materials. B. Determine location, extent, type, and if possible, cause of fire or explosion. C. Notify on -site personnel and implement safety and fire control procedures. D. Notify facility emergency coordinator if the fire cannot be immediately controlled. E. Notify fire department if necessary. Clearly state: 1. Location of landfill. 2. Location of fire or explosion in landfill. 3. Extent of fire or explosion. 4. Type of fire or explosion. 5. Actions now being taken. 6. Injuries. F. Notify Rescue Squad, if necessary. G. Notify health care facility, if necessary. H. Notify Police Department, if necessary. Notify NCDENR (verbal within 24 hours, written within 15 days). 6.2 "HOT LOAD" PROCEDURES A "hot load" is a load of burning solid waste in an incoming truck. It may be actively burning, but more likely will just be smoldering. When a "hot load" is discovered in a vehicle, the driver should be directed to dump the material in an area located away from the actual fill face and cleared of vegetation and debris. After the "hot load" is dumped, the equipment operator should spread the material, and then cover it with soil to smother the fire. After the fire has been extinguished, the material should remain in the cleared area until no evidence of fire remains. At the end of the day, check to make sure no fire or smoldering remains, and then place it into the fill. Notify the NCDENR verbally within 24 hours and provide written notice within 15 days. 7 r1AWAAVIAAFi7 6.3 FIRE EXTINGUISHERS Fire extinguishers should be installed in the following locations: A. Scale House B. Maintenance Building C. Office Building D. Fuel Storage Area E. Selected on -site Vehicles and Equipment rIAWAAVIAAFi7 7.0 COMMUNICATIONS SYSTEM Telephone communications will be available at the scale house and office building. Radio, cellular, and/or other types of communication will be available between the scale house, office building, District Manager, General Manager, Operations Manager, lead operator(s), and other key personnel. A CB radio will also be available to communicate with truck drivers. 0 r1AVAAVIAAFi7 8.0 CONFINED SPACE A confined space is defined as any space not currently used for human occupancy, having a limited means of exit, which is subject to the accumulation of toxic contaminants, a flammable or oxygen deficient atmosphere, or other hazards such as engulfment or electrical or mechanical hazards should equipment be activated while an employee is in the space. Confined spaces include but are not limited to storage tanks, process vessels, bins, boilers, ventilation or exhaust ducts, air pollution control devices, smoke stacks, underground utility vaults, sewers, septic tanks, landfill pump houses, and open top spaces more than four feet deep such as pits, trenches, or vats. Confined space entry requires special training. At no time is a Anson County Solid Municipal Solid Waste employee to enter a confined space or a trench without first receiving explicit training and authorization from the General Manager. When entering a confined space, the personnel shall follow all requirements prescribed under OSHA regulations for confined space entry (29 CPR 1910.146) as applicable. 10 r1AFAAVIAAFi7 APPENDIX B EMERGENCY RESPONSE PLAN rIAWAAVIAAFi7 TABLE OF CONTENTS p.. a 01•�� 1.0 EMERGENCY RESPONSE PROCEDURES..........................................................................1 2.0 SPECIAL PROCEDURES......................................................................................................2 3.0 MUSTER LOCATIONS...........................................................................................................3 4.0 MEDICAL FIRST AID............................................................................................................4 5.0 NOTIFICATION OF AUTHORITIES.....................................................................................5 6.0 CONTACT LIST......................................................................................................................6 7.0 EMERGENCY PHONE LIST.................................................................................................7 8.0 CRITIQUE OF RESPONSE.....................................................................................................8 9.0 EMERGENCY RESPONSE CHECKLIST AND PHONE NUMBERS ............................... 9 rIAWAAVIAAFi7 1.0 EMERGENCY RESPONSE PROCEDURES A. Evacuation routes area posted throughout the facility and all personnel are advised during safety meetings as to the shortest route to take from their particular work area. In the event of an emergency that requires the immediate evacuation of the entire building, the decision to evacuate will be made by the General Manager, Operations Manager or the Maintenance Manager. In their absence, the decision will be made by the Manager on site who is best able to evaluate the situation. Decision to evacuate should be made with considerations of the following factors: 1. Is there immediate danger to life? 2. Can the emergency be safely managed without a complete evacuation? 3. Is there enough time to evaluate the emergency without allowing the situation to become life -threatening? B. Fire Response 1. A minor fire is a fire that can be extinguished with one fire extinguisher in one minute. 2. Attempt to fight the fire only if you are not endangering yourself. 3. If in an enclosed area and fire is creating heavy smoke, evacuate the area immediately. 4. A major fire is any fire that requires more than one minute or more than one fire extinguisher to extinguish. 5. Contact 911 immediately. 6. Evacuate the immediate area of the fire. 7. If in an enclosed area and fire is creating heavy smoke, evacuate the area immediately, proceed to the employee parking lot and stay there. 8. Notify NCDENR (verbal within 24 hours, written within 15 days). C. Toxic Agent Release 1. In the event of a toxic agent release, General Manager, Operations Manager or the Maintenance will order the immediate total evacuation of the facility, and should immediately ensure that all personnel move to a point upwind from the site, and begin personnel accountability procedures as soon as practicable. 2. The General Manager will ensure that the proper emergency authorities are notified of the situation immediately and are aware that there has been a toxic agent release. 3. Since there are no chemicals or agents used or stored at the Anson County MSW Landfill Facility that pose such a great threat, the primary avenue by which such agent could be released would most likely be one of the following: • Transport into the facility in a located solid waste vehicle as a result of improper disposal of water from a pick-up point. • Transport into the facility in a non -Anson County MSW Landfill Facility vehicle, such as a delivery truck or other vendor vehicle. 1 rIAWAAVIAAFi7 2.0 SPECIAL PROCEDURES A. Critical operations requiring shutdown: 1. The main power to the facility will be shut off by the Operations Manager. B. Removal of Equipment 1. Equipment that can be moved quickly and safely out of the hazard area will be moved to safe locations around the site. 2. The responsibility of making the determination of whether or not to move equipment is assigned to the Maintenance Manager or Operations Manager. 3. Decisions to move vehicles should be made with personnel safety as the top priority. No truck or piece of equipment is worth an injury or death, but we should make an effort to remove our equipment to safety only when it is practical. Equipment will only be moved when it is practical and safe to do so. 2 rIAWAAVIAAFi7 3.0 MUSTER LOCATIONS After evacuation of the building is determined to be necessary, all employees must gather in a safe location. This location will be the light pole in the shop parking lot. r1AWAAVIAAFi7 4.0 MEDICAL / FIRST AID 1. Shut down equipment 2. Determine extent of injuries (location, seriousness). 3. Apply pressure (compress) to wound to stop severe bleeding. 4. If victim is not breathing, administer Rescue Breathing and/or CPR, if trained. 5. DO NOT MOVE VICTIM(S), unless a) Victim is still in danger. b) Victim can move self without great pain. 6. Have someone TELEPHONE RESCUE squad (911) unless injuries are clearly minor. a) Clearly state location b) Describe injuries 7. Stay with and keep victim(s) warm. 8. Notify Facility Emergency Coordinator. 9. Transport victim(s) to a nearby medical center if - a) Injury is not serious, but requires medical attention (e.g., broken fingers, minor bums); b) Victim(s) can move self without great pain. 10. Applying FIRST AID a) Landfill Employees - Minor accidents, such as bee stings, minor cuts and small bums may be treated onsite by an employee with first aid training. b) Customers- First aid treatment should not be given to customers who have minor accidents at the site. However, personal information about the victim and a description of the accident should be obtained. The customer should be instructed to go to his/her doctor for examination and treatment, if required. 4 rIAWAAVIAAFi7 5.0 NOTIFICATION OF AUTHORITIES A. It is the responsibility of the General Manager to ensure that all emergency authorities are notified. This notification will be done in the form of a phone call placed from the Anson County MSW Landfill Facility or cellular phone if available. B. Call 911 in an emergency. C. Emergency phone numbers are posted throughout the Anson County MSW Landfill Facility. Unless the occurrence of a contaminant release is dearly due to very unusual circumstances, the landfill operator shall take corrective action to prevent recurrence of the release. Corrective action shall be approved by appropriate state and local agencies and the NCDENR. A report shall be filed at the landfill by the facility Emergency Coordinator in order to have further reference for inquiries by authorities or Anson County MSW Landfill Facility personnel. The report should state: 1. Time/date of incident or its discovery. 2. Type of release and effects. 3. Source. 4. Response and effectiveness. 5. Agencies contacted. 6. Corrective actions planned and schedule. Procedures After an Accident • Accident Investigation -Site Manager will perform a complete investigation of the accident and events leading up to the time of the accident. The investigation should be started as soon as possible after the accident and persons involved in the accident should be interviewed. • Determination of Cause- After facts about the accident have been gathered, the Site Manager will make a determination as to the cause(s) of the accident. • Filing of Reports -The Site Manager will complete and file the appropriate accident report forms. • Corrective Steps - After a thorough investigation and determination of the cause(s) of an accident, the Site Manager will take corrective steps so that the same type of accident will not re -occur. These corrective steps may take the form of repair of faulty equipment, installation of safety equipment, or instruction of personnel in safe operating procedures. • Discussion with Employees -If it is determined that the .cause(s) of the accident were related to employee work habits and that remedial safety instructions would be helpful, a meeting will be held with site employees. The accident and corrective measures which should be taken to prevent another accident will be discussed. All employees will be instructed in proper safety procedures to follow. • Follow-up -The site Manager will follow-up on corrective measures to make certain that proper safety precautions are being taken. All unsafe practices will be called to the attention of the employees. r1AWAAVIAAFi7 6.0 CONTACT LIST A. Key Personnel Division Vice President Timothy J. Fadul District Manager Tyler Fitzgerald r1AFAAVIAAFi7 7.0 EMERGENCY PHONE LIST See Section 9.0 rIAWAAVIAAFi7 8.0 CRITIQUE OF RESPONSE After each incident involving the application of an Emergency Procedure, the General Manager will review the response to ascertain efficient application and inform the District Manager of the effectiveness of the response. r1AFAAVIAAFi7 9.0 EMERGENCY RESPONSE CHECKLIST AND PHONE NUMBERS In case of emergency, all employees are responsible for immediately contacting the appropriate individuals and/or authority listed below. Additionally, following notification, each employee should attempt to record the following information for any accident or emergency. We need to know who (driver, employee, other parties): What (system type & equipment involved): When (time of accident): Where (exact location): Complete the AIG incident form if possible and then call the AIG#. Notify the following as appropriate: EMERGENCY AMBULANCE 911 /A Sheriff's Office 911 704-694-41878 (NON-EMER.) FIRE DEPARTMENT 911 704-272-7933 ON-EMER. STATE POLICE 911 /A UTILITY COMPANY Duke Energy 1-800-777-9898 OIL SPILL, TOXIC CHEMICAL RELEASE 1-800-424-8802 /A NCDE 919-707-8200 C Dept. of Environment aulit KEY CONTACTS POSITION NAME PHONE NUMBER AIG INSURANCE 1-888-289-3578 DIVISION VICE PRESIDENT Timothy J. Fadul 704-398-4488 DISTRICT MANAGER Tyler Fitzgerald 704-694-6900 REGIONAL ENVIRONMENTAL COMPLIANCE SPECIALIST Lana Brown CELL 900-500-1812 REGIONAL ENGINEER Nelson Breeden 865-200-7650 ASSISTANT DISTRICT MANAGER JT Leasor 704-694-6900 0 IA FVI iAw7 APPENDIX C UNAUTHORIZED WASTE CONTROL PROGRAM IA FVI iAw7 TABLE OF CONTENTS APPENDIX C 1.0 INTRODUCTION................................................................................................................1 2.0 INCOMING INSPECTIONS...............................................................................................2 3.0 RANDOM LOAD INSPECTIONS.......................................................................................3 4.0 RESPONSE...........................................................................................................................5 4.1 Prior To Deposit At Landfill..........................................................................................5 4.2 After Deposit In Landfill.................................................................................................5 4.3 Unauthorized Waste Types.............................................................................................5 4.3.1 Hazardous, Regulated Medical,Toxic,and Nuclear Wastes..................................5 4.3.2 Containers (drums not triple -rinsed or not properly opened)................................6 4.3.3 Waste Oil...............................................................................................................6 4.3.4 Petroleum Contaminated Soils..............................................................................6 5.0 PERSONNEUTRAINING/EQUIPMENT...........................................................................7 5.1 Personnel........................................................................................................................7 5.1.1 Landfill Manager I Operations Manager.............................................................7 5.1.2 Equipment Operators...........................................................................................7 5.1.3 Scale/Gate Attendant...........................................................................................7 5.2 TRAINING.....................................................................................................................7 5.2.1 Annual Safety Training.........................................................................................8 5.2.2 Environmental Compliance Training....................................................................8 5.2.3 Waste Identification Training................................................................................8 6.0 RECORD KEEPING............................................................................................................9 7.0 REPORTING......................................................................................................................10 IA FVI iAw7 1.0 INTRODUCTION The requirements for an unauthorized waste control program are outlined in 1SA NCAC 13B of the North Carolina Solid Waste Management Regulations (NCSWMR). The objective of the program is to prevent unacceptable wastes from being deposited at the facility and to identify those steps required once an unacceptable waste is identified at the facility. The program includes the following components: • Methods for determining when an incoming load contains unacceptable wastes • Contingency response steps to take once an unacceptable waste is identified • Personnel training that is required to implement and maintain the program • Record keeping requirements • Reporting requirements IA FVI iAw7 2.0 INCOMING INSPECTIONS Informal load checking will be the responsibility of all employees, particularly those that work at the entrance area and those that work at or near the active fill area. Each employee will observe vehicles entering the Landfill for any potentially unauthorized waste and will alert management personnel if any unauthorized wastes are suspected. Through the waste collection programs, there will be several checkpoints: • Curbside checkpoints - The hauler is notified at the Landfill as to which materials are acceptable and which are unacceptable. • Gatehouse checkpoints - Only authorized vehicles and material will be allowed beyond the gatehouse. The gate attendant will refuse entry to any unauthorized vehicles or vehicles observed carrying unauthorized waste. • Active face checkpoints -All incoming loads of waste will be observed by the equipment operators as it is discharged at the active face • Checkpoints during compaction at active face -Material will be inspected by the Landfill compactor operator as it is compacted at the active face. 2 IA FVI iAw7 3.0 RANDOM LOAD INSPECTIONS In addition to the visual inspections performed by the equipment operator/attendants, a random inspection program shall be implemented to detect and prevent disposal of any of the unauthorized wastes listed in Section 2.2 of the Operations Manual. Inspections conducted as part of this program shall be performed by personnel trained in the following areas: methods for identification and determination of unauthorized wastes, handling procedures for unauthorized wastes, record keeping requirements of the program, and occupational health and safety. Inspection personnel shall also have a thorough understanding of the North Carolina Hazardous Waste Management Regulations (1SA NCAC 13A) and the North Carolina Regulated Medical Waste Management Regulations (15 NCAC 13B .1203). The frequency of the inspections shall be determined by the quantity and type of waste received, the familiarity with the generators and/or transporters, and the occurrences of identified unauthorized waste. Inspections should be performed at the maximum of the following frequencies: • Once per week; or • Ten percent of all incoming loads. The inspections also need to be random. The time of day and day of week shall vary between inspections. The transporter/hauler selected for inspection shall also vary between inspections. The procedure for the inspection shall be as follows: • Stop the selected vehicle prior to the working face of the landfill • Notify the driver of the inspection • Direct the vehicle to the inspection area. The inspection area may be either a permanently designated location or a temporary location adjacent to the working face. • If possible, perform a visual observation of the waste prior to unloading. If unauthorized waste is observed, or suspected, the vehicle shall be prohibited from unloading, and shall be directed out of the facility. • If no unauthorized waste is observed or suspected from the visual observation, or if a visual observation is not possible, the vehicle shall discharge the load at the inspection area. The driver shall remain at the inspection area while the inspection is performed, unless a safety concern requires evacuation of the area. Equipment shall be used to spread and turn the waste to facilitate a visual observation of the load contents. If no unauthorized waste is identified, the waste shall be transferred to the working face for disposal. • If unauthorized waste is identified in the load, and the unauthorized waste is not a regulated hazardous waste, a regulated medical waste, a regulated toxic waste, a regulated nuclear waste, or a waste which requires special handling, the waste shall be loaded back into the vehicle and removed from the facility. • If acceptability of the waste cannot be determined by visual observation, the waste can either be rejected and loaded back into the vehicle and removed from the facility, or samples of the waste can be taken to determine acceptability. Testing shall be selected based on the reason for the suspicion of unacceptability. 3 IA FVI iAw7 If the waste is suspected of being a regulated hazardous waste, a regulated medical waste, a regulated toxic waste, or a regulated nuclear waste, site personnel will safely identify the nature of the unauthorized waste. Except for medical waste, wastes within these categories are not to be handled by landfill staff. Upon assessment of the waste, qualified site personnel (medical waste only) or qualified contractors will be contacted to provide direction for temporary handling, isolation, and security. Within 24 hours of discovery, Anson County MSW Facility will orally inform NCDENR of the incident and make every effort to contact a hazardous waste contractor for the proper packaging, removal, and disposal of the unauthorized waste. The NCDENR will be informed in writing within 5 days of the incident of the steps taken to properly dispose of the unauthorized waste. Medical waste can be managed by trained site personnel prior to shipment offsite by a licensed provider. El IA FVI iAw7 4.0 RESPONSE The appropriate response will be dependent on whether the unauthorized waste is recognized before or after it is deposited at the facility and on the type of unauthorized waste. 4.1 PRIOR TO DEPOSIT AT LANDFILL If an unauthorized waste is identified prior to the waste being deposited at the working face, the landfill operator shall notify the hauler and reject the load. Such loads of unauthorized wastes may be identified during the scale attendant's inspections, during a random load inspection, or by equipment operators prior to the hauler tipping his load at the working face. 4.2 AFTER DEPOSIT IN LANDFILL If the unauthorized waste is identified after the waste has been placed at the working face, and the hauler is still present, and the waste is not hazardous, medically regulated, toxic, or nuclear, the landfill operator shall ensure that the waste is re -loaded onto the haul vehicle and rejected. 4.3 UNAUTHORIZED WASTE TYPES The unauthorized wastes described below shall be rejected. 4.3.1 Hazardous, Regulated Medical, Toxic, and Nuclear Wastes Once an unauthorized waste from any of these categories is identified, the landfill operator shall immediately notify the NCDENR, and site personnel will safely identify the nature of the unauthorized waste. Except for medical wastes, wastes within these categories are not to be handled by landfill staff. Upon assessment of the waste, qualified site personnel (medical waste only) or qualified contractors will be contracted to provide direction for temporary handling, isolation, and security. Within 24 hours of discovery, Anson County MSW Landfill Facility will orally inform NCDENR of the incident and make every effort to contact a hazardous waste contractor for the proper packaging, removal and disposal of the unauthorized waste. The NCDENR will be informed in writing within 5 days of the incident of the steps taken to properly dispose of the unauthorized waste. Medical waste can be managed by trained site personnel prior to shipment offsite by a licensed provider. IA FVI iAw7 4.3.2 Containers (drums not triple -rinsed or not properly opened) Reject the load and follow the procedures in Section 1.2.2 for possible detection of hazardous waste. If the container does not contain hazardous waste, re -load onto hauler if necessary. If hauler has left the facility, call the company and have them return. Set the containers aside, cover with a tarp is necessary to prevent leaks, and, when available, place the subject containers within an impervious reserve container. 4.3.3 Waste Oil Reject the load, re -load or direct it to the waste oil recycling area. If any is dumped, place appropriate absorbents, such as cat litter, spill pads, etc. to absorb the material. If hauler has left the facility, call the company and have them return. 4.3.4 Petroleum Contaminated Soils The procedures applied to those petroleum contaminated soils not tested and pre -approved for disposal in accordance with the Special Waste Acceptance procedures. Reject the load, re -load, or, if hauler has left the facility, call the company and have them return. Push aside the soils and cover with a tarp. For small amounts of wet soils, place in HDPE barrels when available. Call the NCDENR for additional direction. G7 IA FVI iAw7 5.0 PERSONNEL / TRAINING / EQUIPMENT 5.1 PERSONNEL Listed below are the descriptions of the key personnel and the skill level required for the daily operation of the facility 5.1.1 Landfill Manager I Operations Manager The landfill manager/operations manager (manager) will be experienced in all aspects of landfill construction, disposal operations, equipment maintenance procedures, environmental compliance, and safety regulations. The landfill manager shall have at least one year of demonstrated management experience in a similar position. The landfill manager will also have the duties of the site safety manager. This will include familiarity with applicable state and federal regulations regarding employee safety. The landfill manager will have the proper educational background, and will be experienced with occupational safety management and employee safety training 5.1.2 Equipment Operators The equipment operators at the site shall be experienced with the various types of equipment used at the landfill. Upon new employment, the operators shall be instructed on the proper usage of the equipment. The operators will also be experienced in equipment maintenance procedures and special waste disposal practices. 5.1.3 Scale/Gate Attendant The scale/gate attendant shall be experienced in the operations of the scales used to weigh the incoming waste hauling vehicles. The scale/gate attendant will be trained in the identification of acceptable and unacceptable wastes entering the facility. The attendant will also be knowledgeable of the use of the scale equipment. 5.2 TRAINING All new employees will be given an orientation program including the following: • Use of fire extinguishers • Hearing conservation • Respirator training and fit testing (if applicable) • Closed vessel entries (if applicable) fd IA FVI iAw7 • Emergency .response/spill cleanup • Site rules • Site emergency procedures • Special waste handling procedures • Unacceptable waste training • Identification of hazardous and PCB -containing wastes The following types of training will be provided on a regular basis at the facility to ensure that the facility employees are adequately trained and understand their responsibilities in the event that unauthorized waste is identified. 5.2.1 Annual Safety Training Annual safety training classes will be given by the landfill manager regarding current safety practices. If an accident has occurred, it will be addressed and thoroughly discussed, so that the accident does not happen again. Outside guests, such as the fire, police, and rescue squad departments will be asked to address the facility employees on safety management practices. 5.2.2 Environmental Compliance Training Compliance with environmental regulations will be the duty of each person employed at the landfill. Compliance training will be provided to all employees, covering all operations of the landfill. Various topics will include but not be limited to leachate and methane gas contra environmental monitoring, and surface water control. 5.2.3 Waste Identification Training All employees will be given training in the types of waste accepted at the facility and in recognizing PCBs, hazardous wastes, and all other unauthorized wastes. The training will be initiated before the individual's start date. Training will be updated yearly, whenever the regulations are changed, or when new waste types can be accepted at the facility. M IA FVI iAw7 6.0 RECORD KEEPING All inspections will be documented in writing by the inspector and retained by the Landfill for a minimum of five years. The following information will be logged for each formal inspection which takes place: • Name of inspector • Date and time of inspection • Name of the hauling firm • Name of the driver • Vehicle license plate number • Source of the waste as reported by the driver • Inspector observations • Signatures of inspector and driver Incidents of unauthorized wastes identified during routine inspections records will include, in addition to the above list: • Description of the waste • Determination of waste acceptability and methods used for determination • Description of any response activities associated with unauthorized waste M IA FVI iAw7 7.0 REPORTING Immediate verbal notification shall be provided to the NCDENR regional office of the discovery of unauthorized waste that is regulated hazardous waste, a regulated medical waste, a regulated toxic waste, or a regulated nuclear waste. A written submission shall also be provided to the NCDENR within 5 business days. The written submission shall include the date and time of discovery, a description of the unauthorized waste, response activities implemented, and, if known, the ultimate disposal of the unauthorized waste. IA FVI iAw7 APPENDIX D ASBESTOS MANAGEMENT AND DISPOSAL PLAN IA FVI iAw7 TABLE OF CONTENTS APPENDIX D 1.0 DEFINITIONS ..... .................................................................................................................. I 2.0 APPLICABLE ASBESTOS WASTE GENERATION PROCESSES...................................3 3.0 PRE -ACCEPTANCE PROCEDURES..................................................................................4 3.1 Packaging.........................................................................................................................4 3.2 Marking............................................................................................................................4 4.0 TRANSPORTATION OF ASBESTOS -RELATED MATERIALS.....................................5 5.0 DISPOSAL OF ASBESTOS -CONTAINING MATERIALS................................................6 5.1 Unloading of ACM.........................................................................................................6 5.2 Placement of ACM..........................................................................................................7 5.3 Access Control.................................................................................................................7 5.4 Record Keeping and Reporting.......................................................................................8 5.4.1 Landfill Superintendent..........................................................................................8 5.4.2 Disposal Records.................................................................................................8 5.4.3 Safety and Health Program..................................................................................9 5.4.4 Closure and Post -Closure Care.............................................................................9 5.4.5 Disturbance of Disposed Waste.........................................................................9 IA FVI iAw7 1.0 DEFINITIONS "Asbestos" means the asbestiform varieties of serpentinate (chrysotile), riebeckite (crocidolite), cummingtonite-grunerite, anthophyllite, and actinolite-tremolite. "Asbestos -containing waste materials (ACM)" means mill tailings or any waste that contains commercial asbestos. This term includes filters & control devices, friable asbestos waste material, and bags or other similar packaging contaminated with commercial asbestos. As applied to demolition and renovations operations, this term also includes regulated asbestos -containing waste material and materials contaminated with asbestos including disposable equipment and clothing. "Asbestos waste generator" means any owner or operator of a source covered by the Code of Federal Regulations (CPR), Title 40, Part 61 (40 CPR 61), National Emission Standards for Hazardous Air Pollutants (NESHAP), Subpart M, National Emission Standard for Asbestos whose act or process produces asbestos- containing waste material. "Category I nonfriable asbestos containing material (ACM)" means asbestos -containing packings, gaskets, resilient floor covering, and asphalt roofing products containing more than 1 percent asbestos as determined using the polarized light microscopy method specified in 40 CPR 763, Subpart E, Appendix E. "Category II nonfriable asbestos -containing material (ACM)" means any material, excluding Category I nonfriable ACM, containing more than 1 percent asbestos as determined using the polarized light microscopy methods specified in 40 CPR 763, Subpart E, Appendix E, that when dry, cannot be crumbled, pulverized, or reduced to powder by hand pressure. "Commercial asbestos" means any material containing asbestos that is extracted from ore and has value because of its asbestos content. "Friable asbestos" means any material containing more than one percent asbestos as determined using the polarized light microscopy methods specified in 40 CPR 763, Subpart E, Appendix E, which is capable of being crumbled, pulverized or reduced to powder by hand pressure. "Leak -tight" means that solids or liquids cannot escape or spill out. It also means dust -tight. "Natural barrier" means a natural object that effectively precludes or deters access. Natural barriers include physical obstacles such as cliffs, lakes or other large bodies of water, deep and wide ravines, and mountains. Remoteness by itself is not a natural barrier. "Regulated asbestos containing material (RACM)" means: Friable asbestos material; Category I nonfriable ACM that has become friable; Category I nonfriable ACM that will be or has been subjected to sanding, grinding, cutting, or abrading; and IA FVI iAw7 Category II nonfriable ACM that has a high probability of becoming or has become crumbled, pulverized, or reduced to powder by the forces expected to act on the material in the course of demolition or renovation operations. For the purposes of this definition "renovation" means altering an installation, structure or building or any part of such installation, structure or building in any way, including the stripping or removal of RACK Operations in which load -supporting structural members are wrecked or taken out are "demolitions." "Resilient floor covering" means asbestos -containing floor tile, including asphalt and vinyl floor tile, and sheet vinyl floor covering containing more that 1 percent asbestos as determined using polarized light microscopy according to the method specified in 40 CFR 763, Subpart E, Appendix E. "Waste shipment record" means the shipping manifest, required to be originated and signed by the asbestos waste generator, used to track and substantiate the disposition of asbestos -containing waste material. 2 IA FVI iAw7 2.0 APPLICABLE ASBESTOS WASTE GENERATION PROCESSES The standards contained herein apply to the management of all asbestos -containing materials (ACM) generated by asbestos mills, by manufacturing, fabricating, and spraying operations, and ACM generated in the course of demolition and renovation of installations, structures or buildings, or other waste generating activities. IA FVI iAw7 3.0 PRE -ACCEPTANCE PROCEDURES In order for ACM to be accepted for disposal site at the CCDC site, the asbestos waste generator shall follow the pre -acceptance procedures described in this section. 3.1 PACKAGING The generator shall conform to all packaging requirements contained in 40 CFR 61.149 and 40 CFR 61.150. All ACM generated in a manufacturing, fabrication, or spraying operation and all regulated ACM generated in a demolition or renovation operation shall be placed in leak -tight containers while wet. Materials that will not fit into containers without additional breaking shall be put into leak -tight wrapping, consisting of 6-mil double "bladder" for bulky wastes, taped shut. The containers shall meet federal DOT standards 49 CFR 173.216 as required by the North Carolina Regulations Governing Transportation of Hazardous Materials (19A NCAC 03D.0802). Materials placed in double, 6-mil thick plastic bags and sealed will conform to the above requirements when transported in motor vehicles that are loaded by and for the exclusive use of the consignor and unloaded by the consignee. To ensure that the personnel at the disposal facility can verify that the material has been placed in double bags, the outer bag should be transparent. The containers or wrapped materials shall be labeled using warning labels specified by Occupational Safety and Health Administration (OSHA) under 29 CFR 1910.10010)(3) or 1926.1101(k)(7). The labels shall be printed in letters of sufficient size and contrast so as to be readily visible and legible and shall contain the following information: DANGER CONTAINS ASBESTOS FIBERS AVOID CREATING DUST CANCER AND LUNG DISEASE HAZARD For materials transported off -site, label containers or wrap materials with a name of the waste generator and the location at which the waste was generated. Category I nonfriable ACM and Category II nonfriable ACM generated in a demolition or renovation operation that do not meet the definition of regulated ACM need not meet the requirements. 3.2 MARKING Conform to all marking requirements for vehicles used to transport ACM during loading and unloading of wastes al IA FVI iAv7 4.0 TRANSPORTATION OF ASBESTOS -RELATED MATERIALS Anson County MSW Landfill Facility requires the transporter of asbestos related material to conform to the requirements set forth in 19A NCAC 03D .0802 North Carolina Regulations Governing Transportation of Hazardous Materials. All asbestos -containing materials shall be properly packed for transportation in accordance with these requirements. Asbestos - containing waste materials shall be accompanied by the waste shipment manifest record. IA FVI iAw7 5.0 DISPOSAL OF ASBESTOS -CONTAINING MATERIALS Anson County MSW Landfill Facility shall comply with the requirements of this section. All asbestos -containing materials generated in a manufacturing, fabrication, or spraying operation and all regulated ACM generated in a demolition or renovation operation shall be disposed in a designated area of the Anson County MSW Landfill Facility. When Category I and Category II nonfriable ACM is disposed in the landfill advanced notice shall be required and other pertinent requirements of this part shall be met. 5.1 UNLOADING OF ACM Upon arrival at the Anson County MSW Landfill Facility, the vehicles used to transport ACM shall be marked during the unloading process so that the signs are visible. The markings shall: Be displayed in such a manner and location that a person can easily read the legend; Conform to the requirements for 20 inches by 14 inches upright format caution signs specified in 29 CFR 1910.145(d)(4); Display the following legend with letter sizes and styles of a visibility at least equal to those specified in Table 5-1 below. Spacing between any two lines shall be at least equal to the height of the upper two lines. Table 5-1. Visible Sign - Standards near Unloading Notation _ DANGER 1-inch Sans Serif, Gothic or Block ASBESTOS DUST HAZARD 1-inch Sans Serif, Gothic or Block CANCER AND LUNG DISEASE HAZARD 3/4-inch Sans Serif, Gothic or Block Authorized Personnel Only 14-point Gothic G7 VIA AF FJ:I 7 5.2 PLACEMENT OF ACM Asbestos -containing waste materials shall be segregated in designated areas and not disposed of on the active work face with other solid wastes. An initial lift of 10 feet of solid waste will be placed in the designated asbestos disposal area. The boundaries of the asbestos area will then be clearly marked and signs posted in the appropriate manner. Prior to receipt of an asbestos - containing waste shipment, an excavator will dig a trench in the solid waste which will be able to contain all the asbestos waste scheduled for that day plus the one foot of soil cover. The depth of the trench will be approximately six feet but no greater than 8 feet. Once the first lift in the designated asbestos area is completely fall and the 1 foot of soil cover applied, an additional 10 feet of solid waste will be placed over the designated disposal area for the future placement of asbestos waste. This process will continue until the maximum height of the landfill is achieved. Asbestos containing waste will not be placed within 15 feet of the intermediate cover or of the cells final elevation. The waste shall either be hand placed in the excavated trench or deposited by means of slowly unloading the asbestos containing wastes. Either placement method will ensure that the integrity of bags, wrapping or containers are not punctured or damaged. The waste shall not be compacted until a sealing layer of soil has been placed over the waste and great care is taken to prevent the breaking of bags or wrapping. All accidentally broken materials shall be covered with 12 inches or more of soil immediately. A cell which has been completely covered with soil at least one foot thick may be compacted. All waste shall be covered with at least one foot of soil at the end of each day of operation. A final cover of 3 feet of soil shall be placed over all areas that have not been in use or will not be used for more than 30 days. Areas that will not or have not been used for one year, in addition to final soil cover, shall be graded for erosion prevention and re -vegetated. 5.3 ACCESS CONTROL The entire landfill will have access control and site security. As such an internal fence is not required. The entrance and waste boundary line shall be clearly marked that asbestos materials are being disposed. Permanent warning signs shall be provided at all entrances and at intervals of 330 feet or closer around the waste boundary line. The warning signs shall: Be posted in such manner and location that a person can easily read the legend; Conform to the requirements for 20 inches by 14 inches upright format caution signs specified in 29 CPR 1910.145.d.4; Display the following legend with letter sizes and styles of a visibility at least equal to those specified in the following table. Spacing between any two lines shall be at least equal to the height of the upper two lines. 7 VIA AF FJ:I 7 The asbestos area within this secure sanitary landfill will not be located closer than 50 feet to the property boundary or occupied building or structure. Table 5-2. Sign Standards near Access Control Legend ASBESTOS WASTE DISPOSAL AREA 1-INCH Sans Serif, Gothic or Block DO NOT CREATE DUST 3/4-inch Sans Serif, Gothic or Block Breathing Asbestos is Hazardous to Your Health 14-point Gothic 5.4 RECORD KEEPING AND REPORTING 5.4.1 Landfill Superintendent For all ACM received, Anson County MSW Landfill Facility shall follow the following requirements regarding waste shipment records: • Complete each waste shipment record submitted by the asbestos waste generators for each shipment received by noting shipment discrepancies and dating and signing the waste shipment record. The discrepancies will include: • The presence of improperly enclosed or uncovered waste, or any ACM not sealed in leak -tight containers or wrappings; and • A discrepancy between the quantity of waste designated on the waste shipment record and the quantity actually received. • Send a copy of the signed waste shipment record to the waste generator as soon as possible and no longer than 30 days after receipt of the waste; • Upon discovering the discrepancy in the shipment quantity, attempt to reconcile such discrepancy with the generator. If the discrepancy is not resolved within 15 days after receiving the waste, immediately report it in writing to the NCDENR. Describe the discrepancy and the attempts to reconcile it, and submit a copy of the waste shipment record along with the report; and • Retain a copy of all records and reports required at least two years. 5.4.2 Disposal Records Anson County MSW Landfill Facility shall follow the following requirements regarding disposal records: • Initiate and maintain, until closure, records of the location, depth and area, and quantity in cubic yards of • ACM within the landfill on a map or diagram of the disposal area; 8 VIA AF FJ:1 7 • Submit to the Director of the NCDENR, upon closure of the facility, a copy of records of asbestos waste disposal locations and quantities; and • Furnish upon request by the director of the NCDENR, and make available during normal business hours for inspection, all records required by the regulations. 5.4.3 Safety and Health Program CCDC shall institute an occupational safety and health program required under 29 CFR 19 10. 1001 or 29 CFR 1910.1101, as applicable. 5.4.4 Closure and Post -Closure Care In addition to the closure and post -closure care requirements for the facility, Anson County MSW Landfill Facility shall meet the following requirements if the facility receives ACM materials: • Within 60 days of the closure of the Anson County MSW Landfill Facility, record with the Anson County Clerk's office a notation on the deed to the facility property or any other document that would normally be examined during a title search that will in perpetuity notify any purchaser of the property that: • The property has been used for the disposal of ACM; • The copy of the survey plat and the record of location and quantity of ACM disposed are attached to the notation; and • The site is subject to regulation by the North Carolina Department of Natural Resources. • Maintain the access control to include fencing and signs during the post -closure period. 5.4.5 Disturbance of Disposed Waste Anson County MSW Landfill Facility shall request of the NCDENR in writing, approval to disturb disposed waste at least 45 days prior to excavating or otherwise to disturb any ACM that has been deposited at the Anson County MSW Landfill Facility. The request shall contain the following information: • Scheduled starting and completion dates; Reasons for disturbing the waste; • Procedures to be used to control emissions during the excavation, storage, transport, and ultimate disposal of the excavated ACM; and Location of any temporary storage site and the ultimate disposal site. 0 r1AFAAVIAAFi7 APPENDIX E SPECIAL WASTE QUALITY ASSURANCE PLAN r1AVAAVIAAFi7 TABLE OF CONTENTS APPENDIX E SPECIAL WASTE QUALITY ASSURANCE PLAN...................................................................... GENERATOR SPECIAL WASTE.................................................................................................. INSTRUCTIONS FOR THE COMPLETION OF GENERATOR SPECIAL WASTE PROFILE SHEET............................................................................................................................................... r1AVAAVIAAFi7 SPECIAL WASTE QUALITY ASSURANCE PLAN GENERATOR SPECIAL WASTE PROFILE SHEET FAF ,V V INSTRUCTIONS FOR THE COMPLETION OF GENERATOR SPECIAL WASTE PROFILE SHEET PURPOSE The Generator Special Waste Profile Sheet is to be completed to properly identify and characterize the type of special waste that is requested for acceptance. All information provided and certified by the generator of the special waste identified by the Waste Profile Sheet is true, correct, and accurate. This form is to be used when applying for acceptance approval for a new special waste stream or for the renewal of an existing waste stream. WASTE PROFILE SHEET INFORMATION Waste Profile Number: Leave blank. Company tracking number will be issued by the Environmental Compliance Department of Allied Waste. Disposal Facility: Enter the name of the proposed landfill facility for the ultimate disposal on the non -hazardous special waste stream. GENERATOR INFORMATION Generator Name and Address: Enter the required information including the name, address, telephone number of the company generating the waste stream for disposal. If the address to where correspondence is to be sent is different from the site address, complete the mailing address, otherwise, type "SAME". Also be sure to enter the Generator's Contact Person's Name and telephone number. Generator State ID Number: Applies only if State Agency issues ID Numbers (i.e. Illinois EPA has a ten digit code assigned to each generator of special waste). If the State Agency does not issue a number enter "n/a". SIC Code Number: Each industry class is assigned a four -digit code called a Standard Industrial Classification Code. The classification is assigned to the process which generates a specific product. II. TRANSPORTATION INFORMATION Transporter: Enter general information of the licensed special waste hauler who is to transport the waste. 2 FAF ,r r III WASTE STREAM INFORMATION Waste Name: Provide the common name of the major component or substance that most accurately denotes the special waste. Process Description: Provide a description of the process or operation which generates the waste. Pollution Control Waste or Industrial Process Waste: Check the one category which applies to the special waste stream. Pollution Control Waste means any waste generated as a direct or indirect result of the removal of contaminants from the air, water, or land, which pose a present or potential threat to human health or to the environment or with the inherent properties which make the disposal of such waste in a landfill difficult to manage by normal means. "Pollution Control Waste" includes, but is not limited to water and wastewater treatment plant sludge, baghouse dusts, landfill wastes, scrubber sludges, and chemical cleaning. Industrial Process Waste means any waste generated as a direct or indirect result of the manufacturer of the product or the performance of a service, which would pose a present or potential threat to human health or to the environment or with inherent properties which make the disposal of such waste in a landfill difficult to manage by normal means. "Industrial Process Waste includes, but is not limited to , spent pickling liquors, cutting oils, chemical catalyst, distillation bottoms, etching acids, equipment cleaning, paint sludge, incinerator ashes (including but not limited to ash resulting from the incineration of potentially infectious medical waste), core sands, metallic dust sweepings, asbestos dust, and off -specification, contaminated or recalled wholesale or retail products. Specifically excluded are uncontaminated packaging material, uncontaminated machinery components, general household waste, landscape waste, and construction and demolition debris. Physical State: Circle on of the choices listed. Give the most accurate phase of the waste. Method of Shipment: Circle on of the choices listed. Describe the planned method of transportation to the disposal site. Estimated Annual Volume: List the estimate annual volume in cubic yards or tons. If other, explain (i.e., drums). Frequency: Circle one of the choices listed. Approximately how often disposal of the special waste is to occur. Special Handling Instructions: Indicate any specific instructions. FAF ,r r IV. REPRESENTATIVE SAMPLE CERTIFICATION Collection of Representative Sample: Indicate "Yes" or "No" that a representative sample was collected to prepare the profile sheet and laboratory analytical report in accordance with USEPA guideline or equivalent rule. Enter date sample taken. Indicate by circling whether this is a Composite Sample or a Grab Sample. Enter sampler's employer company name. Type or print Sampler's name and also have the sampler sign where indicated. V. PHYSICAL CHARACTERISTICS OF WASTE: Characteristic Components: Furnish the inorganic and organic substances and their relative percentages that comprise the waste. These components can have generic or chemical names. The total percentage must equal 100 percent. Color: Describe the color of the waste. If the color is variable, provide the most dominating color. Odor: If an odor from the waste is detected, give the most accurate description of that odor including what kind of odor and if it is slight, mild, or strong. If no odor is detected, indicate "none". Free Liquids: Determine if there are free liquids in the waste. (Paint Filter Test) Mark "NO" if the waste passes the test (no free liquids present). Mark "YES" if the waste fails the test (detecting the presence of free liquids). Percent Solids: Determine the amount of solids present in the waste; provide as a percentage of the waste as a whole. pH: Indicate the pH of the waste (corrosivity). Flash Point: Indicate the temperature at which the waste ignites. Phenol: The EPA limit for Phenol concentration in any non -hazardous special waste is 1,000 total ppm. List the total ppm of phenol present. Attach Analytical Report Eight RCRA TCLP Metals, Cyanide Total/Reactive, Sulfide Total/Reactive, Flash Point, Paint Filter, pH, Phenol, PCBs, EOX, TCLP Organics (TCLP Volatiles, TCLP Semi-Volatiles), Pesticides/Herbicides are parameters required to be tested for the majority of special waste streams for approval. When performing metals and organics analysis, Total or TCLP procedure may be utilized, but any constituent whose total concentration exceeds the TCLP limit must be analyzed using the TCLP test and result reported. Where parameters are not tested, include historical background and/or Material Safety Data Sheets. Analytical used to complete this form MUST be less than one (1) year old. 4 FAF ,V V Pesticides and/or Herbicides: Indicate "Yes" or "No". Sulfide or Cyanide: Indicate "Yes" or "No". PCBs: Indicate "Yes" or "No". PCBs are generally used in electric capacitors, transformers, and vacuum pumps. PCBs are not to be present in non -hazardous special waste. An alternate name commonly used by laboratories for PCB is "Arochlor" followed by a number defining the special PCB tested. If PCBs are tested and separated into the Arochlor compounds, the highest detection limit is the parameter to be reported. Non -Hazardous Waste Classification Certification: Indicate "Yes" or "No". Dioxins: Indicate "Yes" or "No". Toxic Material: Indicate "Yes" or "No". Radioactive Waste: Indicate "Yes" or "No". Medical or Infectious Waste: Indicate "Yes" or "No". Federal Superfund Site: Indicate "Yes" or 'No�� VI. GENERATOR CERTIFICATION Certification requires generator name, title, date, and signature. If a generator employee does not sign the Waste Profile sheet, a letter from the generator authorizing the person (Contractor/Hauler) to sign the form on their behalf, must accompany the Waste Profile Sheet. FAF ,r r APPENDIX F SITE COMPOSTING APPLICATION Aw F r F/ IIIIIIIIIIIIIIIIIIIIIIIIIIIIIAAIFIAAIFIAI NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES DIVISION OF WASTE MANAGEMENT ANSON COUNTY MUNICIPAL SOLID WASTE LANDFILL COMPOSTING FACILITY PERMIT APPLICATION Prepared For: WASTE CONNECTIONS OF THE CAROLINAS, INC. 375 DOZER DRIVE POLKTON, NORTH CAROLINA 28135 Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. CHARLOTTE, NORTH CAROLINA CEC PROJECT 165-276 DECEMBER 2012 REVISED MARCH 2O23 Civil & Environmental Consultants, Inc. Charlotte 2030 S. Tryon Street I Suite 3E Austin 855/365-2324 Columbus 888/598-6808 North Central PA 877/321-2324 Charlotte, North Carolina 28203 Boston 866/312-2024 Detroit 866/380-2324 Phoenix 877/231-2324 Ph: 980/224-8104 / Fx: 980/224-8172 Chicago 877/963-6026 Export 800/899-3610 Pittsburgh 800/365/2324 Toll Free: 855/859-9932 Cincinnati 800/759-5674 Indianapolis 877/746-0749 St. Louis 866/250-3679 charlotte@cecinc.com Cleveland 866/507-2324 Nashville 800/763-2326 Toledo 888/598-6808 www.cecinc.com TABLE OF CONTENTS AN F F AIAIAF Page 1.0 General Provisions...............................................................................................................1 1.1 Project Description.......................................................................................................1 1.2 Site Requirements.......................................................................................................2 2.0 Facility Design.....................................................................................................................3 2.1 Site Development.........................................................................................................3 3.0 Design Report ......................................................................................................................4 3.1 Design Capacity..........................................................................................................4 3.2 Material Processing......................................................................................................4 3.3 Temperature Monitoring.............................................................................................5 3.4 Temperature Control....................................................................................................5 3.5 Service Area.................................................................................................................6 3.6 Equipment Requirements.............................................................................................6 4.0 Containment and Environmental Control System..............................................................7 4.1 Groundwater Considerations......................................................................................7 4.2 Controlling Nuisances and Vectors............................................................................7 5.0 Anson County Landfill Development, General Operation and Maintenance .....................8 5.1 Plan and Permit Requirements.....................................................................................8 5.2 Hours of Operation.....................................................................................................8 5.3 Drop -Off Area..............................................................................................................8 5.4 Windrow Processing...................................................................................................8 5.5 Adverse Weather Conditions......................................................................................9 5.6 Flow Diagram.............................................................................................................9 5.7 Contingency Plan........................................................................................................9 6.0 Facility Operation.............................................................................................................10 6.1 Training of Facility Personnel..................................................................................10 6.2 Entrance....................................................................................................................10 6.3 Access and Security..................................................................................................10 6.4 Signs...........................................................................................................................11 6.5 Waste Acceptance.....................................................................................................11 6.6 Dust, Litter, Odors, and Vectors...............................................................................12 6.7 Landscaping Maintenance........................................................................................12 6.8 Record Keeping and Reporting..................................................................................12 6.9 Closure Requirements................................................................................................13 FacilityFlow Diagram...................................................................................................................14 Site Operations Plan - Figure 1 F V AN F F AIAIAF 1.0 GENERAL PROVISIONS 1.1 PROJECT DESCRIPTION This Application for a Type 1 Composting Facility permit for the Anson County Municipal Solid Waste Landfill is being submitted by Civil & Environmental Consultants, Inc. on behalf of Waste Connections of the Carolinas Inc. This application meets the composting facility design parameters, contraction requirements, and design drawing requirements found in Section .1400 of 15A NCAC 13B of the North Carolina Department of Environment and Natural Resources (NCDENR) Solid Waste Management Rules. This application package includes information regarding the site design, construction and operation. Project Title: Anson County Municipal Solid Waste Landfill Composting Facility Owner: Waste Connections of the Carolinas, Inc. 375 Dozer Drive Polkton, NC 28135 (704) 694-6900 Owner's Representative: Timothy J. Fadul, Division Vice President Consulting Engineer: Civil & Environmental Consultants, Inc. 3701 Arco Corporate Drive Suite 400 Charlotte, NC 28273 Consulting Engineer's Nathan Bivins, P.E. Representative: Proposed Site Operator: Waste Connections of the Carolinas, Inc. 375 Dozer Drive Polkton, NC 28135 (704) 694-6900 Operator's Representative: Tyler Fitzgerald, District Manager 165-276 Anson County Landfill Compost Application 1 March 2023 AN V F AIAIAF The Anson County Municipal Solid Waste Landfill Composting Facility is located at 375 Dozer Drive, in Polkton, NC. A Type I Composting Permit is being sought. The composting facility will be located as shown on the Site Operations Plan, Figure 1 in Appendix A, and consists of land totaling approximately 14.5 acres. Access to the site is provided via Dozer Drive. The property is owned by Chambers Development of North Carolina, Inc., a wholly owned subsidiary of Waste Connections of the Carolinas, Inc. and will be operated by Waste Connections of the Carolinas Inc. Mr. Tyler Fitzgerald, District Manager (Telephone (704) 694- 6900) will be responsible for daily operations. 1.2 SITE REQUIREMENTS The composting facility will not be located over a closed -out disposal facility. This can be confirmed by viewing the Site Plan in Appendix A. The surrounding area consists of woods and vegetation. Existing ground surface elevations of the proposed composting area range from 310 to 330 feet, mean sea level (MSL). The property surrounding the composting area is owned by the Chambers Development of North Carolina, Inc. or Waste Connections of the Carolinas, Inc. and others. The applicable buffer requirements are met (see Site Development section 2.1 below) where the composting facility is surrounded by others. 165-276 Anson County Landfill Compost Application 2 March 2023 2.0 FACILITY DESIGN 2.1 SITE DEVELOPMENT AN F F AIAIAF The site is not currently located within an existing flood plain, nor shall the proposed design result in washout of solid waste such as to pose a hazard to human life, wildlife, land or water resources. The composting facility will be located, as required, a minimum of fifty (50) feet from any property boundary delineating parcels of land not owned by Chambers Development of North Carolina, Inc. or Waste Connections of the Carolinas, Inc. A two hundred (200) foot minimum buffer between compost areas and residences or dwellings not owned or occupied by the permittee will be maintained at all times. A fifty (50) foot buffer zone will be maintained between the composting area and perennial streams/rivers. A twenty-five (25) foot minimum buffer will be maintained between compost areas and swales or berms to allow for adequate access of firefighting equipment. The composting facility shall be located in accordance with 15A NCAC 2B .0200, Classification and Water Quality Standards Applicable to Surface Waters in North Carolina. The site will not cause a discharge of materials or fill materials into waters of the State that would be in violation of Section(s) 404, and 402 of the Clean water Act, or in violation of the requirements of the National Pollutant Discharge Elimination System (NPDES). The site will not cause non -point source pollution of waters of the state that violates assigned water quality standards. The site shall not contravene groundwater standards as established under 15A NCAC 02L. The portion of the site designated for active composting will have a soil texture finer than loamy sand, and a depth to the seasonal high water table shall be maintained of at least twelve (12) inches, (Type 1 facility). The site shall not allow unauthorized access from the public. A paper copy and one electronic copy of this comost facility permit application shall be submitted to the Division per regulation 15A NCAC 13B. 1405 165-276 Anson County Landfill Compost Application 3 March 2023 AN V F AIAIAF 3.0 DESIGN REPORT 3.1 DESIGN CAPACITY The design capacity of the facility is approximately 50,000 cubic yards per year. 3.2 MATERIAL PROCESSING This section provides general material processing information. Detailed operations are illustrated on the flow diagram on Page 13 of this report. Compost (grass clippings and loose leaves) Grass clippings generated by the Anson County or City of Polkton will be received for at a set tipping fee, unless other agreements are made. All material shall be transported through the scales for weighing verification. The material will then be transported to the drop-off area for unloading. The grass clippings and leaves will be segregated in compost windrows. Product mixing will include some soil and mulch fines to enhance nitrification. The compost produced will be available to the Anson County governmental agencies and residents as applicable. Land -clearing debris (tree limbs, tree stumps, etc.) Land -clearing debris will be transported in bulk loads and weighed at the scale house. Land - clearing debris generated on site will not be weighed. The material will then be transported to the drop-off area. The debris will be routed to temporary stockpiles in the reprocessing area. This debris material will also be stored in windrows or static piles for proper management. The material will be scheduled for grinding when windrow storage capacity reaches 6,000 cubic yards. A tub grinder will be utilized to produce mulch from the material. The mulch products will then be placed in the windrows for storage. The mulch produced will be used on -site to supplement erosion control measures. As with the compost produced, the mulch material will be offered to the residents of Anson County governmental agencies and residents as applicable. 165-276 Anson County Landfill Compost Application 4 March 2023 AIAIAF AN V V V Soil from land-clearingdbris Topsoil from root balls of stumps will be removed prior to grinding and stockpiled separately. The fines from mulch screening will be mixed with the topsoil removed from the root balls, and power screened to refine the product type. The material will then be windrowed for storage. This material will be used to improve cover soils for hydro -seeding. Also, some of the topsoil products will be offered to the Anson County governmental agencies and residents as applicable. 3.3 TEMPERATURE MONITORING Temperature monitoring requirements shall meet the record keeping requirements per rule 15A NCAC 13B .1408. The compost is monitored on every other day for the time period to verify time and for temperature requirements. For compost windrows that have been in storage for thirty (30) days or longer, the temperature is to be monitored on a weekly basis. The temperature probes will be placed in the compost to document and measure temperature generations. The recorded temperature will be used to ensure that the minimum temperature of 13 V F for three (3) days is maintained for the compost. Should the recorded temperature fall below the 131 ° F temperature specified, pathogen testing will be performed to ensure pathogen levels are in the required range. The procedure utilized for temperature recording is random testing of all stored compost in windrows at the frequencies mentioned above. Each composting windrow will be monitored with a compost thermometer, which has a 48-inch probe to ensure that all areas inside the windrow can be measured. Each probe measurement will be obtained at fifty (50) foot intervals utilizing the full length of the probe. Each probe will be monitored for a period of approximately five minutes, or until the temperature reading has stabilized. Each monitoring event will be recorded on a monitoring chart. The probe will be verified twice daily at the same location for temperature recordation. If necessary, additional windrow turning will be performed for the compost to bring the temperature up to the required 131 ° F for three days. 165-276 Anson County Landfill Compost Application 5 March 2023 AIAIAF AN F F F 3.4 TEMPERATURE CONTROL Windrow turning is performed on the compost once to twice monthly. The compost is turned using a front-end loader or windrow turner. If temperatures for the compost windrows fall below the 13 V F required for three days, additional windrow turning will be performed. In addition to windrow turning, adding a mixture of grass clippings with the wood chips and leaves will increase biodegradation. If additional turning does not bring temperatures to the desired range, ammonium nitrate may be added to improve biodegradation. 3.5 SERVICE AREA The Anson County Municipal Solid Waste Landfill composting will continue to service Anson County and other counties as approved by franchise. 3.6 EQUIPMENT REQUIREMENTS The facility will be operated with equipment used by the facility owner to maintain and operate the existing municipal landfill. 165-276 Anson County Landfill Compost Application 6 March 2023 AN F F AIAIAF 4.0 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEM 4.1 GROUNDWATER CONSIDERATIONS A minimum of twelve (12) inches will be maintained to the seasonal high water table. 4.2 CONTROLLING NUISANCES AND VECTORS Potential nuisances affecting the area surrounding the landfill's composting facility include odor, dust, fires, blowing litter, sedimentation, and vectors. Potential vectors include rodents, birds, and other scavengers. A water truck will be used to control dust emissions on borrow areas and haul roads and. This equipment will be used on an as -needed basis. Open burning is not permitted at the landfill. In the event of a fire in the debris, the burning materials will be covered with a soil cover if the fire is deemed manageable. If the fire is determined to be unmanageable for landfill personnel, the local fire department will be notified. Fences will be used to control blowing litter. Routine inspection and policing of the facility will be conducted to ensure that litter will not pose a nuisance or hazard. The site shall be designed to minimize emissions and Odors and will meet all requirements set forth in the air pollution control requirements established under 15a NCAC 04. Odors and vectors are not expected to be problematic. 165-276 Anson County Landfill Compost Application 7 March 2023 AN F F AIAIAF 5.0 ANSON COUNTY MUNICIPAL SOLID WASTE LANDFILL DEVELOPMENT, GENERAL OPERATION AND MAINTENANCE 5.1 PLAN AND PERMIT REQUIREMENTS All construction documents and plans of the permit shall be followed. A copy of the plans, permits, and operational reports shall be maintained at the office at all times. 5.2 HOURS OF OPERATION The Anson County Municipal Solid Waste Landfill and its composting facility will typically maintain operating hours between 6:30 AM and 4:00 PM Monday through Friday. The facility will be closed on the following holidays: New Year's Day Labor Day Memorial Day Thanksgiving Day Independence Day Christmas Day Memorial Day A sign or signs identifying the owner, operator, telephone number, NCDENR permit number, types of waste accepted and the landfill operating hours will be posted at the entrance to the landfill. 5.3 DROP-OFF AREA The drop-off area will be located adjacent to the scalehouse at the entrance to the landfill, which is shown on the Site Plan in Appendix A. Waste that does not meet the criteria for the acceptable materials shall be disposed of in an on -site waste container for future disposal at the permitted municipal solid waste landfill. 5.4 WINDROW PROCESSING The composting process itself takes an extended period. The windrows containing compost are to be turned once to twice monthly. The composting matter is to remain in the windrows for approximately three to six months for aging prior to use. 165-276 Anson County Landfill Compost Application 8 March 2023 AN F F AIAIAF 5.5 ADVERSE WEATHER CONDITIONS Processing, loading, and storage of mulch and compost are done regardless of the weather conditions. The drop-off area and entrance have all-weather roadways. The roadways shall be kept clear during periods of snowfall. Tub grinding and screening may be stopped during periods of high winds, should dust become an issue. Dust shall be controlled on the roadways as described in Section 4.2. 5.6 FLOW DIAGRAM Please refer to the attached Flow Diagram on Page 13 of this report. 5.7 CONTINGENCY PLAN Should an instance of on -site equipment failure or temporary shutdown of the facility occur, all incoming loads of material shall be stockpiled at the drop-off area. On -site, no open burning of material is permitted. Should accidental fires occur, equipment and stockpiled soil shall be provided to control them. Any occurrence of fire at the facility shall be reported to the NCDENR Division of Waste Management within 24 hours, and written notification shall be submitted by the Operations Manager within 15 days. Should a fire occur at the facility, the local fire department (Polkton Fire Department) shall be notified. Loads that are hot shall be removed immediately and placed away from the facility and the fire department shall be notified. Said loads shall be sprayed down with water until the fire and/or combustion is extinguished. The load shall then be reloaded for disposal in the landfill. The Polkton Fire Department is aware of this proposed facility. Should a fire occur they have agreed to respond to the site. 165-276 Anson County Landfill Compost Application 9 March 2023 AN F F AIAIAF 6.0 FACILITY OPERATION 6.1 TRAINING OF FACILITY PERSONNEL The proposed management team and site operations staff are properly trained to execute important tasks such as the following: 1. Monitoring of incoming wastes. 2. Identification of unauthorized wastes. 3. Accurate recording of accepted wastes. 4. Safe equipment operation. The management team includes Mr. Tyler Fitzgerald, District Manager and Timothy J. Fadul, Division Vice President. 6.2 ENTRANCE The existing entrance and haul roads for the Anson County Municipal Solid Waste Landfill will be used to access the Anson County Municipal Solid Waste Landfill Composting Facility. 6.3 ACCESS AND SECURITY The site has controlled access with the use of entrance gates. The entrance gates allow entry to the currently operating landfill located to the west of the composting facility. The same entrance will be used for access to the composting facility, and will remain gated. Access to the composting facility is restricted to the entrance gate only. The currently operating landfill (with fencing and wooded buffer) prevents un-authorized access to the compost area. Access roads are all-weather construction and will be maintained in good condition. A scalehouse is located at the entrance with an attendant present during operational hours. The attendant is responsible for evaluating loads to assure compliance with operation requirements and to direct the loads to the appropriate location on site —landfill or composting facility. In addition, signs are posted to direct loads to the appropriate area. 165-276 Anson County Landfill Compost Application 10 March 2023 AN V F AIAIAF Dust is controlled on access roads through the use of a water truck. Signs are posted indicating that liquid, hazardous, and municipal wastes are prohibited. 6.4 SIGNS Existing signs are provided at the site entrance and show the contact name, telephone number, permit number, and the landfill operating hours. Information on disposal procedures and wastes that cannot be accepted is also provided. Traffic signs will be provided as needed to direct customers and to promote orderly traffic flow to and from the disposal areas. Signage shall state that no hazardous waste, asbestos containing waste, or medical waste may be received at the site. 6.5 WASTE ACCEPTANCE The Anson County Municipal Solid Waste Landfill Compost Facility will accept yard trash as defined in 30A-290(a)(45) (solid waste consisting solely of vegetative matter resulting from landscaping maintenance). All yard trash will be composted. The following waste will be accepted: 1. Grass clippings, loose leaves, etc. 2. Tree limbs, stumps, etc. 3. Soil from land clearing debris. The Anson County Municipal Solid Waste Landfill Compost Facility cannot accept the following wastes. Further, the following wastes cannot be processed into the compost: 1. Hazardous waste nor asbestos containing waste. 2. Household hazardous waste. 3. Any compost made from solid waste. The Operations Manager will notify the NCDEQ Division of Waste Management within twenty- four (24) hours of an attempt to dispose of any of the forbidden waste products. 165-276 Anson County Landfill Compost Application 11 March 2023 AN F F AIAIAF 6.6 DUST, LITTER, ODORS, AND VECTORS Dust, litter, odors, and vectors are discussed in Section 4.2. Dust generated by composting operation will be controlled or reduced by: 1. Application of water by using a water truck. 2. Regular removal of mud and dirt from the paved roads. 3. Vegetating of final cover and borrow areas as soon as practical. Blowing litter will be reduced or controlled by: 1. Limiting the size of the active working area. 2. Utilization of litter fences. 3. Policing of the area. Odors and vectors are not expected to be problematic. If environmental problems associated with the landfill are detected and confirmed by NCDEQ, Waste Connections of the Carolinas, Inc. will submit to NCDEQ for review and approval a corrective action plan and a schedule of compliance for implementing the plan. 6.7 LANDSCAPING MAINTENANCE Landscaping maintenance will include the existing entrance. Grass is mowed as needed and any distressed areas will be fertilized or replanted. Planted shrubbery and trees will be fertilized and mulched as needed. 6.8 RECORD KEEPING AND REPORTING Records shall be maintained at the site by the Facility operator / Owner for a minimum of 5 years per Rule 15A NCAC 13B .1408(a). Annual reporting shall be submitted to the Division by August I" of each year and contain the requirements listed in Rule 15A NCAC 13B .1408(b) 165-276 Anson County Landfill Compost Application 12 March 2023 AN V F AIAIAF 6.9 CLOSURE REQUIREMENTS Material finished on -site will comply with G.S. 130A-309.05. All unfinished compost materials and feedstock shall be taken to a solid waste facility within 180 days. The Owner or operator shall notify the Division upon completion of removal of the unfinished materials to a solid waste facility. 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I \ \ (1 \ \ UNKNOWN / (�� \� \\ -- Z / // / I I \ \ 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED \ / �`\\ \ /�/// / - \\\�'JJIll //l / /", / ' / i " - , ) t t 645500264318 III I 1 \ \� / 1)) �) !r ,%� \ / a \% / - / / //// // /r/ / ) / 1 1 1 I I \\ \�\� / I 1 \ \ \\ \ /I II i✓ \\ \\�- ,/ ///�/j / i_ /�/ / /// // / //� ��i//� �/ / J I) I I I J I / l \\\\ \\ \ / / / J \ t ( �� f \� \ \J o AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL t/ \ �'\ \ \ / /// �i/ - , / / / ^� ) I ( \ ;\� - �� \\ \ I / J a / \\ �\ ' // ( / ;%--, �// /�//J/ // / �// f ,� / \ - l J I I I \ / / J \ \ 1 \ \�� y\ \�-) t l ( III ( I \_, /__ (_// , / /) PHOTOGRAPHY JANUARY 15, 2018. 1 III/i( / 1 \�\ \) /// �jj// j ��/� ��_ /j / / ///;/// / I ( - �/ J) ( ) I I l ' V\, i % /J ! \ \ \\ (\� -_ \_ \ ` \ \ I ( \ \ t I // ^ / / 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED -, / / II J J // // � / % � //// / // / l \ \ / \ CHAMBERS WA TE SYSTEMS dF NC \ ` �� \ \ \ \ \ \\ \ \� ( \�/ i N A FROM NC DOT GIS. � / i/ /I J III l/ / / --- / / I \ \ / �- / \ \ \ / \ \ \ �\\\�Y"\ \\ 1 `�_J / �i / // / - /// / /) Ir - / 1 \ \� \\ \\ )r \ // // / // /�i /� / �, / / / / / 1 I / , _ I 1 \ 645500267114 �- �� \ \ \\\ �11 v i/ ' l I / /� - / // / ,/ /, � - - / / % i I \ 1 ) ) I \ \ ) 1 \\ - \ \ \ / / h �\ Ili /, / t - ,ol. / /' //// ////x // / / / ) 1 \ Ti- / / I 1 / 1 1\\�,I \ - \\ \ , \ \ 1 / / / 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. 1 // / ) / / / �_ _/� �/ //// / /� / _/ / / ( I l / / , I I I \`\ \ / \ / / I, BRUNSWICK TIMBER LLC `� 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: �I� \J / / - /��// l / // '"//�// J'��/ "SW6 / /// / '�/ '/ I I ) I l / \ A, , � // / � ' / �\ /)) I \\ \ �"\ \ \ \1 / 11 645500651396 / 1 N C DST O�7R�NSPORTA�70N/ / / / / / ✓ ) // \ \ \ \ \ I r \ \ \\\\\\\. // / / ��� \�///-�/ j/// , s4�5 os253a // / /�/ / / J l / / I /// �// j \ //I /---- / / / \\\\� % t �\\ \��\\� \ \I\ I ) i I /J »J J N 3710644500J, 3710644600J, 3710645500J, 3710645600J. / , // \///j ��� / // / 'o / / / / -� \-� \ \ \\\ l ' DEAN R/CHARD LARRY ✓R & \ ) \\'Nl\ I\ \ / 8 7 6 5 4 3 LEGEND - - PROPERTY LINE — — — — — 300' PROPERTY BUFFER EXISTING STREAMS 50' STREAM BUFFER EXISTING WETLANDS 50' WETLANDS BUFFER - 300 - EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR F M EXISTING LEACHATE FORCEMAIN - 100-YEAR FLOODPLAIN PHASE LIMIT/EDGE OF LINER INTERCELL LIMIT PERIMETER ROAD NORTH CAROLINA BOARD OF EXAMINERS SCALE IN FEET FOR ENGINEERS AND SURVEYORS LICENSE 0 300 600 NO. C-3035 BEFORE YOU OIGI CALL 1-800-632-4949 N.C. ONE -CALL CENTER IT'S THE LAWI a Ir L) W p CC a z cr O C) w N o W cr a a 0 0 U U Z Z 0 0 2 2 co >> U) U) W M w O O F N N Q N O 0 ONE U ICI ti ril N co +'� N Z �1 M ��o M O r. 0 W N 1 1 U � (5 E a a 111 ' LL .0 U 0 U) M � ' M � 1 1 > � 0 a 0 M Q N c 11� > a � L r0 WT1! = a (D _y w L) o �0) 0 r •F-4 Q C) Lf)zQ Waz < Z:i J za� ==O Im O' = Q U — a J J � _ U a Z � J z `L O aQuz J Q w ^ m -zaz = � w O WVWC.) a o Z p1=0 m z a Q a U 2 UZ m ti m N Lf) T Z J WIL Z W 52 CC a �-:m m �C) w W O Lu aW 0 > Z W o coo o N II II Q Lu T w _ W - U o LL m p Z 0 w w O o 0 0 cr IL 0 DRAWING NO.: Fl 01 1 G XI LEACHATE RECIRCULATION OPERATIONS PLAN FOR THE ANSON COUNTY MUNICIPAL SOLID WASTE LANDFILL Prepared for: CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC., A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC. POLKTON, NORTH CAROLINA 28135 Prepared by: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. CHARLOTTE, NORTH CAROLINA CEC PROJECT 130-099 May 2013 Revised August 2015 Revised December 2018 Revised March 2023 Civil & Environmental Consultants, Inc. Charlotte 2030 S. Tryon Street I Suite 3E Austin 855/365-2324 Columbus 888/598-6808 North Central PA 877/321-2324 Charlotte, North Carolina 28203 Boston 866/312-2024 Detroit 866/380-2324 Phoenix 877/231-2324 Ph: 980/224-8104 / Fx: 980/224-8172 Chicago 877/963-6026 Export 800/899-3610 Pittsburgh 800/365/2324 Toll Free: 855/859-9932 Cincinnati 800/759-5674 Indianapolis 877/746-0749 St. Louis 866/250-3679 charlotte@cecinc.com Cleveland 866/507-2324 Nashville 800/763-2326 Toledo 888/598-6808 www.cecinc.com Civil & Environmental Consultants, Inc. Charlotte 2030 S. Tryon Street I Suite 3E Austin 855/365-2324 Columbus 888/598-6808 North Central PA 877/321-2324 Charlotte, North Carolina 28203 Boston 866/312-2024 Detroit 866/380-2324 Phoenix 877/231-2324 Ph: 980/224-8104 / Fx: 980/224-8172 Chicago 877/963-6026 Export 800/899-3610 Pittsburgh 800/365/2324 Toll Free: 855/859-9932 Cincinnati 800/759-5674 Indianapoli 877/746-0749 St. Louis 866/250-3679 charlotte@cecinc.com Cleveland 866/507-2324 Nashville 800/763-2326 Toledo 888/598-6808 www.cecinc.com TABLE OF CONTENTS AV AV AF F i i Pages 1.0 Introduction......................................................................................................................1 1.1 General......................................................................................................................1 1.2 Purpose......................................................................................................................1 1.3 Project Goals and Objectives......................................................................................2 1.4 Regulations.................................................................................................................2 2.0 System Description..............................................................................................................4 2.1 Overview......................................................................................................................4 2.2 Leachate Collection System Details ............................................................................4 2.3 Leachate Recirculation Operations..............................................................................4 3.0 Recordkeeping and Reporting..............................................................................................7 APPENDICES APPENDIX A — Monitoring Forms 1.0 INTRODUCTION 1.1 GENERAL FAF Al :ii This document is the Leachate Recirculation Operations Plan for the Anson County Municipal Solid Waste (MSW) Landfill, located in Anson County, North Carolina, owned by Chambers Development of North Carolina, Inc. a wholly owned subsidiary of Waste Connections Inc. The Plan serves as a guide to the landfill operator with respect to routine landfill operations, environmental monitoring, and record keeping related to the leachate recirculation system. In accordance with the contractual agreement with Anson County, the landfill can operate at a maximum average waste acceptance rate of 750 tons per day during the first year of operation, increasing its waste acceptance rate 10 percent per year up to a maximum average of 6,000 tons of solid waste per day. Based on the operational rates described above, the landfill is expected to be in operation for a minimum of 27.5 years from commencement of waste disposal. Design calculations for the leachate recirculation system are based on these disposal rates and are subject to change in the event of future modification to maximum disposal rates in the Anson County contractual agreement. The Anson County Municipal Solid Waste Landfill is located at the north end of Dozer Drive between Polkton and Wadesboro on U.S. Route 74. The site is bounded on the northwest by Brown Creek, on the east by Pinch Gut Creek, and on the south generally by the CSX railroad. The Anson County Municipal Solid Waste Landfill serves North Carolina and South Carolina. 1.2 PURPOSE This operations plan is intended to serve as a site reference and to provide recordkeeping logs. Every employee should be acquainted with its contents and location at the site. 165-276 Leachate Recirculation Plan 1 March 2023 FAF Al :ii Information contained in this operations plan describes the permitted leachate collection system, proposed methods to recirculate leachate, volume and rate of leachate to be recirculated, and the operational capability to recirculate leachate. 1.3 PROJECT GOALS AND OBJECTIVES The goals and objectives of leachate recirculation are: - Reduce the wastewater quantity pumped to a wastewater treatment for final treatment and discharge, - Improve long-term leachate quality, - Increase the degradation rate of the organic waste mass, - Increase landfill life due to increased settlement of the waste. 1.4 REGULATIONS 15A NCAC 13B .1600 and all conditions of the operating permit granted by the NCDEQ, shall take precedence and be complied with by the landfill operator if there is an actual or perceived contradiction with the text of this plan, unless written consent for variance(s) is granted by the NCDEQ. The Site Manager should be familiar with the NCDEQ regulations and facility permit. Leachate Recirculation is allowed at the landfill, per the approval of NCDEQ and according to 15A NCAC 13B .1626(9)a(ii). 165-276 Leachate Recirculation Plan 2 March 2023 FAw Al :ii 165-276 Leachate Recirculation Plan 3 March 2023 2.0 SYSTEM DESCRIPTION 2.1 OVERVIEW FAF Al :ii The proposed Leachate Recirculation System (LRS) has been designed to be flexible in allowing the staff to identify potential problems and implement solutions. The proposed LRS will involve recirculating leachate into the surface of all active cells of the landfill during daily waste operations using a tanker truck (or similar) to spray the leachate directly into the working face with subsequent mixing by working face equipment. 2.2 LEACHATE COLLECTION SYSTEM DETAILS Each cell of the municipal solid waste landfill is designed and constructed with a composite Subtitle D liner and leachate collection and removal system. The leachate collection system consists of a 24-inch thick drainage layer constructed with porous earthen materials, drainage geocomposite, and pipes, and directs leachate to a low point with a sump. Each sump has a submersible pump to remove leachate from the collection layer and direct the leachate, via a pressure sewer, to an on -site leachate storage area. The pumps operate automatically based on the liquid level in the sumps. Disposal of leachate from the landfill currently occurs by transporting leachate via a forcemain to the Anson County WWTP. 2.3 LEACHATE RECIRCULATION OPERATIONS Leachate can be recirculated onto the working face each day at a rate of 30 gallons of leachate per ton of waste placement. The average daily waste tonnage is the primary variable controlling the volume of leachate that can be sprayed onto the working face, since this variable controls the 165-276 Leachate Recirculation Plan 4 March 2023 FAF Al :ii overall area of the working face, and thus the planar area required to contain the average daily volume. Generally, the larger the average daily tonnage, the larger the working area, and consequently the larger volume of leachate that can be sprayed onto the working face. Table 1 below displays the design volume of leachate to be recirculated at varying daily waste tonnage rates. Table 1 Design Leachate Recirculation Rate 7❑❑❑❑ y f6 60000 N m DO 5❑❑❑❑ V 40000 m 30000 0 'D 20000 0 � 1❑❑00 750 1000 1250 1500 1700 1800 Average Daily Waste Tonnage (tpd) f Waste Density = 1200 Ibs/Cy --*—Waste Density = 1700 Ibs/Cy The typical volume of leachate that can be recirculated on a daily basis (i.e., 30,000 to 45,000 gpd) is operationally achievable. A typical tanker capacity of approximately 5,000 gallons coupled with a pump size of 200 gallons per minute (gpm) would allow the entire volume to be sprayed back onto the working face within an 8-hour working day. It is anticipated that application of leachate will be spread relatively evenly throughout the day so that moisture addition is consistent throughout the waste mass. At the working face, waste will continue to be compacted in normal fashion after the leachate has been evenly sprayed into the waste. 165-276 Leachate Recirculation Plan 5 March 2023 FAF Al :ii The following operational guidelines will be followed for direct spray recirculation into the working face: - No leachate will be recirculated on less than one lift (10 feet) of waste; - No leachate will be recirculated when it is raining or when the waste is observed to be too wet; - No leachate runoff or application on the sideslope of the landfill will be allowed; - Odors and other vectors will be controlled according to the Landfill Operations Plan; and - Leachate will be recirculated during daylight hours only; - If coal combustion residual (CCR) is accepted at a rate in excess of 250 tons per day, no leachate will be recirculated in cell areas that have accepted CCR. Staff will routinely monitor the working face to determine if ponding or seepage of leachate is occurring. In instances where these conditions are observed, leachate recirculation will be temporarily suspended, the problem areas will be corrected, and recirculation will then be continued in new areas. 165-276 Leachate Recirculation Plan 6 March 2023 3.0 RECORDKEEPING AND REPORTING Recordkeeping will be maintained on a daily basis. Forms are included in the Appendix A for daily operations and recordkeeping. These forms track leachate generation, leachate recirculation, and weather conditions. Problems in daily operation of the leachate collection system and leachate recirculation system will be noted on these forms along with the solutions. A recording rain gauge and thermometer are placed at the scalehouse for daily recording of weather measurements. Copies of these forms and reports will be kept as part of the daily operating log of the landfill in accordance with the Landfill Operations Plan. 130-099 Leachate Recirculation Plan 7 August 28, 2015 APPENDIX B DRAWINGS 1.1 7 A 5 4 PHASES 4 & 5 EXPANSION PERMIT APPLICATION FOR CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC. ANSON COUNTY MSW LANDFILL (PERMIT No. 0403=MSWLF=2010) ANSON COUNTY, NORTH CAROLINA REFERENCE VICINITY MAP 1. U.S.G.S. 7.5' TOPOGRAPHIC MAP, POLKTON QUADRANGLE, NC DATED: 2013. 2. U.S.G.S. 7.5' TOPOGRAPHIC MAP, RUSSELVILLE QUADRANGLE, NC DATED: 2013. SCALE: 1"-1,000' MARCH 2O23 LIST OF DRAWINGS: C000 COVER SHEET F100 EXISTING SURVEY PLAN F101 EXISTING PERMITTED FACILITY DEVELOPMENT PLAN F102 PROPOSED PHASE 5 EXPANSION FACILITY DEVELOPMENT PLAN F103 PHASES 4 &5 EXPANSION AREA FACILITY DEVELOPMENT PLAN F200 FACILITY OPERATIONS FILL PROGRESSION PLAN F201 FACILITY OPERATIONS FILL PROGRESSION PLAN Cl 00 OVERALL SITE PLAN C300-C301 TOP OF SUBGRADE PLAN C302-C303 TOP OF CLAY LINER PLAN C304-C305 TOP OF PROTECTIVE COVER PLAN C400 LEACHATE CONVEYANCE PLAN C401 BORROW AREA PLAN C500 FINAL COVER PLAN C501 STORMWATER DRAINAGE PLAN C600-C606 CONSTRUCTION DETAILS C700-C702 LEACHATE DETAILS G100 GENERALIZED TOP -OF -BEDROCK CONTOUR MAP G200 SEASONAL HIGH GROUNDWATER CONTOUR MAP G201-G204 HYDROGEOLOGIC CROSS -SECTIONS BEFORE YOU DIGI CALL 1-800-632-4949 N.C. ONE —CALL CENTER IT'S THE LAW! NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND SURVEYORS LICENSE NO. 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I \ \ ` ( \\ / (�� \� \\ --Z / // / III J >\�\ r--\ 7 \ / / / o \ \ / / / / �_ , 1 ) \ I 1 \ 645500264318 ) I I I \ \� / / I �) a 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED \ % \\ \ / \\ l / / - / /i ///// / /�/��////-/�_ -y ) / / I I \ I I I ` \\ \�\� / 1 ) \ \ / / IIII i✓ _��\ � \\1- �J/ // I/// / /e/ /� % - / /� / // // (/ice iii/ / J I ) I I I I / I l \ \ \\\\ \ �� \„/ / l \ \ ( J f i / o AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL b- \ �'\ \ \ / /// �i, _ / / / / ^� ) ( \ 1 \\ \\ \ I / / / \ a / \\ �\ ' // ( / ;%--, �// ////// /J / ,- f/�/ / \__� - l J I I I \ / / J \ \ \ \�� y\ \�v) t l I � I I I I I \ ,/! -�' (-VJ / / /) PHOTOGRAPHY JANUARY 15, 2018. 1 -� III/((/ \ \�\\) /// �jj// j ��/� ��/ �j / / /,/�/// / I ( - �/ J) ( ) I I I '\\, i % /J ! \ \ \\ \� _ \\e \ \ \ \ I ( \ \ t 1 // ^ / / 1 J / I ►1) /' I 1) I )- //// //,/ / _/ / , /// / / I l \ \ \ , _ \ / 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED l /JII J J // // // i /j// / // / ( \ \ / \ CHAMBERS WA TE SYSTEMS �F NC \ \ �- \ \ \ \ \ \� N \ \� ( \�/ i N A FROM NC DOT GIS. \ / i/ /I J I (l/ / � - / / I \ \ / / \ \ \ / \ \ \ \\\�Y"\ \\ 1 `�_J �1 I / v / I Jam/ j /// /-� j //�j/ /- /, _, �/ / / /J l I \ I \ I l _ I 1 \ 1 \ \ \ 645500267114 ) \ \� \ \ \ ." I ), Ili ��/ ;//I / l�/� �/� %� % /i iii/i i/ J i / / / ) I \ /r- J J / I J X 1 \\l 111\ \ \ \` \ \ 1\ \ % 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. 1 1 /j / / " �_ _i�_�i / I// / /� /,- i / ( ( I ( / \ I , I \`\ \ \ // \ / / / BRUNSWICK TIMBER LLC 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. 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W L3 W r cn o N Lu m 2 W o C M 11 T a- OQ � L,L m W _j o Z m p U �_w w O ooCIZQ DRAWING NO.: F102 F IN N N 4 g NORTH 6 1 5 1 4 3 / \ 1 i — - . �`-� � c I EDWAR S WALTER M & CHR\ E M I I / (� I ���)\ j ;77777'� �� \���\ \'\ BRENDA COOKE b0, — \��\�� / I — \ \ \ \,_ \ / \\ \ � 644600821598 , �- \\\ \ \ / \ \� !� \ \ 644600924841 V,z \ \ \ \ / \ \ — ti IIII \ 1\ \\ > I \ a \ \ / ko - - - --1 � I I\ � I \ � J \ \ \ J //` l \ \ I \ \ - / ' 6I / )III I , I Y/ 1` I\�( � \ \\ \ I d \\ I I <-\ ��/1 �'v ll 1/ / -25J� J f ` \\ \ \ I I 1 \ (I �c I / IIII%////iji//// 1 /III \\ �i, I / l /\- -\\ I \\ � , — \ \ 111\ ) \ � �\\ II11 II I /� / \\ \ SEDIMENT //^ / / �\ \ 1 / I / /� \ C - /;�' �� /\\ ll,\\ ti. \ \ BASIN / / \\ \ I I \ \ \ I /��\ / � \ I ) -�\ \\ _�`�\/-� ( / - J \\\ \ /� --) ( - - __ __ ,__ \ . \ �' -11 \ , �j . 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I/ ((/I' I \ \\\J 11.15ACRES � � (,��1 � jv� ��a ` -I L _.- - �1��,��11�I� III��- �\ \� /'off I ( "'I / ` ---� \ / \ ,/ l \ 11 \ \\\\�\�\\\ J JIII S-- x �� 1 (/�� , � �� ��� \\\� I1`= f� ,yhll I I / �/ / � `�/ - ,_� / \\�,/� x \\\ \\\\ \ =Jl 1 J / o�> _�-�'�_ /- \\ III II "`�(. \��,1 I ,1/ v �� /�/ � \\ 329 `�) / � r ;;4 1/�\ / \\ \\\\ IIII (IIII \ \ \ %_/\\ // \ \ \ \ /�: \ \\ r� %�� �.� � _„ _- \ IIII �� �// `, /1 \ \\ N I -� \\,/,3to� \// J%,///r �) CELL 20 �� II \ �h1 I II �� \�� _ J �f / J / b J / �\ \ \ o \ \ / \1\� \� /� �O )\ /i�l� /\ L ;� �� 1 - , //\ \\\\\\ (IIIIII ��- - T l/ j I / ) - / \ \ \�\` ` \ / )) 11 \ \ �"� �' A�� L" \ / ��/ / � \ � �lllllO )I \ 1\ \�-1=_ ,! / J/���1� / //-� \ \o \ \ ,7/I)II \\� / �� (3s1�o._�\^l > ( I I I� ) / /\1/ ( \ ti \ \� ��' \IIII' 11111111` \ \ \ l i�\ ( ///% g� //�� \\� // "��\�\��l`\ \ 1 \ ' \ �/ ((� / , /I( �I \ III / t \ ��� II I III r ) \ / �- / /;_, o / / \\`--,\ 4\ 1 I I /� ,ego- ��II�\11(/�/( \)_ /7 >�!� PHASE 4 .�� L �o I �Iljl I �, o\\� \( \\ ��� \ ` \IIIIII IIIIII IIII \ 1 1 I���l�/�\\(\ / yp /�ii/,\\\\� / / \ J11 I 1 I \ �� '' o \\\\ \ \\\ `- / \ 1 CELL 5 �I/ / \\ \\ �_ \III I I(I IIII \ 11 2 L //� \ / / I J \ \ I �10 / / /� \ \\\\\\\\\\�\��- (' II 1 " �J/ �4 I I� \\\ ri __ - \ I II �/1(�� f/ \\ \ / /ice/��1 \ / \ \IIII l I ,\) 1 / 0 / \ \\\ �� _ \ \ 10.04 ACRES / / \I \1 -- ��> IIII I II I '7 \\ it N\ /�i `L 0 -� \\\\\\\���� ` \�\ Ygo , T \�' III \\ !` LII C \ -� = =\� ) ll 11 (/ _ l(1 r \\\�-_./gp//� \\ c� �/ /� III \ \ \ 1 \ / -V A / �\ \\ \� �/' ��a c I 1 \ v��Jll) �%= �, / IIIII I �, ��i \\--% 6' ��� \ \ \ 1 \ \ / % j� // �/� SEDIMENT I \ \,- /`/\ \ \�\� -- ����� // IIIIII >9--- _�� -� CELL 2C -� 1 IIIIIIII' IIIIII ��( /(/ / \ �// // i 1\\ \ �/// \ 11\\\\\ \ \ I \ /�j% BASIN \ 1 l (\\ \ \\ \� -�� _ _ \, \ I 1 \ /^ \ - \ ') (/�/� ///� ��L 13 ��\��\\\\\� \ \\\ \ \ \ �� �( /1� 1 l� --! -�� _ \\\\\\\\\ \\\ III '/ )\ 1 I I / I \ \ \ \ \\ \ i� / -, IIIIII ��l Lll� �� �, 1111II ����,lul,) 1�, - �\� \\\\\\�;� � \ " 1 (\\ \ I p, � _� f�--11��\,�,,wllg I Ii(((� � \ / f \1I I \ \�-/�'--\ I I I I I I I \ \ �\\ \ J r�)� / l ) J \\ \\ \�`-_-- \ I I \ � � � ;_=-� \\\I\ . 'ILA. ti o I I III � ( I / I I \ \ 1 II'i �/ 0 / JI �Jll In ",11\ - - 1-I IJ 1 \�p� / 0oi�EXISTING - \ I c,�o I ola \ _,ice\ ( j I � /- ''\ ) III \ 1 , \ �„ �, ///(JIII' �- ��\ ��r� /�l �I %/r� Iti/ I11 �% =� \\1111�i1w�O hoa \- // r��\/'�' jI I I \ \\\\ //'/• / /� �/ I �� _ ���� \\\ 1 - PHASE 5 1 I) /i / �`' �j �I I I � 60-- PHASE 2 %%��� c„�w cn o cN�o \� / J \ \ / 1 / l �� I \ / O/ _330_J /' �\ \/ - / ) /� I(� I C ��. � % - 1 �•+voo \ \ II ' IN`O I / / �� \ I/ / II\� \ \\ �\ \\ / � /J ((I(C\\ = 1\_ - J=�� \\ '� CELL,' �I//// (✓I �) J)I�� I I I go-o� �� w�� I III)IIIIIN �� (� //��� //-\ I� ( \1 \ 1 )> Ir EX/STING / I \ ) I ( 1l 13.87 ACRES// / 7l / 19, _ �, CELL 2B 1 I \ 1 �, \ \ \ r ) -� I ` ` \\I��. �� �-% 320 �, _�� //� III I \\\�\� J �///�i� ` �C� I" I 11 I Io- _ � \ \ 1 1 I li� BA 2 / �/ -.\� / ( 1 \ 1 1 `\ I �_�� jig // /„ I / r�i� �, / / / I 11'�.� = o" I II / / / \ ( J 1 1 ) 1 1 \ / / I \� 1,41 ,, �-� , / \ / 1 I \ (� /, / / / I / l 1 1 I / \ \ '°\ 1 I ( / I 1 \ / / �' \ '/i�� o/%'\\\\ (J //� 1 // �s�i/� I I 1\ \ \\\\\ I \ \,� I \ 1 \ I I I \ I / r /� \ I �_ �1 1 / I 1 / // \ /i//�� / /// /11 \ \ )) // PHASE 5 I I // /�� / .11 �� / I . , IIII / �\\ \ \ I(/ l //�ii���// / i ! %\ I I l 111 IIII \ \�\\\ I \ I II \ // �\ I t // �// / 1 / / / III 1 �/ </,_ \ \ \ \ / // /// IIIIII PHASE 5 >>>\\j_I CELL 3 �( /// _-, � (' / I )1(1l \ \\ \\� \ \1 \ \ I I I 11 / (,rJ/ / \J /� \ \ J / \ / ( ,/, /II - - CELL 5 = ;�) I '1/)I, I 10.13 ACRES_ //// // / \ / /// \ \ \ \�\ \I \ \\\\\ \\ \ 1 \ �� \ �O o ��)/ i// - I \ I \� ( //�///// I I /�/ z _� \\ 1 I/ / l - =�� ,�h'1 1 / , J� / I\ \\\ \ I� 1\\ I / \ ma /� 1 �� r-"j I/ ��-\ \ \ / ) _ 6.15 ACRES �- =3? 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EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED \\ % / �`\\ \ /�/// / - \\\�-zzz�- J/ll //l / - // / � // / / / � //i'- ) \ 1 645500264318 I I I I \ \� / /// I 1 I ))\� \� 1!r --\ ,%� \ / - IIII i✓ ��\\' -- J// ///�// / /� %- / // / /// // / /i/ /ii/ / J I) I I ► ) I I 1 \ \ \ �� \ / / l \ 1 I -) f 1 �JAT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL �/ \ /'\ \ \ / /// i/ - , / / / ^� I I I . / / \ 1 \� \,- \\ \ I t / / I I I / \ %��- / / / ) /' PHOTOGRAPHY JANUARY 15, 2018. \ J /( \\ \\�/ / ( J� // / / / /J _ I I I \ \\ \ �) l ( I \ ' '/ IllI / \) \ // // /// // / /�, //, I/ /i/�/// I ( - , ;/�� 1 ) I I 1 / �i r \ \ �\ (,� ��\ \ \ I \ 1 I (// / / 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED % / /) II J J / // ///i�__� /j// , j// /J l \ \ \ / / \ \ \ CHAMBERS WASTE SYSTEMS OF iVC \ ��\ ` \ \ \ l \ \ I / _ FROM NC DOT GIS. �\ I l v // / /Ill III l/%��/,_//?_/5_� /) / // / �/ / / \ \ I ) \\ ti \ \\\1 �Y" \\ 1 _) \\ \\ \ \ \ \ 1 ( / r / /// J/ �// // �/ / // // �i // / / 11 1 \ / _ I I \ 645500267114 \\ \ \� \ \ \ \� ) �\ I I //, // �J l/i' /�� /j i�/ii/ / / / / 1 I ) I 1 1 I �- /) 1 / \ ) �\ \ \\ \ \ \ / / 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. / Jij//' I / i��J/� ;i �11// !// / // �- i/ / / / 1 ( I I r- - --�/ J I / J \ \\ J X )\))�J',��_ \ J \ I \ \ / \ JI_/ 1 / \� — \ \ // \ / BRUNSWICK TIMBER LLC \1 \ \v/ /�/ /-_� - � /// !�/ / I / / 1\ - / / / \ \ \ \ 1 // / �/ / I I I \ \ / / / / ) ) I \ \ _ _ \\ \ \ I F J 6455006513964. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: j'__//I— C DEPT OF TRANSPORTATION / / / / ) 1 / / / I \ / // / \\\� \\ ;� \\o\ \ (I / J) \ / 3710644500J, 3710644600J, 3710645500J, 3710645600J. \\\ / / / // \//////�� / // f 6� 005253B,/ j/// j / /// / / / / / / / /J / / I \ `- \ \ �\ / /' f \ 1 \\�\ \ I I I ) I 1 / \ DEAN RICHARD L✓R & \ �\ 7 1 6 1 5 1 1 3 FON & HUTTON LLC 644600700100 y / / � \ / ( --(-,/ %.— LEGEND PROPERTY LINE — — 300' PROPERTY BUFFER EXISTING STREAMS 50' STREAM BUFFER EXISTING WETLANDS 50' WETLANDS BUFFER - 300 -- EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR F M EXISTING LEACHATE FORCEMAIN - 100-YEAR FLOODPLAIN PHASE LIMIT/EDGE OF LINER INTERCELL LIMIT PERIMETER ROAD NORTH CAROLINA BOARD OF EXAMINERS SCALE IN FEET FOR ENGINEERS AND SURVEYORS LICENSE 0 300 600 NO. C-3035 BEFORE YOU SIC! CALL 1-800-632-4949 N.C. 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\ _ - --� \\ `~� \1 \\ ��\\�� �// // / / \ �\ o // I o I l I I l l� \ / /m / o I I I I \ _ -- ��-\ �\ \ - )/ /\ \\��\\\\\-/�//� / / / , I� .\( � I I l / / /�, J! /\ I I I I III I 111 I \ \ \ \ ---- \ \\ �\ I �\ \\ \\ \I 1 r I I I \ \ /--- \ \� // (j =\\ \ \��/ / / 0////I ' l �,,lo ,,�1 1�_ S I �)\)\II of l 1 \(� \\� \��� �\- 1I \ I (I I I \`\ \ \ �� \ ) r / \ \\\��\\ / / /�� \ \\���/ / / IIII// \ l / I o,o , / /( �\ \-��� �1\ l� \ / /,� \ \�\�� I \ I 1 l \ I I 1 I \ 1 \ 11 /� 1 i �\ ( �' / �-� /--� \ \ \\��� I/ / �� �/j / /////// I ` 1 / �o o l ��� // ��, ill \\ 1� \\�� �/ \15 1 I I \� I / I f l / / / i'^\�_-- - _--\` EX/STING RAILROAD \ �\ // ((/ O / / J �// -' / J / \i \�\ _ �\\�\\\�\� ) ( 1%/) _ \ r-� / \ 111 I I I 1 \ 1 \\I\ I 1 \ I / 1 I \ I , / /-_�\\� \��\��� /� /j I \\� „ - / , / \ /Qj, ? \N\ � \ I / �- / \ 1 I1 \ \\ \ \ 1 III III / / I / / / -\� 1 I/ / \\ \ \ \ l �� / s \ \\ \ \ \ �~ I I I 1 \ \ \ \ I I I Ill, / r / / // \ i \ \\ j J O \\ \ / EX/STING LANDFILL 11;f , I( - / / �` 1 \ \\ � _ �, \\\ \`i J l 0/ \ -� h \\`I ) I \\\ \ III III // / / \ 1 ) II l / (� i-\ \--/ _��-\ - 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EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED - -\ ( 1 / / �/ I / / ,/' - I \ \ �� 1\ ;� �_ % Jul\ I__ ) II' I J / /�� \/ I \\\ \ \ \ <'�j \_LI_L�\\\ v _I_ C �� J) \ a AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL I \ / / / \ \ \ \ \ \ \� I . d / \, / / � I / �� \ N \\ - "( e PHOTOGRAPHY JANUARY 15, 2018. I I /// �- I \ / 1 �- 1 \ \ \'l \ 0 / i i- -_ \ ) \ \ \ ` � \� ( �C r �- / 1 � i \ \ o \ \ \� c I I I I 1 \ / � ��� \ -\--,-,7\��� /� `� \\ G / I 1/ 1 i ��\ I \ \/ 1)J \ �) 1 I 1 ) \ I I ��� ���� \ \ / 1 / � 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED -�� � I I I I I I I I \ _- / �\ \�- \ �� ^ o� / \�� l \� \ / ( \ I / /r / 1 ( J / / I / ' I I / ) I ( \ �� ) ( L N FROM NC DOT GIS. �- I I \ -/ \ \ \� �`�// \ \ III ) / \ \ / / / I I I I I 1 I I� \ ����� �� 11 11 I I `�- �\ - \\ -'�� _ \ \ \�`�oo\ _ / \ � IIII / ( ( � \\ \\� / /) l / I l l c�� _�� I 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. �'�II I 111 I �� _ -\ \\ ` \ \ ��/-� \ \ \\\` EXISTING LEACHATE � I I(11 \\\ I \ I \ \\� / / I I I i I \\ ( �\ �) �� ,3/ j, - - \ \ �. STORAGE AREA / I \ 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: II II �_ \ __- \ I \ / \ �� ( \\\� \ / I I \ ` \ N 3710644500J, 3710644600J, 3710645500J, 3710645600J. \ ll I I I 1 \ 1\✓-- -� -----' \\ \ \ ( / // \\ ` \ / \\\\ \ J ,�^ \ �--� I I l ( � \ - I 1\- -- J J ( O I 1 _ I I \ \ Z 1 I I i ( ��_ - - ) 1 �- -\ \ \ \_ C _- \ I 1 I \ \ \ \ \ I I \�_ -- �-� I w 1 / \11 \ \ \ 7 1 6 1 5 1 4 1 3 LEGEND PROPERTY LINE — 300' PROPERTY BUFFER EXISTING STREAMS 50' STREAM BUFFER EXISTING WETLANDS 50' WETLANDS BUFFER - 300 -- EXISTING MAJOR CONTOUR - EXISTING MINOR CONTOUR F M EXISTING LEACHATE FORCEMAIN 100-YEAR FLOODPLAIN IIIIIIIIIIIIIIIIIII � IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIII PHASE LIMIT/EDGE OF LINER INTERCELL LIMIT PERIMETER ROAD NORTH CAROLINA BOARD OF EXAMINERS SCALE IN FEET FOR ENGINEERS AND SURVEYORS LICENSE 0 200 400 NO. C-3035 BEFORE YOU SIC! CALL 1-800-632-4949 N.C. 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THE PHASE DIVISION LINES SHOWN ARE APPROXIMATE AND MAY VARY Z CULVERT 4 30 �6° �O o ry0L /�� �� /, % / __ - \\ / WASTEIN EAND ACCEEPTANCE. N TO SUIT TEMPORARY IINTEDRCEOLLDITIONS B RMSAND MAYTI TIMING OF = W C604 / `L �°j I �� / / / �� /) j // --- �\ \� // ( CONSTRUCTED TO DIVIDE PHASES INTO SMALLER CELLS. THESE WILL O O 4 UT A 31 0� O / / �-J// / / �;\�� I // / /�� j� \�%� //�/ - BE INSTALLED AT THE DISCRETION OF ANSON COUNTY LANDFILL. LLI ///3l0� �^ /��i j//'/// \ a (� W V -� / // \�� / / / ' ) l / ���// fw I �j �- 2. REFER TO DRAWINGS C502-0503 FOR THE LANDFILL OPERATION � c // / !/ 9°/ _ 310Illll j PLAN. Z /// 1 l O N I\\\\\\\ I \ 1- \ c 3. REFER TO DRAWING C500 FOR THE FINAL COVER PLAN. /�i / y l '� i�\��\� I (�`d\C-G%�`� ��J \ \/^�� 4. REFER TO DRAWINGS C304-C305 & C400 FOR THE LEACHATE v+ 0COLLECTION PIPING PLAN INSIDE LINED AREAS AND LEACHATE Z \//// �3� N / / / I ,� III /J/ TRANSMISSION PLAN OUTSIDE LINED AREAS. Q Q Q / \ 3 ,�0 -� //\��-�/ / \ // I / l / / 1 \ \ �- �c�i� ��� 5. REFER TO DRAWING C500 FOR THE LANDFILL GAS SYSTEM PLAN. 000 \ I(c C.) PERIMETER DITCH 71 28 29 o - j/�C604 C604 PZ5-12I\\I \Il\ 1 -_!1\I \1 I \ \ \/ 6. REFER TO DRAWINGS C501 FOR THE PERMANENT EROSION, SEDIMENT 2 m m mPHASE 4 I AND STORMWATER CONTROL SYSTEM PLAN. k CELL 5 h /i /i v z L cn \ o / `1- _ /�] �� �1 \ \ \\\ \ \ \� \ / 7. MONITORING WELL LOCATION INFORMATION PROVIDED BY CIVIL & �p o / \ \ \ / / / V� / \ III -�11 ��� / / I / �� \ \ \ �11\\\\ \ i� ENVIRONMENTAL CONSULTANTS, INC IN THE DESIGN HYDROGEOLOGIC \ i REPORT DATED 2018. , \ 111 tiJ 1\ _ ��------- \, m � / / / o \------- //, 11 IIII -� (�/ �\\ lI , \ .J / � I I C��' \ �\ \ 1111 \ \ \ ��^ \ \\ (/J I \ \ \ \ _ _/ 8. EXISTING MONITORING WELLS AND PIEZOMETERS LOCATED WITHIN THE J� I 1 I I I < �n\I III\'I r _ \\I( ���- I �\ 1\ I I \ _-__ �� _-_ GRADING AREAS SHOWN THIS SHEET SHALL BE ABANDONED Z EXISTING,--- -� _ ACCORDING TO THE PROCEDURE LISTED IN THE DESIGN a ' �///�/ / (i L J r` =�_ �_ I \ �I I / ' = % HYDROGEOLOGIC REPORT 2018 BY CIVIL & ENVIRONMENTAL J / / \\ -_� %% I\ \ ��-- -� I I I I \ \ � %PHASE 2 --- \� -� / --�— CONSULTANTS, INC. a r U B _ /`� \\ \ -/'� / // - 0 m w B 3 `L O 90 \\ i j/� N C MW-17S _ \ I I I \ -� �� =� /J % Y _ �_ �i w M 0 \ I �� ' �'� �_' PROTECTIVE (OPERATIONAL) COVER o ATC _ _ N I H�INESEESHEET \ 1 \�\� I II ��� / NORTH CAROLINA a� c O C301 F \� _ I __ / - / �- �/ �'__� GEOCOMPOSITE m T o � O � PZ5-1 1 D \\\ _ OR CO � \ \ //— �� � �l��—� / _ o T M \\ \ ` \\ \ NTINUgT10N \ \ \, \ '� I I — — ��%—��j/�'� SCALE IN FEET u N PZ5-10D-R- O° \ \ �\ _ %��' �-_� _ BOARD F EXAMINERS \ � _ _ _ % �- /_ _ DRAINAGE LAYER N \\ \ \ I I; , ►I III, _, -.�, . , LLLu 1 I I . , ,,, \_-�� \ \ I \. ! /j - FOR ENGINEERS AND T < / �! _ = �_ �_ /_� /_�_--_/ Q 10o zoo SURVEYORS LICENSE 0° D '° ► 1 I J 1111 l l� �/ lfl/-:2go = \_ \ o - - - l `i//= i� ''i%��--ice / // /j // // // // // NO. C-3035 n, v 0 MATCHLINE SEE SHEET C301 FOR CONTINUATION ( / I / \IC /— ~�•��••�� / / / I 1 taa If \I / I I `I I � 1I jIIIIIIII I�IIiI I III I)I IIII�IIII - -\////\ ////\//// ////// ////\////\ ///\///\/ = 'QP• 't►K4�rAR,,�p,,(,, ,.. t w o mCONTOURS REFERENCE PHASE 5 o 4 CELL 2 THIS PLAN -i Z 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED �> �o W o a AT 2-FT CONTOUR INTERVALS BY GPI (JOB N0. 18-006); DATE OF AERIAL wW o 00 IL JANUARY 15, 2018. Q39114\IL r o o a A 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED N FROM NC DOT GIS. // // // // // // // // // DRAWING NO.: BEFORE YOU -49D101�."� C�il�{EE• ��. 0O 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. �, \ CALL 1-800-632-4949 �, •�j�y • • ®�J�,.� 0 C3 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: LINER SYSTEM DRAWING KEY N.C. ONE -CALL CENTER %X- N 3710644500J, 3710644600J, 3710645500J, 3710645600J. IT'S THE LAWI 3/17/2023 a 8 7 6 5 4 3 8 7 EMERGENCY SPILLWAY 23 H PZ5-10D-R I , 3NORTH 10D/ I O TLET 31 �'I �1 I �jI 11 I C604 /BASIN 13 23 5 4 3 2 LEGEND MW_17SrCHLI E rMaSE SHEE 310 PROPERTY LINEC300 \\\ FOR CONTINUg71ON / I I \ � \\'11 I l\\��-=-����/ — 300' PROPERTY BUFFER PZ5-1 1 D1 EXISTING STREAMS 7-1 MATCHLINE SEE SHE f �- ET C300 FOR CONTIN_ — _ — 50' STREAM BUFFER UATION — —300-- EXISTING MAJOR CONTOUR Lv EXISTING MINOR CONTOUR � I/II(/ / FM E10X0IS-TYINEGARLEFALCOHOADTPE LAFION RCEMAIN 0voC ZPHASE 5 W o LL— 1 3�0 PHASE LIMIT/EDGE OF LINER Q w //�llll II II 1 I I III I I III C603 1 1IIII II I I I I ;x/3�E 300 MAJOR CONTOUR _____ v\\\ 11I1 PZ5-9D MINOR CONTOURLu /300 Lu o / If _�/�/\�\` , \\II PERIMETER ROAD INSTALL EROSION CONTROL A� MATTING AT 3H:1V PZ5-2PERIMETER DITCH zom zG p 0 060605 INTERCELL LIMIT W WPERIMETER SLOPES (TYP.) V\'\'A" PERIMETER DITCH 6 28 29 K K OUTLET D WI\C6jO4 PHASE 5 \\\\ PZ5-24D CELL 3C60MW-18S 0m I IIII 1 1 1 I I I 1 1 111 \ \ \\\\\\ \\\\ / 23 EMERGENCY SPILLWAY / -�`� ��� i / / o,/ // / / / // / IIII III \ I\\\ \ \\\\\\\ \ ® RIPRAP APRON W N N C603I 00 I I II\� PHASE 5\\\ \\E\X�/S\�TNG . PZ5-2S PHASE 5 SHALLOW PIEZOMETER CELL 5 \ I 1 PHASE 2 CA \\\ ®PZ5-6D PHASE 5 DEEP PIEZOMETER oN\\ \ o N PZ5-8D FOR PHASES 3 AND 4 ®MW-19S SHALLOW MONITORING WELL --- --' /%% PZ5- // / l /i��//// � 1 / �� \ \ \ \\\ \\\\\\\\ \\ \ \` DEEP MONITORING WELL j/-� \ \ \\ \ \ \\\ \\\\\ \\\\\\\\\ ®MW-15D FOR PHASES 3 AND 4310 (02 co V PZ5-7s 26° N Z N PROTECTIVE (OPERATIONAL) COVER V GEOCOMPOSITE � di M TOP OF SUBGRADE LAYER l\\ \ - 310 l rl ( �\ , DRAINAGE LAYER C _ BASE LINER SYSTEM I \ \ �- --- ---- I ) / /// 11 320 i l i (l/ / /� // // l / / / / / / N PZ5 6S I C600 CKxXxXxxxxxxxx 600 ( )\\ I ) \ - -- LLB LS�/ \ J/JI")� ,� I /I (/// / / / / / / HDPEco LINER 1 Q y C a i I MW-19S ��� i� 61 \ / IIl l/ l l l l/ / /// / / /CLAY LINER // / N Q 0 \------- ___- - \ PZ5-MW23D / /I \'(i `LO / / / // o_ o / % I I/ /// / // / /// / / / // // / / / // 11 4) cC ci LL c \ \ \ \\ \ 1 320 I1I1II I /1I1II /�1ll ll l l l//l I CD c1o�)n /-300 THIS PLAN _PHASE 5_ > CELL 4 1 I G M CZ� cy PZ5/-5D m 00 270 ao �BASIN 14 2PZ5-5S � / =a C603 LINER SYSTEM DRAWING KEY �// N U OUTLET B 31 NOTES o C604 PZ5-20D / / /-/ /� ---) /� / //// / / I / / / / / / �j l )/ l/�/ '­4 0 N / / /- /A // 1. THE PHASE DIVISION LINES SHOWN ARE APPROXIMATE AND MAY VARY •� r -� PZ5-20S / / i / /j / �'/// I 310 //// / l / l / / / �j// //// /j. IN SIZE AND LOCATION TO SUIT FIELD CONDITIONS AND TIMING OF CULVERT 3 30 0 I I/ I I / -- II //� _ / I/ / / i / ////�// WASTE ACCEPTANCE. TEMPORARY INTERCELL BERMS MAY BE •'� C604 / w I I I I I / / / / `- / MW-20S , //// / ( / \ / / / / / / /�j/ ///,//// CONSTRUCTED TO DIVIDE PHASES INTO SMALLER CELLS. THESE WILL JPZ5-4D ill I BE INSTALLED AT THE DISCRETION OF ANSON COUNTY LANDFILL. INSTALL EROSION CONTROL 33A 33 / � � / / / i I I J \\ r / / // / / / / % J I 3p _ / \// 1/ ////� / / / / / / / /// / // �// 2. REFER TO DRAWINGS C502-0503 FOR THE LANDFILL OPERATION MATTING AT 3H:1V / / / 0 % C605 C605 / / / / / / /-- (/ \� // / / / / // / / / ���/i //�// �� ��'XI.11 PLAN. PERIMETER SLOPES (TYP.) 3. REFER TO DRAWING C500 FOR THE FINAL COVER PLAN. Z -PHASE 5 /I / j� 4. REFER TO DRAWINGS C304-C305 & C400 FOR THE LEACHATE - / / / / �- / / /// / // // /// /�/ // / / Ln CELL 1 / I i//� / /i/i/ TRANSMISSION PLAN OUTSIDE LINED AREAS. �/� Z 290 Vn /� 5. REFER TO DRAWING C500 FOR THE LANDFILL GAS SYSTEM PLAN. Q J J 6. REFER TO DRAWING C501 FOR THE PERMANENT EROSION, SEDIMENT i / \\ \ \ -� / //-- / /-- /i /i /�% / l / / / / \ \ .3 / / /� / / /// AND STORMWATER CONTROL SYSTEM PLAN. / 28 29 \ \ \ \ / / �� / i / PHASE 4 7. MONITORING WELL LOCATION INFORMATION PROVIDED BY CIVIL & PERIMETER DITCH 5 \ \ \ \- - - / / / CELL 1 C/ MDEANTTEADL 2C0O1N8S.6060REPOR ULTANTS, INC IN THE DESIGN HYDROGEOLOGIC � J = V i'` // -% / l // j/////// J � i -1 D 8. EXISTING MONITORING WELLS AND PIEZOMETERS LOCATED WITHIN THE GRADING AREAS SHOWN THIS SHEET SHALL BE ABANDONED ♦ ♦ O - ACCORDING TO THE PROCEDURE LISTED IN THE DESIGN Q li \ \ \ ��/ -� �/ �Li / / -/ /// // EX/ST/NG / // HYDROGEOLOGIC REPORT 2018 BY CIVIL & ENVIRONMENTAL J LL / / / / I / /, i�%%�//�� _lam l �'i j/ / //// i/�/i/ ////• /// /// CONSULTANTS, INC. a Z O O \\\PERIMETER ROAD 14 �9p //i/ �// / / / / / / / H � ,� \ \�� / ///�300 / � PHASE �// a Z \ \ \\� \ \_ _ 60 / / I MW-8D X \ 7 < < < // a J �280------ -\ \ / l l \ � // // // /// / // / ///ice / / / / / ///// / Q W ROCK CHECK DAM 34 8p 28 29 PERIMETER DITCH 3 300 \ / / / ' ��� l_\ \ 1 \ \ \ \ / ( \ I / / / / /// / j// j�i N / \ 290 C604 C604 i / _ -_ \ \\\ \\\ \\ I \\ I \\ TYPICAL /� MW-8S \\ \\\ \ 300 / / �.\\ \ \\\ \�(( l I IIII\ \ \ \ \ \ \ O 74 \ -- ,�\\� \ \\ W 0 W V \ \ INSTALL EROSION CONTROL 33A 33 \ \\ \ \ \ \ a V a \\\ \ < \\ I \\ \ \ \\ \\\ \ \ \ \ \ \\(\ \\ \ \ \ \ \ \ \ \ \ \ MATTING AT 3H:1V / / \\\� \ \ \\ \\\\\\\ \ \ \\ \ \ \\ \\\ \ \\ \\ \\ \ \ \\ \ \ \ Q C PERIMETER SLOPES (TYP.) C605 C605 \ i/ //\\ \\ \\\ \ \ \ \\ \ \\ \ \ \\ \ \\ \ \\ \\ \\\ \ \ \ Z o \ 30 \ \ \ \ \\ \ \\ \ \\ \\ \ \\ \ \ \ \ \ \ Z N CULVERT 2 \ o \\ \\\ \ \\\ \ \ \ \ \ \ \ \\ \\ \\ \ \\ \ \ PERIMETER DITCH 4 \ C604 30 \ \ \ \\\\\\\\\ \ \ \\ \\ \ \ \ \ \ \ \ \ C604 604 - p Pz5-19s 31 \ \\/ \ \\ \ \\ \\\\\\� \ \\\\ \\ \\ \\ \ \ \\\\ \ \ \\\ \ \ \ 0 W \\ \\ \\ \ — j \ \ \ \ \ \\\\\\\\\ \ \\\\ \ \\\\ \\\\\ \\\\\ \\ \ \� \\� \ \ \ \ \\ cn M z 31 OUTLET A PERIMETER DITCH 2 28 29 \ \ \ \ Z Z DITCH 1 / 1 1 C604 C604 C604 C604 C60ZZZ4 \� \ \ \ \ \ \\\ \\\ \ \ \\\\\\\\�\ \ \\\� \\\\� \\ \ \ \ \ \ \\ Q = \\\ \\ \\ \\ \\\\ G25 \\\ 1 1 I I II III\ CULVERT 1 30 \ \ \ \\\\\ \ \ \ \\ \ \ \ \ \ N � 11 \ \ \\ \\ \ \\ \ \ \ \ \\ \ U \ \ \ \ \ 1 I I \ —\\\ ' \ \ \ \ \\ \ \ _ EXISTING ACCESS ROAD \ \ \ \ \ \ \\ \ \ \ \ \ \ \ \ x m � m \ \\ _ \� \ \ \ \ _ 0 \ \ \ \\\ \\ \ \\\\ \\ \ \\\ \ \\ cmJ \\\ \\ \ \ \ \ \ \ \ Z T cn 290 o - i \��\ \ \ \��� 3pp \\ a \\ \\\ J -_-_ - \ \ \ \ B \\ \\\\ \ W m B cl OUTLET C 31 ---- _ _\�-\\ 2 \ \ \\ \� \\\�\\\\\� \��� �\`\\\ \ Q Y Lu cr OUTLET A r31 r++ r \\ � � � \� 23 ��, \ \ � \\\\ \\ NORTH CAROLINA N o C604 �\ \ EMERGENCY SPILLWAY SCALE IN FEET W II � \ '� \ \\\\\\\ \ \� \\� BOARD OF EXAMINERS _ \ - - - ( 'J// // // �_�--� \ \\\�_ BASIN 15 23 _\ - C603 \\ \� \ �\ _ \� \--- \\ \\�\\�� ��� FOR ENGINEERS AND LL W \ \\ --Sop \ -�\\ \� \\�\ \\� \ 0 100 200 �\ SURVEYORS LICENSE a 0 NO. C-3035 a REFERENCE o m 3 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED a AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL \� \\ \ / / ��- -��� -- / \ \ \ �\ \ 30 \\ \ \ \\\ \ \� :' Q � w o o \ \. / / / `.,.. \ \ \ (\ ° o / \ \\\\ \\\ \\\� SEAL Q ° a PHOTOGRAPHY JANUARY 15, 2018. \ ' 939114 o o < 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED DRAWING NO.: N A FROM NC DOT GIS. \\ \ `--� �`` - J/ ////^, \\\ \ \\\ \ -� \` / > \\\ c•/ 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. �/ /� \ \\\ 7 \ �/ \\ BEFORE YOU OIC,I �, �{,• C301 \`- / �� _/\\ - / CALL 1-800-632-4949 �ry''�N ®NJ��.. 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: - - ,/ _ _� \\\.�\- \. �� N.C. ONE -CALL CENTER #to ��+� N 3710644500J, 3710644600J, 3710645500J, 3710645600J. IT'S THE LAWI 3/17/2023 a 8 7 6 5 4 3 4 2 61, i� NORTH 31 OUTLET �i/// / //// C604 PERIMETER DITCH 14 28 29 C604 C604 �j �� CULVERT 30 7�\ \ C604 1 28 29 PERIMETER DITC -fs6 �\ C604 C604 \ \ \ INSTALL EROSION CONTROL_ — MATTING AT 3H:1V PERIMETER SLOPES (TYP.) C605 �/r I PERIMETERDITCHAit 28 29 / 1 Tl /' / / ' / / C60 G \ / CULVERT 6 30 \ \\\ \\ \I I 1 1 (/ ti/ / // 0/////// / / / \ C604 /-- \\\`\\ \ I // / / 0 // / ///! PHASE 4 I I \ \ \ I O \ \ I I I / �' / � / CELL 2 \ I I �0 / / ) I I I I \ \ \ \ \ / % /� 28 29 PERIMETER DITC I I I I I \ \ \ 1 / lti I� U Z LU o 16 0t a p 0 cn \\� \\ \ Lu \� / OUTLET B /_ V, \ I . , I I I I I I j l / 3po C I I / \\ 1 \ \\ \ I l //j 604 C60 C6044 \ —C OUTLET D 31 /" ti I I \ \ \ \ \ I 0 BASIN 12 23 Aso 2 g0 \ \ I 290 \\\� i o \\ wNN cop �\ % CELLS 3 -ego PERIMETER CH 2 28 29 _ C604 C604 0 / oo 310 `__ i PREVIOUSLY PERMITTED PHASE 3 PERIMETER DITCH 11 28 �'6- 001,A�° 3�p \ �jI ti 1 l)1(l1� /// I / Ill LEGEND j PROPERTY LINE �� 4/ /j /�/�_-\ \\\ \\\\\�( /\ 20 „ '(' / 300' PROPERTY BUFFER �6 j/ / / (�/� 0 o / //// \ \ EXISTING STREAMS 0' STREAM BUFFERI5 CULVERT 5 � I I �0 — - Soo - EXISTING MAJOR CONTOUR \ EXISTING MINOR CONTOUR OUTLET B r FM EXISTING LEACHATE FORCEMAIN oo�z�� IV p� A\ V �� ���- \V AV \ - 100-YEAR FLOODPLAIN PERIMETER 28 29 �6 \ \ \ \\� �fi \ \ \ v p \\ �\ I DITCH 9 � � \ )-PHASE LIMIT/EDGE OF LINER / C604 C604 � \ \ CELL 4 i-� - / \\ / \\\ �� �i 300 MAJOR CONTOUR /PERIMETER 28 29 I / / DITCH 10 MINOR CONTOUR PERIMETER ROAD \ )vim II��lr1/ / \ \\� oo \ \ \ PERIMETER DITCH PERIMETER DITCH 8 28 29 \ \ \\ \ "\ \ 1 2 TOP OF CLAY LAYER 310 � \\ � � � � � � \� \ C604 C604 C600 C600 (BASE LINE SYSTEM) =\\`_ INTERCEL INSTALL EROSION CONTROL 33 \ \ \ \\� MATTING AT 3H:1V C605 \\ \\\ \ \ \ \' `�\ \ ` / I / \ ---' ST CULVERT L LIMIT PERIMETER SLOPES (TYP.) _ \\\\\\\\\\ \\ \ \ `-- �/ \ / .� o j//� �_ \\ , \\ \\ \ 2 _ /�/ / An � =� / ---_ ® RIPRAP APRON ���/ / //��� _l _ 0'i/ 300 90 '//� .� d� _ /--------- —\ NOTES 1 CONTOURS SHOWN AS TOP OF CLAY LINER INSIDE THE CELL AREA -32 ' r CULVERT 4 30 / 60 0 0 N'N��' /29\\_ / /i/ OUTLET A 31 \ \\ / C604 \�A / / — //III PROTECTIVE (OPERATIONAL) COVER N C310 \\( I//(�-\✓/ /��I \\ \ \I \ I I III I\ /J GA/EY/ OC/LH/IONMERPO/SLIITNE DRAINAGE LAYEE/ Ro o \ 4��CONTOURS PERIMETER DITCH 7 28 29 � THIS PLAN 6060PHASE 4 0I0 CELL 5 / r "N � \ oo �1 \\ ------ \ \ \ _---- 11 I �\ I( I ► L / EXrsT/NG PHASE 2 31 o \ //i//i \ \ LINER SYSTEM DRAWING KEY — o C303 FOR _ NORTH CAROLINA ►Nugr10N — \ \ I � �_ij �,,, —__ — _ BOARD OF EXAMINERS � = — '_—' �i�' -- __ — �' ---- SCALE IN FEET FOR ENGINEERS AND \ \ III / i�! � � �_� _ �-- 3 0 1 I / '/ i / — \ _ — \ `\ — — — _ SURVEYORS LICENSE I MATCHLINE a�i//— /--- �__ 0 100 200 SEE SHEET C303 FOR —%'�—_----- NO. C-3035 CONTINUATION � / I I I \ �_r--=�•-- �` %� —� �—_ � _—� ___—_____ rl I \ \III ((lIl\ 'moo i —�!' —_ r _ \ // — \ �\ I I "' t \cam �� �_--77---- U I� r` (02 N co +D N Z � C-4 0 m N 1 U 0) Ea a � 111 LL .� U cn M v ' M 1 � M Q N 0 L T PIP IP a a� _y w U 0 0 r U Z Q Lu ch Z_ � J za =C)O �Q LL O' = V J 0 o Z az� 0 LL. Q W _ Z a Z = W O WVWC� a o o Z O p 03 Z Q Q Q U x m ti m U Z m c% a m W Z m o w J Lu � o 0 � o J N O VLu n LL T O w O o PHASE 5 /-- a REFERENCE CELL 2 a 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED/�` � � / ___ � �-- - �- _ =_ _ _ \ \ \ p Q '�'•;7 o AT 2-FT CONTOUR INTERVALS BY GPI (JOB N0. 18-006); DATE OF AERIAL �' \ \ ` / / I I I III \ \ I \ I I \ I /� 0 _'----_-_�_ _ _ \ \ 1 \ \ •` t \ \\ \\\\ I /\ f!` 1 I I I I I /\ I I I II \ 1 I I I I .38�_,— —_—� I\ PHOTOGRAPHY JANUARY 15, 2018. \ \ \ > \ 1 I / /-_- =/ __- __-- '� \ SEAL s / I I I I I N IIII I I\\� \\ 11 \ I III I I I I (I �,�� . IIII III IX _ 111 I \ lo\ \ 939114 'NoA 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED /. 300 /- / / /' / /' , / \ \' / s\\ III I I I 11 EXIST/NG 11 Il I I I �. ` N FROM NC DOT GIS. / ) I \ _-� / / / / / / // / \ / / - I I11 I I I I \ PHASE 2' 1 1 III IIII ( ��C �QO)• --_--_ _ ����\ 1 I lo�l\\ \ \ \1 I ;. DRAWING NO.: h , / I I I / / / / / / // \ _ I IIII IIII , , , ,11 11 I I I I 1 I — _----- _ ___ \-�1 1 \ 1 I I I I I — \ \ BEFORE YOU �IGI ' "� ' ;�I ��•'' 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016.///� \\ /� - \ I I III I I I 111 IIII 1 I I 11 \ I \ \ �'� -- _--\ \I of \\ \ I �'•, �� �••® \�.�� C302 / / 01, IIII 1 I I 1 I \ \ \ \ I \\ 1\ \ AW CALL 1-800-632-4949 .i+�J// / \ \ \ \ \\\\\ �4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: / / / / I 1 I I I I \ I \ \\ \\ \ \ \ \ \ \ / �\ � _ 1 N.C. ONE -CALL CENTER N 3710644500J, 3710644600J, 3710645500J, 3710645600J. // j/ / \ , LA I I I I I �I I 1 \ 1 I 1 \ \\\ \ \�\�\�\\ \ \\� \\� �/ \���1 \\�\\\\\\\\\\\\\ \,,, \ \ \ `�� IT'S THE LAWI 3/17/2023 I G 8 7 I ; NORTH ; ; // ///// 5 4 I 3 CD\ —=�_ = _ jam_ \ I I I■I \ \ HLINE S EE SHEET C302 FOR CONTIN \\\ \ \\ 710NCA \\ 290 UA MATCHLINE SEE SHEET C302 FOR CONTINUATIONIf % o.� PHASE 5 / IOUTLET D 31 CELL 2 If 60 'lolllI /BASIN 13l 31 60N�1 j jlI III �II I(\III11II11II11I I I I I I I I I IIII I I II I IIII1I11( \ \I \ III1II IIIIII (� \ IIII IIIx II II/ XII 30 _� I IIIIM IIII II I I1, WINE, I11I PHASE 2' INSTALL EROSION CONTROL 33A 33 l l�Ili MATTING AT 3H:1V G C605 C605 // / II Il, PERIMETER SLOPES (TYP.) PERIMETER DITCH 6 / 290 I \\` /� I \\ \ / 300 // / / / PHASE 5\\ \\ / / I / / // / I I I 1 \ \ \ \ \ \ \ I I IIII I I / C604 C604 CELL 3 / / 23 EMERGENCY SPILLWAY'60�\ I I I I I/ — \\\\ \\ \ PHASE 5 \\\ \ \ CELL 5 o/ N / 1 If ---- �/i i, l I \ / / / \ \ \ /I / I � ) '� /�1\v 320 II i11y11(� N / //�� i \/ \—_ J �\ ` �_�� 330 I I I I I 260 moo I III o I / \ 0 goo 320—"— 0 jlll 310—' E�u� \ ///////� /// / / / / / , , —/� �/ //// IIII/./'ll/ / / / / o 31 OUTLET B l- A/ / /04 ��1 CULVERT 3 r3O I ,2 316 i/// 300�PHASE 5�// INSTALL EROSION CONTROL 33A 33 / / \ — / \ \� \_ CELL 1 \ C605 C605 ego j/� MATTING AT 3H:1V PERIMETER SLOPES (TYP.) / / / 0 PERIMETER DITCH 5 28 29 _ / — \ \ \ \— / /j / 3 /� /�� i--- PCELL 1 /i// / /// /i//�/ i%�/ iii i jj/ �/ I % C604 C604 00 / EXISTING / / / / �y /// /// / 1, PERIMETER ROAD 14 90 \------- p i� / , // / / // �300 PHASE PERIMETER DITCH 3 / I — \ \ \ ( \ I / / / / // //�/ / // % \ / (/ / /�/// / / /// o C604 C604 </I It \ 0 300 \ \ \ \ \ INSTALL EROSION CONTROL 33A 33 \\ \ \ \ \ \ \\ \ \ \ \ \ \ \ \ MATTING AT 3H:1V C605 C605 \ \ \ \ C \\\ ��_ '\� �� PERIMETER SLOPES (TYP.) \\(\\\\ \ \ \ \\ \ \\ \ \ \ \ \ \ \ \ \CULVERT 2 30 \ \\ \\\ \ \ \\ \ \ \ \ \\ \ \ o \ \ PERIMETER DITCH 4 \ \ \ \ C604 C604 — C604 0 3jo \ \�� \ \\ \\ \\\ \\\\\ \� \\ \ \\\ 28 29 PERIMETER DITCH 1 OUT A 31 \ \ \\ \ \ \ \ \ \ \ \ \ \ \ PERIMETER DITCH 2 28 29 \ \\ \\\ \ \ \ \ \ \ \ \\\\ \ \\ \ \\\\ \ \ \ \ \ \ \\ \ \\ I C604 C604 C604 \ \\\ \\\ \ \ \ \\ \ \ \ \ \ \ \ \ \\\ \ \\\ \\\\\ \ \ \ \\ \\ \\ \\ \ \ \ \ I C604 C604 \ \ \ \ \\ \ \ \ \ \ 1 \ \ \\\ \\\\ \ \ \ \ \ \\ \\ \ \ \\ \ \\ \ \ \ \ \\ \ \ I I I --- 2\ \ \\ I \ \ \\ \ \\\ \ \ \\ \\ \\\ \\ \ \\ \ \ \\ \ \ \ \ \ 5 -- � \ \ \ I I I I \ � _ �// CULVERT 1 30 \ \ \\ \ \ \ \ \ \ \ \ \\ \ 11\I I I I I 1 \ C604 \\\\\\ \\\ \ \ \\\ \ \\ \\ \ \ EXISTING ACCESS ROAD \ \ \ \ \ \ \ \ \\ \\\ 290� 290 \\\ \\ 3 \ \\ \\\ \ \ \ \ \ \ \ \ \ \ \ — \�\ \\\ \\ \\ \ \ \ \ \\\ \ > \ / \ \ 1 \ \ o —_—_ --- ------—`—� —\J\\ \�\���-- OUTLET C \ \ _ BASIN 15 -"\\ �\ ��\ \\ �✓ \ \ —-- 23 — \� 23 EMERGENCY SPILLWAY \ \ \\\\ \ \ \ \ \ \ \\\\ a REFERENCE 3 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED AT 2-FT CONTOUR INTERVALS BY GPI JOB NO. 18-006 ; DATE OF AERIAL PHOTOGRAPHY JANUARY 15, 2018. 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED \ \ N, FROM INC DOT GIS. \ /�--�� ��—` —_--/ // .f / ''1 \ \ \\ \ \ \\ 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: N 3710644500J, 3710644600J, 3710645500J, 3710645600J. a 6 5 4 3 rI / I'I 7 0 / // 1 2 TOP OF CLAY LAYER �`� \ \� --- -76 IN / / / // I (// C600 C600 (BASE LINER SYSTEM) Ill LSJ I j\ 1 11 % j I / < r / / // / / 4I --joo— 7-7 ,-PHASE 5_ •,moo\\\ \ \ \\ \�� _--- -CELL 4 OD 2 LEGEND — — PROPERTY LINE — 300' PROPERTY BUFFER EXISTING STREAMS 50' STREAM BUFFER — —300-- EXISTING MAJOR CONTOUR EXISTING MINOR CONTOURcr p FM EXISTING LEACHATE FORCEMAIN O L) — 100-YEAR FLOODPLAIN BUFFER LU o cc a - PHASE LIMIT/EDGE OF LINER Z co 300 MAJOR CONTOUR N o MINOR CONTOUR > W PERIMETER ROAD —► PERIMETER DITCH Z Z 0 0 INTERCELL LIMIT K K ST CULVERT co co ® RIPRAP APRON w N w F s N o N a NOTES O N 1. CONTOURS SHOWN AS TOP OF CLAY LINER INSIDE THE CELL AREA. PROTECTIVE (OPERATIONAL) COVER GEOCOMPOSITE N DRAINAGE LAYER CONTOURS THIS PLAN LINER CLAY LINER // / / N LINER SYSTEM DRAWING KEY U � T N co � N Z M 0 1 U co E a � a U irl in M 1 > ��yyy � Q N 0 a 0) L g TJ PIP IP a a� _y w U 0 0 rn r U � Z a WQZ ch � J Za�Q =00 O' = V J C�LLz� a�0 z aJ�z Q Lu _ZaZ_ � � w O WVLuC.) a o 0�0 z cn m Z Q Q Q U 2 m ul N m U Z A c% NORTH CAROLINA Q a � W Z _ J J m o m 0 U � N c SCALE IN FEET BOARD OF EXAMINERS V !I FOR ENGINEERS AND 0 100 20o LL W r SURVEYORS LICENSE O NO. C-3035 a0` W CArl O�E�IS81p �.�,�''• _j °z In?4 0 U 0 SEAL s s 939114 r w 0 o o 0- CC a 1a DRAWING NO.: C303 • C• �� BEFORE YOU DIGI �'�.�"��•�,�1j���Q''���.` CALL 1-800-632-4949 �'��; Y�'i . • • �J� �`�� N.C. ONE —CALL CENTER, IT'S THE LAWI 3/17/2023 I G 5 4 3 2 / 00 60 280 NORTH �,/�\/�!/;'�;�!%\ 2� 31 OUTLET A \ ` \ / --= /� N p C604 cr h� PERIMETER DITCH 14 28 29 \ LU o C604 C60A - �A C604 1 28 29 PERIMETER DITCH 16 Z cr �° 30 CULVERT 7\ a ` \ INSTALL EROSION CONTROL 33 �� �,�'/�/�j��/ / ��\ I I —� ✓\\ \ 0 co Lu `,v \\ pr MATTING AT 3H:1V / i / C605 PERIMETER DITCH 13 28 29 / I PERIMETER SLOPES (TYP.) %,/I I / '// �o ��\ I \ /�� \ \\ `\�\ \ 0 0 C604 C604 �/ / / \ �\ I \ \ \ `\ / / �� / Z Z 00 CULVERT 6 30 \� \\\\\\ �I j /' //�/ N I \ �\ PHASE 4 I I\ \ \ \ I I �s°� i K K r r C604 , \ co co I l I I I l l/j/ / / �� I I I \ CELL 2 I I \ \ \ I _ \ \\\\ 1 I I I / / / / 0�0 ' 1 I I I� \ I \ \ \ \ \I / / / 28 29 PERIMETER OUTLET B 31 _ _ _ 2s0 \ \ \ I I l / ti 3 I I I I I \ \ \ \ /i l / / ^`� - — I I / / oo �� I I I p / C604 C604 M \ \� / III /////, I I I / \`\ l \ \ \ \ W o C604 N I I I I I I \0 \ \ \ a N - i-C OUTLET D 31 �'/ / I \ \ \ / � �`\\ BASIN 12 23 -5��/ �� \ I 280 \ \ \ \ C603 290 F /// PERIMETER CH /2 /28 29 604 C60' / / LEACHATE 48 FORCEMAIN C70 TRENCH LINER SYSTEM 3 `Jo w PHASE 4 CELL 3 tou ANCHOR TRENCH C60O v�.. 00 v�v �° / PERIMETER DITCH ill 28 Y 29 /// / ^o ��1 1 CELL DIVIDER BERM E 1 1 C60 \�\ LEACHATE 38 i III I / CLEANOUT (TYP.) C700 I i i (III 1 1 / I I oo �;,3h 1 LEACHATE 41 `1 RISER (TYP.) C70 3 2p PREVIOUSLY PERMITTED PHASE 3 VV CULVERT 5 30 /XoUTLET B 31 C604 ti°'o °'o ° o /io o \ \\�\\\ In / / / l is PERIMETER 28 29 DITCH 9 � co \ � Z ti m N 1 1 U coo LEGEND \ U an E - - PROPERTY LINE 11 d Lm a — 300' PROPERTY BUFFER \ N c) o EXISTING STREAMS 1 .� c) - — 50' STREAM BUFFER co) � N EXISTING MAJOR CONTOUR p EXISTING MINOR CONTOUR a U) FM— EXISTING LEACHATE FORCEMAIN = a 100-YEAR FLOODPLAIN W�y U - PHASE LIMIT/EDGE OF LINER 300 MAJOR CONTOUR �� r MINOR CONTOUR PERIMETER ROAD —► PERIMETER DITCH INTERCELL LIMIT (� Z ST CULVERT Ln Q ® RIPRAP APRON Lu Z Z_ ------------- OPERATIONAL BERM J j E) LEACHATE COLLECTION PIPE AND CLEANOUT = Oo� / �///�/PERIMETER /// PHASE 4 LEACHATE SUMP AND RISERO' 28 29 //CELL 4�4./ 310 LEACHATE FORCEMAIN DITCH 10 1 '\\\ ? / / ~ I/I/ / �� j C604 C604 0 �9�i,1, /,NOTES / PERIMETER DITCH 8 28 29O1. CONTOURS SHOWN AS TOP OF PROTECTIVE COVER INSIDE THE CELL L.LV/1 \ �/ / AREA. SLOPES DEPICTED NUMERICALLY ARE PROVIDED ONLY FOR J INSTALL EROSION CONTROL 33 �� C6m C604 ��o ,/ /� / a Z O O REFERENCE. MATTING AT 3H:1V C605 \\\\�\�` \ \' \ \ \ _ / �_ _ \ \ \ \ / _ �/ - - - j! 2. LEACHATE PIPE SLOPES VARY DEPENDING ON LINER CONTOURS. a J Z Z PERIMETER SLOPES (TYP.) , \\\\\\ \\ \ \\ \ ° / _ N �� \\ 8"0 SDR-11HDPE Q W 3. ALL LEACHATE PIPING UPSTREAM OF SUMP TO BE PERFORATED. 300 \ \ \ I /// %i -/ ,J �/ TYPICAL EACHATE PIPE ---- .CULVERT 4 30 26° / o \\ \�_ <\ _ //// �� _ _- //�//.!/i/i/ _ C604 / �o Epp \\ \ I —'�� ,� \ / --- \\ coNTouRs W // \ `�� ) THIS PLAN = J // UT ETA 31 �1 0 / 35 // / w %� / \ �// / //�� \�!�� \ PROTECTIVE (OPERATIONAL) COVER Lu O O / /� / / ` \ / LEACHATE COLLECTION � _ �� / / � / �7 a VLu w / / C700 / PIPE (TYP.) ///�/ I I / \\� / // / \ \ I / / �/ / 0 // i/ (� III �v / (l \ \ \�_� GEOCOMPOSITE Z %'� �/ I IIII/ I `�\ I \ ( DRAINAGE LAYER Z N OPERATIONAL BERM (TYP.) �'\(\ O 1= O W C/) HDPE LINER / m Z ti3jv �- J c� Q Q I \\ \ N 1 a PERIMETER DITCH 7 28 29 AND RISER (TYP.) /,/ I ` o/ �j l���r / \'���� J ��\ /%/�� l Ir� \ r� / / a / \ //// \,/ � t \��1 \IPHASE 4l /// / -1 / / / `\\\ \\\I` / \ _-_ \ / C604 C604 �111 II_ �V' CELL 5� /// , V��� A -/ I\`\I l\\AVA \ \ — — — — — — // 310//i — T (�.'�/ j o//i j/ EIXIIIIS117, 7\N. \G J✓ PHASE 2 \ \ \ \ \ ----�—�__--!--- CA — _ \ \ _ __— /' O wCELL LINER SYSTEM y 290 C60 TIE-INATCH HEET h LWAY o \ \ \ \ C305 F 70 MATCHLINE SEE SHEET C305 FOR CONTINUATION �r-�= �-�— —' � �� �� � � — � �— _ �� 77 _— ---- �-- a REFERENCE \ /// �\ /—I //i/ PHASE 5 32o a 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED \\ \ \ \\ 1 w / CELL 2 o AT 2- 7 CONTOUR INTERVALS BY GPI JOB NO. 18-006 ; DATE OF AERIAL ��� /// \ \� o I I //// \ I I IIII IIII \ I IIII / // 3�0, PHOTOGRAPHY JANUARY 15, 2018. ( ) IIIII I I I I I A 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED -// \ \ \ N FROM NC DOT GIS. - /,/ 1 1 \ \\\ \ / \_ /x 9 �,V N I C CELL LINER SYSTEM 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. //// \\\\ \\\ \ ` \ \ //// F O I I TIE-IN ( �// w III I I C60 1` / N 4 10J�0I, OODMP NUMBERS: I1\\! I IllII 111111I�II II 1 1 I \ \\ (��__-- \ I \ \\\ 3710644500J, 37106400J3710645500J0645OO\\\AMI 8 6 4 3 1 G = m co m v z � n W a. Im LINER SYSTEM DRAWING KEY Lu O m B U m o Lu Y Lu / c U NORTH CAROLINA BOARD OF EXAMINERS () 0° c SCALE IN FEET FOR ENGINEERS AND H it SURVEYORS LICENSE uj m r 0 100 zoo NO. C-3035 W w U LL w �%111111101,f O � Of�981p 0 uj °z o Q U U > SEAL s o a 939114 r ¢ o ¢ o C• DRAWING NO.: BEFORE YOU EA01 '�.�"���•,,�1j���Q''��.` CALL 1-800-632-4949 Y�i •� �J�•`�� C304 N.C. ONE -CALL CENTER,®!' IT'S THE LAWI 3/17/2023 8 7 4 3 2 &A LEGEND 290 PROPERTY LINE 'MgTCHLINE 300' PROPERTY BUFFERSHEET04FORCON723 EMERGEXISTING STREAMSTIO ia/ 0///// NUA 60 l / l l l / / / / ��'/ i p \ \ I l I I I I I /�I I ��`1'� =-\ /// //MATCHLINE %� 50' STREAM BUFFER / �. \ 1 � — \ � SEE SHEET NO RT H / / /,/ 1s \ \ \ \ y I� i I I / // / = - - , o C304 FOR /// IIIII `37p I o _ _`\ /// � � \\ -- 110 � — CONTINUATION \ / ! /� �— --— EXISTING MAJOR CONTOUR _—_— EXISTING MINOR CONTOUR OUTLET D 31 / / / //�/// I I/Mo / / / // /� �' //� �`c // / \---- / I ------ //�/ ,� I �, I I /I( / / — _ F EXISTING LEACHATE FORCEMAIN / 1 I � I Illy o III /I I II II I I (\I \i(\PHASE 5 II ( i 6/ __-32o- 100-YEAR FLOODPLAIN CELL 2 PHASE LIMIT/EDGE OF LINER \ \\,o �I J/nI\/II //BASN 13 2°1 /, ) / II II ` IIIIIII� (\I 1I1 1 II IIIIIIIIII,IIIII\(I(\(1 (I I1 1I1 11I11I11I1I?I(�(I\i�l,l% 30 Q MAJOR CONTOUR 60\v�v \ \ _ ___ -- iII(I MINOR CONTOUR>\rlti s ////, '/// 2//o LA 9 CELL LINER SYSTEM// //,p PERIMETER ROAD Ill I I I I IIII I\ ,1 I 1 1I1III\1I � \ \l \1 \I \\ IINSTALL EROSION CONTROL 33A 3-\\o \I \ \ PERIMETER DITCHCAMATTING AT 3H:1V 05G 60It\ PERIMETER SLOPES (TYP.) I'////�/I �// / /// �JII \' 4 4 --/�//���// �//�'/—%J //� \J♦\ ,\\�\\ \ \j\\ \\ \�\ �\ \ \ /•/ /0/////// //// / / l I \ \\ \\'" // / // / // //, / �\ /\i// / / /// / // ///` // \\/ / -� \ \/ I IlI I I II 1I I I I1 \I\ l�11 \I\ Il I IXII\SI TIINI GII\\\ \ \ \ \\ \\ \ \ \` ST INTERCELL LIMIT PHASE 2\ II I II\\\\\\PERIMETER DITCH 6 28 29 \ CULVERT / PHASE 5 4I\ \\�// Y`31OUTLET D 6060RIPRAP APRONf CELL 3C6023 EMERGENCY SPILLWAYi" �\♦\\r ' /// I� / / / // / /// � / \ ) I II I ------------= OPERATIONAL BERM=---------- CO3 PHASE 5 8n0 SDR-11�CELL 5 HDPE LEACHATE PIPE \\\ LEACHATE COLLECTION PIPE AND CLEANOUT TYPICAL LEACHATE SUMP AND RISER wo \\ \\\ \ \\\\\ ♦\ / / I /-1 / \ / I �\ \ \ \\\\\\\\\\\\\\ \ -FAA LEACHATE FORCEMAIN \♦\ / I //// \X�\ LEACHATE FORCEMAIN 48 �� / / / / / o \♦\ \ / / 35 \ �� a, LEACHATE COLLECTION \ \ \\\ \\ TRENCH C70 __ \♦�\\ Jib /' I Il l N \��\\\ /// C700 PIPE (TYP.) \\\ \ \�\ \\ NOTES 310 / /I// '—/ j \�� o \ 1 \ �) / 1. CONTOURS SHOWN AS TOP OF PROTECTIVE COVER INSIDE THE CELL --i , ��� I y I 1 1 / /l AREA. SLOPES DEPICTED NUMERICALLY ARE PROVIDED ONLY FOR '� I I I I 1 I I I I / // / REFERENCE. 26°`2. LEACHATE PIPE SLOPES VARY DEPENDING ON LINER CONTOURS. LEACHATE � 0 C700 COLLECTION SUMP \�\ /// \ // \��(� f ����� 1�♦ / \X I l / ll� l l I I 3. ALL LEACHATE PIPING UPSTREAM OF SUMP TO BE PERFORATED. / II LEAC280 HATE CLEANOUT 38 AND RISER (TYP.) �(TYP ) C700 \\\ 1 2 TOP OF PROTECTIVE COVER LAYER C600 C(BAS'E\`\LINER SYSTEM) J\III CONTOURS S PLAN LEACHATE RISER (TYP.) N / / i\ I I — �\ \ \ ;//� ✓�20 \ M l ll I/ II/ll/ / //// (C70 PROTECTIVE (OPERATIONAL) COVER �\Iv04 \Jr\. I �� , \♦\�\ �/ / // / / I (/ /J I I lII / I I / I I/ I/ I//lI lI� 1l l I /l ///l l GEOCOMPOSITE I- 1 s— - -7- / //Il1IIII/ l /lDRAINAGE LAYER o_3oo320/ ll 5_ CELL 4 � \♦ -� // / 1 IIIIII IIII I / I Il / / // / HDPE LINER. / `- � \ y ____ / � \ ,� // \♦\ ♦\ ,/ � I I % / 1 I ll I j II I j I I I I I j I I l l // /// // // // // /// /� N I I \ \ \ - / / // / \� / / / / // / �! / \\♦\ / /� \ I II I \♦\♦ )23 320 \♦\\♦\ // I IIIIII/ I / �I//� OUTLET B 31 0 / / / // \�\ / / / / // / ♦\ — , /� /r� �/ \�_�_/ /i// \♦ \ -�/ / / , I I /�/ / /o., / / / //\\/\\/\ / / /\\/\\/\\/\\ C604 / / / / / i— /' \ l/l \ \ / \♦� \ / / / ///J/ //I/ //�/ ///'j�/ / .//\//\//\ SUBGRADE CULVERT 2 30 I \�\ o /DER\\ / / I Ij // / /// / \♦\ // // �// / / / / / /// / / / /\/\/\/\/\/ CELL DIVIDER M / //,"�/ // / / I I / ) 10 OPERATIONAL \♦X// \ I //C60BERM (TYP.)/////♦\ i/ j i // / /// / // ( J / > \�\ / \ l ♦\ LINER SYSTEM DRAWING KEY INSTALL EROSION CONTROL 33A 33 I / / / �/ \ I� /// / / / \♦\ MATTING AT 3H:1V A\ � —/ � � l /1 / \♦\ � \�\\i//// // /�, / / o / \♦\ / /j / /// /j jj/j�// j///�/ // / PERIMETER SLOPES TYP. C605 C605 / A\ , \♦\\ � � �, / // / \♦\ \'� // /"' / / / N //,/ � \♦\ 1 / ( \ \♦ \ �-PHASE 5 / / I \ ♦ \\ \ / \♦ / / / /// /�i /�i /i /i / ` / i / / / ♦ � � j CELL 1 HDPE DEACHATE PIPE TYPICAL p 500 /� / / \ ♦ --- / / % \♦\ \ \ \ \ \ 310 -i / PERIMETER DITCH 5 28 29 (O \ \ x � ♦\\ �i / / \ \ - PHASE 4 CELL 1 / \ \ /� \\ \\ \� \. \ —�i \♦ \ ,� / i — _ \♦\ C604 C604 S / \♦ / \ / //� � 300 0" a C \ \ \ \ \ \ EXISTING // / \ \\ / / / ♦ / / i \ \♦�\ /// /// �i/ / �� / / / // / / / / / IIIII I_� / // 1/ /X/ PERIMETER ROAD 14 9p /i/ ♦ // / / // �300 \♦\ I / / ii/ �/ l �/ 1 / /// �� ///i�PHASE 1 � / / / � \♦\ I l / / //X \ Lei/r / // / // � / � -� / \ 28 29 PERIMETER DITCH 3 \ / \♦Y I \ ` / / // // / / / / / / C604 C604 � �, + \♦♦\ ''1[ I I --� �"`-� \\\\\ \ \ I I \\ \\ \\\ \\ \ \ ( I I I \ \ \ \ \ \ I \\♦\ /-� \ \ 300 INSTALL EROSION CONTROL 33A 33 MATTING AT 3H:1V "� / / \♦\\\ \\ \\\\ \ \ \\(\ \ \ \ \ \ \ \ C PERIMETER SLOPES (TYP.) C605 C605 ` // / / \♦\\ J o \ \\\\\\\ \\\\\\ \\ \\\ \ \ \\ \ \ \� \\ \� \\ \\ \ \ \ \ \ \ \ \ _ \ CULVERT 2 30 // \♦; yl \ \\ \\\\\\\\\ \\\ \\\\ \\ \ \\ \ \\\ \ \\ \\ \ I r \ PERIMETER DITCH 4 28 29 i \♦\ ) \ \\ \\ \\\ \ \ \ \ \ \ \\\ \ \\ \ \ \ \ \ \ \ C604 3po 3jo - \\♦\\ \ \ \\\ \\ \\\ \ \ \ \ 28 29 PERIMETER DITCH 1 \ \ \ \ \\ \\\\\ \\\ \ \ \\\ \ \ \ \\ \ \ \ \ \ \\ \ \ \ \ \ \ \\ \\\\ \ \\ \\ \ \ \\ \ \ \\ \\ \\ OUTLET A 31 PERIMETER DITCH 2 28 29 C604 C604C604 C604 \� \\ \\\\\\ \\\\\\ \\ \ \\\\�\ \\\ \ \\\\ \\\ \\ \ \ V\O _ CULVERT 1 30 \♦�\\ \ \\� �\\\\\ \�\x \EXISTING ACCESS ROAD 29p� 29p 3 \♦��♦\ o \\ \ \\\\\\\\\ 260� J \14 L) LU o ILL a Z °C O 0 Lu w N o W m 0 Lu 0 0 U U Z Z 0 0 2 m m U)U) W M w O O F N N < Q N N o O N U I� ti (02 � N co N Z 1-1 M O O m N 1 U 0) E a a \mayy U 1 irl in > O ��yyy Q � N "111111��/�" a � rTJ IP L a _y w a� U O 0 rn r U � Z a Waz 00 J za �a LL 0 � = V J V Z a z�0 aJ�z Q W _ Z a Z = W 0 WVwC� a o Z 0 0 1= m z a Q Q U 2 U m Z N m c% M I G o — — --- ------_—�/ `—� J�\\�\� OUTLET D a \ m B B \\ \� -------- — _ OUTLET A 31 ,`� \ \\ W r o -=_280- C604 _ \ \ Z Y o \ \`--- ( // /� // //-�,_�✓ \ \\\\_ /� BASIN 15 23 C603 REFE�ENCE �.,1_ / /� �\ \ � / /� \�---- / ��\�\\ �� 23 EMERGENCY SPILLWAY' t 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED a AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL a PHOTOGRAPHY JANUARY 15, 2018. °0 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED \ �� \ \. / ' / �` —) \ \ \ ( p0 FROM NC DOT GIS.\\ \ \ \ / / `O A 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8 2016. 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: 3710644500J, 3710644600J, 3710645500J, 3710645600J. �� /�-- — — — — / N a 8 7 6 5 4 Rio 3 U ouj c c NORTH CAROLINA Lu SCALE IN FEET BOARD OF EXAMINERS !I FOR ENGINEERS AND T 0 100 20o SURVEYORS LICENSE IU H W NO. C-3035 00 0 ,%111111101// P�1'I CArj CL m a ?4 O�E�IS81p �.�,''• _j °z o Q U U > SEAL s s 939114 r o o o a < DRAWING NO.: C305 C• �� BEFORE YOU OICI �'�.�"��•, ��Q''��9j CALL 1-800-632-4949 ,.+••� �J�•��' I91 '1®!' ' N.C. 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EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED 1 / / / i \ ---� EXISTING RAILROAD \\ j (/ O \ \ / r Il i� / / S \ \� \\\\ \\�J ( ��_// 1- °o AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL ) II( / / /t " ,\ - �� ----� �\\-- \\\\ / //i� I 40 `\� \ / \\\ j(IIIIIII / 1 // l / r-�/ \ \\ \\\ r J \ \\ 1 / e zs PHOTOGRAPHY JANUARY 15, 2018. \ l I ---- I \ I - \ \ \ \ O o � \ I / / / \ ' \\ \ \ —J� \ i _��--�`i == / // - \ I / 1 \ I \ \ I \ \\ Ill/( \I IIII 1 ) / \ \ \ - //) I � / - --- A 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED 1 / / \ I \ \ \ \�\" r'-- 1�) \ ( \ \ \ II '1 ' IIIII 1 / "/ / / I / \ \ \ \ 1 ` �/ / -, i"�/� -\ l / / - �� J) j1\ \_, 1�I\ I_ 11111��� � % I I 1 \\ \ �� - -_1 \ I l_I ( c- N FROM NC DOT GIS. / / l /' � '/ \\ \ \ / / /\/ \ \ \ < �j`7' .L_ \ v - � i! I / �- 1 / / I 1 \ _ \\, \ \ \` ( "\� / / - /\ \ \\ \ �_- _ - \ _ 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. -\ 1 \ l / __� l / \ \ \ �� \ \ ��� 1 / 11\\\\/ / =// ' / / ) \ \ N \\ \ �- - � �'c \ 0 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: I 1 1 //'� I \\ /�/ I� f�'_�\ \\- \ \\\\\\\� \�\\ �10j� \ \, /// \\\\\ / ��/���/� 1 / \ \ \ \ 1 1 0 \ \ \ \ \ \ -��"� �\\ (�1( N \\ ��_-� /� \ \ \ \ \ r \� �L `\\\ o\,/%// \ _v `\1\'� IIIII / /j1 J1 InI l \/� % I l hI) l I / I l \1 \j l��\ \\� \��\���) 3710644500J, 3710644600J, 3710645500J, 3710645600J. \ �- \ 1 p \ / / / I / / a 8 6 5 4 1 3 NORTH CAROLINA BOARD OF EXAMINERS SCALE IN FEET FOR ENGINEERS AND SURVEYORS LICENSE 0 200 400 NO. 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LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED A FROM NC DOT GIs.\ 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. \ \ f \ \ \ \ \ \ \ \\ \ 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: \ \ \ \ \ \ 0 3710644500J, 3710644600J, 3710645500J, 3710645600J. \ \) \ \ `` "- �i\' ( d _" �r�� J \\ ���-- ✓ \ III 11 '1 III � � � 1 \ll \ \ \\ ,-_ � // / I // / %`\ 1 � � // / \ 7 6 5 4 3 NORTH CAROLINA BOARD OF EXAMINERS SCALE IN FEET FOR ENGINEERS AND SURVEYORS LICENSE 0 200 400 NO. C-3035 BEFORE YOU DIGI CALL 1-800-632-4949 N.C. 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I \/ p�\\�h-��� NOTES PHASE 3 ( 2r� 1. THE FINAL COVER SYSTEM WILL BE INSTALLED IN INCREMENTS AS / \ DICTATED BY FIELD CONDITIONS, AND HAVING SUFFICIENT CONTIGUOUS I / �2�0 I \/// �// I �� \ 1 \ \ \\ AREAS TO CLOSE THAT PROVIDE LOGICAL CAPPING SEGMENTS AND j/` ` \ `� �I 1� � I \ TEMPORARY TERMINATION LOCATIONS. ) \ 2. SLOPES DEPICTED NUMERICALLY ARE PROVIDED ONLY FOR REFERENCE. II�Ilnl�llf 1 I 3. REFER TO DRAWINGS C502-0503 FOR LANDFILL OPERATION PLANS. 4. REFER TO THE LANDFILL GAS MASTER PLAN IN APPENDIX F FOR THE (CAP SYSTEM) C600 C600 LANDFILL GAS SYSTEM PLAN. / 5. REFER TO DRAWING C501 FOR THE STORMWATER DRAINAGE PLAN. 6" FLANGED CAP- / / / /// I / » o /r > / 6 SDR 11 HDPE PIPE - IT LANDFILL GAS WELL TYPICAL BASIN 13 MOUND BACKFILL MATERIALS AROUND FINISHED WELL EXISTING PHASE 2 � J -\) I ► � /l/ /� \ � IIII/. \ � I / \ \ /�% EXISTING GRADE J�/- � COMPACTED CLAY CAP- / / t j/_j(-/ �\ / I '` � I / � C BENTONITE PLUG - '%� (TYP.) L4 U' ,w N O o -- .P�w�' Jrnu'0000 IIINI \�. 0 I to SOIL BACKFILL- /' I I N o 0 0 0 0 0 I Iiicv \ 3so o-�Woo�� \ �I II IIII' �\1� �I I�/ �/� /� �( 0 0 0 0 1 � lII I \ / I / /\J \ 6"0 HDPE SDR 1 1- l30r'SOLID PIPE �lllf I \IIII U, I\ �\ \\\� =) cr BENTONITE PLUG - /�01 sop MIN _ /,� / �� _ 1 \\, \ \ \ \ I \I\ / / \ / �1% // /� �J/ /"\J I SOIL BACKFILL- / r// » \ \ BASIN 14i1II I�I �/\- s6 \ I\\ \ \ 1 1 1 TO 2 DIAMETER WASHED STONE- 26° N °° _ %/= o ) !f / I % II I I \ I\ \1\� I� \- I//// // z 2_70\��\ i /OV, \ 6 HDPE, SDR 11 PERFORATED PIPE- \ IIIII 1 PHASE » - I 1/2 DIAMETER HOLE SPACED 90' AROUND / ) I I\ 11 / / /% THE CIRCUMFERENCE OF THE PIPE, AND 3" ON sso ; \�1 IIIIIII\\11 �� / �/ � /%/ 111 / /�/ CENTER ALONG THE PIPE. STAGGER ADJACENT / IIIIIIII / / / / ROWS OF PERFORATION ALONG THE PIPE. 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VARIES V-0" MIN. 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EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED - \\ \\ J (� \ \ \- // \ J ( / ('/(II I I �� 1 / // l f / i \\\\\\\ �/ J\\ �\ \ \ \\ f' 1 o AT 2-FT CONTOUR INTERVALS BY INDEPENDENT MAPPING CONSULTANTS (IMCJ \\ \ \\ \ e-^JJ \ °o JOB NO. 16030); DATE OF AERIAL PHOTOGRAPHY FEBRUARY 27, 2016. �) ) 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED / -�// j- ` / / / � FROM NC DOT GIS. i 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. -- \\--� /�/ ///���I \ \II III I \_� �-� II \ III I I 1 I I�II // (I/ I`I ��-_ I \� \\�\ _--_ - _/�✓ \1�J-�\ �\_ \ � �\ \\ \\��� \ \\�\\\��\� � � �o� _\\\J\\\ \r/ y'�0I% _\ ���)�\ �1 �i//'-�� -/. /// / /C � � 1\\ II\II\III�III /�/ �/ � (/ //��i�,/ _- J.�\ /� � \ l 1 I�(I /\ /-��1\ J \ \ /\ ) l\/\ \ \ \ /)\( 1I 0( \1 \I I \\\ �\/ ) \I\_I \\ \- BEFORE YOU SIC! 800-632 4949 3710644500J, 3710644600J, 3710645500J, 3710645600J. � --__N.C. ONE -CALL CENTER IT'S THE LAW1 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: \ CALL 1 �11411111f1i� ?�Po GArjo s� SEAL ' s 939114 1a E. / 111 Ily4� 3/17/2023 0 cc U LLJ 0 LL Z O cn cn w N LJ Lu 0 0 Lu U U Z z 00 m m co � I U) w o 0 F N N Q N ❑ N O O r N 1�VI ^ ^ T N co � N CIS Z 1+1 0) M O � O � O N 1 100 x o PL .� L U \ i�lq N M L) � 0 N � o � � t W E a _y U p O O r U L0 Z Q W Z Z Q00 _j J Zaacr. O �Q _JJ6. U�z� zo0 LL. Q�W F_ Z � Z = WVwU W O a o Z 0�C0 cn m Z a Q Q U 2 m r m U Z � w (o a J m a mo w cc 3: w LLI Cc _ > 0 U 0 o V c N o N u J � Lu T Q W Z 2 LL o o m Z p UF w C/) w O 0 IL 0 0 [L Q DRAWING NO.: C500 G 7 6 5 4 3 7 l.9 4 F a 60 \p�.�/�� BASIN 11 23 \ \ LEGEND PROPERTY LINE 50J , I I � \ I 300' PROPERTY BUFFER �e tj dbr II II 1 EXISTING STREAMS N-1-z", A 35 50' STREAMS BUFFER SKIMMER BASIN 10 )�� \�11\1111 / J \\\ \ °\"/ C605 EXISTING WETLANDS NORTH %%�\\\ \�I, L1,1I, \� \ \ \ I \ 1 I I �� r, a \ I I 1 \ 50' WETLANDS BUFFER \\ ( 23 s I 1 BASIN 10 0 \ 1 / I \ 1\\\ -300- EXISTING MAJOR CONTOUR 2603 EXISTING MINOR CONTOUR H E PERIMET R 22 17 \\ 2�0 260-L ��_[! / J I \ \l \ \ \ \ � � � 100-YEAR FLOODPLAIN BUFFER , \ / iCHANNEL INTERSECTION' 60 60 `280 �2 CC60 2)° \ 1 PHASE LIMIT/EDGE OF LINER N a, / J I \ I \\ \ 300 MAJOR CONTOUR i iPERIMETER DITCH 14 28 29 �j 30 CULVERT 7 28 29 PERIMETER DITCH 15 �260 / / I O / / \ \ I \ 604 C604 A ti - / PERIMETER ROAD 14 C604 I i C604 C604 / �\ /�/ // ✓ / \ MINOR CONTOUR PERIMETER ROAD \ PERIMETER DITCH 13 27 J CULVERT 6 30 1��1 (((% �,\v p' C604 110 ��° 26. 28 29 PERIMETER DITCH 15 -�� �// // / // j /// / ------ ------ PERIMETER DITCH -� BASIN 12 23 C604 - -_t111)1,//T/�i ��Q 0 ^� ° C604 C604 I jai /�j �,i /�/ / DOWNCHUTE \ / 2S C603-6�� ST CULVERT RIPRAP APRON TACK -ON DITCH 21 DOWNCHUTE J I \� 1 / I- NOTES PERIMETER DITCH 12 28 29 0 / I ( �� / 1 ���� l Q\\ 1. CONTOURS SHOWN AS SUBGRADE INSIDE THE CELL AREA AND 4 C604 / \\� i`l )) / l� J / PERIMETER GRADING OUTSIDE THE CELL AREA. SLOPES DEPICTED C60 NUMERICALLY ARE PROVIDED ONLY FOR REFERENCE. / \\ PERIMETER DITCH 11 28 29 0 /� /�� - i� ' % ,/I II\\ \\ 2. SILT GAGE SHALL BE INSTALLED UPON SEDIMENT POND ^\ 1 \ \ C604 C604 Z0% �� / No � � � i 1") CONSTRUCTION. l" G 2 3. RIPRAP OUTLET PROTECTION SHALL BE PLACED AT THE OUTLET OF / \�) \� / \ \ � THE PERIMETER DITCHES IMMEDIATELY AFTER THE INSTALLATIONS OF \ �; THE DITCHES. �� 4. CHECK DAMS SHALL BE INSTALLED AS THE DITCHES ARE 20 1� \ / \\� ( ,� CONSTRUCTED. TACK -ON SWALE ( / �/ �\ \�� -- \ 30 '////� `� C60 //ii.25 \\\>\ \\����� \\_ �3 ' 5. SEDIMENT BASIN 10, CULVERT 7, AND PERIMETER DITCHES 14 & CULVERT 5 C604 6p�/300 15 AND ACCESS ROAD SHALL BE CONSTRUCTED WITH PHASE 4 - i ` Ili I �r �\ \1 \\ \\ CELL 1 CONSTRUCTION. 6. SEDIMENT BASIN 12, CULVERT 6, PERIMETER DITCHES 12 AND 13 PERIMETER DITCH 9 28 29 / o I /�� \I L� 1� / I\-� AND PORTIONS OF THE ACCESS ROAD SHALL BE CONSTRUCTED WITH PHASE 4 - CELL 2 CONSTRUCTION. PERIMETER DITCH 10 28 29 N , I I \ Il1(\ 7. SEDIMENT BASIN 13, CULVERTS 4 & 5, PERIMETER DITCHES 9, 10, i C604 C604 c� IIIIII ( 1 I // & 11 AND PORTIONS OF THE ACCESS ROAD SHALL BE /✓ o II IIICONSTRUCTED WITH PHASE 4 CELL 2. 28 29 / I I I J) / J T / PERIMETER /_ ITCH 8 Ill/ \�L Ak?q�/ ) \ �QI 1 1 I 8. SEDIMENT BASIN 14, CULVERT 3, PERIMETER DITCHES 5, 6 AND /L PORTIONS OF ACCESS ROAD SHALL BE CONSTRUCTED WITH PHASE 5 - CELL 3 & CELL 4 CONSTRUCTION. / CULVERT 4 3O `L� Oj ~\ / I \\\\ ` \\\"%� /�� `///% / / / I 9. THIS DRAWING DEPICTS THE STORMWATER DESIGN DURING FINAL �i 6 0 /o o \ I \�\ \ / \ / / C604 CONDITIONS. 10. DIVERSION CHANNELS, TACK -ON SWALES, CULVERTS, OUTLET PROTECTION, DOWNCHUTES, AND OTHER FEATURES WILL BE PERIMETER DITCH 7 28 29 / y°��o o )/ \ \ lyy�\ \ \\ ,� /1 i ji /� \��I CONSTRUCTED AT THE APPROXIMATE LOCATIONS SHOWN AND/OR AT C604 C604 / -\ \ OTHER LOCATIONS DETERMINED BY ANSON COUNTY LANDFILL. / 0 BASIN 13 23 ti^� �° o J /�J , / \1( IIIJ 1 III \ \ \ k / / / / ^� ,50, ( �)� \ / / / \\\ I / ^ / ) \ \ / `// f//�� 1 1. REFER TO DRAWINGS C600-C605 FOR CONSTRUCTION DETAILS AS 1`1 ��ry,`�jC603 /IJI1� \NOTED ON THESE PLANS. s°o o`ti°'o I / II \ IIII I J I J/fir / / — `�Vj / f j—// Ill yk (< � \ \- /�II111��111//j// 4,�p CA w CA "o TOP OF LANDFILL 6p , w w w N 0 0 TOP OF FINAL COVER 5 - 1 i ✓h �r DITCH -TYPICAL 0 w �'' °' 0 0 o I N ca, PERIMETER DITCH 5 ' (CAP SYSTEM) C600 _ h� f N ' o t° 0 0 0 0 N �� v� A�/ %%�111 C604 C604 1 I I/ h )' f ) 38 cr rn cr o o \ / l / /l�II, 300 0 0 0 0 0 0 0 o I I I \� // l /// j //// Illllli �`� /i / , o y / / I I U' \ / 1111\ \ _= // /. / �o / J l I 1 (o( I I I 1 III zso, l l ✓ \\\ ' / /�/ // TOP OF LANDFILL o DITCH TYPICAL LIZZ � `V I / / //, \ \ \� xx, I III/ �� \ c)/// " JV I-11ju III III \\\ IIIIII cv 6p N oo �i%ij ,\� _Ls _ (5_ i BASIN 14 23 / C603 � J N 1 N o CULVERT 2' 30 0 C604 INSTALL EROSION CONTROL 33A MATTING AT 3H:1 V /\ PERIMETER SLOPES (TYP.) C605/ C60 �; / \\ SILT FENCE 32 290 PERIMETER DITCH 5 28 29 C604 C604 - - i' PERIMETER ROAD 14 �9 28 29 PERIMETER DIT H PERIMETER DITCH 4 28 29 �o 0 - �r C604\ C604\! \ 3 34a \\^ 10 3 �\ / PERIMETER DITCH 2 28 29 3p \\\�\,\ 1 CULVERT 2 30 r, 320 \C604 umC604 i \ \ \ \ CULVERT 30 1 �290 C604 - 3 REFERENCE 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED AT 2—FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL ��� �...���� _�_J/ BASIN 15 23 —\ PHOTOGRAPHY JANUARY 15, 2018. jl \�_/' / j C60��\^\\\ 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED FROM NC DOT GIS. 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016.�. 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: �\\\� \\�-� _-/--� �� 3710644500J, 3710644600J, 3710645500J, 3710645600J. 7 6 28 Y 29 Sss . `ss0 TOP OF LANDFILL DITCH - TYPICAL I \ l im \\\\ \\I 1 1111111111\ I/ / 00� /' IIII I V/ , ,// c� / or I I/ / / I I�r" IIIIIIIII \ // A /V,// �0� // /l( // /J 4W/ 1PI( k\ 111�wl Z' IF It %((/ NORTH CAROLINA ;// ' �N BOARD OF EXAMINERS yz// l ////////JJ I //// ///�� ^�` Q'// - (I \I I / �\ (/ \/ J SCALE IN FEETFOR ENGINEERS AND III �l/ 111 /�� / ////// A//////� //,y0/G/ / / // I I \ I �i�� II\)� — \ SURVEYORS LICENSE QV/ ///l //pq�///�/ I I)I l �ti///�////l//�/ �//%/� j���,/// /---1 > l I 1 1 I 1—/i'/l �( , �/ I �- 0 200 400/ // // l // //�j � �/ / 1 / //. NO. C-3035 / / , ��/ //// /// //� // / / / I / \ � /. - 1{411111f1i/ —��/ ///�/lz/ l /�//� l l/ / l//// //////// ////�� i / \ I 1 \ \1\ 1(( /Illjll / \ I J l �� ��, / // // / / / / / I I 1 Q / CII / /j//�// /i/ //�/// /�/ J, / / �/r///i ,i �\ �� � 1 ( � \ \ I III I 1 ,-- J 111/////i \ �l \ � l (I � ,� a ;. P'�K ..!fQ�i IIII jll/�////j�// //////// // •QQ'•• �lz SEAL ; \ �/, 939114 \ I (//�� /--I� \ I 1 �/ �/ ) /II j\\\��I EEP.•°o,� l/j� \\\\\\\ �j — i—\ \ \ \ I \ '' I CALL 10-800-6 2�4949 �' ,� N.. •, ��: ��\�\ / ��I I I \\ I //��� '• ®�` �\ \1) ( II I�///I ) )/ ✓ N.C. ONE -CALL CENTER J /// ITS THE LAWI� rrl tl+�3/17/2023 5 4 3 0 cc U W 0 CC Z Ir O cn cn w N Lu 0 0 Lu w U U Z Z 0 0 Lu Lu 2 2 cocoU) U) w o 0 F N N Q N ❑ N O O r N V ICI ti TMI � N Z rl 0) M O � O � � O N 1 1 x o LL •u N M (1)) ' M 1 � 0 N � C � t W � a O O 0 rn r . F-4 u U L Z a WZZ a�0 J Zaa°C O �a _JJ6. U�z� azo0 IL a�W -ZaZ_ WVU �.�..� wo O a Z 0cc0 cn Lu 0° cn Z aQa U 2 U m Z r m N co T za. J Lu Q } m Z } m o a ZY 0 U co o Lu o � c N Q m T Lu U M� cc 0 cn _j 0 } m U C/) w w o c� 0 0 IL IL 0 [L Q DRAWING NO.: C501 G 7 BASE AREAS ISIDE SLOPES C� LI 3 G F E DOUBLE -SIDED HEAT -BONDED DRAINAGE GEOCOMPOSITE TRANSMISSIVITY > 5X10-4 mec) WITH 8 OZ/SY NON -WOVEN GEOTEXTILE ON BOTH SIDES. LANDFILL WASTE--/ 3 1 —� SLOPE VARIES (2% MIN.) N 24" PROTECTIVE COVER N j / / // // // // / // // // / �� PROTECTIVE COVER (PERMEABILITY > 1.9X10-4 CM/S) COMPACTED (PERMEABILLITYO<L 1 X 10R7 CM/S) 60 MIL. TEXTURED HDPE PREPARED SUBGRADE, NATURAL GEOMEMBRANE UNDER INORGANIC SOIL OR COMPACTED GEOCOMPOSITE STRUCTURAL FILL SOIL BACKFILL CMPACTED TO 95% OF THE STANDARD PROCTOR DENSITY w U) w 0 �I COMPACTED LOW PERMEABILITY FILL 2% SLOPE —i BASE LINER SYSTEM C600 N.T.S. 4'-0" w z w J U) w 0 a- o � I 0 w w CD z 0w J w w O w 0 1 /4" PER / a FOOT SLOPE / 3 (MIN) // / I \RASF LINER SYSTEM n 3 LINER SYSTEM ANCHOR TRENCH C600 N.T.S. FINAL COVER ANCHOR TRENCH AND LINER TERMINATION C600 N.T.S. DOUBLE -SIDED HEAT -BONDED — DRAINAGE GEOCOMPOSITE (TRANSMISSIVITY > 5X10-4 WITH 8 OZ/SY NON -WOVEN GEOTEXTILE ON BOTH SIDES. COMPACTED SOIL LINER/ (PERMEABILITY < 1 X10-5 CM/S) PREPARED SUBGRADE, NATURAL INORGANIC SOIL OR COMPACTED STRUCTURAL FILL BASE AREAS ISIDE SLOPES LANDFILL WASTE SLOPE VARIES (2% MIN.) f 24" PROTECTIVE COVER 18" CLAY /�zq:1ZI:�11,10 3 1 \/REINFORCED GOESYNTHETIC CLAY LINER (GCL) -(K < 1X10-9 CM/SEC) UNDER GEOMEMBRANE 60 MIL. TEXTURED HDPE GEOMEMBRANE UNDER GEOCOMPOSITE 2 ALTERNATE BASE LINER SYSTEM C600 N.T.S. 4 ANCHOR TRENCH LOCATION MARKER C600 N.T.S. PROTECTIVE COVER (PERMEABILITY > 1.9X10-4 CM/S) 6" TOP SOIL 18" PROTECTIVE COVER mix //X/ 12" INTERMEDIATE COVER X'/i WASTE 5 CAP SYSTEM C600 N.T.S. DOUBLE -SIDED HEAT -BONDED GEOCOMPOSITE (TRANSMISSIVITY > 5X10-4 WITH 8 OZ/SY NON -WOVEN GEOTEXTILE ON BOTH SIDES. 40 MIL. TEXTURED LLDPE GEOMEMBRANE (PERMEABILITY < 1X10-5 CM/S) v V v \\i/ /777 6" TOP SOIL DOUBLE SIDED HEAT -BONDED GEOCOMPOSITE (TRANSMISSIVITY > 5X10-4 18" PROTECTIVE COVER WITH 8 OZ/SY NON -WOVEN GEOTEXTILE ON BOTH SIDES. — — — — — — — — — — — — — 40 MIL. TEXTURED LLDPE GEOMEMBRANE REINFORCED GOESYNTHETIC CLAY LINER (GCL) (K < 5X10-9 CM/SEC) UNDER GEOMEMBRANE 6 ALTERNATE CAP SYSTEM C600 N.T.S. NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND SURVEYORS LICENSE NO. C-3035 U W o Z O cn cn w W � as 0 0 z z z z 0 0 0 0 uj r- r- 2 m m U) cn w b a N N Q Q N N O O N CU I..I n ^ V� T N 00 }� N Z n _ a) O as N 1 100 V a)i E rl Q X o 111 Cd *. LW,�_ U y n 1 � Q N i O a rn a W � o 0 m I T • P-4 r� U L Z WaQ Z � Z � aC:)0 J Zaa� 0 J =V a J _ Uam JZ CLL. O aJ Z Q W ^ Z = W O WVwC� a cn Z C 0 W Z�Z Q Q Q 2U = 0 Z mFCWL6,4 m cn 7J J_ Q W Q Z m Z m o Y 0 ui 0 O H w vi (U It o N W Z m cn 2 uj 0 U w �Illllllllii, PIQU P10 'G' E8 Q` "��•. o Z C) CO 0 w . • ` 0 co U w > O ' SEAL b ' s 939114 ' w 0 0 0 0 CL a. a. Q DRAWING NO.: BEFORE YOU DIGI EE J'og.` CALL 1-800-632-4949 'i�, •Ij�'*/ �.�� C600 N.C. ONE -CALL CENTER / 111 ',®!' IT'S THE LAWI 3/17/2023 E3 CI 3 2 E:3 7 Cl LI 3 H EXISTING CELL NEW CELL 1 CONTINUOUSLY WELD NEW GEOMEMBRANE—\ I C600 TO EXISTING CELL GEOMEMBRANE G E I 19 EXISTING GEOCOMPOSITE LINER EXISTING PROTECTIVE COVER EXISTING / / EXISTING CLAY LINER GLINER O MR EM B RAN E Nj /// PREPARED SUBGRADE, NATURAL INORGANIC SOIL OR COMPACTED STRUCTURAL FILL s CELL LINER SYSTEM TIE-IN C601 N.T.S. 4' � CELL DIVID R BERM UPSTREAM OF PROPOSED CELL 11 CELL DIVIDER BERM C601 N.T.S. 14 PERIMETER BERM AND HAUL ROAD SECTION C601 N.T.S. GEOCOMPOSITE BERM MADE OF PROTECTIVE COVER MATERIAL 1 o OPERATIONAL BERM C601 N.T.S. (COMPACTED TO 95% OF THE STANDARD PROCTOR DENSITY) DOWNSTREAM OF PROPOSED CELL 24" PROTECTIVE COVER AS NEEDED EXISTI GROU 11 HDPE PIPE /EN VGVIGAIILL rmorVl, W/ 2' OVERLAP (SURROUNDING AGGREGATE) 12 TYPICAL SECTION PERFORATED PIPE UNDERDRAIN C601 N.T.S. PIA 0 w 0 LABEL 4"X4" TREATED WOOD POST PAINTED YELLOW i MANUALLY COMPACTED BACKFILL NOTE: UNDERDRAIN PIPE LOCATION MARKER TO BE FIELD LOCATED AT END 1'-0" MIN. OF UNDERDRAIN PIPE DOWNSTREAM. UNDERDRAIN PIPE LOCATION MARKER N.T.S. BEFORE YOU DIGI CALL 1-800-632-4949 N.C. ONE —CALL CENTER IT'S THE LAWI NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND SURVEYORS LICENSE NO. C-3035 �Illlllllliii . QQr SEAL b • i s 939114 . a rG / ill ilk 3/17/2023 cc U W o LL a- Z 0 0 cn W W 0 0 0 0 0 0 Z Z 0 0 0 0 co m m w 0 a N N Q Q N N M O 0 N CU ^ V� T 04 00 }� N Z n o ,. w N 1 1 r, a) E rl Q X o 111 Cd +D LL U Qli ' n 1 � Q N "" a 00 a W � o 0 rn I T • P-4 Q CU Lf) Z WaQ cn zZ a00 � J z a a°C O 1 J =V a J cr 3:C.)OZ� JZo0 aJ�Z Q W ^ Z W O WVWC.) a o z 0 �0 c/)mZ QaQ L) = m n m V Z N w T 7J J_ Q W Q Z m Z m o Y 0 LU U H I" vi U o� N W Z m ch Z 2 0 U o m Q ZLu o U) w 0 (� 0 IL fr IL d Q DRAWING NO.: C601 C m FA 5 4 3 2 C� 1 3 2 G F E WIN m 6.8' w CENTERLINE OF TACK —ON SWALE FLOW DISCHARGING FROM TACK —ON SWALE LOW POINT 3 1 0 3 1 Z I , \ \ \ INTERIM 19 \\ TACK —ON \ SWALE C60 GEOMEMBRANE N I \\ LINED DOWNCHUTE 2 \ \ \ \ \ \ \ \ NOTE: UNDER INTERMEDIATE SLOPE CONDITIONS, THE DOWNCHUTES WILL I� BOTH BE LINED WITH GEOMEMBRANE. I \ TOP Ll TACKH Tq�K DISCHARGING FROM 2 ON SWALE LOW M1 --POINT 47 PLAN I GEOMEMBRANE LINING cn I I IW I I I I N 2 w � CENTERLINE OF TACK —ON SWALE3 FLOW DISCHARGING FROM CAP GEOCOMPOSITE J/ �I \ \ I \ INTERIM 19 \\ TACK —ON C60 BENCH N \\\ \ \I \ \ \ — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 1 FLOW FROM TOP OF FINAL COVER SOIL c NOTE: UNDER FINAL SLOPE CONDITIONS, THE TACK —ON BENCHES WILL BE VEGETATED AND THE DOWNCHUTES WILL BE LINED WITH GEOMEMBRANE. 40—MIL GEOMEMBRANE LINING 3 3 4' SECTION ANCHORMITRENCH , 15 DOWNCHUTE - INTERIM C60 N.T.S. SCARIFY SURFACE AND STRIP VEGETATION PRIOR TO FILLING FOR SWALE AND BERM INSTALL SC150 MATTING ON 2:1 BERM SLOPE AND TOP SCARIFY SURFACE AND STRIP VEGETATION PRIOR TO FILLING FOR SWALE AND BERM INSTALL SC150 MATTING ON 2:1 BERM SLOPE AND TOP WASTE INTERMEDIATE COVER SOIL INTERIM TACK -ON SWALE - TYPICAL N.T.S. WASTE INTERMEDIATE COVER SOIL FINAL TACK -ON SWALE - TYPICAL N.T.S. INTERIM LANDFILL ci nor LOW POINT DRAINS TO DOWNCHUTE C600 C600 1 3 3 : 1 6' 3 : 1 0 1 GEOMEMBRANE LINED DOWNCHUTE DOWNCHUTE GEOMEMBRANE TO BE REMOVED OR ABANDONED IN PLACE PRIOR TO CAP INSTALLATION 4' SECTION 16 DOWNCHUTE - FINAL C60 N.T.S. I DOUBLE GEOMEMBRANE LINING cn I I IW I I I I I I I 2 LAYERS OF 40—MIL GEOMEMBRANE LINING 1'x1' (MIN.) ANCHOR TRENCH ILF 1 3 NOTE: CHANNEL OR PIPE DOWNCHUTES MAY BE INSTALLED IN THE LOCATIONS SHOWN ON SHEETS C500 & C501. 18" PROTECTIVE COVER MOUND 18" PROTECTIVE SOIL COVER OVER TOP OF PIPE 2 1 GEOMEMBRANE LI BAS H ETS f� PERIMETER CHANNEL 17 DOWNCHUTE/PERIMETER CHANNEL INTERSECTION PLAN VIEW C60 N.T.S. GABION I_ 4, MIN —I BASHETS GEOMEMBRANE LINING CHANNEL 10' MIN. WALLS i PROJECTED ❑ ❑❑71 ❑ ❑❑ ❑ ❑❑ 1 M ❑ CLASS A-1 GROUTED RIPRAP ❑ ❑ El El 18 DOWNCHUTE/PERIMETER CHANNEL INTERSECTION PROFILE VIEW C60 N.T.S. 5 6 FINAL COVER SYSTEM C600 C600 SECTION A -A IPE DOWNCHUTE N.T.S. 24"0 HDPE SMOOTH WALL FLEXIBLE PIPE CONNECTED TO 24"x24"x24" TEE SIZE VARIES— HDPE SMOOTH WALL FLEXIBLE PIPE S� 0'OF oow�cy�TF 27 y 28 V 29 ) PERIMETE PnAArAnAArrnAJ CHANNEL 0 0 3 SIZE VARIES—HDPE 6" — 12" DIA. WELL —GRADED RIP —RAP TEE FOR ENERGY STONE FOR CHANNEL LINING AT OUTLET, DISSIPATION UNDERLAIN WITH 8 OZ/SY NON —WOVEN G EOTEXTI LE NOTES: 1. THIS OUTLET DESIGN TO BE USED AT ANY LOCATION WHERE THE SLOPE OF THE DISCHARGE PIPE IS GREATER THAN 5%. 2. LARGER STONES (12"-18" DIA.) TO BE USED AROUND TEE DISSIPATOR AS THRUST BLOCKS. 22 SIDE SLOPE DOWNCHUTE OUTLET DISSIPATOR C60 N.T.S. cc U w o z 0 c) w w cn L-1 W cc 0 0 0 0 U U Z Z 0 0 0 0 co fn m fn w s N N Q Q N N O O N CuU ^ V� T 0000 }� N Z n _� = O O r. as N 1 to L)a) 00 E rl Q X O L)1 ' n � Q N i O > a rn a W c Q O O m T r� U L z Lu z � z � a00 J zaa� 0 ' =V J a J W 3:V 0 z �zo0 aJ�z Q W Z cc 0 W O WVwC� azNz C OW(n z�z Q Q = L) = 0 m Z n N m cn m T A J_ Q W Q m m z Z w NORTH CAROLINA 0 0 0 BOARD OF EXAMINERS FOR ENGINEERS AND U N z SURVEYORS LICENSE c w NO. C-3035 cn w z 0 (0 0 w m �Illllllllii, rQU w 0jov co w O S L b ,a. s 939114 ' w 101 0 D CL a. I< DRAWING NO.: BEFORE YOU DIGI '�.;*�1�{EE J'�g.` CALL 1-800-632-4949 •�� C602 N.C. ONE -CALL CENTER / 111 ',®!' IT'S THE LAWI 3/17/2023 8 1 7 1 6 1 5 1 4 3 1 oil E:3 7 LI 3 2 G E C604 DRY SEDIMENT BASIN PLAN VIEW TOP OF 5' MIN. BASIN LENGTH STORMWATER EMBANKMENT "A" RUNOFF PRINCIPAL SPILLWAY (SEE DETAIL BELOW) EMERGENCY SPILLWAY (SEE DETAIL) 25-YR WATER SURFACE ELEVATION "C" v RISER CREST "D" o ROCK 31 OUTLET EARTHEN DAM XRM BAFFLE HEIGHT "E" C604 PROTECTION BASIN D BOTTOM ELEV. "G" E BARREL F - I 24 FE RISER ANTI- BASIN BOTTOM ANTI -SEEP COLLAR FLOATATION SLOPE (0.5% MIN.) C603 ORIFICE 25 SKIMMER DRY SEDIMENT BASIN SECTIONAL VIEW D/2 26 CLEANOUT STAKE RIP -RAP STABILIZATION SEDIMENT BASIN DESIGN TABLE SEDIMENT>, BASIN NUMBER/NAME A (FMSL) >, B (FMSL) >, >, C (FMSL) >, >, D (FEET) ,> E (FEET) >, F (FEET) >, >, G (FMSL) SKIMMER SIZE (IN.) SKIMMER ORIFICE (IN.) BASIN VOLUME (C F) DEWATERING TIME (DAYS) NO. OF SKIMMERS 10 250.00 249.00 248.22 4.00 2.00 1.00 244.00 5.00 5.00 747,550 2.99 1 11 250.00 249.00 248.32 4.00 2.00 1.00 244.00 2.50 2.50 83300 2.64 1 12 290.00 289.00 288.28 4.00 2.00 1.00 284.00 2.00 2.00 37,509 2.24 1 13 284.25 283.00 282.47 4.00 2.00 1.00 278.00 4.00 4.00 356,920 3.33 1 14 266.00 264.00 264.37 4.00 2.00 1.00 260.00 2.00 2.50 83,876 2.91 1 15 296.00 294.00 294.29 8.00 2.00 1.00 286.00 5.00 5.00 1,045,570 3.96 1 Sw Ili - IIIIIIIIIIII-III I LI I EMERGENCY SPILLWAY DETAIL DRY SEDIMENT BASIN - GENERAL NOTES RIP -RAP, 10-INCH Dso GEOTEXTILE FABRIC SPILLWAY WIDTH Sw (FT) BASIN 10 20 BASIN 11 20 BASIN 12 20 BASIN 13 40 BASIN 14 20 BASIN 15 20 TRASH RACK AND ANTI -VORTEX DEVICE RISER END C INSTALL SKIMMER INTO ORIFICE L C, BARREL po J� PVC TI PRINCIPAL SPILLWAY DETAIL BASIN 10 BASIN 11 BASIN 12 BASIN 13 BASIN 14 BASIN 15 RH = RISER HEIGHT (FT) 4 4 4 4 4 8 DR = RISER DIAMETER (FT) 4 3 3 4 3 3 DH = ORIFICE DIAMETER (IN) 5 2.5 2 4 2.5 5 D= BARREL DIAMETER (FT) 2 2 2 2 2 2 1. SEDIMENT BASINS SHOULD NOT BE PLACED IN WATERS OF THE STATE OR USGS BLUE -LINE STREAMS (UNLESS 6. INSTALL SKIMMER AND COUPLING (AS NECESSARY) TO RISER STRUCTURE AT ORIFICE ALONG BOTTOM OF THE APPROVED BY FEDERAL AUTHORITIES). PRINCIPLE SPILLWAY'S RISER STRUCTURE. (REFER TO SKIMMER MANUFACTURER FOR INSTALLATION PROCEDURES AND SKIMMER SPECIFICATIONS.) 2. SEDIMENT BASIN'S SIDE SLOPES SHALL BE SEEDED AND, WHEN NECESSARY, STABILIZED WITH VEGETATIVE OR SYNTHETIC MATTING TO PREVENT THE FORMATION OF RILLS AND GULLIES. 7. SKIMMER SHOULD BE EQUIPPED WITH A MECHANISM, SUCH AS A ROPE, TO ALLOW EASY ACCESS TO SKIMMER TO UNCLOGGED ORIFICE OR PERFORM OTHER NECESSARY MAINTENANCE. 3. INSTALL THREE (3) ROWS OF POROUS BAFFLES WITH A MINIMUM SPACING OF 10 FEET. BAFFLES SHOULD ULTIMATELY BE PLACED TO MAXIMIZE THE SPACE BETWEEN EACH ROW OF BAFFLES AND THE BASIN'S 8. STORMWATER RUNOFF ENTERING THE BASIN MUST BE DIRECTED INTO PROPER BMPS TO PREVENT EROSION INLETS/OUTLETS. ONLY TWO (2) ROWS OF BAFFLES ARE NECESSARY FOR BASINS THAT ARE LESS THAN 50 ALONG SIDE SLOPES AND TO PREVENT SCOUR AT THE BASIN'S INLETS. FEET IN LENGTH. 9. THE ELEVATION OF THE EMERGENCY SPILLWAY SHOULD BE AT LEAST 1 FOOT BELOW THE TOP OF THE 4. POROUS BAFFLES SHOULD BE COMPOSED OF COIR-BASED MATERIALS OR TRMS WITH A LIGHT PENETRATION EMBANKMENT. THE EMERGENCY SPILLWAY SHOULD NOT BE LOCATED ON FILL MATERIAL, WHEN POSSIBLE. RIPRAP (OPEN SPACES) BETWEEN 10-35%. THESE MATERIALS SHOULD NOT HAVE LOOSE STRAW. SILT FENCE MAY NOT AND GEOTEXTILE LINER SHOULD BE PLACED ON ALL SPILLWAYS THAT MUST BE LOCATED ON FILL MATERIAL. BE USED AS POROUS BAFFLES. 5. EACH POROUS BAFFLES SHALL BE INSTALLED ACROSS THE ENTIRE WIDTH OF THE BASIN AND ALONG THE BASIN'S SIDE SLOPE UNTIL THE HEIGHT OF THE BAFFLE INTERSECTS THE SLOPE. 23 SEDIMENT BASIN C603 N.T.S. 1'- O" MIN. BAND OF HELICAL PIPE COLLAR TO BE ED TO CENTER ROD AND LUG ELICAL PIPE BAND PARTIAL ELEVATION END VIEW EMBANKMENT I I PVC ELBOW I 'VC END CAP 1/2" HOLES SIDE SCH 40 PVC PIPE WELD 1 1/8" x 1 1/8" x 1 1/8" ANGLES TO COLLAR OR BEND A 90' ANGLE 1 1/8" WIDE AS SHOWN IN DRAWING. 1 1/8" 1 1/8' LSHEET METAL COLLAR SHALL BE CUT TO FIT CORRUGATIONS OF HELICAL BAND, AND WELDED WITH A CONTINUOUS WELD. ISOMETRIC VIEW 24 HELICAL PIPE ANTI -SEEP COLLAR C603 N.T.S. TOP VIEW WATER SURFACE PROVIDE PROPER HORIZ. CLEARANCE FROM SLOPE IN ORDER TO PROVIDE FREE MOVEMENT OF SKIMMER IFLEXIBLE HOSE NOTES: 1. FOR DETAILS OF FABRICATION DIMENSIONS: MINIMUM GAGES, SLOTTED HOLES, AND NOTES, SEE DETAIL. 2. FOR BANDS AND COLLARS: MODIFICATIONS OF THE DETAILS SHOWN MAY BE USED PROVIDING EQUAL WATER TIGHTNESS IS MAINTAINED AND DETAILED DRAWINGS ARE SUBMITTED AND APPROVED BY THE ENGINEER PRIOR TO DELIVERY. 3. TWO OTHER TYPES OF ANTI -SEEP COLLARS ARE: A. CORRUGATED METAL, SIMILAR TO UPPER, EXCEPT SHOP WELDED TO A SHORT (4FT.) SECTION OF THE PIPE AND CONNECTED WITH CONNECTING BANDS TO THE PIPE. B. CONCRETE, SIX INCHES THICK FORMED AROUND THE PIPE WITH #3 REBAR SPACED 15" HORIZONTALLY AND VERTICALLY. 4. SIZE AND SPACING OF SLOTTED OPENINGS SHALL BE THE SAME AS SHOWN FOR CM COLLAR USE RODS AND LUGS TO CLAMP BANDS SECURELY TO PIPE. PVC VENT PIPE BOTTOM SURFACE FRONT VIEW AFTER SKIMMER IS INSTALLED CONTRACTOR SHALL NOTE SIZE OF ORIFICE INSTALLED W/ A PERMANENT MARKER - NOTATION TO BE VISIBLE OUTSIDE OF BASIN OSURE UNIT SCHEDULE 40 PVC PIPE NOTE: 1. REFERENCE NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, SECTION 6.64. 2. SKIMMER SHALL BE AS MANUFACTURED BY JW FAIRCLOTH OR APPROVED EQUAL BY THE ENGINEER. 25 SKIMMER C603 N.T.S. SCHEDULE 40 PVC PIPE ORIFICE PLACE PVC TEE NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND SURVEYORS LICENSE NO. C-3035 U w o L Z 0 0 cn w w cc a a 0 0 U U Z Z 0 0 0 0 co m m m Q w b a N N a Q N N M O O N CU I..I n ^ T 04 O 4-A N Z n _ � O O �. m N 1 to V � E rl Q X o 141 L .� U y r- 1 � co Q N O > a rn a W � Q 0 O O I T •1�1 r� U L Z Waa Z cn Z ao0 z a a � 0 ' =U J a J _ Uam JZ00 a J�z Q W ^ Z W O WVu,C� a Z N Z c OW(n z�Z Q Q = L) 2 0 m ZLo n N m T T J_ Q W c z r m Z m 0 Y 0 o U H I" C6 U o1.-: N w Z m U) z 2 0 0 w U � �11411111f1i� �QU m 'G' OU '� 10,j,.- ' w J o Z 0 • Q ` U co U > 0 b ' SEAL s s 939114 ' 101 w � 0 o 1 CL a. I Q DRAWING NO.: BEFORE YOU DIG! E J'�g.` CALL 1-800-632-4949 '��, , �.�� C603 N.C. ONE -CALL CENTER ' t1 ',®!' IT'S THE LAWI 3/17/2023 4 3 2 8 6 _ E:3 7 Ii BAFFLE MATERIAL 4 HEAVY DUTY PLASTIC TIES 2 G F E ti z_ 0 SUPPORT ROPE OR WIRE TO I PREVENT SAGGING 1.25 LB/FT STEEL SUPPORT POST 24" INTO BOTTOM OR SIDE SLOPES STAKE FOR SUPPORT WIRE COIR-BASED MATERIALS OR TRMs, TRENCHED INTO BOTTOM AND SIDE SLOPES CROSS SECTION VIEW POROUS BAFFLE ROW NON -CONCENTRATED OUTFLOW PERSPECTIVE VIEW 1.0' MIN. COVER D COMPACTED 2-2/3"x1/2" UNCLASSIFIECORRUGATIONS FILL (D+2') 16 GAUGE (MIN.) (MIN.) 6" THICK (MIN.) UNCLASSIFIED PIPE BEDDING SECTION A -A W2 END OF FLARED W1 END OF APRON PLAN AI��I I� II ��FVO0 GO� BOTTOM OF SEDIMENT BASIN OR TRAP SIDE SLOPES OF SEDIMENT BASIN OR TRAP vvrvn nv w vn UNDISTURBED SOIL NATURAL GRADE 26 POROUS BAFFLE C604 N.T.S. CO M PAc BAFFLE MATERIAL g" FLAT -BOTTOM TRENCH DETAIL BAFFLE MATERIAL COMPACTED EARTH -\ RUNOFF m� HEAVY DUTY PLASTIC TIES T N j (SEE CHANNEL SCHEDULE BELOW) I u TRAPEZOIDAL TURF REINFORCEMENT MAT CHANNEL C604 N.T.S. N BAFFLE MATERIAL V-SHAPED TRENCH DETAIL (ISE DETAIL 27 HAS BEEN OMITTED CULVERT SCHEDULE CULVERT INLET LOCATION OUTLET DI SCHPEAK DIAMETER NO. LENGTH SLOPE NO. LOCATION FS�GE (IN) BARRELS (FT) M 1 PERIMETERDITCHITCH 1 & BASIN 15 152.05 48 2 126 12.70 2 PERIMETER DITCH 3 & BASIN 15 159.04 36 2 184 1.08 4 3 PERIMETERS ITCH 5 & BASIN 14 37.49 24 1 132 6.06 4 PERIMETER DITCH ITCH 7 & BASIN 13 171.18 36 2 104 3.85 5 PERIMETER DITCH 9 & PERIMETER DITCH 7.71 18 1 159 1.26 11 10 6 PERIMETER 12 & BASIN 12 BASIN 17.95 18 1 130 1.54 13 7 PERIMETER DITCH 14 BASIN 10 166.81 48 2 123 9.75 3o CULVERT C604 N.T.S. ELEVATION Zl� � OUTLET LET La) W1�) W �) T25) H d50121N) dM 4o.o 48 0 24 0 2 61N) 18 o(IN) B 10.0 16.5 4.5 1.125 6 12 18.0 C 15 17 6 1.125 6 6 9 D 10 12 6 1.125 6 6 9 1' MIN. 1' MIN. FILTER FABRIC LAP (IF NEEDED) - RIP RAP IF Cir a as ............. ad T (THICH LAYER OF FILTER FABRIC SECTION B-B NOTES: 1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON TO BE DESIGNED BY THE ENGINEER AND ARE SUMMARIZED BELOW. 2. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF 2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR CULVERT HEIGHT. 3. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END. 4. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM WIDTH OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1. 5. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER. 6. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING CHANNEL SHALL NOT BE ALLOWED. 7. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL BE PERMITTED. 8. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR TO PLACEMENT OF RIP RAP. 9. ANY DISTURBED AREA FROM END OF APRON TO RECEIVING CHANNEL MUST BE STABILIZED. 31 OUTLET PROTECTION C604 N.T.S. GR(" loin �i iornnr Tn BE T FINISHED GRADE ,AIDE 'STING GROUND EXISTING GROUND (SEE CHANNEL SCHEDULE BELOW) 29 TRIANGULAR TURF REINFORCEMENT MAT CHANNEL C604 N.T.S. CHANNEL SCHEDULE CHANNEL DESIGN DEPTH (FT) BOTTOM WIDTH (FT) TOP WIDTH (FT) APPROX. SLOPE M SIDE SLOPES (Z1/Z2) CHANNEL LINING PERIMETER DITCH 1 3.5 6.0 25.0 2.00 3/3 NAG SC250 MATTING PERIMETER DITCH 2 4.0 0.0 25.0 8.00 3/3 N/A PERIMETER DITCH 3 2.0 0.0 12.0 8.00 3/3 N/A PERIMETER DITCH 4 4.0 6.0 30.0 3.60 3/3 NAG SC250 MATTING PERIMETER DITCH 5 2.0 0.0 12.0 2.80 3/3 NAG SC250 MATTING PERIMETER DITCH 6 2.0 6.0 18.0 8.00 3/3 NAG SC250 MATTING PERIMETER DITCH 7 2.0 0.0 12.0 8.00 3/3 N/A PERIMETER DITCH 8 3.5 6.0 27.0 2.10 3/3 NAG SC250 MATTING PERIMETER DITCH 9 2.0 0.0 12.0 8.00 3/3 NAG SC250 MATTING PERIMETER DITCH 10 2.0 0.0 12.0 2.00 3/3 NAG SC150 MATTING PERIMETER DITCH 11 2.0 0.0 12.0 8.00 3/3 NAG SC250 MATTING PERIMETER DITCH 12 2.0 0.0 12.0 5.70 3/3 NAG SC250 MATTING PERIMETER DITCH 13 2.0 0.0 12.0 5.80 3/3 NAG SC250 MATTING PERIMETER DITCH 14 2.0 6.0 18.0 6.00 3/3 NAG SC250 MATTING PERIMETER DITCH 15 2.0 6.0 18.0 2.00 3/3 NAG SC150 MATTING PERIMETER DITCH 16 2.5 6.0 18.0 6.00 3/3 NAG SC250 MATTING MIN 29T TEMPORARY DIVERSION DITCH C604 N.T.S. NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND SURVEYORS LICENSE NO. C-3035 U W o L Z 0 0 w cc 0 0 0 0 z z 0 0 0 0 co m m m Q � s a N N Q Q N N M O O N CU I..I n ^ V� T N 00 4-A N Z n o ,. N 1 1 V ooi E rl Q X o LL U � Q N a rn a W � Q �y O O I T U � Z WaQ cn z Z � a00 J z a a � 0 =VJ a J = _ C� O Z m Jzo0 aJ1z Q L ^ Z W O WVLLJ azNz C OW(n zmz Q Q = L) 2 0 m Z n N m cn In m T T J_ Q W Q Z m � m 0 Y U 0 w U Ib C6 U � o� N W Z m Z 2 0 0 w U �Illllllllii, �QU m ��,4P'G' E8 J o Z 0 • ` U co U w > O ' SEAL S b ' s p39114 ' w 0 0 ocr Q DRAWING NO.: BEFORE YOU DIG! J'�g.` CALL 1-800-632-4949 'i�, •Ij N �.�� C604 N.C. ONE -CALL CENTER / �1 ',®!' IT'S THE LAWI 3/17/2023 E:3 2 E:3 I1 1 LI lei 2 H DEFINITION: CONTROLLING RUNOFF AND EROSION ON DISTURBED AREAS BY ESTABLISHING PERENNIAL VEGETATIVE COVER WITH SEED. PURPOSE: TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS, AND TO PERMANENTLY STABILIZE SUCH AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTS TO SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS. G E ■:3 SEEDBED REQUIREMENTS: ESTABLISHMENT OF VEGETATION SHOULD NOT BE ATTEMPTED ON SITES THAT ARE UNSUITABLE DUE TO INAPPROPRIATE SOIL TEXTURE (NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, 1988), POOR DRAINAGE, CONCENTRATED OVERLAND FLOW, OR STEEPNESS OF SLOPE UNTIL MEASURES HAVE BEEN TAKEN TO CORRECT THESE PROBLEMS. TO MAINTAIN A GOOD STAND OF VEGETATION, THE SOIL MUST MEET CERTAIN MINIMUM REQUIREMENTS AS A GROWTH MEDIUM. THE EXISTING SOIL SHOULD HAVE THESE CRITERIA: - ENOUGH FINE-GRAINED (SILT AND CLAY) MATERIAL TO MAINTAIN ADEQUATE MOISTURE AND NUTRIENT SUPPLY (AVAILABLE WATER CAPACITY OF AT LEAST .05 INCHES WATER TO 1 INCH OF SOIL). - SUFFICIENT PORE SPACE TO PERMIT ROOT PENETRATION. - SUFFICIENT DEPTH OF SOIL TO PROVIDE AN ADEQUATE ROOT ZONE. THE DEPTH TO ROCK OR IMPERMEABLE LAYERS SUCH AS HARDPANS SHOULD BE 12 INCHES OR MORE, EXCEPT ON SLOPES STEEPER THAN 2:1 WHERE THE ADDITION OF SOIL IS NOT FEASIBLE. - A FAVORABLE PH RANGE FOR PLANT GROWTH, USUALLY 6.0 - 6.5. - FREE FROM LARGE ROOTS, BRANCHES, STONES, LARGE CLODS OF EARTH, OR TRASH OF ANY KIND. CLODS AND STONES MAY BE LEFT ON SLOPES STEEPER THAN 3:1 IF THEY ARE TO BE HYDROSEEDED. IF ANY OF THE ABOVE CRITERIA ARE NOT MET - I.E., IF EXISTING SOIL IS TOO COARSE, DENSE, SHALLOW OR ACIDIC TO FOSTER VEGETATION - SPECIAL AMENDMENTS ARE REQUIRED. THE SOIL CONDITIONERS DESCRIBED BELOW MAY BE BENEFICIAL OR, PREFERABLY, TOPSOIL MAY BE APPLIED. SEEDBED PREPARATION INSTALL NECESSARY MECHANICAL EROSION AND SEDIMENTATION CONTROL PRACTICES BEFORE SEEDING, AND COMPLETE GRADING ACCORDING TO THE APPROVED PLAN. LIME AND FERTILIZER NEEDS SHOULD BE DETERMINED BY SOIL TESTS. SOIL TESTING IS PERFORMED FREE OF CHARGE BY THE NORTH CAROLINA DEPARTMENT OF AGRICULTURE SOIL TESTING LABORATORY. DIRECTIONS, SAMPLE CARTONS, AND INFORMATION SHEETS ARE AVAILABLE THROUGH COUNTY AGRICULTURAL EXTENSION OFFICES OR FROM NCDA. BECAUSE THE NCDA SOIL TESTING LAB REQUIRES 1-6 WEEKS FOR SAMPLE TURN -AROUND, SAMPLING MUST BE PLANNED WELL IN ADVANCE OF FINAL GRADING. TESTING IS ALSO DONE BY COMMERCIAL LABORATORIES. WHEN SOIL TESTS ARE NOT AVAILABLE, FOLLOW RATES SUGGESTED IN THE SEEDING SPECIFICATIONS SHOWN AT RIGHT. APPLICATION RATES USUALLY FALL INTO THE FOLLOWING RANGES: GROUND AGRICULTURAL LIMESTONE: - LIGHT -TEXTURED, SANDY SOILS: 1 TO 1-1/2 TONS/ACRE - HEAVY -TEXTURED, CLAYEY SOILS: 2-3 TONS/ACRE FERTILIZER: - GRASSES: 800-1200 LB/ACRE OF 10-10-10 (OR THE EQUIVALENT) - GRASS -LEGUME MIXTURES: 800-1200 LB/ACRE OF 5-10-10 (OR THE EQUIVALENT) APPLY LIME AND FERTILIZER EVENLY AND INCORPORATE INTO THE TOP 4-6 INCHES OF SOIL BY DISKING OR OTHER SUITABLE MEANS. OPERATE MACHINERY ON THE CONTOUR. WHEN USING A HYDROSEEDER, APPLY LIME AND FERTILIZER TO A ROUGH, LOOSE SURFACE. ROUGHEN SURFACES PRIOR TO SEEDING. COMPLETE SEEDBED PREPARATION BY BREAKING UP LARGE CLODS AND RAKING INTO A SMOOTH, UNIFORM SURFACE (SLOPES LESS THAN 3:1). FILL IN OR LEVEL DEPRESSIONS THAT CAN COLLECT WATER. BROADCAST SEED INTO A FRESHLY LOOSENED SEEDBED THAT HAS NOT BEEN SEALED BY RAINFALL. TEMPORARY SEEDING SPECIFICATIONS AREAS LEFT DISTURBED FOR LONGER THAT 30 DAYS BUT LESS THAN ONE (1) YEAR: Time Period Item Rate of Application (lb./acre) January 1 to May 1 Rye (Grain) 120 Annual Lespedeza (Kobe) 50 Limestone 2,000 10-10-10 Fertilizer 750 Nitrogen (March only) 50 Mulch 4,000 May 1 to August 15 German Millet 40 Limestone 2,000 10-10-10 Fertilizer 750 Mulch 4,000 August 15 to December 30 Rye (Grain) 120 Limestone 2,000 10-10-10 Fertilizer 750 Mulch 4,000 If it is necessary to extend temporary cover beyond June 15, the area should be overseeded with 50 lb/acre of Kobe lespedeza in latter February or early March. SOIL AMENDMENTS FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER. MULCH APPLY 4,000 LB/ACRE STRAW. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING. TOOL. MAINTENANCE REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. SEEDING SEEDING DATES GIVEN IN THE SEEDING MIXTURE SPECIFICATIONS ARE DESIGNATED AS "BEST" OR "POSSIBLE". SEEDINGS PROPERLY CARRIED OUT WITHIN THE "BEST" DATES HAVE A HIGH PROBABILITY OF SUCCESS. IT IS ALSO POSSIBLE TO HAVE SATISFACTORY ESTABLISHMENT WHEN SEEDING OUTSIDE THESE DATES. HOWEVER, AS YOU DEVIATE FROM THEM, THE PROBABILITY OF FAILURE INCREASES RAPIDLY. SEEDING ON THE LAST DATE SHOWN UNDER "POSSIBLE" MAY REDUCE CHANGES OF SUCCESS BY 30-50%. ALWAYS TAKE THIS INTO ACCOUNT IN SCHEDULING LAND -DISTURBING ACTIVITIES. USE CERTIFIED SEED FOR PERMANENT SEEDING WHENEVER POSSIBLE. CERTIFIED SEED IS INSPECTED BY THE NORTH CAROLINA CROP IMPROVEMENT ASSOCIATION. IT MEETS PUBLISHED NORTH CAROLINA STANDARDS AND SHOULD BEAR AN OFFICIAL "CERTIFIED SEED" LABEL. LABELING OF NON -CERTIFIED SEED IS ALSO REQUIRED BY LAW. LABELS CONTAIN IMPORTANT INFORMATION ON SEED PURITY, GERMINATION, AND PRESENCE OF WOOD SEEDS. SEEDS MUST MEET STATE STANDARDS FOR CONTENT OF NOXIOUS WEEDS. DO NO ACCEPT SEED CONTAINING "PROHIBITED" NOXIOUS WEED SEED. INOCULATE LEGUME SEED WITH THE RHIZOBIUM BACTERIA APPROPRIATE TO THE SPECIES OF LEGUME. APPLY SEED UNIFORMLY WITH A CYCLONE SEEDER, DROP -TYPE SPREADER, DRILL, CULTIPACKER SEEDER, OR HYDROSEEDER ON A FIRM, FRIABLE SEEDBED. WHEN USING A DRILL OR CULTIPACKER SEEDER, PLANT SMALL GRAINS NO MORE THAN 1 INCH DEEP, GRASSES AND LEGUMES NO MORE THAN 1 /2 INCH. EQUIPMENT SHOULD BE CALIBRATED IN THE FIELD FOR THE DESIRED SEEDING RATE. WHEN USING BROADCAST -SEEDING METHODS, SUBDIVIDE THE AREA INTO WORKABLE SECTIONS AND DETERMINE THE AMOUNT OF SEED NEEDED FOR EACH SECTION. APPLY ONE-HALF THE SEED WHILE MOVING BACK AND FORTH ACROSS THE AREA, MAKING A UNIFORM PATTERN: THEN APPLY THE SECOND HALF IN THE SAME WAY, BUT MOVING AT RIGHT ANGLES TO THE FIRST PASS. MULCH ALL PLANTINGS IMMEDIATELY AFTER SEEDING. HYDROSEEDING: SURFACE ROUGHENING IS PARTICULARLY IMPORTANT WHEN HYDROSEEDING, AS A ROUGHENED SLOPE WILL PROVIDE SOME NATURAL COVERAGE FOR LIME, FERTILIZER, AND SEED. THE SURFACE SHOULD NOT BE COMPACTED OR SMOOTH. FINE SEEDBED PREPARATION IS NOT NECESSARY FOR HYDROSEEDING OPERATIONS: LARGE CLODS, STONES, AND IRREGULARITIES PROVIDE CAVITIES IN WHICH SEEDS CAN LODGE. RATE OF WOOD FIBER (CELLULOSE) APPLICATION SHOULD BE AT LEAST 2,000 LB/ACRE. APPLY LEGUME INOCULATES AT FOUR TIME THE RECOMMENDED RATE WHEN ADDING INOCULATE TO A HYDROSEEDER SLURRY. IF A MACHINERY BREAKDOWN OF 1 /2 TO 2 HOURS OCCURS, ADD 50% MORE SEED TO THE TANK, BASED ON THE PROPORTION OF THE SLURRY REMAINING. THIS SHOULD COMPENSATE FOR DAMAGE TO SEED. BEYOND 2 HOURS, A FULL RATE OF NEW SEED MAY BE NECESSARY. LIME IS NOT NORMALLY APPLIED WITH A HYDRAULIC SEEDER BECAUSE IT IS ABRASIVE. IT CAN BE BLOWN ONTO STEEP SLOPES IN DRY FORM. MAINTENANCE: GENERALLY, A STAND OF VEGETATION CANNOT BE DETERMINED TO BE FULLY ESTABLISHED UNTIL SOIL COVER HAS BEEN MAINTAINED FOR ONE FULL YEAR FROM PLANTING, INSPECT SEEDED AREAS FOR FAILURE AND MAKE NECESSARY REPAIRS AND RESEEDINGS WITHIN THE SAME SEASON, IF POSSIBLE. RESEEDING: IF A STAND HAS INADEQUATE COVER, RE-EVALUATE CHOICE OF PLANT MATERIALS AND QUANTITIES OF LIME AND FERTILIZER. RE-ESTABLISH THE STAND AFTER SEEDBED PREPARATION OR OVER- SEED THE STAND. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES IF THE TIME OF YEAR IS NOT APPROPRIATE FOR PERMANENT SEEDING. IF VEGETATION FAILS TO GROW, SOIL MUST BE TESTED TO DETERMINE IF ACIDITY OR NUTRIENT IMBALANCE IS RESPONSIBLE. FERTILIZATION: ON THE TYPICAL DISTURBED SITE, FULL ESTABLISHMENT USUALLY REQUIRES REFERTILIZATION IN THE SECOND GROWING SEASON. FINE TURF REQUIRES ANNUAL MAINTENANCE FERTILIZATION. USE SOIL TESTS IF POSSIBLE OR FOLLOW THE GUIDELINES GIVEN FOR THE SPECIFIC SEEDING MIXTURE. PERMANENT SEEDING SPECIFICATIONS Time Period Item Rate of Application (lb./acre) August 20 to October 25 Tall Fescue 100 Sericea Lespedeza 30 Kobe Lespedeza 10 Common Bermuda or Pensacola Bahia 10/25 Limestone 4,000 10-10-10 Fertilizer 1,000 Mulch 4,000 to 5,000 February 1 to April 15 Tall Fescue 100 Sericea Lespedeza 30 Kobe Lespedeza 10 Limestone 4,000 10-10-10 Fertilizer 1,000 Mulch 4.000 to 5.000 SOIL AMENDMENTS APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER. MULCH APPLY 4,000-5,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCHING MATERIAL. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING, OR NETTING. NETTING IS THE PREFERRED ANCHORING METHOD ON STEEP SLOPES. MAINTENANCE REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MAY BE MOWED ONE OR TWICE A YEAR, BUT MOWING IS NOT NECESSARY. RESEED, FERTILIZE, AND MULCH DAMAGED AREAS 33A SEEDING SCHEDULE C605 N.T.S. 1.25 LB./LINEAR FT. STEEL POSTS FILTER FABRIC BACKFILL TRENCH WITH COMPACTED EARTH 6• Mqk ` Sp USE EITHER FLAT -BOTTOM - OR V-BOTTOM TRENCH SEE DETAILS SILT FENCE INSTALLATION PROVIDE SILT FENCE SUPPORT CONSISTING OF 14 GA. STEEL WIRE W/ 6" MESH SPACING OR PREFABRICATED POLYMER MESH OF EQUIVALENT STRENGTH HEAVY DUTY PLASTIC TIE FOR STEEL POSTS (RESTRICT TO TOP 8-INCHES OF FABRIC) BURY FABRIC SILT FENCE — GENERAL NOTES 1. DO NOT PLACE SILT FENCE ACROSS CHANNELS OR IN OTHER AREAS SUBJECT TO CONCENTRATED FLOWS. SILT FENCE SHOULD NOT BE USED AS A VELOCITY CONTROL BMP. CONCENTRATED FLOWS ARE ANY FLOWS GREATER THAN 0.5 CFS. 2. MAXIMUM SHEET OR OVERLAND FLOW PATH LENGTH TO THE SILT FENCE SHALL BE 100-FEET. 3. MAXIMUM SLOPE STEEPNESS (NORMAL [PERPENDICULAR] TO THE FENCE LINE) SHALL BE 2:1. 4. SILT FENCE JOINTS, WHEN NECESSARY, SHALL BE COMPLETED BY ONE OF THE FOLLOWING OPTIONS: - WRAP EACH FABRIC TOGETHER AT A SUPPORT POST WITH BOTH ENDS FASTENED TO THE POST, WITH A 1-FOOT MINIMUM OVERLAP; - OVERLAP SILT FENCE BY INSTALLING 3-FEET PASSED THE SUPPORT POST TO WHICH THE NEW SILT FENCE ROLL IS ATTACHED. ATTACH OLD ROLL TO NEW ROLL WITH HEAVY-DUTY PLASTIC TIES; OR, - OVERLAP ENTIRE WIDTH OF EACH SILT FENCE ROLL FROM ONE SUPPORT POST TO THE NEXT SUPPORT POST. FI NCDOT #5 OR #57 STONE DOWNSTREAM VIEW CROSS—SECTION 34 ROCK CHECK DAM C605 N.T.S. CLASS 1 RIPRAP HEAVY DUTY PLASTIC TIES FILTER FABRIC COMPACTED EARTH00 N I RUNOFF - Zn - N FILTER FABRIC 4" MIN FLAT —BOTTOM TRENCH DETAIL HEAVY DUTY PLASTIC TIES FILTER FABRIC COMPACTED EARTH BURY FILTER FABRIC AT LEAST 12-INCHES V—SHAPED TRENCH DETAIL 5. ATTACH FILTER FABRIC TO THE STEEL POSTS USING HEAVY-DUTY PLASTIC TIES THAT ARE EVENLY SPACED WITHIN THE TOP 8-INCHES OF THE FABRIC. 6. INSTALL THE SILT FENCE PERPENDICULAR TO THE DIRECTION OF THE STORMWATER FLOW AND PLACE THE SILT FENCE THE PROPER DISTANCE FROM THE TOE OF STEEP SLOPES TO PROVIDE SEDIMENT STORAGE AND ACCESS FOR MAINTENANCE AND CLEANOUT. 7. INSTALL SILT FENCE CHECKS (TIE -BACKS) EVERY 50-100 FEET, DEPENDENT ON SLOPE, ALONG SILT FENCE THAT IS INSTALLED WITH SLOPE AND WHERE CONCENTRATED FLOWS ARE EXPECTED OR ARE DOCUMENTED ALONG THE PROPOSED/INSTALLED SILT FENCE. 32 SILT FENCE C605 N.T.S. EROSION CONTROL MATTING INSTALLATION: 1. INSTALL NA GREEN SC250 OR ENGINEER APPROVED EQUAL IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS AND NOTES BELOW. 2. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECPS), INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. 3. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECPS IN A 6"(15CM) DEEP X 6"(15CM) WIDE TRENCH WITH APPROXIMATELY 12" (30CM) OF RECPS EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE RECPS WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30CM) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO THE COMPACTED SOIL AND FOLD THE REMAINING 12"(30CM) PORTION OF RECPS BACK OVER THE SEED AND COMPACTED SOIL. SECURE RECPS OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12"(30CM) APART ACROSS THE WIDTH OF THE RECPS. 4. ROLL THE RECPS (A) DOWN OR (B) HORIZONTALLY ACROSS THE SLOPE. RECPS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL RECPS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. 5. THE EDGES OF PARALLEL RECPS MUST BE STAPLED WITH APPROXIMATELY 2" - 5" (5-12.5CM) OVERLAP DEPENDING ON THE RECPS TYPE. 6. CONSECUTIVE RECPS SPLICED DOWN THE SLOPE MUST BE END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3"(7.5CM) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12"(30CM) APART ACROSS ENTIRE RECPS WIDTH. NOTE: 1. IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6"(15CM) MAY BE NECESSARY TO PROPERLY SECURE THE RECPS. 2. ALL SLOPES WITH SLOPE GREATER THAN 3:1 THAT CONSTRUCTION ACTIVITIES HAVE PERMANENTLY OR TEMPORARILY CEASED SHALL BE STABILIZED WITH NA GREEN SC 150 EROSION CONTROL MATTING OR APPROVED EQUAL. 33 EROSION CONTROL MATTING C605 N.T.S. BEFORE YOU DIGI CALL 1-800-632-4949 N.C. ONE —CALL CENTER IT'S THE LAWI NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND SURVEYORS LICENSE NO. C-3035 1111111�1,/ . QQr SEAL ' b ; s 939114 . a P,• E ,�� • ON / 111 IIV` 3/17/2023 U W o Z O Cn cc 0 0 0 0 U U Z Z 0 0 0 0 m m Uj w b a N N Q Q N N M O 0 N CU T 00 4-A N Z n _ � O to N 1 1 V a) E rl Q X 0 1 Cd -5 1 1 -D LL ,E- U n O 3 � Q N > a rn a W � Q O O O T U Lf) Z Waa zZ ch aC)0 0. J O J cc _ < U 0 Z C) � Q Q J Z Z � W ` O W 0- =) J Uj 0>. O Uj U Q Z N Z C OW(n Z�Z Q Q = L) = V m Z n I m T 7J J_ Q W Q Z m � m o Y U 0 w � U H I" vi U o� N W Z M cn 2 LU U 0 CO Q Z o co W 0 c� 0 0 Q DRAWING NO.: C605 8 7 6 LI 3 2 8 7 Cl 5 1 1 3 2 A G F E 6" FLANGED D I 6"0 SDR 11 HDPE PIPE MOUND BACKFILL MATERIALS AROUND FINISHED WELL EXISTING GRADE \V COMPACTED CLAY CAP- N O BENTONITE PLUG SOIL BACKFILL- a a C 6"0 HDPE, SDR 11- SOLID PIPE uz 19 :12infoulklagurel SOIL BACKFILL 1" TO 2" DIAMETER WASHED STONI 6"0 HDPE, SDR 11 PERFORATED PIPE 1 /2" DIAMETER HOLE SPACED 90' AROUND THE CIRCUMFERENCE OF THE PIPE, AND 3" ON CENTER ALONG THE PIPE. STAGGER ADJACENT ROWS OF PERFORATION ALONG THE PIPE. END CAP EAD ASSEMBLY —2'— 0" MIN. —2'— 0MIN. 7'-0„ 2'-0" MIN. VARIES 1'—O" MIN. 1'-0" VARIES 1'-0" 3'-0" DIAMETER (2)LANDFILL GAS WELL C606 NOT TO SCALE 4'-0" EMERGENCY SPILLWAY TO INCLUDE IMPERVIOUS LINER PROVIDE PROPER HORIZ. CLEARANCE TO EXISTING GRADE FROM SLOPE IN ORDER TO PROVIDE FREE MOVEMENT OF SKIMMER EMBANKMENT MIN. 5' WIDE BAFFLES TO BE 6" HIGHER THAN BASIN DEPTH INDICATED 0 LINER TO EXTEND UP SIDES PLAN OF WEIR MIN 12" - TYP. 1' MIN BOTH SIDES FREEBOARD 6" MAX WATER DEPTH ACROSS SPILLWAY D CARRY LINER DOWN TO EXISTING GRADE (EDGE OF DISTURBANCE) SEE EROSION CONTROL - BASIN BOTTOM PLAN FOR DISCHARGE PIPING SIZE & LENGTH TURN EDGES OF RIP RAP PAD UNDER FABRIC DOWN MIN. SKIMMER TO EXIT AT POND SKIMMER ASSEMBLY 12" INTO GROUND INVERT ELEVATION OR LOWER DRY SEDIMENT BASIN SECTIONAL VIEW - TAMP AND IF POSSIBLE COMPACT Koll[.�riR�r[6l�:�xOl�ll:ll�� 1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED. 2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT. 3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER. 4. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND, GRAVEL OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES. 5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED. 6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE. 7. EARTHEN SPILLWAYS - INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE EDGES MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. THE WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTION(S) SHOULD OVERLAP THE LOWER SECTION(S) SO THAT WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS. 8. INLETS - DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY. 9. EROSION CONTROL - CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION. 10. INSTALL POROUS BAFFLES. 11. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY. 12. REFERENCE NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL. 35 SKIMMER BASIN C606 NOT TO SCALE SKIMMER BASIN SECTION VIEW PROP. DESIGN SURFACE AREA ELEV POROUS BAFFLES (DO NOT USE SILT FENCE) (SEE DETAIL 38/C305) NOTE: ALL EMERGENCY SPILLWAYS SHALL BE LINED IN ACCORDANCE WITH NCDEQ STANDARDS. FABRIC SHALL BE TERRATEX GS - INSTALL PER MANUFACTURER'S RECOMMENDATIONS SEDIMENT STORAGE ZONE INFLOW STRUCTURE '-- RIP -RAP STABILIZATION DEWATERING ZONE INSPECTION AND MAINTENANCE 1. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER. 2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS FLOWING UNDERNEATH OR AROUND THEM. 3. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK, PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS CLOGGED; IF SO REMOVE THE DEBRIS. 4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER. 5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND POOL AREAS. 6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE. BEFORE YOU DIGI CALL 1-800-632-4949 N.C. ONE -CALL CENTER IT'S THE LAWI NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND SURVEYORS LICENSE NO. C-3035 �Illlllllliii . QQr SEAL ' s 939114 . a rG / ill ilk 3/17/2023 cc U W o L Z O w w W cc 0 0 0 0 U U z z 0 0 0 0 co m m w b a N N Q Q N N M a 0 N CU ICI ti ^ V� T N CID 4-A N Z n _� a) O O �. m N 1 1 V a) E rl Q X o 111 cd = LL ,c_ U O 3 '> � Q N a rn a W � Q O O O I T •1-1 u CU Lf) z Waa � z Z � .1a00 zaa� J = U aJ cr _ Uam Jzop [L j Q W ^ Z = W 0 WUwC� a o Z pcc0 M z Qaa L) 2 m n m V Z N m m T T J_ Q W Q z co Z m 0 0 o LU U H I" vi U o� N w Z m ch z 2 0 U 0 m Q z o U) w 0 c�0 IL 0 0 m Q DRAWING NO.: C606 A rd C 1.1 LI 3 2 1 E3 1 4 3 2 G F E 40 C70' NOTES: 1. SECOND LEACHATE COLLECTION SUMP AND RISER PIPE IS OPTIONAL FOR CONSTRUCTION. 2. LEACHATE COLLECTION SUMP PLAN DENOTES SURFACE OF HDPE GEOMEMBRANE LINER. 3. BEND PIPE OR PROVIDE FITTING AS REQUIRED TO ALIGN CONNECTION PIPE WITH SUMP PUMP AND SIDESLOPE RISER. ALSO BEND OR PROVIDE FITTING AS REQUIRED TO ALIGN LEACHATE COLLECTION PIPE WITH SIDESLOPE CLEANOUT RISER. 2% (MIN.)-, 5' (MIN.) 12" (OVERLAP GEOTEXTILE) 0 w NZCD H LLI X = W 36 2 BASE LINER SYSTEM C600 C600 8 OZ/SY NON -WOVEN GEOTEXTILE FABRIC (SURROUNDING AGGREGATE) COARSE AGGREGATE AASHTO NO. 57 OR NO. 67 STONE NOTE: AGGREGATE TO BE EXPOSED PRIOR TO WASTE PLACEMENT 35 LEACHATE COLLECTION PIPE C700 N.T.S. .5:1 LEACHATE COLLECTION SUMP AND RISER PLAN N.T.S. A4-1 6" (TYP. ) A r 8"0 SDR-11 HDPE PIPE ALL HOLES %"0 Q ILV SECTION A -A PERFORATION PATTERN 36 PERFORATED LEACHATE COLLECTION PIPE C700 N.T.S. 4"x4" POST PAINTED BLUE LABELED LEACHATE PIPE CLEANOUT IN 2" BLACK LETTERS (TOP 3" OF NOTES: 1. LEACHATE COLLECTION PIPES SHALL BE CLEANED UPON INCIDENCE OF DECREASED (50%) FLOW FROM A PARTICULAR COLLECTION PIPE. FLOW WILL BE DOCUMENTED AND COMPARED FOR 60 DAYS TO FLOWS FROM SIMILAR CELLS WITH SIMILAR WASTE VOLUMES. DIURNAL FLOWS FROM INDIVIDUAL COLLECTION PIPES MUST BE CONSIDERED. SHOULD THE COMPARISON INDICATE BLOCKAGE IN A PARTICULAR PIPE, IT SHALL BE CLEANED. 2. LEACHATE COLLECTION PIPES SHALL BE HYDRAULICALLY CLEANED USING HIGH PRESSURE WASHERS AS NEEDED. 3. LEACHATE CLEANOUT WILL BE VISUALLY INSPECTED ANNUALLY 3s LEACHATE CLEANOUT C700 N.T.S. 8" TEE WITH BLIND FLANGE BEFORE YOU DIGI CALL 1-800-632-4949 N.C. ONE -CALL CENTER IT'S THE LAWI NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND SURVEYORS LICENSE NO. C-3035 U W o L Z 0 Ocn W c W 0 0 00 U U Z Z 0 O 0 0 m m Q woa N N Q Q N N O 0 N CU ^ T N � N Z n O O �. cc N 1 1 r, a) E rl Q X o LL U n O 3 � Q N > a rn a W � O O I T CU Lo Z Waa � zZ a00 � J z aa � O J =V aJ 1= _ C.)OZlz JZ00 a J_z Q W ^ Z o W O WVWC.) a o z p1=0 cn Lu m z Qaa U = m n m (� Z N cn Lo T 7j; J Q W m Z m o Y < w W � U W N � w fn ~ z Q _ (U a W 2 w J w 0 o m Q Z o C0 w 0 (� o d Q DRAWING NO.: C700 C E:3 5 3 2 A 7 N* 3 2 F E I W. COARSE AGGREGATE AASHTO NO. 57 OR NO. 67 STONE OR APPROVED ALTERNATE 42 TYPICAL HDPE LEACHATE C701 SUMP PUMP HOUSING (TYP.) LEACHATE PUMP ANDS DISCHARGE HOSE ON TROLLEY / WASTE ♦ ♦ .� .1-.1 1-.1 -,1- • • • • • • • r� • • • z z z z z X- z z i z z z ♦ ti' ti' ti' ti' ti' ti' 4 X X It X X X X X OWN ae e ♦ � e e / ♦ �r e ♦ e .. TRIPLE LAYER OF D- •RUB—Z - SHEET UNDER FLAT STOCK 24" ADDED PROTECTIVE COVER OVER SUMP AREA 1" THICK HDPE FLAT STOCK 36 PERFORATED LEA, r7nl J COLLECTION PIPE 8 OZ/SY NON -WOVEN GEOTEXTILE FILTER FABRIC (ALL AROUND AGGREGATE) I ANift q 1 1 _.� X X X X X X X X X X X .l 1�11`II`II`I`I` . • .. • • • • • • • • • . ......... • • X X-. s e 0©BASYSTEM SE LINER w-lo 39 LEACHATE COLLECTION SUMP SECTION C70 N.T.S. 3" HOSE WITH 1 /8" STAINLESS STEEL PULL-OUT CABLE EACH PUMP. ATTACH 18"0 SOLID HDPE SDR-11 PUMP POWER CABLE AT 5' INTERVALS SIDESLOPE RISER (TYP.) TO DISCHARGE HOSE USING NYLON CABLE TIES (TYP.) 8" b SOLID HDPE SDR-1 1 w SIDESLOPE CLEANOUT RISER �F-o oU + I+ 4" (APPROX.) 1 V 2 41 LEACHATE COLLECTION RISER SECTION C70 N.T.S. 42 ;70 COARSE AGGREGATE AASHTO NO. 57 OR NO. 67 STONE OR APPROVED ALTERNATE 8 OZ/SY NON -WOVEN GEOTEXTILE FILTER FABRIC (ALL AROUND AGGREGATE) WASTE COLLECTION PIPE 24" ADDED PROTECTIVE COVER OVER SUMP AREA 36 18" SOLID HDPE SDR-11 SIDESLOPE RISER PIPE 2" HOSE WITH 1/8" STAINLESS STEEL PULL-OUT CABLE. ATTACH PUMP POWER CABLE AT 5' INTERVALS TO DISCHARGE HOSE USING NYLON CABLE TIES. 8"0 BEND 8"0 SOLID HDPE SDR-11 SIDESLOPE RISER CLEANOUT (PROJECTED) ♦♦♦♦ i=i=i=i_i_•=•=i=i=:_•=•=•-'i=i=•=•_i_i=i=i=•_i_i_•=i=i=i_i_•=•=i=i_ •=•=•_i=i ♦♦♦♦♦♦ • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ♦ ♦ ♦ d 0$ off 4o LEACHATE COLLECTION SUMP AND RISER PROFILE C70 N.T.S. NOTE: 1. LEACHATE COLLECTION SUMP PUMP SHALL BE INSTALLED IN ONE RISER PIPE. THE SECOND LEACHATE SUMP PUMP MAY BE INSTALLED IN SECOND SIDESLOPE PIPE BASED ON RISER PERFORMANCE, CURRENT LEACHATE PERFORMANCE, AND LANDFILL OPERATIONS. I I \ 1 O w Jurr- 1 1 flurC rlrC SECTION A -A PERFORATION PATTERN 42 TYPICAL HDPE LEACHATE SUMP PUMP HOUSING C70 N.T.S. 43 CLOSURE SYSTEM RISER PIPE PENETRATION C70 N.T.S. cc U W o L Z 0 0 c) Lu W cc 0 0 0 U Z 0 U Z 0 0 (APPROX.) Lu m Lu m W Q m O N M N O N Q N O O N NORTH CAROLINA BOARD OF EXAMINERS FOR ENGINEERS AND SURVEYORS LICENSE NO. C-3035 CU n 04 � N � Z n o o ,. N 1 1 oF= rl Q X O 111 Lcc L U 1 O 3 '> � Q N > a rn a W � O O I T •p-4 Q CU � Z WaQ zZ ch � :3QUO Z aa°C 014 O J = U aJ cr _ C� O :z JZop CL j Q W mz W O W a (.) Lu ZNZ C O Lu Z�Z Q Q = L) = U m Z n N m cn - L0 ID T j, J Q W CO Z m o Y Q < W � 2 W U W N m w fn ~ z Q = (U Q W m w J w 0 �Illllllllii, rjQU P10 ''E�SS 0 CO • ` U co U w > O ' SEAL b ' s 939114 ' ui 0 0 0 � a. Q DRAWING NO.: BEFORE YOU DIGI '�.�j,,�'`?N,C�1 5E J'��°.` CALL 1-800-632-4949 'i,, �i�'*/ N •�� C701 N.C. ONE -CALL CENTER / 111 ',®!' IT'S THE LAWI 3/17/2023 n. m LI oil E:3 7 Ci 1 4 2 18"0 HDPE SDR 11� SIDESLOPE RISER 43 C701 PROVIDE HDPE FLANGED FITTING AND HDPE BLIND FLANGE AT END OF CLEAN OUT RISER N U ESOLID HDPE SDR 11 LA � LEACHATE COLLECTION < PIPE CLEANOUT RISER 4"0 HDPE VENT PIPE 2"0 HOSE (OR FLEXIBLE PIPE) WITH 1/8" STAINLESS STEEL PULLOUT CABLE. ATTACH PUMP POWER CABLES AND CONTROL CABLES AT 5INTERVALS TO DISCHARGE HOSE USING NYLON CABLE TIES. F E 4"x4"x" PLATE all H2 H1 SQUARE BLIND FLANGE (FOR FUTURE CELL CONNECTION) I I 47 VALVE BOX AND COLLAR 70 c 6" GATE VALVE MOTOR LEAD AND LEVEL SENSOR BREAKOUT JUNCTION BOXES E TO SdCOND i i PUMP/FLOW METER 43RL RISER PIPE CONTROL PANEL C701 (OPTIONAL) ______ i E 2"0 SCH 80 PVC PIPE OR PREMANUFACTURED HDPE PIPE I FLOW METER SENSOR E BREAKOUT JUNCTION BOX 4"0 HDPE SDR 21 LEACHATE FORCEMAIN (CONNECT TO PREVIOUS CELL) I I I I �d N cfl o � U 44 LEACHATE RISER PLAN C70 N.T.S. 2"x Y4" STEEL STRAP THREADED ROD W/HEX NUTS 9"(MIN.) Dx1.5 11�\ P D (MIN. THICKESS) STANDARD CONCRETE BLOCKING FOR HORIZONTAL BENDS (TYP.) VERTICAL BENDS UNDISTURBED EARTH :ONCRETE BLOCKING H2 MIN. BEARING AGAINST PIPE I I I I I I I I EDGE OF TRENCH HORIZONTAL BENDS PADDL 2"0 DISCHARGE H OR FLEXPIPE N 0- PR( INS PIP BE SE 45 RISER BULKHEAD AND FITTINGS C70 N.T.S. V �v CONCRETE NOTE: DIMENSIONS SAME BLOCKING BLOCKING 7ARF CONTROLLED BY �\ DIAMETER OF BRANCH AS OPPOSITE SIDE EDGE OF TRENCH MAIN \j C' = BRANCH = IG PLUG 2" D.I. PIPE STRUT ---,,,,,.I 12" I i L— 6" H2 H1 TEES, CROSSES, & PLUGS D (MIN. THICKNESS) UNDISTURBED EARTH V (MIN. BEARING AGAINST TRENCH WALL) i i --- ---- L_ + CONCRETE BLOCKING NOTE: CONCRETE THRUST BLOCKS MUST BE CURED A MINIMUM OF 96 HOURS BEFORE PRESSURIZING THE PIPING. SECTION G-G TABLE OF DIMENSIONS FOR CONCRETE BLOCKING TYPE TEES, CROSSES & PLUGS 90° BENDS 45° BENDS 22 1/2- BENDS 11 1/4' BENDS TYPE PIPE SIZE H1 H2 V D CU. FT H1 H2 V D CU. FT H1 H2 V D CU. FT H1 H2 V D CU. FT H1 H2 V D CU. FT PIPE SIZE 4" 28" 16" 16" 16" 3.3 24" 14" 12" 12" 1.6 16" 12" 10" 12" 1.0 12" 10" 9" 12" 0.7 10" 10" 8" 12" 0.6 4" 49 CONCRETE THRUST BLOCKING FOR FORCEMAINS C70 N.T.S. 18"0 HDPE SDR 11 RISER 0 x 1' FLAT STOCK "0x3" LONG SS EYE 1ITH SS NUT AND SS R (TYP.) 3/8"0 SS THREADED COUPLING 45 RISER BULKHEAD AND FITTINGS C70 CONCRETE H ° • • ° • • d d d d a ° a e jQj d ° d ° ° ° de d ° d ° .4d ° ° d d ° ° d d ° ° d ° e ° d d 4 e ° d d° d° e d l d ° ° ° ° d ° d 4'X4'X6" a ° d ° ° ° ° e d o ° ° d ° d ° o e CONCRETE � d ° d °d d ° ° ° d d d PAD ° ° °d d e ° d ° ° A ° °° d d e4 dd FLOW TOTALIZER (OPTIONAL) UTILITY PANEL POST i PUMP CONTROLLER PANEL ° e4 L d ° A7VA tE BOX AN STAINLESS STEEL BOLTS, \/\� \� \\ \\ � / /\/ C70 \ \ RS AND NUTS (TYP.)\\\�/�/�/� \ \ \ / / _ \ \\\\ /\ 2»0 SCH 80 PVC \\ OR PREMANUFACTURED //\— HDPE PIPE BLIND FLANGE (FOR —FUTURE /� \ �/\ \ \ // CELL CONNECTION) /// FLOW CMp 70 ORCEMAIN (CONNECT TO 4" GATE VALVE PREVIOUS CELL) 46 LEACHATE RISER SECTION C70 N.T.S. 47 VALVE BOX AND COLLAR C70 N.T.S. 4"0 PVC GATE VALVE 3' 3'0 SDR17 HDPE BARREL SUMP 4"0 ELBOW ,IT}� z 4"0 SDR17 HDPE PIPE J r- 4"0 ELBOW PROTECTIVE COVER SOIL' WASTE 2 BASE LINER SYSTEM C600 C600 3 1 FINISHED GRADE ALL PIPING SHALL SLOPE TOWARD THE REDUCING TEE PLACE ADDITIONAL COVER SOIL BENEATH THE CLEANOUT CONNECTION COMPACTED SOIL BACKFILL EXISTING GROUND SURFACE METALLIC PIPE LOCATOR TAPE ELECTRICAL CONDUIT (AS NECESSARY) 3' (MIN.) / / / 4"0x6"0 DUAL CONTAINM + SDR 21 SOLID WALL HDPE FORCEMAIN FILL TO SPRING LINE \ + / .\ PIPE BEDDING MATERIAL NO. 57 OR NO. 67 STONE Y-6" (MAX.) 12" (MIN.) 8" (MIN.) 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/ J ��\�\\\ \ \\\ \ \ ( I \\\\\\\\I I\\ \ \ \\ \\1\\\\\ \III I II 1\\ 1 N l(l 11 -- / i /ram, ,� ��\\\\ \\\\\\\\\\\ \\\\�\\ 1111 111\\\\11 IIIII'\\\\\\\ \\\\\\\11 \\1111111II111 IIIIIIIIIII'llll ��11 I �I1111i rill I \ % z5-8s i / / 'o \\\ \ \\\\\ \\\� \ 1\ \ \\\\\\\I I I Ill II \\\\ \\\\\\\\\ \\11 IIII IIII Illl'I\lI\III ^l IIIIIIII \\ \\ 2so�- 2so ' ,� - \\ \��\�\\\\\\��\l'III�1\\ \\\\\\ \\\ \\11 IIIIIIIII ` 1 \\\ \I� '� \\ 276.02 / 310 _ I IIII\JIB I I I I IIIf' IIIi1�`\II�(� >>>\\\IIIIII111 \ \11\\1 1\III'II"'II'I11 I \�l l\\ \\ \ \\ \\ \ IIIIII i/ l PZ5-7 / 0 33o I I I 1 I I I I a\� //// II \\ \\ \ III 1 \ c \ 11 I I Gw: ,o 32 I I I III IIIII 1 I I I �I I I I I I I111 Ill ll III I Il I I I I \ 11 '�`� �-��.% / l I I I I/ I IIII l l l llJ 11,/l l/l1 ll IIIII I I I I�� -( �/ \IIIII I I II 11 II II IIII \I\\\ \\\I IIII III\II\\�\VI,t\`PZ5-6D //2so.o3' )/ \ /r ' / \/ 1 // / l/ l / / I I / l / // I / / / l/ 11 l/ I/ I/ I I IIII I / I��� IIIIII ' I IIIII IIII I111111\ \ \\ \ \\\\,IIII IIII \ \ 1 \ \ \ I\\, \' 1"III GW: IIII III IIII IIIIIIIII 1\\\\\\\\\111111111\\\\\� 1 \' e \JI IIII 268.92 \ I \ I \ \ \\\ \ 1\1 I I�11111 III II 11\ 1\1 \\\ \ \\\ 11 \ / l I ® / -C -./' I /l I // /// l l lI I l l l (� I I I III III 1111\\\\ r , /I (\ \ PZ5-6s 2 -- MW-1 \ f 1 // / / / // l I 1 I 1 `) I IIIIII I 1111 111 IIII 1 \\ o / o / 1 / / / // / /// ///// / / / / / / I I 1111 / IIII \ I I I I I \ I I11 \ \ \\\ \\ \ \I\ / 1 \ GW: 267.85 --- 80 PZ5- 23D GW: �—=%'�',��� 5`i // / // o 0 0 //ll / /l /�/ / ////// I/Illlll / 320 / M M '� // / l l 1 1 l // // // / l u l l l/ 1 1 1 V 1 1 I 2 �.51' -300- GW: 292.91 I 1 1 I Il I / ' l l l 11 l 11 l Ill I l //lllr II l� / l/ l I , _ �t / / I 1 /l/ = - N/A II III / l/l Pz5-5D // / 310 1 ,� `-zso-. // / i l /� \ / //'�I / // I jljllllljlllllll jjjl�lllj'ljlll�lll�l//I �)�lllllllll ll�/ill/�lllf//�/ j/ll�l�ll //1�11/1 IIII ///�////)/IIII I }rl / //////l// I I / / o/"/ IIII/i� / PZ5 5S �/ `III ll/ / / o NI b// I, /// // \ \ \ \ ( I N/A GW: / \ \ \ \ \ l // \ \ I Z5- OD 274.27 /V// /�//////%�//// //// �/ // ////� /// /// //// /�///�/�//j/ //// ///////F. / / i 0 / 0 // / / / / / // //// / / /�// /�/ / / // / / // / / / o / / / / // ( / / / / // / / % / / J) / / / i MW % / // /i�: / / l l// / / / /j / //� / // /// //�//////% / /Ili \ \ \ ARTESIAN ry J 288.40 // `� 1 (J// // / / /i% / /� /// / / / B \ ����_ j �/ / l `' / iii/ /ice // ,i/ l / // 296.67' 310 0 /�// / / //�� / i/�/ , �� l / 111' �� // // // /// /// / / / / 0 // / // // / // / / / PZ -3S-' �, �C / 0 / �j/ ///, / /l // l /ll l/ �/ /�//�/ / �/ �r // l ( I / / PHASE I I GW: 0 - o / // / �� / / / / / /// j%%%jam // / / / \ // / //j / // 0 / / , I , , / / /�/ // / �i /�/ / / f /// / /i //�ii/ /j �/ v I / \ o �� r ✓ �- / / / / /// /� i�/ /ice �' .i / / / /// / / // / / / S // 0 // / 262.54 /-- 310==1� // /i// ////i / / �i/ / \ C /� / // '/ 1// // i /////// ///// // / / ) //i -, / � / �/ // ��, ) // / / // /i / / / / / l (I //i NORTH CAROLINA , / //, �/ ,/ i///6 , ° -���// ��/ / // / / / /�i � SCALE IN FEET REFERENCE ��ii/i/ice/j/ // //i/// /�/ �i g i/,// / //// /j,� / J J //, / BOARD OF EXAMINERS �// / / / I/ / //�/i/ ^� // / / \ l//� FOR ENGINEERS AND 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS \ \ \ _ / / ;/ �// / //ice // ///� / / / , //// //// / / / / // /// / /� / / //� 0/ / %/j,/�// / / / }���� ��- 0 100 200 \ \ ///�iii�//yr ) i/ / / //// / / /// III / l l / /// / i//'j / / I /��� PROVIDED AT 2-FT CONTOUR INTERVALS BY GPI (JOB N0. 18-006); \ \ / -1 D _-- , j i iiii//i�////GF� �� //// /� ///// / //// i/�'J l /�l 11 l l / l/l/ 11 //// // //J�////��/ /0/// /// / l ��T �' SURVEYORS LICENSE �// /'�/lll/ / l l l l l l 11 11// / /�// �ti // /�-- DATE OF AERIAL PHOTOGRAPHY JANUARY 15, 2018. 2 \ Z5 2 r,/ / / / // 'S / //�I / l// / //// Gw:l// // // // /�i// /, / o /j /i I T/ // / /�_� NO. C-3035 /,i%/ /—/�� i / �ii�i ///i/ / / / / / ////l 11 / / / / /// / / / /J / ////, / �. 1 / / / / / �i 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS GW: 286.38 _� /� / / r // /���//// j/�// /// �j/ / / / / / I / / / / / /// // / / /// j ,// / /// /// / f /�i�_ �� 285.75 �� MW-8D -(/ /J / /�i//ij-ii i� / \� // / I I I I / / /ll l 111 / // / /�ll J �� / J / i / // ACQUIRED FROM NC DOT GIS. // //% �// I, IIII //// )/ l / / / /// / // GW: / \ ) / //�i/� /// ii/�,� / � / / --_� / / �t{411111f1i/ 3. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: ...� /�/// / �✓/// // // // / I, I'll I / //// /�////// /// /// /�/// �// %�� �1�//% ```{ tK �'�RQ' v 300 \ , N/A \(�i/�/ l llll l l l l // //////' a �,`�P•,.. 4",f Io 3710644500J, 3710644600J, 3710645500J, 3710645600J. 290 l �\ \ \\ \\ C ) / (/ /�( ((� / / / / \ �� �/ // / / / / / / //// / / / / //// //// , �Er�SS10 .v 300 / /\�\� \\\ \ l/ / / // // lll/ /// //I /ll/l /j///// / I / / // ////�/' •O• 3. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE / oo o\\ I \\ \ \\ \\ \ \I \ `\\ \ I /� / / / /� QQ V'' \ \\ l / /// / / ,�! J�o l , /�/ //i /, , INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A GW: \ \\\\�\\\ \ \\ \\ \\ \\\\\\ \ \\\ \ \ \ \\ \� / / / // / / ///// // / / ///////// /// / /// % / // / / '1 ry / //j //%/ //////// / /" SEAL PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER \\ \\ \ \ \ \\ \ \\ \ \ \ \\ \\ \ \ / // / /// /// / / I // // / // / / / // // �� / / / / ////� . N A \ \ \\\\\\ \\\\\�\\\\\\ \\�\ \\\\\\ \ \\ \ \ l/Il 1/1/l // / �l l (l // //// l/ / I / ,//�//// Q39114 LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN \ \ / \ \\\ \\\ \ \ \ \ \\ \\ \ / / /� // //// / )l I//// / // / //// / 0 /// A ---�\� \ ��o \ \\\\\\ \\\\ \\\\\\ \\ \\ \\�\\\\\ \ \��\\\ \ \ \ \ I \ / / // / // / / / //// �// // I)i I I %lll l / / �/� / l I I I / �9 �/� %/ ////�/ // •�FIGURE DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH \ \ \ \ \ \ \ CuU ^ T � N Z M o r- N 1 00 rl Q X o � .� U � Q N i O "" a rn a W � as �y U 0 rn T •ry Q A rd 0 Z 0 C3 /2 V = a� Z 0 Q W CU L Z Waz � Q � J � 0 zaa� 0 ' =VJ a J _ C)Oz� Jzo0 a J I_ Q W — Z � Z = W 0 WVLu a Z N Z C 0 u, � Z z Q Q = L) I-mn= U Z � Lu r a m m Z Y � c) _ U 0 w N o r Z M II 0 W W r 0 0 a o Z m o w �Wo c� 0 IL 0 0 CL Q APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET. -��� \ (r] oN \ \�\ \ \\\�\\\\\\\�\\\ \� \\�\ \ \\\\\� �� \\ \\\ \\ \ \ \� -//// 111l l /l/ l /// //// // f ////J J)I((//// / I /� / / / ��0°�� I //% // / BEFORE YOU DIG! ��i� r'N� � ��'•�.` CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER -_ / PZ5- c3 _ \ \ \ \ \\\\ \\\\ \ \\\\ \\\� \\ \ \ \ / , / / // // / //// / /�/ //// ( // / / \ / // / //�// / / // �,% J\ TABLE ELEVATIONS MEASURED IN MAY 2017 TO APPROXIMATE THE \ ` \\ I / 11 GW' \ \ \ \ \\\\\\\\ \\\\\\ l/// l/l l / �// 10J�///////// CALL 1-800-632-4949 ��, �ji� • ®{�,`� G200 \ \ \ \ I II I 289.21 \ \\ \ \\\\\ \ / l l I /� / / / / III 1 /kV/ /i / / 3 ////// N.C. ONE -CALL CENTER rri ,�+� DEPICTED SEASONAL HIGH WATER TABLE SURFACE. \1 \� \\� (/\\\\�\\\ \ \\\ \\ \ \ \ / / /// /// // IJ/// n//// / / IT'S THE LAW(�,�\ \�� \.\,��\\�. \ .\ \..\\�.\\\///l///i�/////li/�/ljll,llll�l �/ / / 3/17/2023 8 7 5 4 3 2 1 7 1 1 4 1 3 1 2 NORTH I // GW- /// PZ5 10D-R BR: 283.72 PZ5-10D u - IIII )/lI l,l% 311.61 BR: . / jj I / �i �)/l/j ljlljljllljll( I (I ( (f l 1 cw: _ l/llt II III I I I I I ll I I I (III DRY I'I I IIIIII 290 \ , / / ((\ \ \ \\\\ \\ \\` _�� PZ5 GW: 270.83' F D GW: ' \ NZ/�// 278.4 266.61 ( I I if ti I I I 0 �� Z5-8S / \ IIIIIII \ 2a 28o BR: \ IIIIII I 266.61( \\ II IIIII GA. 276.02 \ / G PZ5-6D GW: 268.92 J \� IIIIIII 1 /1 BR:/ 254.22 254.22 A ) 3+ 0 256.88' 27 GW: 267.85 Op 2rI-r o PZ5-5D N 27 — \ ( 1\ \\ \\ \ GW: \\ \ \ \ B N/A R: GW6.88' / Z5- 0D 274.27' GW: ARTESIAN %// PZ -3S / ( 257.60 25011\ ( \ \ \ \\\\111 III o r W. / r — — PROPERTY LINE zo)—_� ��i-- j�\�\��� 300PROPERTY BUFFER -- — — �—//// \\ `\\� EXISTING STREAMS 50' STREAM BUFFER L —� 1✓/�% i iC�/ 1�� �� \\ \ f- /jam \���\ I I\I\ —300-- EXISTING MAJOR CONTOUR 310 \ j/� �(\S I �r� ^\ \ l✓� /l \ // —���� \ _—_ EXISTING MINOR CONTOUR F M EXISTING LEACHATE FORCEMAIN 100-YEAR FLOODPLAIN PHASE LIMIT/EDGE OF LINER r -� I / /� �\ \\\\�\\\\ 1 ✓ �j�i \\--` �\ ` 300 MAJOR CONTOUR MINOR CONTOUR i\I( PERIMETER ROAD \\ I PERIMETER DITCH INTERCELL LIMIT �i-7_—%%� _ ___ --� \\\\\\\\\\ \\ \\\\ PZ5-2S PHASE 5 SHALLOW PIEZOMETER ®PZ5-6D PHASE 5 DEEP PIEZOMETER _�_�\ SHALLOW MONITORING WELL �NQ_ ___ /��� _=—_ —�\ \\11111111 I�11�\111�1111oIIlI ®MW-19S FOR PHASES 3 AND 4 ®MW-15D DEEP MONITORING WELL /'� I I I L I II\1 I( •�" % ��� =ice ;j��_ �\\\\, \�\\� 0 11 ,IIII, I\\1 \\\\\\\ FOR PHASES 3 AND 4 I \\ \\ 11 \ TOP -OF -BEDROCK \r\ \ ���- I IIlIIjIIlII � (�IIIIIII�IIIIIIIIII1II I1\,\, 1 \1\\1.1\l�\l11�I,IllIIlII1IIIIIIIIIIlI III\III \ 'I\I\(Il3\l\f_—— _—_—_�-PHASE � 2 , II,0,1 \\I1I►IIIIIIIII II111\\\\\\\\I\\\ \1\1\ II \III\I \I\,\\ \I\II11I\l1 i SEASONAL HIGH GROUNDWATERgAw0Q� `\\ oIlllll III\\\\\III PHASES 3 & 4 GROUNDWATER \\ \\\v v�IIII I'I l Il IIIIII 11 Il\,\ A I\\\\\\\� �\ ��\�\\\\\\\ \\ \\ I IIIIIII, \III I11 III II I I I II REFERENCE \ I I G2oo `\\\\\\\\\\ \\\��\\\\ \�\ \ � I \ \\\ \\\\ III Ill \\\ \\I \ I I IIIII \\\\\\\\\\ \ \\ �\ I \ \\\\\\\ \\\11 \I111111\�\ \\\\\\ \ \I I II I I II 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS / N\\\\�� J \\\\�\\\\\\\ \\\\\ \ \ \ \\\ \ \\\\\\ 111 1 \ \\ \\\ 1 11l I 0 1+9 \ \ \\\ ��\\ \� \\\\\\\\\\\\ 1 \\ 1\ \ \ III II PROVIDED AT 2-FT CONTOUR INTERVALS BY GPI (JOB N0. 18-006); \\ \\ \� \\\� \\\\\\\�\\\\\\\\\\�I \\\-� \111 \\ \\ I1111\\\\ \\\\\\\\ \\\\IIII, DATE OF AERIAL PHOTOGRAPHY JANUARY 15, 2018. 21+ \\\\\\\\ \ \\\ \ \ \ \\\\\\ \ \ \\\ \ \ ( I \\\\\\1\I II\ \ \ \\ \\1\ \\\ 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS zo \ \\ \ \\\\ \ \\\ \\\\ \ \\ \\\\ \ I I II\`\1 IIII\ \ \\\\\\\\\\I \\I11111'll J 1 +0 1IIIIII\\\\ \\\IIII I ACQUIRED FROM NC DOT GIS. 7+00 18+00 \11\1 \\\I 3. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: 10 I\3710644500J, 3710644600J, 3710645500J, 3710645600J. g2p 330 II II16 \1 \ I14. TOP -OF -BEDROCK CONTOURS ARE INTERPOLATED BASED ON THE DATA ) OBTAINED FROM THE BORING/PIEZOMETER/WELL LOCATIONS SHOULD BE /II/II 11 I I/ CONSIDERED APPROXIMATE. ' (,ll�ll/l/IIIII/ll,ll,ll,/l,ll/,l,%11►II, II,I IIII ,►III,1I,1,,11,\\\\\\\\\ 32p / / ( (1 /// / / / / / /// / //�/// // /, // // �/ / , 1 l 1 / IIIIII I// 1 I I I I I II II I ( I I Il \\\ \\\ \ \\\ 5. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE \ l I IIf'r/ I I IIII IIIIIIIIIIII\\11\\ 1\\\I INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A , I I'll I I I .00 /ll l l IIIII III I PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER / l) l/ ll / //// /l l/Al , l 11l l I l /II'll l/ I III \ I / I I I 1 111I 1 I III I 1111 III LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN Lo / / /l o / // IIII l ll ll l // IIII / l l l I I l l I 1 ) / I/ ) / I I) 11 I I 1111 DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH 320 / '� "� /// l I Ill//ll/ll // / //ll l ll lI 11 III l / V 1111/�ll r—� ) I IIII vI l I IIII IIIII 1 I I III APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET. i /� / l/ / Ill lI) / /) l/� l ) f \ I / I /l// ///� 111 l I) I)) ) I CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER IIIII / II / / I I , I„ , I /'' l/ // // /l/l/' I \ I // �/ Jl (( ((lI 'I I I / I IIII / TABLE ELEVATIONS MEASURED IN MAY 2017 TO APPROXIMATE THE �/� / / i \IIII 1�11 II�I'llll IIII /Ill 111 l l / \ I l lljl II/I�� IIII l llll/lj// )),11 l� 111 IIII / 1 / / II II II II ,IIIII/ III//llll� 111/ll,l�//III >() III,/ IIII ll // /Ill lll,�//, I I� /l� DEPICTED SEASONAL HIGH WATER TABLE SURFACE. /j 1 // / // ll Ill // /// //l/�lll /j //�// I I l l // l / / /i li/ /i � /l/�/ 1 ( / /i/ / /i / / �/i � /ilk IIII 1► / � /i/ N �; II^°/ ll i / II III � I ►� I°'/ // � \ � / �/ / / /� // �i//�/iii/i /i�//✓ij // °��r�/ / / , / / IIII \�/// IIII/ / / / / / l // /// / /// / ///� J '/ /� /I / - �`� r \ �\ � r(��) // 11 / /// / / / / �i 1 / ✓/ \\ \\ \ �/ /i/ ��/,/ //jl //l// / // /// \ Y / / 111 // /� / / / ��iP I PHASE 1 �� /--- / — �� // X / , J �l /l / /// / l / / / / o // / l / r�� / /'� / / /i� ll) GW ii' jam� /// / / , ✓ — �/ / l l/ I ) I I I l ll/ IIII l// % IIII l )l/ /1J/ �/// /ii /i/// / /// / � �—i l 1, , l , I /, I l 11 l / / / "� IIII / l / r / l �� N/A / \ ��/ , lll,l/�/ll,Il l�l ll/ ll/�/,//// /l Ill/ ,//I /IIIIIIII/, IIII '/ I � \lI `\\` ��\`\` to \� \ \\0 / /,�/ \\\\\\\\\\\\ ��i / \\\III((�llllll/I �o \\`\\\\\\ \�\� \ \\\�\\\\\\���\\\�\\ \\ 1 \ // / Ill IIII l;// //l/� If11 Illy li �// \� \\\ �\ �\ \ \ / // l I l / / // o/i / // // / ✓ 1 I c \ \ \ \ \ \\ /� / \\ \ \\ �\\\\ \ \ \\ \� \\ \\ \ \\�// 1 \\ \ \ \\ \ \ \ \ \\\\ II � / Ill/ //l / // IIII/ l/1 � / \\ \ \ \\\\�IIII IIII/ /j/// //////, ,/l/ / f 1 //j / /�/////�— \\\00 \\\�N\�� \///� jI/jj//�///� l / // /�/// � G \ 1 I \\\\\�\� \v/ // /// IIII / // //// // / / // /// \/// // % �l _ v o \ \\\\\\�\\�` \ \ \\ \\ Ill ll IIII /j// / l// IIII// lj IIII // I Ill%/////'�' ///�/L \\���IIII/// 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 uN uN uN uN uN uN uN uN uN uN uN uN uN uN N N N u] N uN uN uN t t t t t t t t t t t t t t t t t t t t t t 0+00 1 +00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 1 1 +00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21 +00 21 +91 A —A PROFILE SCALE H:1 "=50'; V:1 "=12' cc U W o z O � w w N o W � a o 0 0 U U Z Z 0 0 0 LU co m co 7 7 �2 Boa N N a Q N N O 0 N CuU ^ T }� N i� Z M � O In N 1 1 V 00 E rl Q X o 111 CZ +D LL .c_ U iCi N M cwi i� � M Q N i O a rn a W � as W U O +~ 0 O T • P-4 Q NORTH CAROLINA SCALE IN FEET BOARD OF EXAMINERS FOR ENGINEERS AND 0 100 200 SURVEYORS LICENSE NO. 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EXISTING TOPOGRAPHY WITHIN WASTE CONNE CTIONS PROPERTY WAS S \\\ IIPROVIDED AT 2-FT CONTOUR INTERVALS BY GPI JOB NO. 18-006 ;\\\\ \\\\ DATE OF AERIAL PHOTOGRAPHY JANUARY 15, 2018. X� '2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WASX\\�\ \ ACQUIRED FROM NC DOT GIS.Il\\\\\\\\\\ 3FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS : \\\\\\\\\\\\\\1'IIII \ II\\ \ II\`\\II 3710644500J, 3710644600J, 3710645500J, 3710645600J. 4. TOP -OF -BEDROCK CONTOURS ARE INTERPOLATED BASED ON THE DATA \I111 \\II\\\\ OBTAINED FROM THE BORING/PIEZOMETER/WELL LOCATIONS SHOULD BE 330 �,- \\ 111II 11I CONSIDERED APPROXIMATE. 1I1I,1I\ IJ1\IIlI\lI\lllII\I\lI1\ II\ 5. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE E4,0111,111 I/ lNI'll" I \IIINTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATERull�1 LEVELS WERE OBSERVED IN APRIL 2016. 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EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS I PROVIDED AT 2-FT CONTOUR INTERVALS BY GPI JOB NO. 18-006 ;\\\ / ( \\\l\\\ \ \\ \\\\\\\\\� \\ \ \\\ \\\\ \ \ I \ \\\ \1 \\ \, 1 1\ \\ \I\ III I I IIII I III \ DATE OF AERIAL PHOTOGRAPHY JANUARY 15, 2018. a \�\\\\\\\\\\ \\��\\\�\\\ \ \\\ \ \\� 1 \ \\\\ \ 11 1 \\\\\\ \\I IIIIII II IIII II \ \\\\\\\�\\\\\� \\\\\\\��\�\ \\\\\ \ \��� \l �� \\\\ 1\\\ \\\\ \IIII\\\\\\\\ \\\\\\\\I I II I III / \\\\\\\\\\\ \ \\ \\\\\\\\\ \ \\\�\\\\\ \\ \`\ \\ \\ / ill/ \\\\\\\\I III\1\\\ \\\\ \\1\ \\\\ IIII II,IIIIIIII III 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS \\\\ �� \ II\I\\11 IIIIII\\\\\\\\\\\\\\Il \II,I1111II111 lI\III1111I ACQUIRED FROM NC DOT GIS. \\ \\\ \\\ \ \\\ 3. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: \ 3710644500J, 3710644600J, 3710645500J, 3710645600J. I I 1\\\ \\ 4. TOP -OF -BEDROCK CONTOURS ARE INTERPOLATED BASED ON THE DATAAl OBTAINED FROM THE BORING/PIEZOMETER/WEL OING/PIEZOMETER/WELL LOCATIONS SHOULD BE CONSIDERED APPROXIMATE.�� //, IIIIII I (// /, III l lI I I I I �I I I `� I I► I 1111 IIII' I I I 1 \\\ III 1I III \\\\\\\\ \1l� 5. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A if,\A\\PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN320 z ( DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH /// / // /, // / / / /III III / / I I I I I I I I I I I I I I I I I II 111\ I I I III I11\ \\\ \\ APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET. `L // 0 0 / // I // / //�/ / //// / / / III 1 \ \\\ CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER 20 / M �, /,'IIII ll /l ,,,,/l�lll / l llllll l l I l , I I I I III 1 1 / ll / 111 l 1 1 1 I l l I III r III 111 ll �I�/III% I I I I J I I I l IIII IIII I IIII1111I 11\� TABLE ELEVATIONS MEASURED IN MAY 2017 TO APPROXIMATE THE / et / / % III III I /1 Ill/ �l l l //I l / l /ll I I IIII / /I I / l�ll/ 11l I \ I I I Ill/ '/ / / 1 I IIIIIIII/ /IIIIIIII I I I III DEPICTED SEASONAL HIGH WATER TABLE SURFACE. lll llllll llllllll, llllllllllllll '�\ //l/llll�llll� \ l//�/// / �/,/ �/(( (fl)IIII llllllllll/III /IIIIII / I I ► /I'll I II II llll l /llllll ll l/ llllll IIII �,r//; /Ill/,/; /,, I l ,,,,l/l, llllll, , IIIIII' Ill; ll ll, /j III / I IIIIII /IIIIIIII�ll/�/lll /I)lll/ll�l/lI l� 11/�//l ljllf//,l / 1 /ll//lll �jJjl /Ill/l/llllll /j //// / / oll/;,,,�/ll,ll /;�/�1,,, ,,//l, ,,//,,�;Jf /,;//,�,�///// �, // /,; /�/ ,,,1 IIII►I�IL�\I \ / Ih;►l!,oli'�llllil�i�i//�/�Zr�//�/� , ///, /r//�i/� ,/ l///��l�/i////i�///�/� r // //�/ V@IIII("VA\FT //^ / 0 // p/// / /// / /�/ /%� �j --� �j/, / /// �� /////� �K. 101, BEFORE YOU DIGI �p0ii PHASE 1 /� / 0/ llllll / / CALL 1-800-632-4949 .9/ //�// // / /�/� / /// // / /� / y / / / /I N.C. ONE -CALL CENTER ��///// /%/V / // 1( \ is! )/// /// /// / / /� fi/� / IT'S THE LAW/ �Illl 1 y///y6 Izx/l 1 /7 /,// 1,4" t Q_ /— ��%�/, �� i/ / iti /-- \ ��� / 'h / ���� / / I �i�—/ii///�////�///////( �/ /� lei/ // // I // / /, /////j// �� //�/��/ /'�//,�0 /// I 1 //// I //i%// / �i� `jC/- \ ` \� NORTH CAROLINA i,% /- ��� , %//� llllll /, / // // ///l 1 ( l // �/%� / Mw-8D /// / / // / / //� / f // BOARD OF EXAMINERS (�A�� �1 BR: GW:l/ J II Ill/ ll IIII /l l �ll ////// ll//�// /�i/ i/i/ FOR ENGINEERS AND �N/A N/A (� ( I / /// / i ///l�i ///�/ / \ IIII / l / Illll // ll l /� // / / l /,i ///i�� /� SURVEYORS LICENSE \� \ J/I �I I f I (I 1 \�\ \ \ \ (\ I < \ l \—�-�j�%%///j�/ NO. C-3035 ,� \,\\\\\\\�\� \I I ll \ \\ �; / \ \ \ \ \\ \ \ 1 \ \ / / 3R: \ \ \ i� \\\\\\ \\�\\\� \/ v A \\ \ \\\\ \ \ \\ \ \\�\ \ \ \ \ / l /l \\ \\\\ \ \ \\ \ \\\ \ \\ \ \ \ 1 \ / / /ill/l / //i�rll ll///, / //i / I / // \ \\\\\ 1\\\\\� p/o/ t / SCALE IN FEET\ SEEK— /l\\\�/i 10o 200 \ \//.�/�/i�ii/////n00i�/� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 + + + + + + + + + + + + + + + + + 0+00 1 +00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 1 1 +00 12+00 13+00 14+00 15+00 16+00 17+00 17+36 C-C PROFILE SCALE H:1 "=50'; V:1 "=12' 5 340 �11411111f1i� . QQr SEAL b • s 939114 i a E / 111 IIV` 3/17/2023 cc U w o Z O cn w w N W acc a 0 0 U U z z 0 0 0 0 co m m w s N N a Q N N O 0 N CuU ^ T }� N Z M O N 1 1 I ooi E rl Q X o 111 LL .S_ U n � 1 3 '> � Q N i O "" a rn a W � W U O .p.4a) 0 T •p-4 u CU Ln z Q Waz aC)0 :3 J z aa Im O J = U a J _ va LL �zo0 [L j Q W — Z mz = W O W a V w V o z 01 = cnMz Lu Qaa L) V Z N w In z C° r o Lu W ch 0 0 m < m o w w U o ci 1" v, r w 'R v N cc O 0 W 2 > LLI w 0 w 0 Q 0 z co o � I_ w III 0 00 IL d a FIGURE G203 C� LI 3 2 5 4 NZ '0000z PZ5-18S NORTH i 3 IV 7 Z5-1 S 00 I / °�/i�/� \o x° ` MW-13S I� / /70 1 II x00 Z5- / PZ5-15S 4D OOF o 300 60//k / 1 \ �i�1 PZ5-14S �310 x wo IF 0 PZ5-27D 2gp 0000, O/ PREVIOUSLY PERMITTED I / \ 0�1`.� \ PHASE 3 280 PZ5-21 S �o IIII I _ / IlII I BR: 0PZ5.13D BR: 0295.25 VI 1I1 IIIIIIIIIIIII GW:IIlI I III!'1) I1 l II II � \- 277_64, 310 yp0 N/A / S G E 267.18' rir � go Mw-1 1 I II I 111 III o �! rir 0 276.53 310 - 10; � 000, p,0_� /� \ / �( `� / PZ5-12D /// 25p BR: I III I I II IIII Ir1//i/ s>Ai/ii--�$1 GW \ IIII I I ( 1 I I IIII III I o � „oti D w: j�lllll�llli� / r BR: o310 PZ5-1 oD-R \ ,/ I BR: 283.72 O O P 5- 1 281.63' l `L BR: \\�\ o \\ \\1\1\\\I0II1 1 \I\\II\ ��—\i1\\11\11I \\lco\,, \Il\Il(o 278.58' IIiI(tI(I II I1I IIIIIII ti I\II11IiI1 IIIII'lIoI I i I I PZ5-10D / / / I/<<�� I o I �I11 \ o Oi / o; / - / NI I I I ( IIl'/ 0� '-- -- \\ \\ �+ to \\\1 \\1\ \\1I1 )l1 III III III BR: % //r c / I I I I c I IIIIII Il I 1�6/ __ __— � \\ 11 w o\( 11 I II IIII \ \\ \\\\ \ \ I 14-I II IIINI ` �o \ \ I I l I I III I\ �I' '' o�______ _ r /(( 311.61 0 2�0 \ I III 11 I I IIIII (39 \ I \ \ \II I I1 I \\\\ I I I I \ \ \\\II III III yI IIII I I — I I I II\ \\ 1 IIIIII ( -ice— _-PHASE 2 \11 o I 11\\\\ \IlI 111\\\\\ \1 I I IIII ^I Illll I IIII ( I DRY — J I I 1 o = _ I \WV6V'o \ III III Or � / / / \�\ I I I III \ 9 ;—_— _ \ 1 I I I //,/ / I I II11\\ \\1111j111I11113 __—_ I of 11111i1 jll I\\r/r ir j / \ \ III III \ \\ ( 0=I't290 "� I III IIII III\1 1 1 I II I I'40 _-- = _—�a�r\\ 11 \ II 1\\ \IIIIPZ5-9D 30 Oi /C \ I I \I II III \ \ �___ \ o \\\ IIII \II1111 IIII I11 1\ \I I 1 \I IIII I PZ - PZ5-24D o / �� I I 1 IIII 111 1 1\\ \ \ \ �� °�---- \w \\ \ 11 I I 1 I I 1 \\\1 11 1 11( III II II I I N_ BR: \�\�� BR: cw: BR: — I III 1 1 I \ \\\ \ \ \ \\\ \\ \1 \ I I 1 1 I I I III I \ I I I II11111\\IIII\\\1\\\\\\\\\\\\\\\\\\\�.�� /t —� \\\�\\\\ \\\I IIII\Iljlllll III\�\\\\ IIIII II \I1111(IIIII I IIIIII \(1 I� III o =- '275.95 - �� ^\ 270.35 N/A 272.99 f, �' 3_ ( I \ 1. 1111 \I 1 \\�\� \ \.\.. \.�.\\ \\ ( i \ �`\\ , .\IIII ,1 ill�lll ., 1 �I II 11, I II�1► i,.11. �\ 11I �I GW: 270.83' N/A 4 C 370 a 0 a r LEGEND - - PROPERTY LINE — 300' PROPERTY BUFFER EXISTING STREAMS 50' STREAM BUFFER EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR cc F M EXISTING LEACHATE FORCEMAIN V wo 100-YEAR FLOODPLAIN cc - -PHASE LIMIT/EDGE OF LINER � 300 MAJOR CONTOUR N o MINOR CONTOUR Lu PERIMETER ROAD PERIMETER DITCH a a INTERCELL LIMIT r- r- X PZ5-2S PHASE 5 SHALLOW PIEZOMETER co N X PZ5-6D PHASE 5 DEEP PIEZOMETER � s a Q N � SHALLOW MONITORING WELL X MW-19S a a X FOR PHASES 3 AND 4 O N MW-15D DEEP MONITORING WELL FOR PHASES 3 AND 4 TOP -OF -BEDROCK SEASONAL HIGH GROUNDWATER PHASES 3 & 4 GROUNDWATER I"I 04 }� N REFERENCE V 1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS Z cm PROVIDED AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); ` C DATE OF AERIAL PHOTOGRAPHY JANUARY 15, 2018. p 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS CC 04 M ACQUIRED FROM NC DOT GIS. 1 0 CC 3. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS. 1 00 0� 3710644500J, 3710644600J, 3710645500J, 3710645600J. \ �--i Q x o 4. TOP -OF -BEDROCK CONTOURS ARE INTERPOLATED BASED ON THE DATA 1 1 Cd ( Li c OBTAINED FROM THE BORING/PIEZOMETER/WELL LOCATIONS SHOULD BE 1 "1- '5 CONSIDERED APPROXIMATE. \ N cM 5. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE 1 INTERPOLATED FROM A CORRELATION OF WELL GAUGING DATA FROM A 1 ,> M 3 PERIOD OF 2001-2017. OVER THIS PERIOD, SEASONAL HIGH WATER LEVELS WERE OBSERVED IN APRIL 2016. THE GEOMETRIC MEAN N DIFFERENCE IN WATER TABLE ELEVATIONS BETWEEN THE SEASONAL HIGH APRIL 2016 DATA AND THE APRIL 2017 DATA WAS 1.3 FEET. as 00 CONSERVATIVELY, TWO FEET WERE ADDED TO THE PHASE 5 WATER TABLE ELEVATIONS MEASURED IN MAY 2017 TO APPROXIMATE THE d DEPICTED SEASONAL HIGH WATER TABLE SURFACE. r, W U 0 0 rn T •ry Z_ Lc) a Waz cn � J a00 aa zLL 0 = V J QJ�= V 0 Z �zo0 aJ�z Q W SCALE IN FEET 0 100 200 0 W 0 > aVLu 370 m Z C 360 360 I EXISTING GROUND / ^ ' 350 350 I \ I 340 340 I / LIMITS OF WASTE I 330 330 I / I 320 320 / \_ TOP OF SUBGRADE 310 310 / 300 \ 300 290 oo _0or� 290 280 280 270 BR: 270 2s2.s2' 260 EXISTING TOP -OF -BEDROCK 260 250 SEASONAL HIGH GROUNDWATER 250 240 240 230 230 01=0 cn m z Qaa L) 4 V Z N w Z C° r O U BEFORE YOU DICI W V) CALL 1-800-632-4949 N.C. ONE —CALL CENTER V) } IT'S THE LAWI (A } m 0 m < o w w U o 0 NORTH CAROLINA N cn BOARD OF EXAMINERS 0 04 CC a FOR ENGINEERS AND JO m SURVEYORS LICENSE W U NO. C-3035 w 0 10 CAIt �QU 4PE�S' .�.� Q0� S !p '' T� W _3 ° z co o uj •Qe' • +` i U c) U w > O S�4 w to N to LO LO LO LO LO LO LO -0 -n W) W) W) 0 LO LO LO LO LO N i. O O O O O O O O O O O O O O O O O O O O O O b + + + + + + + + + + + + + + + + + + + + + + a 939114 0 3:� Q 0+00 1 +00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 1 1 +00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21 +00 222400 ';,. /•' FIGURE P, D-D PROFILE '''�-� ..... `g; G204 foil SCALE H:1 =50 ; V:1 =12 ' `�T� 3/17/2023 8 1 1 6 1 1 4 3 2 APPENDIX C ENGINEERING CALCULATIONS EARTHWORKS CEC Project # Prepared By: ANSON CO. LANDFILL PHASE 5 PERMIT TO CONSTRUCT APPLICATION ESTIMATED SOIL CUT AND FILL VOLUMES 165-276 CTH Date: 10/9/2018 PHASE AREA BASE 1 4,362,418.00 SF FINAL COVER 1 8,739,528.00 SF Checked By: NTB Date: 12/21/2018 WASTE CAPACITY 41,498,367 CY (this value includes closure cap volume) SOIL USE CUT (cy) FILL (cy) NET (cy) Subgrade Volume 1,281,654 379,606 902,048 CUT Perimeter Grading Volume (Includes Perimeter Road and Basins) 769,942 282,992 486,950 CUT Compacted Soil Liner Volume - Base Liner (24" Clay Liner) 0 323,142-323,142 FILL ompacted Soil Liner Volume - Alternate Base (18" Clay finer) 0 242,357 -242,357 FILL Protective Soil Cover Volume 0 323,142-323,142 Standard Closure Cap Volume (24" Soil) 0 647,372-647,372 Standard Closure Cap Soil Liner Volume - (18" Clay Liner) 0 485,529-485,529 FILL FILL FILL ume - Alternate 24" Soil (without Clay Liner) r 0 647,372 -647,372 FILL ver Volume (with 18" Closure Clay Liner)* 0 5,510,982 5,510,982 FILL Total Clay Liner Required ** 0 808,671 -808,671 FILL Total Soil ** 2,051,596 7,467,237 1 -5,415,641 FILL * Daily/Interim Cover required was assumed to have a waste to cover ratio of 8:1. ** Total Fill Required is calculated using standard base and alternate closure cap. 66"STANDARD BASE AND CLOSURE LINERS ALTERNATE BASE AND CLOSURE LINERS Anchor Trench Calculation Facility Name: Phase 5 Anson Landfill by: NTB Permit Number: 0403 checked: CTH Facility Address: 375 Dozer Dr., Polkton, NC Facility Owner: Waste Connections of Anson, LLC Objective: Anchorage is designed to prevent wind and water from moving under the geomembrane; it is not designed to allow geomembranes to be tensioned. The anchor trench design should allow pullout of the geomembrane before tension failure. This is directly reflected in the anchorage ratio. Reference: Designing with Geosynthetics. R.M. Koerner, Prentice Hall Publishing Co., Englewood Cliffs, NJ, 1998. "Geosynthetic Design Guidance for Hazardous Waste Landfill Cells and Surface Impoundments", G. N. Richardson and R. M. Koerner, 1987 G Ui1UW AR _ 7 4Tallow AR Anchorage Ratio TGM allow Allowable geomembrane tension from ASTM D3886 TAT allow Allowable anchor trench tension from analytic model TGJOraliow — 0-allow t 4TaMow -.I, TAia!!ow (tan ,5u + tan ,5L) * (r * d)] * L + (Kp — KA) * [O. 5 * r * dAT 2 + Ld� '�` )I* d�A7 ] — cos,fl— s1Il fl*tall9L Following situations can occur: Anchorage Ratio > 1 Geomembrane pull-out mode controls Anchorage Ratio = 1 Balanced Design Anchorage Ratio < 1 Geomembrane tension rupture mode controls mil psi I b/ft3 feet feet feet degrees degrees degrees degrees 3:1 sideslope Calculated hallow 4,050 TAT allow 2,543 TGM allow 2,916 AR 1.15 psi I bf/ft I bf/ft F Comer soil (y) d e- F u¢ FM L T cos R FL6No FLT ------ OP- PIPFdAT T Tsin �i C n F u¢------ lio, FL¢ ------ 1, FLT T (2 T sin )! L on Kp o'n Ka Kwcrn+ yAT C14Tj lea (c n+ `/AT dAT) L �I Cross section of anchor trench section and related stresses and forces involved Note: The factor of safety is placed on the geomembrane force T, which is used as an allowable value. hallow The allowable geomembrane stress t The geomembrane thickness 6„ It The ultimate geomembrane stress, e.g., yield or break TAT allow Allowable anchor trench tension YAT Soil unit weight dAT Depth of the anchor trench d Thickness of the cover soil L Embedment length bL FML / soil friction angle (below geomembrane) bu Cover soil / geomembrane friction angle (above geomembrane) Soil internal friction angle R Side slope angle KID Coefficient of passive earth pressure = tan 2(45o+0/2) Ka Coefficient of active earth pressure = tan 2(450-0/2) FS The factor of safety for geomembrane against tension response F�° Shear force above geomembrane due to cover soil (for thin cover soils tensile cracking will occur and this value will then be negligible) FLo Shear force below the geomembrane due to cover soil FLT Shear force below geomembrane due to vertical component of Tallow Gn Applied normal stress from the cover soil WASTE CONNECTIONS LLC Anson MSW Landfill 2023 Capacity Study Surfaces: 1.) Surface of Proposed Phase 4 & 5 Protective Cover and Existing Permitted Phase 1, 2, & 3 Protective Cover. 2.) Proposed Phases 4 & 5 Expansion Final Cover Cap system + Existing Phase 1 Contours Plus 2'. Reference: P:\2016\165--276\-CADD\Dwg\Calculations\Landfill Capacity Volume Analysis Total Permitted Waste Limit Acreage = 133.10 Acres Total Permitted Gross Capacity = 21,640,632 CY Phases 1, 2, 3, 4, & 5 Gross Capacity: = 41,498,367 CY Waste Capacity: Total Capacity — [Alternate Final Cover System] 2.00 FT X 8,651,016 SF 41,498,367 CY — [( 27 CY )] = 40,857,551CY Landfill Waste Capacity: 40,857, 551 CY Assumptions: *Gross capacity is defined as bottom of waste to top of Final Cover. *Waste capacity volume is calculated using Gross capacity minus the Alternate Final Cover System and represents volume for both waste and daily cover. WASTE CONNECTIONS LLC Anson MSW Landfill 2023 Lifespan Study ASSUMPTIONS: 1.) Phase 1 & 2 Acceptance Rate = 1,500 o CY 2.) Phase 3 Acceptance Rate = 3,000 o cy 3.) Phases 4 & 5 Acceptance Rate = 6,000 o CY 4.) Phases 1 & 2 & 31n — place Density = 1,120 CY lb Phases 4 & 5 In — place Density = 1,700 CY lb Landfill Gross Capacity = 41,498,367CY 7.) Landfill Waste Capacity = 40,857,551CY *A waste to daily cover ratio of 8:1 was used to estimate the soil requirement. PHASE 1: nuncr '). lb ( 1 ton ) ton (1,120 ) x \ 2,000 lbs— 56 CYCY (Ton . 56 CY ) x ( 2,930,332 CY) = 1,640,985 tons (1,640,985 tons) x (1,500 1 day )=1,093 days tons (1,093 days) x 1 year 3.00 years 365 days) = Lifespan = 3.00 years lb ( 1 ton _ ton (1,120 CY) x \ 2,000 lbs) — .56 CY (. 56 �Y) x ( 4,564,210 CY) = 2,555,957 tons PHASE 3: PHASE 4: (2,555,957 tons) x (1,500 1 day )=1,703 days tons 1 year (1,703 days) x (365 days) 4.66years Lifespan = 4.66 years lb 1 ton _ ton (1,120 CY) x ( 2,000 lbs/ — 56 CY (.CYTon 56 ) x (6,008,704CY) = 3,364,874 tons (3,364,874 tons) x (3,000 1 day )=1,121 days tons (1,121 days) x 1 year 3.07 years 365 days) = Lifespan = 3.69 years lb 1 ton ton (1,700 CY) x ( 2,000 lbs) 85 CY (Ton . 85 Y) x (14,858,231 CY) = 12,629,496 tons (12,629,496 tons) x (6,000 1 day )=4,209 days tons (2,104 days) x 1 year 5.76 years 365 days) = Lifespan = 5.76 years PHASE 5: lb ( 1 ton ) _ ton (1,700 ) x \ 2,000 lbs85 CYCY Ton \ (. 85 CY I x (12,496,008 CY) = 10,621,606 tons (10,621,606tons) x (6,000 1 day )=1,770 days tons (1,770 days) x 1 year 4.85 years 365 days) = Lifespan = 4.85 years Total Landfill Lifespan = 37.46 years STORMWATER CALCULATIONS RAINFALL DATA Precipitation Frequency Data Server Page 1 of 4 NOAA Atlas 14, Volume 2, Version 3 , Location name: Polkton, North Carolina, US" 63, Latitude: 35.0061°, Longitude:-80.1972' Elevation: 293 ft' source: Google Maps .„,,,,A POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Average recurrence interval (years) Duration 1 ���������� 2 5 10 25 50 100 200 500 1000 5.16 6.08 7.07 7.78 8.57 9.12 9.61 10.0 10.5 10.9 5-min (4.73-5.62) (5.57-6.65) (6.44-7.72) (7.08-8.46) (7.79-9.31) (8.24-9.90) (8.65-10.4) (9.00-10.9) (9.35-11.5) (9.59-11.9) 4.12 4.87 5.66 6.22 6.83 7.26 7.63 7.96 8.33 8.56 10-min (3.77-4.48) (4.45-5.32) (5.16-6.18) (5.66-6.77) (6.20-7.42) (6.56-7.89) (6.87-8.29) (7.14-8.66) (7.39-9.08) (7.55-9.36) 3.43 4.08 4.77 5.24 5.77 6.13 6.43 6.70 6.99 7.16 15-min (3.14-3.74) 1 (3.73-4.46) 1 (4.35-5.21) (4.78-5.70) 1 (5.24-6.27) 1 (5.54-6.66) 1 (5.79-6.98) 1 (6.00-7.29) 1 (6.20-7.62) (6.32-7.83) 2.35 2.82 3.39 3.80 4.27 4.61 4.93 5.21 5.- 5.80 30-min (2.16-2.56) 1 (2.57-3.08) 1 (3.09-3.70) (3.46-4.13) 1 (3.88-4.65) 1 (4.17-5.01) 1 (4.43-5.35) 1 (4.67-5.67) 1 (4.94-6.07) (5.11-6.34) 1.47 1.77 2.17 2.47 2.85 3.13 3.39 3.66 3.99 4. 33 60-min 1 ( .34-1.60) 1 (1.62-1.93) 1 (1.98-2.37) 1 (2.25-2.69) 1 (2.58-3.09) 1 (2.83-3.40) (3.05-3.68) 1 (3.28-3.98) 1 (3.54-4.35) 1 (3.73-4.63) 0.846 1.02 1.27 1.46 1.69 1.87 2.05 2.23 2.45 2.63 2-hr (0.776-0.928) (0.936-1.12) 1 (1.16-1.39) 1 (1.33-1.59) 1 (1.54-1.85) 1 (1.69-2.04) (1.84-2.24) 1 (1.98-2.43) 1 (2.16-2.68) (2.29-2.87) 3-hr 0 544-0 663 0.658-0 801 0.820-0 999 0.943011.15 1.10213.35 1. 331.51 1.355266 1.4761.82 1.6382.05 1. 502.22 0.360 0.434 0.542 0.627 0.740 0.830 0.923 1.02 1.15 1.25 6-hr (0.326-0.397) (0.394-0.478) (0.492-0.598) (0.567-0.690 (0.666-0.811) (0.742-0.908) (0.819-1.01) (0.893-1.11) (0.994-1.25) (1.07-1.36) 0.210 0.254 0.318 0.370 0.441 0.497 0.556 0.617 0.702 0.770 12-hr (0.192-0.232) (0.232-0.280) (0.290-0.350) (0.336-0.406 (0.398-0.483) (0.445-0.543) (0.493-0.606) (0.541-0.673) (0.606-0.765) (0.656-0.839) 0.125 0.151 0.190 0.221 0.264 0.298 0.335 0.372 IF 0.425 0.468 24-hr (0.115-0.136) (0.139-0.164) (0.175-0.207) (0.203-0.240 (0.241-0.287) (0.272-0.324) (0.303-0.364) (0.336-0.405) (0.382-0.463) (0.417-0.510) 0.073 0.088 0.110 0.128 0.152 0.171 0.192 0.213 0.243 0.266 2-day (0.068-0.079) (0.082-0.096) (0.102-0.119) (0.118-0.138 (0.140-0.164) (0.157-0.186) (0.175-0.208) (0.193-0.231) (0.218-0.264) (0.238-0.291) 0.052 0.062 0.077 0.089 0.106 IF 0.119 0.133 0.148 0.168 0.185 3-day (0.048-0.056) (0.058-0.067) (0.072-0.084) (0.083-0.097 (0.098-0.115) (0.110-0.129) (0.122-0.144) (0.135-0.160) (0.152-0.183) (0.166-0.201) 0.041 0.049 0.061 0.070 0.083 0.093 0.104 0.115 0.131 0.144 4-day (0.038-0.044) (0.046-0.053) (0.056-0.066) (0.065-0.076 (0.077-0.090) (0.086-0.101) (0.095-0.112) (0.105-0.125) (0.119-0.142) (0.130-0.156) 0.027 0.032 0.039 0.045 0.053 0.059 0.066 0.072 0.082 0.090 7-day (0.025-0.029) (0.030-0.035) (0.037-0.042) (0.042-0.048 (0.049-0.057) (0.055-0.064) (0.061-0.071) (0.067-0.078) (0.075-0.088) (0.082-0.097) IF IF 55 IF 66 10-day 0.020-0 023 0.024-0 027 0.029-0 033 0.03 -0 038 0.038-0.043 0.04 -0.041 048 0.046-0 053 0.05100 058 0.056-0 065 0.061.061 00 070 0.015 0.017 0.020 IF 0.023 IF 0.026 IF 0.029 IF 0.032 IF 0.034 IF 0.038 IF 0.041 20-day (0.014-0.015) (0.016-0.018) (0.019-0.022) (0.022-0.024 (0.025-0.028) (0.027-0.031) (0.030-0.034) (0.032-0.036) (0.035-0.040) (0.038-0.044) 0.012 0.014 0.016 0.018 0.021 0.022 0.024 0.026 0.028 0.030 30-day (0.011-0013) (0.013-0.015) (0.016-0.017) (0.017-0.019 (0.019-0.022) (0.021-0.024) (0.023-0.026) (0.024-0.028) (0.027-0.030) (0.028-0.032) 0.010 0.012 0.014 0.015 0.017 0.018 0.019 0.020 0.022 0.023 45-day (0.010-0.011) (0.011-0.012) (0.013-0.014) (0.014-0.016 (0.016-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.022) (0.021-0.023) (0.022-0.025) 0.009 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.019 0.020 60-day (0.009-0.009) (0.010-0.011) (0.011-0.013) (0.012-0.014 (0.014-0.015) (0.015-0.016) (0.016-0.017) (0.017-0.018) (0.018-0.020) (0.019-0.021) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.0061 &lon=-80.1972&data... 7/25/2016 SOIL DATA 3 "moo Q 575700 35° 1' 3" N �n M 34' 59' 43" N 575700 576000 576300 576600 576900 3 a Map Scale: 1:12,000 if printed on A portrait (8.5" x 11") sheet. Meters N 0 150 300 600 900 Feet 0 500 1000 2000 3000 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WG984 8 Custom Soil Resource Report Soil Map 576000 576300 576600 576900 577200 577200 3 b+ 577500 N 35' 1' 3" N M N n 34' 59' 43" N 577500 3 0 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest (AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. 0 Area of Interest (AOI) Stony Spot Soils Very Stony Spot Warning: Soil Map may not be valid at this scale. 0 Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause rtir Soil Map Unit Lines � Other misunderstanding of the detail of mapping and accuracy of soil line Soil Map Unit Points placement. The maps do not show the small areas of contrasting .; Special Line Features soils that could have been shown at a more detailed scale. Special Point Features Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service Closed Depression Interstate Highways Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Gravel Pit Coordinate System: Web Mercator (EPSG:3857) „ US Routes .14 Gravelly Spot Y Major Roads Maps from the Web Soil Survey are based on the Web Mercator 0 Landfill Local Roads projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Lava Flow Background Albers equal-area conic projection, should be used if more accurate Marsh or swamp . Aerial Photography calculations of distance or area are required. Mine or Quarry This product is generated from the USDA-NRCS certified data as of Miscellaneous Water the version date(s) listed below. Perennial Water Soil Survey Area: Anson County, North Carolina Rock outcrop Survey Area Data: Version 19, Sep 12, 2015 Saline Spot Soil map units are labeled (as space allows) for map scales 1:50,000 Sandy Spot or larger. 49, Severely Eroded Spot Date(s) aerial images were photographed: Feb 26, 2010—Apr 3, Sinkhole 2011 Jp Slide or Slip The orthophoto or other base map on which the soil lines were jV Sodic Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting 7 Custom Soil Resource Report Map Unit Legend Anson County, North Carolina (NC007) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BaB Badin channery silt loam, 2 to 8 3.4 0.5% percent slopes BaC Badin channery silt loam, 8 to 15 32.3 5.0% percent slopes Badin-Goldston complex, 2 to 8 84.5 13.2% BgB percent slopes ChA Chewacla loam, 0 to 2 percent 0.0 0.0% slopes, frequently flooded Chewacla and Chastain soils, 0 37.9 CmA 5.9% to 2 percent slopes, frequently flooded CrB Creedmoor fine sandy loam, 2 to 156.5 24.4% 8 percent slopes GoB Goldston channery silt loam, 2 to 2.6 0.4% 8 percent slopes GoD Goldston channery silt loam, 15 82.7 12.9% to 25 percent slopes GoE Goldston channery silt loam, 25 2.3 0.4% to 45 percent slopes MaB Mayodan fine sandy loam, 2 to 8 149.3 23.3% percent slopes PoB Pinoka-Carbonton complex, 2 to 2.0 0.3% 8 percent slopes ToA Tillery silt loam, 0 to 3 percent 58.2 9.1 % slopes WhB2 White Store fine sandy loam, 2 to 28.9 4.5% 8 percent slopes, moderately eroded Totals for Area of Interest 640.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic 10 DOWNCHUTES Civil & Environmental Consultants, Inc. Project Name: Anson Phase 5 CEC Project No.: 165-276 Description: 25-Year Stormwater Downchute Calculations By: CTH Date: 10/2018 Checked By: MRJ Date: 10/2018 Total Flow (cfs) 140.89 Downchute #2 1 29.70 1 0.60 1 5.0 1 8.57 152.72 Total Flow (cfs) 1 152.72 Downchute #3 1 29.91 1 0.60 1 5.0 1 8.57 153.80 Total Flow (cfs) 1 153.80 Downchute #4 28.37 0.60 5.0 1 8.57 145.88 Total Flow (cfs) 1 145.88 Downchute #5 1 18.70 1 0.60 1 5.0 8.57 1 96.16 Total Flow (cfs) 96.16 Downchute #6 1 27.58 1 0.60 1 5.0 1 8.57 1 141.82 Total Flow (cfs) 1 141.82 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #1 Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 280.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 140.89 Elev (ft) Section 283.00 282.50 282.00 281.50 281.00 280.50 280.00 279.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 2.02 = 140.89 = 20.32 = 6.93 = 16.78 = 2.11 = 16.12 = 2.77 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n r1n I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #1 Circular Diameter (ft) = 5.00 Invert Elev (ft) = 280.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 140.89 Elev (ft) 286.00 285.00 284.00 283.00 282.00 281.00 280.00 279.00 0 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 1 2 3 4 5 6 Reach (ft) Wednesday, Oct 17 2018 = 4.16 = 140.89 = 17.48 = 8.06 = 11.50 = 3.40 = 3.73 = 5.17 Depth (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 7 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #2 Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 280.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 152.72 Elev (ft) Section 283.00 282.50 282.00 281.50 281.00 280.50 280.00 279.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 2.10 = 152.72 = 21.63 = 7.06 = 17.28 = 2.20 = 16.60 = 2.88 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n r1n I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #2 Circular Diameter (ft) = 6.00 Invert Elev (ft) = 280.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 152.72 Elev (ft) 287.00 286.00 285.00 284.00 283.00 282.00 281.00 280.00 279.00 0 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 1 2 3 4 5 6 7 Reach (ft) Wednesday, Oct 17 2018 = 3.61 = 152.72 = 17.85 = 8.56 = 10.68 = 3.36 = 5.87 = 4.75 Depth (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #3 Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 280.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 153.80 Elev (ft) Section 283.00 282.50 282.00 281.50 281.00 280.50 280.00 279.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 2.11 = 153.80 = 21.80 = 7.06 = 17.34 = 2.20 = 16.66 = 2.88 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n r1n I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #3 Circular Diameter (ft) = 6.00 Invert Elev (ft) = 200.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 153.80 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 3.63 = 153.80 = 17.93 = 8.58 = 10.71 = 3.36 = 5.86 = 4.77 Elev (ft) Section Depth (ft) 207.00 7.00 206.00 6.00 205.00 204.00 5.00 4.00 203.00 3.00 202.00 2.00 201.00 1.00 200.00 '.�Q� 0.00 1 00 1 2 3 4 Reach (ft) 5 6 7 8 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #4 Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 280.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 145.88 Elev (ft) Section 283.00 282.50 282.00 281.50 281.00 280.50 280.00 279.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 2.06 = 145.88 = 20.97 = 6.96 = 17.03 = 2.15 = 16.36 = 2.81 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n r1n I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #4 Circular Diameter (ft) = 4.00 Invert Elev (ft) = 200.00 Slope (%) = 280.00 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 145.88 Elev (ft) 205.00 204.00 203.00 202.00 201.00 200.00 199.00 0 1 2 Section 3 Reach (ft) Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 4 5 Wednesday, Oct 17 2018 = 2.25 = 145.88 = 7.31 = 19.95 = 6.80 = 3.56 = 3.97 = 8.44 Depth (ft) 5.00 4.00 3.00 2.00 1.00 1 11 -1.00 6 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #5 Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 280.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 96.16 Elev (ft) Section 283.00 282.50 282.00 281.50 281.00 280.50 280.00 279.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 1.69 = 96.16 = 15.33 = 6.27 = 14.69 = 1.75 = 14.14 = 2.30 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n r1n I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #5 Circular Diameter (ft) = 5.00 Invert Elev (ft) = 280.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 96.16 Elev (ft) 286.00 285.00 284.00 283.00 282.00 281.00 280.00 279.00 0 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 1 2 3 4 5 6 Reach (ft) Wednesday, Oct 17 2018 = 3.06 = 96.16 = 12.63 = 7.61 = 9.00 = 2.79 = 4.87 = 3.96 Depth (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 7 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #6 Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 280.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 141.82 Elev (ft) Section 283.00 282.50 282.00 281.50 281.00 280.50 280.00 279.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 2.03 = 141.82 = 20.48 = 6.92 = 16.84 = 2.12 = 16.18 = 2.78 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n r1n I 2 4 6 8 10 12 14 16 18 20 22 24 Vvv Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Downchute #6 Circular Diameter (ft) = 5.00 Invert Elev (ft) = 280.00 Slope (%) = 28.50 N-Value = 0.130 Calculations Compute by: Known Q Known Q (cfs) = 141.82 Elev (ft) 286.00 285.00 284.00 283.00 282.00 281.00 280.00 279.00 0 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 1 2 3 4 5 6 Reach (ft) Wednesday, Oct 17 2018 = 4.20 = 141.82 = 17.62 = 8.05 = 11.60 = 3.41 = 3.66 = 5.21 Depth (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 7 TACK -ON SWALE Civil & Environmental Consultants, Inc. Project Name: Anson Phase 5 CEC Project No.: 165-276 Description: 25-Year Stormwater Tack -On Ditch Calculations *Worst Case Scenario By: CTH Date: 9/2018 Checked By: MRJ Date: 10/2018 Total Flow (cfs) 1 16.66 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. TACK -ON SWALE Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 2.00, 3.50 Total Depth (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 5.00 N-Value = 0.049 Calculations Compute by: Known Q Known Q (cfs) = 16.66 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Nov 7 2018 = 0.86 = 16.66 = 3.75 = 4.44 = 7.05 = 0.89 = 6.73 = 1.17 Elev (ft) Section Depth (ft) 103.00 3.00 102.50 102.00 2.50 2.00 1.50 101.50 101.00 1.00 100.50 100.00 0.50 0.00 00F,9� 0 50 2 4 6 8 10 Reach (ft) 12 14 16 18 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Tack -On Ditch Name Tack -On Ditch Discharge 16.66 Peak Flow Period 0.083 Channel Slope 0.05 Channel Bottom Width 2 Left Side Slope 2 Right Side Slope 3.5 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I I Shear Stress I Shear Stress I Factor Pattern SC250 Straight 16.66 cfs 5.64 ft/s 0.73 ft 0.035 3 ibs/ft2 2.29 ibs/ft2 1.31 STABLE E Unvegetated SC250 Straight 16.66 cfs 3.82 ft/s 0.95 ft 0.06 10 ibs/ft2 2.95 ibs/ft2 3.39 STABLE E Reinforced Vegetation Underlying Straight 16.66 cfs 3.82 ft/s 0.95 ft 0.8 ibs/ft2 0.32 ibs/ft2 2.49 STABLE Substrate https://ecmds.com/project/137756/channel-analysis/151178/show 11 /7/2018 TOP OF LANDFILL DITCHES Civil & Environmental Consultants, Inc. Project Name: Anson Phase 5 CEC Project No.: 165-276 Description: 25-Year Stormwater Top of Landfill Ditch Calculations By: CTH Date: 9/2018 Checked By: MRJ Date: 10/2018 *Worst Case Scenario Total Flow (cfs) 53.99 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. TOP OF LANDFILL DITCH Triangular Side Slopes (z:1) = 3.00, 20.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 2.00 N-Value = 0.068 Calculations Compute by: Known Q Known Q (cfs) = 53.99 Elev (ft) Section 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Nov 7 2018 = 1.40 = 53.99 = 22.54 = 2.40 = 32.46 = 1.07 = 32.20 = 1.49 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n r1n 5 10 15 20 25 30 35 40 45 50 55 60 V vv Reach (ft) ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Too of Landfill Ditch Name Top of Landfill Ditch Discharge 53.99 Peak Flow Period 0.083 Channel Slope 0.02 Channel Bottom Width 0 Left Side Slope 3 Right Side Slope 20 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC150 North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge I Velocity Normal Mannings N Permissable I Calculated I Safety Remarks Staple Depth Shear Stress ShearStressi Factor Pattern Sc1s0 Straight 53.99 cfs 3.81 ft/s 1.11 ft 0.037 2 ibs/ft2 1.38 ibs/ft2 1.44 STABLE E Unvegetated Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75% Phase Reach Discharge 9 Velocity Y Normal Mannin s N 9 Permissable Calculated Safety Y Remarks Staple p Depth Shear Stress Shear Stress Factor Pattern Unreinforced Straight 53.99 cfs 2.42 ft/s 1.39 ft 0.068 4.2 ibs/ft2 1.74 ibs/ft2 2.42 STABLE Vegetation Underlying Straight 53.99 cfs 2.42 ft/s 1.39 ft -- 0.04 ibs/ft2 0.04 ibs/ft2 0.95 UNSTABLE Substrate https://ecmds.com/project/137756/channel-analysis/152905/show 11 /7/2018 PERIMETER DITCHES Civil & Environmental Consultants, Inc. By: CTH Project Name: Anson Phase 5 Date: 9/2018 CEC Project No.: 165-276 Checked By: NTB Description: 25-Year Stormwater Perimeter Ditch Calculations Date: Area • Runoff Rational Time of Intensity, I Flow, Q Perimeter Ditch (acres) Composite C Concentration, Tc (in/hr) (cfs) (min) Perimeter Ditch #1 29.35 0.60 1 5.0 1 8.57 150.92 Trapozoidal Ditch Total Flow (cfs) 150.92 Perimeter Ditch #2 0.22 0.60 5.0 8.57 1.13 V-Ditch Total Flow (cfs) 1.13 Perimeter Ditch #3 0.85 0.60 5.0 8.57 4.37 V-Ditch Total Flow (cfs) 4.37 Drainage Area = Downchute #1 (27.40) + 1.95 acres Perimeter Ditch #4 30.08 0.60 5.0 8.57 1 154.67 Drainage Area = Downchute #2 (29.70) +0.38 acres Trapozoidal Ditch Total Flow (cfs) 154.67 Perimeter Ditch #5 3.79 0.60 5.0 8.57 1 19.49 V-Ditch Total Flow (cfs) 19.49 Perimeter Ditch #6 3.50 0.60 5.0 8.57 1 18.00 Trapozoidal Ditch Total Flow (cfs) 18.00 Perimeter Ditch #7 0.92 0.60 5.0 8.57 4.73 V-Ditch Total Flow (cfs) 4.73 Perimeter Ditch #8 32.37 0.60 5.0 8.57 1 166.45 Drainage Area = Downchute #3 (29.91) + 2.46 acres Trapozoidal Ditch Total Flow (cfs) 166.45 Perimeter Ditch #9 0.50 0.60 5.0 8.57 2.57 V-Ditch Total Flow (cfs) 2.s7 Perimeter Ditch #10 2.66 0.60 5.0 8.57 1 13.68 Drainage Area = Perimeter Ditch #9 & #11 + 1.16 acres V-Ditch Total Flow (cfs) 13.68 Perimeter Ditch #11 1.00 0.60 5.0 8.57 5.14 V-Ditch Total Flow (cfs) 5.14 Perimeter Ditch #12 0.75 0.60 5.0 8.57 3.86 V-Ditch Total Flow (cfs) 3.86 Perimeter Ditch #13 1.09 0.60 5.0 8.57 5.60 V-Ditch Total Flow (cfs) 5.60 Perimeter Ditch #14 32.44 0.60 5.0 8.57 166.81 Drainage Area = Downchute #4 (28.37)+ 4.07 acres Trapozoidal Ditch Total Flow (cfs) 166.81 Perimeter Ditch #15 1.70 0.60 5.0 8.57 8.74 Trapozoidal Ditch Total Flow (cfs) 8.74 Perimeter Ditch #16 32.44 0.60 5.0 8.57 166.81 Drainage Area =Perimeter Ditch #14 Outfall Trapozoidal Ditch Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #1 Trapezoidal Bottom Width (ft) = 6.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 3.50 Invert Elev (ft) = 280.00 Slope (%) = 2.00 N-Value = 0.039 Calculations Compute by: Known Q Known Q (cfs) = 150.92 Elev (ft) Section 284.00 283.00 282.00 281.00 280.00 279.00 5 10 15 20 Reach (ft) Wednesday, Oct 17 2018 Highlighted Depth (ft) = 1.99 Q (cfs) = 150.92 Area (sqft) = 23.82 Velocity (ft/s) = 6.34 Wetted Perim (ft) = 18.59 Crit Depth, Yc (ft) = 1.96 Top Width (ft) = 17.94 EGL (ft) = 2.61 Depth (ft) 4.00 3.00 2.00 1.00 _i nn 25 30 35 40 vv ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #1 Name Perimeter Ditch #1 Discharge 150.92 Peak Flow Period 0.083 Channel Slope 0.028 Channel Bottom Width 6 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I I Shear Stress Shear Stress Factor Pattern SC250 Straight 150.92 cfs 10.64 ft/s 1.39 ft 0.023 3 Ibs/ft2 2.44 Ibs/ft2 1.23 STABLE E Unvegetated SC250 Straight 150.92 cfs 7.15 ft/s 1.84 ft 0.039 10 Ibs/ftz 3.21 Ibs/ftz 3.12 STABLE E Reinforced Vegetation Underlying Straight 150.92 cfs 7.15 ft/s 1.84 ft -- 0.8 Ibs/ftz 0.17 Ibs/ftz 4.78 STABLE -- Substrate https:Hecmds.com/project/137756/channel-analysis/150469/show 10/ 17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #2 Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 4.00 Invert Elev (ft) = 308.00 Slope (%) = 8.00 N-Value = 0.148 Calculations Compute by: Known Q Known Q (cfs) = 1.13 Elev (ft) 313.00 312.00 311.00 310.00 309.00 308.00 307.00 Section 0 5 10 15 20 Reach (ft) Wednesday, Oct 17 2018 Highlighted Depth (ft) = 0.57 Q (cfs) = 1.130 Area (sqft) = 0.97 Velocity (ft/s) = 1.16 Wetted Perim (ft) = 3.60 Crit Depth, Yc (ft) = 0.39 Top Width (ft) = 3.42 EGL (ft) = 0.59 25 30 Depth (ft) 5.00 4.00 3.00 2.00 1.00 1 11 -1.00 35 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #2 Name Perimeter Ditch #2 Discharge 1.13 Peak Flow Period 0.083 Channel Slope 0.08 Channel Bottom Width 0 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I I Shear Stress I Shear Stress I Factor Pattern Unreinforced Straight 1.13 cfs 1.18 ft/s 0.56 ft 0.148 4.2 Ibs/ft2 2.82 Ibs/ft2 1.49 STABLE Vegetation Underlying Straight 1.13 cfs 1.18 ft/s 0.56 ft -- 0.04 Ibs/ft2 0.01 Ibs/ft2 2.78 STABLE Substrate https://ecmds.com/project/137756/channel-analysis/150477/show 10/17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #3 Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 288.00 Slope (%) = 8.00 N-Value = 0.089 Calculations Compute by: Known Q Known Q (cfs) = 4.37 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 0.78 = 4.370 = 1.83 = 2.39 = 4.93 = 0.67 = 4.68 = 0.87 Elev (ft) Section Depth (ft) 291.00 3.00 290.50 2.50 290.00 289.50 2.00 1.50 289.00 288.50 1.00 0.50 288.00 287 50 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #3 Name Perimeter Ditch #3 Discharge 4.37 Peak Flow Period 0.0893 Channel Slope 0.08 Channel Bottom Width 0 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I I Shear Stress I Shear Stress I Factor Pattern Unreinforced Straight 4.37 cfs 2.43 ft/s 0.77 ft 0.089 4.2 Ibs/ft2 3.87 Ibs/ft2 1.09 STABLE Vegetation Underlying Straight 4.37 cfs 2.43 ft/s 0.77 ft -- 0.04 Ibs/ft2 0.05 Ibs/ft2 0.73 UNSTABLE Substrate https://ecmds.com/project/ 137756/channel-analysis/ 150481 /show 10/17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #4 Trapezoidal Bottom Width (ft) = 6.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 4.00 Invert Elev (ft) = 288.00 Slope (%) = 3.60 N-Value = 0.039 Calculations Compute by: Known Q Known Q (cfs) = 154.67 Wednesday, Oct 17 2018 Highlighted Depth (ft) = 1.74 Q (cfs) = 154.67 Area (sqft) = 19.52 Velocity (ft/s) = 7.92 Wetted Perim (ft) = 17.00 Crit Depth, Yc (ft) = 1.99 Top Width (ft) = 16.44 EGL (ft) = 2.72 Elev (ft) Section Depth (ft) 293.00 292.00 5.00 4.00 291.00 3.00 290.00 289.00 2.00 1.00 288.00 287 0.00 nn 0 5 10 15 20 25 30 35 40 vv Reach (ft) ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #4 Name Perimeter Ditch #4 Discharge 154.67 Peak Flow Period 0.083 Channel Slope 0.036 Channel Bottom Width 6 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarksl Staple I Depth I Shear Stress I Shear Stress I Factor I I Pattern SC250 Straight 154.67 cfs 11.41 ft/s 1.35 ft 0.024 3 Ibs/ft2 3.03 Ibs/ft2 0.99 UNSTABLE E Unvegetated SC250 Straight 154.67 cfs 7.98 ft/s 1.73 ft 0.039 10 Ibs/ft2 3.89 Ibs/ft2 2.57 STABLE E Reinforced Vegetation Underlying Straight 154.67 cfs 7.98 ft/s 1.73 ft -- 0.8 Ibs/ft2 0.27 Ibs/ft2 2.92 STABLE -- Substrate https:Hecmds.com/project/137756/channel-analysis/150486/show 10/ 17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #5 Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 280.00 Slope (%) = 2.80 N-Value = 0.061 Calculations Compute by: Known Q Known Q (cfs) = 19.49 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 1.44 = 19.49 = 6.22 = 3.13 = 9.11 = 1.22 = 8.64 = 1.59 Elev (ft) Section Depth (ft) 283.00 3.00 282.50 2.50 282.00 281.50 2.00 1.50 281.00 280.50 1.00 NL0.50 280.00 270 50 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #5 Name Perimeter Ditch #5 Discharge 19.49 Peak Flow Period 0.083 Channel Slope 0.028 Channel Bottom Width 0 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Clay Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I I Shear Stress I Shear Stress I Factor Pattern SC250 Straight 19.49 cfs 5.55 ft/s 1.08 ft 0.029 3 ibs/ft2 1.89 ibs/ft2 1.59 STABLE E Unvegetated SC250 Straight 19.49 cfs 3.15 ft/s 1.44 ft 0.061 10 ibs/ft2 2.51 ibs/ft2 3.98 STABLE E Reinforced Vegetation Underlying Straight 19.49 cfs 3.15 ft/s 1.44 ft -- 0.8 ibs/ft2 0.13 ibs/ft2 6.22 STABLE -- Substrate https://ecmds.com/project/137756/channel-analysis/150489/show 10/17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #6 Trapezoidal Bottom Width (ft) = 6.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 280.00 Slope (%) = 8.00 N-Value = 0.062 Calculations Compute by: Known Q Known Q (cfs) = 18.00 Elev (ft) Section 283.00 282.50 282.00 281.50 281.00 280.50 280.00 279.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 0.58 = 18.00 = 4.49 = 4.01 = 9.67 = 0.59 = 9.48 = 0.83 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n r1n 2 4 6 8 10 12 14 16 18 20 22 Vvv Reach (ft) ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #6 Name Perimeter Ditch #6 Discharge 19.49 Peak Flow Period 0.083 Channel Slope 0.08 Channel Bottom Width 6 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I I Depth Shear Stress Shear Stress Factor Pattern SC250 Straight 19.49 cfs 5.59 ft/s 0.47 ft 0.04 3 Ibs/ft2 2.35 Ibs/ft2 1.28 STABLE E Unvegetated SC250 Straight 19.49 cfs 4.13 ft/s 0.6 ft 0.062 10 ibs/ftz 3.02 Ibs/ftz 3.32 STABLE E Reinforced Vegetation Underlying Straight 19.49 cfs 4.13 ft/s 0.6 ft -- 0.8 ibs/ftz 0.45 Ibs/ftz 1.79 STABLE -- Substrate https:Hecmds.com/project/137756/channel-analysis/150500/show 10/ 17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #7 Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 290.00 Slope (%) = 3.10 N-Value = 0.086 Calculations Compute by: Known Q Known Q (cfs) = 4.73 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 0.95 = 4.730 = 2.71 = 1.75 = 6.01 = 0.69 = 5.70 = 1.00 Elev (ft) Section Depth (ft) 293.00 3.00 292.50 2.50 292.00 291.50 2.00 1.50 1.00 291.00 290.50 0.50 290.00 289 50 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #7 Name Perimeter Ditch #7 Discharge 4.73 Peak Flow Period 0.083 Channel Slope 0.08 Channel Bottom Width 0 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I I Shear Stress I Shear Stress I Factor Pattern Unreinforced Straight 4.73 cfs 2.53 ft/s 0.79 ft 0.086 4.2 Ibs/ft2 3.94 Ibs/ft2 1.07 STABLE Vegetation Underlying Straight 4.73 cfs 2.53 ft/s 0.79 ft -- 0.04 Ibs/ft2 0.05 Ibs/ft2 0.68 UNSTABLE Substrate https://ecmds.com/project/137756/channel-analysis/150528/show 10/17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #8 Trapezoidal Bottom Width (ft) = 6.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 3.50 Invert Elev (ft) = 290.00 Slope (%) = 2.10 N-Value = 0.037 Calculations Compute by: Known Q Known Q (cfs) = 166.45 Elev (ft) Section 294.00 293.00 292.00 291.00 290.00 289.00 5 10 15 20 Reach (ft) Wednesday, Oct 17 2018 Highlighted Depth (ft) = 2.01 Q (cfs) = 166.45 Area (sqft) = 24.18 Velocity (ft/s) = 6.88 Wetted Perim (ft) = 18.71 Crit Depth, Yc (ft) = 2.07 Top Width (ft) = 18.06 EGL (ft) = 2.75 Depth (ft) 4.00 3.00 2.00 1.00 _i nn 25 30 35 40 vv ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #8 Name Perimeter Ditch #8 Discharge 166.45 Peak Flow Period 0.083 Channel Slope 0.055 Channel Bottom Width 6 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I Shear Stress Shear Stress Factor Pattern SC250 Straight 166.45 cfs 13.1 ft/s 1.29 ft 0.025 3 Ibs/ft2 4.42 Ibs/ft2 0.68 UNSTABLE E Unvegetated SC250 Straight 166.45 cfs 9.73 ft/s 1.59 ft 0.037 10 Ibs/ftz 5.45 Ibs/ftz 1.83 STABLE E Reinforced Vegetation Underlying Straight 166.45 cfs 9.73 ft/s 1.59 ft -- 0.8 Ibs/ftz 0.56 Ibs/ftz 1.43 STABLE -- Substrate https:Hecmds.com/project/137756/channel-analysis/150529/show 10/ 17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #9 Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 290.00 Slope (%) = 2.80 N-Value = 0.110 Calculations Compute by: Known Q Known Q (cfs) = 2.57 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 0.84 = 2.570 = 2.12 = 1.21 = 5.31 = 0.54 = 5.04 = 0.86 Elev (ft) Depth (ft) Section 3.00 293.00 2.50 292.50 2.00 292.00 1.50 291.50 1.00 291.00 290.50 0.50 0.00 290.00 289 50 0 50 2 4 6 8 Reach (ft) 10 12 14 16 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #9 Name Perimeter Ditch #9 Discharge 2.57 Peak Flow Period 0.083 Channel Slope 0.08 Channel Bottom Width 0 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I I Depth I Shear Stress Shear Stress Factor I Pattern SC250 Straight 2.57 cfs 3.87 ft/s 0.47 ft 0.04 3 Ibs/ft2 2.35 Ibs/ft2 1.28 STABLE E Unvegetated SC250 Straight 2.57 cfs 1.85 ft/s 0.68 ft 0.107 10 Ibs/ft2 3.4 Ibs/ft2 2.94 STABLE E Reinforced Vegetation Underlying Straight 2.57 cfs 1.85 ft/s 0.68 ft -- 0.8 ibs/ft2 0.16 Ibs/ft2 5.08 STABLE -- Substrate https:Hecmds.com/project/137756/channel-analysis/150530/show 10/ 17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #10 Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 290.00 Slope (%) = 2.00 N-Value = 0.070 Calculations Compute by: Known Q Known Q (cfs) = 13.68 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 1.41 = 13.68 = 5.96 = 2.29 = 8.92 = 1.06 = 8.46 = 1.49 Elev (ft) Section Depth (ft) 293.00 3.00 292.50 2.50 292.00 2.00 1.50 3q 291.50 7 291.00 290.50 1.00 NL0.50 290.00 289 50 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #10 Name Perimeter Ditch #10 Discharge 13.68 Peak Flow Period 0.083 Channel Slope 0.02 Channel Bottom Width 0 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC150 North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge I Velocity Normal Mannings N Permissable I Calculated I Safety Remarks Staple Depth Shear Stress ShearStressi Factor Pattern Sc1s0 Straight 13.68 cfs 3.7 ft/s 1.11 ft 0.037 2 ibs/ft2 1.38 ibs/ft2 1.44 STABLE E Unvegetated Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75% Phase Reach Discharge 9 Velocity Y Normal Mannin s N 9 Permissable Calculated Safety Y Remarks Staple p Depth Shear Stress Shear Stress Factor Pattern Unreinforced Straight 13.68 cfs 2.28 ft/s 1.41 ft 0.07 4.2 ibs/ft2 1.76 ibs/ft2 2.38 STABLE Vegetation Underlying Straight 13.68 cfs 2.28 ft/s 1.41 ft -- 0.04 ibs/ft2 0.03 ibs/ft2 1.01 STABLE Substrate https://ecmds.com/project/137756/channel-analysis/151176/show 10/17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #11 Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 290.00 Slope (%) = 7.00 N-Value = 0.084 Calculations Compute by: Known Q Known Q (cfs) = 5.14 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 0.83 = 5.140 = 2.07 = 2.49 = 5.25 = 0.72 = 4.98 = 0.93 Elev (ft) Section Depth (ft) 293.00 3.00 292.50 2.50 292.00 291.50 2.00 1.50 291.00 290.50 1.00 0.50 290.00 289 50 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #11 Name Perimeter Ditch #11 Discharge 5.14 Peak Flow Period 0.083 Channel Slope 0.08 Channel Bottom Width 0 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I I Shear Stress I Shear Stress I Factor Pattern SC250 Straight 5.14 cfs 4.77 ft/s 0.6 ft 0.038 3 Ibs/ft2 2.99 Ibs/ft2 1 STABLE E Unvegetated SC250 Straight 5.14 cfs 2.64 ft/s 0.81 ft 0.084 10 Ibs/ft2 4.02 Ibs/ft2 2.49 STABLE E Reinforced Vegetation Underlying Straight 5.14 cfs 2.64 ft/s 0.81 ft -- 0.8 Ibs/ft2 0.27 Ibs/ft2 3 STABLE -- Substrate https:Hecmds.com/project/ 137756/channel-analysis/ 150531 /show 10/ 17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #12 Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 286.00 Slope (%) = 5.70 N-Value = 0.097 Calculations Compute by: Known Q Known Q (cfs) = 3.86 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 0.82 = 3.860 = 2.02 = 1.91 = 5.19 = 0.64 = 4.92 = 0.88 Elev (ft) Section Depth (ft) 289.00 3.00 288.50 2.50 288.00 287.50 2.00 1.50 287.00 286.50 1.00 0.50 286.00 285 50 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #12 Name Perimeter Ditch #12 Discharge 3.86 Peak Flow Period 0.083 Channel Slope 0.057 Channel Bottom Width 0 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I I Depth I I Shear Stress I Shear Stress I Factor I Pattern SC250 Straight 3.86 cfs 3.88 ft/s 0.58 ft 0.039 3 Ibs/ft2 2.05 Ibs/ft2 1.46 STABLE E Unvegetated SC250 Straight 3.86 cfs 1.94 ft/s 0.81 ft 0.097 10 Ibs/ft2 1 2.9 Ibs/ft2 3.45 STABLE E Reinforced Vegetation _ Underlying Straight 3.86 cfs 1.94 ft/s 0.81 ft -- 0.8 Ibs/ft2 0.14 Ibs/ft2 5.66 STABLE -- Substrate https:Hecmds.com/project/137756/channel-analysis/150532/show 10/ 17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #13 Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 286.00 Slope (%) = 2.20 N-Value = 0.084 Calculations Compute by: Known Q Known Q (cfs) = 5.60 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 1.07 = 5.600 = 3.43 = 1.63 = 6.77 = 0.74 = 6.42 = 1.11 Elev (ft) Section Depth (ft) 289.00 3.00 288.50 2.50 288.00 2.00 1.50 287.50 1.00 287.00 286.50 Nk0.50 286.00 285 50 0.00 0 50 2 4 6 8 Reach (ft) 10 12 14 16 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #13 Name Perimeter Ditch #13 Discharge 5.6 Peak Flow Period 0.083 Channel Slope 0.058 Channel Bottom Width 0 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type None Vegetation Density None Soil Type None SC250 North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I I Shear Stress I Shear Stress I Factor I Pattern SC250 Straight 5.6 cfs 4.41 ft/s 0.65 ft 0.037 3 Ibs/ft2 2.36 Ibs/ft2 1.27 STABLE E Unvegetated SC250 Straight 5.6 cfs 2.38 ft/s 0.89 ft 0.084 10 Ibs/ft2 3.21 Ibs/ft2 3.12 STABLE E Reinforced Vegetation Underlying Straight 5.6 cfs 2.38 ft/s 0.89 ft -- 0.8 Ibs/ft2 0.48 Ibs/ft2 1.68 STABLE -- Substrate https:Hecmds.com/project/137756/channel-analysis/150536/show 10/ 17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #14 Trapezoidal Bottom Width (ft) = 6.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.00 Invert Elev (ft) = 290.00 Slope (%) = 3.10 N-Value = 0.037 Calculations Compute by: Known Q Known Q (cfs) = 166.81 Elev (ft) Section 293.00 292.50 292.00 291.50 291.00 290.50 290.00 289.50 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Oct 17 2018 = 1.83 = 166.81 = 21.03 = 7.93 = 17.57 = 2.00 = 16.98 = 2.81 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 _n r1n 2 4 6 8 10 12 14 16 18 20 22 Vvv Reach (ft) ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #14 Name Perimeter Ditch #14 Discharge 166.81 Peak Flow Period 0.083 Channel Slope 0.06 Channel Bottom Width 6 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I Shear Stress Shear Stress I Factor Pattern SC250 Straight 166.81 cfs 13.39 ft/s 1.27 ft 0.025 3 Ibs/ft2 4.75 Ibs/ft2 0.63 UNSTABLE E Unvegetated SC250 Straight 166.81 cfs 10.08 ft/s 1.55 ft 0.037 10 Ibs/ft2 5.82 Ibs/ft2 1.72 STABLE E Reinforced Vegetation Underlying Straight 166.81 cfs 10.08 ft/s 1.55 ft -- 0.8 Ibs/ft2 0.65 Ibs/ft2 1.24 STABLE -- Substrate https:Hecmds.com/project/137756/channel-analysis/150539/show 10/ 17/2018 Agxvv 11 1 00' 6 09' 6 00'Z 09'Z (11) goea�j ZZ OZ 8� 96 tZ6 06 8 9 t, Z 09'68Z 00'06Z 09'06Z 00' 46Z 09' 46Z 00'Z6Z 09'Z6Z 'I I I I I I I00'£6Z uolpag tT9 = (SRO) C) UMOU>i ?D UMOUN :Aq 91ndwoo 89'0 = J3 suope!no!e:3 8L'6 = (1j) ulp!M dol 8£'0 = (11) o k `uldaa jpo E60'0 = anlen-N 86'6 = (4) Ualaad pa}}aM 0 VC = (%) adolS 9L" [ = (SAJ) AIPOlan 00'06Z = (1j) na13 JaanUJ L6't, = (Ijbs) eaay 007 = (11) 44daa lepl Ot7L'8 = (spa) C) 00'£ `00,£ = (�:z) sadolS ap!S £9'0 = (1j) gldaa 00'9 = 0j) 44p!M wollo8 p044611461H Iep!ozedeal AF"A: WI[sV1--0r-IFillV1--r 8 LOZ L 1100 'AepsaupaM -oul 'Isepo;ny Aq ®QE I!n!o ®dy0o}ny @jsapo;ny ao} uolsua}x3 ssaadx3 nnol}eapAH podall lauuet4o ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #15 Name Perimeter Ditch #15 Discharge 8.74 Peak Flow Period 0.083 Channel Slope 0.02 Channel Bottom Width 6 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC150 North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge I Velocity Normal I Mannings N I Permissable I Calculated I Safety Remarks Staple Depth Shear Stress Shear Stress Factor Pattern Sc150 Straight 8.74 cfs 2.32 ft/s 0.5 ft 0.05 2 Ibs/ft2 0.63 Ibs/ft2 3.2 STABLE E Unvegetated Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75% Phase Reach Discharge 9 Velocity Y Normal Mannin s N 9 Permissable Calculated Safety Y Remarks Staple p Depth Shear Stress Shear Stress Factor Pattern Unreinforced Straight 8.74 cfs 1.52 ft/s 0.71 ft 0.093 4.2 Ibs/ft2 0.89 Ibs/ft2 4.75 STABLE Vegetation Underlying Straight 8.74 cfs 1.52 ft/s 0.71 ft -- 0.04 Ibs/ft2 0.01 Ibs/ft2 3.51 STABLE Substrate https://ecmds.com/project/137756/channel-analysis/150630/show 10/17/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. PERIMETER DITCH #16 Trapezoidal Bottom Width (ft) = 6.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 2.50 Invert Elev (ft) = 290.00 Slope (%) = 2.00 N-Value = 0.037 Calculations Compute by: Known Q Known Q (cfs) = 166.81 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Monday, Oct 29 2018 = 2.04 = 166.81 = 24.72 = 6.75 = 18.90 = 2.07 = 18.24 = 2.75 Elev (ft) Depth (ft) Section 3.00 293.00 2.50 292.50 2.00 292.00 1.50 291.50 1.00 291.00 290.50 0.50 0.00 290.00 289 50 0 50 0 5 10 15 20 25 30 Reach (ft) 35 ECMDS 6.0 Page 1 of 1 NORTH AMERICAN GREEN CHANNEL ANALYSIS > > >Perimeter Ditch #16 Name Perimeter Ditch #16 Discharge 166.81 Peak Flow Period 0.083 Channel Slope 0.02 Channel Bottom Width 6 Left Side Slope 3 Right Side Slope 3 Low Flow Liner Retardence Class C 6-12 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Fair 50-75% Soil Type Silt Loam SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75% North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECMDS v6.0 Phase Reach Discharge Velocity Normal Mannings N Permissable Calculated Safety Remarks Staple I Depth I I Shear Stress Shear Stress Factor Pattern SC250 Straight 166.81 cfs 10.46 ft/s 1.51 ft 0.02 3 Ibs/ft2 1.89 Ibs/ft2 1.59 STABLE E Unvegetated SC250 Straight 166.81 cfs 6.49 ft/s 2.09 ft 0.039 10 Ibs/ft2 2.61 Ibs/ft2 3.83 STABLE E Reinforced Vegetation Underlying Straight 166.81 cfs 6.49 ft/s 2.09 ft -- 0.8 Ibs/ft2 0.08 Ibs/ft2 9.76 STABLE -- Substrate https:Hecmds.com/project/137756/channel-analysis/152507/show 10/29/2018 SEDIMENT BASINS IVIL & ENVIRONMENTAL CONSULTANTS, INC. By: CTH roject Name: ANSON PHASE 5 Date: S 31 2018 EC Project No.: 165-276 Checked By: MRJ escription: SEDIMENT BASIN 10 Date: 10/16/2018 ORTH CAROLINA STORMWATER DESIGN Input .61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW) Calculation Reference GOVERNING REVIEW AGENCY ANSON COUNTY TOTAL DRAINAGE AREA 55.40 Do Not Use Sediment Trap Do Not Use Skimmer Basin 10kay Sediment Basin RAINFALL INTENSITIES (in/hr) 2-yr Taken from Table 2-2 Rainfall Intensities - NOAA i]25-yr 10-yr Polkton NC) RISER PIPE DIA. (in) F 48.00 RATIONAL RUNOFF COEFFICIENT Description of surface C-value(Table Area (acres) %of Area 8.036) I mpervious Area 0.00 0.0000 0% Wooded Area 0.00 0.0000 0% Grassed Area (Lawns w/ slopes > 7%) 0.00 0.0000 0% Disturbed area 0.60 55.4000 100% Composite Runoff Coefficient 0.60 2yr./10-yr. RATIONAL RUNOFF Time of Area Intensity, I Flow, Q Basin (acres) Composite C Concentration, Tc (in/hr) (cfs) (min) Sediment Basin #10 (10-yr Rational Runoff) 55.40 0.6000 5.0 7.78 258.61 Sediment Basin #10 (2-yr Rational Runoff) 55.40 0.6000 5.0 6.08 202.10 Sediment Basin #10 (25-yr Rational Runoff) 55.40 0.6000 5.0 8.57 284.87 Total 25 yr Flow to Sediment Basin (cfs) 284.87 REQUIRED SURFACE AREA Basin Drainage Area Area Required Total Area Required (acres) WAN (sf) Aiment Basin #10 (25-yr Rational Runoff) 55.40 435 123,917.06 Total REQUIRED Sediment Basin Area (sf) F 123,917 REQUIRED VOLUME Disturbed Area Volume Total Volume Basin Required Required (acres) (ft/acre) (cubic feet) Miment Basin #10 (25-yr Rational Runoff) 55.40 1 1,800 99,720.00 Total REQUIRED Sediment Basin Volume (cubic feet) F 99,720 PROVIDED VOLUME Elevation Area Inc. Vol. Acc Vol. 244.00 176119 0 0 246.00 186876 362942 362,942 248.00 197859 384683 747,625 250.00 209068 406876 1,154,500 Total PROVIDED Sediment Basin Volume (cubic feet) Total PROVIDED Sediment Basin Area (square feet) 747,625 OKAY OKAY 197,859 SKIMMER ORIFICE SIZE 5 Skimmer Size Inches 0.333 Head on Skimmer (feet) 5 Orifice Size 1/4 inch increments 2.99 Dewatering Time (days)* (REQUIRED VOLUME) Dewatering Time should be 2-5 days User Weir Elev. (Surface area is set at Riser Weir Elev) 1 OF 1 User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/201E checked By: Date: company: CEC project Name: ANSON PHASE 5 'roject No.: 165-276 Site Location (City/Town) Polkton, NC Culvert Id. Sediment Basin #10 Outlet Total Drainage Area (acres) 55.4 Step 1. Determine the taihi aier depth from channel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter. it is classified minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition - Pipes that outlet onto wide flat areas with no defined channel are assumed to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations show otherwise Outlet pipe diameter, Do (in.) 24 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 20.28 See Hydroflow 25-Year Calculation Velocity (ft./s) (Q= vA) Step 2. Based on the tailwater conditions determined m step 1- eater Figure 8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length (L.). The dam, sue is the median stone size in a well -graded nprap apron. Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the apron width at the outlet end from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d50, (ft.) 0.5 Minimum apron length, Le (ft.) 15 Apron width at pipe outlet (ft.) 6 6 Apron shape Apron width at outlet end (ft.) 17 2 Step 4. Determine the maximum stone dianieroi d_=15x-I.. Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0 Step 5. Detetuune the apron thickness Apron thickness = 1.5 x a_ Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the nprap apron to the site by making it level for the nummum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance =0 the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at pipe outlets or flows are excessive, a phinge pool should be considered. gee page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) 3 o Outlet IW • Do + La pipe i diameter (ab) La —� ilwater - 0.500 l 0\10 60 .0 5# Discharge (ft3/sec) z is 0 Lt a 1 V 1J 0 1000 Curves may not be extrapolated. Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T.. < 0.5 diameter) SEDIMENT BASIN #10 OUTLET PROTECTION L a".3 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 142.96 Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #10 1 287,616 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 245.59 287,616 SEDIMENT BASIN #10 Sediment Basin #10.gpw Return Period: 1 Year Friday, 10 / 19 / 2018 Hydrograph Report 2 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #10 Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 1 min Drainage area = 55.400 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.01 in Storm duration = 24 hrs Q (cfs) 160.00 140.00 120.00 100.00 40.00 20.00 0.00 ' ' 0 2 4 Hyd No. 1 Friday, 10 / 19 / 2018 Peak discharge = 142.96 cfs Time to peak = 11.97 hrs Hyd. volume = 287,616 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #10 Hyd. No. 1 -- 1 Year Q (cfs) 160.00 140.00 120.00 100.00 40.00 20.00 ' ' ' 0.00 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 10 / 19 / 2018 Hyd. No. 2 SEDIMENT BASIN #10 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #10 Max. Elevation = 245.59 ft Reservoir name = SEDIMENT BASIN #10 Max. Storage = 287,616 cuft Storage Indication method used. Q (cfs) 160.00 140.00 120.00 100.00 :1 11 ORION 40.00 20.00 Q (cfs) 160.00 140.00 120.00 100.00 :1 11 •1 11 40.00 20.00 0.00 1 k, 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 287,616 cuft Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 10 / 19 / 2018 Pond No. 1 - SEDIMENT BASIN #10 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 244.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 244.00 176,119 0 0 2.00 246.00 186,876 362,906 362,906 4.00 248.00 197,859 384,644 747,550 6.00 250.00 209,068 406,835 1,154,385 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 24.00 0.00 0.00 0.00 Span (in) = 24.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft) = 244.00 0.00 0.00 0.00 Length (ft) = 171.00 0.00 0.00 0.00 Slope (%) = 1.16 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a No No No Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0.00 8.00 Total Q Weir Structures [A] [B] [C] [D] Crest Len (ft) = 12.56 20.00 0.00 0.00 Crest El. (ft) = 248.00 249.00 0.00 0.00 Weir Coeff. = 3.33 2.60 3.33 3.33 Weir Type = 1 Broad --- --- Multi-Stage = Yes No No No Exfil.(in/hr) = 0.000 (by Contour) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Discharge Elev (ft) 250.00 249.00 248.00 247.00 246.00 WZ'1.X1I11 'I I I I 1 ' 244.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00 Discharge (cfs) Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 193.52 Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #10 1 392,060 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 246.15 392,061 SEDIMENT BASIN #10 Sediment Basin #10.gpw Return Period: 2 Year Friday, 10 / 19 / 2018 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #10 Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 1 min Drainage area = 55.400 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.63 in Storm duration = 24 hrs Friday, 10 / 19 / 2018 Peak discharge = 193.52 cfs Time to peak = 11.97 hrs Hyd. volume = 392,060 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #10 Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs) 210.00 210.00 180.00 180.00 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 1 Time (hrs) Hydrograph Report 7 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Friday, 10 / 19 / 2018 Hyd. No. 2 SEDIMENT BASIN #10 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #10 Max. Elevation = 246.15 ft Reservoir name = SEDIMENT BASIN #10 Max. Storage = 392,061 cuft Storage Indication method used Q (cfs) 210.00 180.00 150.00 120.00 0111I11111111 0.00 ' 1' 0 2 4 Hyd No. 2 SEDIMENT BASIN #10 Hyd. No. 2 -- 2 Year 6 8 10 Hyd No. 1 12 14 16 18 20 22 Total storage used = 392,061 cuft Q (cfs) 210.00 180.00 150.00 120.00 [d0Z1I11 EW- 0.00 24 Time (hrs) Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 335.31 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #10 1 694,485 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 247.72 694,484 SEDIMENT BASIN #10 Sediment Basin #10.gpw Return Period: 10 Year Friday, 10 / 19 / 2018 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #10 Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 1 min Drainage area = 55.400 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.30 in Storm duration = 24 hrs Q (cfs) 350.00 250.00 150.00 100.00 50.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 6.0 Friday, 10 / 19 / 2018 Peak discharge = 335.31 cfs Time to peak = 11.95 hrs Hyd. volume = 694,485 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #10 Hyd. No. 1 -- 10 Year Q (cfs) 350.00 300.00 250.00 200.00 150.00 100.00 50.00 ' ' 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 10 / 19 / 2018 Hyd. No. 2 SEDIMENT BASIN #10 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #10 Max. Elevation = 247.72 ft Reservoir name = SEDIMENT BASIN #10 Max. Storage = 694,484 cuft Storage Indication method used. SEDIMENT BASIN #10 11 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 424.79 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #10 1 890,053 ------ ------ 2 Reservoir 4.298 1 1229 142,489 1 248.22 791,547 SEDIMENT BASIN #10 Sediment Basin #10.gpw Return Period: 25 Year Friday, 10 / 19 / 2018 Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #10 Hydrograph type = SCS Runoff Storm frequency = 25 yrs Time interval = 1 min Drainage area = 55.400 ac Basin Slope = 0.0 % Tc method = User Total precip. = 6.33 in Storm duration = 24 hrs Friday, 10 / 19 / 2018 Peak discharge = 424.79 cfs Time to peak = 11.95 hrs Hyd. volume = 890,053 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #10 Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs) 480.00 480.00 420.00 420.00 360.00 360.00 300.00 300.00 240.00 240.00 180.00 180.00 120.00 120.00 60.00 60.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 1 Time (hrs) 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Friday, 10 / 19 / 2018 Hyd. No. 2 SEDIMENT BASIN #10 Hydrograph type = Reservoir Peak discharge = 4.298 cfs Storm frequency = 25 yrs Time to peak = 20.48 hrs Time interval = 1 min Hyd. volume = 142,489 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #10 Max. Elevation = 248.22 ft Reservoir name = SEDIMENT BASIN #10 Max. Storage = 791,547 cuft Storage Indication method used. Q (cfs) 480.00 420.00 360.00 300.00 240.00 180.00 120.00 60.00 0 00 SEDIMENT BASIN #10 Hyd. No. 2 -- 25 Year 0 4 8 12 16 Hyd No. 2 Hyd No. 1 20 24 28 32 36 Total storage used = 791,547 cuft Q (cfs) 480.00 420.00 360.00 300.00 240.00 180.00 120.00 60.00 0.00 40 Time (hrs) 14 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 572.67 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #10 1 1,221,142 ------ ------ 2 Reservoir 17.10 1 836 473,573 1 248.55 858,852 SEDIMENT BASIN #10 Sediment Basin #10.gpw Return Period: 100 Year Friday, 10 / 19 / 2018 Hydrograph Report 15 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #10 Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 1 min Drainage area = 55.400 ac Basin Slope = 0.0 % Tc method = User Total precip. = 8.03 in Storm duration = 24 hrs Friday, 10 / 19 / 2018 Peak discharge = 572.67 cfs Time to peak = 11.95 hrs Hyd. volume = 1,221,142 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #10 Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 640.00 640.00 560.00 560.00 480.00 480.00 400.00 400.00 320.00 320.00 240.00 240.00 160.00 160.00 80.00 80.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 1 Time (hrs) 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 10 / 19 / 2018 Hyd. No. 2 SEDIMENT BASIN #10 Hydrograph type = Reservoir Peak discharge = 17.10 cfs Storm frequency = 100 yrs Time to peak = 13.93 hrs Time interval = 1 min Hyd. volume = 473,573 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #10 Max. Elevation = 248.55 ft Reservoir name = SEDIMENT BASIN #10 Max. Storage = 858,852 cuft Storage Indication method used. SEDIMENT BASIN #10 IVIL & ENVIRONMENTAL CONSULTANTS, INC. By: CTH roject Name: ANSON PHASE 5 Date: S 31 2018 EC Project No.: 165-276 Checked By: MRJ escription: SEDIMENT BASIN 11 Date: 10/16/2018 ORTH CAROLINA STORMWATER DESIGN Input .61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW) Calculation Reference GOVERNING REVIEW AGENCY ANSON COUNTY TOTAL DRAINAGE AREA 9.64 1 Do Not Use Sediment Trap Oka Skimmer Basin 10kay Sediment Basin RAINFALL INTENSITIES (in/hr) 6.08 2-yr Taken from Table 2-2 Rainfall Intensities - NOAA �Polkton 7.78 10-yr NC) 8.57 25-yr RISER PIPE DIA. (in) F 36.00 RATIONAL RUNOFF COEFFICIENT Description of surface C-value(Table Area (acres) %of Area 8.036) I mpervious Area 0.00 0.0000 0% Wooded Area 0.00 0.0000 0% Grassed Area (Lawns w/ slopes > 7%) 0.00 0.0000 0% Disturbed area 0.60 9.6400 100% Composite Runoff Coefficient 0.60 2yr./10-yr. RATIONAL RUNOFF Area Time of Intensity, I Flow, Q Basin (acres) Composite C Concentration, Tc (in/hr) (cfs) (min) Sediment Basin #11 (10-yr Rational Runoff) 9.64 0.6000 5.0 7.78 45.00 Sediment Basin #11 (2-yr Rational Runoff) 9.64 0.6000 5.0 6.08 35.17 Sediment Basin #11 (25-yr Rational Runoff) 9.64 0.6000 5.0 8.57 49.57 Total 25 yr Flow to Sediment Basin (cfs) 49.57 REQUIRED SURFACE AREA Basin Drainage Area Area Required Total Area Required (acres) WAN (sf) Aiment Basin #11 (25-yr Rational Runoff) 9.64 435 21,562.46 Total REQUIRED Sediment Basin Area (sf) F 21,562 REQUIRED VOLUME Disturbed Area Volume Total Volume Basin Required Required (acres) (ft/acre) (cubic feet) Miment Basin #11 (25-yr Rational Runoff) 9.64 1 1,800 17,352.00 Total REQUIRED Sediment Basin Volume (cubic feet) F 17,352 PROVIDED VOLUME Elevation Area Inc. Vol. Acc Vol. 244.00 17077 0 0 ' 246.00 20785 37801 37,801 248.00 24781 45507 83,309 250.00 29065 53789 137,098 Total PROVIDED Sediment Basin Volume (cubic feet) Total PROVIDED Sediment Basin Area (square feet) 83,309 OKAY OKAY 24,781 SKIMMER ORIFICE SIZE 2.5 Skimmer Size Inches 0.208 Head on Skimmer (feet) 2.5 Orifice Size 1/4 inch increments 2.64 Dewatering Time (days)* (REQUIRED VOLUME) Dewatering Time should be 2-5 days User Weir Elev. (Surface area is set at Riser Weir Elev) 1 OF 1 User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/201E checked By: Date: company: CEC project Name: ANSON PHASE 5 'roject No.: 165-276 Site Location (City/Town) Polkton, NC Culvert Id. Sediment Basin #11 Outlet Total Drainage Area (acres) 9.64 Step 1. Determine the taihi aier depth from channel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter, it is classified minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition - Pipes that outlet onto wide flat areas with no defined channel are assumed to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations show otherwise Outlet pipe diameter, Do (in.) 24 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 5.93 See Hydroflow 25-Year Calculation Velocity (ft./s) (Q= vA) Step 2. Based on the tailwater conditions determined m step 1- eater Figure 8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length (L,). The dam, sue is the median stone size in a well -graded nprap apron. Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the apron width at the outlet end from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d50, (ft.) 0.5 Minimum apron length, Le (ft.) 10 Apron width at pipe outlet (ft.) 6 6 Apron shape Apron width at outlet end (ft.) 12 2 Step 4. Determine the maximum stone dianieroi d_=15x-I.. Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0 Step 5. Detetuune the apron thickness Apron thickness = 1.5 x a_ Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the nprap apron to the site by making it level for the nummum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance =0 the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at pipe outlets or flows are excessive, a phinge pool should be considered. gee page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) 3 o Outlet IW • Do + La pipe i diameter (ab) La —� ilwater - 0.500 l . ........ . cow l�al`�� f �tOw� Sat , 5# Discharge (ft3/sec) is z 0 Lt a 1 V 1-j 0 i0D0 Curves may not be extrapolated. Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter) SEDIMENT BASIN #11 OUTLET PROTECTION L a".3 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 24.88 Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #11 1 50,047 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 246.54 50,047 SEDIMENT BASIN #11 Sediment Basin #11.gpw Return Period: 1 Year Thursday, 10 / 4 / 2018 Hydrograph Report 2 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #11 Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 1 min Drainage area = 9.640 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.01 in Storm duration = 24 hrs Q (cfs) 28.00 24.00 20.00 16.00 12.00 M 4.00 0.00 ' ' 0 2 4 Hyd No. 1 6 8 Thursday, 10 / 4 / 2018 Peak discharge = 24.88 cfs Time to peak = 11.97 hrs Hyd. volume = 50,047 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #11 Hyd. No. 1 -- 1 Year Q (cfs) 28.00 24.00 20.00 16.00 12.00 J - ' ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #11 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 -SEDIMENT BASIN #11 Max. Elevation = 246.54 ft Reservoir name = SEDIMENT BASIN #11 Max. Storage = 50,047 cuft Storage Indication method used. SEDIMENT BASIN #11 Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 50,047 cuft Pond Report 4 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Pond No. 1 - SEDIMENT BASIN #11 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 244.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 244.00 17,077 0 0 2.00 246.00 20,785 37,798 37,798 4.00 248.00 24,781 45,503 83,300 6.00 250.00 29,065 53,784 137,084 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 24.00 0.00 0.00 0.00 Span (in) = 24.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft) = 244.00 0.00 0.00 0.00 Length (ft) = 100.00 0.00 0.00 0.00 Slope (%) = 2.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a No No No Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0.00 9.00 Total Q Weir Structures [A] [B] [C] [D] Crest Len (ft) = 9.42 20.00 0.00 0.00 Crest El. (ft) = 248.00 249.00 0.00 0.00 Weir Coeff. = 3.33 2.60 3.33 3.33 Weir Type = 1 Broad --- --- Multi-Stage = Yes No No No Exfil.(in/hr) = 0.000 (by Contour) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Discharge Elev (ft) 250.00 249.00 248.00 247.00 246.00 WZ'1.X1I11 244.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00 Discharge (cfs) Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 33.67 Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #11 1 68,221 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 247.34 68,221 SEDIMENT BASIN #11 Sediment Basin #11.gpw Return Period: 2 Year Thursday, 10 / 4 / 2018 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #11 Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 1 min Drainage area = 9.640 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.63 in Storm duration = 24 hrs Thursday, 10 / 4 / 2018 Peak discharge = 33.67 cfs Time to peak = 11.97 hrs Hyd. volume = 68,221 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #11 Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 1 Time (hrs) 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #11 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 -SEDIMENT BASIN #11 Max. Elevation = 247.34 ft Reservoir name = SEDIMENT BASIN #11 Max. Storage = 68,221 cuft Storage Indication method used. Q (cfs) 35.00 30.00 25.00 15.00 10.00 0.00 ' ' 0 2 4 Hyd No. 2 SEDIMENT BASIN #11 Hyd. No. 2 -- 2 Year Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 11411111 0.00 6 8 10 12 14 16 18 20 22 24 Time (hrs) Hyd No. 1 Total storage used = 68,221 cuft Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 58.35 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #11 1 120,845 ------ ------ 2 Reservoir 1.661 1 854 37,543 1 248.12 86,484 SEDIMENT BASIN #11 Sediment Basin #11.gpw Return Period: 10 Year Thursday, 10 / 4 / 2018 Hydrograph Report 9 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Thursday, 10 / 4 / 2018 Hyd. No. 1 SEDIMENT BASIN #11 Hydrograph type = SCS Runoff Peak discharge = 58.35 cfs Storm frequency = 10 yrs Time to peak = 11.95 hrs Time interval = 1 min Hyd. volume = 120,845 cuft Drainage area = 9.640 ac Curve number = 82 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 SEDIMENT BASIN #11 Hyd. No. 1 -- 10 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 T ' ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #11 Hydrograph type = Reservoir Peak discharge = 1.661 cfs Storm frequency = 10 yrs Time to peak = 14.23 hrs Time interval = 1 min Hyd. volume = 37,543 cuft Inflow hyd. No. = 1 -SEDIMENT BASIN #11 Max. Elevation = 248.12 ft Reservoir name = SEDIMENT BASIN #11 Max. Storage = 86,484 cuft Storage Indication method used. SEDIMENT BASIN #11 Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 JL 0.00 0 3 6 9 12 15 18 21 24 27 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 86,484 cuft 11 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 73.92 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #11 1 154,876 ------ ------ 2 Reservoir 5.927 1 749 71,573 1 248.32 91,951 SEDIMENT BASIN #11 Sediment Basin #11.gpw Return Period: 25 Year Thursday, 10 / 4 / 2018 Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #11 Hydrograph type = SCS Runoff Storm frequency = 25 yrs Time interval = 1 min Drainage area = 9.640 ac Basin Slope = 0.0 % Tc method = User Total precip. = 6.33 in Storm duration = 24 hrs Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 6.0 Thursday, 10 / 4 / 2018 Peak discharge = 73.92 cfs Time to peak = 11.95 hrs Hyd. volume = 154,876 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #11 Hyd. No. 1 -- 25 Year Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #11 Hydrograph type = Reservoir Peak discharge = 5.927 cfs Storm frequency = 25 yrs Time to peak = 12.48 hrs Time interval = 1 min Hyd. volume = 71,573 cuft Inflow hyd. No. = 1 -SEDIMENT BASIN #11 Max. Elevation = 248.32 ft Reservoir name = SEDIMENT BASIN #11 Max. Storage = 91,951 cuft Storage Indication method used. Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 91,951 cuft 14 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #11 1 99.65 212,488 ------ ------ 2 Reservoir 28.99 1 725 129,185 1 249.04 111,097 SEDIMENT BASIN #11 Sediment Basin #11.gpw Return Period: 100 Year Thursday, 10 / 4 / 2018 Hydrograph Report 15 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. 1 SEDIMENT BASIN #11 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 9.640 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 8.03 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 100.00 A1111I1l 40.00 20.00 0.00 ' ' 0.0 2.0 Hyd No. 1 SEDIMENT BASIN #11 Hyd. No. 1 -- 100 Year 4.0 6.0 8.0 Thursday, 10 / 4 / 2018 = 99.65 cfs = 11.95 hrs = 212,488 cuft = 82 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 100.00 40.00 20.00 —' ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hydrograph Report 16 Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #11 Hydrograph type = Reservoir Peak discharge = 28.99 cfs Storm frequency = 100 yrs Time to peak = 12.08 hrs Time interval = 1 min Hyd. volume = 129,185 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #11 Max. Elevation = 249.04 ft Reservoir name = SEDIMENT BASIN #11 Max. Storage = 111,097 cuft Storage Indication method used SEDIMENT BASIN #11 Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 2 — Hyd No. 1 Total storage used = 111,097 cuft IVIL & ENVIRONMENTAL CONSULTANTS, INC. By: CTH roject Name: ANSON PHASE 5 Date: S 31 2018 EC Project No.: 165-276 Checked By: MRJ escription: SEDIMENT BASIN 12 Date: 10/16/2018 ORTH CAROLINA STORMWATER DESIGN Input .61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW) Calculation Reference GOVERNING REVIEW AGENCY ANSON COUNTY TOTAL DRAINAGE AREA 1 4.70 10kay i Sediment Trap Okay Skimmer Basin 10kay Sediment Basin RAINFALL INTENSITIES (in/hr) 6.08 2-yr Taken from Table 2-2 Rainfall Intensities - NOAA �Polkton 7.78 10-yr NC) 5.57 25-yr RISER PIPE DIA. (in) F 36.00 RATIONAL RUNOFF COEFFICIENT Description of surface C-value(Table Area (acres) %of Area 8.036) I mpervious Area 0.00 0.0000 0% Wooded Area 0.00 0.0000 0% Grassed Area (Lawns w/ slopes > 7%) 0.00 0.0000 0% Disturbed area 0.60 4.7000 100% Composite Runoff Coefficient 0.60 2yr./10-yr. RATIONAL RUNOFF Area Time of Intensity, I Flow, Q Basin (acres) Composite C Concentration, Tc (in/hr) (cfs) (min) Sediment Basin #12 (10-yr Rational Runoff) 4.70 0.6000 5.0 7.78 21.94 Sediment Basin #12 (2-yr Rational Runoff) 4.70 0.6000 5.0 6.08 17.15 Sediment Basin #12 (25-yr Rational Runoff) 4.70 0.6000 5.0 8.57 24.17 Total 25 yr Flow to Sediment Basin (cfs) 24.17 REQUIRED SURFACE AREA Basin Drainage Area Area Required Total Area Required (acres) WAN (sf) Aiment Basin #12 (25-yr Rational Runoff) 4.70 435 10,512.82 Total REQUIRED Sediment Basin Area (sf) F 10,513 REQUIRED VOLUME Disturbed Area Volume Total Volume Basin Required Required (acres) (ft/acre) (cubic feet) Miment Basin #12 (25-yr Rational Runoff) 4.70 1 1,800 8,460.00 Total REQUIRED Sediment Basin Volume (cubic feet) F 8,460 PROVIDED VOLUME Elevation Area Inc. Vol. Acc Vol. 284.00 6593 0 0 286.00 9359 15871 15,871 288.00 12351 21641 37,512 290.00 15523 27814 65,326 Total PROVIDED Sediment Basin Volume (cubic feet) Total PROVIDED Sediment Basin Area (square feet) 37,512 OKAY OKAY 12,351 SKIMMER ORIFICE SIZE 2 Skimmer Size Inches 0.167 Head on Skimmer (feet) 2 Orifice Size 1/4 inch increments 2.24 Dewatering Time (days)* (REQUIRED VOLUME) Dewatering Time should be 2-5 days User Weir Elev. (Surface area is set at Riser Weir Elev) 1 OF 1 User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/201E checked By: Date: company: CEC project Name: ANSON PHASE 5 'roject No.: 165-276 Site Location (City/Town) Polkton, NC Culvert Id. Sediment Basin #12 Outlet Total Drainage Area (acres) 4.71 Step 1. Determine the taihi aier depth from channel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter. it is classified minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition - Pipes that outlet onto wide flat areas with no defined channel are assumed to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations show otherwise Outlet pipe diameter, Do (in.) 24 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 4.96 See Hydroflow 25-Year Calculation Velocity (ft./s) (Q= vA) Step 2. Based on the tailwater conditions determined m step 1- eater Figure 8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length (L.). The dam, sue is the median stone size in a well -graded nprap apron. Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the apron width at the outlet end from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d50, (ft.) 0.5 Minimum apron length, Le (ft.) 10 Apron width at pipe outlet (ft.) 6 6 Apron shape Apron width at outlet end (ft.) 12 2 Step 4. Determine the maximum stone dianieroi d_=15x-I.. Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0 Step 5. Detetuune the apron thickness Apron thickness = 1.5 x a_ Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the nprap apron to the site by making it level for the nummum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance =0 the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at pipe outlets or flows are excessive, a phinge pool should be considered. gee page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) 3 o Outlet IW • Do + La pipe i diameter (ab) La —� ilwater - 0.500 l cow l�al`�� 60; o 1 l 51 100 Discharge (ft3/sec) is z 0 Lt a if 1 .o 1-j 0 10D0 Curves may not be extrapolated. Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter) SEDIMENT BASIN #12 OUTLET PROTECTION L a".3 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 12.13 Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #12 1 24,401 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 286.79 24,401 SEDIMENT BASIN #12 Sediment Basin #12.9pw Return Period: 1 Year Thursday, 10 / 4 / 2018 Hydrograph Report 2 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #12 Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 1 min Drainage area = 4.700 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.01 in Storm duration = 24 hrs Q (cfs) 14.00 12.00 10.00 .m 4.00 2.00 0.00 ' ' 0 2 4 Hyd No. 1 6 8 Thursday, 10 / 4 / 2018 Peak discharge = 12.13 cfs Time to peak = 11.97 hrs Hyd. volume = 24,401 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #12 Hyd. No. 1 -- 1 Year Q (cfs) 14.00 12.00 10.00 4.00 2.00 ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #12 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #12 Max. Elevation = 286.79 ft Reservoir name = SEDIMENT BASIN #12 Max. Storage = 24,401 cuft Storage Indication method used. SEDIMENT BASIN #12 Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 24,401 cuft Pond Report 4 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Pond No. 1 - SEDIMENT BASIN #12 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 284.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 284.00 6,593 0 0 2.00 286.00 9,359 15,870 15,870 4.00 288.00 12,351 21,639 37,509 6.00 290.00 15,523 27,811 65,320 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 24.00 0.00 0.00 0.00 Span (in) = 24.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft) = 284.00 0.00 0.00 0.00 Length (ft) = 70.00 0.00 0.00 0.00 Slope (%) = 8.50 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a No No No Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 I ' 0.00 9.00 Total Q Weir Structures [A] [B] [C] [D] Crest Len (ft) = 9.42 20.00 0.00 0.00 Crest El. (ft) = 288.00 289.00 0.00 0.00 Weir Coeff. = 3.33 2.60 3.33 3.33 Weir Type = 1 Broad --- --- Multi-Stage = Yes No No No Exfil.(in/hr) = 0.000 (by Contour) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Discharge Elev (ft) 290.00 289.00 288.00 W41-YA1I11 286.00 ■8113-01I11 I 284.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00 Discharge (cfs) Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 16.42 Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #12 1 33,261 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 287.61 33,261 SEDIMENT BASIN #12 Sediment Basin #12.9pw Return Period: 2 Year Thursday, 10 / 4 / 2018 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #12 Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 1 min Drainage area = 4.700 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.63 in Storm duration = 24 hrs Q (cfs) 18.00 15.00 12.00 • m .M 3.00 0.00 ' ' 0 2 4 Hyd No. 1 Thursday, 10 / 4 / 2018 Peak discharge = 16.42 cfs Time to peak = 11.97 hrs Hyd. volume = 33,261 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #12 Hyd. No. 1 -- 2 Year 6 8 10 12 14 Q (cfs) 18.00 15.00 12.00 3.00 ' 0.00 16 18 20 22 24 Time (hrs) 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #12 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #12 Max. Elevation = 287.61 ft Reservoir name = SEDIMENT BASIN #12 Max. Storage = 33,261 cuft Storage Indication method used. SEDIMENT BASIN #12 Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 33,261 cuft Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 28.45 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) ------ Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #12 1 58,918 ------ 2 Reservoir 1.274 1 793 21,409 1 288.09 38,771 SEDIMENT BASIN #12 Sediment Basin #12.9pw Return Period: 10 Year Thursday, 10 / 4 / 2018 Hydrograph Report 9 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Thursday, 10 / 4 / 2018 Hyd. No. 1 SEDIMENT BASIN #12 Hydrograph type = SCS Runoff Peak discharge = 28.45 cfs Storm frequency = 10 yrs Time to peak = 11.95 hrs Time interval = 1 min Hyd. volume = 58,918 cuft Drainage area = 4.700 ac Curve number = 82 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 30.00 25.00 15.00 10.00 5.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 SEDIMENT BASIN #12 Hyd. No. 1 -- 10 Year Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 T ' ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #12 Hydrograph type = Reservoir Peak discharge = 1.274 cfs Storm frequency = 10 yrs Time to peak = 13.22 hrs Time interval = 1 min Hyd. volume = 21,409 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #12 Max. Elevation = 288.09 ft Reservoir name = SEDIMENT BASIN #12 Max. Storage = 38,771 cuft Storage Indication method used. Q (cfs) 30.00 25.00 15.00 10.00 5.00 0.00 ' 1' 0 2 4 Hyd No. 2 SEDIMENT BASIN #12 Hyd. No. 2 -- 10 Year 6 8 10 Hyd No. 1 12 Q (cfs) 30.00 25.00 20.00 15.00 10.00 5.00 ' 0.00 14 16 18 20 22 24 26 Time (hrs) Total storage used = 38,771 cuft 11 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 36.04 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #12 1 75,510 ------ ------ 2 Reservoir 4.963 1 729 38,000 1 288.28 41,459 SEDIMENT BASIN #12 Sediment Basin #12.9pw Return Period: 25 Year Thursday, 10 / 4 / 2018 Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. 1 SEDIMENT BASIN #12 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 4.700 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 6.33 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 40.00 30.00 20.00 10.00 0.00 ' ' 0.0 2.0 Hyd No. 1 SEDIMENT BASIN #12 Hyd. No. 1 -- 25 Year 4.0 6.0 8.0 Thursday, 10 / 4 / 2018 = 36.04 cfs = 11.95 hrs = 75,510 cuft = 82 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 40.00 30.00 20.00 10.00 T ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hydrograph Report 13 Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5 Hyd. No. 2 SEDIMENT BASIN #12 Hydrograph type = Reservoir Peak discharge Storm frequency = 25 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 1 -SEDIMENT BASIN #12 Max. Elevation Reservoir name = SEDIMENT BASIN #12 Max. Storage Storage Indication method used. SEDIMENT BASIN #12 Thursday, 10 / 4 / 2018 = 4.963 cfs = 12.15 hrs = 38,000 cuft = 288.28 ft = 41,459 cuft Q (Cfs) Hyd. No. 2 -- 25 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) — Hyd No. 2 — Hyd No. 1 Total storage used = 41,459 Cuft 14 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 48.58 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #12 1 103,599 ------ ------ 2 Reservoir 24.53 1 723 66,089 1 288.88 49,690 SEDIMENT BASIN #12 Sediment Basin #12.9pw Return Period: 100 Year Thursday, 10 / 4 / 2018 Hydrograph Report 15 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. 1 SEDIMENT BASIN #12 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 4.700 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 8.03 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 ' ' 0.0 2.0 Hyd No. 1 SEDIMENT BASIN #12 Hyd. No. 1 -- 100 Year 4.0 6.0 8.0 Thursday, 10 / 4 / 2018 = 48.58 cfs = 11.95 hrs = 103,599 cuft = 82 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 50.00 40.00 30.00 20.00 10.00 —' ' ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hydrograph Report 16 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. 2 SEDIMENT BASIN #12 Hydrograph type = Reservoir Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 1 - SEDIMENT BASIN #12 Max. Elevation Reservoir name = SEDIMENT BASIN #12 Max. Storage Storage Indication method used. SEDIMENT BASIN #12 Thursday, 10 / 4 / 2018 = 24.53 cfs = 12.05 hrs = 66,089 cuft = 288.88 ft = 49,690 cuft Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 49,690 cuft IVIL & ENVIRONMENTAL CONSULTANTS, INC. By: CTH roject Name: ANSON PHASE 5 Date: S 31 2018 EC Project No.: 165-276 Checked By: NTB escription: SEDIMENT BASIN 13 Date: S 9 2018 ORTH CAROLINA STORMWATER DESIGN Input .61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW) Calculation Reference GOVERNING REVIEW AGENCY ANSON COUNTY TOTAL DRAINAGE AREA 39.50 Do Not Use Sediment Trap Do Not Use Skimmer Basin 10kay Sediment Basin RAINFALL INTENSITIES (in/hr) 2-yr Taken from Table 2-2 Rainfall Intensities - NOAA i]25-yr 10-yr Polkton NC) RISER PIPE DIA. (in) F 48.00 RATIONAL RUNOFF COEFFICIENT Description of surface C-value(Table Area (acres) %of Area 8.036) I mpervious Area 0.00 0.0000 0% Wooded Area 0.00 0.0000 0% Grassed Area (Lawns w/ slopes > 7%) 0.00 0.0000 0% Disturbed area 0.60 39.5000 100% Composite Runoff Coefficient 0.60 2yr./10-yr. RATIONAL RUNOFF Time of Area Intensity, I Flow, Q Basin (acres) Composite C Concentration, Tc (in/hr) (cfs) (min) Sediment Basin #13 (10-yr Rational Runoff) 39.50 0.6000 5.0 7.78 184.39 Sediment Basin #13 (2-yr Rational Runoff) 39.50 0.6000 5.0 6.08 144.10 Sediment Basin #13 (25-yr Rational Runoff) 39.50 0.6000 5.0 8.57 203.11 Total 25 yr Flow to Sediment Basin (cfs) 203.11 REQUIRED SURFACE AREA Basin Drainage Area Area Required Total Area Required (acres) WAN (sf) Aiment Basin #13 (25-yr Rational Runoff) 39.50 435 88,352.42 Total REQUIRED Sediment Basin Area (sf) F 88,352 REQUIRED VOLUME Disturbed Area Volume Total Volume Basin Required Required (acres) (ft/acre) (cubic feet) Miment Basin #13 (25-yr Rational Runoff) 39.50 1 1,800 71,100.00 Total REQUIRED Sediment Basin Volume (cubic feet) F 71,100 PROVIDED VOLUME Elevation Area Inc. Vol. Acc Vol. 278.00 75679 0 0 280.00 87305 162846 162,846 282.00 101655 188778 351,624 284.00 117765 219223 570,846 284.25 Top of Dam Total PROVIDED Sediment Basin Volume (cubic feet) Total PROVIDED Sediment Basin Area (square feet) 351,624 OKAY r OKAY 101,655 SKIMMER ORIFICE SIZE 4 Skimmer Size Inches 0.333 Head on Skimmer (feet) 4 Orifice Size 1/4 inch increments 3.33 Dewatering Time (days)* (REQUIRED VOLUME) Dewatering Time should be 2-5 days User Weir Elev. (Surface area is set at Riser Weir Elev) 1 OF 1 User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/201E checked By: Date: company: CEC project Name: ANSON PHASE 5 'roject No.: 165-276 Site Location (City/Town) Polkton, NC Culvert Id. Sediment Basin #13 Outlet Total Drainage Area (acres) 39.5 Step 1. Determine the taihi aier depth from channel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter. it is classified minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition - Pipes that outlet onto wide flat areas with no defined channel are assumed to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations show otherwise Outlet pipe diameter, Do (in.) 24 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 13.64 See Hydroflow 25-Year Calculation Velocity (ft./s) (Q= vA) Step 2. Based on the tailwater conditions determined m step 1- eater Figure 8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length (L.). The dam, sue is the median stone size in a well -graded nprap apron. Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the apron width at the outlet end from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d50, (ft.) 0.5 Minimum apron length, Le (ft.) 10 Apron width at pipe outlet (ft.) 6 6 Apron shape Apron width at outlet end (ft.) 12 2 Step 4. Determine the maximum stone dianieroi d_=15x-I.. Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0 Step 5. Detetuune the apron thickness Apron thickness = 1.5 x a_ Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the nprap apron to the site by making it level for the nummum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance =0 the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at pipe outlets or flows are excessive, a phinge pool should be considered. gee page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) r 1, 1 Ilr l• l��,,111'II�M yy �� +/ ��+r/, • n[lrll ``ji liw I!rfit ► rII`11 12111,111.1 IINI�$.ill fill" IIIIIII It I11111 All , R'«dli',II 11■ 11 1 III ! II�I�II ! II 1111 k Miami II �s 1�!!!! 11lf� LI I �,rl 1n' 1;YI I■i�, ill n r maul°I11 f iI �NRIIII luN 1 I IIIII I nnnalnk lalt �..1w�r. ,1•' ■ 1 I Ilili �, �d 1' ^� � I ;* ll" EM �� aI nl ;Ii ■IIINt111RIFi1. I� Illill�'IIIIII' . II��� • Il�irl�t�'��s�.��illpr 1 jj it I 1 II II. IliI w M-NIII ■N' nu = we � ' pr � I Im• i' ti �'�;',i II'�' ��. N11Pr• NI j i` IIIII I ,� .II�N NI IIIII Ilnunn HIM 11 I 1 E� nn I 1INNn,u I Intl Ion uln I II I n uuli � J • �� � :.ipi�i� IV'�'� .— iliii�ililifr!ii%1 {IrRlr� IR I; PJP r.�"'�pIIR •:�I�i'i dll■ - I ! �ii IpNIIIIIM1n 1 � IIII11yY1I I I ' iIAlly •j !till[ III III III I I MI111 11 I111 INiil I si■■ ■■ R � '• � ���% • ��'+�jll.i��iii�j= ��•'i• Ir• I'd �� in 1� iniirila p II IIIIIIIiIIM � - t, _ r I 1 If 111 11 1 ■ . 1 f • SEDIMENT BASIN #13 OUTLET PROTECTION Rev.1"3 a".3 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #13 1 101.93 205,069 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 280.45 205,069 SEDIMENT BASIN #13 Sediment Basin #13.9pw Return Period: 1 Year Wednesday, 10 / 17 / 2018 Hydrograph Report 2 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #13 Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 1 min Drainage area = 39.500 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.01 in Storm duration = 24 hrs Q (cfs) 120.00 100.00 20.00 0.00 ' 1' 0 2 4 Hyd No. 1 6 8 Wednesday, 10 / 17 / 2018 Peak discharge = 101.93 cfs Time to peak = 11.97 hrs Hyd. volume = 205,069 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #13 Hyd. No. 1 -- 1 Year Q (cfs) 120.00 100.00 40.00 20.00 1 - ' ' ' 0.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 10 / 17 / 2018 Hyd. No. 2 SEDIMENT BASIN #13 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #13 Max. Elevation = 280.45 ft Reservoir name = SEDIMENT BASIN #13 Max. Storage = 205,069 cuft Storage Indication method used. SEDIMENT BASIN #13 Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 JL0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 205,069 cuft Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 10 / 17 / 2018 Pond No. 1 - SEDIMENT BASIN #13 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 278.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 278.00 75,679 0 0 2.00 280.00 87,305 162,829 162,829 4.00 282.00 101,655 188,759 351,589 6.00 284.00 117,765 219,201 570,789 6.25 284.25 118,566 29,538 600,328 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 24.00 0.00 0.00 0.00 Span (in) = 24.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft) = 278.00 0.00 0.00 0.00 Length (ft) = 100.00 0.00 0.00 0.00 Slope (%) = 2.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a No No No Stage (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0.0 20.0 Total Q Weir Structures [A] [B] [C] [D] Crest Len (ft) = 12.56 40.00 0.00 0.00 Crest El. (ft) = 282.00 283.00 0.00 0.00 Weir Coeff. = 3.33 2.60 3.33 3.33 Weir Type = 1 Broad --- --- Multi-Stage = Yes No No No Exfil.(in/hr) = 0.000 (by Contour) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Discharge 40.0 60.0 80.0 100.0 120.0 140.0 160.0 Elev (ft) 285.00 284.00 283.00 282.00 281.00 280.00 279.00 `- 278.00 180.0 Discharge (cfs) Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 137.98 Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #13 1 279,538 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 281.24 279,538 SEDIMENT BASIN #13 Sediment Basin #13.9pw Return Period: 2 Year Wednesday, 10 / 17 / 2018 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #13 Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 1 min Drainage area = 39.500 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.63 in Storm duration = 24 hrs Wednesday, 10 / 17 / 2018 Peak discharge = 137.98 cfs Time to peak = 11.97 hrs Hyd. volume = 279,538 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #13 Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs) 140.00 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 1 Time (hrs) Hydrograph Report 7 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Wednesday, 10 / 17 / 2018 Hyd. No. 2 SEDIMENT BASIN #13 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #13 Max. Elevation = 281.24 ft Reservoir name = SEDIMENT BASIN #13 Max. Storage = 279,538 cuft Storage Indication method used SEDIMENT BASIN #13 • 1 11 ----- ---- • 1 11 1 1 1 ----- ---- • 1 11 off -----_ muuu°iuuuu oil Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #13 1 239.07 495,165 ------ ------ 2 Reservoir 4.961 1 940 143,571 1 282.24 377,416 SEDIMENT BASIN #13 Sediment Basin #13.9pw Return Period: 10 Year Wednesday, 10 / 17 / 2018 Hydrograph Report 9 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Wednesday, 10 / 17 / 2018 Hyd. No. 1 SEDIMENT BASIN #13 Hydrograph type = SCS Runoff Peak discharge = 239.07 cfs Storm frequency = 10 yrs Time to peak = 11.95 hrs Time interval = 1 min Hyd. volume = 495,165 cuft Drainage area = 39.500 ac Curve number = 82 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.30 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Q (cfs) 240.00 'r11 CI 160.00 120.00 40.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 SEDIMENT BASIN #13 Hyd. No. 1 -- 10 Year Q (cfs) 240.00 200.00 160.00 120.00 40.00 T ' ' ' 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 10 / 17 / 2018 Hyd. No. 2 SEDIMENT BASIN #13 Hydrograph type = Reservoir Peak discharge = 4.961 cfs Storm frequency = 10 yrs Time to peak = 15.67 hrs Time interval = 1 min Hyd. volume = 143,571 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #13 Max. Elevation = 282.24 ft Reservoir name = SEDIMENT BASIN #13 Max. Storage = 377,416 cuft Storage Indication method used. SEDIMENT BASIN #13 Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 3 6 9 12 15 18 21 24 27 30 33 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 377,416 cuft 11 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 302.88 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #13 1 634,604 ------ 2 Reservoir 14.31 1 784 283,010 1 282.48 404,652 SEDIMENT BASIN #13 Sediment Basin #13.9pw Return Period: 25 Year Wednesday, 10 / 17 / 2018 Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #13 Hydrograph type = SCS Runoff Storm frequency = 25 yrs Time interval = 1 min Drainage area = 39.500 ac Basin Slope = 0.0 % Tc method = User Total precip. = 6.33 in Storm duration = 24 hrs Q (cfs) 320.00 r:lt II 240.00 r11 1O 160.00 120.00 40.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 6.0 Wednesday, 10 / 17 / 2018 Peak discharge = 302.88 cfs Time to peak = 11.95 hrs Hyd. volume = 634,604 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #13 Hyd. No. 1 -- 25 Year Q (cfs) 320.00 280.00 240.00 200.00 160.00 120.00 40.00 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Wednesday, 10 / 17 / 2018 Hyd. No. 2 SEDIMENT BASIN #13 Hydrograph type = Reservoir Peak discharge = 14.31 cfs Storm frequency = 25 yrs Time to peak = 13.07 hrs Time interval = 1 min Hyd. volume = 283,010 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #13 Max. Elevation = 282.48 ft Reservoir name = SEDIMENT BASIN #13 Max. Storage = 404,652 cuft Storage Indication method used. Q (cfs) SEDIMENT BASIN #13 Hyd. No. 2 -- 25 Year Q (cfs) 0 3 Hyd No. 2 6 9 12 Hyd No. 1 15 18 21 24 27 Total storage used = 404,652 cuft 30 Time (hrs) 14 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 408.31 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #13 1 870,669 ------ ------ 2 Reservoir 47.74 1 736 519,075 1 283.29 492,994 SEDIMENT BASIN #13 Sediment Basin #13.9pw Return Period: 100 Year Wednesday, 10 / 17 / 2018 Hydrograph Report 15 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #13 Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 1 min Drainage area = 39.500 ac Basin Slope = 0.0 % Tc method = User Total precip. = 8.03 in Storm duration = 24 hrs Wednesday, 10 / 17 / 2018 Peak discharge = 408.31 cfs Time to peak = 11.95 hrs Hyd. volume = 870,669 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #13 Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 420.00 420.00 360.00 360.00 300.00 300.00 240.00 240.00 180.00 180.00 120.00 120.00 60.00 60.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 1 Time (hrs) 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Wednesday, 10 / 17 / 2018 Hyd. No. 2 SEDIMENT BASIN #13 Hydrograph type = Reservoir Peak discharge = 47.74 cfs Storm frequency = 100 yrs Time to peak = 12.27 hrs Time interval = 1 min Hyd. volume = 519,075 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #13 Max. Elevation = 283.29 ft Reservoir name = SEDIMENT BASIN #13 Max. Storage = 492,994 cuft Storage Indication method used. SEDIMENT BASIN #13 Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 420.00 420.00 360.00 360.00 300.00 300.00 240.00 240.00 180.00 180.00 120.00 120.00 60.00 60.00 0.00 F 0.00 0 3 6 9 12 15 18 21 24 27 30 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 492,994 cuft IVIL & ENVIRONMENTAL CONSULTANTS, INC. By: CTH roject Name: ANSON PHASE 5 Date: S 31 2018 EC Project No.: 165-276 Checked By: MRJ escription: SEDIMENT BASIN 14 Date: 10/16/2018 ORTH CAROLINA STORMWATER DESIGN Input .61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW) Calculation Reference GOVERNING REVIEW AGENCY ANSON COUNTY TOTAL DRAINAGE AREA 10.65 Do Not Use Sediment Trap Do Not Use Skimmer Basin 10kay Sediment Basin RAINFALL INTENSITIES (in/hr) 6.08 2-yr Taken from Table 2-2 Rainfall Intensities - NOAA �Polkton 7.78 10-yr NC) 8.57 25-yr RISER PIPE DIA. (in) F 36.00 RATIONAL RUNOFF COEFFICIENT Description of surface C-value(Table Area (acres) %of Area 8.036) I mpervious Area 0.00 0.0000 0% Wooded Area 0.00 0.0000 0% Grassed Area (Lawns w/ slopes > 7%) 0.00 0.0000 0% Disturbed area 0.60 10.6500 100% Composite Runoff Coefficient 0.60 2yr./10-yr. RATIONAL RUNOFF Area Time of Intensity, I Flow, Q Basin (acres) Composite C Concentration, Tc (in/hr) (cfs) (min) Sediment Basin #14 (10-yr Rational Runoff) 10.65 0.6000 5.0 7.78 49.71 Sediment Basin #14 (2-yr Rational Runoff) 10.65 0.6000 5.0 6.08 38.85 Sediment Basin #14 (25-yr Rational Runoff) 10.65 0.6000 5.0 8.57 54.76 Total 25 yr Flow to Sediment Basin (cfs) 54.76 REQUIRED SURFACE AREA Basin Drainage Area Area Required Total Area Required (acres) WAN (sf) Aiment Basin #14 (25-yr Rational Runoff) 10.65 435 23,821.60 Total REQUIRED Sediment Basin Area (sf) F 23,822 REQUIRED VOLUME Disturbed Area Volume Total Volume Basin Required Required (acres) (ft/acre) (cubic feet) Miment Basin #14 (25-yr Rational Runoff) 10.65 1 1,800 19,170.00 Total REQUIRED Sediment Basin Volume (cubic feet) F 19,170 PROVIDED VOLUME Elevation Area Inc. Vol. Acc Vol. 260.00 9027 0 0 262.00 20991 29189 29,189 264.00 34233 54687 83,876 266.00 46938 80838 164,713 Total PROVIDED Sediment Basin Volume (cubic feet) Total PROVIDED Sediment Basin Area (square feet) 83,876 OKAY OKAY 34,233 SKIMMER ORIFICE SIZE 2.5 Skimmer Size Inches 0.208 Head on Skimmer (feet) 2.5 Orifice Size 1/4 inch increments 2.91 Dewatering Time (days)* (REQUIRED VOLUME) Dewatering Time should be 2-5 days iottom of Basin User Weir Elev. (Surface area is set at Riser Weir Elev) -op of Dam 1 OF 1 User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/201E checked By: Date: company: CEC project Name: ANSON PHASE 5 'roject No.: 165-276 Site Location (City/Town) Polkton, NC Culvert Id. Sediment Basin #14 Outlet Total Drainage Area (acres) 10.65 Step 1. Determine the taihi aier depth from channel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter. it is classified minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition - Pipes that outlet onto wide flat areas with no defined channel are assumed to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations show otherwise Outlet pipe diameter, Do (in.) 24 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 7.15 See Hydroflow 25-Year Calculation Velocity (ft./s) (Q= vA) Step 2. Based on the tailwater conditions determined m step 1- eater Figure 8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length (L.). The dam, sue is the median stone size in a well -graded nprap apron. Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the apron width at the outlet end from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d50, (ft.) 0.5 Minimum apron length, Le (ft.) 10 Apron width at pipe outlet (ft.) 6 6 Apron shape Apron width at outlet end (ft.) 12 2 Step 4. Determine the maximum stone dianieroi d_=15x-I.. Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0 Step 5. Detetuune the apron thickness Apron thickness = 1.5 x a_ Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the nprap apron to the site by making it level for the nummum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance =0 the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at pipe outlets or flows are excessive, a phinge pool should be considered. gee page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) 1 1, ! 1 =� �►� ■I 1' Ij,�IR I IIIII IIIIH !1 - ` I,111111 `lin I 'N1 I��'�J�I i I�II�IIII1I11' II .If ii,lfgrllll r I fIl IN1 ���i����� I 1 IIIII rr-•.`�,�i�������la��tnnnuiiil�lllNid/u.l�l�k.a�i�ai I i r I r P' f I III i % I l ,,l f)rl lit am I i I If it �j! oil; ���•l�l,llllil IIIrnaululrl II nn Ir.. nr �� 1�■ Itili� Ifif � INRIIu 11111 I 1 /•-11? 1� tM 1�1 III � ��Ir !�}Ib w® ti ti��..r'. �I�emi�������� ir we INII II 1 �Ilrellr;" •C,II" ; liP N `{I 1 , r' 111I���111III��IIIII,'_ qA1'� • _1g�M: all _ _ ltl lE _ i ll�=� �11!A�ti •:ilil NI II Inli 1l rill 'Ak�1 111N'lll / . / I NI 11 I I ! •�' IR I; /JP dIIR nt if IIII � J��MIV��" � IIIrRIM�,ri�..lr' pIIR �i{ • V� I IRKS: a 4l�l I �t N 61I II IMiI f ::::fR ,�� tl iI ` I+i �• / �r llil' ;I'/=� 111 INIII: ; II �uii� �ii'�.�•.���.rr�rru.rrrlr�l.rrr.rrm����� - ��w���111t•t•�<��Irrrrrr�����w 1 r 11 1 11 1y �I Discharge (ft3/sec) Curves may not be extrapolated, Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwaler condit.on (T.. < 0,5 diameter) SEDIMENT BASIN #14 OUTLET PROTECTION L a".3 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 27.48 Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #14 1 55,291 ------ 2 Reservoir 0.000 1 n/a 0 1 262.95 55,291 SEDIMENT BASIN #14 Sediment Basin #14.9pw Return Period: 1 Year Thursday, 10 / 4 / 2018 Hydrograph Report 2 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #14 Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 1 min Drainage area = 10.650 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.01 in Storm duration = 24 hrs Q (cfs) 28.00 24.00 20.00 16.00 12.00 M 4.00 0.00 ' ' 0 2 4 Hyd No. 1 6 8 Thursday, 10 / 4 / 2018 Peak discharge = 27.48 cfs Time to peak = 11.97 hrs Hyd. volume = 55,291 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #14 Hyd. No. 1 -- 1 Year Q (cfs) 28.00 24.00 20.00 16.00 12.00 1 - ' ' 'I I 10.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #14 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #14 Max. Elevation = 262.95 ft Reservoir name = SEDIMENT BASIN #14 Max. Storage = 55,291 cuft Storage Indication method used. SEDIMENT BASIN #14 Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs) 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 55,291 cuft Pond Report 4 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Pond No. 1 - SEDIMENT BASIN #14 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 260.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 260.00 9,027 0 0 2.00 262.00 20,991 29,186 29,186 4.00 264.00 34,233 54,681 83,867 6.00 266.00 46,938 80,829 164,697 Culvert / Orifice Structures [A] [B] [C] [PrfRsr] Rise (in) = 24.00 0.00 0.00 0.00 Span (in) = 24.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Invert El. (ft) = 260.00 0.00 0.00 0.00 Length (ft) = 81.00 0.00 0.00 0.00 Slope (%) = 2.50 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a No No No Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 ' ' 0.00 9.00 Total Q Weir Structures [A] [B] [C] [D] Crest Len (ft) = 9.42 20.00 0.00 0.00 Crest El. (ft) = 264.00 265.00 0.00 0.00 Weir Coeff. = 3.33 2.60 3.33 3.33 Weir Type = 1 Broad --- --- Multi-Stage = Yes No No No Exfil.(in/hr) = 0.000 (by Contour) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Discharge Elev (ft) 266.00 265.00 264.00 262.00 f818-1911I11 260.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00 Discharge (cfs) Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 37.20 Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #14 1 75,369 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 263.69 75,369 SEDIMENT BASIN #14 Sediment Basin #14.9pw Return Period: 2 Year Thursday, 10 / 4 / 2018 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #14 Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 1 min Drainage area = 10.650 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.63 in Storm duration = 24 hrs Q (Cfs) 40.00 30.00 20.00 10.00 0.00 ' 1' 0 2 4 — Hyd No. 1 Thursday, 10 / 4 / 2018 Peak discharge = 3 7.2 0 cfs Time to peak = 11.97 hrs Hyd. volume = 75,369 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #14 Hyd. No. 1 -- 2 Year 6 8 10 12 14 16 18 20 22 Q (cfs) 40.00 30.00 20.00 10.00 0.00 24 Time (hrs) Hydrograph Report I U Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5 Hyd. No. 2 SEDIMENT BASIN #14 Hydrograph type = Reservoir Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 1 - SEDIMENT BASIN #14 Max. Elevation Reservoir name = SEDIMENT BASIN #14 Max. Storage Storage Indication method used. SEDIMENT BASIN #14 Thursday, 10 / 4 / 2018 = 0.000 cfs = n/a = 0 Cuft = 263.69 ft = 75,369 cuft Q (Cfs) Hyd. No. 2 -- 2 Year Q (cfs) 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hrs) — Hyd No. 2 Hyd No. 1 Total storage used = 75,369 Cuft Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 64.46 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #14 1 133,507 ------ ------ 2 Reservoir 2.220 1 825 49,636 1 264.16 90,263 SEDIMENT BASIN #14 Sediment Basin #14.9pw Return Period: 10 Year Thursday, 10 / 4 / 2018 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #14 Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 1 min Drainage area = 10.650 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.30 in Storm duration = 24 hrs Q (cfs) 70.00 50.00 40.00 30.00 20.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 6.0 Thursday, 10 / 4 / 2018 Peak discharge = 64.46 cfs Time to peak = 11.95 hrs Hyd. volume = 133,507 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #14 Hyd. No. 1 -- 10 Year Q (cfs) 70.00 50.00 40.00 30.00 20.00 1011111 ' ' 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #14 Hydrograph type = Reservoir Peak discharge = 2.220 cfs Storm frequency = 10 yrs Time to peak = 13.75 hrs Time interval = 1 min Hyd. volume = 49,636 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #14 Max. Elevation = 264.16 ft Reservoir name = SEDIMENT BASIN #14 Max. Storage = 90,263 cuft Storage Indication method used. SEDIMENT BASIN #14 Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs) 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 3 6 9 12 15 18 21 24 27 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 90,263 cuft 11 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 81.66 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #14 1 171,102 ------ ------ 2 Reservoir 7.157 1 747 87,232 1 264.37 98,805 SEDIMENT BASIN #14 Sediment Basin #14.9pw Return Period: 25 Year Thursday, 10 / 4 / 2018 Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #14 Hydrograph type = SCS Runoff Storm frequency = 25 yrs Time interval = 1 min Drainage area = 10.650 ac Basin Slope = 0.0 % Tc method = User Total precip. = 6.33 in Storm duration = 24 hrs Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0 00 0.0 2.0 4.0 Hyd No. 1 Thursday, 10 / 4 / 2018 Peak discharge = 81.66 cfs Time to peak = 11.95 hrs Hyd. volume = 171,102 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #14 Hyd. No. 1 -- 25 Year Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #14 Hydrograph type = Reservoir Peak discharge = 7.157 cfs Storm frequency = 25 yrs Time to peak = 12.45 hrs Time interval = 1 min Hyd. volume = 87,232 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #14 Max. Elevation = 264.37 ft Reservoir name = SEDIMENT BASIN #14 Max. Storage = 98,805 cuft Storage Indication method used. Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 3 Hyd No. 2 SEDIMENT BASIN #14 Hyd. No. 2 -- 25 Year 6 9 12 15 18 21 24 Hyd No. 1 Total storage used = 98,805 cuft Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 27 Time (hrs) 14 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 110.09 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #14 1 234,750 ------ ------ 2 Reservoir 27.41 1 725 150,880 1 264.98 123,530 SEDIMENT BASIN #14 Sediment Basin #14.9pw Return Period: 100 Year Thursday, 10 / 4 / 2018 Hydrograph Report 15 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. 1 SEDIMENT BASIN #14 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 100 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 10.650 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 8.03 in Distribution Storm duration = 24 hrs Shape factor Q (cfs) 120.00 100.00 20.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 SEDIMENT BASIN #14 Hyd. No. 1 -- 100 Year .1 1 Thursday, 10 / 4 / 2018 = 110.09 cfs = 11.95 hrs = 234,750 cuft = 82 = 0 ft = 5.00 min = Type II = 484 Q (cfs) 120.00 100.00 40.00 20.00 0.00 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #14 Hydrograph type = Reservoir Peak discharge = 27.41 cfs Storm frequency = 100 yrs Time to peak = 12.08 hrs Time interval = 1 min Hyd. volume = 150,880 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #14 Max. Elevation = 264.98 ft Reservoir name = SEDIMENT BASIN #14 Max. Storage = 123,530 cuft Storage Indication method used. SEDIMENT BASIN #14 Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 123,530 cuft CIVIL & ENVIRONMENTAL CONSULTANTS, INC. By: CTH Project Name: ANSON PHASE 5 Date: S 31 2018 CEC Project No.: 165-276 Checked By: MRl Description: SEDIMENT BASIN 15 Date: 10/16/2018 NORTH CAROLINA STORMWATER DESIGN In ut 6.61.1 SEDIMENT BASIN DESIGN (SEE DIAGRAM BELOW) Calculation Reference GOVERNING REVIEW AGENCY ANSON COUNTY TOTAL DRAINAGE AREA 73.25 Do Not Use Sediment Trap Do Not Use Skimmer Basin 10kay Sediment Basin RAINFALL INTENSITIES (in/hr) 6.08 2-yr Taken from Table 2-2 Rainfall Intensities - NOAA �Polkton 7.78 10-yr NC) 8.57 25-yr RISER PIPE DIA. (in) F 36.00 RATIONAL RUNOFF COEFFICIENT Description of surface C-value(Table Area (acres) %of Area 8.036) I mpervious Area 0.00 0.0000 0% Wooded Area 0.00 0.0000 0% Grassed Area (Lawns w/ slopes > 7%) 0.00 0.0000 0% Disturbed area 0.60 73.2500 100% Composite Runoff Coefficient 0.60 2yr./10-yr. RATIONAL RUNOFF Time of Area Intensity, I Flow, Q Basin (acres) Composite C Concentration, Tc (in/hr) (cfs) (min) Sediment Basin #15 (10-yr Rational Runoff) 73.25 0.6000 5.0 7.78 341.93 Sediment Basin #15 (2-yr Rational Runoff) 73.25 0.6000 5.0 6.08 267.22 Sediment Basin #15 (25-yr Rational Runoff) 73.25 0.6000 5.0 8.57 376.65 Total 25 yr Flow to Sediment Basin (cfs) 376.65 REQUIRED SURFACE AREA Basin Drainage Area Area Required Total Area Required (acres) WAN (sf) Sediment Basin #15 (25-yr Rational Runoff) 73.2S 435 163,843.40 Total REQUIRED Sediment Basin Area (sf) 7 163,843 REQUIRED VOLUME Disturbed Area Volume Total Volume Basin Required Required (acres) (ft/acre) (cubic feet) Sediment Basin #15 (25-yr Rational Runoff) 73.25 1 1,800 131,850.00 Total REQUIRED Sediment Basin Volume (cubic feet) F 131,850 PROVIDED VOLUME Elevation Area Inc. Vol. Acc Vol. 286.00 94364 0 0 288.00 111883 205999 205,999 290.00 129631 241296 447,295 292.00 150295 279671 726,966 294.00 168482 318604 1,045,570 296.00 186895 355218 1,400,788 Total PROVIDED Sediment Basin Volume (cubic feet) Total PROVIDED Sediment Basin Area (square feet) 1,045,570 OKAY r OKAY r768,482 SKIMMER ORIFICE SIZE 5 Skimmer Size Inches 0.333 Head on Skimmer (feet) 5 Orifice Size 1/4 inch increments 3.96 Dewatering Time (days)* (REQUIRED VOLUME) Dewatering Time should be 2-5 days iottom of Basin User Weir Elev. (Surface area is set at Riser Weir Elev) 'op of Dam 1 OF 1 User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/201E checked By: Date: company: CEC project Name: ANSON PHASE 5 'roject No.: 165-276 Site Location (City/Town) Polkton, NC Culvert Id. Sediment Basin #15 Outlet Total Drainage Area (acres) 73.25 Step 1. Determine the taihi aier depth from channel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter. it is classified minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition - Pipes that outlet onto wide flat areas with no defined channel are assumed to have a rninirn` rn raiiwarer condmon unless reliable flood stage elevations show otherwise Outlet pipe diameter, Do (in.) 24 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 4.98 See Hydroflow 25-Year Calculation Velocity (ft./s) (Q= vA) Step 2. Based on the tailwater conditions determined m step 1- eater Figure 8.o62 or Figure 8.06b, and determine d90 riprap size and minimum apron length (L.). The dam, sue is the median stone size in a well -graded nprap apron. Step 3. Detetanne aptoa width at the pipe outlet, the apron shape, and the apron width at the outlet end from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d50, (ft.) 0.5 Minimum apron length, Le (ft.) 10 Apron width at pipe outlet (ft.) 6 6 Apron shape Apron width at outlet end (ft.) 12 2 Step 4. Determine the maximum stone dianieroi d_=15x-I.. Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0 Step 5. Detetuune the apron thickness Apron thickness = 1.5 x a_ Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the nprap apron to the site by making it level for the nummum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance =0 the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8.05) When mrrfalls exist at pipe outlets or flows are excessive, a phinge pool should be considered. gee page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) r r, , IF WF , top V � nb�rlE ``ji ! 111'II�M �I!lil�Iil�h�����1i�ll ���firli ! _� �►� ■I 1' FrI■ I IIIII IIIIH 11 - ` I,IIIII!`lin � I��'��I�ppa 1 ![i I�If�Illlilll' II •If i�,lfgrlrll IIII III IEIIIII Ufa I I I rl"J rY'�tFl 11113111 E II �Ilf�� 0 P� ,�� 13 1 IIIlilll� IN11111a 1111111 111111111111, /• �...�_. ! ,,�' !Ir i✓ Ilili 1� rtll t ! I �..r. � •�,.'; lIIIII �II IH:r IIII' llh,! �� �fr'Itll II. .� }' I � II � � � Io Hill AID NIIINn I 1 1i t .. ��. F�'. - i 1 -•:«... !il INEI'I II:...n: M- �IIyIf p Illm � ■� � wrkfll iil� I IW � �, .!:?A: Ir-•�.w nl "I ,P'• II 1 11111 ijjj �Pr 'rM' ■ � n, II IE fll��f�M71 II u 1 IIiIEif jjijj IN I Inuxu !j q3E�� d � rnm Ifll EI ll 1 11�11II1lIk I I111``Iff EI uul n h n pn �� � � jjj�l 11 kill I 1 1 � ! •�' '��v�r r � .��— �y�� ..r r' - "'-I'lT=�Ifrra! tlIN �IIrRIM?;�i�%T�`ii� tll ICI ! r' / ! �irlr. . r P i• •;��� IFIIEi I dllll ICI �i{ fE1lM l�ll p 3n jC l�flillllltlllll�■■.. II II{`{I II ��: 1!E {1!1{llflllnI kkkal i l I fFll III I II HI n II k>•f■■■■ ■ 1l � �• .�• / .��'iNl'.MeIV: ,pr.li;I'rlr:dP,/�� err I• �i�a IP I'd Iii I 111 InnIII! Ifllro II III II!'ll lll;In'lllFlifi ICI IIII��III a' �.I�.,si�fE� � I I E��IIIIIII Mill # I r Discharge (Olsec) Curves may not be extrapolated. Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwater oonditron (T. < 0.5 diameter) SEDIMENT BASIN #15 OUTLET PROTECTION L a".3 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #15 1 189.03 380,287 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 289.45 380,287 SEDIMENT BASIN #15 Sediment Basin #15.9pw Return Period: 1 Year Thursday, 10 / 4 / 2018 Hydrograph Report 2 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #15 Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 1 min Drainage area = 73.250 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.01 in Storm duration = 24 hrs Q (cfs) 210.00 180.00 150.00 120.00 01111111 0.00 ' 1' 0 2 4 Hyd No. 1 6 8 Thursday, 10 / 4 / 2018 Peak discharge = 189.03 cfs Time to peak = 11.97 hrs Hyd. volume = 380,287 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #15 Hyd. No. 1 -- 1 Year Q (cfs) 210.00 180.00 150.00 120.00 [d1Z1111 J - ' ' I 10.00 10 12 14 16 18 20 22 24 26 Time (hrs) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #15 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #15 Max. Elevation = 289.45 ft Reservoir name = SEDIMENT BASIN #15 Max. Storage = 380,287 cuft Storage Indication method used. SEDIMENT BASIN #15 Pond Report 4 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Pond No. 1 - SEDIMENT BASIN #15 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 286.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 286.00 94,364 0 0 2.00 288.00 111,883 205,978 205,978 4.00 290.00 129,631 241,272 447,250 6.00 292.00 150,295 279,644 726,894 8.00 294.00 168,482 318,572 1,045,466 10.00 296.00 186,895 355,182 1,400,648 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 24.00 0.00 0.00 0.00 Crest Len (ft) = 9.42 20.00 0.00 0.00 Span (in) = 24.00 0.00 0.00 0.00 Crest El. (ft) = 294.00 295.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El. (ft) = 288.00 0.00 0.00 0.00 Weir Type = 1 Broad --- --- Length (ft) = 75.00 0.00 0.00 0.00 Multi -Stage = Yes No No No Slope (%) = 2.60 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Stage (ft) 10.00 8.00 6.00 4.00 2.00 0.00 0.00 9.00 Total Q Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Discharge 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 Elev (ft) 296.00 294.00 292.00 290.00 288.00 286.00 90.00 99.00 Discharge (cfs) Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 255.87 Time interval (min) 1 Time to Peak (min) 718 Hyd. volume (cuft) Inflow hyd(s) ------ Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #15 1 518,383 ------ 2 Reservoir 0.000 1 n/a 0 1 290.51 518,383 SEDIMENT BASIN #15 Sediment Basin #15.9pw Return Period: 2 Year Thursday, 10 / 4 / 2018 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #15 Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 1 min Drainage area = 73.250 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.63 in Storm duration = 24 hrs Thursday, 10 / 4 / 2018 Peak discharge = 255.87 cfs Time to peak = 11.97 hrs Hyd. volume = 518,383 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #15 Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs) 280.00 280.00 240.00 240.00 200.00 200.00 160.00 160.00 120.00 120.00 80.00 80.00 40.00 40.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 1 Time (hrs) 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #15 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #15 Max. Elevation = 290.51 ft Reservoir name = SEDIMENT BASIN #15 Max. Storage = 518,383 cuft Storage Indication method used. SEDIMENT BASIN #15 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 443.34 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #15 1 918,250 ------ ------ 2 Reservoir 0.000 1 n/a 0 1 293.20 918,249 SEDIMENT BASIN #15 Sediment Basin #15.9pw Return Period: 10 Year Thursday, 10 / 4 / 2018 Hydrograph Report I Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #15 Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 1 min Drainage area = 73.250 ac Basin Slope = 0.0 % Tc method = User Total precip. = 5.30 in Storm duration = 24 hrs Q (cfs) 480.00 420.00 0111111TOR 240.00 180.00 120.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 6.0 Thursday, 10 / 4 / 2018 Peak discharge = 443.34 cfs Time to peak = 11.95 hrs Hyd. volume = 918,250 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #15 Hyd. No. 1 -- 10 Year Q (cfs) 480.00 420.00 360.00 300.00 240.00 180.00 120.00 .e fl ' ' 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #15 Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 10 yrs Time to peak = n/a Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #15 Max. Elevation = 293.20 ft Reservoir name = SEDIMENT BASIN #15 Max. Storage = 918,249 cuft Storage Indication method used. Q (cfs) 480.00 420.00 240.00 180.00 120.00 SEDIMENT BASIN #15 Hyd. No. 2 -- 10 Year Q (cfs) 480.00 420.00 360.00 300.00 240.00 180.00 120.00 .1 01 0.00 ' 1 1 1 1"" 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 918,249 cuft 11 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 561.66 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #15 1 1,176,830 ------ ------ 2 Reservoir 4.986 1 1424 131,312 1 294.28 1,096,074 SEDIMENT BASIN #15 Sediment Basin #15.9pw Return Period: 25 Year Thursday, 10 / 4 / 2018 Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #15 Hydrograph type = SCS Runoff Storm frequency = 25 yrs Time interval = 1 min Drainage area = 73.250 ac Basin Slope = 0.0 % Tc method = User Total precip. = 6.33 in Storm duration = 24 hrs Q (cfs) 640.00 560.00 480.00 400.00 320.00 240.00 160.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 6.0 Thursday, 10 / 4 / 2018 Peak discharge = 561.66 cfs Time to peak = 11.95 hrs Hyd. volume = 1,176,830 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #15 Hyd. No. 1 -- 25 Year Q (cfs) 640.00 560.00 480.00 400.00 320.00 240.00 160.00 ' ' 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #15 Hydrograph type = Reservoir Peak discharge = 4.986 cfs Storm frequency = 25 yrs Time to peak = 23.73 hrs Time interval = 1 min Hyd. volume = 131,312 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #15 Max. Elevation = 294.28 ft Reservoir name = SEDIMENT BASIN #15 Max. Storage = 1,096,074 cuft Storage Indication method used. SEDIMENT BASIN #15 Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs) 640.00 640.00 560.00 560.00 480.00 480.00 400.00 400.00 320.00 320.00 240.00 240.00 160.00 160.00 80.00 80.00 0.00 0.00 0 4 8 12 16 20 24 28 32 36 40 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 1,096,074 cult 14 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) SCS Runoff Peak flow (cfs) 757.18 Time interval (min) 1 Time to Peak (min) 717 Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) ------ Hydrograph Description SEDIMENT BASIN #15 1 1,614,596 ------ ------ 2 Reservoir 19.36 1 871 569,064 1 294.72 1,173,582 SEDIMENT BASIN #15 Sediment Basin #15.9pw Return Period: 100 Year Thursday, 10 / 4 / 2018 Hydrograph Report 15 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E Hyd. No. 1 SEDIMENT BASIN #15 Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 1 min Drainage area = 73.250 ac Basin Slope = 0.0 % Tc method = User Total precip. = 8.03 in Storm duration = 24 hrs Q (cfs) 763.00 654.00 545.00 436.00 327.00 218.00 109.00 0.00 ' ' 0.0 2.0 4.0 Hyd No. 1 6.0 Thursday, 10 / 4 / 2018 Peak discharge = 757.18 cfs Time to peak = 11.95 hrs Hyd. volume = 1,614,596 cuft Curve number = 82 Hydraulic length = 0 ft Time of conc. (Tc) = 5.00 min Distribution = Type II Shape factor = 484 SEDIMENT BASIN #15 Hyd. No. 1 -- 100 Year Q (cfs) 763.00 654.00 545.00 436.00 327.00 218.00 0.00 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 10 / 4 / 2018 Hyd. No. 2 SEDIMENT BASIN #15 Hydrograph type = Reservoir Peak discharge = 19.36 cfs Storm frequency = 100 yrs Time to peak = 14.52 hrs Time interval = 1 min Hyd. volume = 569,064 cuft Inflow hyd. No. = 1 - SEDIMENT BASIN #15 Max. Elevation = 294.72 ft Reservoir name = SEDIMENT BASIN #15 Max. Storage = 1,173,582 cuft Storage Indication method used. SEDIMENT BASIN #15 Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) 763.00 763.00 654.00 654.00 545.00 545.00 436.00 436.00 327.00 327.00 218.00 218.00 109.00 109.00 0.00 0.00 0 4 8 12 16 20 24 28 32 36 Time (hrs) Hyd No. 2 Hyd No. 1 Total storage used = 1,173,582 cult CULVERTS Civil & Environmental Consultants, Inc. Project Name: Anson Phase 5 CEC Project No.: 165-276 Description: 25-Year Stormwater Culvert Calculations By: CTH Date: 9/2018 Checked By: MRJ Date: 10/2018 Rational• Time of Culvert Area Composite C Concentration, Tc Intensity, I Flow, Q (acres) (in/hr) (cfs) (min) Culvert #1 29.57 0.60 5.0 8.57 152.05 2 48" RCP Total Flow (cfs) F 152.05 Drainage Area = Perimeter Ditch #1 & Perimeter Ditch #2 Culvert #2 30.93 0.60 5.0 8.57 159.04 Drainage Area = Perimeter Ditch #3 & Perimeter Ditch #4 2 36" RCP Total Flow (cfs) F 159.04 Drainage Area = Perimeter Ditch #5 & Perimeter Ditch #6 Culvert #4 33.29 0.60 5.0 8.57 171.18 1 Drainage Area = Perimeter Ditch #7 & Perimeter Ditch #E 2 36" RCP Total Flow (cfs) F 171.18 Culvert #5 1.50 0.60 5.0 8.57 7.71 Drainage Area = Perimeter Ditch #9 & Perimeter Ditch #11 1 18" RCP Total Flow (cfs) 7.71 Culvert #6 3.49 0.60 5.0 8.57 17.95 Drainage Area = Perimeter Ditch #12 & Perimeter Ditch #13 +1.65 acre< 1 18" RCP Total Flow (cfs) 17.95 Culvert #7 32.44 0.60 5.0 8.57 166.81 1 Drainage Area = Perimeter Ditch #14 2 48" RCP Total Flow (cfs) F 166.81 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc CULVERT #1 Invert Elev Dn (ft) = 292.00 Pipe Length (ft) = 126.00 Slope (%) = 12.70 Invert Elev Up (ft) = 308.00 Rise (in) = 48.0 Shape = Circular Span (in) = 48.0 No. Barrels = 2 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 314.00 Top Width (ft) = 38.00 Crest Width (ft) = 50.00 B-(t) 316 00 312A0 308.00 304.00 30❑ ❑❑ 296 0❑ 292 OD CULVERT#1 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Wednesday, Oct 17 2018 = 0.00 = 152.05 = (dc+D)/2 = 150.00 = 150.00 = 0.00 = 6.75 = 8.60 = 295.31 = 310.62 = 311.86 = 0.97 = Inlet Control Hw Depth (ft) 8.❑❑ 4.❑0 0 00 -400 -8 M -12.00 -16an MOD i i i i i i i i i i i i i i i i i 1 -2 0 10 20 a� 40 50 0.. 0% ,... 100 110 120 130 140 150 16D 17� Circul arCulvert HGL Embank Reach ift) User Input Data Calculated Value Reference Data Designed By: CTH Date: 10/3/2018 Checked By: MRJ Date: 10/16/2018 Company: CEC Project Name: ANSON PHASE 5 Project No.: 165-276 Site Location (City/Town) Polkton, NC Culvert Id. Culvert #1 Total Drainage Area (acres) 29.57 Step 1. Determine the tailwater depth from channel characteristics below the pipe outlet for the design capacity of the pipe. If the railwater depth is less than half the outlet pipe diameter. it is classified.. «,i.. urn tailwater condition. If it is greater than half the pipe diameter, it is classified maximum condition. pipes that outlet onto wide flat areas vrith no defined channel are assumed to have a minimum tail hater condition unless reliable Hood stage elesahous show otherwise. Outlet pipe diameter, Do (in.) 96 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 152.05 Velocity (ft./s) 6.75 (Q= vA) Step 2. Based on the tailwater conditions determined in step 1. enter Figure 8.46a or Figure 8.06b, and deternune d50 nprap size and minimum apron length (L.i)- The ds1 size is the median stone size in a we11-graded nprap apron Step 3. Determine apron width at the pipe outlet. the apron shape_ and the apron width at the ouder end from the same figure used in Step 2 Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d5o, (ft.) 1 Minimum apron length, La (ft.) 40 Apron width at pipe outlet (ft.) 24 24 Apron shape Apron width at outlet end (ft.) 48 8 Step J. Detentune the maximum stone diameter d_,=1.5xd,,, Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 1.5 0 Step 5. Aeteruune the apron thickness: Apron thickness = 1.5 x d_ Minimum TW Maximum TW Apron Thickness(ft.) 2.25 0 Step 6. Fit the nprap apron to the site by making it level for the nunimtmt length, Li: from Figure 8.06a or Figure 8.06b_ Extend the apron farther downstream and along channel banks until stability is assured Keep the apron as straight as possible and align it with the flow of the receiving stream Make any necessary alignment bends near the pipe outlet so that the entrance into the receiving stream is straight. Some locations may require lining of the attire channel cross section to assure stability. It may be necessary to increase the size of ripiap where protection of the cbatneI side slopes is necessary (Appendix 8.05) Where overfalls exist at pipe outlets or flows are excessive- a plunge pool should be considered, see page 8.06.8_ Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) 3 o Outlet IW • Do + La pipe i diameter (ab) La —� ilwater - 0.500 l . ........ . cow l�al`�� 60 f 51 100 Discharge (ft3/sec) 1-j 0 10D0 Curves may not be extrapolated. Figure 8.06a Dosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter) CULVERT #1 OUTLET PROTECTION L a".3 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc CULVERT #2 Invert Elev Dn (ft) = 286.00 Pipe Length (ft) = 184.00 Slope (%) = 1.08 Invert Elev Up (ft) = 287.99 Rise (in) = 36.0 Shape = Circular Span (in) = 36.0 No. Barrels = 2 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 295.00 Top Width (ft) = 38.00 Crest Width (ft) = 50.00 B-(x) 298A0 294M 292A0 290.00 288.00 28600 2a4uo ,. 2� 4� 60 CIfC�Bf CUL'Eft CULVERT#2 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Wednesday, Oct 17 2018 = 0.00 = 159.04 = (dc+D)/2 = 150.00 = 150.00 = 0.00 = 10.79 = 11.14 = 288.86 = 290.71 = 294.46 = 2.16 = Inlet Control Hw Depth (R) 8A1 801 4A1 2A1 OA1 -1 99 s99 80 100 120 140 160 180 200 220 240 280 280 HGL Embank R l (1<) User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/20V checked By: MRJ Date: 10/16/20V company: CEC 'roject Name: ANSON PHASE 5 3roject No.: 165-276 Site Location (City/Town) Poikton, NC Culvert Id. Culvert #2 Total Drainage Area (acres) 30.93 Step 1. Determine the taihi ater depth from diamnel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition Pipes that outlet onto wide flat areas with no defined channel are assumed to hate a m` in— n riiwater condmon unless reliable flood stage elevations show otherwise_ Outlet pipe diameter, Do (in.) 72 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 159.04 Velocity (ft./s) 10.79 (Q= VA) Step 2. Based on the tailwater conditions detcmuned in step 1 _ enter Figure 8.o62 or Figure 8.o6b, and determine d9, riprap size andminimum apron length (L). The d,, sue is the median stone size in a well -graded nprap apron. Step 3. Determine apron width at the pipe outlet, the apron shape, and the apron width at the outlet eud from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d5o, (ft.) 1 Minimum apron length, La (ft.) 40 Apron width at pipe outlet (ft.) 18 18 Apron shape Apron width at outlet end (ft.) 46 6 Step 4. Determine the maximum stone diameter d_= 1 5xd, Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 1.5 0 Step S. Determu w the apron thickness Apron thickness = 1.5 x d_„ Minimum TW Maximum TW Apron Thickness(ft.) 2.25 0 Step 6. Fit the nprap apron to the site by making it level for the mmunum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance into the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8,05) When m-erfalls exist at pipe outlets or flows are excessive, a plunge pool should be considered, see page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) 3 o Outlet IW • Do + La pipe i diameter (ab) La —� ilwater - 0.500 l . ........ . cow l�al`�� 60 f 10 3 5 10 20 51 100 200 500 100D Discharge (0/sec) Curves may not be extrapolated. Figure 8.06a Gosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T.. < 0.5 diameter) CULVERT #2 OUTLET PROTECTION L a".3 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc CULVERT #3 Invert Elev Dn (ft) = 270.00 Pipe Length (ft) = 132.00 Slope (%) = 6.06 Invert Elev Up (ft) = 278.00 Rise (in) = 24.0 Shape = Circular Span (in) = 24.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 286.00 Top Width (ft) = 38.00 Crest Width (ft) = 50.00 B-(t) 2B8A0 2®SAO 292.00 279.00 276110 273110 270110 CULVERT#3 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Wednesday, Oct 17 2018 = 0.00 = 37.49 = (dc+D)/2 = 30.00 = 30.00 = 0.00 = 9.65 = 9.85 = 271.93 = 279.86 = 282.91 = 2.45 = Inlet Control Hw Depth (R) 10 00 7 00 4 00 1A0 -2 M -5 M -8 M 267 W -11 an 2% 30 40 50 90 100 110 12� 12� 14% 1E� 1a, 17� 180 Circular Culvert HGL Embank Reach ift) User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/20V checked By: MRJ Date: 10/16/20V company: CEC 'roject Name: ANSON PHASE 5 3roject No.: 165-276 Site Location (City/Town) Poikton, NC Culvert Id. Culvert 3 Total Drainage Area (acres) 7.29 Step 1. Determine the taihv aier depth from chamnel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition Pipes that outlet onto wide flat areas with no defined channel are assumed to hate a mm� ..� inirainwater condmon unless reliable flood stage elevations show otherwise_ ` Outlet pipe diameter, Do (in.) 18 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 37.49 Velocity (ft./s) 9.65 (Q= VA) Step 2. Based on the tailwater conditions determined in step 1 _ enter Figure 8.o62 or Figure 8.o6b, and determine d9, riprap size andminimum apron length (L). The dam, sue is the median stone size in a well -graded nprap apron. Step 3. Determine apron width at the pipe outlet, the apron shape, and the apron width at the outlet eud from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d5o, (ft.) 0.5 Minimum apron length, La (ft.) 15 Apron width at pipe outlet (ft.) 4.5 4.5 Apron shape Apron width at outlet end (ft.) 16.5 1.5 Step 4. Determine the maximum stone diameter d_= 1 5xd, Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0 Step S. Determine the apron thickness Apron thickness = 1.5 x d_„ Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the nprap apron to the site by making it level for the mmunum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance into the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8,05) When mrrfalls exist at pipe outlets or flows are excessive, a plunge pool should be considered. gee page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) 3 o Outlet IW • Do + La pipe i diameter (ab) La —� ilwater - 0.500 l c en�`r pi P'pow 60 51 100 Discharge (01sec) is z M Lt a rr 1 .o J-j 0 1000 Curves may not be extrapolated. Figure 8.06a Gosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter) CULVERT #3 OUTLET PROTECTION L a".3 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc CULVERT #4 Invert Elev Dn (ft) = 284.00 Pipe Length (ft) = 104.00 Slope (%) = 3.85 Invert Elev Up (ft) = 288.00 Rise (in) = 36.0 Shape = Circular Span (in) = 36.0 No. Barrels = 2 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 296.00 Top Width (ft) = 38.00 Crest Width (ft) = 50.00 B-(t) 298A0 2%.M 294A0 292.00 290.00 280.OD 286.00 284.00 282.00 CULVERT #4 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime 1� 2� 2� 4� 5- 5o 00 90 100 110 12� ia� 140 Circular Culvert HGL Embank Wednesday, Oct 17 2018 = 0.00 = 171.18 = (dc+D)/2 = 170.00 = 170.00 = 0.00 = 12.14 = 12.35 = 286.91 = 290.81 = 295.71 = 2.57 = Inlet Control Hw Depth (R) 10 00 O 00 6 00 4 00 2 00 0 00 -2 D0 -400 -am 150 Reach ift) User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/20V checked By: MRJ Date: 10/16/20V company: CEC 'roject Name: ANSON PHASE 5 3roject No.: 165-276 Site Location (City/Town) Poikton, NC Culvert Id. Culvert 4 Total Drainage Area (acres) 33.29 Step 1. Determine the taihi ater depth from diamnel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition Pipes that outlet onto wide flat areas with no defined channel are assumed to hate a m` in— n riiwater condition unless reliable flood stage elevations show otherwise_ Outlet pipe diameter, Do (in.) 72 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 171.18 Velocity (ft./s) 12.14 (Q= VA) Step 2. Based on the tailwater conditions detern fined in step 1 _ enter Figure 8.o62 or Figure 8.o6b, and deternime d9, riprap size acid mini n im apron length (L). The d,, size is the median stone size in a well -graded nprap apron. Step 3. Determine apron width at the pipe outlet, the apron shape, and the apron width at the outlet eud from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d5o, (ft.) 0.75 Minimum apron length, La (ft.) 40 Apron width at pipe outlet (ft.) 18 18 Apron shape Apron width at outlet end (ft.) 46 6 Step 4. Determine the maximum stone diameter d_= 1 5xd, Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 1.125 0 Step S. Determine the apron thickness Apron thickness = 1.5 x d_„ Minimum TW Maximum TW Apron Thickness(ft.) 1.6875 0 Step 6. Fit the nprap apron to the site by making it level for the mmunum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance into the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8,05) When m-erfalls exist at pipe outlets or flows are excessive, a plunge pool should be considered. gee page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) 3 o Outlet IW • Do + La pipe i diameter (ab) La —� ilwater - 0.500 l l-- TT cow l�al`�� r 60; , 51 100 200 500 Discharge (ft3/sec) .Lj 0 100D Curves may not be extrapolated. Figure 8.06a Gosign of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T.. < 0.5 diameter) CULVERT #4 OUTLET PROTECTION L a".3 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Oct 17 2018 CULVERT #5 Invert Elev Dn (ft) = 286.00 Calculations Pipe Length (ft) = 159.00 Qmin (cfs) = 0.00 Slope (%) = 1.26 Qmax (cfs) = 7.71 Invert Elev Up (ft) = 288.00 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 7.00 No. Barrels = 1 Qpipe (cfs) = 7.00 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 4.41 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.45 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 287.26 HGL Up (ft) = 289.02 Embankment Hw Elev (ft) = 289.63 Top Elevation (ft) = 300.00 Hw/D (ft) = 1.09 Top Width (ft) = 38.00 Flow Regime = Inlet Control Crest Width (ft) = 50.00 B-(t) 301.00 296 00 295.00 292.00 2H9.00 28600 28300 2- 40 60 6- circular Culvert HGL CULVERT#5 Hi Depth(x) 13 00 10 00 7 00 4 00 1A0 -2 M -5 M 1 12� 140 160 100 200 220 240 Embank R lr (1) User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/20V checked By: MRJ Date: 10/16/20V company: CEC 'roject Name: ANSON PHASE 5 3roject No.: 165-276 Site Location (City/Town) Poikton, NC Culvert Id. Culvert 5 Total Drainage Area (acres) 1.5 Step 1. Determine the taihi ater depth from diamnel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition Pipes that outlet onto wide flat areas with no defined channel are assumed to hate a m` in— n riiwater condmon unless reliable flood stage elevations show otherwise_ Outlet pipe diameter, Do (in.) 18 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 7.71 Velocity (ft./s) 4.41 (Q= VA) Step 2. Based on the tailwater conditions detcmuned in step 1 _ enter Figure 8.o62 or Figure 8.o6b, and determine d9, riprap size andminimum apron length (L). The d,, sue is the median stone size in a well -graded nprap apron. Step 3. Determine apron width at the pipe outlet, the apron shape, and the apron width at the outlet eud from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d5o, (ft.) 0.5 Minimum apron length, La (ft.) 10 Apron width at pipe outlet (ft.) 4.5 4.5 Apron shape Apron width at outlet end (ft.) 11.5 1.5 Step 4. Determine the maximum stone diameter d_= 1 5xd, Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0 Step S. Determine the apron thickness Apron thickness = 1.5 x d_„ Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the nprap apron to the site by making it level for the mmunum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance into the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8,05) When m-erfalls exist at pipe outlets or flows are excessive, a plunge pool should be considered, see page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) r ! t yy +t>��j+rr• ' 11i' ' pilril `;i r111=II�M 111 1 =► ■I 1' FrIR I IIIII IIIIH II - ` I,IIIIII IAN I 'N1 I��'�J�I 1 i I�II�IlI11111' II •I�il,lfurlfll I q l pill lRR f a i� l�� I 1 IIIII rr-• imp, 11101 �1 tnniluiiil>•1!!■id/u,1l1�l�Ik1lIa�iai 1 III``IIIll111I1I 1 �,IIIII� lliil=III�IIIII�1��lll�a���:.••rr��IIS �t�����ltl�t�����!llll��lf��!!�rai>�:I:,li IllIIIN......1 � INIlIVu 1II 1111I 1ippl lllll�� li� tM 1�I III t•It•Itit•t•t.a�����nunsrr,J„IIN■NrIIrANI11r011- � �y �r :�I"• �f A■'JAII JIP Jln ~��, tli Itl Ilia=IflllilillillIl=llTl�lvt;r:�lul.� 1 �ililF ll r {jE!!! 3111IrI� �� ►�••�ij ��if�NlliiRIII�����'pi���OR. s��s����11! Rgqi1j If I I ��� ��jF� i r"� Rp 01,nHlI,,, n m IF u. --. -t—:.• uau . nr t !{jjl�jl�l�yj11 II tem I � ■■ wli) r J�iM ,Iln• � •�� J A., tr:M• w AP AI11J" "I t {1�Ir• 1 1+j I�fr•13jf1ee1111 F�3III(III�II ®x rr' I" r%� ,y19 Al FII Il �III��I�IIII`f II 1 II IN nil II 11'llnlllINH f1111 1 Mld 11 I a ■■ Y it �� FINNII� 11 kill J■�' r Ak1 I� r' 111N•III j 1r, RIMj�t 111i I .:r/L�!frr, j fi' ii/ igA1Y. �I! �11••:ilil _1prMM' dIIR IIIIR Ilt ll llilit {ljnlln I i Illt �jlj'I1lj1 Ilt Ei`j 1 IP ■ _ I ! 111 1 II I11 1 IIIFIIIt fllh � I � �. �� � fI If IIIII 1 II IIM Illtl ll m N1 1��I I rare■ .a R ^ .� / ��; .i�'IAArlra r,r.li;I�.rY:an.1i� �r r �Y:eIVa! 'r• `i ll� I m IHnIInR 131 Ill I I l if l ■ pl'lIl iI��,Int I:d �• ,I1I�I�I';IIiIIM r I r IT I Discharge (Olsec) Curves may not be extrapolated. Figure 8.06a Gosign of outlet protection protection from a round pipe flowing full, minimum tailwaler condition (T. < 0.5 diameter) CULVERT #5 OUTLET PROTECTION Rec. IV93 a".3 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc CULVERT #6 Invert Elev Dn (ft) = 284.00 Pipe Length (ft) = 130.00 Slope (%) = 1.54 Invert Elev Up (ft) = 286.00 Rise (in) = 18.0 Shape = Circular Span (in) = 18.0 No. Barrels = 1 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 294.00 Top Width (ft) = 38.00 Crest Width (ft) = 50.00 El. (ft� 296.00 294.00 292.00 290.00 28800 286110 264110 CULVERT#6 Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Wednesday, Oct 17 2018 = 0.00 = 17.95 = (dc+D)/2 = 17.00 = 17.00 = 0.00 = 9.67 = 9.62 = 285.47 = 288.23 = 290.68 = 3.12 = Inlet Control Hw Depth (R) 10 00 8M 6 00 4 00 200 can -2 M M 00 i i i i i i i i i i i i i i i i i 1 -4 00 ,. 1C 2- 3C 411 5- o.. 0% ,... 100 110 120 130 140 150 160 17� Circular Culvert HGL Embank Reach ift) User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/201 :hecked By: Date: :ompany: CEC )roject Name: ANSON PHASE 5 )roject No.: 165-276 Site Location (City/Town) Poikton, NC Culvert Id. Culvert 6 Total Drainage Area (acres) 3.49 Step 1. Determine the taihv aier depth from chamnel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition Pipes that outlet onto wide flat areas with no defined channel are assumed to hate a rnimirn` rn rainwater condmon unless reliable flood stage elevations show otherwise_ Outlet pipe diameter, Do (in.) 18 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 17.95 Velocity (ft./s) 9.67 (Q= VA) Step 2. Based on the tailwater conditions determined in step 1 _ enter Figure 8.o62 or Figure 8.o6b, and determine d9, riprap size and minimum apron length (L). The dam, sue is the median stone size in a well -graded nprap apron. Step 3. Determine apron width at the pipe outlet, the apron shape, and the apron width at the outlet eud from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d5o, (ft.) 0.5 Minimum apron length, La (ft.) 10 Apron width at pipe outlet (ft.) 4.5 4.5 Apron shape Apron width at outlet end (ft.) 11.5 1.5 Step 4. Determine the maximum stone diameter d_= 1 5xd, Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 0.75 0 Step S. Ikietrrnnc the apron thickness Apron thickness = 1.5 x d_„ Minimum TW Maximum TW Apron Thickness(ft.) 1.125 0 Step 6. Fit the nprap apron to the site by making it level for the nummum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance into the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8,05) When mrrfalls exist at pipe outlets or flows are excessive, a plunge pool should be considered. gee page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) r r, , IF WE 1M. � I'��I+r,,'I�I- • n[l�Iil `i� I11+1III�M �„ 1'j1 �►� ■I 11" FrIR l I1IIII IIIIH 11 - f`lI ,IIIIIIH II '�I i1 lIIIhI�Hlflt ii ��I �i,lf llf,lfl� ..t���i��j��� mmuunlr eloldu,I,•• .an•.n rnaulutr� 1 annul ,r."n� �� gill _ ,IIiI�i� � dfiii11 J111�11 I l� ivallu Ilril f I r 1 tf+' ii I n; 'r :plr— .�ti•�..,•. rrl 1 ilkl F�„ I{+iI � �ll �,s=`"�;;i�lfli� � �,� Ilialllll��l�l�Il._ Ar r15n Ilmr`u'_ L. --i"�,�?ft��r� !1��11n11!!1 1 4111 t i��1��1� ... i , r ,In':' ,1 p� 151. A11P,`j•` i' N4Iy11Ii1 pyp I I ! ��' Nt ItjijFtlhl lj` qry EjI �• IrRIM I"ri���. pIN IR �gaj`it iAF-Ali rA Illl11 Ill IIII II •• ���� �,H'J�!I �i�iviA 4�f ,11 I In Innllla r 1 11 Curves may not be extrapolated. Figure 8.06a Gosign of outlet protection protection from a round pipe flowing full, minimum tailwaler condition (T. < 0.5 diameter) CULVERT #6 OUTLET PROTECTION L a".3 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc CULVERT #7 Invert Elev Dn (ft) = 262.00 Pipe Length (ft) = 123.00 Slope (%) = 9.75 Invert Elev Up (ft) = 273.99 Rise (in) = 48.0 Shape = Circular Span (in) = 48.0 No. Barrels = 2 n-Value = 0.012 Culvert Type = Circular Concrete Culvert Entrance = Square edge w/headwall (C) Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 Embankment Top Elevation (ft) = 280.00 Top Width (ft) = 38.00 Crest Width (ft) = 50.00 B-(t) zaim 230.00 277.❑0 274.00 271.00 260.00 265.00 262.00 259 ❑❑ Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Wednesday, Oct 17 2018 = 0.00 = 166.81 = (dc+D)/2 = 160.00 = 160.00 = 0.00 = 7.11 = 8.84 = 265.35 = 276.70 = 278.11 = 1.03 = Inlet Control CULVERT #7 Hw Depth (n) 9.❑1 6.01 3.01 001 -299 -599 -8.99 -113? -14.99 1❑ 20 3C 411 5- o.. 0% ,... 100 110 120 130 140 15� 160 17� - CircularCulvert HGL Embank Reach ift) User Input Data Calculated Value Reference Data )esigned By: CTH Date: 10/3/20V checked By: MRJ Date: 10/16/20V company: CEC 'roject Name: ANSON PHASE 5 3roject No.: 165-276 Site Location (City/Town) Poikton, NC Culvert Id. Culvert 7 Total Drainage Area (acres) 32.44 Step 1. Determine the taihi ater depth from diamnel characteristics below the pipe outlet for the design capacity of the pipe If the tailwater depth is less titan hatf the outlet pipe diameter, it is classtfied minimum tailwater condition - If it is greater than half the pipe diameter, it is classified maximum condition Pipes that outlet onto wide flat areas with no defined channel are assumed to hate a m` in— n riiwater condmon unless reliable flood stage elevations show otherwise_ Outlet pipe diameter, Do (in.) 96 Tailwater depth (in.) 0 Minimum/Maximum tailwater? Min TW (Fig. 8.06a) Discharge (cfs) 166.81 Velocity (ft./s) 7.11 (Q= VA) Step 2. Based on the tailwater conditions determined in step 1 _ enter Figure 8.o62 or Figure 8.o6b, and detentime d9, riprap size acid mini n im apron length (L). The d,, sue is the median stone size in a well -graded nprap apron. Step 3. Determine apron width at the pipe outlet, the apron shape, and the apron width at the outlet eud from the same figure used in Step 2. Minimum TW Maximum TW Figure 8.06a Figure 8.06b Riprap d5o, (ft.) 1 Minimum apron length, La (ft.) 40 Apron width at pipe outlet (ft.) 24 24 Apron shape Apron width at outlet end (ft.) 48 8 Step 4. Determine the maximum stone diameter d_= 1 5xd, Minimum TW Maximum TW Max Stone Diameter, dmax (ft.) 1.5 0 Step S. Determine the apron thickness Apron thickness = 1.5 x d_„ Minimum TW Maximum TW Apron Thickness(ft.) 2.25 0 Step 6. Fit the nprap apron to the site by making it level for the mmunum Iength. L,. from Figure 8.06a or Figure 8.06b. Extend the apron farther downstream and along channel banks until stability is assured Beep the apron as straight as possible and align it with the flow of the receiving stream. \fake any necessary alignment beads near she pipe outlet so that the entrance into the receiving stream is straight. Some locations may require lining of the entire channel cross section to assure stability It may be necessary to increase the sit of nprap where protection of the channel side slopes is necessary (Appendix 8,05) When m-erfalls exist at pipe outlets or flows are excessive, a plunge pool should be considered, see page 8 06-8- Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum tailwater condition (Tw<0.5 diameter) j Q Outlet W . Do + La pipe diameter (Gb) i water - 0.5Do 4� 1o" l `r p1 Pp 60 It -1—T-T i F 2 W a a Q LA; — 0 3 5 I0 20 50 100 200 5D0 1000 Discharge (0/sec) Curves may not be extrapolated Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum taiiwater condition (Tw < 0.6 drameter). CULVERT #7 OUTLET PROTECTION IRer. L193 8.06.3 LEACHATE CALCULATIONS Leachate Generation Summary The strategy for this evaluation was to estimate the average and peak leachate generation rates and corresponding maximum level of leachate buildup over the base liner system. The proposed landfill design was initiated by evaluating five (5) different possible operating conditions that conservatively estimate the average and peak flow conditions. Under the first condition evaluated, a newly opened cell with no waste is simulated. The second and third condition evaluated is a simulation using a 10-foot and 90-foot layer of compacted waste. The fourth condition evaluated is a simulation using compacted waste at a thickness of 250 feet with 6 inches of intermediate soil cover and the fifth condition evaluated is at closure. Two base liner systems were evaluated at 2 percent bottom slopes and 150-foot drainage length, comprising of a standard base liner system and alternate base liner system as defined in 15A NCAC Rule .1624(b)(1)(A). The design parameters are summarized as follows: Landfill Cross -Section with Standard Base Liner System (from bottom to top) 00 Compacted soil liner (1 x 10-7 cm/sec maximum in -place permeability, 24 inches thick); 00 60-mil high density polyethylene (HDPE) geomembrane; 00 Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10"4 m2/sec minimum transmissivity); 00 Protective cover/leachate collection layer (1.9 x 10-4 cm/sec minimum in - place permeability, 24 inches thick); 00 Compacted Municipal Solid Waste (MSW); 00 Intermediate soil cover (12 inches thick); 00 40-millinear low density polyethylene (LLDPE) textured geomembrane; 00 Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10-4 m2/sec minimum transmissivity); 00 Protective soil cover (18 inches thick); and 00 Erosion soil cover (6 inches thick) Civil & Environmental Consultants, Inc Landfill Cross -Section with Alternate Base Liner System (from bottom to top) • Compacted soil liner (1 x 10-5 cm/sec maximum in -place permeability, 18 inches thick); • Geosynthetic clay liner (GCL) (5 x 10-9 cm/sec maximum in -place permeability); • 60-mil high density polyethylene (HDPE) geomembrane; • Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10"4 m2/sec minimum transmissivity); • Protective cover/leachate collection layer (1.9 x 10-4 cm/sec minimum permeability, 24 inches thick); • Compacted Municipal Solid Waste (MSW); • Intermediate soil cover (12 inches thick); • 40-millinear low density polyethylene (LLDPE) textured geomembrane; • Drainage geocomposite (double sided heat bonded 8 ounce per square yard, 5 x 10"4 m2/sec minimum transmissivity); • Protective soil cover (18 inches thick); and • Erosion soil cover (6 inches thick). Transpiration, temperature and solar radiation data from Charlotte, North Carolina along with precipitation data from Polkton, North Carolina were used to model the climatic conditions for a 5-year period. The HELP model evaluation was used to determine the liner's compliance with 15A NCAC Rule .1624(b)(1)(B), and to evaluate whether leachate build up on the liner would be less than 12 inches under normal operating conditions for a newly open cell and waste depths of 10 feet, 90 feet, and 250 feet and at closure. Additionally, the HELP model evaluation was used to determine the lateral pipe spacing of the leachate collection pipes to meet the maximum leachate head requirement of 12 inches. Civil & Environmental Consultants, Inc Table 5-1. Summary of Results for Typical One Acre Cell (Normal Operating Conditions) Evaluation Parameters Base Liner System Drainage Len th Slope Average Daily Leachate Generation Peak Daily Leachate Generation Newly Open with 0 feet of Waste Standard 150ft 2% 1,048 gpd 10,435 gpd Newly Open with 0 feet of Waste Alternate 150ft 2% 1,048 gpd 10,435 gpd 10 feet of Waste Standard 150ft 2% 1,000 gpd 8,905 gpd 10 feet of Waste Alternate 150ft 2% 1,000 gpd 8,905 gpd 90 feet of Waste Standard 150ft 2% 978 gpd 3,902 gpd 90 feet of Waste Alternate 150ft 2% 978 gpd 3,902 gpd 250 feet of Waste with Intermediate Soil Cover Standard 150ft 2% 62.48 gpd 1,828 gpd 250 feet of Waste with Intermediate Soil Cover Alternate 150ft 2% 62.48 gpd 1,828gpd Closure with 250 feet of Waste Standard 150ft 2% 0 gpd 0 gpd Closure with 250feet of Waste Alternate 150ft 2% 0 gpd 0 gpd Civil & Environmental Consultants, Inc The analysis of the landfill design indicates that the leachate collection system design is sufficient to meet the regulatory requirements of the North Carolina Administrative Code (NCAC) Tide 15A 13B Section .1600 requirements. For all of the conditions evaluated, the average head and peak average head on the landfill's bottom liner does not exceed 12 inches. Civil & Environmental Consultants, Inc Geocomposite Checks and Maximum Pipe Spacing Facility Name: Anson County Landfill Permit Number: 0403 Facility Address: 275 Dozer Dr., Polkton, NC 28209 Facility Owner: Waste Connections of Anson, LLC Active Condition (10 feet of waste) Calculate Effective Transmissivitv of GeocoMDOSIte Reduction Factors Tspec = 5.00E-04 m`/s RF,mco 1.0 RFiMiN 1.0 Tactual = Tspec / Product of RFs RFcR 1.4 Tactual = 1.49E-04 M'/s RFiN 1.0 FS = 2 RFcp 1.0 Ttheory = 7.44E-05 M'/s RFpc 1.0 Thickness 0.25 in RFcc 1.2 RFBc 2.0 Effective Hydraulic Conductivity Product 3.4 k = 1.172 cm/s Maximum Pipe Spacing L = tmax * k * sin(tan-'(m)) q L = max pipe spacing (ft) m = Slope (percent) k = hydraulic conductivity (cm/s) tmax = max head on liner (1 ft) q= infiltration rate (cm/s) References: Slope L (ft) 1.50% 897 1.75% 1046 2.00% 1195 2.25% 1345 2.50% 1494 2.75% 1643 3.00% 1793 3.25% 1942 3.50% 2091 3.75% 2240 4.00% 2389 4.25% 2539 4.50% 2688 by: NTB checked: CTH "GRI Standard - GC8" Geosynthetic Research Institute, 4/17/01 "Design of Lateral Drainage Systems for Landfills" Richardson et al, 2000 "Designing with Geosynthetics", Robert M. Koerner L = unknown M start= 2% k = 1.172 tmax = 0.3 Infiltration rate 0.2 In (from HELP model) q = 5.88E-06 Geocomposite Checks and Maximum Pipe Spacing Facility Name: Anson County Landfill Permit Number: 0403 Facility Address: 275 Dozer Dr., Polkton, NC 28209 Facility Owner: Waste Connections of Anson, LLC Intermediate Condition (90 feet of waste) Calculate Effective Transmissivitv of Geocomposite Reduction Factors Tspec = 5.00E-04 m`/s RF,mco 1.0 RFiMiN 1.0 Tactual = Tspec / Product of RFs RFcR 1.4 Tactual = 1.32E-04 m`/s RFiN 1.2 FS = 2 RFcp 1.0 Ttheory = 6.61 E-05 M'/S RFpc 1.0 Thickness 0.25 in RFcc 1.5 RFBc 1.5 Effective Hydraulic Conductivity Product 3.8 k = 1.042 cm/s Maximum Pipe Spacing L= tmax * k * sin(tan-'(m)) q References: L = max pipe spacing (ft) m = Slope (percent) k = hydraulic conductivity (cm/s) tmax = max head on liner (1 ft) q= infiltration rate (cm/s) Slope L (ft) 2.00% 1518 2.25% 1708 2.50% 1897 2.75% 2087 3.00% 2276 3.25% 2466 3.50% 2655 3.75% 2845 4.00% 3034 4.25% 3224 4.50% 3413 4.75% 3602 5.00% 3791 by: NTB checked: CTH "GRI Standard - GC8" Geosynthetic Research Institute, 4/17/01 "Design of Lateral Drainage Systems for Landfills" Richardson et al, 2000 "Designing with Geosynthetics", Robert M. Koerner L = unknown M start= 2.0% k = 1.042 tmax = 0.3 Infiltration rate 0.1 In (from HELP model) q = 4.12E-06 Geocomposite Checks and Maximum Pipe Spacing Facility Name: Anson County Landfill Permit Number: 0403 =acility Address: 275 Dozer Dr., Polkton, NC 28209 Facility Owner: Waste Connections of Anson, LLC Final Condition (250 feet of waste) Calculate Effective Transmissivitv of GeocoMDOSite Reduction Factors Tspec = 5.00E-04 m`/s RF,mco 1.0 RFiMiN 1.0 Tactual = Tspec / Product Of RFs RFcR 2.0 Tactual = 5.21 E-05 m`/s RFiN 1.2 FS = 2 RFcp 1.0 Ttheory = 2.60E-05 m`/s RFpc 1.0 Thickness 0.25 in RFcc 2.0 RFBc 2.0 Effective Hydraulic Conductivity Product 9.6 k = 0.410 cm/s Maximum Pipe Spacing L= tmax * k * sin(tan-'(m)) I L = max pipe spacing (ft) m = Slope (percent) k = hydraulic conductivity (cm/s) tmax = max head on liner (1 ft) q= infiltration rate (cm/s) References: Slope L (ft) 1.50% 933 1.75% 1088 2.00% 1243 2.25% 1399 2.50% 1554 2.75% 1709 3.00% 1865 3.25% 2020 3.50% 2175 3.75% 2330 4.00% 2485 4.25% 2640 4.50% 2795 by: NTB checked: CTH "GRI Standard - GC8" Geosynthetic Research Institute, 4/17/01 "Design of Lateral Drainage Systems for Landfills" Richardson et al, 2000 "Designing with Geosynthetics", Robert M. Koerner L = unknown M start= 2% k = 0.410 tmax = 0.3 Infiltration rate 6.7E-02 In (from HELP model) q = 1.98E-06 Leachate Collection Pipe Sizing Facility Name: Anson County Landfill by: NTB Permit Number: 0403 checked: CTH Facility Address: 275 Dozer Dr., Polkton, NC 28209 Facility Owner: Waste Connections of Anson, LLC Calculate Collection Pipe Sizes Equations: Mannings: Where: Q = 1.49*AR2/3So1/2 n Q = ? Flowrate (cfs) n = 0.009 HDPE Mannings Roughness Coefficient A = Flow Area (ft.) R = Hydraulic Radius (ft.) So = Pipe Slope Peak Drainage Collected (from North Carolina DEQ) 6.33 inches per unit area per day (25 year 24 hr storm) 22,978 cu ft per day per acre Pipe Capacity (CFS) from manning equation Outside Diameter = D;, w / (1 - 2/SDR) SDR 11 Pipe Outside Pipe Diameter Slope (%) 0.50% 1.00% 1.50% 2.00% 2.50% 3.00% 3.50% 4.00% 4.50% 6 6.5 7 7.5 8 8.5 9 10 12 0.34 0.42 0.51 0.61 0.72 0.85 0.99 1.31 2.14 0.48 0.59 0.72 0.86 1.02 1.20 1.40 1.86 3.02 0.58 0.72 0.88 1.06 1.26 1.48 1.72 2.28 3.70 0.67 0.83 1.02 1.22 1.45 1.70 1.98 2.63 4.27 0.75 0.93 1.14 1.36 1.62 1.90 2.22 2.94 4.78 0.82 1.021 1.241 1.491 1.781 2.091 2.431 3.2211 5.23 0.89 1.101 1.341 1.611 1.921 2.251 2.621 3.481 5.65 0.95 1.181 1.441 1.731 2.051 2.411 2.811 3.721 6.04 1.01 1.251 1.521 1.831 2.171 2.561 2.981 3.941 6.41 Maximum area, Pipe can Collect (acres), to discharge 25 year 24-hour storm in 72 hours Outside Pipe Diameter Slope (%) 0.50% 1.00% 1.50% 2.00% 2.50% 3.00% 3.50% 4.00% 4.50% 6 6.5 7 7.5 8 8.5 9 10 12 3.80 4.70 5.73 6.88 8.18 9.61 11.19 14.82 24.10 5.37 6.65 8.10 9.73 11.56 13.59 15.83 20.96 34.09 6.57 8.14 9.92 11.92 14.16 16.64 19.38 25.67 41.75 7.59 9.40 11.45 13.77 16.35 19.22 22.38 29.64 48.21 8.49 10.51 12.80 15.39 18.28 21.49 25.03 33.14 53.90 9.30 11.511 14.03 16.861 20.021 23.54 27.41 36.311 59.04 10.04 12.431 15.15 18.211 21.631 25.42 29.61 39.22 63.77 10.74 13,29F 16.20 19.471 23.121 27.18 31.66 41.921 68.17 11.39 14.101 17.18 20.651 24.531 28.83 33.58 44.471 72.31 Civil & Environmental Consultants, Inc. SUBJECT Collection Pipe Designs PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 MADE BY NTB PROJECT NO. 165-276 PAGE DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23 HDPE PIPE STRENGTH AND STABILITY Leachate Collection Pipes SDR = 11 OBJECTIVE Assess the strength and stability of the proposed 8-inch diameter collection piping in the Anson seepage collection system. METHOD The piping will be evaluated by estimating the maximum loads applied to the pipe. These loads will be used to estimate the pipe's factor of safety for wall buckling and also estimate percent deflection, and pipe strain for comparison to industry standard maximum values. The pipe loading equation used below from Reference 1, state adjustment is made to account for perforations in pipe. Pipe Loading Pt 12 — 2 [1 (L��Pi, +� (H,) U Pt = Total pipe load, psi (adjusted for pipe perforations) Li = Safety Factor for Live Load i (accounts for uncertainty and dynamic loading) Pli = Individual Live Load, transmitted to top of pipe, psi Hi = Thickness of overburden i, in Ui = Unit weight of overburden i, Ib/in3 N = Number of holes per foot of pipe D = Diameter of perforation, inch Constrained Wall Buckling (Ref 1) P n — 5.65 RHP E N 12(DR-1)3 P,r FS,w = P Where: Pcb = Critical buckling soil pressure at the top of the pipe, psi Pt = Total pipe load, psi (adjusted for pipe perforations) E' = Soil Modulus for backfill around pipe, psi N = Safety Factor typically 2. R = buoyancy reduction factor R=1-0.33 H H' = groundwater height above pipe, ft (0 for this calculation) H = cover above pipe, ft E = Pipe Modulus of Elasticity, psi Pipe Modulus of Elasticity interpolated from Ref 1, Tech Note 814-TN, Table 1 for 50 year service life @ 110' F. Table 1 included with this report. DR = Pipe dimension ratio B' = Elastic support factor 1 + 4e(-0.0 61 -) Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018 Civil & Environmental Consultants, Inc. SUBJECT Collection Pipe Designs PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 MADE BY NTB PROJECT NO. 165-276 PAGE DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23 Deflection (Modified Iowa, Ref 1) %Deflection AY — DL (K) Pr (100� DM 2E + 0.061(E') 3(S� Where % Deflection = Amount of pipe deflection expected for load applied to top of pipe Dm = Mean pipe diameter. DL = Deflection Lag Factor, 1.0 for long term as per Ref 1 K = Bedding Constant, 0.1 as per Ref 1 Pt = Total pipe load, psi (adjusted for pipe perforations) E = Pipe Modulus of Elasticity, psi SDR = Standard Dimension Ratio for selected pipe E' = Soil Modulus for backfill around pipe, psi, calculated as shown below. Allowable Pipe Strain, Ref 1 0.53 Do c = Fd AY 2 * (0.53(t)) _ Fd %Deflection * 2 * SDR Der DM 100 Do —1.06 Do SDR Where E(max) = Maximum allowable pipe strain, 4.2% as per Ref 1 Fd = Deformation Shape Factor, 6 as per Ref 1 Dm = Mean pipe diameter, inches t = Pipe wall thickness, inches = Do/SDR SDR = Standard Dimension Ratio for selected pipe Do = Pipe outside diameter, inches As can be seen above, buckling pressure and pipe deflection estimates are dependent upon the modulus of soil reaction (E') for the backfill material used to construct the pipe envelopes, which itself is a function of the backfill soil placement conditions. Previous literature references have often employed E' values of approximately 3,000 psi. However, on page 153 of Reference 6, ,a relationship between E', constrained modulus, Young's modulus, and Poisson's ration of a soil is given as: E'=KM, where: E' = modulus of soil reaction (psi) K = bulk modulus (varies from 0.7 to 2.3 as seen in Reference 6 on page 153) MS = constrained modulus Ms = E0-v) (1+v)(1-2v) E = Young's modulus (psi) v = Poisson's ratio Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018 Civil & Environmental Consultants, Inc. SUBJECT Collection Pipe Designs PROJECT NO. 165-276 PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 PAGE MADE BY NTB DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23 CALCULATION Typical v values for granular soils are given in Table 2-8 of Reference 7 and vary between 0.2 and 0.4. For this analysis, an average value of 0.3 will be used. Typical E values for granular soils are also give in Reference 7 and are as follows: Loose Granular Soils: E = 1,000 to 3,000 ksf Dense Granular Soils: E = 2,000 to 4,000 ksf Conservatively assuming E = 2,000 ksf (=13,900 psi), K = 0.7, and v = 0.3, the modulus of soil reaction is calculated as follows: E'= 0.7 2,000(1— 0.3) .—1,885ksf v13,000psi [�, +0.3)(1— (2( 0.3))� Pipe Loading Dead Load Summary Table Description Thickness feet Density cf(psi) Load Waste and Cover 250 62.96 109.3 Total Dead Load 1 109.3psi Maximum waste thickness above the pipes in the landfill. Conservative value. Live Load Summary Table Description Total Load Area Factor, Li Load (pounds) sf(psi) 826 Compactor 73,370 80.00 5.00 31.8 Assumes 20 ft2 per drum Conservative N: 10.00 D: 0.38 Pt, Total Pipe Load: 205.2 Total Live Load 1 31.8psi Number of perforation holes per foot of pipe Diameter, inches, of perforation holes psi Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018 Civil & Environmental Consultants, Inc. SUBJECT Collection Pipe Designs PROJECTNO. 165-276 PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 PAGE MADE BY NTB DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23 Constrained Wall Buckling Utilizing the Constrained Wall Buckling Equation listed in the METHOD section, E': 13,000 Soil modulus, psi, calculated from equation listed in METHOD section. E: 19,000 Pipe Modulus of Elasticity, psi, interpolated from Ref 1,Technical Note 814-TN, Table 1 for 110 IF and a Service Life of 50 years. SDR: 11 Standard Dimension Ratio for selected pipe. B': 1.0000 Elastic support factor, from equation listed in METHOD section. H: 249.3 Maximum height of cover above pipes, ft. Pcb 405.3 Critical Wall Buckling, psi, from equation listed in METHOD section. SFwb 2.0 Factor of safety for wall buckling. Deflection (Modified Iowa Ref. 1) Utilizing the Deflection Equation listed in the METHOD section, DI: 1.0 Deflection Lag Factor, as per Ref 1. K: 0.1 Bedding Constant, as per Ref 1. Pt: 205.2 Total Pipe Load, psi E: 19,000 Pipe Modulus of Elasticity, psi, interpolated from Ref 1,Technical Note 814-TN, Table 1 for 110 IF and a Service Life of 50 years. SDR: 11 Standard Dimension Ratio for selected pipe. E': 13,000 Soil modulus, psi, as calculated above Deflection 2.55 % Deflection, calculated from equation included in METHOD section Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018 Civil & Environmental Consultants, Inc. SUBJECT Collection Pipe Designs PROJECTNO. 165-276 PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 PAGE MADE BY NTB CONCLUSION DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23 Allowable Pipe Strain, Ref 1 Utilizing the Strain Equation listed in the METHOD section, Do: 8.625 Pipe Outside Diameter, inches Fd: 6.0 Pipe Deformation Factor, non -elliptical shape, Ref 1 Lona Term Design Deflection Limits of Buried Pressure and Non -Pressure PolvethviAne Pine SDR 21 17 15.5 13.5 11 Deflection Limit (%) Non -Pressure 7.5 7.5 7.5 7.5 7.5 Deflection Limit (%) Pressure 7.5 6.0 6.0 6.0 5.0 SDR 9 7.3 Deflection Limit (%) Non -Pressure 7.5 7.5 Deflection Limit (%) Pressure 4.0 3.0 from Ref 5 and Ref 9 Pipe Strain 1.63 % Pipe Strain for design loading conditions Allowable 4.20 % Pipe Strain allowable for gravity piping, Ref 1 Strain Factor of Safety for wall buckling is 2.0 Calculated Deflection 2.55% and calculated pipe strain is 1.63%. The value for deflection is less than the deflection limit of 7.5 % given in the table above. The calculated strain is less than the allowable strain of 4.2% The proposed Phases 4 & 5 Expansion pipe and the existing Phases 1-4 SDR 11 HDPE pipe is adequate based on a check of wall buckling, deflection, and pipe strain. deflection, and pipe strain. analysis was performed considering HDPE SDR 11 pipes under the approximate Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018 Civil & Environmental Consultants, Inc. SUBJECT Collection Pipe Designs PROJECTNO. 165-276 PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 PAGE MADE BY NTB REFERENCES DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23 THE PERFORMANCE PIPE ENGINEERING MANUAL, FIRST EDITION 1 Performance Pipe - 5085 W. Park Blvd., Suite 500 Plano, Texas 75093, (800) 527-0662 HANDBOOK OF PVC PIPE DESIGN AND CONSTRUCTION, Uni-Bell PVC 2 Pipe Association, 1982 STRUCTURAL PERFORMANCE OF AN HDPE LEACHATE COLLECTION PIPE, 3 Sargand, Shad M., Mitchell, Gayle F. and Masada, Teruhisa (1993), Ohio University Center for Geotechnical and Environmental Research (614)-593-2476 ENGINEERING TECH NOTE:HDD for PE PIPE., "Trenchless Technology Bulletin No. 1, 4 Horizontal Directional Drilling w/ Plexco Pipe, Chevron Chemical Company, March, 1999, 1050 Illinois Route 83, Bensenville, IL 60106, (630)-350-3700 5 BURIED PIPE DESIGN, Moser, A.P., 2001 (2nd Edition), McGraw-Hill, New York, New York 6 BURIED PLASTIC PIPE TECHNOLOGY, ASTM (Buczala and Cassady editors), 1990, ASTM, Philadelphia, Pennsylania 7 FOUNDATION ANALYSIS AND DESIGN, Bowles, J.E., 1982 (3rd Edition) McGraw-Hill Book Company, New York, New York 8 PPI HANDBOOK OF POLYETHYLENE PIPE, Plastic Pipe Institute, http://www.plasticpipe.org/general/ppi_handbook.php Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018 Civil & Environmental Consultants, Inc. SUBJECT Collection Pipe Designs PROJECT Anson Landfill - Permit to Construct Phases 4 & 5 MADE BY NTB PROJECT NO. 1 65-276 PAGE DATE 2/24/2023 CHECK BY CTH DATE 24-Feb-23 TABLE 1 FROM TECHNICAL NOTE 814- TN Table 1 Typical Elastic Modulus for DriscoPlee PE 3608 Load Duration Elastic Modulust, 1000 psi (MPa), at Temperature, °F (°C) -20 (-29) 0 (-18) 40 (4) 60 (16) 73 (23) 100 (38) 120 (49) 140 (60) Short -Term 300.0 260.0 170.0 130.0 110.0 100.0 65.0 50.0 (2069) (1793) (1172) (896) (758) (690) (448) (345) 10 h 140.8 122.0 79.8 61.0 57.5 46.9 30.5 23.5 (971) (841) (550) (421) (396) (323) (210) (162) 100 h 125A 108.7 71.0 54.3 51.2 41.8 27.2 20.9 (865) (749) (490) (374) (353) (288) (188) (144) 1000 h 107.0 92.8 60.7 46.4 43.7 35.7 23.2 17.8 (738) (640) (419) (320) (301) (246) (160) (123) 1 y 93.0 80.6 52.7 40.3 38.0 31.0 20.2 15.5 (641) (556) (363) (278) (262) (214) (139) (107) 10 y 77.4 67.1 43.9 33.5 31.6 25.8 16.8 12.9 (534) (463) (303) (231) (218) (178) (116) (89) 50 y 69.1 59.9 39.1 299 28.2 23.0 15.0 11.5 (476) (413) (270) (266) (194) (169) (103) (79) t Typical values based on ASTM D 638 testing of molded plaque material specimens. Modulus values for PE4710 are under development. Collection Pipe Strength and Stability.xls Civil & Environmental Consultants, Inc. November 2018 HELP MODEL CALCULATIONS 10' WASTE - ACTIVE CONDITION STANDARD BOTTOM LINER OUTDATA.OUT T ****************************************************************************** ****************************************************************************** ** ** ** ** ** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE ** ** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) ** ** DEVELOPED BY ENVIRONMENTAL LABORATORY ** ** USAE WATERWAYS EXPERIMENT STATION ** ** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY ** ** ** ** ** ****************************************************************************** ****************************************************************************** PRECIPITATION DATA FILE: \DATA4.D4 TEMPERATURE DATA FILE: \DATA7.D7 SOLAR RADIATION DATA FILE: \DATA13.D13 EVAPOTRANSPIRATION DATA: \DATA11.D11 SOIL AND DESIGN DATA FILE: \DATA10.D10 OUTPUT DATA FILE: \OUTDATA.OUT TIME: 16:50 DATE: 11/ 6/2018 ****************************************************************************** TITLE: ANSON LANDFILL PHASE 5 ****************************************************************************** NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM. LAYER 1 TYPE 1 - VERTICAL PERCOLATION LAYER Page 1 OUTDATA.OUT MATERIAL TEXTURE NUMBER 18 THICKNESS = 6.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2043 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00 FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE. LAYER 2 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 18 THICKNESS = 120.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3088 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC LAYER 3 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 9 THICKNESS = 24.00 INCHES POROSITY = 0.5010 VOL/VOL FIELD CAPACITY = 0.2840 VOL/VOL WILTING POINT = 0.1350 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3033 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC wi\9:l:�A! TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 0 Page 2 OUTDATA.OUT THICKNESS = 0.25 INCHES POROSITY = 0.8500 VOL/VOL FIELD CAPACITY = 0.0100 VOL/VOL WILTING POINT = 0.0050 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0943 VOL/VOL EFFECTIVE SAT. HYD. COND. = 1.17200005000 CM/SEC SLOPE = 2.00 PERCENT DRAINAGE LENGTH = 150.0 FEET LAYER 5 TYPE 4 - FLEXIBLE MEMBRANE LINER MATERIAL TEXTURE NUMBER 35 THICKNESS = 0.06 INCHES POROSITY = 0.0000 VOL/VOL FIELD CAPACITY = 0.0000 VOL/VOL WILTING POINT = 0.0000 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SEC FML PINHOLE DENSITY = 1.00 HOLES/ACRE FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE FML PLACEMENT QUALITY = 3 - GOOD LAYER 6 TYPE 3 - BARRIER SOIL LINER MATERIAL TEXTURE NUMBER 16 THICKNESS = 24.00 INCHES POROSITY = 0.4270 VOL/VOL FIELD CAPACITY = 0.4180 VOL/VOL WILTING POINT = 0.3670 VOL/VOL INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC GENERAL DESIGN AND EVAPORATIVE ZONE DATA ---------------------------------------- Page 3 OUTDATA.OUT NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT SOIL DATA BASE USING SOIL TEXTURE #18 WITH BARE GROUND CONDITIONS, A SURFACE SLOPE OF 2A AND A SLOPE LENGTH OF 150. FEET. SCS RUNOFF CURVE NUMBER = 80.60 FRACTION OF AREA ALLOWING RUNOFF = 0.0 PERCENT AREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRES EVAPORATIVE ZONE DEPTH = 12.0 INCHES INITIAL WATER IN EVAPORATIVE ZONE = 2.903 INCHES UPPER LIMIT OF EVAPORATIVE STORAGE = 8.052 INCHES LOWER LIMIT OF EVAPORATIVE STORAGE = 0.924 INCHES INITIAL SNOW WATER = 0.000 INCHES INITIAL WATER IN LAYER MATERIALS = 55.827 INCHES TOTAL INITIAL WATER = 55.827 INCHES TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR EVAPOTRANSPIRATION AND WEATHER DATA ----------------------------------- NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM CHARLOTTE NORTH CAROLINA STATION LATITUDE = 35.47 DEGREES MAXIMUM LEAF AREA INDEX = 2.00 START OF GROWING SEASON (JULIAN DATE) = 83 END OF GROWING SEASON (JULIAN DATE) = 312 EVAPORATIVE ZONE DEPTH = 12.0 INCHES AVERAGE ANNUAL WIND SPEED = 7.50 MPH AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 64.00 AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY PRECIPITATION (INCHES) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------------------------------------------ 4.66 3.60 4.61 2.94 3.44 4.56 Page 4 OUTDATA.OUT 5.26 4.41 4.25 3.66 3.10 3.28 NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC -------------- 41.60 45.10 ------- 52.70 ------- 60.90 -------------- 69.10 76.40 80.30 78.70 72.90 61.70 53.10 44.50 NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA AND STATION LATITUDE = 35.47 DEGREES RUNOFF 0.000 0.000 0.00 EVAPOTRANSPIRATION 35.228 127878.531 70.75 DRAINAGE COLLECTED FROM LAYER 4 12.6401 45883.590 25.39 PERC./LEAKAGE THROUGH LAYER 6 0.000020 0.073 0.00 AVG. HEAD ON TOP OF LAYER 5 0.0388 CHANGE IN WATER STORAGE 1.922 6975.548 3.86 SOIL WATER AT START OF YEAR 54.800 198922.984 SOIL WATER AT END OF YEAR 56.721 205898.531 SNOW WATER AT START OF YEAR 0.000 0.000 0.00 SNOW WATER AT END OF YEAR 0.000 0.000 0.00 ANNUAL WATER BUDGET BALANCE 0.0000 -0.049 0.00 Page 5 OUTDATA.OUT ******************************************************************************* AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------------------------------------------ PRECIPITATION TOTALS 4.11 3.57 4.88 2.59 3.66 5.89 5.19 4.28 3.93 5.10 1.80 3.15 STD. DEVIATIONS 2.93 1.58 1.47 1.64 2.27 1.45 1.82 3.41 1.42 2.71 1.51 1.66 RUNOFF TOTALS 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 STD. DEVIATIONS 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EVAPOTRANSPIRATION TOTALS 1.551 2.104 3.216 3.284 3.917 4.181 5.442 3.266 3.182 1.835 1.392 1.166 STD. DEVIATIONS 0.262 0.137 0.152 0.902 1.781 1.262 1.555 1.811 1.506 0.273 0.129 0.138 LATERAL DRAINAGE COLLECTED FROM LAYER 4 ---------------------------------------- TOTALS 1.3787 1.6064 2.1222 1.4913 0.6874 0.4958 0.4665 0.7272 0.6882 0.6256 1.7404 1.4021 STD. DEVIATIONS 0.8037 1.4461 2.1903 0.5689 0.8847 0.8297 0.5219 0.7506 1.0155 0.6398 1.7720 0.6498 PERCOLATION/LEAKAGE THROUGH LAYER 6 ------------------------------------ TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Page 6 OUTDATA.OUT ------------------------------------------------------------------------------- AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES) ------------------------------------------------------------------------------- DAILY AVERAGE HEAD ON TOP OF LAYER 5 ------------------------------------- AVERAGES 0.0502 0.2157 0.6824 0.0561 0.0250 0.0187 0.0170 0.0265 0.0259 0.0228 0.0655 0.0511 STD. DEVIATIONS 0.0293 0.2966 1.4282 0.0214 0.0322 0.0312 0.0190 0.0273 0.0382 0.0233 0.0667 0.0237 ******************************************************************************* ******************************************************************************* AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- INCHES CU. FEET PERCENT PRECIPITATION ------------------- 48.15 ( 6.248) ------------- 174770.0 --------- 100.00 RUNOFF 0.000 ( 0.0000) 0.00 0.000 EVAPOTRANSPIRATION 34.535 ( 1.0673) 125363.53 71.731 LATERAL DRAINAGE COLLECTED 13.43171 ( 6.08448) 48757.113 27.89788 FROM LAYER 4 PERCOLATION/LEAKAGE THROUGH 0.00004 ( 0.00005) 0.149 0.00009 LAYER 6 AVERAGE HEAD ON TOP 0.105 ( 0.146) OF LAYER 5 CHANGE IN WATER STORAGE 0.179 ( 1.8614) 649.16 0.371 ******************************************************************************* T ****************************************************************************** Page 7 OUTDATA.OUT PEAK DAILY VALUES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------ (INCHES) (CU. FT.) ---------- ------------- PRECIPITATION 2.64 9583.200 RUNOFF 0.000 0.0000 DRAINAGE COLLECTED FROM LAYER 4 0.22244 807.45221 PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000007 0.02386 AVERAGE HEAD ON TOP OF LAYER 5 7.403 MAXIMUM HEAD ON TOP OF LAYER 5 9.944 LOCATION OF MAXIMUM HEAD IN LAYER 4 (DISTANCE FROM DRAIN) 49.2 FEET SNOW WATER 2.40 8695.3516 MAXIMUM VEG. SOIL WATER (VOL/VOL) MINIMUM VEG. SOIL WATER (VOL/VOL) *** Maximum heads are computed using McEnroe's equations. *** Reference: Maximum Saturated Depth over Landfill Liner by Bruce M. McEnroe, University of Kansas ASCE Journal of Environmental Engineering Vol. 119, No. 2, March 1993, pp. 262-270. ****************************************************************************** T ****************************************************************************** FINAL WATER STORAGE AT END OF YEAR 5 ---------------------------------------------------------------------- LAYER (INCHES) (VOL/VOL) ----- -------- --------- Page 8 OUTDATA.OUT 1 1.5262 0.2544 2 36.6936 0.3058 3 8.1453 0.3394 4 0.1083 0.4331 5 0.0000 0.0000 6 10.2480 0.4270 SNOW WATER 0.000 ****************************************************************************** ****************************************************************************** Page 9 10' WASTE - ACTIVE CONDITION ALTERNATE BOTTOM LINER OUTDATA.OUT T ****************************************************************************** ****************************************************************************** ** ** ** ** ** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE ** ** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) ** ** DEVELOPED BY ENVIRONMENTAL LABORATORY ** ** USAE WATERWAYS EXPERIMENT STATION ** ** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY ** ** ** ** ** ****************************************************************************** ****************************************************************************** PRECIPITATION DATA FILE: \DATA4.D4 TEMPERATURE DATA FILE: \DATA7.D7 SOLAR RADIATION DATA FILE: \DATA13.D13 EVAPOTRANSPIRATION DATA: \DATA11.D11 SOIL AND DESIGN DATA FILE: \DATA10.D10 OUTPUT DATA FILE: \OUTDATA.OUT TIME: 17: 2 DATE: 11/ 6/2018 ****************************************************************************** TITLE: ANSON LANDFILL PHASE 5 ****************************************************************************** NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM. LAYER 1 TYPE 1 - VERTICAL PERCOLATION LAYER Page 1 OUTDATA.OUT MATERIAL TEXTURE NUMBER 18 THICKNESS = 6.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2043 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00 FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE. LAYER 2 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 18 THICKNESS = 120.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3088 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC LAYER 3 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 9 THICKNESS = 24.00 INCHES POROSITY = 0.5010 VOL/VOL FIELD CAPACITY = 0.2840 VOL/VOL WILTING POINT = 0.1350 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3033 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC wi\9:l:�A! TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 0 Page 2 OUTDATA.OUT THICKNESS = 0.25 INCHES POROSITY = 0.8500 VOL/VOL FIELD CAPACITY = 0.0100 VOL/VOL WILTING POINT = 0.0050 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0943 VOL/VOL EFFECTIVE SAT. HYD. COND. = 1.17200005000 CM/SEC SLOPE = 2.00 PERCENT DRAINAGE LENGTH = 150.0 FEET LAYER 5 TYPE 4 - FLEXIBLE MEMBRANE LINER MATERIAL TEXTURE NUMBER 35 THICKNESS = 0.06 INCHES POROSITY = 0.0000 VOL/VOL FIELD CAPACITY = 0.0000 VOL/VOL WILTING POINT = 0.0000 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SEC FML PINHOLE DENSITY = 1.00 HOLES/ACRE FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE FML PLACEMENT QUALITY = 3 - GOOD LAYER 6 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 0 THICKNESS = 0.50 INCHES POROSITY = 0.7500 VOL/VOL FIELD CAPACITY = 0.7470 VOL/VOL WILTING POINT = 0.4000 VOL/VOL INITIAL SOIL WATER CONTENT = 0.7470 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.499999997000E-08 CM/SEC LAYER 7 Page 3 OUTDATA.OUT TYPE 3 - BARRIER SOIL LINER MATERIAL TEXTURE NUMBER 0 THICKNESS = 18.00 INCHES POROSITY = 0.4270 VOL/VOL FIELD CAPACITY = 0.4180 VOL/VOL WILTING POINT = 0.3670 VOL/VOL INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.149999996000E-04 CM/SEC GENERAL DESIGN AND EVAPORATIVE ZONE DATA ---------------------------------------- NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT SOIL DATA BASE USING SOIL TEXTURE #18 WITH BARE GROUND CONDITIONS, A SURFACE SLOPE OF 2A AND A SLOPE LENGTH OF 150. FEET. SCS RUNOFF CURVE NUMBER = 80.60 FRACTION OF AREA ALLOWING RUNOFF = 0.0 PERCENT AREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRES EVAPORATIVE ZONE DEPTH = 12.0 INCHES INITIAL WATER IN EVAPORATIVE ZONE = 2.903 INCHES UPPER LIMIT OF EVAPORATIVE STORAGE = 8.052 INCHES LOWER LIMIT OF EVAPORATIVE STORAGE = 0.924 INCHES INITIAL SNOW WATER = 0.000 INCHES INITIAL WATER IN LAYER MATERIALS = 53.639 INCHES TOTAL INITIAL WATER = 53.639 INCHES TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR EVAPOTRANSPIRATION AND WEATHER DATA ----------------------------------- NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM CHARLOTTE NORTH CAROLINA STATION LATITUDE = 35.47 DEGREES MAXIMUM LEAF AREA INDEX = 2.00 START OF GROWING SEASON (JULIAN DATE) = 83 END OF GROWING SEASON (JULIAN DATE) = 312 EVAPORATIVE ZONE DEPTH = 12.0 INCHES AVERAGE ANNUAL WIND SPEED = 7.50 MPH Page 4 OUTDATA.OUT AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 64.00 AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY PRECIPITATION (INCHES) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------- 4.66 ------- 3.60 ------- 4.61 ------- 2.94 ------- 3.44 ------- 4.56 5.26 4.41 4.25 3.66 3.10 3.28 NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------------------------------------------ 41.60 45.10 52.70 60.90 69.10 76.40 80.30 78.70 72.90 61.70 53.10 44.50 NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA AND STATION LATITUDE = 35.47 DEGREES ******************************************************************************* AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------------------------------------------ PRECIPITATION ------------- TOTALS 4.11 3.57 4.88 2.59 3.66 5.89 Page 5 OUTDATA.OUT 5.19 4.28 3.93 5.10 1.80 3.15 STD. DEVIATIONS 2.93 1.58 1.47 1.64 2.27 1.45 1.82 3.41 1.42 2.71 1.51 1.66 RUNOFF TOTALS 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 STD. DEVIATIONS 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EVAPOTRANSPIRATION TOTALS 1.551 2.104 3.216 3.284 3.917 4.181 5.442 3.266 3.182 1.835 1.392 1.166 STD. DEVIATIONS 0.262 0.137 0.152 0.902 1.781 1.262 1.555 1.811 1.506 0.273 0.129 0.138 LATERAL DRAINAGE COLLECTED FROM LAYER 4 ---------------------------------------- TOTALS 1.3787 1.6064 2.1222 1.4913 0.6875 0.4958 0.4665 0.7272 0.6882 0.6256 1.7404 1.4021 STD. DEVIATIONS 0.8037 1.4461 2.1903 0.5689 0.8847 0.8297 0.5219 0.7506 1.0155 0.6398 1.7720 0.6498 PERCOLATION/LEAKAGE THROUGH LAYER 5 ------------------------------------ TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 PERCOLATION/LEAKAGE THROUGH LAYER 7 ------------------------------------ TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ------------------------------------------------------------------------------- AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES) Page 6 OUTDATA.OUT ------------------------------------------------------------------------------- DAILY AVERAGE HEAD ON TOP OF LAYER 5 ------------------------------------- AVERAGES 0.0502 0.2157 0.6824 0.0561 0.0250 0.0187 0.0170 0.0265 0.0259 0.0228 0.0655 0.0511 STD. DEVIATIONS 0.0293 0.2966 1.4282 0.0214 0.0322 0.0312 0.0190 0.0273 0.0382 0.0233 0.0667 0.0237 DAILY AVERAGE HEAD ON TOP OF LAYER 7 ------------------------------------- AVERAGES 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- INCHES CU. FEET PERCENT PRECIPITATION ------------------- 48.15 ( 6.248) ------------- 174770.0 --------- 100.00 RUNOFF 0.000 ( 0.0000) 0.00 0.000 EVAPOTRANSPIRATION 34.535 ( 1.0673) 125363.53 71.731 LATERAL DRAINAGE COLLECTED 13.43174 ( 6.08451) 48757.234 27.89795 FROM LAYER 4 PERCOLATION/LEAKAGE THROUGH LAYER 5 AVERAGE HEAD ON TOP OF LAYER 5 PERCOLATION/LEAKAGE THROUGH LAYER 7 0.105 ( 0.146) AVERAGE HEAD ON TOP 0.000 ( 0.000) Page 7 [aXcZIi Bxsi.lcl*A c c� c c.co OUTDATA.OUT OF LAYER 7 CHANGE IN WATER STORAGE 0.179 ( 1.8614) 649.16 0.371 ******************************************************************************* T ****************************************************************************** PEAK DAILY VALUES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------ (INCHES) ---------- (CU. FT.) ------------- PRECIPITATION 2.64 9583.200 RUNOFF 0.000 0.0000 DRAINAGE COLLECTED FROM LAYER 4 0.22244 807.45233 PERCOLATION/LEAKAGE THROUGH LAYER 5 0.000002 0.00782 AVERAGE HEAD ON TOP OF LAYER 5 7.403 MAXIMUM HEAD ON TOP OF LAYER 5 9.944 LOCATION OF MAXIMUM HEAD IN LAYER 4 (DISTANCE FROM DRAIN) 49.2 FEET PERCOLATION/LEAKAGE THROUGH LAYER 7 0.000002 0.00782 AVERAGE HEAD ON TOP OF LAYER 7 0.000 SNOW WATER 2.40 8695.3516 MAXIMUM VEG. SOIL WATER (VOL/VOL) MINIMUM VEG. SOIL WATER (VOL/VOL) r 1011fflw *** Maximum heads are computed using McEnroe's equations. *** Reference: Maximum Saturated Depth over Landfill Liner by Bruce M. McEnroe, University of Kansas ASCE Journal of Environmental Engineering Vol. 119, No. 2, March 1993, pp. 262-270. Page 8 OUTDATA.OUT ****************************************************************************** T ****************************************************************************** FINAL WATER STORAGE AT END OF YEAR 5 LAYER (INCHES) (VOL/VOL) ----- 1 -------- 1.5262 --------- 0.2544 2 36.6936 0.3058 3 8.1453 0.3394 4 0.1083 0.4331 5 0.0000 0.0000 6 0.3735 0.7470 7 7.6860 0.4270 SNOW WATER 0.000 ****************************************************************************** ****************************************************************************** Page 9 90' WASTE - INTERMEDIATE CONDITION STANDARD BOTTOM LINER OUTDATA.OUT T ****************************************************************************** ****************************************************************************** ** ** ** ** ** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE ** ** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) ** ** DEVELOPED BY ENVIRONMENTAL LABORATORY ** ** USAE WATERWAYS EXPERIMENT STATION ** ** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY ** ** ** ** ** ****************************************************************************** ****************************************************************************** PRECIPITATION DATA FILE: \DATA4.D4 TEMPERATURE DATA FILE: \DATA7.D7 SOLAR RADIATION DATA FILE: \DATA13.D13 EVAPOTRANSPIRATION DATA: \DATA11.D11 SOIL AND DESIGN DATA FILE: \DATA10.D10 OUTPUT DATA FILE: \OUTDATA.OUT TIME: 16:47 DATE: 10/25/2018 ****************************************************************************** TITLE: ANSON LANDFILL PHASE 5 ****************************************************************************** NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM. LAYER 1 TYPE 1 - VERTICAL PERCOLATION LAYER Page 1 OUTDATA.OUT MATERIAL TEXTURE NUMBER 18 THICKNESS = 6.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2042 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00 FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE. LAYER 2 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 18 THICKNESS = 1080.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2939 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC LAYER 3 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 9 THICKNESS = 24.00 INCHES POROSITY = 0.5010 VOL/VOL FIELD CAPACITY = 0.2840 VOL/VOL WILTING POINT = 0.1350 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3012 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC wi\9:l:�A! TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 0 Page 2 OUTDATA.OUT THICKNESS = 0.25 INCHES POROSITY = 0.8500 VOL/VOL FIELD CAPACITY = 0.0100 VOL/VOL WILTING POINT = 0.0050 VOL/VOL INITIAL SOIL WATER CONTENT = 0.1322 VOL/VOL EFFECTIVE SAT. HYD. COND. = 1.03999996000 CM/SEC SLOPE = 2.00 PERCENT DRAINAGE LENGTH = 150.0 FEET LAYER 5 TYPE 4 - FLEXIBLE MEMBRANE LINER MATERIAL TEXTURE NUMBER 35 THICKNESS = 0.06 INCHES POROSITY = 0.0000 VOL/VOL FIELD CAPACITY = 0.0000 VOL/VOL WILTING POINT = 0.0000 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SEC FML PINHOLE DENSITY = 1.00 HOLES/ACRE FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE FML PLACEMENT QUALITY = 3 - GOOD LAYER 6 TYPE 3 - BARRIER SOIL LINER MATERIAL TEXTURE NUMBER 16 THICKNESS = 24.00 INCHES POROSITY = 0.4270 VOL/VOL FIELD CAPACITY = 0.4180 VOL/VOL WILTING POINT = 0.3670 VOL/VOL INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC GENERAL DESIGN AND EVAPORATIVE ZONE DATA ---------------------------------------- Page 3 OUTDATA.OUT NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT SOIL DATA BASE USING SOIL TEXTURE #18 WITH BARE GROUND CONDITIONS, A SURFACE SLOPE OF 2A AND A SLOPE LENGTH OF 150. FEET. SCS RUNOFF CURVE NUMBER = 80.60 FRACTION OF AREA ALLOWING RUNOFF = 25.0 PERCENT AREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRES EVAPORATIVE ZONE DEPTH = 12.0 INCHES INITIAL WATER IN EVAPORATIVE ZONE = 2.903 INCHES UPPER LIMIT OF EVAPORATIVE STORAGE = 8.052 INCHES LOWER LIMIT OF EVAPORATIVE STORAGE = 0.924 INCHES INITIAL SNOW WATER = 0.000 INCHES INITIAL WATER IN LAYER MATERIALS = 336.173 INCHES TOTAL INITIAL WATER = 336.173 INCHES TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR EVAPOTRANSPIRATION AND WEATHER DATA ----------------------------------- NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM CHARLOTTE NORTH CAROLINA STATION LATITUDE = 35.47 DEGREES MAXIMUM LEAF AREA INDEX = 2.00 START OF GROWING SEASON (JULIAN DATE) = 83 END OF GROWING SEASON (JULIAN DATE) = 312 EVAPORATIVE ZONE DEPTH = 12.0 INCHES AVERAGE ANNUAL WIND SPEED = 7.50 MPH AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 64.00 AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY PRECIPITATION (INCHES) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------------------------------------------ 4.66 3.60 4.61 2.94 3.44 4.56 Page 4 OUTDATA.OUT 5.26 4.41 4.25 3.66 3.10 3.28 NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC -------------- 41.60 45.10 ------- 52.70 ------- 60.90 -------------- 69.10 76.40 80.30 78.70 72.90 61.70 53.10 44.50 NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA AND STATION LATITUDE = 35.47 DEGREES ******************************************************************************* AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------------------------------------------ PRECIPITATION TOTALS 4.11 3.57 4.88 2.59 3.66 5.89 5.19 4.28 3.93 5.10 1.80 3.15 STD. DEVIATIONS 2.93 1.58 1.47 1.64 2.27 1.45 1.82 3.41 1.42 2.71 1.51 1.66 RUNOFF TOTALS 0.017 0.000 0.015 0.000 0.007 0.018 0.003 0.009 0.029 0.040 0.000 0.002 STD. DEVIATIONS 0.023 0.000 0.030 0.000 0.015 0.024 0.004 0.018 0.029 0.042 0.001 0.002 EVAPOTRANSPIRATION ------------------ TOTALS 1.551 2.104 3.216 3.279 3.927 4.176 Page 5 OUTDATA.OUT 5.446 3.266 3.182 1.845 1.392 1.166 STD. DEVIATIONS 0.262 0.137 0.152 0.895 1.786 1.263 1.550 1.811 1.509 0.267 0.129 0.137 LATERAL DRAINAGE COLLECTED FROM LAYER 4 ---------------------------------------- TOTALS 1.3108 0.9122 1.4133 1.9082 1.7298 0.7210 0.4009 0.8145 0.4617 0.7437 0.8659 1.8578 STD. DEVIATIONS 0.2992 0.5622 0.9336 1.0305 1.1966 0.7901 0.5581 0.8309 0.7897 0.9300 0.7190 1.0280 PERCOLATION/LEAKAGE THROUGH LAYER 6 ------------------------------------ TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ------------------------------------------------------------------------------- AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES) ------------------------------------------------------------------------------- DAILY AVERAGE HEAD ON TOP OF LAYER 5 ------------------------------------- AVERAGES 0.0538 0.0412 0.0580 0.0809 0.0710 0.0306 0.0165 0.0334 0.0196 0.0305 0.0367 0.0763 STD. DEVIATIONS 0.0123 0.0257 0.0383 0.0437 0.0491 0.0335 0.0229 0.0341 0.0335 0.0382 0.0305 0.0422 AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- INCHES CU. FEET PERCENT ------------------- ------------- --------- PRECIPITATION 48.15 ( 6.248) 174770.0 100.00 RUNOFF 0.140 ( 0.0923) 508.64 0.291 Page 6 W9e1all 9:7_1►1.124:fil0to] LATERAL DRAINAGE COLLECTED FROM LAYER 4 PERCOLATION/LEAKAGE THROUGH LAYER 6 AVERAGE HEAD ON TOP OF LAYER 5 OUTDATA.OUT 34.549 ( 1.0774) 13.13985 ( 5.77068) 125414.27 71.760 47697.660 27.29168 CHANGE IN WATER STORAGE 0.317 ( 1.5943) 1149.31 0.658 ******************************************************************************* T ****************************************************************************** PEAK DAILY VALUES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------ (INCHES) ---------- (CU. FT.) ------------- PRECIPITATION 2.64 9583.200 RUNOFF 0.062 223.7073 DRAINAGE COLLECTED FROM LAYER 4 0.14354 521.04431 PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00080 AVERAGE HEAD ON TOP OF LAYER 5 0.183 MAXIMUM HEAD ON TOP OF LAYER 5 0.352 LOCATION OF MAXIMUM HEAD IN LAYER 4 (DISTANCE FROM DRAIN) 5.5 FEET SNOW WATER 2.40 8695.3516 MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.3993 MINIMUM VEG. SOIL WATER (VOL/VOL) 0.0770 Page 7 OUTDATA.OUT *** Maximum heads are computed using McEnroe's equations. *** Reference: Maximum Saturated Depth over Landfill Liner by Bruce M. McEnroe, University of Kansas ASCE Journal of Environmental Engineering Vol. 119, No. 2, March 1993, pp. 262-270. ****************************************************************************** T ****************************************************************************** FINAL WATER STORAGE AT END OF YEAR 5 ---------------------------------------------------------------------- LAYER (INCHES) (VOL/VOL) ---------------------- 1 1.5263 0.2544 2 317.6595 0.2941 3 8.2380 0.3433 4 0.0841 0.3364 cote o ccot 6 10.2480 0.4270 SNOW WATER 0.000 ****************************************************************************** ****************************************************************************** Page 8 90' WASTE - INTERMEDIATE CONDITION ALTERNATE BOTTOM LINER OUTDATA.OUT T ****************************************************************************** ****************************************************************************** ** ** ** ** ** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE ** ** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) ** ** DEVELOPED BY ENVIRONMENTAL LABORATORY ** ** USAE WATERWAYS EXPERIMENT STATION ** ** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY ** ** ** ** ** ****************************************************************************** ****************************************************************************** PRECIPITATION DATA FILE: \DATA4.D4 TEMPERATURE DATA FILE: \DATA7.D7 SOLAR RADIATION DATA FILE: \DATA13.D13 EVAPOTRANSPIRATION DATA: \DATA11.D11 SOIL AND DESIGN DATA FILE: \DATA10.D10 OUTPUT DATA FILE: \OUTDATA.OUT TIME: 17:25 DATE: 8/30/2018 ****************************************************************************** TITLE: ANSON LANDFILL PHASE 5 ****************************************************************************** NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM. LAYER 1 TYPE 1 - VERTICAL PERCOLATION LAYER Page 1 OUTDATA.OUT MATERIAL TEXTURE NUMBER 18 THICKNESS = 6.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2042 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00 FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE. LAYER 2 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 18 THICKNESS = 1080.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2939 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC LAYER 3 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 9 THICKNESS = 24.00 INCHES POROSITY = 0.5010 VOL/VOL FIELD CAPACITY = 0.2840 VOL/VOL WILTING POINT = 0.1350 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3012 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC wi\9:l:�A! TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 0 Page 2 OUTDATA.OUT THICKNESS = 0.25 INCHES POROSITY = 0.8500 VOL/VOL FIELD CAPACITY = 0.0100 VOL/VOL WILTING POINT = 0.0050 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0864 VOL/VOL EFFECTIVE SAT. HYD. COND. = 1.75000000000 CM/SEC SLOPE = 2.00 PERCENT DRAINAGE LENGTH = 150.0 FEET LAYER 5 TYPE 4 - FLEXIBLE MEMBRANE LINER MATERIAL TEXTURE NUMBER 35 THICKNESS = 0.06 INCHES POROSITY = 0.0000 VOL/VOL FIELD CAPACITY = 0.0000 VOL/VOL WILTING POINT = 0.0000 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SEC FML PINHOLE DENSITY = 1.00 HOLES/ACRE FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE FML PLACEMENT QUALITY = 3 - GOOD LAYER 6 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 0 THICKNESS = 0.50 INCHES POROSITY = 0.7500 VOL/VOL FIELD CAPACITY = 0.7470 VOL/VOL WILTING POINT = 0.4000 VOL/VOL INITIAL SOIL WATER CONTENT = 0.7470 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.499999997000E-08 CM/SEC LAYER 7 Page 3 OUTDATA.OUT TYPE 3 - BARRIER SOIL LINER MATERIAL TEXTURE NUMBER 0 THICKNESS = 18.00 INCHES POROSITY = 0.4270 VOL/VOL FIELD CAPACITY = 0.4180 VOL/VOL WILTING POINT = 0.3670 VOL/VOL INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.149999996000E-04 CM/SEC GENERAL DESIGN AND EVAPORATIVE ZONE DATA ---------------------------------------- NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT SOIL DATA BASE USING SOIL TEXTURE #18 WITH BARE GROUND CONDITIONS, A SURFACE SLOPE OF 2A AND A SLOPE LENGTH OF 150. FEET. SCS RUNOFF CURVE NUMBER = 80.60 FRACTION OF AREA ALLOWING RUNOFF = 25.0 PERCENT AREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRES EVAPORATIVE ZONE DEPTH = 12.0 INCHES INITIAL WATER IN EVAPORATIVE ZONE = 2.903 INCHES UPPER LIMIT OF EVAPORATIVE STORAGE = 8.052 INCHES LOWER LIMIT OF EVAPORATIVE STORAGE = 0.924 INCHES INITIAL SNOW WATER = 0.000 INCHES INITIAL WATER IN LAYER MATERIALS = 333.973 INCHES TOTAL INITIAL WATER = 333.973 INCHES TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR EVAPOTRANSPIRATION AND WEATHER DATA ----------------------------------- NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM CHARLOTTE NORTH CAROLINA STATION LATITUDE = 35.47 DEGREES MAXIMUM LEAF AREA INDEX = 2.00 START OF GROWING SEASON (JULIAN DATE) = 83 END OF GROWING SEASON (JULIAN DATE) = 312 EVAPORATIVE ZONE DEPTH = 12.0 INCHES AVERAGE ANNUAL WIND SPEED = 7.50 MPH Page 4 OUTDATA.OUT AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 64.00 AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY PRECIPITATION (INCHES) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------- 4.66 ------- 3.60 ------- 4.61 ------- 2.94 ------- 3.44 ------- 4.56 5.26 4.41 4.25 3.66 3.10 3.28 NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------------------------------------------ 41.60 45.10 52.70 60.90 69.10 76.40 80.30 78.70 72.90 61.70 53.10 44.50 NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA AND STATION LATITUDE = 35.47 DEGREES AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------------------------------------------ PRECIPITATION ------------- TOTALS 4.11 3.57 4.88 2.59 3.66 5.89 5.19 4.28 3.93 5.10 1.80 3.15 Page 5 OUTDATA.OUT STD. DEVIATIONS 2.93 1.58 1.47 1.64 2.27 1.45 1.82 3.41 1.42 2.71 1.51 1.66 Z�09 .1 TOTALS 0.017 0.000 0.015 0.000 0.007 0.018 0.003 0.009 0.029 0.040 0.000 0.002 STD. DEVIATIONS 0.023 0.000 0.030 0.000 0.015 0.024 0.004 0.018 0.029 0.042 0.001 0.002 EVAPOTRANSPIRATION TOTALS 1.551 2.104 3.216 3.279 3.927 4.176 5.446 3.266 3.182 1.845 1.392 1.166 STD. DEVIATIONS 0.262 0.137 0.152 0.895 1.786 1.263 1.550 1.811 1.509 0.267 0.129 0.137 LATERAL DRAINAGE COLLECTED FROM LAYER 4 ---------------------------------------- TOTALS 1.3071 0.9064 1.4212 1.9129 1.7179 0.7137 0.4074 0.8102 0.4631 0.7360 0.8797 1.8661 STD. DEVIATIONS 0.3039 0.5718 0.9322 1.0355 1.1976 0.7955 0.5538 0.8299 0.7821 0.9186 0.7359 1.0324 PERCOLATION/LEAKAGE THROUGH LAYER 5 ------------------------------------ TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 PERCOLATION/LEAKAGE THROUGH LAYER 7 ------------------------------------ TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ------------------------------------------------------------------------------- AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES) ------------------------------------------------------------------------------- Page 6 OUTDATA.OUT DAILY AVERAGE HEAD ON TOP OF LAYER 5 ------------------------------------- AVERAGES 0.0319 0.0244 0.0347 0.0482 0.0419 0.0180 0.0099 0.0198 0.0117 0.0180 0.0222 0.0455 STD. DEVIATIONS 0.0074 0.0155 0.0227 0.0261 0.0292 0.0201 0.0135 0.0202 0.0197 0.0224 0.0186 0.0252 DAILY AVERAGE HEAD ON TOP OF LAYER 7 ------------------------------------- AVERAGES 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ******************************************************************************* ******************************************************************************* AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- INCHES CU. FEET PERCENT PRECIPITATION ------------------- 48.15 ( 6.248) ------------- 174770.0 --------- 100.00 RUNOFF 0.140 ( 0.0923) 508.64 0.291 EVAPOTRANSPIRATION 34.549 ( 1.0774) 125414.27 71.760 LATERAL DRAINAGE COLLECTED 13.14170 ( 5.77929) 47704.367 27.29552 FROM LAYER 4 PERCOLATION/LEAKAGE THROUGH LAYER 5 AVERAGE HEAD ON TOP OF LAYER 5 PERCOLATION/LEAKAGE THROUGH LAYER 7 AVERAGE HEAD ON TOP OF LAYER 7 G GGGGG G GGGGG 0.027 ( 0.012) G .GGG. G GGGGG Page 7 OUTDATA.OUT CHANGE IN WATER STORAGE 0.315 ( 1.6062) 1142.66 0.654 ******************************************************************************* T ****************************************************************************** PEAK DAILY VALUES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------ (INCHES) ---------- (CU. FT.) ------------- PRECIPITATION 2.64 9583.200 RUNOFF 0.062 223.7073 DRAINAGE COLLECTED FROM LAYER 4 0.15427 559.99432 PERCOLATION/LEAKAGE THROUGH LAYER 5 0.000000 0.00010 AVERAGE HEAD ON TOP OF LAYER 5 0.117 MAXIMUM HEAD ON TOP OF LAYER 5 0.227 LOCATION OF MAXIMUM HEAD IN LAYER 4 (DISTANCE FROM DRAIN) 3.9 FEET PERCOLATION/LEAKAGE THROUGH LAYER 7 0.000000 0.00010 AVERAGE HEAD ON TOP OF LAYER 7 0.000 SNOW WATER 2.40 8695.3516 MAXIMUM VEG. SOIL WATER (VOL/VOL) MINIMUM VEG. SOIL WATER (VOL/VOL) 0.3993 *** Maximum heads are computed using McEnroe's equations. *** Reference: Maximum Saturated Depth over Landfill Liner by Bruce M. McEnroe, University of Kansas ASCE Journal of Environmental Engineering Vol. 119, No. 2, March 1993, pp. 262-270. Page 8 OUTDATA.OUT ****************************************************************************** T ****************************************************************************** FINAL WATER STORAGE AT END OF YEAR 5 ---------------------------------------------------------------------- LAYER (INCHES) (VOL/VOL) ----- 1 -------- 1.5263 --------- 0.2544 2 317.6595 0.2941 3 8.2380 0.3433 4 0.0635 0.2540 5 0.0000 0.0000 6 0.3735 0.7470 7 7.6860 0.4270 SNOW WATER 0.000 ****************************************************************************** ****************************************************************************** Page 9 250' WASTE - INTERMEDIATE CONDITION STANDARD BOTTOM LINER OUTDATA.OUT T ****************************************************************************** ****************************************************************************** ** ** ** ** ** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE ** ** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) ** ** DEVELOPED BY ENVIRONMENTAL LABORATORY ** ** USAE WATERWAYS EXPERIMENT STATION ** ** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY ** ** ** ** ** ****************************************************************************** ****************************************************************************** PRECIPITATION DATA FILE: \DATA4.D4 TEMPERATURE DATA FILE: \DATA7.D7 SOLAR RADIATION DATA FILE: \DATA13.D13 EVAPOTRANSPIRATION DATA: \DATA11.D11 SOIL AND DESIGN DATA FILE: \DATA10.D10 OUTPUT DATA FILE: \OUTDATA.OUT TIME: 7:53 DATE: 8/31/2018 ****************************************************************************** TITLE: ANSON LANDFILL PHASE 5 ****************************************************************************** NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM. LAYER 1 TYPE 1 - VERTICAL PERCOLATION LAYER Page 1 OUTDATA.OUT MATERIAL TEXTURE NUMBER 23 THICKNESS = 12.00 INCHES POROSITY = 0.4610 VOL/VOL FIELD CAPACITY = 0.3600 VOL/VOL WILTING POINT = 0.2030 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3348 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.900000032000E-05 CM/SEC NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00 FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE. LAYER 2 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 18 THICKNESS = 3000.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2920 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC LAYER 3 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 9 THICKNESS = 24.00 INCHES POROSITY = 0.5010 VOL/VOL FIELD CAPACITY = 0.2840 VOL/VOL WILTING POINT = 0.1350 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2859 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC wi\9:l:�A! TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 0 Page 2 OUTDATA.OUT THICKNESS = 0.25 INCHES POROSITY = 0.8500 VOL/VOL FIELD CAPACITY = 0.0100 VOL/VOL WILTING POINT = 0.0050 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0161 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.409999996000 CM/SEC SLOPE = 2.00 PERCENT DRAINAGE LENGTH = 150.0 FEET LAYER 5 TYPE 4 - FLEXIBLE MEMBRANE LINER MATERIAL TEXTURE NUMBER 35 THICKNESS = 0.06 INCHES POROSITY = 0.0000 VOL/VOL FIELD CAPACITY = 0.0000 VOL/VOL WILTING POINT = 0.0000 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SEC FML PINHOLE DENSITY = 1.00 HOLES/ACRE FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE FML PLACEMENT QUALITY = 3 - GOOD LAYER 6 TYPE 3 - BARRIER SOIL LINER MATERIAL TEXTURE NUMBER 16 THICKNESS = 24.00 INCHES POROSITY = 0.4270 VOL/VOL FIELD CAPACITY = 0.4180 VOL/VOL WILTING POINT = 0.3670 VOL/VOL INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC GENERAL DESIGN AND EVAPORATIVE ZONE DATA ---------------------------------------- Page 3 OUTDATA.OUT NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT SOIL DATA BASE USING SOIL TEXTURE #23 WITH BARE GROUND CONDITIONS, A SURFACE SLOPE OF 33A AND A SLOPE LENGTH OF 30. FEET. SCS RUNOFF CURVE NUMBER = 97.30 FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENT AREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRES EVAPORATIVE ZONE DEPTH = 12.0 INCHES INITIAL WATER IN EVAPORATIVE ZONE = 4.017 INCHES UPPER LIMIT OF EVAPORATIVE STORAGE = 5.532 INCHES LOWER LIMIT OF EVAPORATIVE STORAGE = 2.436 INCHES INITIAL SNOW WATER = 0.000 INCHES INITIAL WATER IN LAYER MATERIALS = 897.132 INCHES TOTAL INITIAL WATER = 897.132 INCHES TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR EVAPOTRANSPIRATION AND WEATHER DATA ----------------------------------- NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM CHARLOTTE NORTH CAROLINA STATION LATITUDE = 35.47 DEGREES MAXIMUM LEAF AREA INDEX = 2.00 START OF GROWING SEASON (JULIAN DATE) = 83 END OF GROWING SEASON (JULIAN DATE) = 312 EVAPORATIVE ZONE DEPTH = 12.0 INCHES AVERAGE ANNUAL WIND SPEED = 7.50 MPH AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 64.00 AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY PRECIPITATION (INCHES) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------------------------------------------ 4.66 3.60 4.61 2.94 3.44 4.56 Page 4 OUTDATA.OUT 5.26 4.41 4.25 3.66 3.10 3.28 NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT) JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC -------------- 41.60 45.10 ------- 52.70 ------- 60.90 -------------- 69.10 76.40 80.30 78.70 72.90 61.70 53.10 44.50 NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA AND STATION LATITUDE = 35.47 DEGREES ******************************************************************************* AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC ------------------------------------------ PRECIPITATION TOTALS 4.11 3.57 4.88 2.59 3.66 5.89 5.19 4.28 3.93 5.10 1.80 3.15 STD. DEVIATIONS 2.93 1.58 1.47 1.64 2.27 1.45 1.82 3.41 1.42 2.71 1.51 1.66 RUNOFF TOTALS 2.084 1.392 2.139 0.681 1.468 2.601 1.919 1.735 1.975 2.912 0.645 1.320 STD. DEVIATIONS 2.033 0.929 1.127 0.598 1.395 0.701 0.915 1.913 0.917 2.009 0.674 1.005 EVAPOTRANSPIRATION ------------------ TOTALS 1.440 2.014 2.993 2.571 2.596 2.800 Page 5 OUTDATA.OUT 3.786 2.293 1.951 1.393 1.401 1.006 STD. DEVIATIONS 0.276 0.204 0.250 0.990 1.368 0.702 1.293 1.338 0.989 0.625 0.106 0.110 LATERAL DRAINAGE COLLECTED FROM LAYER 4 ---------------------------------------- TOTALS 0.0934 0.2445 0.3819 0.0907 0.0014 0.0003 0.0010 0.0006 0.0000 0.0034 0.0210 0.0007 STD. DEVIATIONS 0.1082 0.4235 0.3807 0.1227 0.0022 0.0003 0.0012 0.0011 0.0000 0.0074 0.0457 0.0005 PERCOLATION/LEAKAGE THROUGH LAYER 6 ------------------------------------ TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ------------------------------------------------------------------------------- AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES) ------------------------------------------------------------------------------- DAILY AVERAGE HEAD ON TOP OF LAYER 5 ------------------------------------- AVERAGES 0.0097 0.0281 0.0398 0.0098 0.0001 0.0000 0.0001 0.0001 0.0000 0.0004 0.0023 0.0001 STD. DEVIATIONS 0.0113 0.0489 0.0396 0.0132 0.0002 0.0000 0.0001 0.0001 0.0000 0.0008 0.0049 0.0001 AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------------- INCHES CU. FEET PERCENT ------------------- ------------- --------- PRECIPITATION 48.15 ( 6.248) 174770.0 100.00 RUNOFF 20.871 ( 4.7759) 75762.86 43.350 Page 6 W9e1all 9:7_1►1.124:fil0to] LATERAL DRAINAGE COLLECTED FROM LAYER 4 PERCOLATION/LEAKAGE THROUGH LAYER 6 AVERAGE HEAD ON TOP OF LAYER 5 OUTDATA.OUT 26.244 ( 1.1909) 0.83896 ( 0.67072) 95266.06 54.509 3045.433 1.74254 CHANGE IN WATER STORAGE 0.192 ( 0.6462) 695.65 0.398 ******************************************************************************* T ****************************************************************************** PEAK DAILY VALUES FOR YEARS 1 THROUGH 5 ------------------------------------------------------------------------ (INCHES) ---------- (CU. FT.) ------------- PRECIPITATION 2.64 9583.200 RUNOFF 1.965 7133.6997 DRAINAGE COLLECTED FROM LAYER 4 0.06732 244.35866 PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00094 AVERAGE HEAD ON TOP OF LAYER 5 0.217 MAXIMUM HEAD ON TOP OF LAYER 5 0.416 LOCATION OF MAXIMUM HEAD IN LAYER 4 (DISTANCE FROM DRAIN) 6.2 FEET SNOW WATER 2.40 8695.3516 MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4201 MINIMUM VEG. SOIL WATER (VOL/VOL) 0.2030 Page 7 OUTDATA.OUT *** Maximum heads are computed using McEnroe's equations. *** Reference: Maximum Saturated Depth over Landfill Liner by Bruce M. McEnroe, University of Kansas ASCE Journal of Environmental Engineering Vol. 119, No. 2, March 1993, pp. 262-270. ****************************************************************************** T ****************************************************************************** FINAL WATER STORAGE AT END OF YEAR 5 ---------------------------------------------------------------------- LAYER (INCHES) (VOL/VOL) ---------------------- 1 4.5814 0.3818 2 876.4203 0.2921 3 6.8369 0.2849 ..30 0.0121 0.0000 c 4 6 10.2480 0.4270 SNOW WATER 0.000 ****************************************************************************** ****************************************************************************** Page 8 250' WASTE - INTERMEDIATE CONDITION ALTERNATE BOTTOM LINER OUTDATA.OUT T ****************************************************************************** ****************************************************************************** ** ** ** ** ** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE ** ** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) ** ** DEVELOPED BY ENVIRONMENTAL LABORATORY ** ** USAE WATERWAYS EXPERIMENT STATION ** ** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY ** ** ** ** ** ****************************************************************************** ****************************************************************************** PRECIPITATION DATA FILE: \DATA4.D4 TEMPERATURE DATA FILE: \DATA7.D7 SOLAR RADIATION DATA FILE: \DATA13.D13 EVAPOTRANSPIRATION DATA: \DATA11.D11 SOIL AND DESIGN DATA FILE: \DATA10.D10 OUTPUT DATA FILE: \OUTDATA.OUT TIME: 8:38 DATE: 8/31/2018 ****************************************************************************** TITLE: ANSON LANDFILL PHASE 5 ****************************************************************************** NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM. LAYER 1 TYPE 1 - VERTICAL PERCOLATION LAYER Page 1 OUTDATA.OUT MATERIAL TEXTURE NUMBER 23 THICKNESS = 12.00 INCHES POROSITY = 0.4610 VOL/VOL FIELD CAPACITY = 0.3600 VOL/VOL WILTING POINT = 0.2030 VOL/VOL INITIAL SOIL WATER CONTENT = 0.3348 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.900000032000E-05 CM/SEC NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00 FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE. LAYER 2 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 18 THICKNESS = 3000.00 INCHES POROSITY = 0.6710 VOL/VOL FIELD CAPACITY = 0.2920 VOL/VOL WILTING POINT = 0.0770 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2920 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02 CM/SEC LAYER 3 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 9 THICKNESS = 24.00 INCHES POROSITY = 0.5010 VOL/VOL FIELD CAPACITY = 0.2840 VOL/VOL WILTING POINT = 0.1350 VOL/VOL INITIAL SOIL WATER CONTENT = 0.2859 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC wi\9:l:�A! TYPE 2 - LATERAL DRAINAGE LAYER MATERIAL TEXTURE NUMBER 0 Page 2 OUTDATA.OUT THICKNESS = 0.25 INCHES POROSITY = 0.8500 VOL/VOL FIELD CAPACITY = 0.0100 VOL/VOL WILTING POINT = 0.0050 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0161 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.409999996000 CM/SEC SLOPE = 2.00 PERCENT DRAINAGE LENGTH = 150.0 FEET LAYER 5 TYPE 4 - FLEXIBLE MEMBRANE LINER MATERIAL TEXTURE NUMBER 35 THICKNESS = 0.06 INCHES POROSITY = 0.0000 VOL/VOL FIELD CAPACITY = 0.0000 VOL/VOL WILTING POINT = 0.0000 VOL/VOL INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SEC FML PINHOLE DENSITY = 1.00 HOLES/ACRE FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE FML PLACEMENT QUALITY = 3 - GOOD LAYER 6 TYPE 1 - VERTICAL PERCOLATION LAYER MATERIAL TEXTURE NUMBER 0 THICKNESS = 0.50 INCHES POROSITY = 0.7500 VOL/VOL FIELD CAPACITY = 0.7470 VOL/VOL WILTING POINT = 0.4000 VOL/VOL INITIAL SOIL WATER CONTENT = 0.7470 VOL/VOL EFFECTIVE SAT. HYD. COND. = 0.499999997000E-08 CM/SEC LAYER 7 Page 3 OUTDATA.OUT TYPE 3 - BARRIER SOIL LINER MATERIAL TEXTURE NUMBER 16 THICKNESS = 24.00 INCHES POROSITY = 0.4270