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Home My WebLink About7407_Pitt_C&DLandfillInc_CDLF_Phase3_Phase4_Permit_DesignHydro_FID1664532_20220414Attachment A Site Study and Design Hydrogeologic Report Site Study and Permit to Construct Application Egg Landfill, Inc. Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B Site Study and Design Hydrogeologic Report COD Landfill, Inc. —Phases3and 4 Greenville, North Carolina Prepared for: COD Landfill, Inc. Greenville, North Carolina March 2022 Prepared by: NCLICAU-1370 (ENGINEERING) SMITH GARDNER 14 N. Boylan Avenue, Raleigh NC 27603 1 919.828.0577 (Zy PRINTED ON 100% RECYCLED PAPER © 2022 Smith Gardner, Inc. This document is intended for the sole use of the client for which it was prepared and for the purpose agreed upon by the client and Smith Gardner, Inc. DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B This page intentionally left blank. DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B Site Study and Design Hydrogeologic Report CAD Landfill, Inc. —Phase 3 and 4 Greenville, North Carolina Prepared For: COD Landfill, Inc. Greenville, North Carolina S+G Project No. EJE-20-2 CAR SEAL 4/13/1022 028426 DocuSigned by: • � #liJ#I�II1�ti* 310* 58C21E64007440... W. Michael Brinchek, P.Ei Senior Engineer CAR o� EN a / E,P.�L 4 1 DocuSigned by: SEAL — 1 22 1369 —B9779EBA711 F488...XWPI Joan A. Smyth, P.G. A. i Vice President, Senior Hydrogeologist '#. ;� March 2022 NCLIC.NO.F-1370 (ENGINEERING) SMITH+GARONER 14 N. Boylan Avenue, Raleigh NC 27603 1919.828.0577 DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B This page intentionally left blank. DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B COD Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina Site Study and Design Hydrogeologic Report Table of Contents Page 1.0 INTRODUCTION........................................................................................................... 1 1.1 Site Development History..........................................................................................1 1.2 Previous Site Studies................................................................................................1 1.2.1 Initial Site Studies.........................................................................................1 2.0 CHARACTERIZATION STUDIES.................................................................................... 2 2.1 Characterization Study..............................................................................................2 2.1.2 Site Information.............................................................................................2 2.1.3 Haul Routes...................................................................................................2 2.1.4 Surrounding Land Use..................................................................................2 2.1.5 Potable Wells................................................................................................3 3.0 SITE LOCATION RESTRICTIONS.................................................................................. 3 3.1 Floodplains................................................................................................................4 3.2 Wetlands (and Streams)............................................................................................4 3.3 Unstable Areas..........................................................................................................4 3.4 Cultural Resources...................................................................................................4 3.5 State Nature and Historic Preserves........................................................................4 3.6 Water Supply Watersheds......................................................................................... 5 3.7 Threatened and Endangered Species.......................................................................5 4.0 LOCAL GOVERNMENT APPROVAL............................................................................... 5 5.0 FACILITY PLAN............................................................................................................ 5 6.0 SITE AND DESIGN HYDROGEOLOGIC REPORT............................................................ 5 6.1 Local and Regional Geology...................................................................................... 5 6.2 Site Reconnaissance................................................................................................. 6 6.3 Geotechnical Investigation ........................................................................................6 6.3.1 Soil Boring Locations....................................................................................6 6.3.2 Laboratory Analysis...................................................................................... 7 6.4 Stratigraphic and Hydrogeologic Units....................................................................7 6.5 Water Table Information........................................................................................... 7 4.5.1 Short -Term Water Levels............................................................................. 7 4.5.2 Long -Term Water Levels..............................................................................8 4.5.3 Factors that Influence the Water Table........................................................8 6.6 Horizontal and Vertical Ground Water Flow Dimensions ........................................ 8 6.6.1 Aquifer Slug Testing......................................................................................9 6.6.2 Vertical Gradient...........................................................................................9 6.7 Ground Water Contour Mapping............................................................................... 9 6.8 Other Geologic/Hydrogeologic Considerations...................................................... 10 6.9 Summary................................................................................................................. 10 CDD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Table of Contents Page i DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B 7.0 WATER QUALITY MONITORING PLAN........................................................................ 10 8.0 LANDFILL GAS MONITORING PLAN.......................................................................... 10 FIGURES Figure 1 Characterization Study Figure 2 Existing Conditions Figure 3 Seasonal High Potentiometric Surface Map Figure 4 June 2020 Potentiometric Surface Map Figure 5 Cross -Section A -A' Figure 6 Cross -Section B-B' Figure 7 Cross -Section C-C' TABLES Table 1 Well Construction Information Table 2 Geotechnical Laboratory Analysis Data Summary Table 3 Groundwater Elevations Over Time Table 3A Annual Precipitation Graph Table 4 Horizontal Groundwater Velocity Table 5 Vertical Gradient Evaluation Table 6 Subgrade Separation Summary APPENDICES Appendix A Location Restrictions Documentation Appendix A.1 Wetlands Information Appendix A.2 Soil Survey Map Appendix A.3 SHPO GIS Mapping Appendix A.4 North Carolina Natural Heritage Program Correspondence Appendix A.5 Water Supply Watershed Map Appendix B Soil Boring/Piezometer Installation Records Appendix C Geotechnical Laboratory Data Appendix D Aquifer Slug Testing Results CDD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Table of Contents Page ii DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B 1.0 INTRODUCTION This Site Study report is submitted on behalf of C&D Landfill, Inc. for the proposed expansion of the C&D Landfill, located on NC Highway 264 , approximately eight (8) miles east of the intersection of Alternate Highway 264 and Hwy 264, east of Greenville, NC. This facility is currently permitted for the disposal of Construction and Demolition (C&D) waste under Solid Waste Permit No. 74-07. The landfill is currently permitted to serve a 50-mile radius around the facility. The current C&D landfill facility encompasses approximately 160 acres owned by C&D Landfill, Inc. Currently, the site consists of: • active Phase 2 C&D landfill; • inactive Phase 1 area; • scales and office/scalehouse; • maintenance building. The adjacent property owned and operated by EJE Recycling has a transfer station and recycling operation. This Site Study is prepared for the proposed Phase 3 (approximately 7 acres) and Phase 4 expansion (approximately 40 acres) of the site. Also included is the Design Hydrogeologic Report for Phase 3. Included in this report are regional and local characterization studies (Section 2.0), discussion of site location restrictions (Section 3.0), a site hydrogeologic report (Section 4.0), a proposed facility plan (Section 5.01, and local government approval documentation (Section 6.01. 1.1 Site Develooment Histo The landfill facility was originally developed for an C&D landfill in 2001 (Permit No. 74- 07) which covered 34 acres. The Phase 2 C&D Landfill (located across an unnamed tributary of Grindle Creek) was permitted for disposal of C&D in 2010. Phase 2 added approximately 126 acres to the facility boundary. 1.2 Previous Site Studies 1.2.1 Initial Site Studies In 2000, David Garrett, P.E. performed the initial investigation of the proposed Phase 1 C&D landfill area. This investigation included the advancement of several borings and piezometers. Borings were generally installed to depths of approximately 15 to 30 feet below grade, with the exception of B-12 which was drilled to 40 feet below grade and B-11 which was drilled to 50 feet below grade. CSD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Page 1 DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B In general, the soils encountered ranged from sands and clayey sands to sandy clays. Between 2001 through 2003 David Garrett performed investigations for the Phase 2 expansion area. These investigations included installation of 34 borings with shallow borings ranging in depth between 15 and 40 feet below grade with deep borings ranging between 40 and 80 feet below grade. 2.0 CHARACTERIZATION STUDIES This section describes the regional and local characterization studies for both proposed Phase 3 and Phase 4, which were completed following the requirements of 15A NCAC 13B.0536001 2.1 Characterization Study Figure 1 shows the site vicinity and 2000-foot radius on an aerial photograph. Existing conditions are shown on Figure 2. The facility is located off Hwy 264, approximately eight (8) miles east of the intersection of Alternate Hwy 264 and Hwy 264 east of Greenville, NC. 2.1.2 Site Information The landfill serves a 50-mile radius from the site location in eastern Pitt County. This area includes all or part of the following 22 counties: Pitt, Beaufort, Bertie, Chowan, Craven, Dulin, Edgecomb, Greene, Hyde, Hertford, Halifax, Jones, Lenoir, Martin, Nash, Northampton, Onslow, Pamlico, Tyrell, Washington, Wayne and Wilson. The scale house is currently located at the north end of the site and is accessed by NC Hwy 264. General drainage patterns in the vicinity of the proposed footprints are to the south in Phase 3 and to the east in Phase 4 toward the unnamed tributary of Grindle Creek. There are 100-year floodplains present along the edges of the unnamed tributary and within the proposed facility boundary. These will be avoided and/or permitted as necessary. 2.1.3 Haul Routes Current traffic patterns to the landfill utilize NC Hwy 264, and gravel paved site roads. Current service areas and public road haul routes will not be modified. 2.1.4 Surroundino Land Use Existing land use in the area of the facility is mixed residential, agricultural, and undeveloped land. The Phase 3 area is bounded to the north by agricultural and residental properties along Hwy 264., To the northeast of the Phase 3 footprint is CSD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Page 2 DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B EJE Recycling. The proposed Phase 4 area is surrounded by the Phase 2 landfill to the east, the proposed Phase 3 landfill and undeveloped land to the north, and agricultural land to the west and south. The unnamed tributary of Grindle Creek separates Phase 4 from Phase 3 and Phase 2. Potential sources of contamination have been identified on Figure 1. 2.1.5 Potable Wells There are no known public water supply wells or surface water intakes within 2000 feet of the landfill. A potable well survey conducted in June 2021 identified 2 possible potable wells within a 2,000 foot radius of Phase 3 and none within 2000 feet of Phase 4 based on area reconnaissance. No well construction records are available for these wells. Municipal water is available in the area along Hwy 264. The nearest cluster of potable wells is located on Sticks Road which is approximately 0.75 miles from the proposed Phase 3 footprint.None of the private potable wells identified are considered down gradient of the existing or proposed landfill between the landfill and the groundwater discharge point of the unnamed tributary of Grindle Creek. No significant ground water users with respect to ground water withdrawal rates were identified in the area, e.g., schools, hospitals, manufacturing facilities, or large populations within this radius. One church is located approximately one - mile from Phase 3, two churches are located approximately 1.6 miles from Phases 3 and 4, and Pactolus Elementary School is located approximately 1.75 miles from Phases 3 and 4. However, all these water users are located off Hwy 264, and are assumed to have municipal water. 3.0 SITE LOCATION RESTRICTIONS Site location restrictions as set forth in 15A NCAC 13B.0536[010-001were reviewed relative to the proposed expansion area. These restrictions include: • Floodplains - .0536(c) (4) • Wetlands (and Streams) - .0536(c) (5) • Unstable Areas - .0536(c)(6) • Cultural Resources - .0536(c) (7) • State Nature and Historic Preserve - .0536(c) (8) • Water Supply Watersheds - .0536(c) (9) • Endangered and Threatened Species - .0536(c) (10) Each of these restrictions is discussed below. It appears that none of these restrictions presents an issue for the expansion areas. CSD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Page 3 DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B 3.1 Floodplains The main drainage feature on the site is the unnamed tributary of Grindle Creek. As shown on Figure 2, no floodplains exist within the proposed Phase 3 or Phase 4 proposed footprints. 3.2 Wetlands (and Streams Carolina Ecosystems, Inc. (CEI) performed a wetland delineation for Phase 3, which was confirmed by the USACE in May 2021. Limited wetlands identified within Phase 3 will be impacted by the proposed expansion. Wetland survey information is provided in Appendix A.1. 3.3 Unstable Areas Past site investigations indicates no areas of soft ground, mines, voids, or other unstable areas within the future expansion area with respect to slope stability and settlement potential that could potentially damage or disrupt structural components of the proposed landfill. Soil types found in Phase 3 and 4 include Alaga Loamy Sand (AgB), Roanoke Silty Loam (Ro), and Tuckerman Fine Sandy Loam (Tu) indicated on USDA-NRCS soil survey information (Appendix A.2) are sandy loams to loamy sands and are not problematic with respect to the development of the proposed landfill. Detailed slope stability and settlement analyses have been performed as part of the permit to construct application, and is included in the Facility and Engineering Plan (Attachment E). 3.4 Cultural Resources S+G has contacted the State Historic Preservation Office to evaluate if there are areas of archaeological or historical significance at the proposed Phase 3 and 4 sites. Although we are awaiting a reply, a review of the No areas of archaeological or historical significance were identified within the proposed Phase 3 and 4 landfill expansions or within a 2000 foot radius of the proposed footprints. Documentation is provided in Appendix A.3. 3.5 State Nature and Historic Preserves The proposed expansion area will not adversely affect any lands included in the State Nature and Historic Preserve. The North Carolina Natural Heritage Program furnished a letter on July 6th 2021 (Appendix A.4) stating that there are no rare species, important natural communities, natural areas and or conservation/management areas within the proposed project boundary. CSD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Page 4 DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B 3.6 Water Supply Watersheds The proposed expansion area is not located in a water supply watershed as classified by 15A NCAC.0213.0200. The nearest water supply watershed is located west of the City of Greenville. The landfill is located in the drainage basin of Grindle Creek in the Tar River Basin (Appendix A.5). 33 Threatened and Endangered Species The future expansion area will not adversely affect any known rare and endangered species habitats. An Environmental Assessment (EA) has been completed for the site and this information is in process and will be submitted under separate cover. 4.0 LOCAL GOVERNMENT APPROVAL S+G is currently working with EJE to obtain local government approval. Once this process is complete, we will supply all pertinent documentation. 5.0 FACILITY PLAN A facility and engineering plan is included in Attachment F to the Permit to Construct Application. s.o SITE AND DESIGN HYDROGEOLOGIC REPORT This section describes the site hydrogeologic report which was completed following the requirements of 15A NCAC 13B.0538. It should be noted that this section meets the requirements for a Design Hydrogeologic Report (15A NCAC 13B.0538(b)) for the Phase 3 area, and meets the requirements for a Site Hydrogeologic Report (15A NCAC 13B.0538(a)) for the Phase 3 and 4 area. 6.1 Local and Regional Geology The propsed Phase 3 and 4 expansion of the C&D landfill sits within the North Carolina Coastal Plain. The coastal plain is characterized as an eastward thickening wedge of sedimentary layers that alternate between sandy aquifers and aquitards. Information taken from The Geologic Map of North Carolina, 1985shows proposed Phase 3 and 4 footprints are underlain by the Yorktown Formation, which is described as "fossillifferous clay with varying amounts of fine-grained sand, silty sand, sandy silt, silty clay, and blueish gray shell material". Sediments meeting this description, including the bluish shell fragment material, have been found in borings at the site. CSD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Page 5 DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B 6.2 Site Reconnaissance Topographic Setting and Drainage Site mapping (Figure 3) shows the Phase 3 and 4 expansion area is situated in the uplands above the unnamed tributary of Grindle Creek, with Phase 3 being on the northeast side of the tributary and Phase 4 being located on the southwest side of the tributary. Maximum existing ground elevations in the expansion areas are approximately El. 24 with a minimum elevation of approximately EL 13. The site gently slopes toward the unnamed tributary of Grindle Creek. Bedrock characteristics Bedrock was not encountered during this investigation. Springs, Seeps and Ground Water Discharge Features Groundwater at this site discharges to to the unnamed tributary of Grindle Creek. No springs or seeps have been observed in the proposed expansion area. 6.3 Geotechnical Investigation 6.3.1 Soil Borino Locations Figure 2 shows the locations of soil borings performed during this, and previous, site evaluations. A total of 15 test borings were advanced in and around the -6.6 acre Phase 3 (B-1s, B-2, B-3, B-7, PZ-6, B-26 PZ-7, PZ-8, PZ-9, PZ-10, PZ-11, PZ-11d, MW-9a, MW-15 and MW-16) and six (6) piezometers in the 40-acre Phase 4 expansion area. This represents more one boring per acre for Phase 3 and more than one boring per ten acres in Phase 4. Groundwater was encountered in all of the soil borings, and they were converted to 2-inch diameter grouted piezometers for long-term ground water observation. Boring depths varied from 15 to 50 feet. The piezometer screen intervals were selected to intersect the uppermost aquifer. Table 1 presents a summary of soil boring data, e.g. termination depths, as well as piezometer screen intervals. Soil boring logs and piezometer completion records (including soil boring information from previous studies) are presented in Appendix B. The soil borings were drilled with a hollow -stem auger drill rig. Soil samples were collected from split spoon samples. CSD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Page 6 DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B 6.3.2 Laboratory Analysis Table 2 presents a summary of laboratory test data for the recently completed test borings and for two (2) test pits excavated at the site. The soils were classified in the laboratory according the Unified Soil Classification System (USCS) as well as USDA soil classifications. Soils were analyzed by sieve analysis with hydrometer, for Atterberg Limits and for natural moisture. Test pit samples were also analyzed for moisture -density relationship. Laboratory data is presented in Appendix C. Soils in the uppermost aquifer were generally classified as SP, SM, SP-SM, and SC, and ranged from sand to sandy loam in the USDA classification. Thin layers of clay were noted in the boring logs but were not analyzed. Sand content in the soils analyzed ranged from approximately 55% to approximately 97%. 6.4 Stratigraphic and Hydrogeologic Units The hydrogeology encountered in these borings, located inside and outside the proposed footprints, are very consistent both between each boring and between recent and historical investigations. The surficial (uppermost) aquifer is comprised of sands, silty sands and sandy silts. This is consistent with the depositional environment of transgressive and regressive seas as well as fluvial environments that may have been present historically. Groundwater was typically encountered in the upper 10 feet below grade at the site in sandy silty material. Figures 6 through 9 present generalized subsurface cross - sections prepared from the soil boring and laboratory data, depicting hydrogeologic units for this site. 6.5 Water Table Information 4.5.1 Short -Term Water Levels Table 3 presents a summary of ground water measurements over time. Recently installed borings currently only limited data from 2021 (after their installation). Springtime typically yields the highest water table elevations in North Carolina due to rainfall and limited evapotranspiration. Groundwater elevations in these wells thus far range from 11.60 fmsl to 17.24 fmsl. We continue to monitor water table elevations in these wells. CSD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Page 7 DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B 4.5.2 Lono-Term Water Levels Tables 3 also presents a summary of long-term water level observations in previously installed piezometers (B-1s, B-2, B-3, B-7, B-20,13-26, MW-1s, MW- 1d, MW-9a, MW-13, MW-14s, MW-14d, MW-15, and MW-17). Water levels for these piezometers include intermittent measurements between 2001 and 2019. Water levels from the newly installed piezometers are continuing to be collected, however, it is likely that the existing data is representative of the water levels in the Phase 3 area. Long-term water table elevations in the Phase 3 area range from 13.12 ft. msl to 17.24 ft. msl in the uppermost aquifer. A review of annual precipitation data from the area between the years 2000 and 2020 indicates the highest annual rainfall amounts were in 2003, 2015, 2016 and 2018. This data is summarized on the graph presented in Table 3A. Each of these years had over 60 inches of rainfall. The highest water levels of the wells in the Phase 3 area (installed prior to 2021) have their highest water levels primarily in 2003 and 2018. Based on this, we believe the water level measurements for the previously existing piezometers represent some of the highest water elevations at the site. The highest groundwater levels observed in each well have been contoured on the seasonal high composite ground water potentiometric map (Figure 4) and hydrogeologic cross sections (Figures 6-9) to represent the maximum estimated seasonal high ground water levels. The conceptual Phase 3 base grades are designed based on these estimated seasonal high ground water levels. Groundwater flow in Phase 3 is to the south toward the the unnamed tributary of Grindle Creek, while groundwater flow in Phase 4 is to the east, discharging to that same surface water feature. (Figures 4 and 5). 4.5.3 Factors that Influence the Water Table Numerous natural and man-made factors are present which could potentially influence long-term ground water levels. Man-made influences include paved areas and buildings located at the facility. Natural influence include climatic changes and the proximity to the unnamed tributary of Grindle Creek. 6.6 Horizontal and Vertical Ground Water Flow Dimensions Figures 5-7 present generalized hydrogeologic cross -sections that show the horizontal and vertical extent of the upper most aquifer and ground water flow characteristics. Groundwater movement through the uppermost aquifer occurs in the interstitial spaces of the unconsolidated soils. Soil types range from silty sands to clays. Some boring encountered the glauconitic sands of the Yorktown Formation. CSD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Page 8 DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B The cross -sections show areas of recharge (downward ground water movement) occurring over a majority of Phase 3 and 4. Discharge occurs in the lower elevations near the unnamed tributary of Grindle Creek. 6.6.1 Aquifer Slug Testing Table 4 presents a summary of field hydrogeological properties, based on rising head slug tests. Values of assumed total and effective porosity, aquifer thickness and descriptions of the various hydrogeological units based on the laboratory classification data are also presented in Table 3, along with calculated conductivity values. Static water level measurements were made at the beginning of each slug test. The slug tests were conducted by placing a combined data recorder -pressure transducer (In -Situ Mini Tro[[TM) at the bottom of the piezometer and removing the volume of one full bailer from the piezometer. The data logger was used to measure the rate of influx until water level equilibrium was reestablished. The slug test data was analyzed using the Waterloo Hydrogeologic AquiferTestTM program, according to the Bouwer-Rice procedure. The slug test data and effective porosity evaluations are presented in Appendix D. Field hydraulic conductivity values measured at the various piezometers vary from 0.55 ft/day to 9.46 ft/day in the locations tested in uppermost aquifer sand and silt. Deep wells indicate hydraulic conductivities ranging from 0.08 ft/day to 0.93 ft/day. 6.6.2 Vertical Gradient Table 5 presents vertical ground water gradients for PZ-4/PZ-4D (Phase 4) and PZ-11/PZ-11 D (Phase 3) for two dates. The vertical calculations compare water Levels between the deeper and shallower well screen intervals, which indicate whether a portion of the site is experiencing recharge or discharge. Table 5 shows a slight downward gradient at PZ-4/PZ-4D and MW-11/MW-11 D. We believe these wells are located near the inflection point where an upward gradient develops for discharge to the unnamed tributary of Grindle Creek. 6.7 Ground Water Contour Mapping Figure 5 shows a synoptic ground water potentiometric surface based on water level observations made in June 2020. The potentiometric contours reflect a subdued expression of the surface topography, with discharge toward the unnamed tributary of Grindle Creek. CSD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Page 9 DocuSign Envelope ID: BFCE9AC7-95A3-45F9-9837-2300AODC5F8B 6.8 Other Geologic/Hydrogeologic Considerations No unusual geologic features have been determined which would affect the ground water flow or the ability to effectively monitor the site. Site conditions appear typical of the North Carolina Coastal Plain region. 6.9 Summary The proposed C&DLF Phase 3 and 4 expansion areas are located in the Coastal Plain of North Carolina. Site investigation has determined the soil types beneath the site to consist primarily of sand, silty sand, sandy clay, clayey sand and clays, which is typical of the Coastal Plain. Groundwater flow in the uppermost aquifer was found to occur in the interstitial spaces of the unconsolidated soils with aquifer discharge flowing into the unnamed tributary of Grindle Creek. There are no groundwater users located down gradient of the proposed Phase 3 and Phase 4 footprints between the proposed landfill and the groundwater discharge point of the unnamed tributary of Grindle Creek. Area domestic wells are considered to be up gradient or cross -gradient of the site. No unusual geologic features were detected within the site. There are sufficient soil quantities to build a C&DLF which meets vertical separation requirements for ground water. All available data suggest that the conditions within the proposed footprints are similar and continuous with conditions encountered in the earlier site permitting studies for the site. Groundwater flow characteristics are sufficiently well understood that an effective monitoring program can be developed to ensure early detection of a release to the uppermost aquifer. As such, the site appears to be suitable for permitting and constructing a C&D landfill unit under current NC DWM rules. 7.0 WATER QUALITY MONITORING PLAN The proposed Water Quality Monitoring Plan for the proposed C&D Landfill Phase 3 expansion is provided in Attachment K of the Permit to Construct Application. This plan proposes two wells (currently PZ-10 and PZ-11 J to be monitored semi-annually for the first constructed portion of this phase. Additionally, PZ-11 D will be monitored for water levels. The plan was designed o provide water quality monitoring between the landfill and the groundwater discharge location of the unnamed tributary of Grindle Creek. 8.o LANDFILL GAS MONITORING PLAN The proposed Landfill Gas Monitoring Plan for the proposed C&D Landfill Phase 3 expansion is provided in Attachment L of the Permit to Construct Application. Due to the proposed expansion area being surrounded by wetlands, and the understanding that surface water is a natural barrier to landfill gas migration, the plan focuses monitoring to the northeast and northwest of the site. CSD Landfill, Inc. - Phases 3 and 4 Site Study and Design Hydrogeologic Report March 2022 Page to Tables Site Study and Design Hydrogeologic Report CEO Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. Table 1 Soil Boring and Piezometer Construction HE Recycling - Phase 3 Expansion By: SCR Date:05/25/2021 Location Install Date Total Depth TOC Elevation Ground Elevation Screened Interval Screened Geology B-2 12/17/2001 20 21.02 16.94 10-20 ML-CL B-3 12/18/2001 30 20.74 17.28 20-30 CH-MH B-7 12/12/2001 25 21.04 18.28 15-25 SP-SM B-17D 12/18/2002 40 19.61 17.07 35-40 SM B-17S 12/18/2002 20 19.67 17 5-20 CL-CH, SC, SW B-20 12/9/2002 20 20.74 18.18 5-20 SW B-26 12/19/2002 40 20.93 17.77 35-40 SM B-27 12/9/2002 20 19.81 16.98 5-20 ML-CH, SC -CH, SW B-30-GS 4/23/2002 40 21.27 16.33 30-40 ML-CL MW-1 D 10/12/2000 50 21.14 17.4 40-50 MW-1S 5/2/2001 13 20.91 17.59 3-13 PZ-6 3/9/2021 20 21.15 17.54 10-20 Layers of sand and stiff clay PZ-7 3/9/2021 20 22.4 18.15 10-20 Layers of sand and stiff clay PZ-8 3/9/2021 20 22.05 17.57 10-20 Silty sand PZ-9 3/9/2021 20 22.62 17.53 10-20 Silty sand PZ-10 3/10/2021 20 20.88 15.4 10-20 Silty sand PZ-11 3/8/2021 20 19.33 13.53 10-20 Layers of sand and stiff clay PZ-11 D 3/8/2021 50 18.77 13.7 45-50 Stiff clay with shell frags Table 2 SMITH GARDNER Geotechnical Laboratory Analysis Summary EJE Recycling - Phase 3 Expansion By: SCR Date:05/13/21 Sieve Analysis w/ Hydrometer % I USDA Summary I I Atterberg Limits Location Depth Gravel I Sand I Silt & Clayl USCS I Gravel I Sand I Silt Clay USDA % Moisture I Liquid Limitj Plastic Limit Plasticity Index Phase 3 PZ-6 15 0.12 55.07 44.81 SC 0.52 56.21 20.31 22.96 SANDY CLAY LOAM 48.2 44 17 27 PZ-7 15 0.8 80.79 18.41 SM 2.49 82.2 8.66 6.65 LOAMY SAND 35.7 NP PZ-8 15 0 69.53 30.47 SC-SM 0.03 72.91 13.96 13.1 SANDY LOAM 28.6 21 15 6 PZ-9 15 0.1 69.12 30.78 SC 0.74 69.14 18.46 11.66 SANDY LOAM 82.2 31 16 15 PZ-10 15 0 94.44 5.56 SP-SM 0.44 93.99 2.49 3.08 SAND 24.1 NP PZ-11 15 0 56.95 43.05 SC 0.37 57.57 21.75 20.31 SANDY CLAY LOAM 28.5 40 17 23 PZ-11D 45 0.12 70.12 29.75 SC 1 2.14 69.84 13.32 14.7 SANDY LOAM 29.8 1 26 13 13 Phase 4 PZ-1 15 0.51 95.59 3.9 SP 2.51 93.31 2.48 1.7 SAND 22.9 NP PZ-2 15 0 82.17 17.83 SM 0.4 86.31 9.23 4.06 LOAMY SAND 20 NP PZ-3 15 0 97.03 2.97 SP 1.46 95.61 1.02 1.91 SAND 20 NP PZ-4 15 0.35 94.97 4.68 SP 1 94.4 2.87 1.73 SAND 20.3 NP PZ-4D 45 7.73 80.04 12.23 SM 10.14 77.69 6.32 5.85 LOAMY SAND 23.6 NP PZ-5 15 0.04 89.4 10.56 SP-SM 2.33 88.97 4.71 3.99 SAND 31.8 NP SMITH GARDNER Table3A By: SCR Annual Precipitation Data Date: 04/16/2021 EJE Recycling - Phase 3 Expansion Annual Precipitation 47.34 36.85 50.06 63.83 45.66 51.01 57.03 36.2 43.03 52.32 50.68 49.28 54.78 51.26 59.39 61.78 66.73 50.26 63.16 47.29 63.21 54.98 Year 2000 1 2001 1 2002 1 2003 1 2004 1 2005 1 2006 1 2007 1 2008 1 2009 1 2010 1 2011 1 2012 1 2013 1 2014 1 2015 1 2016 1 2017 1 2018 1 2019 1 2020 2021 2022 80 — 70 c 60 0 } 50 — ia U a 40 — 0 0 30 — t U 20 — 10 0 Pitt County Precipitation by Year 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 Annual Precipitation Data from NOAA - Greenville, NC Weather station SMITH G A R D N E R Table 3 By: SCR Ground Water Elevations OverTime Date:06/17/21 EJE Recycling - Phase 3 4 Expansion Well TOC Elev. Min DTW Max GWE May-01 Nov-01 Dec-01 Feb-02 Mar-02 Apr-02 Apr-02 May-02 B-2 21.02 4.98 16.04 - - 14.44 15.94 15.97 - 16.04 - B-3 20.74 4.03 16.71 - - 14.28 16.23 16.21 16.71 16.59 - B-7 21.04 6.71 14.33 - - 12.38 13.9 13.73 - 14.33 - B-20 20.74 5.49 15.25 - - - - - - - - B-26 20.93 6.34 14.59 - - - - - - - - MW-1D 21.14 7.5 13.64 11.12 - - - - - - - MW-15 20.91 5.2 15.71 12 10.83 - - - - - 13.06 MW-9A 20.58 4.82 15.76 - - - - - - - - MW-10 16.61 2.56 14.05 - - - - - - - - MW-13 20.69 7.57 13.12 - - - - - - - - MW-14D 17.45 5.05 12.4 - - - - - - - - MW-14S 16.6 3.24 13.36 - - - - - - - - MW-15 19.67 5.2 14.47 - - - - - - - - MW-17 20.74 6.15 14.59 - - - - - - - - B-1S 20.06 2.82 17.24 - - - - - - - - PZ-1 26.7 11.68 - - - - - - - - PZ-2 26.06 12.85 - - - - - - - - PZ-3 26.56 16 - - - - - - - - PZ-4 26.53 15.61 - - - - - - - - PZ-4D 23.25 16.56 - - - - - - - - PZ-5 24.37 17.84 - - - - - - - - PZ-6 21.15 17.53 - - - - - - - - PZ-7 22.4 13.73 - - - - - - - - PZ-8 22.05 16.33 - - - - - - - - PZ-9 22.62 16.18 - - - - - - - - PZ-10 20.88 12.61 - - - - - - - - PZ-11S 19.33 11.6 - - - - - - - - PZ-11D 18.77 12.9 - - - - - - - - SMITH G A R D N E R Table 3 By: SCR Ground Water Elevations Over Time Date:06/17/21 EJE Recycling - Phase 3 4 Expansion ®tea®®® � • ®aaa �aaaaaa�aaaa �aaaaaaaaaaa ®aaaaaaaaaaa �aaaaaaaaaaa �aaaaaaaaaaa �aaaaaaaaaaa �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee eeeeeeeeeee SMITH G A R D N E R Table 3 By: SCR Ground Water Elevations Over Time Date:06/17/21 EJE Recycling - Phase 3 4 Expansion �aaaaaaaaaaa �aaaaaaaaaaa • aaaaeeeee�� aaaaeeeee�� ®aaaaeeeee�® �aaaaeeeee�� ®aaaaeeeee�® ®aaaaeeeeeee ®aaaaeeeeee� �aaaaeeeeee® �aaaaeeeeeee �aaaaeeeeeee �aaaaeeeeeee �aaaaeeeeeee �aaaaeeeeeee �aaaaeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee eeeeeoeeoee SMITH G A R D N E R Table 3 By: SCR Ground Water Elevations Over Time Date:06/17/21 EJE Recycling - Phase 3 4 Expansion �aaaaaaaaaaa �aaaaaaaaaaa eee ...-. e ...-. N...-. ®ee® eee®ems®®ee® ®eeeeeee®eee ®eeeeeee®eee eeeeeee®eee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee �eeeeeeeeeee eeeooe0000e SMITH G A R D N E R Table 3 By: SCR Ground Water Elevations OverTime Date:06/17/21 EJE Recycling - Phase 3 4 Expansion Well Nov-15 May-16 Nov-16 May-17 Dec-17 Jun-18 Dec-18 Jun-19 Dec-19 Apr-21 Jun-21 Jul-21 B-2 - - - - - - - - - - B-3 - - - - - - - - - - B-7 - - - - - - - - - - B-20 - - - - - - - - - - B-26 I - - - - - - - I - - - - MW-1D - - - 13.01 3.63 13.64 13.34 12.5 12.28 - - MW-15 15.71 14.48 13.31 13.34 14.35 13.81 14.17 12.8 12.73 - - MW-9A 15.46 14.58 14.47 14.28 15.11 14.38 15.76 14.04 14.62 - - - MW-10 14.05 13.42 13.42 13.36 13.05 13.37 13.72 12.82 12.79 - - - MW-13 12.24 12.33 12.17 12.35 12.69 13.03 1 13.12 12.21 10.94 - - - MW-14D - - - 12.1 11.84 12.15 12.21 11.3 11.35 - - - MW-14S 12.7 12.65 12.09 12.5 12.6 12.8 13.36 12.6 11.09 - - - MW-15 - - - 13.54 14.06 14.37 14.47 13.28 13.34 - - - MW-17 - - - 13.52 13.72 13.44 14.59 12.44 13.59 - - - B-1S - - - - - - - - - - - - PZ-1 - - - - - - - - - 10.71 11.68 11.06 PZ-2 - - - - - - - - - 11.46 12.85 12.06 PZ-3 - - - - - - - - - 13.46 16 15.03 PZ-4 - - - - - - - - - 13.04 15.61 14.04 PZ-4D - - - - - - - - - 15.82 16.56 13.03 PZ-5 - - - - - - - - - 15.94 17.84 14.44 PZ-6 - - - - - - - - - 16.37 17.53 13.11 PZ-7 - - - - - - - - - 12.69 13.73 12.75 PZ-8 - - - - - - - - - 14.55 16.33 14.68 PZ-9 - - - - - - - - - 14.38 16.18 14.52 PZ-10 - - - - - - - - - 11.7 12.61 11.86 PZ-11S - - - - - - - - - 10.84 11.6 11.03 PZ-11D - - - - - - - - - 12.36 12.9 12.46 SMITH G A R D N E R Table 3 By: SCR Ground Water Elevations OverTime Date:06/17/21 EJE Recycling - Phase 3 4 Expansion Well Aug-21 Sep-21 Oct-21 Mar-22 A r-22 B-2 - - - - B-3 - - - - B-7 - - - - B-20 - - - - B-26 - - - - MW-1D - - - - MW-15 - - - - MW-9A - - - - MW-10 - - - - MW-13 - - - - MW-14D - - - - MW-14S - - - - MW-15 - - - - MW-17 - - - - - B-1S - - - - - PZ-1 11.1 10.76 10.66 11.2 11.26 PZ-2 11.92 11.15 10.96 11.52 11.55 PZ-3 14.34 12.77 12.35 12.91 12.91 PZ-4 13.41 11.88 11.53 12.16 12.23 PZ-4D 12.59 11.33 11 11.52 11.56 PZ-5 13.98 12.85 12.49 13.06 13.07 PZ-6 12.49 10.75 10.37 12.65 13.2 PZ-7 12.38 10.65 10.31 12.7 12.87 PZ-8 13.93 12.37 12.05 14.12 14.55 PZ-9 13.82 12.3 11.98 13.91 14.34 PZ-10 11.7 11 10.86 11.55 11.7 PZ-11S 10.94 10.53 10.46 10.84 11.08 PZ-11D 12.23 11.37 11.13 11.5 11.68 BE Precipitation and Groundwater Elevation I 16 ai ai 14 c 0 12 a� w 10 L a� 8 C 6 0 L (D 4 Pj 14 12 0 - 0 Q) Ql O O O r-I r-I r-I r-I N N Q o > CL)n Q LL PZ-6 f PZ-7 f PZ-8 f PZ-9 _ — PZ-10 —0— PZ-11 f PZ-11D Avg. Precip SMITH GARDNER Table By: Horizontal Groundwater Velocity Date: EJE Recycling - Phase 3 Expansion Monitoring Location Hydraulic Conductivity (cm/sec) Hydraulic Conductivity (ft/da) Effecitve Porosity Hydraulic Gradient (ft./ft.) Groundwater Velocity (ft/da ) B-2 0.00247 7.05 0.12 0.0015 0.088 B-3 0.00299 8.53 0.12 0.0104 0.739 B-7 0.00073 2.09 0.12 0.0011 0.019 PZ-1 0.00331 9.46 0.4 0.0043 0.101 PZ-2 0.00040 1.14 0.3 0.0038 0.014 PZ-3 0.00065 1.85 0.4 0.0000 0.000 PZ-4 0.00079 2.25 0.4 0.0043 0.024 PZ-5 0.00047 1.33 0.35 0.0013 0.005 PZ-6 0.00060 1.70 0.08 0.0303 0.643 PZ-7 0.00032 0.92 0.3 0.0204 0.063 PZ-8 0.00019 0.55 0.18 0.0134 0.041 PZ-9 0.00037 1.07 0.2 0.0024 0.013 PZ-10 0.00044 1.27 0.38 0.0139 0.046 PZ-11 0.00034 0.98 0.12 0.0080 0.065 Average: 0.1241 NOTE: Hydraulic Conductivity, Effective porosity, hydraulic gradient, and elevation for B-2, B-3, and B-7 values from David Garrett, P.G., P.E. C&D Landfill, Inc. (Phase 21 - Permit to Construct Application 2) Velocity Calculated from V=K*i/n V = velocity K = Hydraulic Conductivity i = Gradient n = Porosity 4) Hydraulic Gradient Measured from Long Term Seasonal High Groundwater Composite Potentormetric Surface H:\Projects\EJE Recycling\EJE RECYCLING 20-2 (Phase III Permitting)\03 Attachments\A. Site Suitability -Design Hydro\Site Study -Design Hydro\Tables\EJE Site Suit Design Hydro Tables SMITH GARDNER Table s /By: JS 2621 Vertical Gradient Calculations Date:?/6/2021 EJE Recycling - Phase 3 and 4 Expansion Groundwater Elevation Date PZ-4s PZ-4d Vertical Gradient 04/01/2021 13.04 15.82 -0.847560976 06/21/2021 15.61 16.56 -0.289634146 Average 1 -0.568597561 Groundwater Elevation Date PZ-1ls PZ-1ld Vertical Gradient 04/01/2021 10.84 12.36 -0.463414634 06/21/2021 11.60 12.90 -0.396341463 Average 1 -0.429878049 Downward Gradient Downward Gradient Well TOC Elevation Ground Elevation Top of Screen Bottom of Screen Midpoint of Screen PZ-4 26.53 19.82 16.53 6.53 11.53 PZ-4d 23.25 21.21 13.25 3.25 8.25 PZ-11 19.33 13.53 9.33 -0.67 4.33 PZ-1 A 18.77 13.7 -26.23 -31.23 -28.73 TOC = Top of Well Casing Vertical Gradient calculated using the following equation: (WTE Shallow Well - WTE Deep Well) (Shallow Screen midpoint - Deep Screen midpoint) Where: WTE= Water Table Elevation H:\Projects\EJE Recycling\EJE RECYCLING 20-2 (Phase 111 Permitting)\63 Attachments\A. Site Suitability -Design Hydra\Site Study -Design Hydro\Tables\EJE Site Suit Design Hydro Tables Table 6 By: SCR 04/7/2022 SMITH GARDNER Subgrade Separation Summary EJE Recycling - Phase 3 Expansion Vertical Separation of Composite Long- Proposed Subgrade above Well Term Season Subgrade Composite Long -Term High Seasonal High PZ-6 22.00 17.53 4.47 PZ-7 22.00 13.73 8.27 PZ-8 22.00 16.33 5.67 PZ-9 22.00 16.18 5.82 PZ-10* 15.40 12.61 NA PZ-11* 1 13.53 1 11.60 1 NA PZ-11 D* 1 13.70 1 12.90 1 NA NOTE: 1. Data is presented in units of feet above mean sea level (amsL) 2. Proposed subgrade elevations were extrapolated from the Application for Permit to Construct 3. * = Well outside footprint - separation is not applicable H:\Projects\EJE Recycling\EJE RECYCLING 20-2 (Phase III Permitting)\03 Attachments%Site Suitability- Design Hydro\Site Study -Design Hydro\Tables\EJE Site Suit Design Hydro Tables This page intentionally left blank. Figures Site Study and Design Hydrogeologic Report CEO Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. '1000000 aft fts aft`ZQQQ`FO �4 e5l' i � �d r N �O� OLIVE BRANCH PRIMITIVE BAPTIST CHURCH DY RD 264 TIRE SALES &AUTO ` r BUNDY RD , , I � _ AUNT LESSIES LN H , --- ULR UT — _ 1 — — — — — _ _ _ `�♦ EASTERN CAROLINA PROPANE 264 BAR & LOUNGE NIGHTCLUB — — I — — — — — _ uszsa. _ - �♦ 1-------__ HAUL ROUTE HA _ • — _ - 00� I — --_ - -- --- 4,,* WHITEHURST & SONS FENCE CO. SITE PROPERTY01 - 'e °, �� .•••..1 _ . , , -e NL '� I +..` — — = —�__. _- PHASE 3 (PROP SED) PREPARED FOR: CRD LANDFILL, INC. 802 RECYCLING LN. GREENVILLE, NC 27834 PREPARED BY: SMITH+ GARDNER AGINEERS I SEAL SEAL POORMAN'S FLEA MARKET AND RESTAURANT REV. DATE DESCRIPTION t. i _ 1 — _ • z _ - / 1 / 1 ♦ PHASE 4 (PROPOSED) x_ / - -- • ` 'Womm�� &DPHASE ; I30' O. ' O I Electronic files are instruments of service provided by ( E�' O - Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or - s s• implied. Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient. If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern. Use of any electronic files generated or provided by Smith Gardner, Inc., constitutes an CP HA§ E _ �I 1 acceptance of these terms and conditions. I 0 E ° LEGEND ��"� � � ° POTENTIAL OFF -SITE CONTAMINATION SOURCE PROJECT TITLE: O POTABLE WELL "' 1 2000-FT BUFFER FROM PROPERTY I 1 PHASE 3 SITE PROPERTY _ ► I � • I PERMIT DRAWINGS r � on PROPOSED WASTE LIMITS — — — WATER SERVICE LINES FLOOD HAZARD ZONE [0.2%ANNUAL CHANCE) - - _ PLACE LN FLOOD HAZARD ZONE A - FLOOD HAZARD ZONE AE r - I - I DRAWING TITLE: ��!t111J FLOODWAY HAUL ROUTE =woo_,� SITE CHARACTERISTICS n NOTE 1. GRINDLE CREEK IS CLASSIFIED AS A CLASS C SURFACE WATER AS ( I I DESCRIBED IN 15A NCAC 02B.0300. r•��+ STRICK LN ' DESIGNED: PROJECT NO: v ,I, O S.C.R. EJE 20-1 DRAWN: SCALE: C.T.J. AS SHOWN 1� APPROVED: DATE: >, t" ` _ I r �\ ' J.A.S. Jul. 2021 Y 0 400 800 1,200 — - ' FILENAME: Feet _ _ `` ,�i I EJE-DO021 0000 SHEET NUMBER: DRAWING NUMBER: J , FIG. 2 0 Smith Gardner, Inc. ti_ -- GD 00 /\\ //\ ✓a oo /� I o \ t J oo T I �\ AL Tak / 76118 72 56 ro / B EWER JO K ' 15 E ✓ ? \ 1 TRUSTEE FBO / \ 72154 E E RECYC NG / EWER REVOCABL 7 3 E J E ECYCLING DISPO 1 0266 �LIVING TR T EJE ECYCL/NC DISPOSAL INC ISPOSAL ) /Zj < REYCNN\ B WER JOHN DAVID �� / \ � U INC 7215 \ DXPOSAL\ i > o r v f \ 33989 HAI ( INC \ l s WHITEHURST \ 72151 KEV1N L I \ \ JUDSON TYSON ` \ ALTIGA BLei / \ KEVIN —� \ ✓ / l 36679 \ \ 61822 B / \ `1! r� ^ TEHURST ter- BAKER i ` / / J `J JUD N TYSON-----' 47556 WI LLIAM 42035 REWER RAIG ' ) 1J/ I / _ / WAY 26 -- -- ' / -" PEADEN JOHN \ NIGN BRENDA K } �BREWER v — 923 COLVILLE DO AY ~LJ YCLING DISPOSAL l � ' 11 L SCALES/SCALE OUP r ��-�JS �� _ I� MET PROCESS/NGA EA MqW TRANSFER STA 77, J — / I 02 66 BREWER J 9AVID )((I ��\ / `} / /✓` —I _ y ' L� / \ \\ \ `, / CRAN,DOL EQUIPMENT 05148 MAIN NAACE ^fc r / CRANDOL HATTIE 1\ / ' ` �� - C 0 D BAILER �� \ LC/D PROCESSING AREA Jto`\Il �L/ 1 57136 ✓� / I �\� l l / WH/TEHURST JUDSON TYSON \) CONCRETE PROCESS/ AREA JL / 00 02998 6g� BUC AN THOMAS F Cl- 792J1 \ \ v I C& , LANDFILL�AIC P PZ-6 0 PZ-7 �\ x`� 1 l / •PZ-9' L/ J /}� t��= `BMW-9A ~ V --L=� �PZ-10 r 1 ( �( `\ J ( \ \ — lT HURST E13-ALTON I 1 / / � Cam- / / —r ti v �'✓�Y l/ (� ✓I w i J ' J � 1 � S —�\ � 1 ,� %(l_rt��J—�—�� /I\ / \f�F�r � A / �Y \ //� `� / ✓� 5 / 1✓ / PZ-11 D PZ-11— J) MW-15 / \ 1` ,.— —mil ��// / �\ r— '\ /// =__ �'�� \\ 't r �` �f ( / — pop '.. --; M J / � J, �`, ' I� f�— `/_" /r r_ .✓LJ 1 0\r�, �__w v ��,` � YY� � r�� - --, � � c I �'T � -� � MW— �MW-1ST 4 � PZ-1 ®�j I 1 rI/ /__ I I / �(� 1 '� / �/ / //�,��111111(I I( I L�� I / \ /f � MW-14S / 60 / / / \ —1 \ MI 4D � / / �// /� /l I \) �\\� IL Ir It Q0. �MW-13•�✓ ��// W-11 / PHA4 Z-2t / _ / �r/%r //�/i// ,� /%////%/% /// — / 1 / 08633 \ � WH/TEHURS JUDSON TYSON o6p5pp / � (� � / C / p �% / / / _`C` J nf .n, ` 1 ul — � \�� `" J \ � / ( ' X \ / `�• �-`-�.� 7 r � j -�r � � f��1—• -� I , �\� = j / _\ � , � � )) I \�// / j/ / - q ✓ — .... r l f 3 — \ / ✓ \ i \ (' I %/r/ /ice / I �� ( v / 'r�� /, MW-2S SW-2 jr \ w w /lam J� / / / /1 �/7 t �/� (� ✓/ /� \\ (—' f 1)I( i/(/�'�� I r\/\ s—J w c? c 6$�OpO / \ CD O 2021 Smith Gardner, Inc. PERMIT ISSUE NOT FOR CONSTRUCTION PREPARED FOR: CRD LANDFILL, INC. 802 RECYCLING LN. GREENVILLE, NC 27834 PREPARED BY: NC LIC. NO. F-1370 IENGINEERINGI SC COA NO. C01488 SMITH+ GARDNER ENGINEERS 14 N. Boylan Avenue, Raleigh NC 27603 1919.828.0577 1526 Richland St., Columbia SC 29201 SEAL SEAL LEGEND REV. DATE DESCRIPTION 1 5o EXISTING 10' CONTOUR (SEE REFERENCE 1) EXIS77NG 2' CONTOUR — — APPROXIMATF LANDFILL PARCEL LINE (SEE REFERENCE 3) — APPROXIMATF ADJACENT PARCEL LIN£ OWNED BY SUBJECT PROPERTY OWNERS APPROXIMATF ADJACENT PARCEL LIN£ (SEE REFERENCE 3) 200—FT BUFFER PROPOSED WAS7F LIMITS — APPROXIMATF STREAM LOCA77ON (CEN7ERLINE) (S££ REFERENCE 4, 5) APPROXIMATE FLOOD HAZARD AREAS (SEE REFERENCE 2) EMU= APPROXIMATF WETLAND AREAS (SEE REFERENCE 5) Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and """""""""""' MW-9 SW-2 EXISTING DISPOSAL LIMITS (SEE REFERENCE 4) MONITORING WELL (SEE REFERENCE 4) SURFACE WATER MONITORING LOCATION no warranty is either expressed or implied. Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient. If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern. Use of any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. • P-109 PIEZOME7FR (SEE REFERENCE 6) PROJECT TITLE PHASES PERMIT DRAWINGS DRAWING TITLE: REFERENCES 1. TOPOGRAPHY FROM 2014 LIDAR DATA PROVIDED BY NC FLOODPLAIN MAPPING PROGRAM, RALEIGH, NC. 2. FLOOD HAZARD ZONES FROM FEMA FLOOD INSURANCE RATE MAP (FIRM) EXISTING CONDITIONS NUMBER 3720562800L, REVISED JUNE 19, 2020. 3. PARCEL BOUNDARIES FROM PITT COUNTY GIS DEPARTMENT ONLINE PARCEL INFORMATION SYSTEM (OPIS). 4. MONITORING WELL, SURFACE WATER SAMPLING, AND STREAM LOCATIONS FROM DRAWING "MONITORING WELL AND SURFACE WATER SAMPLING LOCATION MAP" FIGURE 2, DATED 5/1/19, PREPARED BY WOOD ENVIRONMENT & INFRASTRUCTURE SOLUTIONS, INC., DURHAM, NC. 5. WETLAND AREAS AND ADJACENT STEAM LOCATIONS FROM FIELD DATA DATED APRIL 2021 PROVIDED BY CAROLINA ECOSYSTEMS, CLAYTON, NC. 6. PIEZOMETER LOCATIONS FROM FIELD SURVEY DATED 5/17/21 PERFORMED BY SURVEYING SOLUTIONS, YOUNGSVILLE, NC. DESIGNED: W.M.B. PROJECT NO: EJE 20-2 DRAWN: C.T.J. SCALE: AS SHOWN 0 250' 500' 750' APPROVED: DATE: JULY 2021 FILENAME, EJE-D0007 SHEET NUMBER: I DRAWING NUMBER: F16.3 PREPARED FOR: LEGEND //� �s� � \✓�'\\ ��\\ \\ \ \\ �� // �v/\ / 1 �\ 1 \ �j 50EXIS77NG 10' CONTOUR (SEE REFERENCE 1) ------- EXIS11NG2'CONTOUR - - �$67011,�J \ COD LANDFILL, INC. APPROX/MATE LANDFILL PARCEL LINE / , NooL L / J \ Sl�� \ E CYCLING D/SP AL INCI (SEE REFERENCE J) ,e ® 802 RECYCLING LN. - APPROXIMATE ADJACENT PARCEL LINE ' ) OWNED BY SUBJECT PROPERTY OWNERS -/ J/ r J /' SCALES/SCALEHOUSE I S G R E E N V I L L E NC 27834 J APPROXIMATE ADJACENT PARCEL LINE r /4 6f (SEE REFERENCE S) NI�NWAY 2 200-FT BUFFER /-// !� - \ �- ��)` l / - \ , r \ _ - 1 11 r MEWSPROCES-Sly"REA PROPOSED WASTE LIMITS J / F / J / / - / - r- - 7MSW 7 ON ��PREPARED BY: / / / , r � \ I \ y � a �-L � r � NC LIC. N0. F-1370 (ENGINEERINGI APPROXIMATE STREAM LOCA 77ON (CENTERLINE) �� - (SEE REFERENCE 4, 5) / / / / )1 �\ ., SC COA N0. C01488 \fig BREWER JOHN DAVID / ) ( (�\r \ / - / APPROXIMATE FLOOD HAZARD AREAS _WD PROCESSING AREA ( \ \ lSMITH+ SEE REFERENCE 2) \ / APPROXIMATE WETLAND AREAS / /0 58 SEE REFERENCE 5 CR�1 NDOL FIRS / / 5 I J ) / ti \ r ` j ....................... /Iv �_ \-' ✓�� P�EXISTING DISPOSAL LMTS I (SEE REFERENCE 4) S o 48 - - - / \ I M IN 1FNCE �SI�ED�\ / APPROXIMATEGROUNDWATERE CONTOUR SURFACE ` 1(l� J l �CRANDO S l d / Z - I , _ v (J� / ( /� 1 / S 1 /� ENGINEERS _ / ~ �� 14 N. Boylan Avenue, Raleigh NC 27603 919.828.0577 MW-9 MONITORING WELL (SEE REFERENCE 4) S / 2 \AA/rER 1526 Richland St., Columbia SC 29201 SW-2 SURFACE WATER MONITORING LOCATIONN3 1 \ \ o P-109 PIEZOMETER (SEE REFERENCE 6) ` / / y \ \ 7 / ( PROCESSING AREA o r \ J � ~�- /f SEAL mom loom Q B-1S BORING 000 \ ��) �> CIO TOC TOP OF CASING ELEVATION \ \ Il\�\� / r \ < ✓000 ti L \ 1 � � _ � � - \ I "•-- �' / yam'\ \ \ 1 J � / \� DTW DEPTH TO WATER `0�\\\�y B - 1 S r % ) 00 TOC=20.06 �L /� -.. I \ �� \ \ \ v ZL OWE GROUNDWATER ELEVATION 02998 DTW= 2.82 I \ \ BUCKMAN THOMAS F f 1� ) ) I 1 \\ GWE= 17.24 ' L NOTE 's \\\ \ 5/ q �� > ] ^ \ ( BOC= 20.74 ~� /1 / y ` I \ I/ / �) % /S S/ \ 1 \ I ^ ( L f SEAL 1. GROUNDWATER DATA REPRESENTS THE LONG TERM SEASONAL HIGH DTW= 4.03 I GROUNDWATER ELEVATIONS. jl �`(� (\ \ GWE= 16.71woo ~-Im"Ev _ J PHASES REFERENCES \ \il\'\ 79231 „s - �' 2456 r �� l` I C&D LANDFILL INC I / r - PZ_7 I b / ` ray '� WHITEHURST ED ALTON JR 1. TOPOGRAPHY FROM 2014 LIDAR DATA PROVIDED BY NC FLOODPLAIN f, rl F r // PZ 8 TOC= 22.1►0 MAPPING PROGRAM, RALEIGH, NC. 4e TOC= 22.05 £ DTW= 8.6p I I� 2. FLOOD HAZARD ZONES FROM FEMA FLOOD INSURANCE RATE MAP (FIRM) ll\\ / _ DTW= 5.72 GWE= 13.73 r NUMBER 3720562800L, REVISED JUNE 19, 2020. �o 1` \ - / / / GWE= 16.33 , / B-20 ® MW-17 3. PARCEL BOUNDARIES FROM PITT COUNTY GIS DEPARTMENT ONLINE PARCEL B-2 \ s "� PZ-6 ^ TOC= 20.74 TOC= 20.74 / \- % / (7 / ( \L ^ MW-9A ti \ REV. DATE DESCRIPTION ( -L�� TOC= 21.02 TOC= 21 \ DTW= 5.49 DTW= 6.15 (Cam ��1 ! INFORMATION SYSTEM (OPIS). - ( �' T TOC= 20.58 �`- -- `., -- � - DTW= 4.98 � .� DTW= 3. 1 � � 4. MONITORING WELL, SURFACE WATER SAMPLING, AND STREAM LOCATIONS / o \ \ ) - r GWE= 15.25 GWE= 14.59 �S DTW= 4.82 - GWE= 16.04 I t ) PZ-9 GWE / J \ \ �> FROM DRAWING MONITORING WELL AND SURFACE WATER SAMPLING �� / / ;� \ 1 \\ TOC- _ - - < ^ GWE= 15.76 /�� F / / - - �2. B-26 -1 -7 \ I LOCATION MAP FIGURE 2, DATED 5/1/19, PREPARED BY WOOD \� ==-I - l' \ 1 -• - DTW- 6.4 _ - _ / t ` I - ENVIRONMENT & INFRASTRUCTURE SOLUTIONS INC. DURHAM NC. \ ) L 7 " 1 - / - 1 TOC= 20.93 /- / , r �- 1 �) R � -�J✓ram �1 -� / �1-� ( �\ •�-1/- GWE=16.1 \� '- DTW=6.34 ,d Jr B-7 �\ \ \ )_/ )1 B�FFE 2 5. WETLAND AREAS AND ADJACENT STEAM LOCATIONS FROM FIELD DATA ` \V y I^ / �� TOC= 21.04J~ r / l , 200 DATED APRIL 2021 PROVIDED BY CAROLINA ECOSYSTEMS, CLAYTON, NC. r r - - �PZ-10 1-` r GWE= 14.59 6. PIEZOMETER LOCATIONS FROM FIELD SURVEY DATED 5 17 21 PERFORMED L I �*� - - z- - - - TOC= 20.88 \� DTW= 6.71 BY SURVEYING SOLUTIONS, YOUNGSVILLE, NC. / / r s \ "'- f� Jl � GWE= 14.33 �/ -per 1 / I\ - �-1/ - �-J� �Iti >C� N �> y \� DTW=8.27 i -/� r �j/�/ b/ GWE=12.61 � \ � SW 0 200 400 600 (P .PZ-11D PZ-11 / • / -r � J �- -- \�` I ! / Z ( I L' TOC= 18.77- ,TOC= 19.33 �OLMW f y / / I L� -15 DTW= _/ = 5.87i DTW= 7.73 ( J 4 ( f C GWE= 12.90_GWE= 11.60 ~� ✓ , ` / \ \ -_=_ \ \\ Vv � DTW= 5.2 1-7 � / � '� r ( \ � / � / '� \ Z\ �\ GWE= 14.47 � ._ - ��\� s \� j z o � ,�,� /j ' /,-•-�_ J �/ `� _ / 7 � f )/� -III __ 64, \�, _J I __� ✓ r f ' i }� \_/�- / 1 �� \\� f ��Jf fI/Iljll(a/ I rI1I�Mw-1o� IL TOC= 16.61 f= 7 J \ J <~ / 1// ! / r� �'' l 'J� �I _�� = �� / I (1 \ /� r // //� /� 11 �, DTW= 2.56 1 ✓" -r r- T ` MW-14D 1 // /l l of l/ 111 % GWE= 14.05 ) i l MW-is - s� _1 / / � �/, &D PHA 2B �I I I � / PZ-1 O!)J^ I \ \Ic� J j/ TOC= 17.45 /� / i 1111 ( I(( \ TOC= 20.91 <TOCll MW-14S /// / /4Cs I� / / 1 1 °( f � � DTW= 5.05 / / // / // II I 1 (� DTW= 5.2 � DTW= 15.02 / \ 1 i - \ / / / / r �� / 1 I 7 GWE= 12.40 TOC= 16.6 / // // / /// J // I / I { S / GWE= 15.71 _ Electronic files are instruments of service provided by Smith / / GWE= 11.68 % 1 1 / I / / / / / i / �/ / // o // / / / I //�\ \ i l - , i'\ '� Gardner, Inc. for the convenience of the intended recipient(s), and ✓ ( / /\a 0 % /i DTW= 3.24 ) no warrant is either expressed or implied. An reuse or r // - //� GWE= 13.36' / / \ /// / / �// / /rr �\ \� _ ( redistribution of this document in whole or part without the 1 % /// j // ///// J / // ( \�\\\ written authorization of Smith Gardner, Inc., will be at the sole - . / ( / / / (1 (� ( I �� J //// /� /j // // / ///// j// / / / / �� \�o \ risk of the recipient. If there is a discrepancy between the -` i i / / f / /i//// // / / / // \\ L - v ) . �' � C I I J t / ( / �J '//,-//� / \ �\ \~ / J� � � 5 electronic files and the signed and sealed hard copies, the hard A copies shall govern. Use of an electronic files generated or L. P 9 Y � L _._ JL� � J provided by Smith Gardner, Inc., constitutes an acceptance of S0 \ - these terms and conditions. \\\ \� `�" - - / PZ-5 / TOC= 24.37 (/ /i/ , \ - _\ - \\ \\ z BMW-1/3 / / � /�{ 1 ( / \ // / /// //// // \\ PROJECT TITLE: 1 �\ GWE= 17.84 ` / �- l \ J \ \ / 1� t\� , \ I / / _/ /_ / /// /� \\ \��__ _ - / DTW= 6.53 / J / Y f f r DTW= 7.57 / r % / // //�//j1 /%// ///// \ _ GWE=13.12Js �� DTW= 5.83 �/ ti - J / MW-8- /r-/ %/�/ // //� > >o- =`%))i//// //// // // / err-1 / PZ-2 \ \\ /� / /// / �\ /GWE= 12.59 / TOC= 26.06 - - ( \ ,,/MW-12S , / TOC= 21 PHASE 3 ✓ f I ^ / ^ / / 1 / \ / (1 / } DTW= 13.21 r DTW= 4.14 / GWE= PHASE 4 - 1204 E=16.36 DTW= PERMIT DRAWINGS tGWE f �� ( / \� // /) / �r ��/ //j'GW_ � \\ \\ \ / rMW-7 08633 / / T :C= 19.4 WHITEHURST JUDSON TYSON / l e \ \ If�/ / /' /° -, t/l• p✓ 1 \ ��/ / // \ \_� \ / ��^ \ I1 I\ ,_�//' ` / w , l I y/ I \fi 1 \\ oJ \\ \�` _�� \� �\��\\�� `\\�\�2 2 J///l/// ////l//� ///// /// /%//// // / // // / �� DTW= 7.3// 8 S� WE= 12.0J2 PZ-3 MW-3 TOC= 22.76 '0C= 26.56 MW-3D/.�1, 1 / r I / \ DTW= 10.56 PZ-4D PZ-4 / / DTW= 10.55 - J GWE= 12.21 GWE= 16.00 TOC= 23.25 TOC= 26.53 - I DTW= 11.35 \�� \�~ %/ // `• // / ` /) / DRAWING TITLE: DTW= 6.69 DTW= 10.92 � -- / I / �,, � \ GWE= 11.48 GWE=16.56 GWE=15.61 �7�_ �. \-1� / \ / MW TOC=/ 2 -3AJ /0.0/3 M TOC= 21.93 r � DTW= 8.32 TOC= 17.9DTW=9.58 GWE=11.71 LONG TERM SEASONAL HIGH W�L GWE= MEOC21.8 DTW=11.21 DTW=9.3OC=21.44 /� / b // I GROUNDWATER I ARIINER jGWE=10.59 _ / Jr �� / GWE=12.14, �SW-2 a / POTENTIOMETRIC MAP 9 ' L g -�-� 1 I �.�'� /� /�\ \ �' \ /l �� \�/ter /�� \\`^ // w 1 / - i 1 DESIGNED: PROJECT N0: [FQ \ 00 / \ 2021 S th G d I 6B \ / - f 1 J\,"\ 6g� / \ > I1 01 ner, nc. N \ -, A// / � 1 % - \. \ \ �• J.A.S. EJE 20-2 DRAWN: SCALE: C.T.J. AS SHOWN APPROVED: DATE: JULY 2021 FILENAME: EJE-DO017 SHEET NUMBER: DRAWING NUMBER: FIG.4 PREPARED FOR: LEGEND /ice �s� � \✓�'\\ �\\ \\ \ \\ �� ////\ / 1 �\ 1 \ �j 50EXIS77NG 10' CONTOUR (SEE REFERENCE 1) ------- EXIS11NG2'CONTOUR - - �$67011,�J \ �A � COD LANDFILL, INC. APPROX/MATE LANDFILL PARCEL LINE / , / NooL L / J \ Sl�� \ E CYCL69 D/SP AL INCI (SEE REFERENCE J) ,e ® 802 RECYCLING LN. - APPROXIMATE ADJACENT PARCEL LINE ' ) OWNED BY SUBJECT PROPERTY OWNERS -/ J/ r J /' J SCALES/SCALEHOUSE \ I S G R E E N V I L L E NC 27834 J APPROXIMATE ADJACENT PARCEL LINE r /4 6f / (SEE REFERENCE S) NI�NWAY 2 200-FT BUFFER / - ' / ! - \ - �� )` l / - \ , _ _ 1 11 r MEWSPROCES-Sly"REA PROPOSED WASTE LIMITS J / F / J / / - r- - 7MSW 7 ON �]PREPARED BY: / / / , r � \ I \ y � a �-L � r � NC LIC. N0. F-1370 (ENGINEERINGI APPROXIMATE STREAM LOCA 77ON (CENTERLINE) �� - (SEE REFERENCE 4, 5) , / / / )1 �\ ., SC COA N0. C01488 \fig BREWER JOHN DAVID / I I (�\r \ / - i I1( ) APPROXIMATE FLOOD HAZARD AREAS�� _WD PROCESSING AREA ( \ \ lSMITH+ SEE REFERENCE 2) \ / APPROXIMATE WETLAND AREAS / / , \ SEE REFERENCE 5 CR�1 NDOL FIRS / / 5 I J ) / ti \ r ` j ....................... /Iv �\\' ✓�� P�EXISTING DISPOSAL LMTS I (SEE REFERENCE 4) S 0 14s - - - , \ I M IN 1FNCE �SI�ED�\ APPROXIMATEGROUNOWA R SURFACECONTOURCRANDO S S f// ENGINEERS (DASHED WHERE /NFERRED) _ v°r 1�\\ / l / �A s A///ER / \ 1 ) J // J { 14 N. Boylan Avenue, Raleigh NC 27603 919.828.0577 \ \! 2 `� r 1526 Richland St., Columbia SC 29201 MW-9 MONITORING WELL (SEE REFERENCE 4) ( `-` SW-2 SURFACE WATER MONITORING LOCATION 1 \��t \ ^ o / / \ \ / ( PROCESSING AREA \ J f SEAL P-109 PIEZOMETER (SEE REFERENCE 6) 000 \ ` \ 1 ) Uj 7 Q B-1 S BORING TOC TOP OF CASING ELEVA 77ON DTW DEPTH TO WATER\� - - - - - - OWE GROUNDWA TER ELEVA TION BUCKMAN T HOMAS F� f 1� / - ` ^ l J � 00*0 B-3 ti `� / �00*0 Y 0000 tiny SEAL I NOTE` ��J� 1. GROUNDWATER DATA COLLECTED BY SMITH GARDNER, INC. PERSONNEL ON �s JUNE 22, 2021.79231 \ ! I I 1��1 0000 \I \ \ C&D LANDF/L A TOC= 22.05 PROPOSED) �S l I 24561 REFERENCES �� ' \� f r I / DTW= 5.72 Pz-7 / �° i►y WH/TEHURST ED ALTON JR rl GWE= S41 1. TOPOGRAPHY FROM 2014 LIDAR DATA PROVIDED BY NC FLOODPLAIN 1 'V ,j \ / . _6 £ TOC= 22.40' / MAPPING PROGRAM, RALEIGH, NC. T \ (�\\ < , /PZ-9 \DTW= 8.67 I / r / f l ✓ _ - - 1 2. FLOOD HAZARD ZONES FROM FEMA FLOOD INSURANCE RATE MAP (FIRM) �o \ ® j - / GWE= �V ,B-20 ��MW-17, \ B-2 HOC= 22.62 C lI - i - NUMBER 3720562800L, REVISED JUNE 19, 2020. / - _ GW 1 .53 (7 \e / I(\1L� MW-9A - ti (L DTW= 6.44 \ \ f /1 REV. DATE DESCRIPTION 3. PARCEL BOUNDARIES FROM PITT COUNTY GIS DEPARTMENT ONLINE PARCEL - J ` �� a ✓ - - ~ �> ` V -11 /� , / GW INFORMATION SYSTEM (OPIS). f \ `�� _ ` E3 _ 16.1 4. 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PIEZOMETER LOCATIONS FROM FIELD SURVEY DATED 5/17/21 PERFORMED / I\ / _ �� i; b DTW= 8.27 Jl- ` J J� - / r�,/% / ' GWE= 12.6 _j l / BY SURVEYING SOLUTIONS, YOUNGSVILLE, NC. _ � - . � „ �/ � � � � PZ-11 D PZ-11 �t / //✓/ ?��\\ ) I TOC= 18.77-,T0C=19.33_��'/f� f` DTW= 5.87 �� DTW= 7.73 (f / /� ^14 L MW-15 \ J �- ,� 0 200 400 600 f / o ✓ \ _ _ _ GWE=12.90-GWE=11.60 \<✓'"` / ` �� \ I\ \ �\ I///�-= �\\ \ / r\� JI 1) �f '` �i�)�1- } MW / t -N 1 \\ \ r < / f o r _ r' , - / ' l� \I 1 /� 11/l l 1 Il ll Ill l I I I I I t �, ✓" ,-r � -- �T ��h.,_/' l / .,-- ~-' ' PZ-1 �' �u I \ \Z �� j //// / ��J r ii/i i l ll dc0 PHA 2B J I I II1 {I / �;MW-1S �l 1 it /� v� / II I \ \1� \ z_ .-�! 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If there is a discrepancy between the / / ( //�// ,.. \ -� ..� � ` electronic files and the signed and sealed hard copies, the hard J / // / // /f / / //// // Z 7 \\ o \ \ // / � �\ � / ` A \ a copies shall govern. Use of an electronic files generated or I I c/J I �// / P 9 v � / / r // / / ( �i//// /// / / //� �\ / � / .� \ \ � �� L _._ JLJ- � / provided by Smith Gardner, Inc., constitutes an acceptance of \ ` I J� / / / I // /// / /////�l �\\\\ �' 0 \ - these terms and conditions. � (- 1 �, /�� O (�l // / / /��_��//i/ice// / / lls //�/ //,-\ \\Sow \\� `- - \ � / I ( \ c� --- % ` ( l / / /i// / J -� �/� / \ \ � /t TOC= 24.J - \ l ti J (� i �� ` r i/ // r/ i / �8�\\\�� --__ ��\\` i� \�)\ \ _4 P � 1 37 � T' -��,� MROJECT TITLE: DTW= 6.53 1 - / ! _ _ 1-\ GWE= 17.84 / -F- l \ \ I� \\� , l ) I / //// / \\ \��\�__ - -_ 1 ) \ ~ r 1 / l ( / ` / / ! • TOC= 26.06 - I \ / i - MW-12S - / / \ , PHASE 3 / f \ / 1 / / / ) DTW= 13.21 I n r _ _ _ PERMIT DRAWINGS \-/_ v�)�'1 1 --\ GWE=12.85 f \ C / PHASE 4 �PROPOSED I \ - \�\ � � 08633 I � i � %� ��\\�� \ ��. \ \ \ � \\ \� �.-/ 3l /// /// // `9 MW 7 / (1 / ✓ /� I r) / / i / //' WHITEHURST JUDSON TYSON / ( / \ ( / \ �� \� �� \lam\2 2 J!!/l //// I / II I % \\ �-�-MW-3S� TOC= 26.56 MW-31D�\\ DTW= 10.56 PZ-411) PZ-4 - / I J ( \ \\ \ III GWE= 16.00 TOC= 23.25 •��)/` I ^ \� \\�\�\�`��\\��//////// `/ / DRAWING TITLE: DTW= 6.69 DTW= 10.92 \/ GWE=16.56 GWE=15.61 POTENTIOMETRICSURFACE MAP _--��/ -\ /-� / ` /•/ L� �a /~\ - ,\ r , o I ��ram \I/ 1 �1� // /, D, ' I ARIINER _ MW 2S JUNE 22 2021 41 l / SW-2. .......... / 1 q l C) W _j F_ -1f �, - \\ 1 I I 1 J/ 1f III J _ \ � %� r DESIGNED: PROJECT N0: y s� ��`1 \ \ t \ / - \ 2 0 21 S ' t h G d I 6B \..� / -- � f 1 � J\�"\ 6g� � / � � --- � \ > mI ar ner, nc. N \ �. A// / � �_ i\N _ % - \. -AN J.A.S. EJE 20-2 DRAWN: SCALE: C.T.J. AS SHOWN APPROVED: DATE: JULY 2021 FILENAME: EJE-DO017 SHEET NUMBER: DRAWING NUMBER: F16.5 PERMIT ISSUE NOT FOR CONSTRUCTION I U- z 0 W W W Z 0 W W 40.00 30.00 20.00 10.00 1 o -10.00 -20.00 -30.00 SECTION AA SCALE: AS SHOWN X1 40.00 on -10.00 -20.00 -30.00 30 LEGEND -150 EXISTING 10' CONTOUR (SEE REFERENCE 1) EX/ST/NG 2' CONTOUR - - APPROX/MA TE LANDFILL PARCEL LINE (SEE REFERENCE 3) - APPROXIMATE ADJACENT PARCEL LINE OWNED BY SUBJECT PROPERTY OWNERS APPROXIMATE ADJACENT PARCEL LINE (SEE REFERENCE 3) 200-FT BUFFER PROPOSED WASTE LIMITS APPROXIMA TE STREAM LOCA PON (CENTERLINE) (SEE REFERENCE 4, 5) ..................••••• EX/ST/NG DISPOSAL LIMITS (SEE REFERENCE 4) APPROXIMA TE GROUND WA TER SURFACE CONTOUR (SEE NOTE 1) MW-9 MONITORING WELL (SEE REFERENCE 4) SW-2 SURFACE WATER MONITORING LOCATION P-109 PIEZOMETER (SEE REFERENCE 6) U- z 0 W W 1� -� � C i. PZ f l lI PZ-1 MW-16 / dam_ A MW-15\ PZ-4D PZ-mil MVI D MW-14S.' SW oo' a MWW- 40.00 i 30.00 � 20.00 TP 0%L/'\\j`TOPS lL'\\�\\jjj/\ /�//�// /'\�/\�/�j\/\ \j\j\�j\j\\j \�TOPSQ L % %' /\ .T , ...SILTY •: :. .....iA- SAND . 10.00 , - - . .. ..::.:.... ...:. : , : LAYERS ;... : „ ... ,. ,.-.,.'. ,'. .- , •a' OF SAND CLASAND , ...,, . • :.... •: :,. CLAY WITH ULA C YEY SILT SHELLS Wl H SHELLS Al I�� -10.00 -20.00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+I SECTION rBB SCALE: AS SHOWN X1 PREPARED FOR: CEO LANDFILL, INC. 802 RECYCLING LN. GREENVILLE, NC 27834 PREPARED BY: NC LIC. NO. F-1370 IENGINEERINGI SC COA NO. C01488 SMITH+ GARDNER ENGINEERS 14 N. Boylan Avenue, Raleigh NC 27603 919.828.0577 1526 Richland St., Columbia SC 29201 SEAL SEAL LEGEND - CROSS SECTION ' EXIS77NG GROUND SURFACE (SEE REFERENCE 1) REV. DATE DESCRIPTION • • - GROUNDWATER POTEN770YETRIC SURFACE (SEE NOTE 1) NOTE 1. GROUNDWATER DATA REPRESENTS THE LONG TERM SEASONAL HIGH GROUNDWATER ELEVATIONS. SEE TABLE 3 OF THE SITE STUDY/DESIGN HYDROGEOLOGIC REPORT DATED JULY 2021. REFERENCES 1. TOPOGRAPHY FROM 2014 LIDAR DATA PROVIDED BY NC FLOODPLAIN MAPPING PROGRAM, RALEIGH, NC. 2. FLOOD HAZARD ZONES FROM FEMA FLOOD INSURANCE RATE MAP (FIRM) NUMBER 3720562800L, REVISED JUNE 19, 2020. 3. PARCEL BOUNDARIES FROM PITT COUNTY GIS DEPARTMENT ONLINE PARCEL INFORMATION SYSTEM (OPIS). 4. MONITORING WELL, SURFACE WATER SAMPLING, AND STREAM LOCATIONS FROM DRAWING "MONITORING WELL AND SURFACE WATER SAMPLING LOCATION MAP" FIGURE 2, DATED 5/1/19, PREPARED BY WOOD ENVIRONMENT & INFRASTRUCTURE SOLUTIONS, INC., DURHAM, NC. 5. WETLAND AREAS AND ADJACENT STEAM LOCATIONS FROM FIELD DATA DATED APRIL 2021 PROVIDED BY CAROLINA ECOSYSTEMS, CLAYTON, NC. 6. PIEZOMETER LOCATIONS FROM FIELD SURVEY DATED 5/17/21 PERFORMED BY SURVEYING SOLUTIONS, YOUNGSVILLE, NC. 40.00 M.00 ?0.00 -20.00 )0 30' Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or implied. Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient. If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern. Use of any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. PROJECT TITLE: PHASES PERMIT DRAWINGS DRAWING TITLE: 200 GEOLOGIC CROSS SECTIONS (SHEETI OF4) 10' C DESIGNED: PROJECT N0: S.C.R. EJE 20-2 DRAWN: SCALE: C.T.J. AS SHOWN APPROVED: DATE: JULY 2021 © 2021 Smith Gardner, Inc. EJE-DO020 SHEET NUMBER: DRAWING NUMBER: FIG.6 PERMIT ISSUE NOT FOR CONSTRUCTION 4o.oc 30.00 20.00 10.0C U- 0 � O.00 J W -10.0C -20.00 -30.00 -40.00 L~i z 0 Q J W to.00 I1 11 W11 WE 1 11 -10.00 -20.00 -30.00 -40.00 )0 SECTION CC SCALE: AS SHOWN X2 LEGEND �� ° ►�' >`� o , - _ ► -150 EXISTING 10' CONTOUR (SEE REFERENCE 1)- EXIST/NG 2 CONTOUR N- ti APPROX/MA TE LANDFILL PARCEL LINE W (D E (SEE REFERENCE 3)- S I \ APPROXIMATE ADJACENT PARCEL LINE OWNED BY SUBJECT PROPERTY OWNERS /' L I ► r APPROXIMA TE ADJACENT PARCEL LINE (SEE REFERENCE 3) t / 200-FT BUFFER �� L� �% �� ►r _ l I , , \ PROPOSED WASTE LIMITS PZ-8 APPROXIMATE STREAM LOCATION (CENTERLINE) / �`� a �i i -�� ` �� PZ-9 `-�- (SEE REFERENCE 4, 5) _ '-� PZ-6 4WIrZ-7 J,) ••••••••••••••••••i �as PZ 1�X (SEE REFERENCE 4) • PZ 5 APPROXIMA TE GROUND WA TER SURFACE CONTOUR (SEE NOTE 1) r�� _ Y j \� PZ-11 D. 11 o f MW-9 MONITORING WELL (SEE REFERENCE 4) I( =� �� - ` r ~1 f L\ r PZ-1 L �r ,�SW-- -16`--, r 4. SW-2 SURFACE WATER MONITORING LOCATION JJ PZ-3 < _ v \� ` 3 / P-109 PIEZOMETER (SEE REFERENCE 6) l�l ` . I IPA ( a I l\ `� MW-15\ 1 J -► `!��_ ; ? / 1r� �( 1� PZ-4D PZ-1 � PZ-2 \� � � " _ l/ j � 1f `\ 1 �� ► ��r" ,�/ j//�� \�� '. MW-14S'�� 0)�\ �' \ / --��° A�////�% J► I� r� l U - 1W-8 �= 01 MW- LEGEND - CROSS SECTION - - - - - - - EXIS77NG GROUND SURFACE (SEE REFERENCE 1) - • • - GROUNDWATER POTEN T/OMETRIC SURFACE (SEE NOTE 1) PREPARED FOR: CEO LANDFILL, INC. 802 RECYCLING LN. GREENVILLE, NC 27834 PREPARED BY: NC LIC. NO. F-1370 IENGINEERINGI SC COA NO. C01488 SMITH+ GARDNER ENGINEERS 14 N. Boylan Avenue, Raleigh NC 27603 1 919.828.0577 1526 Richland St., Columbia SC 29201 SEAL SEAL REV. I DATE I DESCRIPTION NOTE 1. GROUNDWATER DATA REPRESENTS THE LONG TERM SEASONAL HIGH GROUNDWATER ELEVATIONS. SEE TABLE 3 OF THE SITE STUDY/DESIGN 40.00 HYDROGEOLOGIC REPORT DATED JULY 2021. REFERENCES 1. TOPOGRAPHY FROM 2014 LIDAR DATA PROVIDED BY NC FLOODPLAIN MAPPING PROGRAM, RALEIGH, NC. 30.00 2. FLOOD HAZARD ZONES FROM FEMA FLOOD INSURANCE RATE MAP (FIRM) NUMBER 372056280OL, REVISED JUNE 19, 2020. 3. PARCEL BOUNDARIES FROM PITT COUNTY GIS DEPARTMENT ONLINE PARCEL INFORMATION SYSTEM (OPIS). 4. MONITORING WELL, SURFACE WATER SAMPLING, AND AM LOCATIONS FROM DRAWING "MONITORING WELL AND SURFACE WATER SAMPLING 20.00QN FIGURE 2, DATED 5/1/19, PREPARED BY WOOD ENVIRONMENT & INFRASTRUCTURE SOLUTIONS INC. DURHAM NC. ^ 5. WETLAND AREAS AND ADJACENT STEAM LOCATIONS FROM FIELD DATA DATED APRIL 2021 PROVIDED BY CAROLINA ECOSYSTEMS, CLAYTON, NC. 6 DATED 1 PERFORMED LOCATIONS FROM FIELD S E VEY zo R SURVEY 10.00 BY SURVEYING SOLUTION YOUNGSVILL NC J 30 0.00 20' -10.00 10' -20.00 13+00 O 0 100' 200' 300' Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or implied. Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient. If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern. Use of any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. 40.00 30.00 20.00 , - - - `i - - SILT �I ti PROJECT TITLE: PHASE 3 - ": �- :. _ ..: ..: :. , .. ..:.......:..... ..... :. °. . ......... . .: .. .....: :.:....::....:: ::.,..... .:.... ..:..... ..... , . ;.:; . ....... .. ... + 10.00 - DRAWING TITLE: GEOLOGIC CROSS SECTIONS (SHEET 2 OF 4) 0.00 -10.00 -20.00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 SECTION DD SCALE: AS SHOWN X2 11+00 12+00 DESIGNED: S.C.R. PROJECT NO: EJE 20-2 DRAWN: C.T.J. SCALE: AS SHOWN APPROVED: DATE: JULY 2021: FILENAME EJE-DO020 SHEET NUMBER: DRAWING NUMBER: FIG.? © 2021 Smith Gardner, Inc. a N N O N M N PERMIT ISSUE NOT FOR CONSTRUCTION LEGEND —150 EXISTING 10' CONTOUR (SEE REFERENCE 1) EXIS77NG 2' CONTOUR — — APPROX/MA TE LANDFILL PARCEL LINE (SEE REFERENCE 3) — APPROXIMATE ADJACENT PARCEL LINE OWNED BY SUBJECT PROPERTY OWNERS APPROXIMATE ADJACENT PARCEL LINE (SEE REFERENCE 3) 200—FT BUFFER PROPOSED WASTE LIMITS APPROXIMA TE STREAM LOCA 77ON (CENTERLINE) (SEE REFERENCE 4, 5) ••••••••••••••••••••••• EXIS77NG DISPOSAL LIMITS (SEE REFERENCE 4) APPROXIMA TE GROUND WA TER SURFACE CONTOUR (SEE NOTE 1) MW-9 MONITORING WELL (SEE REFERENCE 4) SW-2 SURFACE WATER MONITORING LOCATION P-109 PIEZOMETER (SEE REFERENCE 6) N \ \ S i PREPARED FOR: CEO LANDFILL, INC. 802 RECYCLING LN. GREENVILLE, NC 27834 PREPARED BY: NC LIC. NO. F-1370 IENGINEERINGI SC COA NO. C01488 SMITH+ GARDNER ENGINEERS 14 N. Boylan Avenue, Raleigh NC 27603 1 919.828.0577 1526 Richland St., Columbia SC 29201 SEAL SEAL REV. DATE DESCRIPTION 40.00 40.00 30.00 30.00 LEGEND - CROSS SECTION _ e EXIS77NG GROUND SURFACE (SEE REFERENCE 1) h _ _ _ _ _ — • • — GROUNDWATER POTEN T/OMETRIC SURFACE (SEE NOTE 1) 20.00 _ _ 20.00 _ �. : NOTE: GROUNDWATER DATA REPRESENTS THE LONG TERM SEASONAL HIGH S LTY F THE SITE GROUNDWATER ELEVATIONS SEE TABLE 3 0 STUDY/DESIGN S ND 10.00 -''::: '... _ 10.00 HYDROGEOLOGIC REPORT DATED JULY 2021. 7. SAND Z 0.00 :. . .....: .:... •. �— OF SILTY SAND AND CLAY 0.00 Z _— Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient)s), and W I W no warranty is either expressed or implied. Any reuse or CLAY /TH I redistribution of this document in whole or part without the SHE LS written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient. If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard -10.00 -10.00 copies shall govern. Use of any electronic files generated or REFERENCES provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. 1. TOPOGRAPHY FROM 2014 LIDAR DATA PROVIDED BY NC FLOODPLAIN ANDY....,: .,,.:. MAPPING PROGRAM, RALEIGH, NC. CLAY; :::. .:.. ; .. 2. FLOOD HAZARD ZONES FROM FEMA FLOOD INSURANCE RATE MAP (FIRM) PROJECT TITLE: -20.00 _20.0o NUMBER 3720562800L, REVISED JUNE 19, 2020. 3. PARCEL BOUNDARIES FROM PITT COUNTY GIS DEPARTMENT ONLINE PARCEL _ INFOMATIOSYSTEM PHASE 3 4. MONITORING WELL, SURFOACE WATER SAMPLING, AND STREAM LOCATIONS Y W 1 FROM DRAWING "MONITORING WELL AND SURFACE WATER SAMPLING PERMIT DRAWINGS S LOCATION MAP" FIGURE 2, DATED 5/1 /19, PREPARED BY WOOD -30.00 —30.00 ENVIRONMENT & INFRASTRUCTURE SOLUTIONS, INC., DURHAM, NC. 5. WETLAND AREAS AND ADJACENT STEAM LOCATIONS FROM FIELD DATA DATED APRIL 2021 PROVIDED BY CAROLINA ECOSYSTEMS, CLAYTON, NC. 6. PIEZOMETER LOCATIONS FROM FIELD SURVEY DATED 5/17/21 PERFORMED BY SURVEYING SOLUTIONS, YOUNGSVILLE, NC. -40.00 -40.00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 30' DRAWING TITLE: SECTION EE SCALE: AS SHOWN X3 GEOLOGIC CROSS SECTIONS 20, (SH[IT 3OF4) 10' C DESIGNED: PROJECT N0: S.C.R. EJE 20-2 DRAWN: SCALE: C.T.J. AS SHOWN APPROVED: DATE: JULY 2021 © 2021 Smith Gardner, Inc. EJE-DO020 SHEET NUMBER: DRAWING NUMBER: FIG.8 rr8% nn n ��T �1 1r NOT U- Z 0 LU w 1111111I1 K1111I1 K1111L i1111I1 1111L 5I111L W1111I1 IS11111L U- Z 0 w w w Z_ c J + 2 Cc V � H Q Q Lq 40.00 30.00 20.00 10.00 1 11 -10.00 -20.00 -30.00 STA. 0+00 - 18++00 01-PT10KI STA. 18+00 - 32+50 SECTION rFF� SCALE: AS SHOWN X4 MOO M11 MIX 1 11' 1 11 -10.00 -20.00 -30.00 30 PREPARED FOR: 1-7 W E �� .� �' �v �� -� EBB LAN DFILL� INC. --� < \ r � ` / 802 RECYCLING LN. un � �- �/ �� ' ��'��v/ ,` �'� GREENVILLE, NC 27834 J bi PZ-8 _ PREPARED BY: PZ-9 ~^� ^ NC LIC. NO. F-1370 (ENGINEERING) `1000 PZ-66 0rZ-7 SC COA NO. C01488 P2%1Q \ 1 40.00 Z < t Pz-5 a v r-J,{ � 1 SMITH+ X�2,� yam; ��\ PZ-11D. h1;� MW-17 30.00 r �� =_ �--� \ tie t \- i- 6ARDNER F� �� f� �L j t� i j i� PZ 1 ti 1\1� W 4 MW-16` �� t l z-3 ,1 </' / ;,��,� �3r��',� ENGINEERS _ 14 N. Boylan Avenue, Raleigh NC 27603 919.828.0577 20'00 �� — I �, \ ,1, / / / //�✓ (�� 11— MW-15� 1526 Richland St., Columbia SC 29201 lr— PZ-4Dj1 1 � ��h J C ' �1 ✓/ �r,�-�//�/// � �MW / or —13 l v I ILLI 3.00 W \ ' r \\ �r.MW-12S- � l• r � ' ,... � �u,SW r� f �� W—$% SEAL oo' of 3 KOMI -20.00 150 EXIS77NG 10' CONTOUR (SEE REFERENCE 1) I EXIS77NG 2' CONTOUR — — APPROXIMATE LANDFILL PARCEL LINE REV. DATE DESCRIPTION (SEE REFERENCE 3) —30.00 — APPROXIMATE ADJACENT PARCEL LINE DO OWNED BY SUBJECT PROPERTY OWNERS APPROXIMATE ADJACENT PARCEL LINE (SEE REFERENCE 3) 200—FT BUFFER PROPOSED WASTE LIMITS APPROXIMATE STREAM LOCATION (CENTERLINE) (SEE REFERENCE 4, 5) ••••••••••••••••••••••• EXISTING DISPOSAL LIMITS (SEE REFERENCE 4) APPROXIMA TE GROUND WA TER SURFACE CONTOUR (SEE NOTE 1) MW-9 MONITORING WELL (SEE REFERENCE 4) SW-2 SURFACE WATER MONITORING LOCATION P-109 PIEZOMETER (SEE REFERENCE 6) Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or implied. Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient. If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern. Use of any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. 30' 20' 0 N PROJECT TITLE: PHASE 3 PERMIT DRAWINGS LEGEND - CROSS SECTION — — — — — — — EXIS17NG GROUND SURFACE (SEE REFERENCE 1) —- •— GROUNDWATER POTEN770YETRIC SURFACE (SEE NOTE 1) DRAWING TITLE: NOTE 1. GROUNDWATER DATA REPRESENTS THE LONG TERM SEASONAL HIGH GROUNDWATER ELEVATIONS. SEE TABLE 3 OF THE SITE STUDY/DESIGN HYDROGEOLOGIC REPORT DATED JULY 2021. REFERENCES 1. TOPOGRAPHY FROM 2014 LIDAR DATA PROVIDED BY NC FLOODPLAIN MAPPING PROGRAM, RALEIGH, NC. 2. FLOOD HAZARD ZONES FROM FEMA FLOOD INSURANCE RATE MAP (FIRM) NUMBER 372056280OL, REVISED JUNE 19, 2020. 3. PARCEL BOUNDARIES FROM PITT COUNTY GIS DEPARTMENT ONLINE PARCEL INFORMATION SYSTEM (OPIS). 4. MONITORING WELL, SURFACE WATER SAMPLING, AND STREAM LOCATIONS FROM DRAWING "MONITORING WELL AND SURFACE WATER SAMPLING LOCATION MAP" FIGURE 2, DATED 5/1/19, PREPARED BY WOOD ENVIRONMENT & INFRASTRUCTURE SOLUTIONS, INC., DURHAM, NC. 5. WETLAND AREAS AND ADJACENT STEAM LOCATIONS FROM FIELD DATA DATED APRIL 2021 PROVIDED BY CAROLINA ECOSYSTEMS, CLAYTON, NC. 6. PIEZOMETER LOCATIONS FROM FIELD SURVEY DATED 5/17/21 PERFORMED BY SURVEYING SOLUTIONS, YOUNGSVILLE, NC. GEOLOGIC CROSS SECTIONS (SHEET40F4) DESIGNED: PROJECT NO: S.C.R. EJE 20-2 DRAWN: SCALE: C.T.J. AS SHOWN APPROVED: DATE: JULY 2021 EJE-DO020 SHEET NUMBER: DRAWING NUMBER: FIG.9 © 2021 Smith Gardner, Inc. This page intentionally left blank. AppendixA Location Restriction Documentation Site Study and Design Hydrogeologic Report CEO Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. Appendix A.1 2021 Wetlands Information Site Study and Design Hydrogeologic Report CRD Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. U.S. ARMY CORPS OF ENGINEERS WILMINGTON DISTRICT Action Id. SAW-2021-00880 County: Pitt U.S.G.S. Quad: Grimesland NOTIFICATION OF JURISDICTIONAL DETERMINATION Property Owner/Applicant: C&D Landfill, Inc. C/O Judson Whitehurst Address: 802 Recycling Lane Greenville, North Carolina 27834 Telephone Number: 252-916-4770 Size (acres) 27.6-acres Nearest Waterway Tar River USGS HUC 03020103 Nearest Town Greenville River Basin Tar -Pamlico Coordinates Latitude: 35.620213 N Longitude:-77.188668 W Location description: Property is an approximate 27.6-acre commercial landfill operation located at 0 US 264 East, adjacent to the Tar River, near the City of Greenville, in Pitt County, North Carolina. Parcel ID 79231 & 56923. Indicate Which of the Following Apply: A. Preliminary Determination X There are waters of the U.S., including wetlands, on the above described property that maybe subject to Section 404 of the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The waters have been delineated, and the delineation has been verified by the Corps to be sufficiently accurate and reliable. Therefore this preliminary jurisdiction determination may be used in the permit evaluation process, including determining compensatory mitigation. For purposes of computation of impacts, compensatory mitigation requirements, and other resource protection measures, a permit decision made on the basis of a preliminary JD will treat all waters and wetlands that would be affected in any way by the permitted activity on the site as if they are jurisdictional waters of the U.S. This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process (Reference 33 CFR Part 331). However, you may request an approved JD, which is an appealable action, by contacting the Corps district for further instruction. _ There are wetlands on the above described property, that may be subject to Section 404 of the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). However, since the waters, including wetlands, have not been properly delineated, this preliminary jurisdiction determination may not be used in the permit evaluation process. Without a verified wetland delineation, this preliminary determination is merely an effective presumption of CWA/RHA jurisdiction overall of the waters, including wetlands, at the project area, which is not sufficiently accurate and reliable to support an enforceable permit decision. We recommend that you have the waters of the U.S. on your property delineated. As the Corps may not be able to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by the Corps. B. Approved Determination _ There are Navigable Waters of the United States within the above described property subject to the permit requirements of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in law or our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification. There are waters of the U.S., including wetlands, on the above described property subject to the permit requirements of Section 404 of the Clean Water Act (CWA) (33 USC § 1344). Unless there is a change in the law or our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification. _ We recommend you have the waters of the U.S. on your property delineated. As the Corps may not be able to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by the Corps. Page 1 of 5 SAW-2021-00880 C&D Landfill, Inc. _ The waters of the U.S., including wetlands, on your project area have been delineated and the delineation has been verified by the Corps. If you wish to have the delineation surveyed, the Corps can review and verify the survey upon completion. Once verified, this survey will provide an accurate depiction of all areas subject to CWA and/or RHA jurisdiction on your property which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed five years. The waters of the U.S., including wetlands, have been delineated and surveyed and are accurately depicted on the plat signed by the Corps Regulatory Official identified below on Date. Unless there is a change in the law or our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification. There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification. _ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act (CAMA). You should contact the Division of Coastal Management in Washington, NC at 252-946-6481 to determine their requirements. Placement of dredged or fill material within waters of the US, including wetlands, without a Department of the Army permit may constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material, construction or placement of structures, or work within navigable waters of the United States without a Department of the Army permit may constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If you have any questions regarding this determination and/or the Corps regulatory program, please contact Raleigh W. Bland, SPWS at (910) 251-4564 or Raleigh.w.bland(&usace.army.mil. C. Basis For Determination: The identified wetlands on this site meets the jurisdictional criteria as described in the 1987 Corps Wetland Delineation Manual and the Atlantic and Gulf Coastal Plain Regional Supplement. The jurisdictional wetlands are a part of a broad continium of wetlands connected to the Tar River, a designated TNW. D. Remarks: A Department of the Army permit is required to work within any jurisdictional waters or wetlands on the property. E. Attention USDA Program Participants This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site identified in this request. The delineation/determination may not be valid for the wetland conservation provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources Conservation Service, prior to starting work. F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B. above) This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you must submit a completed RFA form to the following address: US Army Corps of Engineers South Atlantic Division 60 Forsyth Street SW, Room 10M15 Atlanta, Georgia 30303-8801 In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP. Should you decide to submit an RFA form, it must be received at the above address by NA for PJD. **It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this correspondence. Page 2 of 5 SAW-2021-00880 C&D Landfill, Inc. Corps Regulatory Official: Date: May 7, 2021 Expiration Date: No Expiration for PJD The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so, please complete our Customer Satisfaction Survey, located online at http://corl2smgpu.usace.aM.mil/cm_apex/Pp=13 6:4:0. Copy Furnished: CESAW/RG-WBland Page 3 of 5 SAW-2021-00880 C&D Landfill, Inc. NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND REQUEST FOR APPEAL Applicant: C&D Landfill, Inc. File Number: SAW 2021-00880 May 7, 2021 Attached is: See Section below ❑ INITIAL PROFFERED PERMIT Standard Permit or Letter ofpermission) A ❑ PROFFERED PERMIT Standard Permit or Letter ofpermission) B ❑ PERMIT DENIAL C ❑ APPROVED JURISDICTIONAL DETERMINATION D ® PRELIMINARY JURISDICTIONAL DETERMINATION E SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision. Additional information may be found at http://www.usace.gM.miVMissions/CivilWorks/Re ug latoryProgramandPennits.aspx or Corps regulations at 33 CFR Part 331. A: INITIAL PROFFERED PERMIT: You may accept or object to the permit. • ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit. • OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in Section B below. B: PROFFERED PERMIT: You may accept or appeal the permit • ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit. • APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice. C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of this notice. D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new information. • ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD. • APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form must be received by the division engineer within 60 days of the date of this notice. Page 4 of 5 SAW-2021-00880 C&D Landfill. Inc E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the Corps to reevaluate the JD. El SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or objections are addressed in the administrative record.) ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record. However, you may provide additional information to clarify the location of information that is already in the administrative record. POINT OF CONTACT FOR QUESTIONS OR INFORMATION: If you have questions regarding this decision and/or the If you only have questions regarding the appeal process you may appeal process you may contact: also contact: District Engineer, Wilmington Regulatory Division, Mr. Philip A, Shannin, Administrative Appeal Review Officer Attn: Raleigh W. Bland, SPWS CESAD-PDS-O 2407 West 511 Street U.S. Army Corps of Engineers, South Atlantic Division Washington, North Carolina 27889 60 Forsyth Street Southwest, Floor M9 910-252-4558 Atlanta, Georgia 30303-8803 Phone: (404) 562-5136 RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day notice of any site investigation, and will have the opportuni to participate in all site investi ations. Date: Telephone number: Signature of appellant or agent. For appeals on Initial Proffered Permits send this form to: District Engineer, Wilmington Regulatory Division, Raleigh W. Bland, SPWS, 2407 West 5"' Street Washington, North Carolina 27889 For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to: Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801 Phone: (404) 562-5137 Page 5 of 5 This Page Intentionally Left Blank AppendixA.2 Soil Survey Map Site Study and Design Hydrogeologic Report CEO Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. Custom Soil Resource Report Soil Map (C&D Landfill, Inc.) N IV O 300700 300800 30M 301000 301100 301200 301300 301400 301500 301600 301700 301800 301900 302000 302100 302200 302300 302400 35' 372T N - R 35' 37' 28" N 8 350 36' 5d' N Mg I -' - 35° 36' 50" N 300700 300" 300900 301000 301100 301200 301300 301400 301500 301600 301700 301800 301900 302000 302100 302200 302300 302400 3 3 Ill Map Scale: 1:8,340 W printed on A landscape (11" x 8.5") sheet. lV a Meters N 0 100 200 400 600 " Feet 0 400 800 1600 2400 Map projection: Web Mercator Comer aoordinates: WGS84 Edge tics: UTM Zone 18N WGS84 9 MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils 0 Soil Map Unit Polygons im 0 Soil Map Unit Lines ■ Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit .4 Gravelly Spot 0 Landfill Lava Flow Marsh or swamp + Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip oa Sodic Spot Custom Soil Resource Report MAP INFORMATION A Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. Stony Spot Very Stony Spot Warning: Soil Map may not be valid at this scale. Wet Spot Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil .- Special Line Features line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed Water Features scale. - Streams and Canals Transportation Please rely on the bar scale on each map sheet for map �}} Rails measurements. Interstate Highways Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Major Roads Local Roads Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts Background distance and area. A projection that preserves area, such as the Aerial Photography Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Pitt County, North Carolina Survey Area Data: Version 17, Jun 3, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 20, 2015—May 15, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend (C&D Landfill, Inc.) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgB AIB Alaga loamy sand, banded substratum, 0 to 6 percent slopes (Alpin) 117.8 6.3 39.0% 2.1 % Altavista sandy loam, 0 to 4 percent slopes Bb Bibb complex 11.4 3.8% Bd Bladen fine sandy loam 7.6 2.5% LaB Lakeland sand, 0 to 6 percent slopes 9.5 3.2% MaB OcB Masada sandy loam, 0 to 4 percent slopes (State) 7.7 10.1 2.6% 3.4% Ocilla loamy fine sand, 0 to 4 percent slopes Oe Pa Olustee loamy sand, sandy subsoil variant (Murville) 11.2 31.8 3.7% 10.5% Pactolus loamy sand Ro Roanoke silt loam 12.0 4.0% Tu Tuckerman fine sandy loam (Yonges) 60.0 19.9% WaB Wagram loamy sand, 0 to 6 percent slopes 16.3 5.4% Totals for Area of Interest 301.8 100.0% Map Unit Descriptions (C&D Landfill, Inc.) 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 class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called 11 This page intentionally left blank. AppendixA.3 Archaeological Study and Correspondence Site Study and Design Hydrogeologic Report CEO Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. S G rNGINEERS State Historic Preservation Information Client Name: Site Location: Project No. C&D Landfill, Inc. C&D Landfill, Inc. Phase 3 and Phase 4 EJE-20-2 Description: SHPO mapping from 1 H PO W E B 2.0 https://ncdenr.maps.ar�Y,+r, cgis.com/ Which shows no sites of archaeological significance within a 2000 ft radius of either of the proposed Phase Proposed Phase 3 Footprint 3 or Phase 4 expansion Arr ff footprints.YA •t: r 1 �r-• - .Litt �V Proposed Phase 4 Footprint P TjT r This page intentionally left blank. SMITH GARDNER ADDRESS TEL WEB 14 N. Boylan Avenue, Raleigh NC 27603 919.828.0577 www.smithgardnerinc.com July 16, 2021 Renee Gledhill -Earley State Historic Preservation Office 4617 Mail Service Center Raleigh, NC 27699-4617 RE: CGD Landfill Inc. Proposed Expansion SHPO Request CEO Landfill Inc. Greenville, North Carolina Dear Ms. Gledhill -Earley: On behalf of C&D Landfill Inc., Smith + Gardner is submitting this State Historic Preserve request. C&D Landfill, Inc. currently operates a construction and demolition landfill under NC Solid Waste Permit # 74-07 which is located is at 802 Recycling Lane in Greenville, North Carolina. C&D Landfill Inc. intends to expand the landfill into Phase 3 and Phase 4 which accommodate a total of 35.13 acres of forest and farming land. The Borrow Pit/Waste Area SHPO Form has been prepared for this development (attached). No buildings, structures, districts, archaeological sites, or designed landscape features that are listed in, or eligible for listing in, the National Register of Historic Places, or that are 50 or more years old have been found within or adjacent to the proposed Phase 3 and Phase 4 boundaries. Attached with this letter is a photo log and boundaries of the Phase 3 and Phase 4 project area. If you have any questions or require additional information, please contact me at 919-828-0577 or by email below. Sincerely, SMITH GARDNER, INC. E g�n^ed by:: Cam. Q(GIe�S368305C978EA4E6... Seth C. Rickets, G.I.T. Staff Geologist sethfdsmithgardnerinc.com Attachments: Borrow Pit/Waste Area SHPO Form Figure 1 - Site Map Photolog - Phase 3 & 4 BORROW PIT/WASTE AREA INFORMATION FORM FOR STATE HISTORIC PRESERVATION OFFICE REVIEW Date Submitted 7/16/21 County Pitt Pit Name C&D Landfill, Inc. Highway Project No. and Description Phase 3 and 4 of C&D Landfill, Inc. disposal areas Submitted by Seth C. Rickerts, Smith Gardner, Inc. Preparer Name/Company 14 N. Boylan Ave. Raleigh, NC 27603 Company Address 919-828-0577 SITE TYPE: SITE INFO: LOCATION Phone/Email Borrow Pit Q Waste Area O Both Acreage 35.13 Borrow Depth N/A Street Address/PIN 802 Recycling Ln, Greenville, NC 27834 GPS Coordinates (decimal degrees) 35.620535,-77.189399 ARCHITECTURAL RESOURCES: FOR HPO USE ONLY ER A -DUE S-DUE 1. Are there any buildings or structures on the project site? (Include abandoned barns, farmhouses, tobacco sheds, bridges, etc.) No 2. If yes, photographs of structures which appear to be 50 years or older, are required. Photos must show each elevation of the structure and surrounding landscape. ARCHAEOLOGICAL RESOURCES: 1. Present and previous land uses of the proposed borrow pit/waste area. Forest/Farming 2. What kind of site preparation, if any, has taken place on the project site? Timbering 3. Have any artifacts (arrowheads, pottery, etc.) been found on the site? NO 4. Are any marked or unmarked cemeteries located within the proposed pit area? No 5. Has the area been surveyed by an archaeologist? If yes, give the name of the archaeologist and the date of the survey. No ro ensure timely review, submittal must include a map (aerial, topographic, labelled street, etc.) and/or KML files clearly showing the proposed borrow pit/waste area location and boundaries (entire extent of disturbance). Submit the completed form and map to: Renee Gledhill -Earley, Environmental Review Coordinator, State Historic Preservation Office, at Environmental. Review(dncdcr.gov, or by USPS, 4617 Mail Service Center, Raleigh, NC 27699-4617 (phone 919-814-6584). **Allow at least 30 days for our review and comment** FOR HPO USE ONLY We have no comment on the project as proposed. Additional information is needed to complete our review. An archaeological survey is recommended. Date: Renee Gledhill -Earley, ER Coordinator November 2019 ER-KBH --N -P_ CD' m 0 U emu- I UlJ S� OAS BUNDYRDI,RD AUNT — - — �— - SITE PROPERTY - LESSIES LN US 264 PROPOSED co °�Y STyTY� O O � J �ti r u �� ° j 1 I FOOTPRINT -` let �`•� i �`• a°v 1ROPtSED ��.. o "' 9z�FF PHASE 4� �� --- — `•�� I' G FOOTPRINT �� ,,, �• . '25- / - k �_ � ,, •_ -�- I �w`� 1,r ♦ Ii OUR � v Cr `PLACE LN = k-, Vic.__„_ , ♦ -�- �- - y i- .00 ., emu. ♦� � � O STRICK LN - _ �IIPRIVACY LN LEGEND SITE PROPERTY —L PROPOSED WASTE LIMITS REFERENCES 3. PAKLLE-MOUNDARIES FROM PITT COUNTY GIS DEPARTMENT 2. TOPOGRAPHY FROM U.S.G.S. 7.5 MIN. QUADRANGLES "LEGGETTS 0 1,000 2,000 CROSSROADS, NC" DATED 2019 AND "GRIMESLAND, NC" DATED 2019. Feet SITE VICINITY MAP C&D LANDFILL, INC. Y GREENVILLE, NC 1J � JJ DRAWN: APPROVED: SCAT J_ C.T.J. J.A.S. SMITH+GARONER „4 �..::, �-�.:�� J�;?7603 gCIIGNdF•19�Q{�IIGINE#RINe1 E: IDATE: IPROJECT NO.: IFIGURE NO.: AS SHOWN I Jul. 2021 1 EJE 20-2 1 1 S G ENGINEERS PHOTOGRAPHIC LOG Client Name: Site Location: Project No. EJE C&D Landfill Inc. EJE Recycling Proposed Phase 3 EJERecycling-20-2 Photo No. Date: j Feb.2021 Direction Photo Taken: Northeast ; Description: EJE Recycling proposed Phase 3 location _ r r - j�. S+G ENGINEERS PHOTOGRAPHIC LOG Client Name: Site Location: Project No. EJE C&D Landfill Inc. EJE Recycling Proposed Phase 3 EJERecycling-20-2 Photo No. Date: 2 Feb.2021 Direction Photo Taken: West Southwest Description: EJE Recycling proposed Phase 3 location S+G ENGINEERS PHOTOGRAPHIC LOG Client Name: Site Location: Project No. EJE C&D Landfill Inc. EJE Recycling Proposed Phase 4 EJERecycling-20-2 Photo No. Date: 3 July 2021 Direction Photo Taken: East Description: EJE Recycling proposed Phase 4 location S+6 ENGINEEP Client Name: EJE C&D Landfill Inc. Photo No. Date: 4 July 2021 Direction Photo Taken: West Description: EJE Recycling proposed Phase 4 location Site Location: EJE Recycling Proposed Phase 4 PHOTOGRAPHIC LOG Project No. EJERecycling-20-2 AppendixA.4 North Carolina Natural Heritage Program Correspondence Site Study and Design Hydrogeologic Report CEO Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. Roy Cooper, Governor ■'■1111111■ ■! 0 RUC DEPARTMENT OF ■ami■■ NATURAL AND CULTURAL RESOURCES ■ENNN July 6, 2021 Joan Smyth Smith Gardner, Inc. 14 N. Boylan Avenue Raleigh, NC 27603 RE: C&D Landfill, Inc. Phase 3 and 4; EJE-20-2 Dear Joan Smyth: D. Reid Wilson, Secretary Wafter Clark Director, Division of Land and Water Stewardship NCNHDE-15034 The North Carolina Natural Heritage Program (NCNHP) appreciates the opportunity to provide information about natural heritage resources for the project referenced above. Based on the project area mapped with your request, a query of the NCNHP database indicates that there are no records for rare species, important natural communities, natural areas, and/or conservation/managed areas within the proposed project boundary. Please note that although there may be no documentation of natural heritage elements within the project boundary, it does not imply or confirm their absence; the area may not have been surveyed. The results of this query should not be substituted for field surveys where suitable habitat exists. In the event that rare species are found within the project area, please contact the NCNHP so that we may update our records. The attached 'Potential Occurrences' table summarizes rare species and natural communities that have been documented within a one -mile radius of the property boundary. The proximity of these records suggests that these natural heritage elements may potentially be present in the project area if suitable habitat exists. Tables of natural areas and conservation/managed areas within a one -mile radius of the project area, if any, are also included in this report. If a Federally -listed species is found within the project area or is indicated within a one -mile radius of the project area, the NCNHP recommends contacting the US Fish and Wildlife Service (USFWS) for guidance. Contact information for USFWS offices in North Carolina is found here: https://www.fws.gov/offices/Di rectory_/ListOffices.cfm?statecode=37. Please note that natural heritage element data are maintained for the purposes of conservation planning, project review, and scientific research, and are not intended for use as the primary criteria for regulatory decisions. Information provided by the NCNHP database may not be published without prior written notification to the NCNHP, and the NCNHP must be credited as an information source in these publications. Maps of NCNHP data may not be redistributed without permission. The NC Natural Heritage Program may follow this letter with additional correspondence if a Dedicated Nature Preserve, Registered Heritage Area, Land and Water Fund easement, or Federally - listed species are documented near the project area. If you have questions regarding the information provided in this letter or need additional assistance, please contact Rodney A. Butler at rod ney.butler(a)ncdcr.clov or 919-707-8603. Sincerely, NC Natural Heritage Program DEPAR7MEN7 OF NATURAL AND CULTURAL RESOURCES fl 121 W. JONES STREET, RALEIGH. NC 27603 • 1GS1 MAIL SERVICE CENTER, RALEIGH. NC 27699 OFC 919.707.9120 • FAX 919.707,9121 J/ 2 m 3 3 S 3 G g G g \ a 2 t t m R \ / / \ \ / / / / \ \ / 3± 3 3 3 3 4 $ \ 2!, 2 3 2 \ m \ a E y t 7 E/ / I / J D [ ±O / / / ± ° f / / \ % / \ / % / % / \ § \ \ \ 2 p G g p g J g / 2 / 3 3 7 + ± R / 4-1 \ 0 \ // \ [ \\ % -0m c > 2 ± 2 ƒ3 , , , , , , / / \7 » / bƒ / 2 \/ > / c / .\ .\ / .\ 4 .\ .\ R o / 4 % / = O § 2 2 0 2 2 2 e I g o e »/ 2 I o a »/ \{ m E u 2 2 ¢ 2 2 y % ¢ // I 3\ 7 < ¢ A ¢ ¢ % % > ±7 / /|/ t t c > } / \ / \ \ / \ J \ ± ± c a \ <ma @g2 0 \\W/ // _ >/\ \ / N \ \E ® 2 d)/ 6 \ e$ e E # m \ % 7 © 0 2 » 2 > / / \ > % \ G % / O — o c ± / c � — D z \ ® w \ « c E ® = o � < / / / \ o \ 4 \ % / t / @ 2 N 2 E \ y \ 0 ( /� \ � ƒ / § . / \ E @ f g r 0gam 0 / E [ e / / / / » E _ / / \ \ v \ \ / \ \ / / \ \ 9 } \ \ / 0 / \ / / / \ / / % / \ \ § \ { /4-1 Jy- U\ s y 2 ® \ > / & ® \ f / \ / / / / \ \ / o; t $ m _\ \ \ / e / f e a = = G m {° « G e / / / % a ° >,3 c I 2 = \ / ± / x /\ \ f °% °� /\ e//\c \ a Jj y e 9 ° s (/ > c= m// \ j/Q \ 9[ / / E o # > 4-1 / 3 « O / / .@ \ % / / \ / \ \ / \ \ z © i 0 \ 0 \ / 2 / o / m a / / ± e \ _ / @ R > / § 9 \ { / / / / 6 / ƒ § ) 3 \ % + < °( Gt 0 \ ( @ 2 / sz / \ \ \ \ < / \ > / / & / / / / / / / / / / / \ \ \ / � / / \ / \ \ > \ > \ > / \ / < 0 j ±/ 3 < \ O O± m c 3 c 3± m Z G e 2 o e ■ § \ c NCNHDE-15034: C&D Landfill, Inc. Phase 3 and 4 a 4. 0 r( ry^ . -f�' „�S:M,g � US•Ffi9h wayTj 6brE iUS 4SHg A Yankee hall Rd en . $, rye � rr vpnr Lr� Iry k Lri N Pr-cy Ln W+E S July 6, 2021 Project Boundary Buffered Project Boundary NHP Natural Area (NHNA) 1:23,458 0 0.2 0.4 0.8 mi 0 0.3 0.6 1.2 km Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), (c) OpenStreetMap contributors, and the GIS User Community Page 3 of 3 This page intentionally left blank. AppendixA.5 Water Supply Watershed Map Site Study and Design Hydrogeologic Report CEO Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. S G rNGINEERS Water Supply Watershed Information Client Name: Site Location: Project No. C&D Landfill, Inc. C&D Landfill, Inc. Phase 3 and Phase 4 EJE-20-2 Description: NC DEQ Water Supply Watershed mapping from https://ncdenr.maps.ar cqis.com/ Which shows no water supply watersheds within a 2000 ft radius of either of the proposed Phase 3 or Phase 4 expansion footprints. Proposed Phase 3 Footprint 16 Proposed Phase 4 Footprint This page intentionally left blank. Appendix Soil Boring/Piezometer Installation Records Site Study and Design Hydrogeologic Report CEO Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 1 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location: - 35.618485°,-77.192188' Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 10-20' Weather: Clear, cool Ground Elevation: -22.0 Date Started: 03/10/21 Depth of Boring: 20' Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/10/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o B W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Organics to Brown SILT 2 2-5': Orange moist SILTY SAND 3 5' 4 5 5-3-4-3 6 7 10, 5-10': Orange/tan, moist, SILTY SAND 8 9 10 3-6-3-6 11 12 13 15' 10-15': Orange/tan, wet, SILTY SAND 14 15 4-5-6-7 16 17 18 20' 15-20': Layers of gray wet SILT and SILTY SAND 19 20 3-5-4-6 Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 2 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location: - 35.617227°,-77.192884' Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 8-18' Weather: Clear, cool Ground Elevation: -25.0 Date Started: 03/10/21 Depth of Boring: 18, Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/10/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o B W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Organics to Brown SILT 2 2-5': Orange moist SILTY SAND 3 5' 4 5 3-3-3-4 6 7 10, 5-10': Orange/tan, moist, SILTY SAND 8 9 10 3-4-7-8 11 12 13 15' 10-15': Orange/tan, wet, SILTY SAND 14 15 4-3-8-3 16 17 18 N/A* 15-20': Layers of gray wet SILT and SILTY SAND 19 20 3-5-4-6 *No sample available: splitspoon empty upon retrieval. Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 3 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location:-35.617131 °,-77.197641 ° Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 10-20' Weather: Clear, cool Ground Elevation: -18.0 Date Started: 03/11/21 Depth of Boring: 20' Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/11/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o B W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Organics to Brown SILT 2 2-5': Orange moist SILTY SAND 3 5' 4 5 2-3-3-4 6 7 10, 5-10': Orange/tan, wet, coarse SILTY SAND 8 9 10 2-3-4-5 11 12 13 15' 10-15': Orange/tan, wet, coarse SILTY SAND 14 15 2-4-4-4 16 17 18 20' 15-20': Orange/tan, wet, coarse SILTY SAND 19 20 4-3-3-3 Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 4 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location:-35.617126°,-77.195141 ° Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 10-20' Weather: Clear, cool Ground Elevation: -22.0 Date Started: 03/10/21 Depth of Boring: 20' Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/10/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o B W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Organics to Brown SILT 2 2-5': Orange moist SILTY SAND 3 5' 4 5 2-3-5-3 6 7 10, 5-10': Orange/tan, wet, SILTY SAND 8 9 10 2-3-3-4 11 12 13 15' 10-15': Tan/brown, wet, coarse SILTY SAND 14 15 4-4-4-4 16 17 18 20' 15-20': Tan/brown, wet, coarse SILTY SAND 19 20 6-4-4-5 Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 4D Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location:-35.617126°,-77.195141 ° Sheet: 1 of 2 Drilling Method: Hollowstem Auger/ Mudtub (@25') Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 45-50' Weather: Clear, cool Ground Elevation: -22.0 Date Started: 03/11/21 Depth of Boring: 50, Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/11/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o E W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) co J m co a) (� _ 0-2': Organics, wet brown SILT 1 2 3 5' 2-5': Orange, moist, SILTY SAND 4 5 3-3-3-2 6 7 10, 5-10': Orange, moist, SILTY SAND 8 9 10 3-3-2-3 11 12 13 15' 10-15': Tan, wet, coarse SILTY SAND 14 15 4-3-4-4 16 17 18 20' 15-20': Tan/orange, wet, SILTY SAND 19 20 13-12-9-9 21 20-23': Tan/orange, wet, SILTY SAND 22 23 25' 23-25': Gray, wet, SILTY SAND 24 25 3-2-4-6 Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 4D Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location:-35.617126°,-77.195141 ° Sheet: 2 of 2 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 45-50' Weather: Clear, cool Ground Elevation: -22.0 Date Started: 03/11/21 Depth of Boring: 50, Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/11/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o E W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co J m co a) (� _ 26 27 28 30' 25-29': Gray, wet, SILTY SAND 29 29-30': Dark gray/blue, wet, stiff CLAY with shell fragments 30 12-13-6-6 31 32 35' 30-35': Dark gray/blue, wet, SANDY CLAY with shell and rock fragments 33 34 35 2-3-16-20 35': Dark gray rock fragments, with sporadic glauconite(?) inclusions 36 37 38 NA 35-40': Dark gray/blue wet, clay with rock fragments 39 40 NA 40': Shelby Tube taken at-600-1000 PSI, however, a sample was not retrieved 41 42 43 45' 40-45': Black/Dark gray SILTY SAND with micaceous minerals and few shell fragments 44 45 20-13-16-19 46 47 48 50' 45-50': Black/dark gray/Green glaconitic(?) SILTY SAND 49 50 17-17-21-25 Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 5 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location:-35.619171 °,-77.196770' Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 10-20' Weather: Clear, cool Ground Elevation: -20.0 Date Started: 03/12/21 Depth of Boring: 20' Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/12/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o B W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Organics to Brown SILT 2 2-5': Orange moist SILTY SAND 3 5' 4 5 4-6-7-8 6 7 10, 5-10': Orange/tan, wet, coarse to V. coarse SILTY SAND 8 9 10 1-1-3-5 11 12 13 15' 10-15': Orange/tan, wet, coarse to med. SILTY SAND 14 15 3-2-3-2 16 17 18 20' 15-20': Brown/dark tan, wet, coarse SANDY SILT 19 20 3-2-2-4 Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 6 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location: - 35.620372°,-77.187966' Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 10-20' Weather: Clear, cool Ground Elevation: -17.0 Date Started: 03/09/21 Depth of Boring: 20' Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/09/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o E W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Organics 2 2-5': Tan, wet SILTY SAND 3 5' 4 5 5-7-8-8 6 7 10, 5-10': Tan, wet Med. SAND layered with dark gray sand and dark gray silt 8 9 10 3-2-1-2 11 12 13 15' 10-15': Layers of tan, wet Med. SAND and dark gray/blue stiff CLAY 14 15 16 17 18 20' 15-20': Layers of tan, wet Med. SAND and dark gray/blue stiff CLAY 19 20 3-4-4-4 Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 7 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location: - 35.619737°,-77.187273' Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 10-20' Weather: Clear, cool Ground Elevation: -17.0 Date Started: 03/09/21 Depth of Boring: 20' Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/09/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o E W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Organics 2 2-5': Tan, wet SILTY SAND 3 5' 4 5 4-3-4-4 6 7 10, 5-10': Tan, wet Med. SAND 8 9 10 5-4-4-5 11 12 13 15' 10-15': Layers of tan, wet Med. SAND and dark gray/blue stiff CLAY 14 15 5-2-2-2 16 17 18 20' 15-20': Layers of tan, wet Med. SAND and dark gray/blue stiff CLAY 19 20 1-3-4-3 Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 8 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location: - 35.620303°,-77.189130' Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 10-20' Weather: Clear, cool Ground Elevation: -18.0 Date Started: 03/09/21 Depth of Boring: 20' Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/09/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o E W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Tan, stiff CLAY 2 2-5': Tan, wet SILTY SAND 3 5' 4 5 4-9-8-7 6 7 10, 5-10': Tan, wet SILTY SAND layered with tan/orange silt 8 9 10 4-2-3-1 11 12 13 15' 10-15': Tan, wet SILTY SAND layered with tan/orange silt 14 15 3-4-3-3 16 17 15-18': Dark brown SILTY SAND 18 20' 19 20 2-1-2-3 19-20': Dark gray/blue stiff CLAY with shell fragments Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 9 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location: - 35.620197°,-77.189804' Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 10-20' Weather: Clear, cool Ground Elevation: -17.0 Date Started: 03/09/21 Depth of Boring: 20' Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/09/21 Water Level: NA Q E Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o E W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Tan/off-white, moist SILTY SAND 2 2-5': Tan, moist SILTY SAND 3 5' 4 5 6-7-8-9 6 7 10, 5-10': Tan, wet SILTY SAND 8 9 10 3-4-1-1 11 12 13 15' 10-15': Layers of dark gray, wet SILTY SAND and dark gray silt 14 15 11-13-13-12 16 17 15-20': Lenses of dark and light gray M-F SAND 18 20' 19 20 12-12-6-5 20': Dark gray/blue stiff CLAY with shell fragments Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 10 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location: - 35.619819°,-77.190994' Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 10-20' Weather: Clear, cool Ground Elevation: -16.0 Date Started: 03/09/21 Depth of Boring: 20' Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/10/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o E Cn �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Organics 2 2-5': Tan, moist SILTY SAND 3 5' 4 5 2-5-8-8 6 7 10, 5-10': Layers of gray SILT and SILTY SAND 8 9 10 2-3-2-5 11 12 13 15' 10-15': dark gray, wet SILTY SAND 14 15 2-2-6-6 16 17 18 20' 15-20': Layers of gray wet SILT and SILTY SAND 19 20 5-5-5-3 Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 11 Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location: - 35.618708°,-77.189716' Sheet: 1 of 1 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon Boring Diameter: 4.25 inchet Screened Interval: 10-20' Weather: Clear, cool Ground Elevation: -16.0 Date Started: 03/08/21 Depth of Boring: 20' Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/08/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o E W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co (� J m co a) _ 1 1-2': Organics 2 2-5': Dark brown to gray, wet SILTY SAND 3 5' 4 5 N/A 6 7 10, 5-10': Dark gray, wet SILTY SAND 8 9 10 N/A 11 12 13 15' 10-15': Layers of dark gray, wet SILTY SAND with Dark gray/ blue, stiff CLAY with shell fragments 14 15 N/A 16 17 18 20' 15-20': Dark gray/ blue, stiff CLAY with shell fragments 19 20 N/A Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 11 D Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location: - 35.618708°,-77.189716' Sheet: 1 of 2 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon, Shelby Tube Boring Diameter: 4.25 inchet Screened Interval: 45-50' Weather: Clear, cool Ground Elevation: -16.0 Date Started: 03/08/21 Depth of Boring: 50, Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/08/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o E W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) co (� J m co a) _ 0-2': Organics, Dark gray and brown, wet 1 2 3 5' 2-5': Dark gray and brown, wet, SILTY SAND 4 5 N/A 6 7 10, 5-10': Light to dark gray, wet, SILTY SAND 8 9 10 N/A 11 12 13 15' 10-15': Layers of dark gray, wet SILTY SAND with Dark gray/ blue, stiff CLAY with shell fragments 14 15 N/A 16 17 18 20' 15-20': Dark gray/ blue, stiff CLAY with shell fragments 19 20 N/A 21 22 23 25' 20-25': Dark gray/ blue, stiff CLAY with shell fragments 24 25 N/A Date Time Depth to groundwater while drilling NOTES: Checked by Date: SMITH GARDNER Client: C&D Disposal, Inc. Project Number., o�ectEJERecycling-20-2 �LoggedBy:� SCR - BORING ID. PZ 11 D Site Location: 802 Recycling Ln, Greenville, NC 27834 14N.BoylanAvenue,RaleighNC27893 1 919.8 2 8.05 2 7 — Boring Location: - 35.618708°,-77.189716' Sheet: 2 of 2 Drilling Method: Hollowstem Auger Monitoring Well Installed: No Sample Type(s): Splitspoon, Shelby Tube Boring Diameter: 4.25 inchet Screened Interval: 45-50' Weather: Clear, cool Ground Elevation: -16.0 Date Started: 03/08/21 Depth of Boring: 50, Drilling Contractor: Geologic Explorations, Inc TOC Elevation: NA Date Finished: 03/08/21 Water Level: NA Q E 4-0 Cn MATERIALS: Color, size, range, MAIN COMPONENT, minor component(s), o E W �, Q moisture content structure angularity, maximum rain size odor, and Geologic g Y� g g Monitoring Well Construction Details o J o o Unit (If Known) E co J m co a) (� _ 26 27 28 30' 25-30': Dark gray/blue, wet, SANDY CLAY 29 30 N/A 31 32 35' 30-35': Dark gray/blue, wet, SANDY CLAY 33 34 35 N/A 36 37 38 40' 35-40': Dark gray/ blue, stiff CLAY with shell fragments 39 40 N/A 40': Shelby Tube taken at-30OPSI 41 42 43 45' 40-45': Dark gray/ blue, stiff CLAY with shell fragments 44 45 N/A 46 47 48 50' 45-50': Dark gray/ blue, stiff CLAY with shell fragments 49 50 N/A Date Time Depth to groundwater while drilling NOTES: Checked by Date: David Garrett, P.G., P.E. Boring No. B-I d Engineering and Geology Page 1 of 3 Client and Project C&D Landfill, Inc. (Phases 3 and 4) Ground Elevation 17.33 ` Equipment CME 460 Drilling Method 3-15116"' Tri-cone Water Level, TGB 1.6 Date Started 12/26/01 Date Ended 12127/01 Water Level, 24 Hr. 1.0 Drilling Firm Bore & Core, Inc. Logged by David Garrett Stabilized Level 1.6 Comments Logged area, cold sunny weather Total Depth 80.0 Date of Observation 12/27/01 All deaths are given in feet and referenced b-e.s. Depth and Elev. SPT Value and Plot Soil Description, OVA and USCS Symbol Piezometer Constuction Data 0 16.00 z 14.00 4 1 2.00 6 10.00 8 8.00 10 6.00 12 4.00 14 2.00 16 0.00 18 -2A0 20 -4.00 22 -6.00 24 -8.00 26 -10.00 28 -12.00 8 g 9 2 1 1 1 2 2 10 6 ' 1 i i- ' i ♦ i 1 i 3 i ? ; e I i ± i i i ' i } j 3 ? i i k i i i i 3 ! [ i I ! I 1 : SAND: Medium dense buff -white, slightly silty, fine to medium, moist SP MIL-CL ML-CL ML-CL $P Bentonite- Cement Grout CLAYEY SILT: Soft, dark gray, slightly sandy, wet, medium plasticity, sticky, scattered plant fibers, increasing sand content with depth (LTD's pushed at 11 -13 feet and at 13 - 15 feet) -_ -_ _ - - -_ -_ - - - - - CLAYEY SILT: Medium stiff, light gray -black, with fine to medium sand lenses, wet — — - - David Garrett P.G., P.E. Boring No. B- 1 d Engineering and Geology Page 2 of 3 Client and Project C&D Landfill, Inc. (Phases 3 and 41 Ground Elevation 17.33 Equipment CME 450 Drilling Method 3-15116*5 Tri-cone Water Level, TOB 1.6 s Date Started 12/26/01 Date Ended 12/27101 Water Level, 24 Hr. 1.6 Drilling Firm sore & Care, Inc. Logged by David Garrett Stabilized Level 1.6 s Comments Logged area, cold sunny weather Total Depth $0.0 Date of Observation 12127/01 All depths are given in feet and referenced b.g.s. Depth and Elev. SPT Value and Plot Soil Description, OVA and USCS Symbol Piezometer Constuction Data 30 -14.00 32 -16.00 34 -18.00 36 -20.00 38 -22.00 40 -24.00 42 -26.00 44 -28.00 46 -30.00 48 -32.00 50 -34.00 52 -36.00 54 -38.00 56 -40.00 58 5 10 11 501.3 17 501.3 37 501.5 s 7 7 SILTY SAND: Dense, partly cemented, black- - green speckled, variably clayey, silty, moist, hard _ - layer at 34 to 36 feet, very hard below 47 feet 77. SILT: Medium stiff to soft, dark gray -green, �. layered fine sandy silt layers with sticky clay layers, glauconitic -_� (attempted to push UD tube at 78-80' with no recovery) SP SM SM SM SM ML-CL Bentonite- Cement Grout Bentonite Seal Sand Pack 9 David Garrett, P.G., P.E. Boring No. B- I d Engineering and Geology Page 3 of 3 Client and Project C&D Landfill, Inc. (Phases 3 and 4) Ground Elevation 17.33 Equipment CME 450 Drilling Method 3-15/16" Tri-come Water Level, TOB 1.6 Date Started 12/26/01 Date Ended 12/27/01 Water Level, 24 Hr. 1.6 Drilling Firm Bore & Core, Inc. Logged by David Garrett Stabilized Level 1.6 s Comments Logged area, cold sunny weather Total Depth 80.0 Date of Observation 121271o1 All depths are given in feet and referenced b.g.s. Depth and Elev. SPT Value and Plot Soil Description, OVA and USCS Symbol Piezometer Constuction Data -42.00 60 -44.00 62 -46.00 64 -4B.00 66 -50.00 68 -52.00 70 -54.00 72 T56.00 74 -58.00 76 -60.00 78 -62.00 BO David Garrett, P.G., P.E. Engineering and Geology .,Client and Project C&D Landfill, Inc. (phases 3 and 4) Equipment CIVIE 450 Drilling Method 4 1vvv H$A Date Started 12114101 Date Ended 12/14/01 Drilling Firm Bore & Core, Inc. Logged by David Garrett Comments I ciggeu aiea5 cioal rarliny weather Total Depth 15.0 All dent :- are ,;:al: ,l__� _s_..__i.td r � � �kl iT.CI pelf l�if�rl'�.��YV`ii N.w.sx Boring No. B- Is Page 1 of 1 Ground Elevation 17.19 Water Level, TOE 1.5 Water Level, 24 Hr. 1.4 Stabilized Level 1.6 Date of Observation 12/27/01 Depth and Elegy. SPT Value and PI Soil Description, OVA and USCS Symbol Piezom2ter Constuction Data 0 r 16.00 2 14.00 4 12.00 6 10.00 8 8.00 10 6.00 12 4.00 14 SAND: Loose, gray- 2 I I I - brown, variably silty, 3 4 moist, trace of clay and a i ! . organics SM Bentonite- s 6 ' SP- Cement Grout 7 i SM 2 SILT: Soft, dark bravv,;, 2 i - clayey, with decayed SM 2 i -: . — organics (channel Bentonite Seal -= deposits) 2 I — 1 I ML 2 — Sand Pack 0.0101, 2 2 - ML Slotted Screen David Garreft, P.G., P.E. Engineering and Geology �. Client and Project C&D Landfill, Inc. (Phases 3 and 4) Equipment CME 450 Drilling Method 4114'' HSA Date Started 12/17/01 Date Ended 12/17/01 Drilling Firm Bore & Core, Inc. Logged by David Garrett Comments Logged area, cool sunny weather Total Depth 20.0 All deotlhs are aiven in feet and referenced barns. Boring No. B-2 Page 1 of 1 Ground Elevation 16.94 Water Level, TOB 2.3 Water Level, 24 Hr. 2.3 Stabilized Level 2.5 Date of Observation 12127101 Depth and Elev. SPT Value and Plot Soil Description, OVA and USCS Symbol Piezometer Constuction Data 0 16.00 2 14.00 4 12.00 10.00 a.00 10 s.00 12 4.00 14 2.00 16 0.00 18 -2.00 20 i ! I I • SAND: Loose, tan -gray, 2 ! i ! ! very silty, fine to 2 i i -m edium, slightly moist 2 i i SM- ML Bentonite- SAND: Medium dense, ' ! Cement Grout ¢ ! brown, silty, moist SM 9 4 3 i i ' SAND: Dense, tan- 6 white -gray, slightly silty, SP 7 3 3 wet Bentonite Seal 19 20 SP i {! i Sand Pack ! ! E SAND: Med. dense, i € . silty, tr. clay, shells ML-CL f i i 0.010" SILT: Medium stiff, green -gray, clayey, Slotted Screen i —. w/shells -- ML-CL David Garrett, P.G., P.E. Boring No. B-3 Engineering and Geology Page 1 of 1 Client and Project C&D Landfill, Inc. {Phases 3 and 4) Ground Elevation 17.28 Equipment CME 450 Drilling Method 4-114'9 HSA Water Level, TOB 3.4 Date Started 12mam Date Ended 12/18/01 Water Level, 24 Hr. 3.3 Drilling Firm Bore & Core, Inc. Logged by David Garrett Stabilized Level 3.0 s Comments Logged area, cool sunny weather Total Depth 3o.o Date of Observation 121271o1 All depths are given in feet and referenced b.g.s. Depth and elegy. SPT Value and Plot Soil Description, OVA and USCS Symbol Piezometer Constuction Data -0 . 16.QQ -2 14.00 -4 12.00 -6 10.00 -s s.0o -10 6.00 -12 4.00 -14 2.00 -16 0.00 -18 -2.00 - 20 -4.00 - 22 -6.00 -24 -8.00 - 26 -10.00 - 2$ -12.00 - 30 I I j ..... SAND: Loose, tan- 4 ; brown, variably silty, a 4 ! fine to medium, moist to SM i i i I i wet 2 3 ; SM 7 4 5 6 1► i i ; SP 7 i i 6 ; SP i Bentonite- i ' Cement Grout CLAY: Medium stiff, dark gray -green, i interlayered fine sand t i j and plastic silty clay, 2 i wet, medium plasticity, CH- 2 sticky, with wood debris MH at 24 feet (fairly recent alluvial deposit) Bentonite Seal 2 3 2 i ' j j CH- 2 MH 3 ! I 3 Sand Pack 2 f CH- 2 i I MH I i 0.0101, SILT: Soft to medium Slotted Screen stiff, gray -green, fine 2 E i l -_ sandy and silty, with 2 l [ i she41 hash (turritellas) David Garrett, P.G., P.E. Boring No. B-7 Engineering and Geology Page 1 of 1 ,Client and Project C&D Landfill, Inc. (Phases 3 and 4) Ground Elevation 18.28 Equipment CIVIE 450 Drilling Method 4.114" HsA Water Level, TOB 5.6 Date Started 12/42/01 Date Ended 12/12/01 Water Level, 24 Hr. 5.6 Drilling Firm Bore A Core, Inc. Logged by paved Garrett Stabilized Level 5.8 Comments Logged area, cool rainy weather Total Depth 25.0 Date of Observation 12/10101 All depths are given In feet and referenced b.g.s. Depth and Elev. SPT Value and Plot Soil Description, OVA and USCS Symbol Piezometer Constuction Data - 0 18.00 116.00 -4 t 14.00 - 6 12.00 8 10.00 - 10 8.00 - 12 6.00 - 14 4- 4.00 - 16 2 00 - 18 0.00 20 -2.00 - 22 -4.00 - 24 —�— -6.00 SILTY SAND: Loose, 3 [ [ tan -brown, fine to 2 i I ? ::._ medium, moist f SM 2 4 SP 4 - — Bentonite- 5 3 ' Cement Grout SAND: Medium dense, s 3 .. greenish gray, variably SP- i ; ; silty to clean, wet SM 5 1 � 3 SP s 3 i 3� 1 Sentonite Seal 5 I i SP- 3 3 f SM i 3 - SILT: Medium stiff, _- gray -green, with trace of 7 ; 1 I j' I = clay, wet y - Sp- Sand Pack 13 I -_ S lilt 4 j3 - -= 0.01011 7 I —. = -: SM Slotted Screen David Garrett, P,G., P.E. Boring No.B-20 Engineering and Geology Page I of 1 Client and Project C&D Landfill, Inc. (Phase 2) Ground Elevation 18.18 Equipment Detrich D-10 Drilling Method 3-11,V HSA Water Level, TOB 3.7 Date Started 12/09/02 Date Ended 12109/02 Water level, 24 Hr. 3.9 Drilling Firm more & Core, Inc. Logged by David Garrett Stabilized Level 4.1 Comments Logged area, cool sunny weather Total Depth 2o.0 Date of Observation 1115/03 All depths are given In feet and referenced b.g.s. Depth and Elev. SPT Value and Plot Soil Description, OVA and USCS Symbol Piezometer Constuction Data 0 -1- 18.00 2 _�- 16.00 4 14.00 6 12.00 $ 10.00 10 _�_ 8.00 12 -- 6.00 14 4.00 16 2.00 18 0.00 20 ' SILTY SAND: Medium Bentorlite- 2 * i i i - - �_ dense, dark brown, fine Cement Grout 3 grained SM €3entonite Seal SAND: Medium dense to dense, tan -brown, SW 19 i I I i I I ! i fine to medium 8 14 ! ! SW 21 I i i I i i 9 I ! j 12 i SYV 14 i i ; ! Sand Pack 2 3 SW SAND: Medium dense, 5 '! fine to medium, trace of silt i 0.0101, ! i i ; Slotted Screen 3 4 E E ! i ! I SILTY CLAY: Medium g stiff, trace of shells ML-CL David Garrett, P.G.? P.E. Boring No. B-26 Engineering and Geology Page 1 of 2 Client and Project C&D Landfill, Inc. (phase 2) Ground Elevation 17.77 Equipment Detrich D-10 Drilling Method 3-114" HSA Water Level, TOB 3.9 Date Started 12119102 Date Ended 12/19/02 Water Level, 24 Hr. 4.0 Drilling Firm Bare A Core, Inc. Logged by David Garrett Stabilized Level 4.1 Comments Logged area, cool sunny weather Total Depth 40.o Date of Observation 1115103 All depths are alven in feet and referenced b.g.s. Depth and Elev. SPT Value and Plot Soil Description, OVA and USCS Symbol Piezometer Constuction Data -0 -2 --- 16.00 4 —t— 14.00 - 6 12.00 - 8 10.00 - 10 8.00 - 12 —�— 5.00 - 14 —�— 4.00 - 15 2.00 - 18 0.00 20 2.00 - 22 -4.00 - 24 -6.00 -8.00 2& T - 28 —j-- -10.00 SILTY SAND: Medium 4 I I j - dense tan -brown, fine to medium SM 5 j I - SAND: Medium dense, 5 grey -white, medium to s: coarse SW g ' ! i 10 SW 13 7 i i S W 6 I I i Bentonite- i I Cement Grout 10 ' 41 i SW i I i j I I i j I i i I j i i to i i I � i SW 41 i j i i 3 - SAND: Medium dense, 3 i 3 i i dark gray, fine grained 1 I SILTY CLAY: Stiff, dark 3 gray, fine sand layers, 1 ' shell layers 5 CH 7 i { 5 i i David Garrett, P.G., P.E. Boring No.B-26 Engineering and Geology Page 2 of 2 Client and Project C&D Landfill, Inc. (Phase 2) Ground Elevation 17.77 Equipment Detrich D-10 Drilling Method 3-114" HSA Water Level, TOS 3.9 Date Started 12/19/02 Date Ended 42/19/02 Water Level, 24 Hr. 4.0 Drilling Firm Bare & Core, Inc. Logged by David Garrett Stabilized Level 4.1 Comments Logged area, cool sunny weather Total Depth 40.o Date of Observation 1/15103 All depths are given in feet and referenced b.g.s. Depth and Elev. SPT Value and Plot Soil description, OVA and USCS Symbol Piezometer Constuction Data 30 -12.00 8 MI_-CL xx I I I i -14.00 i 32 ! 34 -16.00 7 1! j 19 I j ♦ j 32 SC- ! i ! '; SM -1 8.00 36 j j ! i —_ SILTY SAND: Very _ dense, dark gray, 38 -20.00 clayey, glauconitic 501.5 — . . i ! .. — (�� - SM 40 -22.00 Sentonite Seal Sand Pack 0.0101, Slotted Screen David Garrett and Associates Engineering and Geology Depths in feet, referenced b.g.s. Client and Project C&D Landfill, Inc. (Pitt County) Equipment CME 450 Drilling Method 4-1/4" HSA Date Started 08/07/09 Date Ended 08/07/09 Drilling Firm Bore & Core, Inc. Logged by Aaron Hill Comments TOC Elev. 20.58 Total Depth 20.0 Boring No. MW-9A Page 1 of 1 Ground Elevation 17.64 Water Level, TOB 3.1 Water Level, 24 Hr. NA Stabilized Level 4.8 Observation Date o8M o/o9 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS) Piezometer Constuction Data -16 -14 -12 -10 -8 -6 -4 -2 -0 -2 N = 0 20 40 60 80 100 BPF 77 SILTY SAND: FILL with brick 1.0 3 77 and concrete fragments Bentonite- Cement Grout 4 2.1 SM 0-3' 5 XX CLAY: Med. stiff, orange -tan - gray (mottled), fine sandy, very 3.5 10 moist Bentonite Seal 12 CIL 3 - 4' 13 Ir 5.9 SAND: Medium dense, light 6.0 5 ♦ 5 gray -buff, sli. silty, well graded SW- 6 fine to medium, wet SM 85 4 5 SW- 5 SM Sand Pack 4-20' 13.5 4 13.7 _ 4 — SILTY CLAY: Med. stiff, gray- ML- 5 green, sli. fine sandy, with CL �- heavy shell hash (turritellas) 0.010" Slotted — wet, medium plasticity Screen 5 - 20' �- Artesian water press. at 12 feet 18.5 2 \- M L- 2 — Boring Terminated at 20.0 feet CL 3 David Garrett and Associates Engineering and Geology Depths in feet, referenced b.g.s. Client and Project C&D Landfill, Inc. (Pitt County) Equipment CME 450 Drilling Method 4-1/4" HSA Date Started 08/07/09 Date Ended 08/07/09 Drilling Firm Bore & Core, Inc. Logged by Aaron Hill Comments TOC Elev. 20.69 Total Depth 20.0 Boring No. MW-13 Page 1 of 1 Ground Elevation 18.12 Water Level, TOB 5.1 Water Level, 24 Hr. NA Stabilized Level 8.8 Observation Date o8M o/o9 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS) Piezometer Constuction Data -18 -16 -14 -12 -10 -8 -6 -4 -2 -0 N = 0 20 40 60 80 100 BPF SILTY SAND: Loose, brown, 1.0 2 fine -medium, w/ clay, roots, dry Bentonite- 3 (perimeter embankment fill) gW_ Cement Grout0 - 3' 3 - sM 3.5 3 4.0 Bentonite Seal CLAYEY SAND: Loose, tan, SC 3 - 4' 5 fine -medium, w/ wood, moist 5.7 - SILTY SAND: Very loose, tan- 6.0 1 1 brown, w/ tr. clay, wood sM 1 _ 8.1 �_ SILTY CLAY: Stiff, green -gray, 8.5 7 9 _— sli. fine sand w/wood Y, ML- 10 C L \_ Sand Pack — 4-20' 12.5 �- �- SILTY CLAY: Stiff, gray -green, 13.5 5 sli. fine sandy, w/ heavy shell 6 — hash (turritellas), moist, very MH- 6 plastic CH \- 0.010" Slotted Screen 5 - 20' �- 18.5 4 \- M H- 5 Boring Terminated at 20.0 feet CH David Garrett and Associates Engineering and Geology Depths in feet, referenced b.g.s. Client and Project C&D Landfill, Inc. (Pitt County) Equipment Detrich D-10 Drilling Method 4-1/4" HSA Date Started 12/17/02 Date Ended 12/17/02 Drilling Firm Bore & Core, Inc. Logged by David Garrett Comments TOC Elev. 17.45 Total Depth 40.0 Boring No. MW-14D Page 1 of 2 Ground Elevation 14.54 Water Level, TOB 2.9 Water Level, 24 Hr. 3.0 Stabilized Level 4.0 Observation Date o8/1 o/o9 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS) Piezometer Constuction Data -14 -12 -10 -8 -6 -4 -2 -0 W -4 -6 -8 -10 N = 0 20 40 60 80 100 BPF . SILTY SAND: Medium dense 1.0 ♦ tan -brown, fine to medium Convertedfrom 5 SM piezometer 5 B-23d 3.1 3.5 6 SAND: Medium dense, tan, 10 medium to coarse SP 9 6.0 7 10 SW 7 7.9 X. CLAYEY SAND: Medium 8.5 4 • dense, dark gray 3 _I SC 5 12.7 Bentonite- Cement Grout �- SILTY CLAY: Stiff, dark gray, 13.5 4 l \- fine sand layers, shell layers, 0-32' 5 — becomes sandy with shell hash ML- 6 below 28.4 feet CL 18.5 4 * �_ 6 CH 23.5 5 CH 6 David Garrett and Associates Engineering and Geology Depths in feet, referenced b.g.s. Client and Project C&D Landfill, Inc. (Pitt County) Equipment Detrich D-10 Drilling Method 4-1/4" HSA Date Started 12/17/02 Date Ended 12/17/02 Drilling Firm Bore & Core, Inc. Logged by David Garrett Comments TOC Elev. 17.45 Total Depth 40.0 Boring No. MW-14D Page 2 of 2 Ground Elevation 14.54 Water Level, TOB 2.9 Water Level, 24 Hr. 3.0 Stabilized Level 4.0 Observation Date o8/1 o/o9 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS) Piezometer Constuction Data -12 -14 -16 -18 - 20 - 22 - 24 N = 0 20 40 60 80 100 BPF \- SILTY CLAY: Stiff, dark gray, fine sand layers, shell layers, becomes sandy with shell hash below 28.4 feet 28.5 21 : \- 16 CL Bentonite Seal 32-33' 32.8 �- SAND: Very dense, dark gray, 33.5 50/.4 silty, glauconitic, shell hash SM Sand Pack 33-40' 0.0101, Slotted Screen 35-40' 29 38.5 50/.5 Boring Terminated at 40.0 feet SM David Garrett and Associates Engineering and Geology Depths in feet, referenced b.g.s. Client and Project C&D Landfill, Inc. (Pitt County) Equipment Detrich D-10 Drilling Method 4-1/4" HSA Date Started 12/18/02 Date Ended 12/18/02 Drilling Firm Bore & Core, Inc. Logged by David Garrett Comments TOC Elev. 16.60 Total Depth 20.0 Boring No. MW-14S Page 1 of 1 Ground Elevation 13.90 Water Level, TOB 3.0 Water Level, 24 Hr. 2.2 Stabilized Level 2.0 Observation Date o8/1 o/o9 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS) Piezometer Constuction Data -12 -10 -8 -6 -4 -2 -0 -2 -4 -6 N = 0 20 40 60 80 100 BPF SILTY SAND: Medium dense Convertedfrom 1.0 tan -brown, fine to medium piezometer B-23s 5 SM 5 Bentonite- 3.1 _ sz Cement Grout SAND: Medium dense, tan, 3.5 6 0-1' 10 medium to coarse SP Bentonite Seal 9 1-3' 6.0 7 10 SW 7 7.9 X. CLAYEY SAND: Medium 8.5 4 dense, dark gray 3 Sc 5 12.7 Sand Pack 3-20' -- SILTY CLAY: Stiff, dark gray, 13.5 4 l \- fine sand layers, shell layers, 5 — becomes sandy with shell hash ML- 6 below 28.4 feet CL \- 0.010" Slotted Screen 5-20' 18.5 4 \- s? Boring Terminated at 20.0 feet CH Appendix C Geotechnical Laboratory Analytical Report Site Study and Design Hydrogeologic Report CEO Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. e technics May 10, 2021 1 geotechnical & ge0synth etic testing Project No. 2021-090-001 Ms. Joan Smyth Smith + Gardner,lnc. 14 N. Boylan Ave. Raleigh, NC 27603 joan@smithgardnerinc.com Transmittal Laboratory Test Results EJE Recycling Please find attached the laboratory test results for the above referenced project. The tests were outlined on the Project Verification Form that was transmitted to your firm prior to the testing. The testing was performed in general accordance with the methods listed on the enclosed data sheets. The test results are believed to be representative of the samples that were submitted for testing and are indicative only of the specimens which were evaluated. We have no direct knowledge of the origin of the samples and imply no position with regard to the nature of the test results, i.e. pass/fail and no claims as to the suitability of the material for its intended use. The test data and all associated project information provided shall be held in strict confidence and disclosed to other parties only with authorization by our Client. The test data submitted herein is considered integral with this report and is not to be reproduced except in whole and only with the authorization of the Client and Geotechnics. The remaining sample materials for this project will be retained for a minimum of 90 days as directed by the Geotechnics' Quality Program. We are pleased to provide these testing services. Should you have any questions or if we may be of further assistance, please contact our office. Respectively submitted, Geotechnics, Inc. 1&;4 Michael P. Smith // Regional Manager We understand that you have a choice in your laboratory services and we thank you for choosing Geotechnics. DCN. Data Transmittal Letter Date. 1128105 Rev.. I 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing MOISTURE CONTENT ASTM D 2216-10 Client: Smith & Gardner, Inc Client Reference: EJE Recycling Project No.: R-2021-090-001 Lab ID: -001 -002 -003 -004 -005 Boring No.: PZ-1 PZ-2 PZ-3 PZ-4 PZ-4D Depth (ft): 15 15 15 15 45 Sample No.: 1 2 3 4 4D Tare Number AC V K AP T Wt. of Tare & Wet Sample (g) 62.82 65.36 69.81 64.62 58.94 Wt. of Tare & Dry Sample (g) 54.00 56.98 60.71 56.34 50.56 Weight of Tare (g) 15.47 15.18 15.14 15.47 15.11 Weight of Water (g) 8.82 8.38 9.10 8.28 8.38 Weight of Dry Sample (g) 38.53 41.80 45.57 40.87 35.45 Water Content (%) 22.9 20.0 20.0 20.3 23.6 Lab ID -006 -007 -008 -009 -010 Boring No. PZ-5 PZ-6 PZ-7 PZ-8 PZ-9 Depth (ft) 15 15 15 15 15 Sample No. 5 6 7 8 9 Tare Number AO E A Y AQ Wt. of Tare & Wet Sample (g) 76.71 56.68 54.11 66.32 53.19 Wt. of Tare & Dry Sample (g) 61.91 43.18 43.86 55.02 36.13 Weight of Tare (g) 15.32 15.18 15.13 15.52 15.38 Weight of Water (g) 14.80 13.50 10.25 11.30 17.06 Weight of Dry Sample (g) 46.59 28.00 28.73 39.50 20.75 Water Content (%) 31.8 48.2 35.7 28.6 82.2 Notes : Tested By RFF Date 411312021 Checked By EL Date 411912021 page 1 of 1 DCN: CT-S1 DATE: 3/18/13 REVISION: 4 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOISTURE CONTENT ASTM D 2216-10 Client: Smith & Gardner, Inc Client Reference: EJE Recycling Project No.: R-2021-090-001 Lab ID: -011 -012 -013 -014 Boring No.: PZ-10 PZ-11 PZ-11 D PZ-4D Depth (ft): 15 15 45 40-42 Sample No.: 10 11 11 D 4D-ST Tare Number AN AD M 270 Wt. of Tare & Wet Sample (g) 65.44 52.95 59.62 102.33 Wt. of Tare & Dry Sample (g) 55.72 44.60 49.38 85.40 Weight of Tare (g) 15.34 15.29 15.06 35.38 Weight of Water (g) 9.72 8.35 10.24 16.93 Weight of Dry Sample (g) 40.38 29.31 34.32 50.02 Water Content (%) Notes : 24.1 28.5 29.8 33.8 eotechnics geotechnicaI & geosynthetic Testing Tested By RFF Date 411312021 Checked By EL Date 411912021 page 1 of 1 DCN: CT-S1 DATE: 3/18/13 REVISION: 4 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-1 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 1 Lab ID R-2021-090-001-001 Soil Color Tan SIEVE ANALYSIS HYDROMETER USCS cobbles I gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 7 7 90 80 70 t rn 60 T m 50 c LL ,40 U i N a 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm) USCS Summary Percentage Greater Than #4 Gravel 0.51 #4 To #200 Sand 95.59 Finer Than #200 Silt & Clay 3.90 D60 = 0.55 USCS Symbol SP, TESTED D30 = 0.31 CC = 1.21 (Non -Plastic) USCS Classification POORLY GRADED SAND D10 = 0.140 CU = 3.97 Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z.12021 PROJECTSISmith+Gardner12021-090- EJE RecvclinaV2021-090-001-001 Grain SIEVEHYD10.xIs1Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-1 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 1 Lab ID R-2021-090-001-001 Soil Color Tan 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 2.51 0.00 2 97.49 Sand 93.31 95.71 0.05 4.18 Silt 2.48 2.55 0.002 1.70 Clay 1.70 1.74 USDA Classification: SAND page 2 of 4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z.12021 PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-001 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-1 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 1 Lab ID R-2021-090-001-001 Soil Color Tan Minus #10 for Hygroscopic Moisture Content Tare No. B4 Wgt.Tare + Wet Soil (g) 55.16 Wgt.Tare + Dry Soil (g) 53.89 Weight of Tare (g) 15.43 Weight of Water (g) 1.27 Weight of Dry Soil (g) 38.46 Moisture Content (%) 3.3 Tare No. 201 Wgt.Tare + Air Dry Soil (g) 896.02 Weight of Tare (g) 170.18 Air Dried Wgt. Total Sample (g) 725.84 Total Dry Sample Weight (g) 703.20 eotechnics geotechnicaI & geosynthetic Testing Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 108.41 Corrected Dry Wt. of - #10 Material (g) 104.94 Weight of - #200 Material (g) 4.19 Weight of - #10 ; + #200 Material (g) 100.75 J-FACTOR (%FINER THAN #10) 0.9749 Dry Weight of Material Retained on #10 (g) 17.62 Corrected Dry Sample Wt - #10 (g) 685.58 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 3.62 0.5 0.5 99.5 99.5 #10 2.00 14.00 2.0 2.5 97.5 97.5 #20 0.85 16.81 16.0 16.0 84.0 81.9 #40 0.425 38.12 36.3 52.3 47.7 46.5 #60 0.250 28.43 27.1 79.4 20.6 20.1 #140 0.106 15.93 15.2 94.6 5.4 5.3 #200 0.075 1.46 1.4 96.0 4.0 3.9 Pan - 4.19 4.0 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-001 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-001 Boring No. PZ-1 Depth (ft) 15 Sample No. 1 Soil Color Tan eotechnics geotechnicaI & geosynthetic Testing Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 9.0 20.8 4.20 4.8 4.5 0.01332 0.0362 4.4 5 8.0 20.8 4.20 3.8 3.6 0.01332 0.0231 3.5 15 8.0 20.7 4.22 3.8 3.6 0.01333 0.0133 3.5 30 7.0 20.7 4.22 2.8 2.6 0.01333 0.0095 2.6 60 7.0 20.6 4.24 2.8 2.6 0.01335 0.0067 2.5 250 6.0 21.1 4.15 1.8 1.7 0.01327 0.0033 1.7 1440 6.0 21.1 4.15 1.8 1.7 0.01327 0.0014 1.7 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 104.94 Hygroscopic Moisture Factor 0.968 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 97.49 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4of4 DCN:CT-S30RDATE: 7/26/13REVISION: 8 Z:12021PROJECTSISmith+Gardne62021-090-EJERecyclingl[2021-090-001-001Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnIcaI & geosynthetic Testing ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Boring No.: PZ-1 Client Reference: EJE Recycling Depth (ft): 15 Project No.: R-2021-090-001 Sample No.: 1 Lab ID: R-2021-090-001-001 Color: Tan ( Mlnus No. 40 sieve material) As Received Water Content Tare Number AC Wt. of Tare & Wet Sample (g) 62.82 Wt. of Tare & Dry Sample (g) 54.00 Weight of Tare (g) 15.47 Weight of Water (g) 8.82 Weight of Dry Sample (g) 38.53 Water Content (%) 22.9 NON - PLASTIC MATERIAL Tested By SS Date 4115121 Checked By EL Date 4120121 page 1 of 1 DCN: CT-S4C, DATE: 4/27/17, REVISION : 4e 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-2 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 2 Lab ID R-2021-090-001-002 Soil Color Brown SIEVE ANALYSIS HYDROMETER USCS cobbles I gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 90 80 70 t rn 60 T m 50 c LL ,40 U i N 70-1 7 -0-7 7 a 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm Greater Than #4 #4 To #200 Finer Than #200 USCS Summary Gravel Sand Silt & Clay USCS Symbol SM, TESTED (Non -Plastic) USCS Classification S/LTYSAND Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Percentage 0.00 82.17 17.83 I Z.12021 PROJECTSISmith + Gardner12021-090 - EJE RecvclinaV2021-090-001-002 Grain SIEVEHYD10.xIs1Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-2 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 2 Lab ID R-2021-090-001-002 Soil Color Brown 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 0.40 0.00 2 99.60 Sand 86.31 86.65 0.05 13.29 Silt 9.23 9.27 0.002 4.06 Clay 4.06 4.07 USDA Classification: LOAMY SAND page 2of4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-002Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-2 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 2 Lab ID R-2021-090-001-002 Soil Color Brown Minus #10 for Hygroscopic Moisture Content Tare No. J Wgt.Tare + Wet Soil (g) 61.48 Wgt.Tare + Dry Soil (g) 61.35 Weight of Tare (g) 15.06 Weight of Water (g) 0.13 Weight of Dry Soil (g) 46.29 Moisture Content (%) 0.3 Tare No. 211 Wgt.Tare + Air Dry Soil (g) 484.63 Weight of Tare (g) 170.96 Air Dried Wgt. Total Sample (g) 313.67 Total Dry Sample Weight (g) 312.80 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 93.09 Corrected Dry Wt. of - #10 Material (g) 92.83 Weight of - #200 Material (g) 16.62 Weight of - #10 ; + #200 Material (g) 76.21 J-FACTOR (%FINER THAN #10) 0.9960 Dry Weight of Material Retained on #10 (g) 1.25 Corrected Dry Sample Wt - #10 (g) 311.55 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 0.00 0.0 0.0 100.0 100.0 #10 2.00 1.25 0.4 0.4 99.6 99.6 #20 0.85 2.43 2.6 2.6 97.4 97.0 #40 0.425 22.38 24.1 26.7 73.3 73.0 #60 0.250 26.50 28.5 55.3 44.7 44.5 #140 0.106 21.05 22.7 77.9 22.1 22.0 #200 0.075 3.85 4.1 82.1 17.9 17.8 Pan - 16.62 17.9 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-002 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-002 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-2 Depth (ft) 15 Sample No. 2 Soil Color Brown Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 13.0 21.1 4.15 8.8 9.4 0.01327 0.0353 9.4 5 12.0 21.1 4.15 7.8 8.4 0.01327 0.0225 8.3 15 12.0 21 4.17 7.8 8.4 0.01328 0.0130 8.3 30 10.0 21 4.17 5.8 6.2 0.01328 0.0093 6.2 60 9.0 21.1 4.15 4.8 5.2 0.01327 0.0066 5.1 250 8.0 21.1 4.15 3.8 4.1 0.01327 0.0032 4.1 1440 8.0 20.8 4.20 3.8 4.1 0.01332 0.0014 4.0 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 92.83 Hygroscopic Moisture Factor 0.997 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 99.60 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSISmith + Gardne62021-090 - EJE Recycling)[2021-090-001-002 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Client Reference: EJE Recycling Project No.: R-2021-090-001 Lab ID: R-2021-090-001-002 As Received Water Content Tare Number V Wt. of Tare & Wet Sample (g) 65.36 Wt. of Tare & Dry Sample (g) 56.98 Weight of Tare (g) 15.18 Weight of Water (g) 8.38 Weight of Dry Sample (g) 41.80 Water Content (%) 20.0 eotechnics geotechnIcaI & geosynthetic Testing Boring No.: PZ-2 Depth (ft): 15 Sample No.: 2 Color: Brown ( Minus No. 40 sieve material) NON - PLASTIC MATERIAL Tested By TB Date 4115121 Checked By EL Date 4120121 page 1 of 1 DCN: CT-S4C, DATE: 4/27/17, REVISION: 4e 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-3 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 3 Lab ID R-2021-090-001-003 Soil Color Tan SIEVE ANALYSIS HYDROMETER USCS cobbles gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 90 80 70 t rn Z 60 T 0] ,50 c LL d 40 U N IL 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm) USCS Summary Percentage Greater Than #4 Gravel 0.00 #4 To #200 Sand 97.03 Finer Than #200 Silt & Clay 2.97 D60 = 0.52 USCS Symbol SP, TESTED D30 = 0.30 CC = 1.17 (Non -Plastic) USCS Classification POORLY GRADED SAND D10 = 0.143 CU = 3.67 nano 1 of 4 nCN• CT__q mP nATF• 70AMA RFVlglnN• 9 7 01)99 PRnIFCT.QLQmith _ PAP (—in .1WFVPkVr)10 YIsLQhaat9 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-3 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 3 Lab ID R-2021-090-001-003 Soil Color Tan 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 1.46 0.00 2 98.54 Sand 95.61 97.03 0.05 2.93 Silt 1.02 1.04 0.002 1.91 Clay 1.91 1.93 USDA Classification: SAND page 2 of 4 DCN: CT-S30R DATE: 7126113 REVISION: 8 Z:12021 PROJECTSISmith + Gardner12021-090 - EJE Recyclingl[2021-090-001-003 Grain SIEVEHYD10.xls]Sheetl 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-3 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 3 Lab ID R-2021-090-001-003 Soil Color Tan Minus #10 for Hygroscopic Moisture Content are No. WZ ✓gt.Tare + Wet Soil (g) 55.58 ✓gt.Tare + Dry Soil (g) 55.37 ✓eight of Tare (g) 15.74 ✓eight of Water (g) 0.21 ✓eight of Dry Soil (g) 39.63 Moisture Content (%) 0.5 are No. 210 ✓gt.Tare + Air Dry Soil (g) 695.86 ✓eight of Tare (g) 172.51 it Dried Wgt. Total Sample (g) 523.35 otal Dry Sample Weight (g) 520.63 eotechnics geotechnicaI & geosynthetic Testing Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 96.60 Corrected Dry Wt. of - #10 Material (g) 96.09 Weight of - #200 Material (g) 2.90 Weight of - #10 ; + #200 Material (g) 93.19 J-FACTOR (%FINER THAN #101 0.9854 Dry Weight of Material Retained on #10 (g) 7.61 Corrected Dry Sample Wt - #10 (g) 513.02 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) (%) (%) (%) (%) 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 0.00 0.0 0.0 100.0 100.0 #10 2.00 7.61 1.5 1.5 98.5 98.5 #20 0.85 13.41 14.0 14.0 86.0 84.8 #40 0.425 34.65 36.1 50.0 50.0 49.3 #60 0.250 27.50 28.6 78.6 21.4 21.1 #140 0.106 16.49 17.2 95.8 4.2 4.1 #200 0.075 1.14 1.2 97.0 3.0 3.0 Pan - 2.90 3.0 100.0 - - Notes : Tested By TB Date 4/21/21 Checked By AES Date 4/26/21 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 6 Z:12021 PROJECTSISmith + Gardneh2021-090 - EJE Recyclingl[2021-090-001-003 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-003 Boring No. PZ-3 Depth (ft) 15 Sample No. 3 Soil Color Tan eotechnics geotechnicaI & geosynthetic Testing Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N (%) K Factor Diameter (mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 7.0 21.1 4.15 2.8 2.9 0.01327 0.0365 2.9 5 6.0 21.1 4.15 1.8 1.9 0.01327 0.0232 1.9 15 6.0 21.1 4.15 1.8 1.9 0.01327 0.0134 1.9 30 6.0 21.1 4.15 1.8 1.9 0.01327 0.0095 1.9 60 6.0 21.2 4.14 1.9 1.9 0.01325 0.0067 1.9 250 6.0 21.5 4.09 1.9 2.0 0.01321 0.0033 1.9 1440 6.0 21.1 4.15 1.8 1.9 0.01327 0.0014 1.9 pecimen Data Other Wgt. of Dry Material (g) 96.09 Hygroscopic Moisture Factor 0.995 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 98.54 Specific Gravity 2.70 Assumed Notes: Tested By RFF Date 4/16/21 Checked By AES Date 4/26/21 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 6 Z:12021 PROJECTSISmith + Gardneh2021-090 - EJE Recyclingl[2021-090-001-003 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Client Reference: EJE Recycling Project No.: R-2021-090-001 Lab ID: R-2021-090-001-003 As Received Water Content Tare Number K Wt. of Tare & Wet Sample (g) 69.81 Wt. of Tare & Dry Sample (g) 60.71 Weight of Tare (g) 15.14 Weight of Water (g) 9.10 Weight of Dry Sample (g) 45.57 Water Content (%) 20.0 eotechnics geotechnIcaI & geosynthetic Testing Boring No.: PZ-3 Depth (ft): 15 Sample No.: 3 Color: Tan ( Minus No. 40 sieve material) NON - PLASTIC MATERIAL Tested By TB Date 4115121 Checked By EL Date 4120121 page 1 of 1 DCN: CT-S4C, DATE: 4/27/17, REVISION: 4e 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-4 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 4 Lab ID R-2021-090-001-004 Soil Color Brown SIEVE ANALYSIS HYDROMETER USCS cobbles gravel sand silt and clay fraction USDA cobbles gravel I sand I silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 Sieve Sizes (mm) USCS Summary Percentage Greater Than #4 Gravel 0.35 #4 To #200 Sand 94.97 Finer Than #200 Silt & Clay 4.68 D60 = 0.43 USCS Symbol SP, TESTED D30 = 0.26 CC = 1.30 (Non -Plastic) USCS Classification POORLYGRADED SAND D10 = 0.125 CU = 3.46 oaae 1 of DCN:CT-S30R DATE: 7/26113 REVISION: 8 Z. M21 PROJECTSISmith+Gardner12021-090- EJE RecvclinaV2021-090-001-004 Grain SIEVEHYD10.xislSheetl 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-4 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 4 Lab ID R-2021-090-001-004 Soil Color Brown 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 1.00 0.00 2 99.00 Sand 94.40 95.36 0.05 4.60 Silt 2.87 2.90 0.002 1.73 Clay 1.73 1.75 USDA Classification: SAND page 2of4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z.12021PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-004Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-4 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 4 Lab ID R-2021-090-001-004 Soil Color Brown Minus #10 for Hygroscopic Moisture Content Tare No. 5 Wgt.Tare + Wet Soil (g) 64.92 Wgt.Tare + Dry Soil (g) 64.86 Weight of Tare (g) 15.12 Weight of Water (g) 0.06 Weight of Dry Soil (g) 49.74 Moisture Content (%) 0.1 Tare No. 213 Wgt.Tare + Air Dry Soil (g) 616.48 Weight of Tare (g) 173.04 Air Dried Wgt. Total Sample (g) 443.44 Total Dry Sample Weight (g) 442.91 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 104.96 Corrected Dry Wt. of - #10 Material (g) 104.83 Weight of - #200 Material (g) 4.95 Weight of - #10 ; + #200 Material (g) 99.88 J-FACTOR (%FINER THAN #10) 0.9900 Dry Weight of Material Retained on #10 (g) 4.45 Corrected Dry Sample Wt - #10 (g) 438.46 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 1.56 0.4 0.4 99.6 99.6 #10 2.00 2.89 0.7 1.0 99.0 99.0 #20 0.85 7.89 7.5 7.5 92.5 91.5 #40 0.425 34.14 32.6 40.1 59.9 59.3 #60 0.250 34.66 33.1 73.2 26.8 26.6 #140 0.106 21.69 20.7 93.8 6.2 6.1 #200 0.075 1.50 1.4 95.3 4.7 4.7 Pan - 4.95 4.7 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-004 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-004 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-4 Depth (ft) 15 Sample No. 4 Soil Color Brown Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 9.0 21.1 4.15 4.8 4.6 0.01327 0.0361 4.5 5 8.0 21.1 4.15 3.8 3.6 0.01327 0.0230 3.6 15 7.0 21 4.17 2.8 2.7 0.01328 0.0133 2.6 30 7.0 21 4.17 2.8 2.7 0.01328 0.0094 2.6 60 7.0 21.1 4.15 2.8 2.7 0.01327 0.0067 2.7 250 6.0 21.1 4.15 1.8 1.7 0.01327 0.0033 1.7 1440 6.0 21.1 4.15 1.8 1.7 0.01327 0.0014 1.7 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 104.83 Hygroscopic Moisture Factor 0.999 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 99.00 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSISmith + Gardne62021-090 - EJE Recycling)[2021-090-001-004 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Client Reference: EJE Recycling Project No.: R-2021-090-001 Lab ID: R-2021-090-001-004 As Received Water Content Tare Number AP Wt. of Tare & Wet Sample (g) 64.62 Wt. of Tare & Dry Sample (g) 56.34 Weight of Tare (g) 15.47 Weight of Water (g) 8.28 Weight of Dry Sample (g) 40.87 Water Content (%) 20.3 eotechnics geotechnIcaI & geosynthetic Testing Boring No.: PZ-4 Depth (ft): 15 Sample No.: 4 Color: Brown ( Minus No. 40 sieve material) NON - PLASTIC MATERIAL Tested By TB Date 4115121 Checked By EL Date 4120121 page 1 of 1 DCN: CT-S4C, DATE: 4/27/17, REVISION : 4e 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-4D Client Reference EJE Recycling Depth (ft) 45 Project No. R-2021-090-001 Sample No. 4D Lab ID R-2021-090-001-005 Soil Color Dark Gray SIEVE ANALYSIS HYDROMETER USCS cobbles gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 90 80 70 t rn Z 60 T m ,50 c LL d 40 U 0) N IL 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm Greater Than #4 #4 To #200 Finer Than #200 USCS Summary Gravel Sand Silt & Clay USCS Symbol SM, TESTED (Non -Plastic) USCS Classification siLTYsAND nAnA 1 of 4 nr.w. f.T__q mP nATF• 70A/11 RFVICInN• R 7.73 80.04 12.23 1 7-01)91 PRn1Pr.T.CLCmith PAP .1WFVPkVr)11) YIcl.Chcctl 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-4D Client Reference EJE Recycling Depth (ft) 45 Project No. R-2021-090-001 Sample No. 4D Lab ID R-2021-090-001-005 Soil Color Dark Gray 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 10.14 0.00 2 89.86 Sand 77.69 86.46 0.05 12.17 Silt 6.32 7.03 0.002 5.85 Clay 5.85 6.51 USDA Classification: LOAMY SAND page 2 of 4 DCN: CT-S30R DATE: 7126113 REVISION: 8 Z:12021 PROJECTSISmith + Gardner12021-090 - EJE Recyclingl[2021-090-001-005 Grain SIEVEHYD10.xls]Sheetl 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-4D Client Reference EJE Recycling Depth (ft) 45 Project No. R-2021-090-001 Sample No. 4D Lab ID R-2021-090-001-005 Soil Color Dark Gray Minus #10 for Hygroscopic Moisture Content Tare No. B1 Wgt.Tare + Wet Soil (g) 56.74 Wgt.Tare + Dry Soil (g) 55.86 Weight of Tare (g) 15.59 Weight of Water (g) 0.88 Weight of Dry Soil (g) 40.27 Moisture Content (%) 2.2 are No. 215 ✓gt.Tare + Air Dry Soil (g) 663.33 ✓eight of Tare (g) 172.10 it Dried Wgt. Total Sample (g) 491.23 otal Dry Sample Weight (g) 481.77 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 88.89 Corrected Dry Wt. of - #10 Material (g) 86.99 Weight of - #200 Material (g) 11.84 Weight of - #10 ; + #200 Material (g) 75.15 J-FACTOR (%FINER THAN #101 0.8986 Dry Weight of Material Retained on #10 (g) 48.84 Corrected Dry Sample Wt - #10 (g) 432.93 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) (%) (%) (%) (%) 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 20.05 4.2 4.2 95.8 95.8 3/4" 19.0 0.00 0.0 4.2 95.8 95.8 1 /2" 12.5 3.68 0.8 4.9 95.1 95.1 3/8" 9.50 2.45 0.5 5.4 94.6 94.6 #4 4.75 11.07 2.3 7.7 92.3 92.3 #10 2.00 11.59 2.4 10.1 89.9 89.9 #20 0.85 2.85 3.3 3.3 96.7 86.9 #40 0.425 24.18 27.8 31.1 68.9 61.9 #60 0.250 30.55 35.1 66.2 33.8 30.4 #140 0.106 16.04 18.4 84.6 15.4 13.8 #200 0.075 1.53 1.8 86.4 13.6 12.2 Pan - 11.84 13.6 100.0 - - Notes : Tested By TB Date 4/21/21 Checked By AES Date 4/26/21 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 6 Z:12021 PROJECTSISmith + Gardneh2021-090 - EJE Recyclingl[2021-090-001-005 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-005 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-4D Depth (ft) 45 Sample No. 4D Soil Color Dark Gray Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N (%) K Factor Diameter (mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 16.0 21.1 4.15 11.8 13.5 0.01327 0.0347 12.1 5 15.0 21.1 4.15 10.8 12.3 0.01327 0.0221 11.1 15 14.0 21.2 4.14 9.9 11.2 0.01325 0.0128 10.1 30 13.0 21.2 4.14 8.9 10.1 0.01325 0.0091 9.1 60 12.0 21.1 4.15 7.8 8.9 0.01327 0.0065 8.0 250 11.0 21.1 4.15 6.8 7.8 0.01327 0.0032 7.0 1440 9.0 20.7 4.22 4.8 5.4 0.01333 0.0014 4.9 pecimen Data Other Wgt. of Dry Material (g) 86.99 Hygroscopic Moisture Factor 0.979 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 89.86 Specific Gravity 2.70 Assumed Notes: Tested By RFF Date 4/16/21 Checked By AES Date 4/26/21 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 6 Z:12021 PROJECTSISmith + Gardneh2021-090 - EJE Recyclingl[2021-090-001-005 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Client Reference: EJE Recycling Project No.: R-2021-090-001 Lab ID: R-2021-090-001-005 As Received Water Content Tare Number T Wt. of Tare & Wet Sample (g) 58.94 Wt. of Tare & Dry Sample (g) 50.56 Weight of Tare (g) 15.11 Weight of Water (g) 8.38 Weight of Dry Sample (g) 35.45 Water Content (%) 23.6 eotechnics geotechnIcaI & geosynthetic Testing Boring No.: PZ-4D Depth (ft): 15 Sample No.: 4D Color: Dark Gray ( Minus No. 40 sieve material) NON - PLASTIC MATERIAL Tested By TB Date 4115121 Checked By EL Date 4120121 page 1 of 1 DCN: CT-S4C, DATE: 4/27/17, REVISION: 4e 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-5 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 5 Lab ID R-2021-090-001-006 Soil Color Dark Brown SIEVE ANALYSIS HYDROMETER USCS cobbles I gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 -0-7 �N H70 7 90 80 70 t rn 60 T m 50 c LL ,40 U i N a 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) USCS Summary Sieve Sizes (mm) Percentage Greater Than #4 Gravel 0.04 #4 To #200 Sand 89.40 Finer Than #200 Silt & Clay 10.56 D60 = 0.38 USCS Symbol SP-SM, TESTED D30 = 0.14 CC = 0.82 (Non -Plastic) q POORLY GRADED SAND WITH SILT D10 = 0.066 CU = 5.70 Dace 1 of4 DCN:CT-S30R DATE: 7/26/13 REVISION:8 Z.12021 PROJECTSISmith+Gardner12021-090- EJE RecvclinaV2021-090-001-006 Grain SIEVEHYD10.xIs1Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-5 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 5 Lab ID R-2021-090-001-006 Soil Color Dark Brown 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 2.33 0.00 2 97.67 Sand 88.97 91.09 0.05 8.70 Silt 4.71 4.82 0.002 3.99 Clay 3.99 4.09 USDA Classification: SAND page 2of4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z.12021PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-006Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-5 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 5 Lab ID R-2021-090-001-006 Soil Color Dark Brown Minus #10 for Hygroscopic Moisture Content Tare No. Al Wgt.Tare + Wet Soil (g) 58.62 Wgt.Tare + Dry Soil (g) 57.67 Weight of Tare (g) 15.38 Weight of Water (g) 0.95 Weight of Dry Soil (g) 42.29 Moisture Content (%) 2.2 Tare No. 216 Wgt.Tare + Air Dry Soil (g) 666.06 Weight of Tare (g) 170.38 Air Dried Wgt. Total Sample (g) 495.68 Total Dry Sample Weight (g) 485.04 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 94.61 Corrected Dry Wt. of - #10 Material (g) 92.53 Weight of - #200 Material (g) 10.00 Weight of - #10 ; + #200 Material (g) 82.53 J-FACTOR (%FINER THAN #10) 0.9767 Dry Weight of Material Retained on #10 (g) 11.31 Corrected Dry Sample Wt - #10 (g) 473.73 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 0.18 0.0 0.0 100.0 100.0 #10 2.00 11.13 2.3 2.3 97.7 97.7 #20 0.85 13.38 14.5 14.5 85.5 83.5 #40 0.425 19.57 21.1 35.6 64.4 62.9 #60 0.250 12.45 13.5 49.1 50.9 49.7 #140 0.106 28.89 31.2 80.3 19.7 19.3 #200 0.075 8.24 8.9 89.2 10.8 10.6 Pan - 10.00 10.8 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-006 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-006 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-5 Depth (ft) 15 Sample No. 5 Soil Color Dark Brown Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 11.0 21.1 4.15 6.8 7.3 0.01327 0.0357 7.2 5 11.0 21.1 4.15 6.8 7.3 0.01327 0.0226 7.2 15 10.0 21.1 4.15 5.8 6.3 0.01327 0.0131 6.1 30 10.0 21.1 4.15 5.8 6.3 0.01327 0.0093 6.1 60 9.0 21.1 4.15 4.8 5.2 0.01327 0.0066 5.1 250 8.0 21.1 4.15 3.8 4.1 0.01327 0.0032 4.0 1440 8.0 20.8 4.20 3.8 4.1 0.01332 0.0014 4.0 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 92.53 Hygroscopic Moisture Factor 0.978 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 97.67 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSISmith + Gardne62021-090 - EJE Recycling)[2021-090-001-006 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Client Reference: EJE Recycling Project No.: R-2021-090-001 Lab ID: R-2021-090-001-006 As Received Water Content Tare Number AO Wt. of Tare & Wet Sample (g) 76.71 Wt. of Tare & Dry Sample (g) 61.91 Weight of Tare (g) 15.32 Weight of Water (g) 14.80 Weight of Dry Sample (g) 46.59 Water Content (%) 31.8 eotechnics geotechnIcaI & geosynthetic Testing Boring No.: PZ-5 Depth (ft): 15 Sample No.: 5 Color: Dark Brown ( Mlnus No. 40 sieve material) NON - PLASTIC MATERIAL Tested By TB Date 4115121 Checked By EL Date 4120121 page 1 of 1 DCN: CT-S4C, DATE: 4/27/17, REVISION : 4e 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-6 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 6 Lab ID R-2021-090-001-007 Soil Color Dark Gray SIEVE ANALYSIS HYDROMETER USCS cobbles I gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 90 80 70 t rn 60 T m 50 c LL ,40 U i N 70-1 7 -0-7 a 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm Greater Than #4 #4 To #200 Finer Than #200 USCS Summary Gravel Sand Silt & Clay USCS Symbol SC, TESTED USCS Classification CLAYEYSAND Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Percentage 0.12 55.07 44.81 I Z.12021 PROJECTSISmith + Gardner12021-090 - EJE RecvclinaV2021-090-001-007 Grain SIEVEHYD10.xislSheetl 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-6 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 6 Lab ID R-2021-090-001-007 Soil Color Dark Gray 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 0.52 0.00 2 99.48 Sand 56.21 56.50 0.05 43.28 Silt 20.31 20.42 0.002 22.96 Clay 22.96 23.08 USDA Classification: SANDY CLAY LOAM page 2of4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-007Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-6 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 6 Lab ID R-2021-090-001-007 Soil Color Dark Gray Minus #10 for Hygroscopic Moisture Content Tare No. W Wgt.Tare + Wet Soil (g) 46.70 Wgt.Tare + Dry Soil (g) 45.53 Weight of Tare (g) 15.09 Weight of Water (g) 1.17 Weight of Dry Soil (g) 30.44 Moisture Content (%) 3.8 Tare No. 2010 Wgt.Tare + Air Dry Soil (g) 454.75 Weight of Tare (g) 169.09 Air Dried Wgt. Total Sample (g) 285.66 Total Dry Sample Weight (g) 275.14 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 68.68 Corrected Dry Wt. of - #10 Material (g) 66.14 Weight of - #200 Material (g) 29.79 Weight of - #10 ; + #200 Material (g) 36.35 J-FACTOR (%FINER THAN #10) 0.9948 Dry Weight of Material Retained on #10 (g) 1.42 Corrected Dry Sample Wt - #10 (g) 273.72 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 0.33 0.1 0.1 99.9 99.9 #10 2.00 1.09 0.4 0.5 99.5 99.5 #20 0.85 2.94 4.4 4.4 95.6 95.1 #40 0.425 7.43 11.2 15.7 84.3 83.9 #60 0.250 8.47 12.8 28.5 71.5 71.1 #140 0.106 14.40 21.8 50.3 49.7 49.5 #200 0.075 3.11 4.7 55.0 45.0 44.8 Pan - 29.79 45.0 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-007 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-007 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-6 Depth (ft) 15 Sample No. 6 Soil Color Dark Gray Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 32.0 21.2 4.14 27.9 41.7 0.01325 0.0311 41.5 5 29.0 21.2 4.14 24.9 37.2 0.01325 0.0201 37.0 15 27.0 21.2 4.14 22.9 34.2 0.01325 0.0118 34.0 30 25.0 21.2 4.14 20.9 31.2 0.01325 0.0085 31.1 60 23.0 21.2 4.14 18.9 28.2 0.01325 0.0061 28.1 250 21.0 21.4 4.10 16.9 25.3 0.01322 0.0030 25.2 1440 18.0 20.8 4.20 13.8 20.7 0.01332 0.0013 20.5 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 66.14 Hygroscopic Moisture Factor 0.963 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 99.48 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSISmith + Gardne62021-090 - EJE Recycling)[2021-090-001-007 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geote�llnical & geosyntheti( Testing ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Boring No.: PZ-6 Client Reference: EJE Recycling Depth (ft): 15 Project No.: R-2021-090-001 Sample No.: 6 Lab ID: R-2021-090-001-007 Soil Description: Dark Gray LEAN CLAY Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried) sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description. As Received Moisture Content Liquid Limit Test ASTM D2216-19 1 2 3 M Tare Number: E 13 28 14 U Wt. of Tare & Wet Sample (g): 56.68 22.33 22.20 23.97 L Wt. of Tare & Dry Sample (g): 43.18 17.77 17.51 18.56 T Weight of Tare (g): 15.18 7.02 7.00 6.99 1 Weight of Water (g): 13.5 4.6 4.7 5.4 P Weight of Dry Sample (g): 28.0 10.8 10.5 11.6 O Was As Received MC Preserved: Yes Moisture Content (%): 48.2 42.4 44.6 46.8 N Number of Blows: 35 25 15 T Plastic Limit Test 1 2 Range Test Results Tare Number: 12 19 Liquid Limit (%): 44 Wt. of Tare & Wet Sample (g): 13.31 13.05 Wt. of Tare & Dry Sample (g): 12.41 12.20 Plastic Limit (%): 17 Weight of Tare (g): 7.02 7.01 Weight of Water (g): 0.9 0.9 Plasticity Index (%): 27 Weight of Dry Sample (g): 5.4 5.2 USCS Symbol: CL Moisture Content (%): 16.7 16.4 0.3 Note: The acceptable range of the two Moisture Contents is ± 1.12 Flow Curve 50 45 I LJ 40 c m o 35 U `m A �: 30 25 20 L 1 Tested By TB 10 Number of Blows Date 4116121 page 1 of 1 DCN: CTS41B, DATE: 5/22/18 REVISION: 8 Plasticity Chart 60 50 0 40 x m v c T 30 .v .y 20 a 10 100 0 1 CL- ML L.iquiu L.unu k iol Checked By EL Date 4/20/21 )0 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-7 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 7 Lab ID R-2021-090-001-008 Soil Color Dark Gray SIEVE ANALYSIS HYDROMETER USCS cobbles I gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 90 - 7 7 80 70 t rn 60 T m 50 c LL ,40 U i N a 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm Greater Than #4 #4 To #200 Finer Than #200 USCS Summary Gravel Sand Silt & Clay USCS Symbol SM, TESTED (Non -Plastic) USCS Classification SILTYSAND Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Percentage 0.80 80.79 18.41 I Z.12021 PROJECTSISmith + Gardner12021-090 - EJE RecvclinaV2021-090-001-008 Grain SIEVEHYD10.xIs1Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-7 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 7 Lab ID R-2021-090-001-008 Soil Color Dark Gray 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 2.49 0.00 2 97.51 Sand 82.20 84.30 0.05 15.31 Silt 8.66 8.88 0.002 6.65 Clay 6.65 6.82 USDA Classification: LOAMY SAND page 2of4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-008Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-7 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 7 Lab ID R-2021-090-001-008 Soil Color Dark Gray Minus #10 for Hygroscopic Moisture Content Tare No. 17 Wgt.Tare + Wet Soil (g) 57.11 Wgt.Tare + Dry Soil (g) 56.96 Weight of Tare (g) 15.41 Weight of Water (g) 0.15 Weight of Dry Soil (g) 41.55 Moisture Content (%) 0.4 Tare No. 217 Wgt.Tare + Air Dry Soil (g) 489.76 Weight of Tare (g) 170.79 Air Dried Wgt. Total Sample (g) 318.97 Total Dry Sample Weight (g) 317.85 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 91.54 Corrected Dry Wt. of - #10 Material (g) 91.21 Weight of - #200 Material (g) 17.22 Weight of - #10 ; + #200 Material (g) 73.99 J-FACTOR (%FINER THAN #10) 0.9751 Dry Weight of Material Retained on #10 (g) 7.91 Corrected Dry Sample Wt - #10 (g) 309.94 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 2.54 0.8 0.8 99.2 99.2 #10 2.00 5.37 1.7 2.5 97.5 97.5 #20 0.85 9.44 10.3 10.3 89.7 87.4 #40 0.425 14.37 15.8 26.1 73.9 72.1 #60 0.250 12.84 14.1 40.2 59.8 58.3 #140 0.106 29.06 31.9 72.0 28.0 27.3 #200 0.075 8.28 9.1 81.1 18.9 18.4 Pan - 17.22 18.9 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-008 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-008 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-7 Depth (ft) 15 Sample No. 7 Soil Color Dark Gray Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 16.0 21 4.17 11.8 12.8 0.01328 0.0347 12.5 5 15.0 21 4.17 10.8 11.8 0.01328 0.0221 11.5 15 14.0 21 4.17 9.8 10.7 0.01328 0.0128 10.4 30 13.0 21 4.17 8.8 9.6 0.01328 0.0091 9.3 60 12.0 21.1 4.15 7.8 8.5 0.01327 0.0065 8.3 250 11.0 21.1 4.15 6.8 7.4 0.01327 0.0032 7.2 1440 10.0 20.8 4.20 5.8 6.3 0.01332 0.0013 6.1 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 91.21 Hygroscopic Moisture Factor 0.996 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 97.51 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSISmith + Gardne62021-090 - EJE Recycling)[2021-090-001-008 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Client Reference: EJE Recycling Project No.: R-2021-090-001 Lab ID: R-2021-090-001-008 As Received Water Content Tare Number A Wt. of Tare & Wet Sample (g) 54.11 Wt. of Tare & Dry Sample (g) 43.86 Weight of Tare (g) 15.13 Weight of Water (g) 10.25 Weight of Dry Sample (g) 28.73 Water Content (%) 35.7 eotechnics geotechnIcaI & geosynthetic Testing Boring No.: PZ-7 Depth (ft): 15 Sample No.: 7 Color: Dark Gray ( Minus No. 40 sieve material) NON - PLASTIC MATERIAL Tested By TB Date 4115121 Checked By EL Date 4120121 page 1 of 1 DCN: CT-S4C, DATE: 4/27/17, REVISION: 4e 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-8 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 8 Lab ID R-2021-090-001-009 Soil Color Dark Gray SIEVE ANALYSIS HYDROMETER USCS cobbles I gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 70 7 90 80 70 t rn 60 T m 50 c LL ,40 U i N a 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm Greater Than #4 #4 To #200 Finer Than #200 USCS Summary Gravel Sand Silt & Clay USCS Symbol SC-SM, TESTED USCS Classification SILTY, CLAYEYSAND Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Percentage 0.00 69.53 30.47 I Z.12021 PROJECTSISmith + Gardner12021-090 - EJE RecvclinaV2021-090-001-009 Grain SIEVEHYD10.xislSheetl 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-8 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 8 Lab ID R-2021-090-001-009 Soil Color Dark Gray 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 0.03 0.00 2 99.97 Sand 72.91 72.93 0.05 27.06 Silt 13.96 13.96 0.002 13.10 Clay 13.10 13.10 USDA Classification: SANDYLOAM page 2of4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-009Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-8 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 8 Lab ID R-2021-090-001-009 Soil Color Dark Gray Minus #10 for Hygroscopic Moisture Content Tare No. B Wgt.Tare + Wet Soil (g) 56.32 Wgt.Tare + Dry Soil (g) 55.68 Weight of Tare (g) 15.08 Weight of Water (g) 0.64 Weight of Dry Soil (g) 40.60 Moisture Content (%) 1.6 Tare No. 200 Wgt.Tare + Air Dry Soil (g) 633.40 Weight of Tare (g) 171.54 Air Dried Wgt. Total Sample (g) 461.86 Total Dry Sample Weight (g) 454.69 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 71.37 Corrected Dry Wt. of - #10 Material (g) 70.26 Weight of - #200 Material (g) 21.41 Weight of - #10 ; + #200 Material (g) 48.85 J-FACTOR (%FINER THAN #10) 0.9997 Dry Weight of Material Retained on #10 (g) 0.13 Corrected Dry Sample Wt - #10 (g) 454.56 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 0.00 0.0 0.0 100.0 100.0 #10 2.00 0.13 0.0 0.0 100.0 100.0 #20 0.85 0.54 0.8 0.8 99.2 99.2 #40 0.425 3.22 4.6 5.4 94.6 94.6 #60 0.250 11.86 16.9 22.2 77.8 77.7 #140 0.106 28.21 40.1 62.4 37.6 37.6 #200 0.075 5.02 7.1 69.5 30.5 30.5 Pan - 21.41 30.5 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-009 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-009 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-8 Depth (ft) 15 Sample No. 8 Soil Color Dark Gray Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 21.0 21.1 4.15 16.8 23.7 0.01327 0.0336 23.7 5 20.0 21.1 4.15 15.8 22.3 0.01327 0.0214 22.3 15 18.0 21.1 4.15 13.8 19.5 0.01327 0.0125 19.5 30 17.0 21.1 4.15 12.8 18.1 0.01327 0.0089 18.1 60 16.0 21.2 4.14 11.9 16.7 0.01325 0.0063 16.7 250 14.0 21.2 4.14 9.9 13.9 0.01325 0.0031 13.9 1440 13.0 20.7 4.22 8.8 12.4 0.01333 0.0013 12.4 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 70.26 Hygroscopic Moisture Factor 0.984 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 99.97 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSISmith + Gardne62021-090 - EJE Recycling)[2021-090-001-009 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geote�llnical & geosyntheti( Testing ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Boring No.: PZ-8 Client Reference: EJE Recycling Depth (ft): 15 Project No.: R-2021-090-001 Sample No.: 8 Lab ID: R-2021-090-001-009 Soil Description: DARK GRAY SILTY CLAY Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried) sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description. As Received Moisture Content Liquid Limit Test ASTM D2216-19 1 2 3 M Tare Number: Y B4 W-2 J U Wt. of Tare & Wet Sample (g): 66.32 33.06 33.45 31.62 L Wt. of Tare & Dry Sample (g): 55.02 30.17 30.35 28.57 T Weight of Tare (g): 15.52 15.42 15.75 15.06 1 Weight of Water (g): 11.3 2.9 3.1 3.1 P Weight of Dry Sample (g): 39.5 14.8 14.6 13.5 O Was As Received MC Preserved: Yes Moisture Content (%): 28.6 19.6 21.2 22.6 N Number of Blows: 34 24 15 T Plastic Limit Test 1 2 Range Test Results Tare Number: S B1 Liquid Limit (%): 21 Wt. of Tare & Wet Sample (g): 21.59 21.63 Wt. of Tare & Dry Sample (g): 20.75 20.86 Plastic Limit (%): 15 Weight of Tare (g): 15.13 15.60 Weight of Water (g): 0.8 0.8 Plasticity Index (%): 6 Weight of Dry Sample (g): 5.6 5.3 USCS Symbol: CL-ML Moisture Content (%): 14.9 14.6 0.3 Note: The acceptable range of the two Moisture Contents is ± 0.84 Flow Curve 23 23 ] e 22 c m o 22 U `m A 21 20 L 1 Tested By TB 10 Number of Blows 60 50 0 40 x m v c T 30 LJ .v .y 20 a 10 100 0 CL ' ML Date 4116121 Checked By EL page 1 of 1 DCN: CTS41B, DATE: 5/22/18 REVISION: 8 Plasticity Chart L.iyuiu L.unu k iol Date 4/20/21 )0 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-9 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 9 Lab ID R-2021-090-001-010 Soil Color Dark Gray SIEVE ANALYSIS HYDROMETER USCS cobbles I gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 90 80 70 t rn 60 T m 50 c LL ,40 U i N 7017 71 a 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm Greater Than #4 #4 To #200 Finer Than #200 USCS Summary Gravel Sand Silt & Clay USCS Symbol SC, TESTED USCS Classification CLAYEYSAND Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Percentage 0.10 69.12 30.78 I Z.12021 PROJECTSISmith + Gardner12021-090 - EJE RecvclinaV2021-090-001-010 Grain SIEVEHYD10.xislSheetl 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-9 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 9 Lab ID R-2021-090-001-010 Soil Color Dark Gray 100 90 80 70 60 50 40 30 20 10 0 c PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 0.74 0.00 2 99.26 Sand 69.14 69.65 0.05 30.12 Silt 18.46 18.60 0.002 11.66 Clay 11.66 11.74 USDA Classification: SANDYLOAM page 2of4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-010Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-9 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 9 Lab ID R-2021-090-001-010 Soil Color Dark Gray Minus #10 for Hygroscopic Moisture Content Tare No. 0 Wgt.Tare + Wet Soil (g) 47.75 Wgt.Tare + Dry Soil (g) 46.89 Weight of Tare (g) 15.11 Weight of Water (g) 0.86 Weight of Dry Soil (g) 31.78 Moisture Content (%) 2.7 Tare No. 208 Wgt.Tare + Air Dry Soil (g) 418.29 Weight of Tare (g) 169.17 Air Dried Wgt. Total Sample (g) 249.12 Total Dry Sample Weight (g) 242.60 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 71.49 Corrected Dry Wt. of - #10 Material (g) 69.61 Weight of - #200 Material (g) 21.59 Weight of - #10 ; + #200 Material (g) 48.02 J-FACTOR (%FINER THAN #10) 0.9926 Dry Weight of Material Retained on #10 (g) 1.80 Corrected Dry Sample Wt - #10 (g) 240.80 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 0.24 0.1 0.1 99.9 99.9 #10 2.00 1.56 0.6 0.7 99.3 99.3 #20 0.85 5.86 8.4 8.4 91.6 90.9 #40 0.425 12.48 17.9 26.3 73.7 73.1 #60 0.250 10.21 14.7 41.0 59.0 58.5 #140 0.106 16.18 23.2 64.3 35.7 35.5 #200 0.075 3.29 4.7 69.0 31.0 30.8 Pan - 21.59 31.0 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-010 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-010 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-9 Depth (ft) 15 Sample No. 9 Soil Color Dark Gray Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 25.0 21.1 4.15 20.8 29.7 0.01327 0.0328 29.4 5 24.0 21.1 4.15 19.8 28.2 0.01327 0.0209 28.0 15 22.0 21.1 4.15 17.8 25.4 0.01327 0.0122 25.2 30 19.0 21.1 4.15 14.8 21.1 0.01327 0.0088 21.0 60 18.0 21.2 4.14 13.9 19.7 0.01325 0.0062 19.6 250 14.0 21.4 4.10 9.9 14.1 0.01322 0.0031 14.0 1440 11.0 20.7 4.22 6.8 9.6 0.01333 0.0013 9.6 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 69.61 Hygroscopic Moisture Factor 0.974 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 99.26 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSISmith + Gardne62021-090 - EJE Recycling)[2021-090-001-010 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnical & geosyntheti( Testing ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Boring No.: PZ-9 Client Reference: EJE Recycling Depth (ft): 15 Project No.: R-2021-090-001 Sample No.: 9 Lab ID: R-2021-090-001-010 Soil Description: DARK GRAY LEAN CLAY Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried) sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on . As Received Moisture Content Liquid Limit Test ASTM D2216-19 1 2 3 M Tare Number: AQ 22 3 30 U Wt. of Tare & Wet Sample (g): 53.19 18.24 17.26 19.12 L Wt. of Tare & Dry Sample (g): 36.13 15.68 14.87 16.15 T Weight of Tare (g): 15.38 6.96 7.06 6.94 1 Weight of Water (g): 17.1 2.6 2.4 3.0 P Weight of Dry Sample (g): 20.8 8.7 7.8 9.2 O Was As Received MC Preserved: Yes Moisture Content (%): 82.2 29.4 30.6 32.2 N Number of Blows: 35 25 15 T Plastic Limit Test 1 2 Range Test Results Tare Number: 24 18 Liquid Limit (%): 31 Wt. of Tare & Wet Sample (g): 13.11 12.98 Wt. of Tare & Dry Sample (g): 12.28 12.18 Plastic Limit (%): 16 Weight of Tare (g): 7.05 6.98 Weight of Water (g): 0.8 0.8 Plasticity Index (%): 15 Weight of Dry Sample (g): 5.2 5.2 USCS Symbol: CL Moisture Content (%): 15.9 15.4 0.5 Note: The acceptable range of the two Moisture Contents is ± 1.12 34 32 30 0 24 22 20 1 1 Flow Curve Plasticity Chart 10 Number of Blows 60 50 0 40 X m c 30 w .v .y N 20 IL 10 100 0 CL- ML L.iquiu L11111L t %o► Tested By TB Date 4115121 Checked By EL Date 4/20/21 page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8 0 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-10 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 10 Lab ID R-2021-090-001-011 Soil Color Dark Gray SIEVE ANALYSIS HYDROMETER USCS cobbles I gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3l4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 90 80 70 t rn 60 T m 50 c LL ,40 U i N a 30 77- 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm) USCS Summary Percentage Greater Than #4 Gravel 0.00 #4 To #200 Sand 94.44 Finer Than #200 Silt & Clay 5.56 D60 = 0.31 USCS Symbol SP-SM, TESTED D30 = 0.19 CC = 1.00 (Non -Plastic) USCS Classification POORLY GRADED SAND WITH SILT D10 = 0.113 CU = 2.75 Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z.12021 PROJECTSISmith+Gardner12021-090- EJE RecvclinaV2021-090-001-011 Grain SIEVEHYD10.xIs1Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-10 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 10 Lab ID R-2021-090-001-011 Soil Color Dark Gray 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 0.44 0.00 2 99.56 Sand 93.99 94.41 0.05 5.56 Silt 2.49 2.50 0.002 3.08 Clay 3.08 3.09 USDA Classification: SAND page 2 of 4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z.12021 PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-011 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-10 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 10 Lab ID R-2021-090-001-011 Soil Color Dark Gray Minus #10 for Hygroscopic Moisture Content Tare No. AK Wgt.Tare + Wet Soil (g) 51.31 Wgt.Tare + Dry Soil (g) 50.36 Weight of Tare (g) 15.43 Weight of Water (g) 0.95 Weight of Dry Soil (g) 34.93 Moisture Content (%) 2.7 Tare No. 738 Wgt.Tare + Air Dry Soil (g) 737.78 Weight of Tare (g) 139.69 Air Dried Wgt. Total Sample (g) 598.09 Total Dry Sample Weight (g) 582.32 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 106.31 Corrected Dry Wt. of - #10 Material (g) 103.50 Weight of - #200 Material (g) 5.78 Weight of - #10 ; + #200 Material (g) 97.72 J-FACTOR (%FINER THAN #10) 0.9956 Dry Weight of Material Retained on #10 (g) 2.59 Corrected Dry Sample Wt - #10 (g) 579.73 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 0.00 0.0 0.0 100.0 100.0 #10 2.00 2.59 0.4 0.4 99.6 99.6 #20 0.85 2.85 2.8 2.8 97.2 96.8 #40 0.425 10.45 10.1 12.9 87.1 86.8 #60 0.250 47.24 45.6 58.5 41.5 41.3 #140 0.106 35.24 34.0 92.5 7.5 7.4 #200 0.075 1.94 1.9 94.4 5.6 5.6 Pan - 5.78 5.6 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-011 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-011 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-10 Depth (ft) 15 Sample No. 10 Soil Color Dark Gray Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 10.0 21.1 4.15 5.8 5.6 0.01327 0.0359 5.6 5 10.0 21.2 4.14 5.9 5.6 0.01325 0.0227 5.6 15 9.0 21.1 4.15 4.8 4.6 0.01327 0.0132 4.6 30 9.0 21.1 4.15 4.8 4.6 0.01327 0.0093 4.6 60 8.0 21.1 4.15 3.8 3.7 0.01327 0.0066 3.7 250 8.0 21.1 4.15 3.8 3.7 0.01327 0.0032 3.7 1440 7.0 20.5 4.25 2.7 2.6 0.01336 0.0014 2.6 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 103.50 Hygroscopic Moisture Factor 0.974 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 99.56 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4of4 DCN:CT-S30RDATE: 7/26/13REVISION: 8 Z:12021PROJECTSISmith+Gardne62021-090-EJERecyclingl[2021-090-001-011Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Client Reference: EJE Recycling Project No.: R-2021-090-001 Lab ID: R-2021-090-001-011 As Received Water Content Tare Number AN Wt. of Tare & Wet Sample (g) 65.44 Wt. of Tare & Dry Sample (g) 55.72 Weight of Tare (g) 15.34 Weight of Water (g) 9.72 Weight of Dry Sample (g) 40.38 Water Content (%) 24.1 eotechnics geotechnIcaI & geosynthetic Testing Boring No.: PZ-10 Depth (ft): 15 Sample No.: 10 Color: Dark Gray ( Mlnus No. 40 sieve material) NON - PLASTIC MATERIAL Tested By SS Date 4115121 Checked By EL Date 4120121 page 1 of 1 DCN: CT-S4C, DATE: 4/27/17, REVISION : 4e 2200 Westinghouse Blvd., Suite 103 • Raleigh, NIC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-11 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 11 Lab ID R-2021-090-001-012 Soil Color Dark Gray SIEVE ANALYSIS HYDROMETER USCS cobbles I gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 90 80 70 t rn 60 T m 50 c LL 40 U i N 7017 71 7 a 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm Greater Than #4 #4 To #200 Finer Than #200 USCS Summary Gravel Sand Silt & Clay USCS Symbol SC, TESTED USCS Classification CLAYEYSAND Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Percentage 0.00 56.95 43.05 I Z.12021 PROJECTSISmith + Gardner12021-090 - EJE RecvclinaV2021-090-001-012 Grain SIEVEHYD10.xislSheetl 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-11 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 11 Lab ID R-2021-090-001-012 Soil Color Dark Gray 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 0.37 0.00 2 99.63 Sand 57.57 57.78 0.05 42.06 Silt 21.75 21.83 0.002 20.31 Clay 20.31 20.39 USDA Classification: SANDY CLAY LOAM page 2of4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-012Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-11 Client Reference EJE Recycling Depth (ft) 15 Project No. R-2021-090-001 Sample No. 11 Lab ID R-2021-090-001-012 Soil Color Dark Gray Minus #10 for Hygroscopic Moisture Content Tare No. Y3 Wgt.Tare + Wet Soil (g) 52.21 Wgt.Tare + Dry Soil (g) 50.63 Weight of Tare (g) 15.55 Weight of Water (g) 1.58 Weight of Dry Soil (g) 35.08 Moisture Content (%) 4.5 Tare No. 736 Wgt.Tare + Air Dry Soil (g) 451.38 Weight of Tare (g) 140.09 Air Dried Wgt. Total Sample (g) 311.29 Total Dry Sample Weight (g) 297.92 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 67.66 Corrected Dry Wt. of - #10 Material (g) 64.74 Weight of - #200 Material (g) 27.97 Weight of - #10 ; + #200 Material (g) 36.77 J-FACTOR (%FINER THAN #10) 0.9963 Dry Weight of Material Retained on #10 (g) 1.11 Corrected Dry Sample Wt - #10 (g) 296.81 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 0.00 0.0 0.0 100.0 100.0 #10 2.00 1.11 0.4 0.4 99.6 99.6 #20 0.85 1.81 2.8 2.8 97.2 96.8 #40 0.425 6.68 10.3 13.1 86.9 86.6 #60 0.250 7.88 12.2 25.3 74.7 74.4 #140 0.106 17.28 26.7 52.0 48.0 47.8 #200 0.075 3.12 4.8 56.8 43.2 43.0 Pan - 27.97 43.2 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-012 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-012 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-11 Depth (ft) 15 Sample No. 11 Soil Color Dark Gray Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 31.0 21.2 4.14 26.9 41.1 0.01325 0.0314 40.9 5 29.0 21.1 4.15 24.8 38.0 0.01327 0.0202 37.9 15 26.0 21.1 4.15 21.8 33.4 0.01327 0.0119 33.3 30 25.0 21.1 4.15 20.8 31.9 0.01327 0.0085 31.8 60 23.0 21.1 4.15 18.8 28.8 0.01327 0.0061 28.7 250 19.0 21.1 4.15 14.8 22.7 0.01327 0.0030 22.6 1440 16.0 20.7 4.22 11.8 18.0 0.01333 0.0013 17.9 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 64.74 Hygroscopic Moisture Factor 0.957 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 99.63 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSISmith + Gardne62021-090 - EJE Recycling)[2021-090-001-012 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geote�llnical & geosyntheti( Testing ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Boring No.: PZ-11 Client Reference: EJE Recycling Depth (ft): 15 Project No.: R-2021-090-001 Sample No.: 11 Lab ID: R-2021-090-001-012 Soil Description: DARK GRAY LEAN CLAY Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried) sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description. As Received Moisture Content Liquid Limit Test ASTM D2216-19 1 2 3 M Tare Number: AD 14 12 19 U Wt. of Tare & Wet Sample (g): 65.44 22.36 22.54 22.09 L Wt. of Tare & Dry Sample (g): 55.72 18.15 18.12 17.56 T Weight of Tare (g): 15.34 6.97 6.99 6.99 1 Weight of Water (g): 9.7 4.2 4.4 4.5 P Weight of Dry Sample (g): 40.4 11.2 11.1 10.6 O Was As Received MC Preserved: Yes Moisture Content (%): 24.1 37.7 39.7 42.9 N Number of Blows: 35 25 15 T Plastic Limit Test 1 2 Range Test Results Tare Number: 13 28 Liquid Limit (%): 40 Wt. of Tare & Wet Sample (g): 13.05 13.61 Wt. of Tare & Dry Sample (g): 12.17 12.65 Plastic Limit (%): 17 Weight of Tare (g): 7.02 6.98 Weight of Water (g): 0.9 1.0 Plasticity Index (%): 23 Weight of Dry Sample (g): 5.2 5.7 USCS Symbol: CL Moisture Content (%): 17.1 16.9 0.2 Note: The acceptable range of the two Moisture Contents is ± 1.12 45 40 e c 35 m c 0 U m 30 A `8M 20 L 1 Flow Curve AzX❑ 10 Number of Blows 60 50 0 40 x m v c T 30 .v .y 20 a 10 100 0 CL ' ML Plasticity Chart L.iyuiu L.unu k iol Tested By TB Date 4115121 Checked By EL Date 4/20/21 page 1 of 1 DCN: CTS41B, DATE: 5/22/18 REVISION: 8 )0 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-11 D Client Reference EJE Recycling Depth (ft) 45 Project No. R-2021-090-001 Sample No. 11D Lab ID R-2021-090-001-013 Soil Color Dark Gray SIEVE ANALYSIS HYDROMETER USCS cobbles I gravel sand silt and clay fraction USDA cobbles gravel sand silt lay 12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200 100 90 H70 7 80 70 t rn 60 T m 50 c LL ,40 U i N a 30 20 10 0 LL- 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) Sieve Sizes (mm Greater Than #4 #4 To #200 Finer Than #200 USCS Summary Gravel Sand Silt & Clay USCS Symbol SC, TESTED USCS Classification CLAYEYSAND Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Percentage 0.12 70.12 29.75 I Z.12021 PROJECTSISmith + Gardner12021-090 - EJE RecvclinaV2021-090-001-013 Grain SIEVEHYD10.xislSheetl 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geutechnicaI & geosynthetic testing USDA CLASSIFICATION CHART Client Smith + Gardner, Inc. Boring No. PZ-11 D Client Reference EJE Recycling Depth (ft) 45 Project No. R-2021-090-001 Sample No. 11D Lab ID R-2021-090-001-013 Soil Color Dark Gray 100 90 80 70 60 50 40 30 20 10 0 PERCENT SAND Particle Size (mm) Percent Finer USDA SUMMARY Actual Percentage Corrected % of Minus 2.0 mm material for USDA Classificat. Gravel 2.14 0.00 2 97.86 Sand 69.84 71.37 0.05 28.02 Silt 13.32 13.62 0.002 14.70 Clay 14.70 15.02 USDA Classification: SANDYLOAM page 2of4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021PROJECTSISmith+Gardner12021-090-EJERecyclinglj2021-090-001-013Grain SIEVEHYD10.xls]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Boring No. PZ-11 D Client Reference EJE Recycling Depth (ft) 45 Project No. R-2021-090-001 Sample No. 11D Lab ID R-2021-090-001-013 Soil Color Dark Gray Minus #10 for Hygroscopic Moisture Content Tare No. W5 Wgt.Tare + Wet Soil (g) 57.41 Wgt.Tare + Dry Soil (g) 55.87 Weight of Tare (g) 15.55 Weight of Water (g) 1.54 Weight of Dry Soil (g) 40.32 Moisture Content (%) 3.8 Tare No. 733 Wgt.Tare + Air Dry Soil (g) 639.48 Weight of Tare (g) 141.69 Air Dried Wgt. Total Sample (g) 497.79 Total Dry Sample Weight (g) 479.86 Hydrometer Specimen Data Air Dried - #10 Hydrometer Material (g) 87.94 Corrected Dry Wt. of - #10 Material (g) 84.70 Weight of - #200 Material (g) 25.75 Weight of - #10 ; + #200 Material (g) 58.95 J-FACTOR (%FINER THAN #10) 0.9786 Dry Weight of Material Retained on #10 (g) 10.29 Corrected Dry Sample Wt - #10 (g) 469.57 Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent (mm) Retained Finer (gm) N N N N 12" 300 0.00 0.0 0.0 100.0 100.0 6" 150 0.00 0.0 0.0 100.0 100.0 3" 75 0.00 0.0 0.0 100.0 100.0 2" 50 0.00 0.0 0.0 100.0 100.0 1 1 /2" 37.5 0.00 0.0 0.0 100.0 100.0 ill 25.0 0.00 0.0 0.0 100.0 100.0 3/4" 19.0 0.00 0.0 0.0 100.0 100.0 1 /2" 12.5 0.00 0.0 0.0 100.0 100.0 3/8" 9.50 0.00 0.0 0.0 100.0 100.0 #4 4.75 0.59 0.1 0.1 99.9 99.9 #10 2.00 9.70 2.0 2.1 97.9 97.9 #20 0.85 4.42 5.2 5.2 94.8 92.7 #40 0.425 15.42 18.2 23.4 76.6 74.9 #60 0.250 18.05 21.3 44.7 55.3 54.1 #140 0.106 17.07 20.2 64.9 35.1 34.4 #200 0.075 3.99 4.7 69.6 30.4 29.8 Pan - 25.75 30.4 100.0 - - Notes Tested By TB Date 4/21/2021 Checked By AES Date 4/26/2021 page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:M21 PROJECTSISmith + Gardneh2021-090 - EJE Recycling)[2021-090-001-013 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net HYDROMETER ANALYSIS ASTM D 422-63 (2007) Client Smith + Gardner, Inc. Client Reference EJE Recycling Project No. R-2021-090-001 Lab ID R-2021-090-001-013 eotechnics geotechnicaI & geosynthetic Testing Boring No. PZ-11 D Depth (ft) 45 Sample No. 11 D Soil Color Dark Gray Elapsed Time (min) R Measured Temp. (° C) Composite Correction R Corrected N ( %) K Factor Diameter ( mm) N' (% ) 0 NA NA NA NA NA NA NA NA 2 27.0 21.2 4.14 22.9 26.7 0.01325 0.0323 26.2 5 25.0 21.1 4.15 20.8 24.4 0.01327 0.0207 23.8 15 24.0 21.1 4.15 19.8 23.2 0.01327 0.0120 22.7 30 22.0 21.1 4.15 17.8 20.9 0.01327 0.0086 20.4 60 21.0 21.1 4.15 16.8 19.7 0.01327 0.0061 19.3 250 18.0 21.4 4.10 13.9 16.2 0.01322 0.0031 15.9 1440 16.0 20.7 4.22 11.8 13.8 0.01333 0.0013 13.5 Soil Specimen Data Other Corrections Wgt. of Dry Material (g) 84.70 Hygroscopic Moisture Factor 0.963 Weight of Deflocculant (g) 5.0 a - Factor 0.99 Percent Finer than # 10 97.86 Specific Gravity 2.70 Assumed Notes Tested By RFF Date 4/16/2021 Checked By AES Date 4/26/2021 page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSISmith + Gardne62021-090 - EJE Recycling)[2021-090-001-013 Grain SIEVEHYD10.x1s]Sheet1 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geote�llnical & geosyntheti( Testing ATTERBERG LIMITS ASTM D 4318-17 Client: Smith & Gardner, Inc. Boring No.: PZ-11 D Client Reference: EJE Recycling Depth (ft): 45 Project No.: R-2021-090-001 Sample No.: 11D Lab ID: R-2021-090-001-013 Soil Description: DARK GRAY LEAN CLAY Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried) sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description. As Received Moisture Content Liquid Limit Test ASTM D2216-19 1 2 3 M Tare Number: M 27 30 17 U Wt. of Tare & Wet Sample (g): 59.62 22.39 24.73 22.33 L Wt. of Tare & Dry Sample (g): 49.38 19.28 21.07 18.94 T Weight of Tare (g): 15.06 6.98 6.97 6.96 1 Weight of Water (g): 10.2 3.1 3.7 3.4 P Weight of Dry Sample (g): 34.3 12.3 14.1 12.0 O Was As Received MC Preserved: Yes Moisture Content (%): 29.8 25.3 26.0 28.3 N Number of Blows: 35 25 15 T Plastic Limit Test 1 2 Range Test Results Tare Number: A-T V-2 Liquid Limit (%): 26 Wt. of Tare & Wet Sample (g): 21.64 21.72 Wt. of Tare & Dry Sample (g): 20.92 21.03 Plastic Limit (%): 13 Weight of Tare (g): 15.50 15.56 Weight of Water (g): 0.7 0.7 Plasticity Index (%): 13 Weight of Dry Sample (g): 5.4 5.5 USCS Symbol: CL Moisture Content (%): 13.3 12.6 0.7 Note: The acceptable range of the two Moisture Contents is ± 1.12 29 28 27 26 c m 25 c O lL 24 m R 23 22 21 20 1 Tested By TB Flow Curve 10 Number of Blows Date 4116121 page 1 of 1 DCN: CTS41B, DATE: 5/22/18 REVISION: 8 Plasticity Chart 60 50 0 40 x m v c T 30 .y 20 a 10 100 0 1 CL- ML L.iquiu L.unu k iol Checked By EL Date 4/20/21 )0 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics PERMEABILITY TEST geotechnIcaI & geosynthetic Testing ASTM D 5084-16a Client: Smith + Gardner, Inc. Boring No.: PZ-4D Client Project: EJE Recycling Depth (ft): 40-42 Project No.: R-2021-090-001 Sample No.: 4D-ST Lab ID No.: R-2021-090-001-014 Avg. Conf. Pressure (psi): 5 AVERAGE PERMEABILITY = 1.9E-06 cm/sec @ 20°C AVERAGE PERMEABILITY = 1.9E-08 m/sec @ 20°C TOTAL FLOW vs. ELAPSED TIME 7.0 6.0 E 5.0 u 3: 4.0 O J LL 3.0 J a 09 2.0 1.0 0.0 0.00 0.50 1.00 1.50 2.00 ELAPSED TIME (hrs) PORE VOLUMES EXCHANGED vs. PERMEABILITY 1.0E-03 1.0E-04 V m 0 E 1.0E-05 J Q 1.0E-06 w w a 1.0E-07 1.0E-08 �-- 0.000 2.50 0.005 0.010 0.015 0.020 0.025 PORE VOLUMES EXCHANGED Tested By: MY Date: 4/30/21 Checked By: AES Date: 5/10/21 Page 1 of 3 DCN: CT-22 DATE: 1/1/17 REVISION: 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net PERMEABILITY TEST ASTM D 5084-16a Client: Smith + Gardner, Inc. Boring No.: PZ-4D Client Project: EJE Recycling Depth (ft): 40-42 Project No.: R-2021-090-001 Sample No.: 4D-ST Lab ID No.: R-2021-090-001-014 Avg. Conf. Pressure (psi): 5 eotechnics geotechnIcaI & geosynthetic Testing Specific Gravity: 2.70 Sample Condition: Visual Description: Blue Gray Clay with Sand Permeant Type: Deaired Tap Water Assumed Undisturbed MOISTURE CONTENT: BEFORE TEST AFTER TEST Tare Number 270 730 Weight of Tare & Wet Sample (g) 102.33 1343.55 Weight of Tare & Dry Sample (g) 85.40 1026.32 Weight of Tare (g) 35.38 139.78 Weight of Water (g) 16.93 317.23 Weight of Dry Sample (g) 50.02 886.54 Moisture Content (%) 33.8 35.8 SPECIMEN: BEFORE TEST AFTER TEST Weight of Tube & Wet Sample (g) 1210.93 NA Weight of Tube (g) 0.00 NA Weight of Wet Sample (g) 1210.93 1228.45 Length 1 (in) 6.287 6.229 Length 2 (in) 6.304 6.246 Length 3 (in) 6.316 6.258 Top Diameter (in) 2.801 2.801 Middle Diameter (in) 2.790 2.790 Bottom Diameter (in) 2.798 2.798 Average Length (in) 6.30 6.24 Average Area (in2)6.14 6.14 Sample Volume (cm) 634.26 628.43 Unit Wet Weight (g/cm') 1.91 1.95 Unit Wet Weight (pcf) 119.2 122.0 Unit Dry Weight (pcf) 89.0 89.9 Unit Dry Weight (g/cm3) 1.43 1.44 Void Ratio, e 0.89 0.88 Porosity, n 0.47 0.47 Pore Volume (cm) 299.2 293.3 Total Weight of Sample After Test (g) 1203.77 Tested By: MY Date: 4/30/21 Checked By: AES Date: 5/10/21 Page 2 of 3 DCN: CT-22 DATE: 1/1/17 REVISION: 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net PERMEABILITY TEST eotechnics ASTM D 5084-16a geotechnIcaI & geosynthetic Testing Client: Smith + Gardner, Inc. Boring No.: PZ-4D Client Project: EJE Recycling Depth (ft): 40-42 Project No.: R-2021-090-001 Sample No.: 4D-ST Lab ID No.: R-2021-090-001-014 Avg. Conf. Pressure (psi): 5 Pressure Heads (Constant) Final Sample Dimensions Top Cap (psi) 49.0 Sample Length (cm), L 15.86 Bottom Cap (psi) 51.0 Sample Diameter (cm) 7.10 Cell (psi) 55.0 Sample Area (cm2), A 39.62 Total Pressure Head (cm) 140.6 Inflow Burette Area (cm2), a -in 0.912 Hydraulic Gradient 8.87 Outflow Burette Area (cm), a -out 0.912 B Parameter (%) 95 AVERAGE PERMEABILITY = 1.9E-06 cm/sec @ 20°C AVERAGE PERMEABILITY = 1.9E-08 m/sec @ 20°C DATE TIME ELAPSED TOTAL TOTAL TOTAL FLOW TEMP. INCREMENTAL TIME INFLOW OUTFLOW HEAD PERMEABILITY t h (0 flow) @ 200C (mm/dd/yy) (hr) (min) (hr) (cm) (cm) (cm) (1 stop) (°C) (cm/sec) 5/3/2021 12 47 0.000 0.0 0.0 158.9 0 21.1 NA 5/3/2021 13 12 0.417 1.3 1.3 156.1 0 21.1 2.1 E-06 5/3/2021 13 34 0.783 2.3 2.3 153.9 0 21.1 1.9E-06 5/3/2021 13 45 0.967 2.8 2.8 152.8 0 21.1 1.9E-06 5/3/2021 14 2 1.250 3.6 3.5 151.1 0 21.1 1.9E-06 5/3/2021 14 10 1.383 3.9 3.9 150.4 0 21.1 1.9E-06 5/3/2021 14 29 1.700 4.7 4.7 148.6 0 21.1 1.8E-06 5/3/2021 15 7 2.333 6.3 6.3 145.1 1 21.1 1.9E-06 Tested By: MY Date: 4/30/21 Checked By: AES Date: 5/10/21 Page 3 of 3 DCN: CT-22 DATE: 1/1/17 REVISION: 11 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnical & geosyntheti( Testing CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: Smith + Gardner, Inc. Boring No.: PZ-4D Client Reference: EJE Recyling Depth (ft): 40-42 Project No.: R-2021-090-001 Sample No.: 4D-ST Lab ID: R-2021-090-001-014 .y C ci 15 12 9 6 3 0 -� 0 Consolidated Undrained Triaxial Test with Pore Pressure SIN N = TAN a a C= ------ Cos cp N 4 8 12 16 P, (psi) Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3 a = 0.96 C = 1.18 a = 30.2 = 35.56 20 Tested By: MY Date: 4/28/21 Approved By: MPS Date: 5/10/21 page 1 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOHR TOTAL STRENGTH ENVELOPE ASTM D4767-11 Client: Smith + Gardner, Inc. Boring No.: Client Reference: EJE Recyling Depth (ft): Project No.: R-2021-090-001 Sample No. Lab ID: R-2021-090-001-014 Visual Description: Blue Gray Clay w/ Sand 30 c = 1.87 (= 18.32 25 20 on 5 0 4 0 5 10 15 20 6 (psi) Failure Based on Maximum Effective Principal Stress Ratio eotechnics geotechnIcaI & geosynthetic Testing PZ-4D 40-42 4D-ST 25 30 NOTE: GRAPH NOT TO SCALE Tested By: MY Date: 4/28/21 Approved By: MPS Date: 5/10/21 page 2 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST eotechnics WITH PORE PRESSURE READINGS geotechnIcaI & geosynthetictesting ASTM D4767-11 ! Client: Smith + Gardner, Inc. Client Reference: EJE Recyling Project No.: R-2021-090-001 Lab ID: R-2021-090-001-014 Visual Description: Blue Gray Clay w/ Sand Stage No. 0 Test No. 1 PRESSURES (psi) Cell Pressure (psi) 52.0 Back Pressure (psi) 50.0 Eff. Conf. Pressure (psi) 2.0 Pore Pressure Response (%) 99 MAXIMUM OBLIQUITY POINTS Boring No.: PZ-4D Depth (ft): 40-42 Sample No.: 4D-ST INITIAL SAMPLE DIMENSIONS (in Length 1: 5.838 Diameter 1: Length 2: 5.802 Diameter 2: Length 3: 5.809 Diameter 3: Avg. Length: 5.816 Avg. Diam.: VOLUME CHANGE Initial Burette Reading (ml) Final Burette Reading (ml) Final Change (ml) 2.822 2.833 2.832 2.829 24.0 11.2 12.8 Initial Dial Reading (mil) 130 _ P = 4.38 Dial Reading After Saturation (mil) 131 Q = 3.51 Dial Reading After Consolidation (mil) 136 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 11.5 0.000 50.0 16.5 0.002 50.2 19.8 0.003 50.4 27.3 0.009 50.9 29.8 0.014 51.1 30.7 0.020 51.2 33.1 0.029 51.3 34.3 0.038 51.3 35.2 0.049 51.3 38.7 0.070 51.3 42.6 0.100 51.3 47.1 0.135 51.3 56.0 0.170 51.1 58.0 0.211 51.0 61.3 0.240 50.9 66.3 0.280 50.7 73.1 0.336 50.5 82.0 0.394 50.1 85.5 0.437 49.9 92.5 0.494 49.5 98.1 0.538 49.2 103.1 0.582 48.9 103.4 0.626 48.7 105.3 0.654 48.5 110.5 0.683 48.4 109.6 0.712 48.2 111.3 0.741 48.2 113.5 0.785 48.0 115.1 0.829 47.9 116.2 0.858 47.8 117.1 0.887 47.8 Tested By: MY Date: 4/28/21 Input Checked By: AES Date: 5/10/21 page 3 Of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: Smith + Gardner, Inc. Boring No.: Client Reference: EJE Recyling Depth (ft): Project No.: R-2021-090-001 Sample No Lab ID: R-2021-090-001-014 Visual Description: Blue Gray Clay w/ Sand eotechnics geotechnicaI & geosynthetic Testing PZ-4D 40-42 4D-ST Effective Confining Pressure (psi) 2.0 Stage No. 0 Test No 1 INITIAL DIMENSIONS VOLUME CHANGE Initial Sample Length (in) 5.82 Volume After Consolidation (in') 35.76 Initial Sample Diameter (in) 2.83 Length After Consolidation (in) 5.81 Initial Sample Area (in2) 6.29 Area After Consolidation (in2) 6.155 Initial Sample Volume (in3) 36.56 Strain N Deviator Stress PSI A U 61 63 Effective Principal Stress Ratio A P Q 0.04 0.82 0.23 2.59 1.8 1.463 0.28 2.18 0.41 0.06 1.34 0.42 2.92 1.6 1.852 0.32 2.25 0.67 0.15 2.56 0.89 3.67 1.1 3.317 0.35 2.39 1.28 0.25 2.98 1.07 3.91 0.9 4.188 0.36 2.42 1.49 0.35 3.12 1.18 3.93 0.8 4.820 0.38 2.37 1.56 0.51 3.50 1.27 4.23 0.7 5.804 0.37 2.48 1.75 0.66 3.69 1.29 4.40 0.7 6.179 0.35 2.56 1.84 0.85 3.81 1.34 4.47 0.7 6.779 0.35 2.57 1.91 1.20 4.38 1.33 5.04 0.7 7.566 0.31 2.85 2.19 1.72 4.96 1.35 5.62 0.7 8.593 0.27 3.14 2.48 2.33 5.66 1.29 6.37 0.7 8.918 0.23 3.54 2.83 2.93 7.02 1.12 7.89 0.9 9.013 0.16 4.38 3.51 3.62 7.28 1.02 8.27 1.0 8.403 0.14 4.62 3.64 4.12 7.77 0.90 8.87 1.1 8.042 0.12 4.99 3.88 4.83 8.47 0.71 9.76 1.3 7.559 0.08 5.53 4.24 5.78 9.43 0.45 10.97 1.5 7.100 0.05 6.26 4.71 6.79 10.67 0.12 12.55 1.9 6.681 0.01 7.22 5.34 7.53 11.12 -0.07 13.19 2.1 6.383 -0.01 7.63 5.56 8.51 12.05 -0.50 14.55 2.5 5.815 -0.04 8.53 6.02 9.27 12.77 -0.77 15.54 2.8 5.605 -0.06 9.15 6.38 10.02 13.39 -1.06 16.45 3.1 5.380 -0.08 9.75 6.70 10.77 13.32 -1.32 16.65 3.3 5.008 -0.10 9.99 6.66 11.26 13.53 -1.53 17.06 3.5 4.834 -0.11 10.29 6.76 11.76 14.19 -1.63 17.82 3.6 4.910 -0.12 10.72 7.10 12.25 13.99 -1.75 17.74 3.8 4.729 -0.13 10.74 6.99 12.76 14.16 -1.81 17.96 3.8 4.720 -0.13 10.88 7.08 13.52 14.34 -1.97 18.31 4.0 4.611 -0.14 11.14 7.17 14.27 14.43 -2.09 18.52 4.1 4.529 -0.15 11.30 7.22 14.77 14.50 -2.15 18.65 4.2 4.490 -0.15 11.40 7.25 15.26 14.54 -2.18 18.73 4.2 4.478 -0.15 11.45 7.27 page 4 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnIcaI & geosynthetic Testing CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: Smith + Gardner, Inc. Boring No.: PZ-4D Client Reference: EJE Recyling Depth (ft): 40-42 Project No.: R-2021-090-001 Sample No.: 4D-ST Lab ID: R-2021-090-001-014 Visual Description: Blue Gray Clay w/ Sand Stage No. 01 INITIAL SAMPLE DIMENSIONS (in) Test No. 3 Length 1: 6.287 Diameter 1: 2.801 PRESSURES (psi) Length 2: 6.304 Diameter 2: 2.790 Length 3: 6.316 Diameter 3: 2.798 Cell Pressure (psi) 60.0 Avg. Length: 6.302 Avg. Diam.: 2.796 Back Pressure (psi) 50.0 Eff. Conf. Pressure (psi) 10.0 VOLUME CHANGE Pore Pressure Initial Burette Reading (ml) 24.0 Response (%) 99 Final Burette Reading (ml) 12.4 Final Change (ml) 11.6 MAXIMUM OBLIQUITY POINTS Initial Dial Reading (mil) 409 _ P = 10.69 Dial Reading After Saturation (mil) 414 Q = 7.18 Dial Reading After Consolidation (mil) 467 LOAD DEFORMATION PORE PRESSURE (LB) (IN) (PSI) 21.7 0.000 50.0 29.6 0.001 51.2 34.1 0.002 51.7 43.3 0.009 52.9 48.6 0.016 53.6 52.9 0.022 54.2 57.5 0.032 54.8 61.2 0.040 55.2 65.2 0.053 55.7 70.8 0.075 56.2 77.4 0.107 56.6 83.1 0.145 56.9 89.4 0.183 57.0 95.4 0.227 56.9 99.8 0.258 56.9 105.8 0.302 56.7 114.1 0.362 56.5 123.3 0.425 56.2 130.3 0.472 55.9 136.4 0.535 55.4 140.0 0.583 55.0 144.0 0.630 54.6 144.9 0.677 54.3 146.2 0.709 54.2 147.8 0.740 54.1 149.4 0.772 54.0 150.3 0.803 53.9 151.8 0.851 53.7 153.9 0.898 53.6 154.9 0.930 53.6 157.8 0.961 53.5 Tested By: MY Date: 4/28/2021 Input Checked By: AES Date: 5/10/2021 page 7 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnicaI & geosynthetic Testing CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: Smith + Gardner, Inc. Boring No.: PZ-4D Client Reference: EJE Recyling Depth (ft): 40-42 Project No.: R-2021-090-001 Sample No.: 4D-ST Lab ID: R-2021-090-001-014 Visual Description: Blue Gray Clay w/ Sand Effective Confining Pressure (psi) 10.0 Stage No. 0 Test No 3 INITIAL DIMENSIONS Initial Sample Length (in) Initial Sample Diameter (in) Initial Sample Area (in2) Initial Sample Volume (in3) 6.30 2.80 6.14 38.71 VOLUME CHANGE Volume After Consolidation (in3) Length After Consolidation (in) Area After Consolidation (in2) 37.91 6.24 6.070 Strain Deviator A U 61 63 Effective Principal A P Q N Stress Stress Ratio PSI 0.02 1.30 1.21 10.10 8.8 1.148 0.93 9.45 0.65 0.04 2.05 1.67 10.38 8.3 1.246 0.82 9.35 1.02 0.15 3.56 2.87 10.69 7.1 1.499 0.81 8.91 1.78 0.25 4.43 3.62 10.81 6.4 1.695 0.83 8.59 2.22 0.36 5.13 4.17 10.96 5.8 1.879 0.82 8.39 2.56 0.51 5.87 4.78 11.09 5.2 2.123 0.82 8.16 2.93 0.65 6.47 5.23 11.25 4.8 2.357 0.82 8.01 3.24 0.85 7.11 5.69 11.43 4.3 2.649 0.81 7.87 3.56 1.20 8.01 6.21 11.80 3.8 3.111 0.78 7.79 4.00 1.71 9.03 6.63 12.40 3.4 3.682 0.74 7.88 4.52 2.32 9.88 6.88 13.01 3.1 4.163 0.70 8.07 4.94 2.92 10.84 6.96 13.87 3.0 4.569 0.65 8.46 5.42 3.63 11.70 6.93 14.77 3.1 4.817 0.60 8.92 5.85 4.14 12.34 6.88 15.46 3.1 4.950 0.56 9.29 6.17 4.84 13.19 6.73 16.46 3.3 5.034 0.52 9.87 6.60 5.80 14.35 6.49 17.87 3.5 5.084 0.46 10.69 7.18 6.81 15.60 6.16 19.45 3.8 5.063 0.40 11.64 7.80 7.56 16.54 5.86 20.68 4.1 4.999 0.36 12.41 8.27 8.57 17.29 5.40 21.88 4.6 4.762 0.32 13.24 8.64 9.33 17.67 5.01 22.67 5.0 4.538 0.29 13.83 8.84 10.09 18.11 4.61 23.50 5.4 4.361 0.26 14.45 9.06 10.85 18.09 4.30 23.80 5.7 4.173 0.24 14.75 9.05 11.35 18.19 4.20 23.99 5.8 4.133 0.23 14.90 9.09 11.85 18.32 4.07 24.25 5.9 4.091 0.22 15.09 9.16 12.36 18.45 3.95 24.49 6.0 4.051 0.22 15.27 9.22 12.86 18.47 3.87 24.59 6.1 4.014 0.21 15.36 9.23 13.63 18.51 3.74 24.78 6.3 3.956 0.20 15.52 9.26 14.39 18.65 3.63 25.02 6.4 3.927 0.20 15.69 9.32 14.89 18.68 3.57 25.11 6.4 3.905 0.19 15.77 9.34 15.40 18.97 3.51 25.46 6.5 3.925 0.19 15.97 9.49 page 8 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Client: Client Reference: Project No.: Lab ID: Visual Description 20 -r- 18 16 14 if: 8 6 4 2 0 is 0 CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Smith + Gardner, Inc. Boring No.: EJE Recyling Depth (ft): R-2021-090-001 Sample No.: R-2021-090-001-014 Blue Gray Clay w/ Sand PZ-4D 40-42 4D-ST eotechnics geotechnicaI & geosynthetic Testing 2 4 6 8 10 12 14 16 18 Strain (%) ---*—Test No. 1 —A— Test No. 3 Tested By: MY Date: 4/28/2021 Approved By: MPS Date: 5/10/2021 page 9 of 10 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net eotechnics geotechnical & geosynOetic testing CONSOLIDATED UNDRAINED TRIAXIAL TEST WITH PORE PRESSURE READINGS ASTM D4767-11 Client: Smith + Gardner, Inc. Client Reference: EJE Recyling Project No.: R-2021-090-001 Lab ID: R-2021-090-001-014 Specific Gravity (assumed) 2.7 Visual Description: Blue Gray Clay w/ Sand SAMPLE CONDITION SUMMARY Boring No.: PZ-4D PZ-4D Depth (ft): 40-42 40-42 Sample No.: 4D-ST 4D-ST Test No. T1 T3 Deformation Rate (in/min) 0.0004 0.0004 Back Pressure (psi) 50.0 50.0 Consolidation Time (days) 1 1 Moisture Content (%) (INITIAL) 33.8 33.8 Total Unit Weight (pcf) 118.4 119.2 Dry Unit Weight (pcf) 88.5 89.1 Moisture Content (%) (FINAL) 34.3 35.8 Initial State Void Ratio,e 0.905 0.893 Void Ratio at Shear, e 0.863 0.854 2 Tested By: MY Date: 4/28/21 Input Checked By: AES Date: 5/10/21 page 10 of 10 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Appendix D Aquifer Slug Testing Data and Effective Porosity Evaluation Site Study and Design Hydrogeologic Report CEO Landfill, Inc. — Phases 3 and 4 Greenville, North Carolina This page intentionally left blank. .M 0.1 m a> N M E L O Z 0.01 0.001 L 0. Data Set: H:\...\PZ-11 D.aqt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° 160. 320. 480. 640 Time (sec) Initial Displacement: 3.314 ft Total Well Penetration Depth: 50. ft Casing Radius: 0.085 ft Aquifer Model: Unconfined K = 0.9301 ft/day WELL TEST ANALYSIS Time: 10:57:19 PROJECT INFORMATION AQUIFER DATA M Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-11 D) Static Water Column Height: 36.28 ft Screen Length: 5. ft Well Radius: 0.1667 ft Solution Method: Bouwer-Rice y0 = 2.383 ft Cl 0 0 0 0 0 0 0 0 0 0.1 0.01 0.001 L 0. Data Set: H:\...\PZ-11.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft ❑ ❑ O 11 O O O 1 1 C3 C1 1-1 C1 E, C1 1:1 C1 C1 0 0 0 0 140. 280. 420. 560 Time (sec) WELL TEST ANALYSIS Initial Displacement: 2.394 ft Total Well Penetration Depth: 20. ft Casing Radius: 0.085 ft Time: 10:58:24 PROJECT INFORMATION AQUIFER DATA 700. Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-11) Static Water Column Height: 17. ft Screen Length: 10. ft Well Radius: 0.1667 ft Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 0.9783 ft/day y0 = 0.4022 ft M E i O z 0.01 Data Set: H:\...\PZ-10.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft 80. 160. 240. 320. 400. Time (sec) WELL TEST ANALYSIS Time: 10:56:07 PROJECT INFORMATION AQUIFER DATA Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-10) Initial Displacement: 2.523 ft Static Water Column Height: 15.62 ft Total Well Penetration Depth: 20. ft Screen Length: 10. ft Casing Radius: 0.085 ft Well Radius: 0.1667 ft Q/lI I ITIlIAI Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 1.274 ft/day y0 = 1.075 ft M E L O I Z 0.01 0.001 L 0. Data Set: H:\...\PZ-9.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft 100. 200. 300. 400 Time (sec) Initial Displacement: 2.093 ft Total Well Penetration Depth: 20. ft Casing Radius: 0.085 ft Aquifer Model: Unconfined K = 1.072 ft/day WELL TEST ANALYSIS Time: 10:55:29 PROJECT INFORMATION AQUIFER DATA 500. Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-9) Static Water Column Height: 17.7 ft Screen Length: 10. ft Well Radius: 0.1667 ft SOLUTION Solution Method: Bouwer-Rice y0 = 0.1765 ft 0.1 m a> N M E L O Z 0.01 0.001 L 0. ° ° ❑ 180. 360. 540. Time (sec) WELL TEST ANALYSIS Data Set: H:\...\PZ-8.agt Date: 07/06/21 Time: 10:54:46 PROJECT INFORMATION Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 AQUIFER DATA Saturated Thickness: 50. ft 720. 900. Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-8) Initial Displacement: 3.44 ft Static Water Column Height: 18.27 ft Total Well Penetration Depth: 20. ft Screen Length: 10. ft Casing Radius: 0.085 ft Well Radius: 0.1667 ft SOLUTION Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 0.5474 ft/day y0 = 1.194 ft M E L O ° ° ° Z 0.01 0.001 L 0. Data Set: H:\...\PZ-7.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft 160. 320. 480. Time (sec) Initial Displacement: 2.989 ft Total Well Penetration Depth: 20. ft Casing Radius: 0.085 ft Aquifer Model: Unconfined K = 0.9175 ft/day WELL TEST ANALYSIS Time: 10:54:05 PROJECT INFORMATION AQUIFER DATA ° 640. 800. Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-7) Static Water Column Height: 15.81 ft Screen Length: 10. ft Well Radius: 0.1667 ft Solution Method: Bouwer-Rice y0 = 1.427 ft 0.1 m a> N M E L O Z 0.01 0 001 ❑° ❑ ❑ El El ❑ ❑ ° 0. 100. 200. 300. 400. 500. Time (sec) Data Set: H:\...\PZ-6.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft Initial Displacement: 2.715 ft Total Well Penetration Depth: 20. ft Casing Radius: 0.085 ft Aquifer Model: Confined K = 1.695 ft/day WELL TEST ANALYSIS Time: 10:53:17 PROJECT INFORMATION AQUIFER DATA Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-6) Static Water Column Height: 17.37 ft Screen Length: 10. ft Well Radius: 0.1667 ft SOLUTION Solution Method: Bouwer-Rice y0 = 2.061 ft M E i O z 0.01 Data Set: H:\...\PZ-5R.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft 80. 160. 240. 320. 400. Time (sec) WELL TEST ANALYSIS Time: 10:52:35 PROJECT INFORMATION AQUIFER DATA Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-5.R) Initial Displacement: 4.195 ft Static Water Column Height: 15.22 ft Total Well Penetration Depth: 20. ft Screen Length: 10. ft Casing Radius: 0.085 ft Well Radius: 0.1667 ft Q/lI I ITIlIAI Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 1.325 ft/day y0 = 0.4346 ft M E i O z 0.01 Data Set: H:\...\PZ-4D.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3 Time (sec) WELL TEST ANALYSIS Time: 10:51:21 PROJECT INFORMATION AQUIFER DATA Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-4D) Initial Displacement: 5.84 ft Static Water Column Height: 35.87 ft Total Well Penetration Depth: 50. ft Screen Length: 5. ft Casing Radius: 0.085 ft Well Radius: 0.1667 ft SOLUTION Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 0.07598 ft/day y0 = 3.035 ft m a> N .F0 E L 0 Z 0.1 0.01 0. 120. 240. 360. 480. 600. Time (sec) Data Set: H:\...\PZ-4.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft Initial Displacement: 1.726 ft Total Well Penetration Depth: 20. ft Casing Radius: 0.085 ft Aquifer Model: Unconfined K = 2.251 ft/day WELL TEST ANALYSIS Time: 10:50:40 PROJECT INFORMATION AQUIFER DATA Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-4) Static Water Column Height: 11.68 ft Screen Length: 10. ft Well Radius: 0.1667 ft SOLUTION Solution Method: Bouwer-Rice y0 = 0.1057 ft M E i O z 0.01 M Data Set: H:\...\PZ-3.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 30. ft 80. 160. 240. 320. 400. Time (sec) WELL TEST ANALYSIS Time: 10:48:57 PROJECT INFORMATION AQUIFER DATA Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-3) Initial Displacement: 1.612 ft Static Water Column Height: 12.76 ft Total Well Penetration Depth: 20. ft Screen Length: 10. ft Casing Radius: 0.085 ft Well Radius: 0.1667 ft Q/lI I ITIlIAI Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 1.849 ft/day y0 = 0.08603 ft 0.1 0.01 0. 40. 80. 120. 160. 200. Time (sec) Data Set: H:\...\PZ-2.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft Initial Displacement: 1.695 ft Total Well Penetration Depth: 20. ft Casing Radius: 0.085 ft Aquifer Model: Unconfined K = 1.137 ft/day WELL TEST ANALYSIS Time: 10:48:00 PROJECT INFORMATION AQUIFER DATA Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-2) Static Water Column Height: 5.01 ft Screen Length: 10. ft Well Radius: 0.1667 ft Solution Method: Bouwer-Rice y0 = 0.02804 ft 0 I❑ M E i O z 0.01 0.001 L 0. Data Set: H:\...\PZ-1.agt Date: 07/06/21 Company: Smith+Gardner Client: EJE Recycling Project: EJERecycling-20-2 Test Date: 4/19/21 Saturated Thickness: 50. ft 120. 240. 360. 480 Time (sec) WELL TEST ANALYSIS Initial Displacement: 1.973 ft Total Well Penetration Depth: 20. ft Casing Radius: 0.085 ft Aquifer Model: Unconfined K = 9.457 ft/day Time: 10:45:29 PROJECT INFORMATION AQUIFER DATA M Anisotropy Ratio (Kz/Kr): 0.1 WELL DATA (PZ-1) Static Water Column Height: 9.615 ft Screen Length: 10. ft Well Radius: 0.1667 ft Solution Method: Bouwer-Rice y0 = 0.4396 ft 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt) 0, t �%PL ANAnOA Line 4 -�-guaM #Wurc; }'ice .80 ftaide a �rrfnk smid 2-. s � k D, CLAY 70 140 Ll SAND) CLAY SI Or Y C-1 L AY LAY SILT � CLAY -SAND I� 5 SA NDY SILT I C-1 2 -S]L43 i k slze tpercmt)