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Home My WebLink About6301_MooreCounty_CDLF_PTODesignHydro_Cell6_FID1387663_20200106GOLDER REPORT DESIGN HYDROGEOLOGIC - MOORE COUNTY C&D LANDFILL FOR PROPOSED CELL 6 LATERAL EXPANSION, PERMIT NO. 63-01 Volume 2 - Moore County Design Hydrogeologic Report and Monitoring Plans Submitted to: Ms. Jaclynne Drummond Department of Environmental Quality Division of Waste Management Solid Waste Section 2090 US Highway 70 Swannanoa, NC 28778 (828) 296-4706 Submitted by: Golder Associates NC, Inc. 5B Oak Branch Drive, Greensboro, North Carolina, USA 27407 +1 336 852-4903 1895531 e i ')n-ln December 2019 Distribution List 1895531 Chao, Ming-Tai, PE, Environmental Engineer, NC DEQ, Division of Waste Management, Solid Waste Section, Permitting Branch, 1646 Mail Service Center, Raleigh, NC 27699-1646, ming.chao@ncdenr.gov Drummond, Jaclynne, Hydrogeologist, NC DEQ, Division of Waste Management, Solid Waste Section, 2090 US Highway 70, Swannanoa, NC 28778, jaclynne.drummond@ncdenr.gov Gould, Randy, PE, Director, Moore County, Department of Public Works, 5227 US Highway 15, Carthage, NC 28327-1927, rgould@moorecountync.gov Lambert, David, Solid Waste Director, Moore County, Department of Public Works, 5227 US Highway 15, Carthage, NC 28327-1927, dlambert@moorecountync.gov 4 GOLDER December 2019 1895531 Table of Contents 1.0 INTRODUCTION.............................................................................................................................................1 2.0 SITE DESCRIPTION.......................................................................................................................................1 3.0 FIELD INVESTIGATION.................................................................................................................................1 3.1.1 Drilling Program..............................................................................................................................1 3.1.2 Soil Testing.....................................................................................................................................2 3.1.3 Hydrogeologic Testing....................................................................................................................3 4.0 REGIONAL AND LOCAL GEOLOGY............................................................................................................4 4.1 Regional Geology.................................................................................................................................4 4.2 Local Geology......................................................................................................................................4 4.2.1 Uppermost Aquifer..........................................................................................................................4 4.2.2 Aquitard...........................................................................................................................................5 4.2.3 Lower Aquifer..................................................................................................................................5 5.0 SITE HYDROGEOLOGY................................................................................................................................6 5.1 Hydrology and Discharge Features.....................................................................................................6 5.2 Groundwater Flow Regime..................................................................................................................6 5.2.1 Uppermost Aquifer — Hydrogeologic Unit.......................................................................................7 5.2.2 Lower Aquifer — Hydrogeologic Unit...............................................................................................7 5.2.3 Horizontal Gradient Calculations....................................................................................................7 5.2.4 Vertical Gradient Calculations.........................................................................................................8 6.0 VERTICAL SEPARATION, RECEPTOR AND MONITORING CRITERIA....................................................8 6.1 Relationship of Hydrogeology and the Proposed Cell 6 Waste Disposal Unit.....................................8 6.1.1 Vertical Separation from Bedrock...................................................................................................9 6.1.2 Vertical Separation from Seasonal High Groundwater Elevations.................................................9 6.2 Potential Groundwater Receptors........................................................................................................9 6.3 Ability to Effectively Monitor Groundwater.........................................................................................10 7.0 CONCLUSIONS............................................................................................................................................10 ,> GOLDER December 2019 1895531 8.0 REFERENCES..............................................................................................................................................10 TABLES Table 1 Summary of Available Groundwater Monitoring Well, Landfill Gas Probe, and Piezometer Construction Information Table 2 Summary of Historical Groundwater Elevations for Monitoring Wells and Piezometers Table 3 Summary of Laboratory Soils Test Results Table 4 Summary of Aquifer Test Results Table 5 Summary of Horizontal Gradients and Linear Flow Velocities Table 6 Summary of Vertical Gradients Table 7 Summary of Historical Precipitation Data — Whispering Pines and Jackson Springs, NC Table 8 Estimated Seasonal High Groundwater Elevation Calculations FIGURES Figure 1 Geologic Map of Study Area Figure 2 Monthly Precipitation (2009 — 2019) — Whispering Pines and Jackson Springs, NC Figure 3 Groundwater Elevation Summary for Select Wells and Piezometers DRAWINGS Drawing DH-1 Cover Sheet Drawing DH-2 Piezometer and Monitoring Well Location Map Drawing DH-3 Groundwater Surface Contour Map — April 2, 2019 Drawing DH-4 Hydrogeologic Cross -Sections — Lines of Section with Proposed Base Grades Drawing DH-5 Hydrogeologic Cross -Sections — A -A', B-B', C-C', and D-D' Drawing DH-6 Seasonal High Groundwater Contour Map with Proposed Base Grades Appendices Appendix DH-A Boring Logs and Well Construction Diagrams and Well Development Forms Appendix DH-B Surveys of Piezometer, Groundwater Monitoring Well, and Landfill Gas Probe Locations Appendix DH-C Laboratory Test Results for Soil Samples Appendix DH-D Single Well Aquifer (Slug) Test Results 4 GOLDER December 2019 1895531 1.0 INTRODUCTION In accordance with Title 15A of the North Carolina Administrative Code (NCAC) Subchapter 138.0538(b), Moore County is submitting this Design Hydrogeologic Report for the proposed Cell 6 lateral expansion of the active construction and demolition debris (C&D) landfill. The Moore County Landfill operates under NC Solid Waste Permit (NC SWP) No. 63-01 issued by the North Carolina Department of Environmental Quality (NC DEQ). The purpose of this report is to characterize the hydrogeologic conditions in and around the proposed Cell 6 waste footprint and compliance boundary. The report will also provide the relationship of the site groundwater flow regime to local and regional hydrogeologic features, with emphasis on the relationship of C&D landfill units to potential groundwater receptors and groundwater discharge features. 2.0 SITE DESCRIPTION The Moore County Landfill (the "facility" or the "site") is located in southwestern Moore County between the towns of Pinehurst and Aberdeen within the jurisdiction of the City of Pinehurst, as shown on Drawing DH-1. The facility is bound to the west by Horse Creek and to the north and south by unnamed tributaries of Horse Creek. A power - line right-of-way transects the property and represents the eastern boundary of the closed municipal solid waste (MSW) landfill. Topographic surface elevations at the facility range from approximately 460 feet above mean sea level (AMSL) along the eastern portion of the closed MSW landfill to approximately 350 feet AMSL on the southwestern side of the facility. The site is surrounded predominately by wooded, agricultural, or rural residential properties. The Moore County Landfill comprises approximately 314 acres and contains an active C&D landfill unit, a closed unlined MSW landfill unit, and several land clearing and inert debris (LCID) landfill units. In conjunction with Moore County, Republic Services of NC, LLC operates a solid waste transfer station located on the southwestern portion of the property. The MSW landfill accepted waste from approximately 1968 to 1993 and was closed prior to October 1993, with final closure approved in December 1996; the County expressed their intent to comply with post -closure monitoring regulations in January 1997. The MSW area encompasses approximately 60 acres, 12 of which have a clay cap. The County began transferring MSW waste in 1993. The County temporarily stockpiled C&D waste from approximately 1993 to 1996, until the current C&D landfill was permitted and constructed (HDR, 2005). 3.0 FIELD INVESTIGATION The field activities for this investigation were performed from May 2018 through May 2019. The initial fieldwork consisted of the installation of three (3) piezometers, two (2) groundwater monitoring wells, and three (3) replacement landfill gas probes. Following installation, each new piezometer, groundwater monitoring well, and landfill gas probe were surveyed, and select groundwater monitoring wells and piezometers were developed. Following development, aquifer testing was performed on selected monitoring wells and piezometers. Periodic measurements of the groundwater surface were recorded from facility monitoring wells and piezometers to aid in establishing seasonal high groundwater elevations. These activities are described in greater detail in the sections below. 3.1.1 Drilling Program As presented, three (3) piezometers (PZ-1, PZ-2 and PZ-3), two (2) groundwater monitoring wells (MW-17S/D and MW-18), and three (3) landfill gas probes (GP-13R, GP-14R, and GP-15R) were installed in and around the proposed Cell 6 footprint from May 30, 2018, to June 4, 2018. South Atlantic Environmental Drilling and Construction Company (SAEDACCO) of Fort Mill, South Carolina, performed drilling and well installation 4 GOLDER 1 December2019 1895531 activities. The drilling equipment consisted of a Diedrich D-50 drilling rig equipped with 4.25-inch inner diameter (ID) hollow -stem augers. Continuous split -spoon samples were obtained for all of the boreholes. A licensed Golder geologist provided drilling oversight, logged the boreholes, and supervised the piezometer and well construction. An experienced Golder representative developed piezometers and monitoring wells selected for aquifer testing. The boring logs, well and piezometer construction records, and well development forms for the newly installed piezometers and monitoring wells are included in Appendix DH-A along with available boring logs for existing wells and probes in and around Cell 6. The piezometer and monitoring well construction data are summarized in Table 1 and the locations are provided on Drawing DH-2. Well and piezometer construction was performed in accordance with the standards described in 5A NCAC 2C .0100 Well Construction Standards. Piezometers PZ-1 and PZ-2, groundwater monitoring wells MW-17S and MW-18, and landfill gas probes (GP-13R, GP-14R, and GP-15R) were installed in sand and range in depth from 10 feet to 22 feet below ground surface (bgs) with screens lengths that range from 7 to 10 feet. Groundwater monitoring well MW-17D and piezometer PZ-3 were installed in clay and range in depth from 34 to 48 feet bgs with screen lengths that range from 5 to 10 feet respectively. Piezometers and groundwater monitoring wells were constructed with 2-inch polyvinyl chloride (PVC) riser, 2-inch PVC screen with 0.010-inch slot size, No. 2 filter sand as the filter pack, 3/8-inch bentonite chips as the filter pack seal, and were grouted to the surface with a Portland cement and bentonite slurry. Lockable expansion caps were installed on each casing and the groundwater and methane monitoring wells were covered by lockable steel protective casings installed into 3 feet by 3 feet by 0.5-feet concrete aprons to protect their integrity. Between July 30 and August 1, 2018, piezometers PZ-2 and PZ-3 and groundwater monitoring wells MW-17S/D and MW-18, were developed with a submersible pump to remove accumulated sediments resulting from the drilling and construction process, and to hydraulically connect the piezometers and wells with the surrounding aquifer. PZ-3 and MW-18 were each purged dry during development. Approximately 17 to 165 gallons of water were purged from the piezometers and groundwater wells during development. Following installation, the newly installed piezometers, groundwater monitoring wells, and landfill gas probes, were surveyed in July 2018 by Fleming Engineering, Inc. of Greensboro, North Carolina. Elevations and horizontal locations were referenced to the NC State Plane North American Datum (NAD) 1983 coordinate system in feet. The sealed well coordinates prepared by Fleming Engineering, Inc. are provided in Appendix DH-B. A historical summary of the static groundwater elevations for all wells and piezometers is included in Table 2. When possible, static water level measurements were collected at the time of drilling, approximately 24 hours after construction, and on or about seven (7) days after construction. Water levels were periodically measured for all pre-existing site groundwater monitoring wells and proposed Cell 6 investigation piezometers and groundwater monitoring wells during additional site visits through April 2019. 3.1.2 Soil Testing Soil samples were collected from each piezometer and monitoring well location during drilling activities. Standard penetration tests were performed continuously for each boring using a 2-foot long split -spoon sampler. Soil samples from the split -spoons were collected so that select samples could be reviewed at a later date or sent to a soil testing laboratory. Undisturbed soil samples were collected using Shelby tubes at select boring locations to be analyzed at a soil testing laboratory. Additionally, bulk samples were collected from drilling cuttings in materials too dense for Shelby tube sampling at select boring locations. The bulk samples were also analyzed by a soil testing laboratory. GOLDER 2 December2019 1895531 The soil samples collected during the field investigation were sent by courier to Golder Associates Inc.'s Soil Testing Laboratory in Atlanta, Georgia. The soil samples analyzed by the soil testing laboratory included three (3) Shelby Tubes [PZ-2 (collected at 6 feet bgs), PZ-3 (collected at 22 feet bgs), and PZ-3 (collected at 34 feet bgs)], eight (8) split -spoon samples [PZ-1 (6 feet bgs), PZ-2 (4 feet bgs), PZ-3 (32 feet bgs and 46 feet bgs), MW-11 DR (18 feet bgs), MW-17D (4 feet bgs and 22 feet bgs), and MW-18 (2 feet bgs)], and one (1) bulk sample [PZ-3 (4 feet bgs)]. Soil samples were tested by the laboratory for a combination of the following: gradation, Atterberg limits, USCS classification, permeability, total porosity, total unit weight, and moisture content. The results of the soil analysis are summarized in Table 3 and the laboratory report is provided as Appendix DH-C. 3.1.3 Hydrogeologic Testing As presented, whenever possible the groundwater elevations of newly installed piezometers and groundwater monitoring wells were measured at the time of well construction and approximately 24 hours and 7 days after well construction. The groundwater elevations of existing groundwater monitoring wells and newly installed piezometers and groundwater monitoring wells were measured periodically, the data are summarized in Table 2. Depth -to -groundwater measurements were collected using an electric water level indicator which was decontaminated between measurements with Alconox® and dionized water. When recording depth -to - groundwater measurements the surveyed point on the top of the well casing was used as reference, and the measurements were recorded to within 0.01 foot. The groundwater elevations recorded on April 2, 2019, were used to construct a point -in -time groundwater surface contour map and to infer groundwater flow directions at the site (Drawing DH-3). Following rigorous development, aquifer tests (i.e., slug tests) were performed on piezometers PZ-1, PZ-2, and PZ-3 and groundwater monitoring wells MW-17S, MW-17D, and MW-18. The purpose of the aquifer testing was to assess the values of horizontal hydraulic conductivity at various hydrogeologic units present at the site. In -situ rising- and falling -head slug tests were selected to accomplish this task due to the anticipated relatively low groundwater yields noted during well installation and development. Slug testing was conducted on September 11 - 12, 2018, by experienced Golder field staff. Prior to slug testing, the piezometers and groundwater monitoring wells were opened and groundwater levels were allowed to equilibrate. Water level measurements were then collected using an electronic water level indicator referenced to a point on the top of casing. A pressure transducer was then lowered inside the well casing and placed approximately 10 to 15 feet below the top of the water table. A PVC slug measuring five (5) feet in length was then used to displace water inside the piezometers. As presented, the first portion of the aquifer test was a falling -head test that measured the rate at which the water level receded back to the static water level after the introduction of the PVC slug. The submersed pressure transducer recorded water level data at logarithmic time intervals, seconds before the introduction of the PVC slug, to whenever the water level returned to its equilibrated level (usually several minutes to hours later). Data from the pressure transducer was verified with hand-held water level measurements during the first few minutes of the test. Whenever possible, the falling -head tests were terminated after water levels had recovered to within at least 99% of their pre -test level. Following the completion of the falling -head test, a rising -head test was performed. The rising -head test was performed with the same methodology as the falling -head test with the exception that the PVC slug was removed simultaneously with the start of the test and the pressure transducer measure the time it took for the water level to recover to the equilibrated level. GOLDER December2019 1895531 In -situ rising- and falling -head slug tests provided a quantitative estimate of horizontal hydraulic conductivity and a qualitative estimate of aquifer anisotropy in water -bearing units. The slug test data were analyzed using the Hvorslev (1951) and the Bouwer and Rice (1976 and 1989) equation, which is applicable to fully or partially penetrating wells in unconfined or confined aquifers. Piezometer specific aquifer thicknesses of 9.79 to 15.08 feet were assumed for the sand hydrogeologic unit based upon information available from the boring logs. Aquifer thicknesses of 22 feet were assumed for the clay hydrogeologic unit. A Computer software AQTESOLV, produced by HydroSOLVE, Inc., was utilized to assist in the analysis and plotting of data. The individual data points and computer plots of time versus groundwater displacement are presented in Appendix DH-D. A summary of aquifer testing performed at the site is included in Table 4. The geometric mean for hydraulic conductivity values of the uppermost aquifer is 1.60x10-3 centimeters per second (cm/sec) and the hydraulic conductivity for the lower aquifer is 3.21xl0-7 cm/sec (Table 4). 4.0 REGIONAL AND LOCAL GEOLOGY The following sections describes the geology in the region of the landfill and site -specific geological conditions that may affect the performance of engineered features upon the land surface in the proposed Cell 6 area, the groundwater flow regime, and the ability to effectively monitor water quality at the site. 4.1 Regional Geology The facility is located in the inner Coastal Plain Physiographic Province of North Carolina. The geologic units of this region are relatively young, dating from the Cretaceous Period to the Tertiary Period. Based on the geologic map of North Carolina created by the North Carolina Geologic Survey (NCGS), the site is underlain by sands, silts, and clays of the Middendorf Formation, which generally consist of intercalated, lenticular, thick -bedded, light- colored sands and clays (mudstones) with local concentrations of clay-clast conglomerates (Figure 1) (NCGS, 1985 and Sohl, Norman, and James, 1991). 4.2 Local Geology During the field activities associated with this Design Hydrogeologic Report, borings at the facility describe the subsurface mainly as silty sand (SM), poorly -sorted sand (SP), and well -sorted sand (SW) inter bedded with discontinuous silt (ML) and clay (CL or CH) lenses as defined by the Unified Soil Classification System (USCS). The discontinuous silt and clay lenses varied in thickness form one inch to several feet in facility borings. Three (3) hydrogeologic units were identified during the field investigation portion of the Design Hydrogeologic Report. The three (3) hydrogeologic units consisted of an uppermost aquifer located in the shallow sand and silty sand zones, an aquitard (or confining unit) which consisted of clay and underlays the uppermost aquifer, and a lower aquifer beneath the aquitard (or confining unit) which consisted mostly of clay with zones of sand. Four (4) hydrogeologic cross -sections were created within the proposed Cell 6 area showing the layers described above. The hydrogeologic cross -sections are oriented as shown on Drawing DH-4. The hydrogeologic cross -sections presented on Drawing DH-5 were developed using the borings logs presented in Appendix DH-A and well construction data summarized on Table 1. Each hydrogeologic unit is described in more detail in the sections below. 4.2.1 Uppermost Aquifer Based on the available historic boring logs as well as the results from the Design Hydrogeologic Report field investigation, the uppermost aquifer is continuous across the proposed Cell 6 area. The saturated thickness of the uppermost aquifer unit in the Cell 6 area ranges from approximately 9.79 to 15.08 feet. The average GOLDER 4 December2019 1895531 thickness of the unit is approximately 22 feet. The uppermost aquifer at the facility is unconfined and water levels obtained from piezometers and groundwater monitoring wells screened in the uppermost aquifer represent the surficial groundwater surface. As presented, the uppermost aquifer primarily consists of poorly graded fine sand or silty sand based on field descriptions and laboratory analyses utilizing the USCS classification system. Six (6) soil samples were collected from the uppermost aquifer (in or immediately adjacent to the proposed Cell 6 footprint and were analyzed by a soil testing laboratory during this investigation. The soil testing results are summarized on Table 3 and included in Appendix DH-C. Effective porosity calculations were performed utilizing the soil testing results and the textural classification triangle (Johnson, 1967). Effective porosities of the uppermost aquifer samples ranged from 15 to 20 percent with a geometric mean of 17 percent. Laboratory derived permeability for the uppermost aquifer media ranged from 5.30x10-6 to 8.20x10-3 cm/sec. As presented, aquifer tests were performed on four (4) piezometers or groundwater monitoring wells (PZ-1, PZ-2, MW-17S, and MW-18) screened in the uppermost aquifer within or immediately adjacent to the Cell 6 footprint. The hydraulic conductivities derived from the aquifer testing performed on piezometers and groundwater monitoring wells screened within the uppermost aquifer ranged from 8.47xl0-4 to 3.37xl0-3 cm/sec with a geometric mean of 3.19x10-3 cm/sec as depicted in Table 4 and Appendix DH-D. Groundwater within the uppermost aquifer hydrogeologic unit in and around the proposed Cell 6 footprint is expected to be stored and transmitted in pore spaces, and the material can be reasonably described as hydraulically isotropic. The uppermost hydrogeologic unit is considered to represent the primary hydrogeologic unit for the area in and around the proposed disposal area. 4.2.2 Aquitard Based on field observations summarized in the soil boring logs from previous and current investigations, an aquitard underlies the uppermost aquifer and ranges in thickness from 4 to 9 feet in and across the proposed Cell 6 footprint. Based on available information, the aquitard (or confining layer) appears to be continuous across the site with an average thickness of approximately 6.5 feet. One (1) Shelby tube and one (1) split -spoon samples were analyzed from soil borings advanced within or in close proximity to the proposed Cell 6 footprint during the Design Hydrogeologic Investigation. The soil testing results are summarized on Table 3 and included in Appendix DH-C. The laboratory soil classification of the sample collected from the aquitard are sand and silty clay. The aquitard hydrogeologic unit in and around the proposed Cell 6 footprint is expected to hydraulically separate the uppermost aquifer and the lower -most aquifer and can generally be described as hydraulically less permeable. The aquitard unit is considered to represent an important hydrogeologic unit for the proposed Cell 6 footprint as it provides a less -permeable barrier between the uppermost aquifer and the lower aquifer. 4.2.3 Lower Aquifer Based on field observations from previous and current investigations, the lower aquifer underlies the aquitard and appears to be continuous across the proposed Cell 6 footprint. Due to the properties of the overlying aquitard, the lower aquifer is likely confined or semi -confined. One (1) piezometer and one (1) groundwater monitoring well were installed with screened intervals in the lower aquifer within or immediately adjacent to the proposed Cell 6 footprint. Boring PZ-3 penetrated the lower extent of the lower aquifer at 46 feet bgs. 4 GOLDER December2019 1895531 Two (2) Shelby tubes and one (2) bag samples were collected from the lower aquifer located within or immediately adjacent to the proposed Cell 6 footprint during the current investigation. As presented, the soil test results are summarized on Table 3 and included in Appendix DH-C. Field and laboratory soil classifications of the soil samples collected form the lower aquifer identified the sediment in the lower aquifer as a clayey sand. As presented, an aquifer test was performed on piezometer PZ-3, which is screened in the lower aquifer within or immediately adjacent to the Cell 6 footprint. The hydraulic conductivity derived from the aquifer testing is 3.21x10-7 cm/sec as depicted in Table 4 and Appendix DH-D. Groundwater within the lower aquifer hydrogeologic unit in and around the proposed Cell 6 footprint is expected to be stored and transmitted in pore space potentially via a preferred pathway (i.e., a sand seam, etc.). The lower aquifer is more dynamic and complex than the uppermost aquifer and should be described as anisotropic. The lower hydrogeologic unit is considered to represent a secondary hydrogeologic unit for the area in and around the proposed disposal area. The aquitard and lower hydrogeologic units will not be disturbed during the construction of the proposed Cell 6. 5.0 SITE HYDROGEOLOGY As presented, the uppermost groundwater beneath the facility is present in a shallow, unconfined aquifer comprised of sands mixed with thin clay seams. The uppermost aquifer at the site is approximately 22 feet thick and underlain by a clay confining layer. Groundwater occurs at depths varying from approximately 5 to 35 feet below ground surface across the entire site. The following sections describe the hydrologic and hydrogeologic conditions of the site. 5.1 Hydrology and Discharge Features Surface water and groundwater at the site generally flows to the west and southwest toward Horse Creek, which is located along the western property boundary. Limited surface water and groundwater flows to the north and south to unnamed tributaries of Horse Creek located along the northern and southern property boundaries. Groundwater beneath the site flows in two distinguishable and vertically disconnected hydrogeologic units (i.e., the unconfined uppermost aquifer predominantly made up of sands and the confined or semi -confined lower aquifer characterized by sand or silty sand seams within thicker clay layers), each separated by a less permeable aquitard unit. Groundwater Flow Regime As presented, there are three (3) distinct hydrogeologic units present at the site the upper -most aquifer (i.e., a shallow aquifer), an aquitard (or semi -confining unit) that separates the upper -most and the lower aquifer, and the lower aquifer (i.e., deep aquifer). The point -in -time potentiometric groundwater surface based on water level measurements taken on April 2, 2019, is shown on Drawing DH-3 and the historical groundwater surface elevations are summarized in Table 2. Groundwater flow arrows on Drawing DH-3 and site -specific data were used to determine groundwater flow velocities. Four (4) hydrogeologic cross -sections are provided to illustrate the vertical component of groundwater flow on Drawing DH-5. Groundwater in both hydrogeologic units beneath the proposed Cell 6 waste unit generally flow to the west and southwest toward Horse Creek, which is located along the western property boundary. Based on site -specific hydrogeologic characteristics, groundwater is expected to move laterally more than vertically, thus limiting the amount of aquifer recharge occurring in the lower aquifer unit in and around the proposed Cell 6 footprint. GOLDER December 2019 1895531 5.2.1 Uppermost Aquifer — Hydrogeologic Unit The sediments that comprise the uppermost aquifer are expected to allow horizontal and vertical groundwater flow through the granular pore space. Groundwater flow in this unit is expected to be perpendicular to the potentiometric surface contours developed from the available groundwater elevation data obtained from the new and existing piezometers and groundwater monitoring wells at the site. Local variations in soil type (i.e., high clay or silt composition) may create irregular flow paths; however, the subsurface conditions in the unconfined uppermost aquifer are generally considered isotropic. The groundwater elevations recorded throughout this field investigation support what is to be expected that groundwater flow generally mimics the site topography. Groundwater recharge in the uppermost aquifer is expected to occur across the site, but particularly in the generally higher elevations on the eastern portion of the site and in the lower areas on the western portions of the site. It n Lower Aquifer — Hydrogeologic Unit The sediments that comprise the lower aquifer are expected to allow horizontal groundwater flow through the granular pore space. Vertical groundwater flow in this unit is likely limited to preferential pathways as dense clay layers likely impede the vertical migration of groundwater. Likewise, horizontal groundwater flow in the lower aquifer occurs through sand or silty sand layers interbedded amongst the less pervious clay layers. As presented, the uppermost aquifer is separated from the lower aquifer by an aquitard which appears to be continuous across the Cell 6 footprint. Groundwater flow in the lower aquifer is still expected to generally mimic the site topography. Groundwater recharge into the lower aquifer is expected to occur relatively slowly in preferred areas where the aquitard is not as thick. No preferential recharge paths were identified during the site investigation. 5.2.3 Horizontal Gradient Calculations Horizontal hydraulic gradients for the proposed Cell 6 area were calculated using gradient segments from the April 2, 2019, groundwater surface contours shown on Drawing DH-3. The groundwater surface contours on Drawing DH-3 represent the groundwater surface of the uppermost aquifer. Hydraulic conductivity estimates were obtained from single well aquifer tests (i.e., slug tests), which are summarized on Table 4. Hydraulic conductivity values generated by slug test recovery data on individual wells are considered to be higher than actual conductivities for site -scale movement of groundwater. Curves generated during the analysis of slug test recovery data are typically impacted by near -field, or skin effects, and are reflective, in part, of the properties of the well screen filter pack judged to have greater hydraulic conductivity than the surrounding in -situ soils. The hydraulic conductivities for uppermost aquifer range from 8.47xl0-4 to 3.37xl0-3 cm/sec with a geometric mean of 1.60xl0-3 cm/sec. The hydraulic conductivity value for the lower aquifer is 3.21x10-7 cm/sec. The average horizontal gradients for gradient calculation segments along with the geometric mean for available hydraulic conductivity values were used to estimate linear groundwater flow velocities. Average linear groundwater flow velocities were computed using the following modified Darcy equation: V = Ki/ne where V = average linear velocity (feet per day), K = hydraulic conductivity (ft/day), i = horizontal hydraulic gradient, and ne = effective porosity. Effective porosity values were calculated for the uppermost aquifer, as described in section 4.2.1 and shown on Table 5. 4 GOLDER December2019 1895531 As presented, horizontal gradients for the proposed Cell 6 footprint are presented in Table 5. The calculated horizontal gradients from the groundwater flow segments on Drawing DH-3 range from approximately 0.015 to 0.024 feet per feet. Groundwater velocities were calculated using a hydraulic conductivity of 1.60xl0-3 cm/sec, which is the geometric mean of the hydraulic conductivities for each of the uppermost aquifer hydrogeologic unit. An effective porosity of 17 percent was used in the calculations, which is the estimated effective porosity of the uppermost aquifer. Based on these assumptions, the calculated linear groundwater velocities are approximately 144 to 230 feet per year. The average linear groundwater flow velocity was calculated assuming that the majority of groundwater occurs in the uppermost aquifer hydrogeologic unit, as the observed site conditions indicate. Actual groundwater flow velocities within the uppermost aquifer may be variable and may or may not be similar to the calculated values. 5.2.4 Vertical Gradient Calculations Three nested groundwater monitoring well pairs (MW-13S/D, MW-16S/D, and MW-17S/D) were utilized for purpose of measuring a vertical hydraulic gradient. Well pair MW-13S/D is located cross gradient of the C&D waste unit near a drainage feature at the site. Well pair MW-16S/D is located within the footprint of proposed Cell 6. The groundwater monitoring well pair MW-17S/D is located downgradient of proposed Cell 6 footprint on a relatively steep slope above the west property boundary. Calculations were performed using an electronic water level meter to measure on the depth to groundwater on three different dates. Vertical gradients were calculated using the vertical distance between the screen midpoints of the pairs. If the water table intersected the well screen, the screen midpoint for the shallow well was based on the portion of the screen that was below the water table for each given date. Vertical gradients calculated for MW-13S/D indicate a moderate downward gradient and therefore suggest that groundwater recharge is taking place in this area. The vertical gradients calculated for MW-16S/D indicate an upward gradient in June 2018, but a weak downward gradient on September 2018, November 2018, and April 2019; variability could be a result of the relatively flat location of these wells. The vertical gradients for MW-17S/D indicate a strong to weak downward gradient therefore suggests seasonal groundwater recharge is occurring in this area. A summary of vertical gradient data is presented in Table 6. Hydrogeologic cross -sections are provided to illustrate the vertical component of groundwater flow as shown on Drawing DH-5. 6.0 VERTICAL SEPARATION, RECEPTOR AND MONITORING CRITERIA The following sections discuss the vertical separation, receptor and monitoring criteria for the proposed Cell 6 C&D waste unit. 6.1 Relationship of Hydrogeology and the Proposed Cell 6 Waste Disposal Unit A sufficient number of piezometers and monitoring wells have been installed in and around the proposed Cell 6 footprint and soil samples have been collected and evaluated to adequately characterize the hydrogeology of the area. The hydrogeologic characteristics of the site are typical of the Coastal Plain and no conditions were encountered that will require unusual monitoring requirements. GOLDER 8 December 2019 1895531 6.1.1 Vertical Separation from Bedrock As the site is located in the Coastal Plain physiographic province bedrock was not expected to be encountered and it was not encountered during the Design Hydrogeologic Investigation of the proposed Cell 6 area. Bedrock will not be a limiting factor in the design of the proposed Cell 6 waste disposal unit. 6.1.2 Vertical Separation from Seasonal High Groundwater Elevations The seasonal high groundwater elevations for the Cell 6 footprint were estimated using the recorded historical groundwater elevations of existing site monitoring wells with an emphasis on the last 10 years of groundwater elevation data. The historical data were combined with the recent groundwater elevations recorded from the newly installed piezometers and groundwater monitoring wells associated with the proposed Cell 6 lateral expansion. As expected, historically there has been limited variability in the potentiometric surface or groundwater contours at the site because the site is bound hydraulically by Horse Creek and several tributaries that transect the site. As presented, the seasonal high groundwater calculations were based on historical groundwater elevations available from the site wells and piezometers over the last 10 years (Table 2). The historical groundwater elevation data were examined and evaluated with respect to the average precipitation for Moore County, North Carolina (Whispering Pines & Jackson Springs, NC), for the same time period (Table 7). A graphical representation of the precipitation data since 1991 is shown on Figure 2. A comparison of the precipitation data on Figure 2 with the groundwater elevation data on Figure 3 shows that periods of greater precipitation typically result in minimal fluctuations of groundwater elevations. The average precipitation for 2018 - 2019 is above the long-term average for Moore County, based on data from 1991-2019, as shown on Table 7. Every month since May 2018 when the new piezometers and monitoring wells were installed, has been above each month's historical average except for May and March 2019, which were slightly below the average. Upon evaluation of the data, it was established that the average difference in the maximum groundwater elevation and the mean groundwater elevation over the last 10 years in the piezometers and groundwater monitoring wells within or near the proposed Cell 6 footprint was approximately two (2) feet. Therefore, two (2) feet was added to the mean groundwater elevation from the last ten (10) years for each monitored location. The result of this addition was then rounded to the nearest half (0.5) foot. If the resulting groundwater elevation was greater than the maximum recorded groundwater elevation for the last ten (10) years, the estimated groundwater elevation was used as the estimated seasonal high. If the resulting groundwater elevation was less than the maximum recorded groundwater elevation, the maximum recorded groundwater elevation was rounded to the nearest half (0.5) foot and used as the estimated seasonal high groundwater elevation as shown on Table 8. The seasonal high groundwater elevations were then contoured and included as Drawing DH-6. Proposed cell base grades are at least four (4) feet above the estimated seasonal high groundwater elevations, as seen on Drawing DH-6 and in the hydrogeologic cross -sections on Drawing DH-5. 6.2 Potential Groundwater Receptors One occupied house exists upgradient/sidegradient of the facility boundary. The house has an associated water well that is currently in use (identified as PW-1 on Drawing DH-2). Based on a desktop study (i.e., a review of available aerial photography and an information request from Moore County Public Utilities Department), there appear to be no potential receptors immediately downgradient (i.e., no private or public water supply wells were identified within 500 feet) of the proposed Cell 6 footprint. Horse Creek is immediately downgradient of the landfill and is likely a groundwater divide. The land on western side of Horse Creek is mostly undeveloped. 4 GOLDER December2019 1895531 During a review of the public records supplied by Moore County, ten (10) properties (excluding the Blake property that includes PW-1) were identified north (i.e., upgradient/sidegradient) of the landfill property which are believed to be supplied by private water supply wells. It is unclear based on records review if these wells are still active. In addition, two (2) properties were identified south (i.e., sidegradient/downgradient) of the landfill property which are believed to be supplied by private water supply wells. Surface water features separate the landfill from each of these potential receptors, which significantly reduces the potential to impact off -site wells from landfill activities. The exact locations of these private water supply wells were not verified by Golder during this investigation, although based on aerial photography, they appear to be greater than 1000 feet from the Cell 6 expansion area. No public water supply wells were identified downgradient of the landfill. Three (3) public water supply wells were identified approximately between 1 and 1.5 miles east (i.e., upgradient) of the proposed landfill expansion. A subdivision consisting of several residential homes is located east (upgradient) of the site. To our knowledge, each residence is supplied water from the City of Aberdeen. Based on the groundwater flow paths on Drawing DH-3, it is not anticipated that groundwater would flow from the C&D landfill towards the subdivision. 6.3 Ability to Effectively Monitor Groundwater No significant sources of potential contamination were identified in the immediate vicinity of the landfill during the current investigation aside from the MSW landfill. Groundwater downgradient of the existing and proposed disposal areas will be monitored by the well network described in the Water Quality Monitoring Plan included in Volume 2 of the Permit Amendment under the heading Monitoring Plans. With the exception of the upgradient MSW landfill, no physical or hydrogeologic conditions have been identified that effect the monitorability of the proposed Cell 6 waste unit. Challenges with monitorability of C&D landfill have been addressed in the proposed changes to the Water Quality Monitoring Plan with respect to the upgradient MSW landfill. The discharge feature along the western facility boundary serves as an effective groundwater flow boundary, as do the drainage features north and south of the proposed Cell 6 footprint. Surface water monitoring points are included in the current and proposed monitoring program, as well as additional groundwater monitoring points to detect a potential release from the waste unit. 7.0 CONCLUSIONS The purpose of this Design Hydrogeologic Report is to present the assessment of geologic and hydrogeologic characteristics of the proposed Cell 6 footprint. Furthermore, the report must present data in support or non- support of the proposed Cell 6 lateral expansion and its use for C&D waste management activities. This report presents the current understanding of the groundwater flow regime and the relationship of the solid waste management unit to potential groundwater receptors and groundwater discharge features. The geologic and hydrogeologic data indicate that the site is located within typical NC coastal plain terrane. Depths to groundwater are well-defined within and immediately surrounding the Cell 6 footprint and across the site. The hydrogeologic conditions are well-defined and the report demonstrates that the waste unit can be effectively monitored for potential releases. 8.0 REFERENCES Bouwer, H. and Rice, R.C., June 1976, A slug test for determining hydraulic conductivity of unconfined aquifers with completely or partially penetrating wells; Water Resources Research, American Geophysical Union, pp. 423- 428. 4 GOLDER 10 December2019 1895531 Bouwer, H., 1989, The Bouwer and Rice slug test -an update; Ground Water, vol. 27, No. 3, May -June, pp. 304 - 309. Fetter, C.W., 1988. Applied Hydrogeology (Second Edition), Merrill Publishing Company, Columbus, O.H. Freeze, R.A. and Cherry, J.A. 1976. Groundwater, Prentice -Hall, Englewood Cliffs, N.J. Heath, R.C., 1982, Basic Ground -Water Hydrology. Water Supply Paper 2220. U.S. Geological Survey, Federal Center, Box 25425, Denver, Colorado. HDR Engineering, Inc. of the Carolinas (HDR), Assessment of Corrective Measures Report, Moore County Landfill, NC SWP# 63-01, Submitted to NC DENR: July 29, 2005. Johnson, A.I., Specific Yield — Compilation of Specific Yields for Various Materials: U.S. Geological Survey Water Supply Paper 1662-D. North Carolina Geological Survey, 1985, State Geological Map. North Carolina Department of Environment, Health, and Natural Resources — Division of Land Resources, North Carolina Geological Survey. Schulz, E.F., 1989, Problems in Applied Hydrogeology: Water Resources Publications, p. 190. Sohl, Norman F. and James P. Owens, 1991, Cretaceous Stratigraphy of the Carolinas Coastal Plain. The Geology of the Carolinas, pages 191-220. 4 GOLDER 11 December2019 1895531 Signature Page Sincerely, Golder Associates NC, Inc. a2 7 - s = r = s 0 sGz-i6/'1&Q�v .,�j�q �OLOG �Pr� Ben amin S. Draper, PG, PMP Senior Project Hydrogeo/ogist RPK/BSD/mjf: Rachel P. Kirkman, PG Associate and Senior Consu/tnt Engineering Lic. No. C-2862/Geology Lic. No. C-399 Golder Associates NC, Inc. is a licensed user of the Golder trademark, and an associated operating entity. Golder and the G logo are trademarks of Golder Associates Corporation. gAprojects\moore county\_current engineedng\2018 permit amendment (env)\design hydrogeologic repor6draft\_client draft - november 14, 2019\_2019-11-14 draft design hydro report.dou GOLDER 12 TABLES December 2019 Project No. 1895531 TABLE 1 Summary of Available Groundwater Monitoring Well, Landfill Gas Probe, and Piezometer Construction Information Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report Moore County Landfill, Permit No. 63-01 Moore County, North Carolina Well Identification Construction Date Coordinates Ground Surface Elevation (ft AMSL) Measuring Point Elevation (ft AMSL) Total Well Depth (feet) Well Depth Elevation (ft AMSL) Well Diameter (inches) Screened Interval (ft bgs) Screened Interval (ft AMSL) Geology of Screened Interval Well Status Associated Waste Unit Northing Easting MW-1 06/05/87 508605.64 1854636.41 390.70 392.87 20 370.70 2 6.97 - 17.07 383.73 - 373.63 Sand Groundwater Monitoring Well (Active) MSW Landfill MW-2 06/06/87 508508.07 1853819.73 373.39 375.50 20 353.39 2 7.52 - 17.77 365.87 - 355.62 Sand Groundwater Monitoring Well (Active) MSW Landfill MW-3 06/06/87 508781.79 1852845.34 362.00 363.82 16.5 345.50 2 5.75 - 15.88 356.25 - 346.12 Sand and Silty Clay Groundwater Monitoring Well (Active) MSW Landfill MW-4 06/06/87 509793.80 1853641.22 363.40 366.19 15 348.40 2 4.28 - 14.09 359.12 - 349.31 Sand and Silty Clay Groundwater Monitoring Well (Active) C&D Landfill MW-5 06/06/87 510970.55 1853091.84 384.06 386.61 20 364.06 2 6.96 - 17.21 377.10 - 366.85 Sand and Clayey Sand Groundwater Monitoring Well (Active) Upgradient (MSW and C&D Landfills) MW-6 03/06/95 510385.96 1853881.79 403.50 405.86 20 383.50 2 5.00 - 20.00 398.50 - 383.50 Sand to Silty Sand Groundwater Monitoring Well (Active) MSW Landfill MW-7 03/06/95 509783.24 1853820.43 399.20 402.01 20 379.20 2 4.00 - 19.00 395.20 - 380.20 Sand, Silt, Silty Sand, Clay Groundwater Monitoring Well (Active) MSW Landfill MW-8 03/06/95 509384.99 1853844.10 395.20 397.85 20 375.20 2 5.00 - 20.00 390.20 - 375.20 Sand, Silt, Silty Sand, Clay Groundwater Monitoring Well (Active) MSW Landfill MW-9 03/06/95 508964.80 1854268.28 403.70 406.06 30 373.70 2 15.00 - 30.00 388.70 - 373.70 Silty Sand Groundwater Monitoring Well (Active) MSW Landfill MW-11 S 09/16/96 510361.58 1852939.03 380.36 382.34 20 360.36 2 5.00 - 20.00 375.36 - 360.36 Sand to Silty Sand Groundwater Monitoring Well (Proposed Abandonment) C&D Landfill MWA 1 D 09/16/96 510342.65 1852938.03 380.03 383.05 40 340.03 2 30.00 - 40.00 350.03 - 340.03 Silty Sand Groundwater Monitoring Well (Proposed Abandonment) C&D Landfill MW-11SR 06/01/18 510452.38 1852905.36 383.41 386.13 28 355.41 2 18.00 - 28.00 358.13 - 368.13 Clayey Sand Groundwater Monitoring Well (Active) C&D Landfill MW-11 DR 05/31/18 510453.00 1852911.56 383.41 386.36 44 339.41 2 34.00 - 44.00 342.36 - 332.36 Sand Groundwater Monitoring Well (Active) C&D Landfill MW-13S 09/18/96 509580.75 1853131.47 386.35 388.88 20 366.35 2 5.00 - 20.00 381.35-366.35 Sand to Silty Sand Groundwater Monitoring Well (Proposed Replacement & Abandonment) C&D Landfill MW-13D 09/18/96 509568.07 1853130.65 385.65 388.04 40 345.65 2 30.00 - 40.00 355.65 - 345.65 Sand to Silty Sand Groundwater Monitoring Well (Proposed Replacement & Abandonment) C&D Landfill MW-14 09/16/96 510056.32 1853641.99 397.88 400.58 20 377.88 2 5.00 - 20.00 392.88 - 377.88 Sand to Silty Sand Groundwater Monitoring Well (Active) Upgradient (C&D Landfill) MW-15 09/19/96 510597.22 1854401.13 429.31 431.10 35 394.31 2 20.00 - 35.00 409.31 - 394.31 Sand to Silty Sand Converted to LF Gas Probe (Proposed Rename to GP-18) MSW Landfill MW-15R 05/29/18 510589.03 1854391.51 428.81 431.48 47 381.81 2 37.00 - 47.00 384.48 - 374.48 Sand Groundwater Monitoring Well (Active) MSW Landfill MW-16S 04/17/03 509789.42 1852386.76 384.00 386.00 24 360.00 2 14.00 - 24.00 370.00 - 360.00 Sand to Silty Sand Decommissioned & Abandoned C&D Landfill MW-16D 04/17/03 509778.32 1852396.77 384.10 386.10 44 340.10 2 34.00 - 44.00 350.00-340.00 Clay Decommissioned & Abandoned C&D Landfill MW-17S 06/04/18 509704.03 1852096.70 371.45 374.16 18 353.45 2 8.00 - 18.00 363.45 - 353.45 Sand Groundwater Monitoring Well (Active) C&D Landfill MW-17D 06/01/18 509693.71 1852101.52 372.05 374.56 34 338.05 2 29.00 - 34.00 343.05 - 338.05 Clay/Sandy-Clay Groundwater Monitoring Well (Active) C&D Landfill MW-18 06/04/18 509369.85 1852249.28 365.35 368.50 13 352.35 2 5.00 - 13.00 360.35 - 352.35 Gravelly Sand, Sand, Sandy Clay Groundwater Monitoring Well (Proposed) C&D Landfill GP-9 03/31/00 509188.11 1856253.03 -- -- 3 -- 1 2.00 - 3.00 Sand LF Gas Probe (Abandoned) MSW Landfill GP-10 03/31/00 509185.53 1855631.75 12 1 2.00 - 12.00 Sand LF Gas Probe (Abandoned) MSW Landfill GP-13 03/31/00 509355.09 1852367.94 -- -- 7 -- 1 2.00 - 7.00 Sand LF Gas Probe (Abandoned) C&D Landfill GP-13R 05/31/18 509405.06 1852208.08 367.1 370.29 10 357.10 2 3.00 - 10.00 364.10 - 357.10 Sand LF Gas Probe (To Replace GP-13) C&D Landfill GP-14 03/31/00 509652.13 1852285.64 -- -- 17 -- 1 2.00 - 17.00 Sand LF Gas Probe (Abandoned) C&D Landfill GP-14R 05/30/18 509680.01 1852109.63 372.05 374.78 10 362.05 2 3.00 - 10.00 369.05 - 362.05 Clayey Sand to Sand LF Gas Probe (To Replace GP-14) C&D Landfill GP-15 03/31/00 510095.84 1852217.99 -- -- 7 -- 1 2.00 - 7.00 Sand LF Gas Probe (Abandoned) C&D Landfill GP-15R 06/04/18 510038.89 1852041.09 364.85 367.73 10 354.85 2 3.00 - 10.00 361.85 - 354.85 Sandy Clay, Gravelly Sand LF Gas Probe (To Replace GP-15) C&D Landfill GP-16 03/31/00 510350.46 1852590.24 -- -- 6 -- 1 2.00 - 6.00 Sand LF Gas Probe (Abandoned) C&D Landfill GP-17 03/31/00 510602.76 1853400.55 -- -- 5 -- 1 2.00 - 5.00 Sand LF Gas Probe (Abandoned) C&D Landfill PZ-1 05/30/18 509964.08 1852308.13 379.13 382.05 22 357.13 2 12.00 - 22.00 367.13 - 357.13 Sand Piezometer (To Be Abandoned) C&D Landfill PZ-2 05/30/18 509570.71 1852419.49 378.44 381.41 22 356.44 2 12.00 - 22.00 366.44 - 356.44 Sand Piezometer (To Be Abandoned) C&D Landfill PZ-3 05/30/18 509418.27 1852558.43 377.14 380.08 48 329.14 2 38.00 - 48.00 339.14 - 329.14 Sandy Clay/Clay Piezometer (To Be Abandoned) C&D Landfill Notes: 1.) It AMSL = feet above mean sea level 2.) It BGS = feet below ground surface 3.) Well construction information for monitoring wells MW-1 through MW-16S/D collected from boring logs and well construction records from HDR Engineering, Inc. of the Carolinas July 2006 Water Quality Monitoring Plan. TOC and Ground Elevations are taken from the July 2005 Assessment of Corrective Measures Report and/or well records where available. GOLDER Page 1 of 1 December 2019 TABLE 2 Project No. 1895531 Summary of Historical Groundwater Elevations for Monitoring Wells and Piezometers Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report Moore County Landfill, Permit No. 63-01 Moore County, North Carolina Monitoring Wells TOC Elevation MW-1 MW-2 MW-3 MW-4 MW-5 MW-6 MW-7 MW-8 MW-9 MW-11SR MW-11DR MW-11S MW-11D (ft AMSL) 392.87 375.50 363.82 366.19 386.61 405.86 402.01 397.85 406.06 386.13 386.36 382.34 383.05 Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Date ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL 11 ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft 03/05/90 382.00 368.00 358.00 361.00 377.00 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 03/12/91 381.90 368.30 358.30 349.40 377.10 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 03/10/92 380.90 366.60 357.30 359.70 376.10 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/13/93 382.86 369.08 359.00 361.39 378.41 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/12/93 379.47 365.97 356.66 358.57 375.60 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/20/94 380.87 366.96 357.43 359.69 376.53 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 05/20/94 380.79 367.00 357.55 359.86 376.53 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/24/94 380.62 366.73 357.53 359.81 376.40 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 03/13/95 389.69 387.32 384.68 383.85 NI NI NI NI NI NI NI NI 04/20/95 381.27 367.39 357.77 359.94 377.11 388.66 385.99 383.30 383.13 NI NI NI NI NI NI NI NI 09/22/95 380.95 366.89 357.28 359.35 376.31 387.85 384.75 382.23 382.35 NI NI NI NI NI NI NI NI 03/28/96 381.79 11.08 367.75 7.75 358.16 5.66 360.25 5.94 377.30 9.31 388.65 17.21 385.85 16.16 383.37 14.48 383.05 23.01 NI NI NI NI NI NI NI NI 10/29/96 381.90 10.97 368.18 7.32 358.15 5.67 360.45 5.74 377.57 9.04 389.12 16.74 386.50 15.51 384.04 13.81 383.48 22.58 NI NI NI NI 372.47 9.87 373.57 9.48 04/08/97 381.79 11.08 367.84 7.66 358.10 5.72 360.16 6.03 377.30 9.31 388.90 16.96 386.22 15.79 383.73 14.12 383.25 22.81 NI NI NI NI 371.74 10.60 372.84 10.21 10/29/97 381.18 11.69 367.15 8.35 357.67 6.15 359.92 6.27 376.11 10.50 387.84 18.02 384.71 17.30 382.64 15.21 382.27 23.79 NI NI NI NI 370.98 11.36 372.17 10.88 04/30/98 382.95 9.92 368.81 6.69 358.69 5.13 360.89 5.30 378.37 8.24 389.90 15.96 388.14 13.87 385.83 12.02 384.40 21.66 NI NI NI NI 372.92 9.42 373.96 9.09 10/14/98 381.82 11.05 367.43 8.07 357.73 6.09 360.29 5.90 376.88 9.73 388.23 17.63 385.36 16.65 383.04 14.81 382.63 23.43 NI NI NI NI 371.89 10.45 372.17 10.88 04/27/99 381.75 11.12 367.65 7.85 358.16 5.66 359.91 6.28 377.01 9.60 388.55 17.31 385.83 16.18 383.22 14.63 383.09 22.97 NI NI NI NI 371.31 11.03 372.53 10.52 10/21/99 382.81 10.06 368.29 7.21 358.54 5.28 361.18 5.01 377.46 9.15 388.81 17.05 386.23 15.78 385.10 12.75 383.22 22.84 NI NI NI NI 372.26 10.08 373.44 9.61 04/19/00 382.01 10.86 367.89 7.61 358.07 5.75 360.35 5.84 376.10 10.51 388.60 17.26 385.92 16.09 383.62 14.23 383.14 22.92 NI NI NI NI 371.57 10.77 372.71 10.34 10/19/00 381.01 11.86 367.00 8.50 357.29 6.53 359.70 6.49 376.28 10.33 387.55 18.31 384.43 17.58 381.65 16.20 382.11 23.95 NI NI NI NI 370.78 11.56 371.93 11.12 04/10/01 381.55 11.32 367.51 7.99 358.09 5.73 359.96 6.23 376.72 9.89 387.94 17.92 385.48 16.53 382.73 15.12 382.40 23.66 NI NI NI NI 10/11/01 380.37 12.50 366.46 9.04 356.93 6.89 359.34 6.85 375.50 11.11 386.59 19.27 383.40 18.61 380.31 17.54 381.35 24.71 NI NI NI NI 370.13 12.21 371.30 11.75 04/18/02 380.75 12.12 366.97 8.53 357.63 6.19 355.57 10.62 367.67 18.94 386.92 18.94 384.23 17.78 381.34 16.51 382.81 23.25 NI NI NI NI 370.43 11.91 371.51 11.54 10/08/02 379.89 12.98 365.87 9.63 356.21 7.61 358.88 7.31 374.63 11.98 385.52 20.34 382.71 19.30 379.60 18.25 380.70 25.36 NI NI NI NI 369.51 12.83 370.83 12.22 04/09/03 382.98 9.89 368.50 7.00 356.33 7.49 361.18 5.01 377.15 9.46 388.87 16.99 387.01 15.00 384.81 13.04 383.55 22.51 NI NI NI NI 371.50 10.84 372.74 10.31 10/13/03 381.87 11.00 367.68 7.82 357.67 6.15 359.78 6.41 376.86 9.75 388.65 17.21 386.26 15.75 383.85 14.00 383.37 22.69 NI NI NI NI 371.35 10.99 04/26/04 381.46 11.41 367.19 8.31 357.31 6.51 359.25 6.94 376.36 10.25 388.15 17.71 385.09 16.92 382.50 15.35 382.75 23.31 NI NI NI NI 370.51 11.83 371.78 11.27 10/25/04 381.21 11.66 367.11 8.39 357.14 6.68 359.21 6.98 376.01 10.60 387.86 18.00 384.81 17.20 382.31 15.54 382.96 23.10 NI NI NI NI 368.45 13.89 04/04/05 381.68 11.19 367.55 7.95 357.73 6.09 359.84 6.35 376.52 10.09 388.11 17.75 385.53 16.48 383.05 14.80 382.67 23.39 NI NI NI NI 370.55 11.79 371.72 11.33 10/04/05 380.49 12.38 366.20 9.30 356.31 7.51 358.59 7.60 375.09 11.52 386.83 19.03 383.70 18.31 380.85 17.00 381.75 24.31 NI NI NI NI 370.23 12.11 04/28/06 381.27 11.60 367.11 8.39 357.54 6.28 360.19 6.00 375.96 10.65 387.58 18.28 384.66 17.35 381.90 15.95 382.66 23.40 NI NI NI NI 370.20 12.14 371.43 11.62 10/09/06 380.54 12.33 366.52 8.98 356.78 7.04 359.19 7.00 375.51 11.10 386.91 18.95 383.70 18.31 380.87 16.98 381.75 24.31 NI NI NI NI 370.19 12.15 371.32 11.73 04/23/07 381.93 10.94 367.94 7.56 358.14 5.68 360.19 6.00 379.95 6.66 388.41 17.45 386.01 16.00 383.55 14.30 383.07 22.99 NI NI NI NI 371.24 11.10 372.31 10.74 10/30/07 380.77 12.10 366.68 8.82 356.79 7.03 359.64 6.55 375.55 11.06 386.84 19.02 383.82 18.19 381.29 16.56 381.54 24.52 NI NI NI NI 369.89 12.45 371.12 11.93 04/21/08 381.53 11.34 367.70 7.80 357.75 6.07 359.83 6.36 376.31 10.30 388.08 17.78 385.86 16.15 383.06 14.79 382.66 23.40 NI NI NI NI 370.91 11.43 372.04 11.01 10/06/08 381.46 11.41 368.68 6.82 357.57 6.25 359.88 6.31 376.32 10.29 387.94 17.92 385.30 16.71 382.96 14.89 382.75 23.31 NI NI NI NI 371.23 11.11 372.38 10.67 04/13/09 381.67 11.20 367.79 7.71 357.86 5.96 360.14 6.05 376.60 10.01 388.15 17.71 385.50 16.51 382.97 14.88 382.82 23.24 NI NI NI NI 371.23 11.11 372.28 10.77 10/13/09 380.32 12.55 366.25 9.25 356.32 7.50 358.87 7.32 375.14 11.47 386.40 19.46 383.22 18.79 379.90 17.95 381.18 24.88 NI NI NI NI 369.71 12.63 371.09 11.96 04/26/10 381.53 11.34 367.65 7.85 357.52 6.30 359.51 6.68 376.47 10.14 388.19 17.67 385.88 16.13 383.09 14.76 382.96 23.10 NI NI NI NI 371.12 11.22 372.32 10.73 10/19/10 381.26 11.61 366.80 8.70 356.98 6.84 359.71 6.48 376.13 10.48 387.46 18.40 384.80 17.21 381.89 15.96 382.28 23.78 NI NI NI NI 370.53 11.81 371.81 11.24 04/18/11 380.78 12.09 366.89 8.61 357.01 6.81 359.20 6.99 375.79 10.82 387.08 18.78 384.20 17.81 381.08 16.77 381.75 24.31 NI NI NI NI 370.24 12.10 371.34 11.71 10/10/11 379.98 12.89 365.92 9.58 355.92 7.90 359.16 7.03 374.62 11.99 385.83 20.03 382.94 19.07 379.42 18.43 380.81 25.25 NI NI NI NI 368.70 13.64 370.51 12.54 04/17/12 380.32 12.55 366.81 8.69 357.06 6.76 358.40 7.79 374.76 11.85 386.04 19.82 383.43 18.58 379.09 18.76 381.17 24.89 NI NI NI NI 369.34 13.00 370.90 12.15 10/09/12 379.83 13.04 366.17 9.33 356.66 7.16 360.10 6.09 374.42 12.19 384.89 20.97 382.71 19.30 379.51 18.34 380.48 25.58 NI NI NI NI 372.04 10.30 370.81 12.24 04/15/13 380.34 12.53 366.87 8.63 357.27 6.55 359.73 6.46 374.88 11.73 385.84 20.02 383.71 18.30 380.84 17.01 381.16 24.90 NI NI NI NI 369.52 12.82 371.25 11.80 09/30/13 380.56 12.31 366.88 8.62 356.82 7.00 359.43 6.76 375.04 11.57 386.43 19.43 383.95 18.06 381.38 16.47 381.85 24.21 NI NI NI NI 370.39 11.95 371.60 11.45 04/16/14 382.43 10.44 367.90 7.60 357.47 6.35 360.74 5.45 376.24 10.37 387.59 18.27 385.19 16.82 382.57 15.28 382.50 23.56 NI NI NI NI 371.23 11.11 372.30 10.75 10/15/14 380.46 12.41 366.40 9.10 356.44 7.38 359.87 6.32 <366.89 >19.72 386.26 19.60 383.51 18.50 380.55 17.30 381.33 24.73 NI NI NI NI 370.03 12.31 371.34 11.71 04/15/15 381.27 11.60 367.40 8.10 357.51 6.31 359.72 6.47 376.26 10.35 387.46 18.40 384.91 17.10 382.17 15.68 382.49 23.57 NI NI NI NI 371.37 10.97 372.07 10.98 10/07/15 382.44 10.43 367.63 7.87 357.63 6.19 360.99 5.20 376.21 10.40 387.50 18.36 385.26 16.75 382.09 15.76 381.68 24.38 NI NI NI NI 370.48 11.86 371.79 11.26 04/11/16 381.70 11.17 367.65 7.85 357.63 6.19 359.98 6.21 376.42 10.19 388.34 17.52 385.69 16.32 383.21 14.64 383.02 23.04 NI NI NI NI 371.55 10.79 372.48 10.57 11/30/16 381.43 11.44 367.48 8.02 357.30 6.52 359.93 6.26 376.24 10.37 388.05 17.81 384.93 17.08 382.58 15.27 382.68 23.38 NI NI NI NI 370.94 11.40 372.15 10.90 04/11/17 381.18 11.69 367.06 8.44 357.27 6.55 360.00 6.19 375.99 10.62 387.69 18.17 384.69 17.32 382.02 15.83 382.23 23.83 NI NI NI NI 370.68 11.66 371.85 11.20 12/12/17 380.61 12.26 366.61 8.89 357.26 6.56 360.02 6.17 375.34 11.27 386.88 18.98 383.49 18.52 380.79 17.06 381.44 24.62 NI NI NI NI 370.09 12.25 371.39 11.66 06/20/18 380.96 11.91 367.06 8.44 356.93 6.89 359.49 6.70 375.43 11.18 387.52 18.34 384.67 17.34 382.04 15.81 382.28 23.78 370.24 15.89 370.27 16.09 -- 09/12/18 381.39 11.48 367.00 8.50 355.17 8.65 357.04 9.15 375.39 11.22 386.96 18.90 384.85 17.16 381.80 16.05 381.97 24.09 370.24 15.89 370.27 16.09 11/27/18 382.91 9.96 368.78 6.72 358.32 5.50 361.01 5.18 377.35 9.26 389.00 16.86 386.74 15.27 384.29 13.56 383.75 22.31 371.22 14.91 371.17 15.19 372.15 10.19 373.11 9.94 04/02/19 378.95 13.92 368.29 7.21 358.12 5.70 360.66 5.53 377.03 9.58 389.08 16.78 386.77 15.24 384.32 13.53 383.67 22.39 371.18 14.95 371.13 15.23 372.09 10.25 372.97 10.08 MEAN 381.25 11.60 367.31 8.19 357.41 6.47 359.59 6.45 376.16 10.56 387.69 18.24 385.02 17.06 382.33 15.58 382.44 23.67 371.18 14.95 371.13 15.23 370.81 11.53 371.98 11.07 MAXIMUM 382.98 13.92 369.08 9.63 359.00 8.65 361.39 10.62 379.95 18.94 389.90 20.97 388.14 19.30 385.83 18.76 384.40 25.58 371.22 15.89 371.17 16.09 372.92 13.89 373.96 12.54 MINIMUM 378.95 9.89 365.87 6.69 355.17 5.13 349.40 5.01 367.67 6.66 384.89 15.96 382.71 13.87 379.09 12.02 380.48 21.66 370.24 14.91 370.27 15.19 368.45 9.42 370.51 9.09 Notes: 1.) ft AMSL = feet above mean sea level 2.) -- = not measured or no data 3.) TOC = top of casing 4.) DTW = Depth to Water 5.) NI = not installed 6.) MW = monitoring well 7.)' = anamolous data 8.) TOC and water elevation data for dates prior to October 2007 from HDR Engineering, Inc. of the Carolinas Semi -Annual Monitoring Reports and the July 2006 Water Quality Monitoring Plan. 9.) Groundwater elevation and depth -to -water measurements appear to be anamolous for MW-14 during the 10/13/03 event and MW-115 during the 4/19100 event and are not included in mean, maximum or minimum calculations. 10.) Groundwater elevation for MW-3 for April 2017 is from April 13 (not April 11) due to meter malfunction on April 11. k> GOLDER Page 1 of 2 December 2019 TABLE 2 Project No. 1895531 Summary of Historical Groundwater Elevations for Monitoring Wells and Piezometers Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report Moore County Landfill, Permit No. 63-01 Moore County, North Carolina Monitoring Wells TOC Elevation MW-13S MW-13D MW-14 MW-15R MW-16S MW-16D MW-17S MW-17D MW-18 PZ-1 PZ-2 PZ-3 (ft AMSL) 388.88 388.04 400.58 431.38 386.00 386.10 374.16 374.56 368.50 382.05 381.41 380.08 Elevati DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Date on ft ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ftAMSL ft ft AMSL ft ft AMSL ft 03/05/90 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 03/12/91 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 03/10/92 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/13/93 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/12/93 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/20/94 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 05/20/94 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/24/94 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 03/13/95 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/20/95 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 09/22/95 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 03/28/96 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/29/96 376.32 12.56 375.59 12.45 384.49 16.09 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/08/97 375.35 13.53 374.60 13.44 383.93 16.65 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/29/97 374.68 14.20 373.82 14.22 382.61 17.97 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/30/98 377.17 11.71 376.36 11.68 385.43 15.15 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/14/98 375.21 13.67 374.28 13.76 382.97 17.61 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/27/99 374.87 14.01 374.14 13.90 383.50 17.08 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/21/99 376.64 12.24 375.70 12.34 383.97 16.61 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/19/00 375.47 13.41 374.60 13.44 383.53 17.05 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/19/00 373.50 15.38 372.66 15.38 382.31 18.27 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/10/01 374.02 14.86 373.26 14.78 382.76 17.82 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/11/01 372.52 16.36 371.87 16.17 381.39 19.19 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/18/02 372.99 15.89 372.33 15.71 381.84 18.74 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/08/02 371.37 17.51 370.83 17.21 380.59 19.99 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 04/09/03 376.01 12.87 375.19 12.85 383.97 16.61 NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI NI 10/13/03 374.90 13.98 391.58* 9.00 NI NI 366.41 19.59 366.25 19.85 NI NI NI NI NI NI NI NI NI NI NI NI 04/26/04 373.57 15.31 371.80 16.24 382.67 17.91 NI NI 365.26 20.74 365.10 21.00 NI NI NI NI NI NI NI NI NI NI NI NI 10/25/04 376.53 12.35 382.55 18.03 NI NI 365.44 20.56 NI NI NI NI NI NI NI NI NI NI NI NI 04/04/05 374.04 14.84 373.31 14.73 382.74 17.84 NI NI 365.48 20.52 365.29 20.81 NI NI NI NI NI NI NI NI NI NI NI NI 10/04/05 372.08 16.80 381.57 19.01 NI NI 364.44 21.56 NI NI NI NI NI NI NI NI NI NI NI NI 04/28/06 373.33 15.55 372.77 15.27 382.04 18.54 NI NI 365.03 20.97 364.87 21.23 NI NI NI NI NI NI NI NI NI NI NI NI 10/09/06 372.55 16.33 371.84 16.20 381.64 18.94 NI NI 365.13 20.87 364.97 21.13 NI NI NI NI NI NI NI NI NI NI NI NI 04/23/07 374.58 14.30 373.87 14.17 383.17 17.41 NI NI 366.87 19.63 366.20 19.90 NI NI NI NI NI NI NI NI NI NI NI NI 10/30/07 372.33 16.55 371.54 16.50 381.38 19.20 NI NI 364.93 21.07 364.69 21.41 NI NI NI NI NI NI NI NI NI NI NI NI 04/21/08 374.06 14.82 373.35 14.69 383.04 17.54 NI NI 366.08 19.92 365.97 20.13 NI NI NI NI NI NI NI NI NI NI NI NI 10/06/08 374.40 14.48 373.69 14.35 382.97 17.61 NI NI 366.68 19.32 366.56 19.54 NI NI NI NI NI NI NI NI NI NI NI NI 04/13/09 374.04 14.84 373.35 14.69 382.96 17.62 NI NI 366.68 19.32 366.06 20.04 NI NI NI NI NI NI NI NI NI NI NI NI 10/13/09 371.45 17.43 370.93 17.11 381.16 19.42 NI NI 364.58 21.42 364.45 21.65 NI NI NI NI NI NI NI NI NI NI NI NI 04/26/10 374.18 14.70 373.44 14.60 382.96 17.62 NI NI 366.11 19.89 366.06 20.04 NI NI NI NI NI NI NI NI NI NI NI NI 10/19/10 373.16 15.72 372.49 15.55 382.36 18.22 NI NI 366.00 20.00 365.85 20.25 NI NI NI NI NI NI NI NI NI NI NI NI 04/18/11 372.21 16.67 371.60 16.44 381.74 18.84 NI NI 365.00 21.00 364.75 21.35 NI NI NI NI NI NI NI NI NI NI NI NI 10/10/11 370.88 18.00 370.33 17.71 380.77 19.81 NI NI 364.27 21.73 363.85 22.25 NI NI NI NI NI NI NI NI NI NI NI NI 04/17/12 371.43 17.45 370.51 17.53 381.07 19.51 NI NI 364.00 22.00 364.13 21.97 NI NI NI NI NI NI NI NI NI NI NI NI 10/09/12 371.43 17.45 370.95 17.09 380.55 20.03 NI NI 364.72 21.28 364.53 21.57 NI NI NI NI NI NI NI NI NI NI NI NI 04/15/13 372.34 16.54 371.74 16.30 381.09 19.49 NI NI 365.15 20.85 364.94 21.16 NI NI NI NI NI NI NI NI NI NI NI NI 09/30/13 373.09 15.79 372.33 15.71 381.70 18.88 NI NI 365.46 20.54 365.18 20.92 NI NI NI NI NI NI NI NI NI NI NI NI 04/16/14 374.38 14.50 373.64 14.40 382.52 18.06 NI NI 366.27 19.73 366.15 19.95 NI NI NI NI NI NI NI NI NI NI NI NI 10/15/14 372.14 16.74 371.55 16.49 381.27 19.31 NI NI 364.78 21.22 373.44 12.66 NI NI NI NI NI NI NI NI NI NI NI NI 04/15/15 373.68 15.20 373.00 15.04 382.47 18.11 NI NI 366.00 20.00 365.81 20.29 NI NI NI NI NI NI NI NI NI NI NI NI 10/07/15 373.38 15.50 372.75 15.29 381.83 18.75 NI NI 365.64 20.36 365.45 20.65 NI NI NI NI NI NI NI NI NI NI NI NI 04/11/16 374.47 14.41 373.66 14.38 383.19 17.39 NI NI 366.35 19.65 366.24 19.86 NI NI NI NI NI NI NI NI NI NI NI NI 11/30/16 373.75 15.13 372.92 15.12 382.65 17.93 NI NI 365.90 20.10 365.76 20.34 NI NI NI NI NI NI NI NI NI NI NI NI 04/11/17 373.25 15.63 372.53 15.51 382.18 18.40 NI NI 365.69 20.31 365.50 20.60 NI NI NI NI NI NI NI NI NI NI NI NI 12/12/17 372.10 16.78 371.52 16.52 381.45 19.13 NI NI 365.81 20.19 364.91 21.19 NI NI NI NI NI NI NI NI NI NI NI NI 06/20/18 373.51 15.37 372.75 15.29 382.28 18.30 395.97 35.41 365.19 20.81 365.98 20.12 362.14 12.02 359.45 1 5.1 1 352.61 17.36 366.18 15.87 365.43 15.98 365.87 14.21 09/12/18 373.35 15.53 372.68 15.36 381.96 18.62 395.58 35.80 366.08 19.92 365.90 20.20 362.33 11.83 361.58 12.98 361.56 6.94 366.00 16.05 365.35 16.06 366.51 13.57 11/27/18 375.64 13.24 374.82 13.22 383.92 16.66 398.38 33.00 368.10 17.90 367.96 18.14 363.95 10.21 363.80 10.76 353.59 6.15 367.72 14.33 367.36 14.05 368.09 11.99 04/02/19 375.47 13.41 374.66 13.38 383.94 16.64 399.17 32.21 367.50 18.50 367.37 18.73 363.46 10.70 361.54 13.02 353.55 6.42 367.31 14.74 366.88 14.53 367.50 12.58 MEAN 373.78 15.10 372.99 15.05 382.46 17.93 399.17 32.21 365.67 20.35 365.81 20.29 363.46 10.70 361.54 13.02 353.55 6.42 367.31 14.74 366.88 14.53 367.50 12.58 MAXIMUM 377.17 18.00 376.36 17.71 385.43 20.03 399.17 35.80 368.10 22.00 373.44 22.25 363.95 12.02 363.80 15.11 361.56 17.36 367.72 16.05 367.36 16.06 368.09 14.21 MINIMUM 370.88 11.71 370.33 11.68 380.55 9.00 395.58 32.21 364.00 17.90 363.85 12.66 362.14 10.21 359.45 10.76 1 352.61 6.15 366.00 14.33 365.35 14.05 365.87 11.99 Notes: 1.) ft AMSL = feet above mean sea level 2.) -- = not measured or no data 3.) TOC = top of casing 4.) DTW = Depth to Water 5.) NI = not installed 6.) MW = monitoring well 7.) * = anamolous data 8.) TOC and water elevation data for dates prior to October 2007 from HDR Engineering, Inc. of the Carolinas Semi -Annual Monitoring Reports and the July 2006 Water Quality Monitoring Plan. 9.) Groundwater elevation and depth -to -water measurements appear to be anamolous for MW-14 during the 10/13/03 event and MW-15 during the 4/19/00 event and are not included in mean, maximum or minimum calculations. 10.) Groundwater elevation for MW-3 for April 2017 is from April 13 (not April 11) due to meter malfunction on April 11. GOLDER Page 2 of 2 November 2019 Project No. 1895531 TABLE 3 Summary of Laboratory Soils Test Resutls Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report Moore County Landfill, Permit No. 63-01 Moore County, North Carolina Wentworth Soil Gradation Results (% passing) Atteberg Limits Natural Classification System Sample Dry Unit Effective Hydro- Boring Sample USCS USCS Moisture Permeability Depth Weight Porosity Geologic Unit Number Type Classification Symbol Content ° (cm/sec) (feet) (pcf) % % % Plasticity (�0) (%) 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 Liquid Limit Plastic Limit Sand Silt Clay Index PZ-1 6-8 Bag Silty Sand SM 14.8 --- 100 100 100 100 99.7 95.3 77.6 51.6 34.3 26.3 23.2 74 10 16 --- --- --- 15 --- PZ-2 4-6 Bag Silty Sand SM 8.1 --- 100 100 100 100 100 98.9 82.9 49.8 31.6 22.9 18.2 84 3 13 --- --- --- 20 --- L PZ-2 6-8 Undisturbed Sand SM 13.3 115.3 100 100 100 100 99.3 84.6 56.9 34.7 28.8 25.7 22.1 80 3 17 --- --- --- 16 5.30E-06' a Q y PZ-3 4-6 Bulk Silty Sand SM 8.2 85.5 100 100 100 99.9 99.7 97.3 74.2 41.9 30.7 26.0 22.2 83 3 14 --- --- --- 19 8.20E-03' 0 0 PZ-3 4-6 Bulk Silty Sand SM 11.4 116.6 -- --- -- --- -- --- --- - --- --- --- --- 2.10E-04 s a 0. D PZ-3 4-6 Bulk Silty Sand SM 11.4 116.6 --- --- --- --- --- --- --- --- --- --- --- --- - --- --- --- --- --- 2.30E-04 $ MW-17D 4-6 Bag Clayey Sand SC 18.2 --- 100 100 100 100 100 99.6 93.2 76.7 54.1 37.1 32.8 69 2 29 32 19 13 1 --- --- MW-18 2-4 Bag Silty Sand SM 7.8 --- 100 100 100 100 100 98.7 84.4 50.9 32.6 22.2 15.9 - - - --- --- --- - - PZ-3 22 - 24 Undisturbed Clay CL 26.3 97.9 100 100 100 100 100 99.1 89.0 73.4 67.4 64.7 62.4 38 35 28 38 20 18 --- --- PZ-3 32 - 34 Bag Sand and Silty Clay SC 17.2 --- 100 100 100 100 98.9 98.3 97.1 85.2 51.2 39.0 36.0 66 4 30 35 18 17 --- --- .B Cr Q PZ-3 34 - 36 Undisturbed Clayey Sand SC 18.7 107.4 100 100 100 100 99.7 96.3 83.5 64.7 44.5 31.0 28.7 71 7 22 41 15 26 --- --- c PZ-3 46 - 48 Bag Sand and Silty Clay SC 14.0 --- 100 100 100 100 100 99.7 98.9 95.8 78.4 48.3 40.3 61 1 38 31 17 14 --- --- J MW-11 DR 18-20 Bag Silty Sand SM 17.5 --- 100 100 100 100 99.4 96.7 78.2 39.4 25.4 21.1 18.0 - - - --- --- --- --- --- MW-17D 22 - 24 Bag Sand and Silty Clay SC 12.9 --- 100 100 100 100 100 99.2 94.9 75.9 53.8 42.4 38.3 64 4 32 --- --- --- --- --- NOTES: 1.) --- = no data available 2.) NP = non -plastic 3.) cm/sec = centimeters per second 4.) USCS = Unified Soil Classification System 5.) pcf = Pounds per cubic feet 6.) % = Percent 7.) Rigid wall permeameter 8.) Flex wall permeameter (5 and 10 psi respectively) GOLDER Page 1of1 14 December 2019 Project No. 1895531 TABLE 4 Summary of Aquifer Test Results Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report Moore County Landfill, Permit No. 63-01 Moore County, North Carolina Hydrogeologic Unit Piezometer Identification Saturated Aquifer Thickness Value (feet) Saturated Screen Length (feet) Piezometer Diameter (inches) Aquifer Analysis Method Aquifer Test Type Calculted Hydraulic Conductivity (K, cm/sec) Screened Lithology MW-1 2 Bouwer-Rice Falling 1.27E-02 Sand MW-2 2 Bouwer-Rice Falling 5.65E-03 Sand MW-5 2 Bouwer-Rice Falling 1.04E-02 Sand MW-6 2 Bouwer-Rice Falling 2.32E-03 Sand MW-7 2 Bouwer-Rice Falling 1.95E-03 Sand MW-8 2 Bouwer-Rice Falling 5.65E-03 Sand MW-9 2 Bouwer-Rice Falling 1.72E-02 Sand Mw-11S 2 Bouwer-Rice Falling 4.40E-02 Sand MW-11D 2 Bouwer-Rice Falling 1.10E-03 Sand Uppermost Aquifer MW-13S 2 Bouwer-Rice Falling 5.55E-03 Sand MW-13D 2 Bouwer-Rice Falling 1.78E-03 Sand MW-14 2 Bouwer-Rice Falling 1.39E-03 Sand MW-15 2 Bouwer-Rice Falling 2.49E-03 Sand MW-16S 2 Bouwer-Rice Falling 4.02E-02 Sand MW-16D 2 Bouwer-Rice Falling 2.57E-05 Sand MW-17S 9.79 8.79 2 Bouwer-Rice Rising 2.36E-03 Sand MW-18 15.08 10 2 Bouwer-Rice Falling 3.37E-03 Sand PZ-1 11.80 8.8 2 Bouwer-Rice Rising 8.47E-04 Sand PZ-2 11.79 8.79 2 Bouwer-Rice Rising 9.68E-04 Sand Geomean=l 3.19E-03 Lower Aquifer PZ-3 22 10 1 2 1 Hvorslev I Falling 1 3.21E-07 Clay Notes: 1. ) Aquifer analyses (slug tests) on MW-17s, MW-18, PZ-1, PZ-2 and PZ-3 were performed by Golder Associates NC, Inc. in October 2018. 2) Aquifer analyses (slug tests) on MW-1, MW-2, MW-5, MW-6, MW-7, MW-8, MW-9, MW-11S, MW-11D, MW-13S, MW-13D, MW-14, MW-15, MW-16S, and MW-16D were performed by HDR, Inc. in April 2005. 3.) Geomean = geometric mean GOLDER Page 1 of 1 December 2019 TABLE 5 Summary of Horizontal Gradients and Linear Flow Velocities Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report Moore County Landfill, Permit No. 63-01 Moore County, North Carolina Project No. 1895531 Gradient Segment Hydraulic Conductivity (K, cm/sec) Gradient Segment Length (ft) Effective Porosity Flow Direction April 2, 2019 Elevation (ft, MSL) Gradient (ft/ft) Velocity (ft/yr) 385 i� 3.19E-03 1419.97 0.17 WNW 0.018 172 360 385 i 2 3.19E-03 1688.91 0.17 WSW 0.015 144 360 375 i 3 3.19E-03 849.09 0.17 SW 0.024 230 355 Notes: 1.) The geometric mean of K from individual well aquifer tests was used to calculate the hydraulic conductivity. 2.) The effective porosity for uppermost aquifer was used in velocity calculations as described in the text. 3.) cm/sec = centimeters per second 4.) ft = Feet 5.) MSL = Mean sea level 6.) ft/ft = Feet per foot 7.) ft/yr = Feet per year ,,,> GOLDER Page 1 of 1 December 2019 TABLE 6 Summary of Vertical Gradients Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report Moore County Landfill, Permit No. 63-01 Moore County, North Carolina Project No. 1895531 O6/20/18 09/12/18 11/27/18 04/02/19 Screened Distance Elevation Distance Elevation Distance Elevation Distance Elevation Well Pair Intervals Between Above Mean Vertical Between Above Mean Vertical Between Above Mean Vertical Between Above Mean Vertical (feet) Screen Sea Level Gradient Screen Sea Level Gradient Screen Sea Level Gradient Screen Sea Level Gradient Midpoints (feet/foot) Midpoints (feet/foot) Midpoints (feet/foot) Midpoints (feet/foot) feet (feet) feet (feet) feet (feet) (feet) (feet) M W-13D 30.0 - 40.0 372.75 372.68 374.82 374.66 18.58 0.041 19.00 0.035 19.65 0.042 19.56 0.041 MW-13S 1 5.0 - 20.0 373.51 373.35 375.64 375.47 M W-17D 29.0 - 34.0 359.45 361.58 363.80 361.54 17.85 0.151 17.94 0.042 18.50 0.008 17.90 0.107 MW-17S 8.0-18.0 362.14 362.33 363.95 363.46 M W-16D 34.0 - 44.0 365.98 365.90 367.96 367.37 17.60 -0.045 18.04 0.010 19.05 0.007 18.75 0.007 MW-16S 14.0 - 24.0 365.19 366.08 368.10 367.50 Notes: 1.) Positive vertical gradient values indicate downward flow direction and negative vertical gradient values indicate upward flow direction. 2.) Distance between screen midpoints is based on the portion of the screen that was below the water table on each given date. GOLDER Page 1of1 December 2019 Project No. 1895531 TABLE 7 Summary of Historical Precipitation Data - Whispering Pines and Jackson Springs, NC Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report Moore County Landfill, Permit No. 63-01 Moore County, North Carolina Year January February March Aril May June July August September October November December Annual 1990 3.50 3.50 4.06 4.04 4.76 0.74 2.75 2.93 0.62 10.94 1.68 2.76 42.28 1991 5.55 2.37 6.63 3.38 2.73 6.68 6.66 4.06 1.74 1.57 1.71 2.91 45.99 1992 2.34 2.36 3.83 2.76 2.39 7.25 2.17 6.83 0.99 5.12 8.81 3.28 48.13 1993 5.33 2.23 8.02 5.31 2.76 3.14 2.09 2.94 1.96 4.40 2.57 2.91 43.66 1994 4.40 3.98 4.71 1.04 2.57 5.43 6.98 4.74 6.30 2.40 3.22 2.39 48.16 1995 6.64 6.17 2.70 0.85 3.46 11.98 4.52 2.86 2.59 8.80 5.35 1.24 57.16 1996 3.90 2.40 4.13 3.14 1.39 2.06 6.55 6.67 8.89 4.70 3.02 2.95 49.80 1997 4.61 3.68 3.50 4.52 1.02 1.90 10.26 1.23 3.58 3.81 4.00 4.11 46.22 1998 8.01 6.12 7.79 6.43 4.89 0.98 2.77 3.94 6.52 2.72 1.83 3.50 55.50 1999 5.88 2.25 3.82 3.63 1.72 2.61 2.30 3.48 15.15 4.15 2.17 1.69 48.85 2000 7.35 2.56 1.93 4.36 1.31 4.83 3.30 4.39 5.85 0.00 3.09 1.70 40.67 2001 1.41 2.71 6.76 1.37 4.30 6.71 2.96 4.70 4.03 2.89 0.67 1.80 40.31 2002 5.44 1.16 2.97 1.50 2.57 2.58 1.52 4.81 5.07 6.66 4.36 4.97 43.61 2003 1.80 5.41 6.56 5.19 7.05 5.69 8.77 9.28 4.49 3.80 1.69 2.47 62.20 2004 1.39 3.80 1.52 1.80 2.84 2.78 4.80 9.21 9.12 0.66 2.38 1.81 42.11 2005 2.86 3.41 4.06 2.92 2.30 4.74 5.49 2.84 1.74 4.09 1 3.79 4.97 43.21 2006 2.59 1.64 1.96 3.34 3.26 11.57 1.30 5.74 3.93 3.08 8.42 4.08 50.91 2007 3.13 2.86 2.95 3.60 1.37 3.36 2.51 0.41 1.67 5.09 0.54 5.68 33.17 2008 1.78 3.27 3.45 4.71 2.10 1.61 5.21 8.77 5.91 1.63 3.96 3.50 45.90 2009 2.04 1.96 5.93 1.82 4.72 2.01 2.63 4.29 5.59 1.89 5.34 6.41 44.63 2010 5.55 3.93 2.21 1.17 3.20 7.35 6.04 3.78 0.82 1.04 1.94 37.03 2011 1.18 2.22 3.70 1.91 1.98 3.00 7.67 4.31 4.41 2.05 4.30 1.02 37.75 2012 2.48 2.43 2.45 3.55 5.67 1.65 10.10 5.85 1.73 1.89 1.06 3.99 42.85 2013 2.65 3.65 1.68 7.06 4.45 10.74 8.37 2.75 3.60 1.52 2.60 3.15 1 52.22 2014 2.49 4.87 4.62 3.42 4.32 2.18 4.63 4.42 7.83 2.27 4.13 5.14 50.32 2015 3.83 3.58 3.06 3.77 1.06 5.79 3.25 3.33 3.83 7.76 7.96 6.24 53.46 2016 2.85 4.00 1.75 1.67 5.89 4.44 6.04 7.26 11.71 5.72 0.76 3.46 55.55 2017 3.25 0.88 2.33 5.28 6.86 2.52 2.25 2.81 3.89 2.54 0.95 3.02 36.58 2018 3.25 2.30 4.70 6.30 5.04 5.20 7.59 6.92 13.31 5.97 7.02 5.74 73.34 2019 3.87 3.93 3.37 6.66 2.56 4.69 6.11 3.56 1.15 3.58 39.48 Monthly Average 3.71 3.19 3.91 3.55 3.35 4.54 4.92 4.64 5.08 3.75 3.39 3.41 1991-2019 Yearly Average: 47.04 Notes: 1. Data for September 2009 through June 2019 collected from Whispering Pines https://www.ncdc.noaa.gov/cdo-web/datasets/GSOM/stations/GHCND:USl NCMR0009/detail. 2. Data for January 1990 through August 2009 collected from Jackson Springs https://www.ncdc.noaa.gov/cdo-web/datasets/GSOM/stations/GHCND:US000314464/detail. 3. Precipitation data provided in inches. GOLDER Page 1 of 1 Revised January 2020 TABLES 1895531 Estimated Seasonal High Groundwater Evelvation Calculations Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report Moore County Landfill, Permit No. 63-01 Moore County, North Carolina Monitoring Well TOC Elevation MW-1 MW-2 MW-3 MW-4 MW-5 MW-6 MW-7 MW-8 MW-9 MW-11SR MW-11DR MW-11S MWA1D (ft AMSL) 392.87 375.50 363.82 366.19 386.61 405.86 402.01 397.85 406.06 386.13 386.36 382.34 383.05 Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Date kAMSL k ftAMSL ft ftAMSL ft ftAMSL ft ftAMSL ft ftAMSL ft ftAMSL ft ftAMSL k ftAMSL ft ftAMSL ft ftAMSL ft ftAMSL ft ftAMSL ft 04/21/08 381.53 11.34 367.70 7.80 357.75 6.07 359.83 6.36 376.31 10.30 388.08 17.78 385.86 16.15 383.06 14.79 382.66 23.40 NI NI NI NI 370.91 11.43 372.04 11.01 10/06/08 381.46 11.41 368.68 6.82 357.57 6.25 359.88 6.31 376.32 10.29 387.94 17.92 385.30 16.71 382.96 14.89 382.75 23.31 NI NI NI NI 371.23 11.11 372.38 10.67 04/13/09 381.67 11.20 367.79 7.71 357.86 5.96 360.14 6.05 376.60 10.01 388.15 17.71 385.50 16.51 382.97 14.88 382.82 23.24 NI NI NI NI 371.23 11.11 372.28 10.77 10/13/09 380.32 12.55 366.25 9.25 356.32 7.50 358.87 7.32 375.14 11.47 386.40 19.46 383.22 18.79 379.90 17.95 381.18 24.88 NI NI NI NI 369.71 12.63 371.09 11.96 04/26/10 381.53 11.34 367.65 7.85 357.52 6.30 359.51 6.68 376.47 10.14 388.19 17.67 385.88 16.13 383.09 14.76 382.96 23.10 NI NI NI NI 371.12 11.22 372.32 10.73 10/19/10 381.26 11.61 366.80 8.70 356.98 6.84 359.71 6.48 376.13 10.48 387.46 18.40 384.80 17.21 381.89 15.96 382.28 23.78 NI NI NI NI 370.53 11.81 371.81 11.24 04/18/11 380.78 12.09 366.89 8.61 357.01 6.81 359.20 6.99 375.79 10.82 387.08 18.78 384.20 17.81 381.08 16.77 381.75 24.31 NI NI NI NI 370.24 12.10 371.34 11.71 10/10/11 379.98 12.89 365.92 9.58 355.92 7.90 359.16 7.03 374.62 11.99 385.83 20.03 382.94 19.07 379.42 18.43 380.81 25.25 NI NI NI NI 368.70 13.64 370.51 12.54 04/17/12 380.32 12.55 366.81 8.69 357.06 6.76 358.40 7.79 374.76 11.85 386.04 19.82 383.43 18.58 379.09 18.76 381.17 24.89 NI NI NI NI 369.34 13.00 370.90 12.15 10/09/12 379.83 13.04 366.17 9.33 356.66 7.16 360.10 6.09 374.42 12.19 384.89 20.97 382.71 19.30 379.51 18.34 380.48 25.58 NI NI NI NI 372.04 10.30 370.81 12.24 04/15/13 380.34 12.53 366.87 8.63 357.27 6.55 359.73 6.46 374.88 11.73 385.84 20.02 383.71 18.30 380.84 17.01 381.16 24.90 NI NI NI NI 369.52 12.82 371.25 11.80 09/30/13 380.56 12.31 366.88 8.62 356.82 7.00 359.43 6.76 375.04 11.57 386.43 19.43 383.95 18.06 381.38 16.47 381.85 24.21 NI NI NI NI 370.39 11.95 371.60 11.45 04/16/14 382.43 10.44 367.90 7.60 357.47 6.35 360.74 5.45 376.24 10.37 387.59 18.27 385.19 16.82 382.57 15.28 382.50 23.56 NI NI NI NI 371.23 11.11 372.30 10.75 10/15/14 380.46 12.41 366.40 9.10 356.44 7.38 359.87 6.32 <366.89 >19.72 386.26 19.60 383.51 18.50 380.55 17.30 381.33 24.73 NI NI NI NI 370.03 12.31 371.34 11.71 04/15/15 381.27 11.60 367.40 8.10 357.51 6.31 359.72 6.47 376.26 10.35 387.46 18.40 384.91 17.10 382.17 15.68 382.49 23.57 NI NI NI NI 371.37 10.97 372.07 10.98 10/07/15 382.44 10.43 367.63 7.87 357.63 6.19 360.99 5.20 376.21 10.40 387.50 18.36 385.26 16.75 382.09 15.76 381.68 24.38 NI NI NI NI 370.48 11.86 371.79 11.26 04/11/16 381.70 11.17 367.65 7.85 357.63 6.19 359.98 6.21 376.42 10.19 388.34 17.52 385.69 16.32 383.21 14.64 383.02 23.04 NI NI NI NI 371.55 10.79 372.48 10.57 11/30/16 381.43 11.44 367.48 8.02 357.30 6.52 359.93 6.26 376.24 10.37 388.05 17.81 384.93 17.08 382.58 15.27 382.68 23.38 NI NI NI NI 370.94 11.40 372.15 10.90 04/11/17 381.18 11.69 367.06 8.44 357.27 6.55 360.00 6.19 375.99 10.62 387.69 18.17 384.69 17.32 382.02 15.83 382.23 23.83 NI NI NI NI 370.68 11.66 371.85 11.20 12/12/17 380.61 12.26 366.61 8.89 357.26 6.56 360.02 6.17 375.34 11.27 386.88 18.98 383.49 18.52 380.79 17.06 381.44 24.62 NI NI NI NI 370.09 12.25 371.39 11.66 06/20/18 380.96 11.91 367.06 8.44 356.93 6.89 359.49 6.70 375.43 11.18 387.52 18.34 384.67 17.34 382.04 15.81 382.28 23.78 370.24 15.89 370.27 16.09 -- -- -- -- 09/12/18 381.39 11.48 367.00 8.50 355.17 8.65 357.04 9.15 375.39 11.22 386.96 18.90 384.85 17.16 381.80 16.05 381.97 24.09 370.24 15.89 370.27 16.09 -- -- -- -- 11/27/18 382.91 1 9.96 368.78 1 6.72 358.32 1 5.50 361.01 1 5.18 377.35 1 9.26 389.00 1 16.86 386.74 1 15.27 384.29 13.56 383.75 22.31 371.22 14.91 371.17 15.19 MEAN - LAST 10 YR 381.15 11.72 367.19 8.31 357.12 6.70 359.68 6.51 375.79 10.82 387.20 18.66 384.58 17.43 381.71 16.14 382.05 24.01 370.57 15.56 370.57 15.79 370.57 11.77 371.69 11.37 MAX - LAST 10 YR 382.91 13.04 368.78 9.58 358.32 8.65 361.01 9.15 377.35 12.19 389.00 20.97 386.74 19.30 384.29 18.76 383.75 25.58 371.22 15.89 371.17 16.09 372.04 13.64 372.48 12.54 MIN - LAST 10 YR 379.83 9.96 365.92 6.72 355.17 5.50 357.04 5.18 374.42 9.26 384.89 16.86 382.71 15.27 379.09 13.56 380.48 22.31 370.24 14.91 370.27 15.19 368.70 10.30 370.51 10.57 MAX -MEAN 1.76 1.32 1.59 1.27 1.20 1.95 1.33 2.64 1.56 1.37 1.80 2.31 2.16 1.87 2.58 2.62 1.70 1.57 0.65 0.33 0.60 0.30 t.47 1.87 0.79 1.18 MAX -MIN 3.08 3.08 2.86 2.86 3.15 3.15 3.97 3.97 2.93 2.93 4.11 4.11 4.03 4.03 5.20 5.20 3.27 3.27 0.98 0.98 0.90 0.90 3.34 1 3.34 1.97 1 1.97 Estimated SHGW (ft amsl) 361.5 Base Grade Elevation (ft amsl) Distance btwn. Base Grade and SHGW (ft) AVERAGE MAX -MEAN' 2.10 AVERAGE MAX -MIN 4.21 Notes: 1.) ft AMSL = feet above mean sea level 2.) -- = not measured or no data 3.) TOC = top of casing 4.) DTW = Depth to Water 5.) NI = not installed 6.) MW = monitoring well 7.) TOC and water elevation data for dates prior to October 2007 from HDR Engineering, Inc. of the Carolinas Semi -Annual Monitoring Reports and the July 2006 Water Quality Monitoring Plan. 8.) Groundwater elevation for MW-3 for April 2017 is from April 13 (not April 11) due to meter malfunction on April 11. 9.) Average Max -Mean and average Max -Min were calculated using only Max, Mean and Min daa of last 10 years 10.) Estimated Seasonal High Groundwater Concentration = MAX Groundwater Concentration + 2 feet (except where the MAX groundwater elevation exceeds the calculated value in this case the MAX groundwater evelation was used as the estimated seasonal high); For design purposes the estimated seasonal high was rounded to the nearest 0.5 foot. 11.)=Piezometers and groundwater monitoring wells within or immediately adjacent to the proposed Cell 6 footprint (calculated estimated seasonal high groundwater levels) 12.) :�:�=Groundwater monitoring wells not located within the proposed Cell 6 footprint; therefore, no base grade elevations are shown. However, they are in close proximity to Cell 6 and were utilized to create seasonal high groundwater surface. GOLDER Page 1 of 2 Revised January 2020 1895531 TABLE 8 Estimated Seasonal High Groundwater Evelvation Calculations Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report Moore County Landfill, Permit No. 63-01 Moore County, North Carolina Monit ing Well TOC Elevation MW-13S MW-13D MW-14 MW-15R MW-16S MW-16D MWA7S MW-17D MW-18 PZ-1 PZ-2 PZ-3 (ft AMSL) 388.88 388.04 400.58 431.38 386.00 386.10 374.16 374.56 368.50 382.05 381.41 380.08 Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Elevation DTW Date ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft ft AMSL ft 04/21/08 374.06 14.82 373.35 14.69 383.04 17.54 NI NI 366.08 19.92 365.97 20.13 NI NI NI NI NI NI NI NI NI NI NI NI 10/06/08 374.40 14.48 373.69 14.35 382.97 17.61 NI NI 366.68 19.32 366.56 19.54 NI NI NI NI NI NI NI NI NI NI NI NI 04/13/09 374.04 14.84 373.35 14.69 382.96 17.62 NI NI 366.68 19.32 366.06 20.04 NI NI NI NI NI NI NI NI NI NI NI NI 10/13/09 371.45 17.43 370.93 17.11 381.16 19.42 NI NI 364.58 21.42 364.45 21.65 NI NI NI NI NI NI NI NI NI NI NI NI 04/26/10 374.18 14.70 373.44 14.60 382.96 17.62 NI NI 366.11 19.89 366.06 20.04 NI NI NI NI NI NI NI NI NI NI NI NI 10/19/10 373.16 15.72 372.49 15.55 382.36 18.22 NI NI 366.00 20.00 365.85 20.25 NI NI NI NI NI NI NI NI NI NI NI NI 04/18/11 372.21 16.67 371.60 16.44 381.74 18.84 NI NI 365.00 21.00 364.75 21.35 NI NI NI NI NI NI NI NI NI NI NI NI 10/10/11 370.88 18.00 370.33 17.71 380.77 19.81 NI NI 364.27 21.73 363.85 22.25 NI NI NI NI NI NI NI NI NI NI NI NI 04/17/12 371.43 17.45 370.51 17.53 381.07 19.51 NI NI 364.00 22.00 364.13 21.97 NI NI NI NI NI NI NI NI NI NI NI NI 10/09/12 371.43 17.45 370.95 17.09 380.55 20.03 NI NI 364.72 21.28 364.53 21.57 NI NI NI NI NI NI NI NI NI NI NI NI 04/15/13 372.34 16.54 371.74 16.30 381.09 19.49 NI NI 365.15 20.85 364.94 21.16 NI NI NI NI NI NI NI NI NI NI NI NI 09/30/13 373.09 15.79 372.33 15.71 381.70 18.88 NI NI 365.46 20.54 365.18 20.92 NI NI NI NI NI NI NI NI NI NI NI NI 04/16/14 374.38 14.50 373.64 14.40 382.52 18.06 NI NI 366.27 19.73 366.15 19.95 NI NI NI NI NI NI NI NI NI NI NI NI 10/15/14 372.14 16.74 371.55 16.49 381.27 19.31 NI NI 364.78 21.22 373.44 12.66 NI NI NI NI NI NI NI NI NI NI NI NI 04/15/15 373.68 15.20 373.00 15.04 382.47 18.11 NI NI 366.00 20.00 365.81 20.29 NI NI NI NI NI NI NI NI NI NI NI NI 10/07/15 373.38 15.50 372.75 15.29 381.83 18.75 NI NI 365.64 20.36 365.45 20.65 NI NI NI NI NI NI NI NI NI NI NI NI 04/11/16 374.47 14.41 373.66 14.38 383.19 17.39 NI NI 366.35 19.65 366.24 19.86 NI NI NI NI NI NI NI NI NI NI NI NI 11/30/16 373.75 15.13 372.92 15.12 382.65 17.93 NI NI 365.90 20.10 365.76 20.34 NI NI NI NI NI NI NI NI NI NI NI NI 04/11/17 373.25 15.63 372.53 15.51 382.18 18.40 NI NI 365.69 20.31 365.50 20.60 NI NI NI NI NI NI NI NI NI NI NI NI 12/12/17 372.10 16.78 371.52 16.52 381.45 19.13 NI NI 365.81 20.19 364.91 21.19 NI NI NI NI NI NI NI NI NI NI NI NI 06/20/18 373.51 15.37 372.75 15.29 382.28 18.30 395.97 35.41 365.19 20.81 365.98 20.12 362.14 12.02 359.45 15.11 351.14 17.36 366.18 15.87 365.43 15.98 365.87 14.21 09/12/18 373.35 15.53 372.68 15.36 381.96 18.62 395.58 35.80 366.08 19.92 365.90 20.20 362.33 11.83 361.58 12.98 361.56 6.94 366.00 16.05 365.35 16.06 366.51 13.57 11/27/18 375.64 1 13.24 374.82 1 13.22 383.92 1 16.66 398.38 1 33.00 368.10 17.90 1 367.96 1 18.14 363.95 1 10.21 363.80 10.76 362.35 6.15 367.72 14.33 1 367.36 14.05 1 368.09 11.99 MEAN -LAST 10 YR 373.14 15.74 372.46 15.58 382.09 18.49 396.64 34.74 365.68 20.32 365.89 20.21 362.81 11.35 361.61 12.95 358.35 10.15 366.63 15.42 366.05 15.36 366.82 13.26 MAX - LAST 10 YR 375.64 18.00 374.82 17.71 383.92 20.03 398.38 35.80 368.10 22.00 373.44 22.25 363.95 12.02 363.80 15.11 362.35 17.36 367.72 16.05 367.36 16.06 368.09 14.21 MIN - LAST 10 YR 370.88 13.24 370.33 13.22 380.55 16.66 395.58 33.00 364.00 17.90 363.85 12.66 362.14 10.21 359.45 10.76 351.14 6.15 366.00 14.33 365.35 14.05 365.87 1 11.99 MAX -MEAN 2.50 2.26 2.36 2.13 1.83 1.54 1.74 1.06 2.42 1.68 7.55 2.04 1.14 0.67 2.19 2.16 4.00 7.21 1.09 0.63 1.31 0.70 1.27 1 0.95 MAX -MIN 4.76 4.76 4.49 4.49 3.37 3.37 2.80 2.80 4.10 4.10 9.59 9.59 1.81 1.81 4.35 4.35 11.21 11.21 1.72 1.72 2.01 2.01 2.22 2.22 Estimated SHGW (ft amsl) 368.0 365.0 362.5 368.5 368.0 369.0 Base Grade Elevation (ft amsl) 373.9 373.3 373.7 374.4 Distance btwn. Base Grade and SHGW (ft) 5.9 4.8 5.7 5.4 AVERAGE MAX -MEAN' AVERAGE MAX -MIN Notes: 1.) it AMSL = feet above mean sea level 2.) -- = not measured or no data 3.) TOC = top of casing 4.) DTW = Depth to Water 5.) NI = not installed 6.) MW = monitoring well 7.) TOC and water elevation data for dates prior to October 2007 from HDR Engineering, Inc. of the Carolinas Semi -Annual Monitoring Reports and the July 2006 Water Quality Monitoring Plan. 8.) Groundwater elevation for MW-3 for April 2017 is from April 13 (not April 11) due to meter malfunction on April 11. 9.) Average Max -Mean and average Max -Min were calculated using only Max, Mean and Min daa of last 10 years 10.) Estimated Seasonal High Groundwater Concentration = MAX Groundwater Concentration + 2 feet (except where the MAX groundwater elevation exceeds the calculated value in this case the MAX groundwater evelation was used as the estimated seasonal high); For design purposes the estimated seasonal high was rounded to the nearest 0.5 foot. 11.)=Piezometers and groundwater monitoring wells within or immediately adjacent to the proposed Cell 6 footprint (calculated estimated seasonal high groundwater levels) 12.)��=Groundwater monitoring well (not located within the proposed Cell 6 footprint; however, in close proximity to Cell 6 GOLDER Page 2 of 2 FIGURES A. YMAIYz�t d 04YiL r 1 E Pmi' GrDve k _ idff LL.. Cr 17 1 Km �, �_ �,..�. x� _fir Ir• +, y �`+., _ _ Km r j I� � ��ti .I Sri. •.- � . �, {"T��' r! u _ ." . -Lt @• �� L- } .��r C C } LEGEND Property Line 2,000 1,000 0 2,000 Geological Formation Middendorf Formation - Cretaceous in age; Composed SCALE 1:24,000 FEET of sand, sandstone, and mudstone, gray to pale gray Km with an orange cast, mottled; clay balls and iron - cemented concretions common, beds laterally PROJECTIREPORT discontinuous, cross -bedding common. MOORE COUNTY C&D LANDFILL Pinehurst Formation - Tertiary in age; Composed of (PERMIT #63-01) Tp sand, medium- to coarse -grained, cross bedding and rhythmic bands of clayey sand common, unconsolidated. TITLE REFERENCES GEOLOGIC MAP OF STUDY AREA Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet PROJECT No. Geologic Map obtained form the NCGS geol.shp file. G a L D E R 1895531 Geologic Descriptions provided by the USGS Mineral Resources On-line Spatial Data webpage. Golder Associates NC, Inc. FIGURE 1 14 13 12 11 tip 10 W 2 U 9 Z Z O 7 Q ~ a 6 w 5 IL 4 3 2 1 4 0 TTL M MMMC> O OO OOrrrrrrNNNNNNMMMMMM�E��Lf7 LC�ln LC')Lli Lf7 CO C9 CD Cfl CO CO ti11 t`ti[`ti00 ODM WMaO �Cn� OOOOrrr r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r v��o L'mCD � m o cam Laio'vcamm�aommomm o cam O m�� CD o mmo m m� a) o m m � �coz�5 co qz—qzU)2: U)z—�m � cqz�� cqz�� coz�� U)z�� MONTH AND YEAR +MONTHLY PRECIPITATION TOTALS —AVERAGE MONTHLY PRECIPITATION DATE:09/03/19 Title: Project# 1895531 MONTHLY PRECIPITATION (2009 — 2019) — WHISPERING Figure 2 Prepared By: DEC PINES AND JACKSON SPRINGS, NC G O L D E R Reviewed By: DYR MOORE COUNTY LANDFILL 385 380 375 q 370 F w w Z O 365 � T w 360 355 350 m m m m O d O O d O r N N N N N N[ l t+7 P 7 c+f co c+7 v v V v Ln Lo Ln Ln Lo Ln w w co m m w IL !~ I— I'- I— ti m m m m m m m m 0 0 0 0 o r 77 77 r 777 r 7 r 777 7 r r !7 r 77 r 77 r r r 7 r!7 !7 r r r r r r r r r !7 r r r r r r r r r r r r r r r r r r r r r r r r r r r E r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N g fD ma N N V O N N g CD m O N N g( m O N N V (O m O N N V ffl m O N N V 10 m O N N V O O O r r O b O O r r O G O O r r O O O r r O O O c3 r r O 6 O O r r O 6 O O r r O G a O r r O 6 O O r r d G O cD r r O G A MW-17S —A MW-17D +MW18 PZ-1 Date —) PZ-2 —PZ-3 BMW-4—e—mm1'ES —BMW-11❑ —;M—M V-11SR—MW-11DR fMW-16S---MW-16ZD BMW 14—BMW-130 fMW-I3S DATE:09/03/19 Title: Project# 1895531 GROUNDWATER ELEVATION SUMMARY FOR SELECT Figure 3 Prepared By: DEC WELLS AND PIEZOMETERS G O L D E R Reviewed By: DYR MOORE COUNTY LANDFILL DRAWINGS PERMIT DRAWINGS FOR MOORE COUNTY CONSTRUCTION AND DEMOLITION LANDFILL PERMIT AMENDMENT (PERMIT NO. 63-01 -CDLF-1 992) - VOLUME 2 ISSUED FOR NCDEQ APPROVAL DECEMBER 2019 VICINITY MAP NOT TO SCALE S - PROPERTY OWNER & DEVELOPER: OF COUNTY = 4oJNSV +9F 520ORE 277 US HWY 15/501 184 PO BOX 1927 _ �9�F } nQo2 CARTHAGE, NORTH CAROLINA 28327 �FNORTN�P CONTACT: CHAD BEANE, SOLID WASTE MANAGER _ PHONE: (910) 447-3637 LINDEN NO � \ v�P� �?l N� x [OiTON fT 1/.RNEttE sT UI -4— Yf,r,•hur.. E.° o,XNlxs s,Jac Lnkv Hamlet �\ � �� ` � pNpEPsxND'DP EYIREss VD� 1 V (�o e Ci --� She ood Faek kE � > a A > � DSEI.wD an 2000 EFERENCE: USGS 7.5' TOPOGRAPHIC QUADRANGLE MAPS- SOUTHERN PINES, NC 2013, AND WEST END, NC 2013. SITE LOCATION MAP SCALE: AS SHOWN SITE ADDRESS: 456 TURNING LEAF WAY ABERDEEN. MOORE COUNTY, NORTH CAROLINA DRAWING LIST Sheet Number Sheet Title 01 COVER SHEET 02 PIEZOMETER AND MONITORING WELL LOCATION MAP 03 GROUNDWATER SURFACE CONTOUR MAP -APRIL 2, 2019 04 HYDROGEOLOGIC CROSS -SECTIONS - LINES OF SECTION WITH PROPOSED BASE GRADES 05 HYDROGEOLOGIC CROSS -SECTIONS A -A', B-B', C-C', AND D-D' 06 SEASONAL HIGH GROUNDWATER CONTOUR MAP WITH PROPOSED BASE GRADES PLANS PREPARED BY: GOLDER ASSOCIATES NC, INC. 5B OAK BRANCH DRIVE GREENSBORO, NORTH CAROLINA 27407 CONTACT: BEN DRAPER, P.G. PHONE: (336) 852-4903 GOLDER a c) U W ❑ N O � N � O W w 0 N ❑ U Z Of m u Y LZ LU m of M 17 M Im W G V a LU U, N LU 'o 70 REV. DRAWING 0 DH-1 (\ \ DENSE VEGETATION I I 1 \ �\ \ J/ l\ � \DENSE GETATION/- r� \ \i DENSE \\ \ D] E VEGET ION .' -- � DENSE VEGN 1 , I \ / M W-4 / \%/ \ GP-15R DENSE VEG A N I; V \ I 1 I 5 I 0 0 / DENSE VEGETATION DENSE VEGETATION PRESI � vR6 PREP \ \ PZ-1 \\ \ MW-16S\ o O MVW16D a c \ MW-17S - 1 AW-17D �� y A GP-14R ©GP-14 \ �Pz2 1 \ is DFT� VEGE TION ` 1 �PZ3 0 GP-1\3RR L\ MW--18. _� \ _ �RENSj': �!iGETA740 -.... - _ DE E VEGETATION \\ \ \ \DENSE VEGE DENSE VEGETATION M W-11 DR OGP-15R METHANE PROBES r �� 410 O MW-17D GROUNDWATER WELLS MW-115 �L p,G �(} t .PMw-s �PZ-2 PIEZOMETERS MW 11 D,�� P�q\6� PGR�S� 1391 450 ' REFERENCES 1. EXISTING TOPOGRAPHY OUTSIDE OF ACTIVE AND PROPOSED LANDFILL PROVIDED BY 1 PHOTOGRAMMETRIC METHODS BY CARTOGRAPHIC AERIAL MAPPING FOR BRADY SURVEYING COMPANY DATED JUNE 13, 2008 AND LANDAIR SURVEYING, INC. 1 I460 � � / DATED MARCH 24, 2000. 2. EXISTING TOPOGRAPHY WITHIN ACTIVE AND 4VV-14 I I PROPOSED LANDFILL PROVIDED BY SPATIAL DATA II CONSULTANTS INC. DATED JUNE 14, 2018. 3. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT 1 DATED NOVEMBER 1984. I 4. SURVEY DATA IS BASED ON NORTH CAROLINA STATE 1 PLANE COORDINATE SYSTEM NAD83; NAVD88; US SURVEY FOOT. NOTES 1. TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET 1 7❑1� Q MW 7 2. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT " � I DATED NOVEMBER 1984. ITS LOCATION IS RELATIVE .J TO TOPOGRAPHY APPROXIMATE BY HDR ENGINEERING, INC. t I 3. EXISTING TOPOGRAPHY WITHIN ACTIVE AND PROPOSED LANDFILL PROVIDED BY MATTHEWS LAND SURVEYING & MAPPING, PLLC DATED APRIL 17, 2015 1 "A M�3S 0 AND JUNE 2018. Ago - I' 7DENSE VEGETATION \` LEGEND TTAT_ION _ \ — ,�i / PROPOERTY BOUNDARY 350 EXISTING TOPOGRAPHY (2 CONTOUR INTERVAL) 9E VEG�E'ATIDN—�� / -- -- EXISTING ACCESS ROAD - -N'/ LIMITS OF CELL BOUNDARY 50' STREAM BUFFER p0 \ "\ DENSE VEGETATION — 50' PROPERTY BUFFER DENSE -VELETA— — �`-SMW 13D�'\ i // DENSE VEGETATION DENSE VEEETA TION -- DENSE VE ATION 7 NAINTEN \ / �— BUILD � _ d DENSE VEGETATION DENSE VEGETATION DENSE VEGETATIO ON -\ —� — STATION - — DENSE VEGETATION m m N N a U N ? U U z z w o N U > U 2 = z N wLL, z of o °u z in I Of LD Y U) w z O >O O z 0 ❑ LL, U c°�zoc m U d 2 ~ lz W O z N Z J 06 uJ 'C7 Q - y o j 0 J 0 Fx 2O m o�dU 0 w ° o w O - (o J ' x of w z z N O a zG z O g< c o UJ Z a Q Z. C� z o_Iz �z = wow � � _ w0 ~ z� U w w OQ N V U Lo w �- � O O In m � JlL � — O w a0 - a2 V Q �d J 0- o_� 100 a 100 200 SCALE FEET REV. DRAWING 0 DH-2 ON VF6E DENSE VEGETATION �' \ / / \ -/ LEGEND — DENSE WT- SS�/ / - t2, PROPOERTY BOUNDARY - --- ------ �� F �9Tro �� 350 EXISTING TOPOGRAPHY I (2' CONTOUR INTERVAL) \ / DE \ CO y --- EXISTING ACCESS ROAD � - DENSE J7S0 . i DENSE VEGETATION \ DENSE VEGETATION M GETATTOA 8E veaE 170N \ `9 i ✓ / / LIMITS OF CELL BOUNDARY _'\� \� % �"`> .� -- — 50'STREAM BUFFER -MW111 DR DENII VEGETATION — — — 50'PROPERTY BUFFER 371. - DENS VEGETATION cy) MW-11SR �� - 380 POTENTIOMETRIC GROUNDWATER I DENSE vltcETATION, CD�m �'V �l-� CONTOURS DENSE VEGETATION -4*-- MVw11S LZ GROUNDWATER FLOW SEGMENTS J.\ i / 37209 �� E �� P b P MW-6 D VEGE11'ATION /' Mw 11 D PG� DES �o - �� sev.ue GP-15R METHANE PROBES E l3 a��— O MVw17D GROUNDWATER WELLS AND ELEVATIONS I PZ_2 PIEZOMETERS AND ELEVATIONS DENSE VEGETATON PIG I PIPG SI lg0 ° o° la6R �_ y �� - o� REFERENCES 1. EXISTING TOPOGRAPHY OUTSIDE OF ACTIVE AND PROPOSED LANDFILL PROVIDED BY PHOTOGRAMMETRIC METHODS BY CARTOGRAPHIC PC'(\�� a PG J / / AERIAL MAPPING FOR BRADY SURVEYING COMPANY DENSE VEGETATION l ' /j/� ' �� DATED JUNE 13, 2008 AND LANDAIR SURVEYING, INC. DATED MARCH 24 2000. \ MW-4 7 - 5 L ' //, /� 2. EXISTING TOPOGRAPHY WITHIN ACTIVE AND 360.\ss MV�14 .F I c E�'' ��Sl� 7 / AA � � � /' PROPOSED LANDFILL PROVIDED BY SPATIAL DATA I / 'GP-15R M w� 6. \ I ' I 383.94 CONSULTANTS INC. DATED JUNE 14, 2018. NSE IVEGEA N I r. I I^ p Pl �' �� / ' 3. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT DATED NOVEMBER 1984. 367.31 � L 4. SURVEY DATA IS BASED ON NORTH CAROLINA STATE ' \ PLANE COORDINATE SYSTEM NAD83; NAVD88; US SURVEY FOOT. i � II II � M � � � � � I�� II I / / /� , I � � � NOTES \ I M W-16 I 1, TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET I 1 00010 1 367.50 � � � T i �'I \ �\ 1 MV�16/ I OMW-7 2 GROUNDWATER SURFACE CONTOUR INTERVAL FEET 387.37I ' \ 386.77 1 38W487S i 0� � 3. GROUNDWATER ELEVATIONS MEASURED ON APRIL 2, �Q� N rn Ah, _ 2019. S ° % 4. GROUNDWATER CO NTOURS BASED ON LINEAR �2 V\\36�7.54 A _ KNOWN �,Q INTERPOLATION BEEN AND EXTRAPOLATION GP-14R G 4 \ �- I ' � _ - -_ FROM OWN DATA TOPOGRAPHIC CONTOURS, AND � KNOWN FIELD CONDITIONS. THEREFORE, io DENSE v➢GETATw� GROUNDWATER CONTOURS MAY NOT REFLECT �� nENBE-ncETATIo - _ - �A ACTUAL CONDITIONS. PZ 2 , , A20 - MW-13DT\ 36688 1 ` j46 f, \ ,_--- \\ , ♦ 5. GROUNDWATER CONTOUR LINES SHOW THE WATER ` TABLE SHAPE AND ELEVATION. THESE CONTOURS \ V �✓ 7 : ' �j ' A ARE INFERRED LINES FOLLOWING THE 410 // ; \ \ OO DENSE v➢c➢maml GROUNDWATER SURFACE AT A CONSTANT neE vEce xsrArloN �p ELEVATION ABOVE SEA LEVEL. DEN VEG ` ,{-4- �' DENSE VE / ATION 6. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT 390 DATED NOVEMBER 1984. ITS LOCATION IS RELATIVE A Q GP-1� TO TOPOGRAPHY APPROXIMATE BY HDR 380 .�✓� \�'� ` ��- MWTB ENGINEERING, INC. DENSE VE ATION O \ OMW-18.` 384.32 \ 353.55' --- / / 7. EXISTING TOPOGRAPHY WITHIN ACTIVE AND \ GP-13 - - - _ _ - - fj� i vDjs n / / \\ PROPOSED LANDFILL PROVIDED BY MATTHEWS LAND e \ SURVEYING & MAPPING, PLLC DATED APRIL 17, 2015 \� NAINTEN / AND JUNE 2018. 'VE VEGETATION_ ---` / ` BUDD Nr?ENsF�'¢cssaaTox- 'C _ DENSE VEGETATION _ I DENSE, VEGETATION r \ DENSE VEGETA\N \ �J\ / /j DENSE \DENSE VEGETATION .p 0 ---MW-3 02 358.12— VEGETATION- , \ 1 SEER ' ` 31'ATION \\ DENSE VEGETATION 100 a 100 200 SCALE FEET w a- > ft� w Y U m= U i ❑ Q U z LD a- w K ❑ z O a U w m 0 Q o w Of U N ? U U O z z w v U 2 = z N w z it o °u a O Z < in Of LD U) Y z W z O ❑WOw� O U of 00 O] Q' M (0zTo m U a = Ix ~ W O z N Z J W O O w o'O= ZO m Of co pw wo o�Ei dU z o 0 m 1. 1 Q - M H ofO 1.1. z O w _ V y J J O w V U 0 U Z g � z y Q F- Lu 0 J Z. U Z H d 9 Z �rn w w �' W _ of Z N z U of I J U Lo o Lc) boa 3Lu � a� T< P:0< 0EV. DDH 3 / DENSE VEGETATION DENSE VEGETATION II I� \ I l\ � \DENSE GETATION DENSE \\ \ D. E VEGEATION DENSE VE 1� M W-4 DENSE VEG A N1 V I� I ICI AI I 0 MW-17S ,� ME VEGETATION\ \� j -- % LEGEND ' ----: DENSe vscETA'noNSA pROPOERTY BOUNDARY 350 EXISTING TOPOGRAPHY (2' CONTOUR INTERVAL) DENSE VEGETATION -- DENSE VEGETATION _. �\\ �— _ _ _ _ _ = EXISTING ACCESS ROAD "P E VEGE DN 50' S REAM BUFFER NDARY MW-11DR DENSE VEGE — — 50' PROPERTY BUFFER TATION — — 372 — PROPOSED BASE GRADE TOPOGRAPHY MW-11SR �� (2' CONTOUR INTERVAL) MW-115 /2 410 O, P�Q 5a P Mw-6 MW 11D„ GEC PG�� PGx--- �r aao / �qG� aso REFERENCES 1. EXISTING TOPOGRAPHY OUTSIDE OF ACTIVE AND PROPOSED LANDFILL PROVIDED BY PG��V PGRESI�/ j 7 PHOTOGRAMMETRIC METHODS BY CARTOGRAPHIC AERIAL MAPPING FOR BRADY SURVEYING COMPANY DATED JUNE 13, 2008 AND LANDAIR SURVEYING, INC. DATED MARCH 24, 2000. 1 2. EXISTING TOPOGRAPHY WITHIN ACTIVE AND MW-14 I PROPOSED LANDFILL PROVIDED BY SPATIAL DATA CONSULTANTS INC. DATED JUNE 14, 2018. 3. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT DATED NOVEMBER 1984. 1 4. SURVEY DATA IS BASED ON NORTH CAROLINA STATE \ C PLANE COORDINATE SYSTEM NAD83; NAVD88; US SURVEY FOOT. NOTES MW-16.�. 1. TOPOGRAPHIC CONTOUR INTERVAL =2 FEET M W-7 2 GROUNDWATER SURFACE CONTOUR INTERVAL =5 FEET 3. GROUNDWATER ELEVATIONS MEASURED ON APRIL 2, L I I 2019. 4. GROUNDWATER CONTOURS BASED ON LINEAR INTERPOLATION BETWEEN AND EXTRAPOLATION �S E vecETAT[ox n�NSE-vEcal'ATIo FROM KNOWN DATA, TOPOGRAPHIC CONTOURS, AND i DExsKNOWN FIELD CONDITIONS. THEREFORE, W-13D�". _ __ �'1I GROUNDWATER CONTOURS MAY NOT REFLECT } PZ 2 \ 42p / / _ - \ I'N�. ACTUAL CONDITIONS. \•• 1\ / // / i� - \� - I \\ \, 5. GROUNDWATER CONTOUR LINES SHOW THE WATER TABLE SHAPE AND ELEVATION. THESE CONTOURS DENSE VEGETATION Q10 i♦ /// \ _/ 1 ",/ // l �! •�` / DENSE VEGETATION \ \ ARE INFERRED LINES FOLLOWING THE VEGETATIoN �__ GROUNDWATERELEVATION ABOVE SURFACE AT A CONSTANT � \ ELEVATION ABOVE SEA LEVEL. = DENSE ------- \�C 390 i — — �CF 6. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT PZ-3 DATED NOVEMBER 1984. ITS LOCATION IS RELATIVE /- 380 .�/ - �O My�g TO TOPOGRAPHY APPROXIMATE BY HDR DENSE vE AnoN — / 'BO ENGINEERING, INC. 7. EXISTING TOPOGRAPHY WITHIN ACTIVE AND PROPOSED LANDFILL PROVIDED BY MATTHEWS LAND MAINTEN / \ IMA PPING, PLLC DATED APRIL 172015 DEEunD AND JUNE 2018 �� (� •Q \\ I __ DEVZGETATIDN y DENSE VEGETATION i /m � DENSE/VEGETATION / � DEPiSE VEGETA\N \\• �J\ \.... /j DENSE \ \ i \- \DENSE VEGE \. \ '10 0. VEGETATION SON -\ —� — STATION r � / \ 1 \ DENSE VEGETATION w a > ft� w Y U m= U cl Q U z (D d w K ❑ z O a D U w 00 ❑ m ❑ N o w U N ? U U d Z z w v N U Q O U U 2 = Z y a N W Q of 0 cDi Of O Z aZQ'in Of m 0) w z O z o ❑ LIJ d c) of O U G0 d' (D z N (D m U a = ~ lz O W z N Z J W O O w o O= _ zooD co o o�dU z ° o N N W LLI Z m I G Z O - ch J O LLJ ~ ON m w Q d Z V W W 01. y O W0 LL: Of OO z�L% gQ� V d ZO �= o UOLLJ z Z. j w 0zZ O_ U W O V' F- z w U ELIE3OCmIt 00 W W U Lo F -LL orn 100 a 100 2D0 SCALE FEET REV. DRAWING 0 DH-4 A A' cl 38 37 36 34 33 0 SEDIN p TRIBUTARY TO HORSE CREEK 0 � O F w 0 w 0 0 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 9+99 HORIZONTAL DISTANCE (FT) TRIBUTARY TO, HORSE CREEK E MEE NONE lop Rim mom SEEM MEMO NOMINEE - m NE MIN NEE I C C. aos 39 38 3 i LL 37 z ( O = w w 36 35 34 33 400 390 380 370 LL z 0 w 360 w 350 340 6 330 - 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 HORIZONTAL DISTANCE (FT) NONE I 0 0 B U) ❑ 0 0 B' SEDIMENTATION BASIN UTARY ORSE =K 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 HORIZONTAL DISTANCE (FT) LEGEND ----- EXISTING GRADE — — — ESTIMATED TOP OF CLAY SURFACE SEASONAL HIGH GROUNDWATER SURFACE D D' — — — PROPOSED CELL 6 BASE GRADE 40 39 38 37 LL z 36 w 35 34 33 32 00 EL 361.84 APRIL 2, 2019 GROUNDWATER ELEVATION SAND 90 CLAY d 0 80 PIEZOMETER OR MONITORING WELL 70 LL z 0 O w w 50 0 NOTE: 30 ALL PROFILE VIEWS SHOW A 10x VERTICAL EXAGGERATION. m 6 20 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 HORIZONTAL DISTANCE (FT) 100 0 100 200 SCALE FEET o-■■■■■ ■■■■■■■ ■■■■■■■ .NOON■ ■■■■■ ■■ NONE ■■ mom mom �;_■�■■■ ■■■■ M■■■■ ■E■ NEON■ HORSE MEIN 0 yi W a > ft� w Y ❑ w m= U > ❑ Q U 8- w z O F a U N W N ❑ m ❑ it o � N o w N N W U N ? U U d Z z W o N C) Lu Q O U U Z = Z N W z it o a z < LL' Q � in N � (� >O Y N O w z z ❑LL10w O U 0 (U7 zm C7 coU d 2 Ix ~ O W 0 � N Z J LU C) Q - z j 0 J 0 FAO= wood_ w o�dU w ° o z 9O co co �' vI H z O d W S21. Z O fn LL i U O z z gLL.QF- v zo yo UG LLJ �o 0 Z. o?z oa U z w w.- CC U z � W O V U O of W � w W Jp U L w - a�30 VQ REV. DRDHG O5 DENSE VEGETATION Dose vsGHTA_uN�� - PROPOERTY BOUNDARY i - LEGEND ----______ \, , 350 EXISTING TOPOGRAPHY N E v- - GN: , �, (2' CONTOUR INTERVAL) DENSE VEGETATION l DENSE VEGETATION _.._. - \\ �- _ _ _ _ _ = EXISTING ACCESS ROAD \ - \DENSE GETATION - ,i' / J _.._ _.. LIMITS OF CELL BOUNDARY � L _ — 50' STREAM BUFFER e_ DENSE VEGETATION SE — — — — 50' PROPERTY BUFFER DENS VEGETATION'S \, SEASONAL HIGH GROUNDWATER C /-� DENSE vecETATION.- J MW 91SR� � �� - � � 377 CONTOURS DENSE VEGETATION-�� — 372 — PROPOSED BASE GRADE TOPOGRAPHY (2' CONTOUR INTERVAL) D)�E VEGEATION - �� JA DES _ �A �Ja MW-s � MW 11D, �3 a3 �C� 0GP-15R METHANE PROBES QMW-17D GROUNDWATER WELLS DENSE VEGETa117GN i -' G P.G��.( �G�ESI - 440 / / PZ-2 PIEZOMETERS aso REFERENCES 1. EXISTING TOPOGRAPHY OUTSIDE OF ACTIVE AND PROPOSED LANDFILL PROVIDED BY PHOTOGRAMMETRIC METHODS BY CARTOGRAPHIC I -=�� 1 / 6NSE VETA ION AERIAL MAPPING FOR BRADY SURVEYING COMPANY •/A - 5 DATED JUNE 13, 2008 AND LANDAIR SURVEYING, INC. M W-4 / DATED MARCH 24, 2000. ��' Mw-1a I �I GP-15R 2. EXISTING TOPOGRAPHY WITHIN ACTIVE AND DENSE vec A N� � P, �6' , / / PROPOSED LANDFILL PROVIDED BY SPATIAL DATA CONSULTANTS INC. DATED JUNE 14, 2018. II 1`h 1 PZ Il I 9 I / I I 3. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT % , ` \ , I I �•� p DATED NOVEMBER 1984. 4. SURVEY DATA IS BASED ON NORTH CAROLINA STATE PLANE COORDINATE SYSTEM NAD83; NAVD88; US SURVEY FOOT. MW-165� NOTES C ' � I A� �16D � M � QMW-7 \ I 1. TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET MW a. 2. GROUNDWATER SURFACE CONTOUR INTERVAL - s FEET -AG - 4 I \ _ \ 4A0 , - I / 3. GROUNDWATER CONTOURS BASED ON LINEAR 1 INTERPOLATION BETWEEN AND %`"` ----- - - I II - - - FROM KNOWN DATA TOPOGRAPHIC THE IC CONTOURS, AND DENSE VEGETATION KNOWN FIELD CONDITIONS. THEREFORE, �V L, PZ 2 A20 O MW-13D�� GROUNDWATER CONTOURS MAY NOT REFLECT - �� ACTUAL CONDITIONS. p -� 4. GROUNDWATER CONTOUR LINES SHOW THE WATER TABLE SHAPE AND ELEVATION. THESE CONTOURS l \ \ ` Q1D ♦�` DENSE VEGETATION ARE INFERRED LINES FOLLOWING THE \\DENSE vecerAnoN \ GROUNDWATER SURFACE AT CONSTANT nr> E VEGF4MON\ \ ELEVATION ABOVE SEA LEVEL. - \ \ _ \,\ DENSE VeG' ATION 90 \qC' 5. ELATIVE PZ 3 / \ �� PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT / _ DATED NOVEMBER 1984. ITS LOCATION IS R -�,.GP-1KR� - 38 Q W-8 ENGINEERING, C PROXIMATE BY HDR ham\ _ /. / \ ,i \� �r�� TO TOPOGRAPHY AP MW 18.'/� \ —_—D _ I I DENSE VE ATION ' \\ M _-�-}--- GIN � GP-1 � ---- � � .' / �� j n / 6. EXISTING TOPOGRAPHY WITHIN ACTIVE LANDFILL RAND LANPROPOSED D /MAINTEN \ ' / / \\ SURVEYING & MAPPING, PLLC DATED A RILE 7, 2015 BUILD � / AND JUNE 2018. \ ENSH SS \ \\ 'VEGETATION i i i i DENSE Vb>iETATION l DENSE/VEGETATION vvalb , DEh4➢ VEGETA\ N \ �J\ /j DENSE VEGETATIC} \ i SFEE \\ \\ STATION \DENSE VEGETATION i DENSE VEGETATION / "�a v MW-3 Ioo o Ioo zoo - 8`➢O $o \ �� jam- �� \ \ :--- --� SCALE FEET w a > W o- Y U m= U Y ❑ Q U z LD d CO tr ❑ z 0 IL m U w m N ❑ m ❑ N o w it U N ?U U O Z z w o U 2 = Z N w z it 0 O Z Lu (D Y N O W Z 0 Z W ❑ O w ° 33033 C..) of O U G] K (7 z . (3 3 co U d 2 ~ O W z N Z J W O O m 0 0= w z o o�dU ° o z 1. o O lw - M Z ON U G W of a a� y z ?� W O Z Q Q MQM = W U U O G LLI gLL= �N y 0 W of = d WO as � 0 00 ZF U U Z = _ 12 O ? Z _ ' wow Z z� U 0 of (n U Lo 'F a V Q REV. APPENDIX DH-A BORING LOGS AND WELL CONSTRUCTION DIAGRAMS AND WELL DEVELOPMENT FORMS Cell 6 - Boring Logs RECORD OF BOREHOLE GP-13R SHEET 1of 1 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,405.06 DEPTH W.L.: N/A PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,208.08 ELEVATION W.L.: N/A DRILLED DEPTH: 10.00 ft DATE COMPLETED: 5/31/18 GS ELEVATION: 367.1 DATE W.L.: N/A LOCATION: Aberdeen, NC TOC ELEVATION: 370.29 ft TIME W.L.: N/A SOIL PROFILE SAMPLES Z U ELEV. O Z w O PIEZOMETER PIEZOMETER is v v a 0 W a BLOWS O DIAGRAM and NOTES CONSTRUCTION ❑ w DESCRIPTION O J per 6 in ; w DETAILS uJ D DEPTH CO 1401b hammer ZZ 30 inch drop 0 0.00-2.00 1/4„ WELL CASING SILTY SAND, medium sand, little silt and SM 1 a 2-2-2-4 4 2.00 Bentonite — Interval: 0'-3' clay, trace fine sand, yellowish brown, loose, Y Y cn 2.00 pellets Material: Schedule 40 PVC dry 365.1 Diameter: 2" 365 Joint Type: Threaded 2.00 - 4.00 2.00 SAND, medium sand, zones with higher clay 2.00 content, trace fine sand, yellow, loose, moist SP 2 a. 2-3-3-4 6 2.00 WELL SCREEN 363.1 #2 Filter Interval: T-10' Sand Material: Schedule 40 PVC 4.00 - 6.00 4.00 5 SAND, medium sand, little silt, trace fine SP 3 3-3-3-5 6 1 70 Diameter: 2 Slot Size: 0.010" sand, yellow, loose, moist EL 2 00 End Cap: 361.1 6.00 - 8.00 6.00 FILTER PACK SAND, medium sand, little silt, trace fine 1.50 0.010" Interval: 2'-10' 360 sand, yellow, loose, moist SP 4 uai 4-2-2-4 4 2.00 Slotted — Type: #2 Filter Sand 359.1 Screen FILTER PACK SEAL 8.00 Interval: 0'-2' Type: 1/4" Bentonite Pellets 10 357.1 ANNULUS SEAL Boring completed at 10.00 ft Interval: N/A Type: N/A WELL COMPLETION 355 Pad: 3'x3'x6" Protective Casing: Steel DRILLING METHODS Soil Drill: 4.25 inch HSA 15 350 20 345 25 340 30 335 35 330 40 LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R RECORD OF BOREHOLE GP-14R SHEET 1of 1 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,680.01 DEPTH W.L.: N/A PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,109.63 ELEVATION W.L.: N/A DRILLED DEPTH: 10.00 ft DATE COMPLETED: 5/30118 GS ELEVATION: 372.05 DATE W.L.: N/A LOCATION: Aberdeen, NC TOC ELEVATION: 374.78 ft TIME W.L.: N/A SOIL PROFILE SAMPLES Z U ELEV. O Z w O PIEZOMETER PIEZOMETER is v v a 0 w a BLOWS O DIAGRAM and NOTES CONSTRUCTION ❑ w DESCRIPTION O J per 6 in ; w DETAILS w D H CO fin) 140 lb hammer ZZ 30 inch drop 0 0.00 - 0.70 SP . 37135 1/4 WELL CASING Organic layer, SAND, sand with sift and 1 Q. 1-1-2-2 3 2.00 Bentonite- Interval: 0'-3' 0.70 clay, dark brown, loose, very dry SP 2 00 Pellets Material: Schedule 40 PVC 0.70 - 2.00 370.05 Diameter: 2" 370 SAND, medium sand, little fine sand Joint Type: Threaded 2.00 2.00 - 3.50 SAND, medium sand, little fine sand SP - 368.55 2 2-1-2-3 3 2.00 2.00 WELL SCREEN #2 Filter Interval: T-10' 3.50 - 4.00 SC 368.05 CLAYEY SAND, medium sand, little clay, Sand Material: Schedule 40 PVC SC - 367.55 5 trace fine sand, yellow to light yellow, very 3 3-6-8-11 14 2.00 Diameter: 2 Slot Size: 0.010" 4.50 loose, moist SM 2 00 End Cap: 4.00-4.50 366.05 CLAYEY SAND, medium sand, little clay, FILTER PACK 6.00 trace fine sand, yellow to light yellow, very 2 00 0.010" Interval: 2'-10' 365 loose, moist SP 4 6-8-10-14 18 2 00 Slotted - Type: #2 Filter Sand 4.50 - 6.00 364.05 Screen SILTY SAND, medium sand, little silt, light FILTER PACK SEAL 8 00 yellow, compact, moist Interval: 0'-2' SP 5 a_ 3-3-3-3 6 2:00 Type: 1/4" Bentonite Pellets 6.00 - 8.00 SAND, medium sand, little fine sand, trace 10 clay, yellow to yellowish red, compact, moist 362.05 ANNULUS SEAL 8.00 -10.00 Interval: N/A SAND, medium sand, little fine sand, trace Type: N/A clay, yellow to yellowish red, compact, saturated WELL COMPLETION 360 Pad: 3k3S Protective Casing: Steel Boring completed at 10.00 ft DRILLING METHODS Soil Drill: 4.25 inch HSA 15 355 20 350 25 345 30 340 35 335 40 LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R RECORD OF BOREHOLE GP-15R SHEET 1of 1 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 510,038.89 DEPTH W.L.: N/A PROJECT NUMBER: 1895531 DATE STARTED: 6/4/18 EASTING: 1,852,041.09 ELEVATION W.L.: N/A DRILLED DEPTH: 10.00 ft DATE COMPLETED: 6/4/18 GS ELEVATION: 364.85 DATE W.L.: N/A LOCATION: Aberdeen, NC TOC ELEVATION: 367.73 ft TIME W.L.: N/A SOIL PROFILE SAMPLES Z O U ELEV. O Z w PIEZOMETER PIEZOMETER la v v a 0 W a BLOWS O DIAGRAM and NOTES CONSTRUCTION ❑ w DESCRIPTION O J per 6 in ; w DETAILS uJ D H CO fin) 140 lb hammer ZZ 0 30 inch drop 0.00 - 2.00 1/4" WELL CASING SAND, fine to coarse sand, some clay, light Y 9 SP 1 H a 3-2-2-4 4 1.70 Bentonite- Interval: 0' -3' brown, subrounded coarse sand, coarse m 2.00 Pellets Material: Schedule 40 PVC sand increasing with depth, very loose, dry 362.85 Diameter: 2" 2.00 - 4.00 2.00 Joint Type: Threaded CLAYEY SAND, fine to coarse sand, light 1.70 tan to white, loose, moist SC 2 3-3-4-4 7 2.00 WELL SCREEN 360.85 #2 Filter Interval: T-10' 4.00 - 4.40 SP Sand Mater al: Schedule 40 PVC 5 360 SAND, fine to medium sand, brown, very CL 4.40 3 H 2-1-5-6 6 2 00 Diameter: 2 Slot e: 0.010" loose, moist 35925 Q_ 2.00 End Ca 10 355 15 � 350 20 4- 345 25 4- 340 n 1 30 4- 335 35� 330 40 � 325 4.40 - 5.60 SANDY CLAY, some coarse sand, light tan from 4.4'-5.T, black from 5.V-5.6', soft, W>PL 5.60 - 6.00 Lb=oyis's AND, medium to coarse sand, J, .80 CLAY, medium to coarse sand, light d some light brown, soft, W>PL 6.80 - 8.00 SAND, fine sand, some clay, light grey to white, very loose, moist 8.00 - 8.50 SANDY CLAY, fine to coarse sand, light grey and white, soft, W>PL 8.50 -10.00 GRAVEL and SAND, coarse sand, orange-brown,subangular and subrounded, loose, wet Boring completed at 10.00 tt SP P� CL gg 0 FILTER PACK 35$.�5 1.50 0.010" Interval:2'-10' 6.80 4 IL 2-2-2-5 4 2 00 Slotted - Type: #2 Filter Sand SP 356.85 Screen CL 356.35 FILTER PACK SEAL 8.50 Interval: 0'-2' SP o,/� o: 5 a_ 3-4-6-4 10 2:00 Type: 1/4" Bentonite Pellets 1, 354.85 ANNULUS SEAL Interval: N/A Type: N/A WELL COMPLETION Pad: 3'x3'x6" Protective Casing: Steel DRILLING METHODS Soil Drill: 4.25 inch HSA LOG SCALE: 1 in = 5 ft GA INSPECTOR: W. Ballow DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R RECORD OF BOREHOLE MW-17S SHEET 1of 1 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,704.03 DEPTH W.L.: 11.79' PROJECT NUMBER: 1895531 DATE STARTED: 6/4/18 EASTING: 1,852,096.70 ELEVATION W.L.: 362.37 DRILLED DEPTH: 18.00 ft DATE COMPLETED: 6/4/18 GS ELEVATION: 371.45 DATE W.L.: 6/11/18 LOCATION: Aberdeen, INC TOC ELEVATION: 374.16 ft TIME W.L.: 1501 SOIL PROFILE SAMPLES Z U ELEV. z p PIEZOMETER PIEZOMETER w ❑ > DESCRIPTION = c� a p w w c> DIAGRAM and NOTES CONSTRUCTION DETAILS DEPTH W w ❑ a p (ft) 0 0 0.00 - 4.00 3P WELL CASING SAND, organics in upper 3", medium to fine, some clay, tan, moist, g pp y Interval: 0'-8' 370 loose Portland Material: Schedule 40 PVC SP Type I - 3 Diameter:2" Cement Joint Type: Threaded fed in WELL SCREEN 367.45 Interval: 8'-18' Material: Schedule 40 PVC 4.00 - 7.00 4.00 5 CLAY, lean clay with medium to fine sand, white and tan, stiff, 1/4" Bentonite- Diameter: 2 Slot Size:0.010" W-PLand W<PL CL Pellets End Cap: 365 FILTER PACK 364.45 Interval: 6'-18' Type: #2 Filter Sand 7.00 -10.00 7.00 SILTY SAND, some clay, medium to fine, tan, red, and orange, loose to compact, mosit FILTER PACK SEAL SM - Interval:4'-6' Type: 1/4" Bentonite Pellets 10-- 361.45 #2Filter_ ANNULUSSEAL 10.00 - 18.00 10.00 Sand Interval: 0'-4' SAND, some silt, medium to fine, some coarse, tan, grey, white, Type: Portland Type I and some purple, loose, wet Cement 360 WELL COMPLETION Pad: 3'x3'x6" Protective Casing: Steel 0.010" SP Slotted- DRILLING METHODS Screen Soil Drill: 4.25 inch HSA 15 355 353.45 Boring completed at 18.00 ft 20 350 25 345 30 340 35 335 40 LOG SCALE: 1 in = 5 ft GA INSPECTOR: W. Ballow DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R RECORD OF BOREHOLE MW-17D SHEET 1of 1 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,693.71 DEPTH W.L.: 17.22' PROJECT NUMBER: 1895531 DATE STARTED: 6/1/18 EASTING: 1,852,101.52 ELEVATION W.L.: 357.34 DRILLED DEPTH: 34.00 ft DATE COMPLETED: 6/1/18 GS ELEVATION: 372.05 DATE W.L.: 6/11/2018 LOCATION: Aberdeen, NC TOC ELEVATION: 374.56 ft TIME W.L.: 1502 SOIL PROFILE SAMPLES Z U ELEV. O Z w O PIEZOMETER PIEZOMETER is v v a 0 W a BLOWS O DIAGRAM and NOTES CONSTRUCTION ❑ w DESCRIPTION O J per 6 in ; w DETAILS uJ D DEPTH C') 140 lb hammer ZZ 30 inch drop 0 0.00 - 0.30 SP 0.30 - N: WELL CASING SAND with organics 1 a 1-1-2-1 3 1.80 Interval: 0'-29' 0.30 - 2.00 SP cn 2.00 Material: Schedule 40 PVC SAND, medium to fine, tan, noncohesive, -. 370.05 =n Diameter: 2" 370 moist un °'g Joint Type: Threaded 2.00 2.00 - 3.50 SAND, medium to fine, tan, non -cohesive, SP - 368.55 2 2-1-4-6 5 2.00ee 2.00 M. 0 `i'. B° WELL SCREEN moist Interval:29'-34' CLS 368.05 w a Material: Schedule 40 PVC 3.50 - 4.00 q 00 SANDY CLAY, medium sand, tan, cohesive, °aS Diameter: 2 Slot Size: 0.010" 5 moist CLS 3 EL 3-5-7-11 12 2:00 ag 365.55 , e End Cap: 4.00 - 6.00 CLAY, lean claywith medium to fine sand 0 °BeO FILTER PACK CLS 365.55 zones, whtie and tan, stiff clay, compact 2.00_° Interval: 27'-34' 365 sand, moist SP 364.8 4 5-7-9-10 16 2.00 Type: #2 Filter Sand 6.00 - 6.50 SM 364.05 CLAY, lean clay with medium sand, tan, °°3° °g's FILTER PACK SEAL 8 00 cohesive, W-PL SC 39 °° use Interval: 25'-27' 5 a_ 4-4-4-4 8 2:00 - Type: 1/4" Bentonite Pellets 6.50 - 7.25 SAND, medium to fine, tan, non -cohesive, SC 005 10 compact, moist - 362.05 1 1 99 ANNULUS SEAL 7.25 - 8.00 10.00 peo paa Interval: 0'-25' SILTY SAND, medium to fine, red, SM 6 a_ 2-1-1-1 2 2'00 °°r es^ TCe: Port land Type I non -cohesive, compact, moist n 2.00 e ent 360 360.05 Portland ,z a WELL COMPLETION 8.00 - 9.00 CLAYEY SAND, medium to fine, orange, 12.00 non -cohesive, loose, moist SP 7 1-2-2-4 4 2.00 Type I Cement ee oo a as Pad: 3'x3'x6" Protective Casing: Steel 9.00 -10.00 co 2.00 CLAYEY SAND, medium to fine, orange, - 358.05 °^^^ DRILLING METHODS 14.00 non -cohesive, loose, wet Soil Drill: 4.25 inch HSA 10.00 - 12.00 15 SP 8 0_ 3-1-4-4 5 2.00 :i SILTY SAND, medium to fine, tan to grey, rn 2.00 non -cohesive, loose, moist 356.05 12.00 - 14.00 16.00 SAND, coarse to medium, purple to white, 2.00 355 non -cohesive, loose, wet SP 9 3-1-2-2 3 2.00 14.00 - 16.00 354.05 SAND, coarse to medium, tan with purple ae -22 � 18.0092 streaks, non -cohesive, loose, moist SP 353.05 a 2.00 10 n 2-3-4-30 7 2.00 16.00 - 18.00 19.00 SAND, coarse to medium, tan with purple streaks, non -cohesive, loose, moist CL 352.05 20 fig31.9 18.00 - 19.00 20.00 w ,N SAND, coarse to medium, tan with purple CL 11 (L 4-39-50 >50 2 00 streaks, non -cohesive, loose, moist 350.05 350 �„ 19.00 - 20.00 CLAY, fat clay with fine sand, grey to purple, 22.00 cohesive, dry, dense, W<PL CL 12 N 12-22-30-36 >50 2.00 r 20.00 - 22.00 CLAY, fat clay with fine sand, grey to purple, 348.05 kp 24.00 cohesive, dry, dense, W<PL moo 25 CL 0purple, 13 EL 5-12-20-23 32 2.00 22.00 - 24.00 CLAY, fat clay with fine sand, dark grey to 2.00 1/4" cohesive, dense, W<PL 346.05 Bentonite - 24.00 - 26.00 26.00 Pellets 345 CLAY, fat clay with medium sand, light grey, CL 14 d 6-11-19-19 30 2.00 cohesive, stiff, W-PL rn 2.00 344.05 26.00 - 28.00 28.00 CLAY, fat clay with coarse to medium sand, pink to grey, cohesive, stiff, W-PL 2.00 CLS 15 � 5-7-8-10 15 2.00 28.00 - 30.00 SANDY CLAY, medium sand, tan, cohesive, 342.05 #2 Filter 30 firm, W-PL _ Sand 30.00 30.00 - 32.00 2.00 SANDY CLAY, medium sand, tan, cohesive, CLS 16 (L 2-4-7-8 11 2.00 firm, W-PL 340.05 0.010" 340 Screen 32.00 - 34.00 32.00 SANDY CLAY, medium sand, tan, cohesive, 2.00 firm, W-PL CLS 17 3-4-8-8 12 2.00 338.05 34.00 - 36.00 34.00 CLAY, fat clay, grey, cohesive, stiff, W<PL 2.00 35 CL 18 N 12-15-20 27 2.00 336.05 Boring completed at 34.00 ft 36.00 335 40 LOG SCALE: 1 in = 5 ft GA INSPECTOR: D. Reedy DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R RECORD OF BOREHOLE MW-18 SHEET 1of 1 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,369.85 DEPTH W.L.: 7.12' PROJECT NUMBER: 1895531 DATE STARTED: 6/4/18 EASTING: 1,852,249.28 ELEVATION W.L.: 361.38 DRILLED DEPTH: 13.00 ft DATE COMPLETED: 6/4/18 GS ELEVATION: 365.35 DATE W.L.: 6/11/2018 LOCATION: Aberdeen, NC TOC ELEVATION: 368.5 ft TIME W.L.: 1459 SOIL PROFILE SAMPLES Z U ELEV. O Z w O PIEZOMETER PIEZOMETER is v v a 0 W a BLOWS O DIAGRAM and NOTES CONSTRUCTION ❑ w DESCRIPTION O J per 6 in ; w DETAILS uJ D DEPTH CO 1401b hammer ZZ 30 inch drop O 365 0.00 - 2.00 SAND, fine to medium sand, dark brown to H 1 70 - Flortland gee Type I moo WELL CASING Interval: 0'-5' black from U-0.7', tan 0.7'-2', ve loose, d ry ry SP 1 a m 1-2-2-3 4 2.00 Cement Materal:Schedule 40PVC - 363.35 1/4„ Diameter: 2" Bentonite- Pellets Joint Type: Threaded 2.00 - 4.00 2.00 SAND, medium to coarse sand, -60 % 1.80 quartz, tan, light brown, some orange -brown SP 2 a. 2-3-2-5 5 2.00 WELL SCREEN in bottom, uniformly graded, loose, moist 361.35 Interval: 5'-13' Material: Schedule 40 PVC 4.00 - 6.00 4.00 5 SAND, some gravel from 5.5'-13% medium to SP 3 1-2-6-7 8 1.80 Diameter: 2 0.010" 360 coarse sand, brown, tan brown, EL 2.00 End CaSlot p: p: orange -brown, loose, wet 359.35 6.00 - 8.00 6.00 FILTER PACK SAND, trace clay, medium to coarse sand, a 2.00 Interval: T-13' -70% quartz sand, light brown, subangular SP 4 n 5-3-2-3 5 2.00 Type: #2 Filter Sand to subrounded, uniformly graded, loose, wet 357.35 #2 Filter _ Sand FILTER PACK SEAL 8.00 -10.00 d 8.00 GRAVELLY SAND, trace clay, medium to - 2.00 Interval: 1'-2' coarse sand, light brown from 8'-9', light SPG 5 1-1-2-6 3 2.00 Type: 1/4" Bentonite Pellets grey from 9'-10', very loose, wet 355.35 0.010" ANNULUS SEAL 10 355 Slotted - Screen Interval: 0'-1' 10.00 - 12.00 0 10.00 GRAVELLY SAND, some clay1 T-12' , - 2.00 Type: Portland Type I medium to coarse sand, light brown, light SPG � � 6 � 2-1-1/12" 2 2.00 Cement grey, some purple (clay), very loose, wet 353.35 WELL COMPLETION 12.00 - 13.00 12.00 SAND, some gravel, medium to coarse SP 352.35 1.90 Pad: 3'x3'x6" sand, -60 % quartz sand, suban ular to 9 7 a Cn 14-15-16-50 31 1.90 Protective Casing: Steel 13.00 subrounded, light brown, light grey, dense, CLS 351.35 wet DRILLING METHODS 14.00 Soil Drill: 4.25 inch HSA 13.00 - 14.00 15 SANDY CLAY, some silt, light grey mottled 350 orange and purple, hard, dry, W<PL Boring completed at 13.00 it 20 345 25 340 30 335 35 330 40 LOG SCALE: 1 in = 5 ft GA INSPECTOR: W. Ballow DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R RECORD OF BOREHOLE PZ-1 SHEET 1of 1 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,964.08 DEPTH W.L.: 15.86' PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,308.13 ELEVATION W.L.: 366.19 DRILLED DEPTH: 22.00 ft DATE COMPLETED: 5/30/18 GS ELEVATION: 379.13 DATE W.L.: 6/11/18 LOCATION: Aberdeen, NC TOC ELEVATION: 382.05 ft TIME W.L.: 1453 SOIL PROFILE SAMPLES Z U ELEV. O Z w O PIEZOMETER PIEZOMETER is v v a 0 W a BLOWS O DIAGRAM and NOTES CONSTRUCTION ❑ w DESCRIPTION O J per 6 in ; w DETAILS uJ DEPTH CO 140 lb hammer ZZ 30 inch drop 0 0.00 -1.00 SP° WELL CASING SAND, fine sand, little silt, yellowish brown, - - 378.13 1 a 8-7-4-4 11 2.00 Interval: 0'-12' CL 1.00 compact m 2.00 Material: Schedule 40 PVC 1.00 - 2.00 377.13 Diameter: 2" CLAY, yellowish brown with black staining, ° °h Joint Type: Threaded P.00 dry a. 2.00 M. 2 00 - 4.00 SP-SC - 2 m 9-9-9-14 18 2.00 °d t3ee Bea WELL SCREEN CLAYEY SAND, medium sand, litle clay, - 375.13 Interval: 12'-22' 375 yellowish red, compact, dry a Material: Schedule 40 PVC 4 00 2.00 Portland a an Diameter: 2 Slot Size: 0.010" 4.00 - 6.00 5 SAND, medium to coarse sand, trace fine SP 3 0_ rn 7-8-8-14 16 2.00 Type I oleo Ia gravel, trace clay, compact, moist Cement l' End Cap: 373.13 ree 6.00 - 8.00 6.00 FILTER PACK SAND, medium to coarse sand, little fine 2.00_= Interval: 12'-22' sand, trace clay, yellow, compact, moist SP 4 IL 4-5-6-8 11 2.00 Type: #2 Filter Sand 371.13 3e lg; FILTER PACK SEAL 8.00 - 10.00 8.00 SAND, medium sand, little fine sand, yellow, 1.00w Interval: 10'-12' 370 loose, moist SP 5 a- 3-3-5-8 8 2 00 Type: 1/4" Bentonite Pellets 10 - 369.13 �'° ANNULUS SEAL 10.00 - 12.00 10.00 Interval: 0'-10' SAND, medium sand, little fine sand, grey, 1.50 1/4" Type: Portland Type I compact, moist SP 6 3-5-6-6 11 200 Bentonite- Cement - 367.13 Pellets WELL COMPLETION 12.00 - 14.00 12.00 SAND, medium sand, little fine sand, trace H1.50Pad: None silt and clay, very loose, saturated at bottom SP 7 3-1-1-1 2 Protective Casing: Steel 365 365 DRILLING METHODS 14.00 - 16.00 14.00 Soil Drill: 4.25 inch HSA SAND, medium sand, little fine sand, trace 1.00 15 silt and clay, grey to yellow, very loose, SP 8 0. 1 1 2.00 saturated at bottom 363.13 #2 Filter 16.00 - 18.00 16.00 _ Sand Attemp 24" Shelby Tube. No Return. 0.00 9 co 2.00 361.13 18.00 - 20.00 18.00 SAND, medium sand, little fine sand,trace 1.20 360 clay and silt, yellow with pink zones, loose, SP 10 a- 2-2-5-8 7 2.00 saturated 359.13 0.010" 20 Slotted Screen 20.00 - 22.00 20.00 SAND, medium sand, little fine sand,trace 2 00 clay and silt, yellow with pink zones, yellow 11 (L 14-2-5-11 7 2.00 pink in top 6", loose, saturated 357.13 Boring completed at 22.00 ft 355 25 350 30 345 35 340 40 LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R RECORD OF BOREHOLE PZ-2 SHEET 1of 1 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,570.71 DEPTH W.L.: 15.71' PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,419.49 ELEVATION W.L.: 365.70 DRILLED DEPTH: 22.00 ft DATE COMPLETED: 5/30/18 GS ELEVATION: 378.44 DATE W.L.: 6/11/18 LOCATION: Aberdeen, NC TOC ELEVATION: 381.41 ft TIME W.L.: 1456 SOIL PROFILE SAMPLES Z U ELEV. O Z w O PIEZOMETER PIEZOMETER is v v a 0 W a BLOWS O DIAGRAM and NOTES CONSTRUCTION ❑ w DESCRIPTION O J per 6 in ; w DETAILS uJ DEPTH CO fin) 140 lb hammer ZZ 30 inch drop O 0.00 - 2.00 3P WELL CASING Organic layer likely from compost 1 a 1-3-4-4 7 2.00 Interval: 0'-12' m 2.00 Material: Schedule 40 PVC 376.44 Diameter: 2" U1, Joint Type: Threaded 2.00 - 4.00 2.00 SILTY SAND, medium sand, little fine sand, 2.00 loose, moist SM 2 5-4-4-3 8 2.00 .9 B° 22 WELL SCREEN 375 - 374.44 Interval:12'-22' M. a Material: Schedule 40 PVC 4.00 - 6.00 4.00 SILTY SAND, medium sand, little fine sand, Portland °° °° °ap Diameter: 2 Slot Size: 0.010" 5 yellowish brown, loose, mosit SM 3 (n 4-4-3-6 7 2.00 Type I ag Cement End Cap: . 372.44 6.00 - 8.00 6.00 FILTER PACK SILTY SAND, medium sand, little fine sand, __= Interval: 12'-22' yellowish brown, loose, mosit SM 4 (n 0 2 00 Type: #2 Filter Sand 370.44 n� 370 g° g °_= FILTER PACK SEAL 8.00 -10.00 8.00 SILTY SAND, little silt, medium sand, little 2.00 I-9 Interval:10'-12' fine sand, yellow, compact moist SM 5 4-8-8-9 16 2.00 � Type: 1/4" Bentonite Pellets 10 - 368.44°° ANNULUSSEAL 10.00 - 11.50 10.00 Interval: 0'-10' SILTY SAND, little silt, medium sand, little SM 2.00 1/4" Type: Portland Type I fine sand, yellow and yellowish brown to 366.94 6 a_ 5-8-10-11 18 2 00 Bentonite - Cement light grey, compact moist Pellets SW 366.44 11.50 - 12.00 12.00 WELL COMPLETION SAND, medium sand, grey, compact, moist 2 00 Pad: None 12.00 - 14.00 SW 7 5Cl)-5-5-9 10 2 00 Protective Casing: Steel 365 SAND, medium sand, trace fine sand, clay, 364.44 DRILLING METHODS light grey with red zones, -1" thick clay layer 14.00 Soil Drill: 4.25 inch HSA at 14', compact, saturated 1.20 14.00 - 16.00 15 SW 8 0. 3-6-8-13 14 2 00 SAND, medium sand, trace fine sand, clay, pink grey, compact, saturated 362.44 #2 Filter - Sand 16.00 - 18.00 16.00 1.50 SAND, medium sand, trace fine sand, clay, SW 9 0- 3-3-6-8 9 2.00 light grey, loose, saturated 360.44 360 18.00 - 20.00 18.00 SAND, medium sand, trace fine sand, clay, 1.20 light grey to yellow, loose, saturated SW 10 2-3-3-2 6 2.00 o° 358.44 0.010" 20 Slotted - Screen 20.00 - 22.00 20.00 SAND, medium sand, trace fine sand, clay, 1.00 light grey to yellow, slight pink tint at bottom, SW 11 1-1-2-4 3 2.00 very loose, saturated 356.44 Boring completed at 22.00 ft 355 25 350 30 345 35 340 40 LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R RECORD OF BOREHOLE PZ-3 SHEET 1of 2 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,418.27 DEPTH W.L.: 13.88 PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,558.43 ELEVATION W.L.: 366.20 DRILLED DEPTH: 48.00 ft DATE COMPLETED: 5/31/18 GS ELEVATION: 377.14 DATE W.L.: 6/11/18 LOCATION: Aberdeen, NC TOC ELEVATION: 380.08 ft TIME W.L.: 1457 SOIL PROFILE SAMPLES Z U ELEV. O Z w O PIEZOMETER PIEZOMETER is v v a 0 W a BLOWS O DIAGRAM and NOTES CONSTRUCTION ❑ w DESCRIPTION O J per 6 in ; w DETAILS uJ DEPTH CO fin) 140 lb hammer ZZ 30 inch drop 0 0.00 - 2.00 N: WELL CASING CLAYEY SAND, medium sand, little fine SC 0 1 2-5-5-7 10 2.00 Interval: 0'-38' sand and clay, yellow to yellowish brown, � 2.00 Material: Schedule 40 PVC very loose, dry - 375.14 Diameter: 2" 375 Joint Type: Threaded 2.00 - 2.50 SC 374.64 CLAYEY SAND, medium sand, little silt and a. 2.00 2.50 cla , ellowish brown, compact, d Y Y P dry SM 2 a m 6-13-14-15 27 2.00 °0 °d 'g" $" WELL SCREEN - - 373.14 Interval:38'-48' Material: Schedule 40 PVC 2.50 - 4.00 4.00 SILTY SAND, medium sand, trace silt and w a fine sand, reddish yellow, compact, dry °° Diameter: 2 Slot Size: 0.010" 4.00 - 6.00 5-- SM 3 EL 8-9-11-12 20 2:00 'tv ag SILTY AND, medium sand, trace silt and S 371.14 . ss rw End Cap: fine sand, reddish ellow, com act, dry y P FILTER PACK 6.00=o 6.00 - 7.00 SM - 370.14 a 2.00 iH. Interval: 36'-48' 370 SILTY SAND, medium sand, trace silt and 4 n 6-8-10-13 18 2.00 Type: #2 Filter Sand 7.00 fine sand, reddish yellow, compact, dry SP 369.14 L ° 7.00 - 8.00 8.00 ge FILTER PACK SEAL SAND, medium sand, grey clay nodules,Oe SP 2'00 Interval: 33'-36' yellowish red, compact, moist 367.64 5 a~ n 8-10-13-12 23 2.00e Type: 1/4" Bentonite Pellets 8.00 - 9.50 SAND, medium sand, some fine sand, trace SP 367.14= 10 ANNULUS SEAL 10.00 silt and clay, yellow to yellowish brown, 1- Interval: 0'-33' compact,moistSP 6 CL 3-4-7-9 11 200 ~%1 r Type: Potland Type I 9.50-10.00 365 SAND, medium sand, some fine sand, trace365.14 > WELL COMPLETION 12.00 silt and clay, white with yellow striations, I..compact, moist SP 7 3-2 4-5 6 2.00 =t aPad:None Protective Casing: Steel 10.00 - 12.00 2 00 P.- SAND,g's medium sand, some fine sand, trace - 363.14 `_° DRILLING METHODS 14.00 silt and clay, white with yellow striations, Soil Drill: 4.25 inch HSA compact, moist 2 00 Portland ° 15 SP 8 3-6-7 9 2.00 Type I t- 12.00 - 14.00 SAND, medium sand, little fine sand, trace 361.14 Cement mop silt and clay, white with red to pink zones, 16.00 loose, wet 0- 1.50 14.00 - 16.00 360 SP 9 3-3-7-10 10 2.00 SAND, medium sand, little fine sand, trace 359.14 silt and clay, -2" thick clay zone at 14.5', pg92 22 18.00 pink, loose, wet SP 10 a 1 1.00 2.00 2. 16.00 - 18.00 SAND, medium sand, little fine sand, trace 22 20 silt, pink, loose, wet 357.14 3 18.00 - 20.00 20.00 SAND, medium sand, little fine sand, trace CH 11 a 1.00 ;g silt, pink, loose, wet rn 2.00 355 355.14 20.00 - 22.00 22.00 CLAY, pink, W-PL CH 12 a 2.00 22.00 - 24.00 SANDY CLAY, medium sand, pink to white, co 2.00 ° stiff, W-PL to W>PL 353.14 °= koo ° 24.00 - 26.00 24.00 moo 25 SAND, medium to fine sand , trace clay and SP 13 � 5-6-9-10 15 2.00 silt, pink to light orange, compact, saturated 2.00 351.14°g" 26.00 - 28.00 26.00° SAND, medium to fine sand, trace clay, silt, 2.00 350 fine sand, and gravel (mostly angular SP 14 0_ rq 3-4-9-18 13 2.00 xee quartz), compact, saturated - 349.14 nn 28.00 - 30.00 28.00 ooan >a; SAND, fine to coarse sand, fine gravel, 2.00 =g trace silt and clay, clay underlying gravel at SP 15 0- 4-8-8-9 16 2.00 r^ -4", pink to white, to yellow to brown, -- 347.14compact, >3ee 30 saturated 30.00 30.00 - 32.00 2.00 SANDY CLAY, fine to medium sand, pink to CL 16 EL 2-3-10-14 13 2 00 rt. pa3 U. light brown, stiff, W-PL 345.14 ref 345 000 32.00 - 33.00 CL 32.00 SANDY CLAY, fine to medium sand, pink to 344.14 2.00 eiW light brown, stiff, W-PL 9 17 a 4-8-9-22 17 2.00 33.00 CL 343.14 33.00 - 34.00 SANDY CLAY, fine to medium sand, pink to Bentonit - 34.00 light brown, stiff, W<PL 2.00 Pellets 35 34.00 - 36.00 CL 18 (n 2.00 SANDY CLAY, fine to medium sand, pink to z 341.14 light brown, stiff, W<PL 36.00 36.00 - 37.00 CL 340.14 2.00 340 SANDY CLAY, fine to medium sand, stiff 19 uai 3-3-6-28 9 2.00 37.00 W-PL CL 339014 37.00 - 38.00 38.00 CLAY, yellow to light brown, stiff, W<PL 2.00 38.00 - 40.00 CL 20 EL1-3-20-43 23 2.00 CLAY, about 4" saurated sand at 39', yellow 337.14 #2 Filter 40 Loq continued on next page _ LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R RECORD OF BOREHOLE PZ-3 SHEET 2of 2 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,418.27 DEPTH W.L.: 13.88 PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,558.43 ELEVATION W.L.: 366.20 DRILLED DEPTH: 48.00 ft DATE COMPLETED: 5/31/18 GS ELEVATION: 377.14 DATE W.L.: 6/11/18 LOCATION: Aberdeen, NC TOC ELEVATION: 380.08 ft TIME W.L.: 1457 SOIL PROFILE SAMPLES Z U ELEV. O Z w O PIEZOMETER PIEZOMETER is v v a 0 W a BLOWS O DIAGRAM and NOTES CONSTRUCTION ❑ w DESCRIPTION O J per 6 in ; w DETAILS uJ D DEPTH CO 140 lb hammer ZZ 30 inch drop 40 to light brown, stiff, W<PL 40.00 Sand WELL CASING 40.00 - 42.00 CL0 21 1-1 10-20-31-50 51 2.00 Interval: 0'-38' CLAY, ellow to li ht brown, hard, W<PL y gE 2.00 Mater al: Schedule 40 PVC 335.14 Diameter: 2" 335 Joint Type: Threaded 42.00 - 43.00 42.00 CLAY, yellow to light brown, hard, W<PL CL 334.14 r 2.00 22 8-20-30-50 50 2 00 WELL SCREEN 43.00 - 44.00 43.00 SANDY CLAY, fine to medium sand, yellow CLS 333.14 0.010" Interval:38'-48' to light brown, saturated, W>PL Slotted - Material: Schedule 40 PVC 44 00 2 00 Screen Diameter: 2 44.00 - 46.00 45 SANDY CLAY, fine to medium sand, yellow, CLS 23 7-21-28 48 49 2 00 Slot Size: 0.010" End Cap: saturated, W>PL 331.14 46.00 - 48.00 46.00 FILTER PACK CLAY, grey, reduced, WL<PL 2.00 Interval: 36'-48' 330 CH 24 IL 7-10-14-17 24 2.00 Type: #2 Filter Sand 329.14 FILTER PACK SEAL Boring completed at 48.00 it Interval: 33'-36' Type: 1/4" Bentonite Pellets 50 ANNULUS SEAL Interval: 0'-33' Type: Portland Type I Cement 325 WELL COMPLETION Pad: None Protective Casing: Steel DRILLING METHODS Soil Drill: 4.25 inch HSA 55 320 60 315 65 310 70 305 75 300 80 LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R DEPTH FT. 0 2.0 8 ,. 0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 BO 100 To . 9 Loose Pink, Tan Slightly Silty Slights Clayey Coarse SAND (SP) 2 Very Loose ran, Pink Slightly Silty Coarse SAND (SP) 9 t1iT ink, Tan a sum an CLAY (CL) rn Boring Terminated at 15„0 BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB HAMMER, ' FALLING 30 IN.. REQUIRED TO DRIVE I4 1N I. D SAMPLER i FT. UNDISTURBED SAMPLE = WATER TABLE-24HR 15+% ROCK CORE RECOVERY -'--:--WATER TABLE-IHR TEST BORING RECORD BORING NO. MW-4 DATE DRILLED 6.._.6-87 JOB NO., 4112-87-146 SOIL & MATERIAL ENGINEERS, INC.. 5..( Well Number:MGI-k __ • briiling Hetbod: Auger r Date Started:&-6-87 Drilling Fluids: Hone Date Finished: 6- - Static Water Level: Date: Geologist/Engineer: Hav s Observed By: Remarks' O.,D„ of Borehole: " ALL DEPTHS REFERENCED FROM GROUND SURFACE O.D. of Casing: " _ ''sill Length of Screen- " LOC+CABLE CAP T I - {1 Screen Opening Size:Q.OIO" PROTECTIVE C ELEVATION OF GROUNO SURFACE Portland {TYPE) 2" S chC (SIZE 9 TYPE) B ENTOMTE SAND 2" Sch 40 PVC (StZE 6 TYP IP DtSTA NLE 2.80 0.0 M TO TOP OF BENTOHITE H TO TOP OF GRAVEL, 2.5 H TO TOP OF SCREEN i TN TO BOTTOM OF SC CEN 14.09 l AL DEPTH 15.0 PROJECT SOILS MATERI AL ENGI NEERS, IN C. Moore County Landfill RAL,EI GH, NORTH CAROLINA Moore County, North Caroli I a SCALE", JOB NO: F I G .• NO'.. N.T.S. 4112-87-146 4 J Geologist Log: MW-1 G Project: Moore County Landfill Project No: 07372-2934 Client. Moore County Ground Elevation: 381.0 Location: Moore County Geologist: P. May r SUBSURFACE PROFILEM>E M Description[20 hear Strength Q Remarks o blows/ft 0 co!r 40 60 80 Cleared area used to store mulch, mulch was 0.0s , removed leaving clayey sand surface similar to I 1 1 1 3' - 5'. 2 (Note: data copied from MW-16D log) r —T _ 3 I t I t I SAND 3.0 I I 1 I i I I Light tan to orange clayey, fine to medium 4 1 1 1 I grained, grades to light tan 4 4.5, small 1 8 20" "' —1-- J— —I— — amount of mica throughout, some quartz, quar f E I I I I 5 moist. ! I t I 1 I 6 i 1 I I t I I i 7 I I t I Portland Type 1 8 -8.0 1 I I Cement 1 I r I White, light tan, and tan -orange, clay, fine to T -" 1 medium grained, higher clay associated with 9 I I I tan color, very moist 0 10', some quartz. 2 12 16" t t I 10 4 t I I T 11 I 1 I 1 3/8" Bentonite 1 I 1 I 12 I 1 t Chips 1 I i I 13 -13.0 l Light tan - white, fine to medium grained, ! 1 E I clayey, grades to tan - orange very clayey 14 sand to white, tan, and tan orange, sandy clay, 370 0 3 8 14" - t — 4 _ --I — striated, fine to medium quartz gravel, wet. 15 t I 1 f 1 I I I ifi i t I l t ! ► i I 17 I ! I I 1 1 1 �RDrilled By: Graham & Currie HDR Engineering, Inc. of the Carolinas Hole Size: 8" 128 S. Tryon Street Drill Method: HSA Suite 1400 Top of Casing:86.� Drill Date: 411 7/2003 Charlotte, NC 28202 Sheet: 1 of 2 '_i `� -fit �I ` Geologist Log: MW-16D w Project: Moore County Landfill Project No: 07372-2934 Client: Moore County Ground Elevation:8y. Location: Moore County Geologist. P. May SUBSURFACE PROFILE SAMPLE n Description Shear Strength ca Remarks Q- E E Q 3 v blows/ft 0 fn W Z t= 20 40 60 80 w 1 1•� Ground Surface Cleared area used to store mulch, mulch was 0 1 I 1 removed leaving clayey sand surface similar to t f 1 i t T-5'. I I I ! 2 i I I 1 3 -3.0 1 I I I E 1 SAND 3.0 I i Light tan to orange clayey, fine to medium 4 I ! r I 1 grained, grades to light tan @ 4.5', small 8 20" i _ 1 _ J _ —L- am ount of mica throughout, some quartz, ! 1 € 5 W moist. € I I I 1 € 1 ! ! 6 I I 1 ! — --I-- t—-F ! 1 I 1 7 1 i t 1 I 1 f I 8 .8.0 ! I I I t i 1 ! White, light tan, and tan -orange, clay, fine to 8.0 T 7 ` -1 _r — medium grained, higher clay associated with 9— tan color, very moist @ 10', some quartz. 2 12 16. 10 I t I I 1 _ _ _I _ _ I _ Portland Type 11 1 ! 1 1 Cement I I ! ! I i t I 12 t I f I 13 -13.0 ! t ► I Light tan - white, fine to medium grained, - ! 1 I ! f i 1 I clayey, grades to tan - orange very clayey I 1 € 1 i 4 sand to white, tan, and tan orange, sandy clay, 3 8 ^r 14" t — -F — J — —I— — striated, fine to medium quartz gravel, wet. I ► I 1 1 15 1 I ! I 16 i I I I ► i 1 f 17 I 1 1 I TDrilled By: Graham & Currie HDR Engineering, Inc. of the Carolinas Hole Size: 8" 128 S. Tryon Street Drill Method: HSA Suite 1400 Top of Casing:�� Drill Date: 4/17/2003 Charlotte, NC 28202 Sheet: i of 3 Geologist Log: MW-1 SD Project.- Moore County Landfill Project No: 07372-2934 Client. Moore County Ground Elevation: Location: Moore County Geologist: P. May • SUBSURFACE PROFILE SAMPLE r Description � Shear Strength o Remarks a E > E 3 blows/ft ❑ Uj LEI Z 20 40 60 BO Tan, pink, coarse grained clayey, fine to E medium quartz gravel, lower 5" tight, clayey ! 1 1 I - 38 sand, mottled gray, tan, pink, and white, some mica and quartz throughout. 38.5 _ I _ f I - T " �- -I- - #2 Silica Send 39 Tan, pink, medium to coarse grained, 8" of 8 I ! I f I I 1 Pack mottled gray, tan, sandy clay, quartz and mica 8 ► I f 40 throughout. I 1 f f 41 I 1 r 1 1 ! f I i i f f '- 42 1 1 I I I E t— — I I-- — 43 I f f t 1 1 1 I I End of Borehole 44. � 1 I I 1 45 I t i r 1 I 1 I 46 f I I 1 _1_1--�--L- ! I 1 I 47 I E I 48 f 1 I 1 I I i I i 49 I E t I I f 1 I 1 50 I 1 I t 1 I I --4--4--4--a-- I l ! I 51 I t I I I I I 1 52 ! f I t 1 I I i -t-i--1--1 — 1 I 1 I 53 I ! f I 1 I I t 54 1 E f 1 I f 1 I 1 r i i 55 t I t 1 1 I I I 56 I I 1 I i ! f 1 I 1 f I 57-I— Drilled By: Graham & Currie HDR Engineering, Inc, of the Carolinas Hole Size: 8" i28 S. Tryon Street Drill Method: I-ISA Suite 1400 Top of Casing: �� Charlotte, NC 28202 Drill Date: 4/17/2003 Sheet: 3 of 3 Horseshoe Area - Boring Logs RECORD OF BOREHOLE MW-11 DR SHEET 1 of 2 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 510,453.00 DEPTH W.L.: 15.94' PROJECT NUMBER: 1895531 DATE STARTED: 5/31/18 EASTING: 1,852,911.56 ELEVATION W.L.: 370.42 DRILLED DEPTH: 44.00 ft DATE COMPLETED: 5/31/18 GS ELEVATION: 383.41 DATE W.L.: 6/11/18 LOCATION: Aberdeen, NC TOC ELEVATION: 386.36 ft TIME W.L.: 1435 SOIL PROFILE SAMPLES Z V ELEV. z W a O a MONITORING WELL/ WELL c W" c �" rn x( w w BLOWS J v PIEZOMETER CONSTRUCTION o J DESCRIPTION as O Ja y per 6 in DIAGRAM and NOTES DETAILS uJ o DEPTH H h- < 140lb hammer Z 30 inch drop 0 0.00 - 0.30 Organic layer CL0 WELL CASING 1 (L 2-3-3-4 6 Interval: 0'-34' 0.50 1.80 0.30 - 0.50 SC v) 2.00 Material: Schedule 40 PVC CLAY with medium sand //, 381.41 Diameter: 2" ° 3 Joint Type: Threaded 0.50 - 2.00 2.00 SAND, medium sand, little clay, yellow, ~ 1.70 loose, dry SM 2 (L 2-1-1-6 2 2.00 te' {° WELL SCREEN 380 379.41 Mg m Interval: 34'-44' 2.00 - 4.00 SILTY SAND, medium sand, little fine sand, 2. Material: Schedule 40 PVC 4.00 silt, black, very loose, moist (FIIL) N. Wge ag Diameter: 2 Slot Size: 0.010" 4.00 - 6.00 5 SM 3 (L 2-4-6-8 10 2 00 SILTY SAND, medium sand, little fine sand, - 377.41 . ss rw End Cap: trace coarse sand, silt, black, very loose, FILTER PACK 6.00 moist (FIIL) 0.20 M. Interval: 32'-44' 6.00 - 8.00 FILL 4 7 4 4-6 8, 2.00 N Type: #2 Filter Sand FILL, brick debris 375.41 375 3e °°w =8 °° FILTER PACK SEAL 8.00 -10.00 8.00 - - - SAND FILL, medium, brick debris, black, 1.00 Ise Interval: 30'-32' loose, moist FILL11 5 (L 8-5-4-7 .'9 2.00 -9 Type: 1/4" Bentonite Pellets 10 373.41 ANNULUS SEAL 10.00 - 12.00 10.00 opeo paa Interval: 0'-30' FILL, brick debris 0.20 gr er Type: Portland Type I FILL 6 a 6-5-3-2 8 2.00 % ,a^ Cement 371.41°^ >8° WELL COMPLETION 12.00 - 14.00 12.00 SANDY CLAY, fine to medium sand, light 1 00 Leo Pad: 3'x3'x6" grey, soft, W-PL CLS 7 2-2-2-3 4 2.00 >s Protective Casing: Steel 370 369.41 DRILLING METHODS 14.00 - 16.00 14.00 Portland Soil Drill: 4.25 inch HSA 15 SANDY CLAY, fine to medium sand, light 9 CLS 8 2-1/12"-5 1 1.20 Type I - _°< t5 Rock Drill: N/A grey, very soft, W-PL 2.00 Cement woe 3 67.41 16.00 - 18.00 16.00 SAND, medium sand, little to trace silt and 1.50 clay, yellow, saturated SP 9 a � 5-2-3-5 5 2.00 365.41 365 18.00 - 20.00 18.00 An 22 SAND, medium sand, little to trace silt and a 2.00 clay, yellow, saturated SP 10 m 4-5-6-5 11 2.00 Ea 22 20 363.41 308 20.00 - 22.00 20.00 SAND, medium sand, little to trace silt and 2.00 I _= clay, trace coarse sand and clay nodules, SP 11 a Cl) 1-1-3-5 4 2.00 vaee fea yellow, saturated 361.41 22.00 - 24.00 22.00 SAND, medium sand, little to trace silt, trace $' °g coarse sand, pink to brown to light SP 12 m 0-2-3-3 5 0 360 brown/tan, saturatedg41„ k oo ` 24.00 - 26.00 24.00 Roo SAND, medium sand, trace fine and coarse 2.00 25 sand, trace clay and silt, pink to white, SP 13 N 2-4-1-12 5 2.00 compact, saturated 35741 up 'g 26.00 - 28.00 26.00° SAND, medium sand, trace fine and coarse 2.00 sand, trace gravel, trace clay and silt, pink SP 14 m 2-6-9-16 15 2.00 xe, to white, compact, saturated 355.41 355 28.00 - 30.00 - 28.00 ooan >a SAND, medium sand, trace coarse and fine 2.00 ^g's sand, trace silt and clay, pink to light grey, SP 15 EL 2-4-7-15 11 2.00 white, compact, saturated 353.41 30 30.00 - 32.00 30.00 SAND, medium and coarse sand, trace silt 1.00 1/4" and clay, pinkish white to tan, very loose, SP 16 a m 1/12"-34 3 2.00 Bentonite- saturated 351.41 Pellets 32.00 - 34.00 32.00 SAND, medium and coarse sand, trace silt 2.00 and clay, pinkish white to tan, very loose, SP 17 EL2-3-9-10 12 2.00 350 saturated 349.41 34.00 - 36.00 34.00 SAND, medium and coarse sand, trace silt 2.00 35 and clay, trace fine gravel, pinkish white to SP 18 N 3-3-6-11 9 2.00 tan, very loose, saturated 347,41 #2 Filter_ 36.00 - 38.00 36.00 Sand SAND, medium and coarse sand, trace silt 2.00 and clay, trace fine gravel, pinkish white to SP 19 N 3-3-6-11 9 2.00 tan, very loose, saturated 345.41 345 38.00 - 40.00 38.00 SAND, medium sand, trace silt and clay, 2.00 white, loose, saturated SW 20 N 4-2 4-8 6 2.00 343.41 0.010" 40 Loq continued on next page LOG SCALE: 1 in = 5 ft GA INSPECTOR: W. Ballow DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: G O L D E R RECORD OF BOREHOLE MW-11DR SHEET 2of2 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 510,453.00 DEPTH W.L.: 15.94' PROJECT NUMBER: 1895531 DATE STARTED: 5/31/18 EASTING: 1,852,911.56 ELEVATION W.L.: 370.42 DRILLED DEPTH: 44.00 ft DATE COMPLETED: 5/31/18 GS ELEVATION: 383.41 DATE W.L.: 6/11/18 LOCATION: Aberdeen, NC TOC ELEVATION: 386.36 ft TIME W.L.: 1435 SOIL PROFILE SAMPLES Z V ELEV. z W a O a MONITORING WELL/ WELL c W" c �" rn x( w w BLOWS J v PIEZOMETER CONSTRUCTION o J DESCRIPTION as O Ja y per 6 in DIAGRAM and NOTES DETAILS uJ o H DEPTH h- < 140lb hammer Z 30 inch drop 40 40.00 - 42.00 40.00 ° e WELL CASING SAND, fine san, trace medium sand, clay, SW 21 4-2-3-8 5 1 00 Screen Interval: 0'-34' and silt, pink to white, loose, saturated (L 2.00 Material: Schedule 40 PVC 341.41 Diameter: 2" 42.00 - 43.00 42.00 Joint Type: Threaded SAND, fine san, trace medium sand, clay, SW ° 340.41 2.00 340 and siltP , ink to white, loose, saturated 22 0- v) 3-5-6-9 11 2.00 WELL SCREEN SW ° 339.91 43.00 - 43.50 CLS 339.41 Interval: 34' 44' SAND, medium sand, fine gravel, yellow, Material: Schedule 40 PVC compact, saturated Diameter: 2 45 Slot Size: 0.010" 43.50 - 44.00 SANDY CLAY End Cap: Boring completed at 44.00 ft FILTER PACK Interval: 32'-44' Type: #2 Filter Sand FILTER PACK SEAL 335 Interval: 30'-32' Type: 1/4" Bentonite Pellets 50 ANNULUS SEAL Interval: 0'-30' Type: Portland Type I Cement WELL COMPLETION Pad: 3'x3'x6" Protective Casing: Steel 330 DRILLING METHODS Soil Drill: 4.25 inch HSA 55 Rock Drill: N/A 325 60 320 65 315 70 310 75 305 80 LOG SCALE: 1 in = 5 ft GA INSPECTOR: W. Ballow DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: G O L D E R RECORD OF BOREHOLE MW-11 SR SHEET 1 of 1 PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 510,452.38 DEPTH W.L.: 15.89' PROJECT NUMBER: 1895531 DATE STARTED: 6/1/18 EASTING: 1,852,905.36 ELEVATION W.L.: 370.24 DRILLED DEPTH: 28.00 ft DATE COMPLETED: 6/1/18 GS ELEVATION: 383.41 DATE W.L.: 6/11/2018 LOCATION: Aberdeen, NC TOC ELEVATION: 386.13 ft TIME W.L.: 1450 SOIL PROFILE SAMPLES Z V ELEV. z a O a MONITORING WELL/ WELL w >" rn =� w w v PIEZOMETER CONSTRUCTION o w DESCRIPTION a 0 Ja y w DIAGRAM and NOTES DETAILS w DEPTH (ft)an 0 0.00 - 0.30 Organic material CL WELL CASING 0.50 Interval: 0' 0.30 - 0.50 Material: Schedule 40 PVC CLAY SC Diameter: 2" ° 3 Joint Type: Threaded 0.50 - 3.00 SAND, medium tan 380.41 380 MgtB° WELL SCREEN 3.00 -12.00 3.00 SAND, black, fill, moist, non -cohesive, loose, moist Interval: 18'-28' Material: Schedule 40 PVC Diameter: 2 5 ooa^ a& Slot Size: 0.010" g° rw End Cap: FILTER PACK Portland Sao Inte rval:16'-28' Type I - Type: #2 Filter Sand SC Cement FILTER PACK SEAL 375 Interval:14'-16' Type: 1/4" Bentonite Pellets 10 ggR ANNULUS SEAL opeo paa Interval:0'-14' Se eS3 Type: Portland Type I a° Cement 371.41 )'°^ >f° WELL COMPLETION 12.00 - 13.00 12.00 Silly SAND, grey, non -cohesive, loose, moist SM 376.41 Pad: 3'x3'x6" 370 ,eo pa3 Protective Casing: Steel 13.00 - 14.00 -13,00 CLAY, fat clay with medium sand, grey, cohesive, moist, W-PL CH 369.49. DRILLING METHODS 14.00 -18.00 14.00 1/4 Soil Drill: 4.25 inch HSA 15 CLAY, lean clay with medium sand, red, cohesive, moist, W-PL Bentonite - Rock Drill: N/A Pellets CH 365.41 18.00 - 28.00 18.00 365 CLAYEY SAND, coarse, tan, non -cohesive, wet 20 #2 Filter _ Sand SC 360 25 0.0101, Slotted - Screen 355.41 Boring completed at 28.00-ft 355 30 350 35 345 40 LOG SCALE: 1 in = 5 ft GA INSPECTOR: D. Reedy DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G. DRILLER: Stephan Smith DATE: G O L D E R DEPTH BELOW GROUND SURFACE 1.0 FT 3.0 FT 5.0 FT PROTECTIVE PIPE HEIGHT MONITORING WELL INSTALLATION DIAGRAM 382.34 FT 1.98 FT GROUT MIX: PORTLAND TYPE I CEMENT BENTONITE SEAL: 3/8-INCH SEN70NITE PELLETS IMPERVIOUS ZONE: 3.0 FT THICK PERMEABLE ZONE: 17.0 FT THICK MOORE COUNTY C&D LANDFILL PEIZOMETER NO.: MW-11S BORING NO.: B-115 JOB NO.: 07625-001-018 PREPARED BY: J. ISHAM CHECKED BY: DATE: _ 9/16/96 EL. 380.36 FT. TOP OF GROUND SURFACE PROTECTVE METALOASING 4-INCH SQUARE BLACK STEEL WELL BOX WITH LOCKING COVER RISER PIPE: SCHEDULE _ 40 _ ASTM DESIGNATION: ID: _-2 0-ilv_CL _ OD: _ COUPLINGS: __ ?HRADED FT PIPE IN 10_0 FT. LENGTHS PIPE--_L1)- I M. FT PIPE — LL5.O FT SCREEN _ M-5.O 1 _ t0.0 FT TOTAL: 21.98 ------ FT THICKNESS OF UPPER SEAL 2.0 FT LENGTH OF SCREEN 15.0 FT SAN D 17.0 FT FT 20.0 FT BOTTOM OF BORING REMARKS: ALL MEASUREMENTS TO THE NEAREST 0.1 FT. N=_2,999.7523 E=2,914.1607 FDR En&ew nQ Ia. PROJECT: MOORE COUNTY C&D LANDFILL PROJECT NO: 07625-001-018 LOCATION: HIGHWAY 5, ABERDEEN, NC BORING LOG NUMBER I DEPTH I SPT I T I WL I S1 BORING NUMBER: B-1 1 D PAGE: 1 of 1- DATE: 9/ 16/96 DESCRIPTION (USCS) I COMMENTS I 4' SS-1 17 SS v TAN, MEDIUM TO COARSE GRAINED, MEDIUM - DENSE CLAYEY SAND (SC), MOIST, SLIGHTLY 8' PLASTIC, MOTTLED MAROON AND BROWN. SS-2 6 SS TAN, YELLOW TO BROWN, COARSE TO VERY COARSE -GRAINED, LOOSE SAND (SM), WET, MOTTLED, IRON OXIDE STAINING. SS-3 1 6' 20 SS TAN, YELLOW, MAROON, WHITE, MEDIUM -DENSE, COARSE TO VERY COARSE -GRAINED SAND (SM), VERY WET, MOTTLED, IRON OXIDE STAINING. SS-4 21 SS SAME AS ABOVE (SM), MEDIUM TO COARSE - GRAINED, ALTERNATING LENSES OF MAROON, 24' WHITE, YELLOW AND TAN SAND WITH FINES, WET. SS-5 24 SS SAME AS ABOVE (SM), MINOR CLAY STRINGERS 28' (GRAY), WET SS-6 19 SS = WHITE TO TAN, COARSE -GRAINED, MEDIUM -DENSE I - SAND (SM), MOTTLED YELLOW, MAROON AND BROWN, WET, FINES MIXED _- AT SS-7 36' 17 SS NO SAMPLE OBTAINED DUE TO HEAVING SANDS. -� ORILLIIv - 24 H BOREHOLE COMPLETION: 40 FEET BELOW LAND SURFACE 51 - SCREEN SS - SP�IT5Po0N WATER DEPTH: 6.75 FEET BELOW LAND SURFACE DATE: 9/17/96 5� �NENUr . ti ST - SHELBY TUBE T -rfPE DRILLING METHOD: 4 1/4—INCH HOLLOW STEM AUGERS a WL - WATER LEVEL m LOGGED BY: J. ISHAM 0 Q �►� a DEPTH BELOW GROUND SURFACE 0 26.0 FT 28.0 FT 30.0 FT PROTECTIVE PIPE HEIGHT MONITORING WELL INSTALLATION DIAGRAM 383.05 FT 3.02 FT GROUT MIX: PORTLAND TYPE I CEMENT BENTONITE SEAL- 3/8-INCH BENTONITE PELLETS IMPERVIOUS ZONE: 28.0 FT THICK PERMEABLE ZONE: 12.0 FT THICK MOORE COUNTY C&D LANOFILL PEIZOMETER NO.: Mw-11D B0RING NO.: B-1 ID JOB NO.: 07625-001-018 PREPARED BY: J. 15HAM CHECKED BY: DATE: . _.-_. 9/16/96 EL. 380.03 FT. TOP OF GROUND SURFACE PROTECTIVEMEIAL CASING 4-INCH SOUARE BLACK STEEL WELL BOX WITH LOCKING COVER RISER PIPE: SCHEDULE __ 40__ ASTM DESIGNATION: -------- ID: _.�9 �iNCH _ OD: ---- COUPLINGS: THREADED FT PIPE IN _ 10.0 FT LENGTHS PIPE------.C1J=3_0Z --M FT PIPE _-_�3��? 0_ 0 ---- FT SCREEN �_10.0__-_-_ FT TOTAL: _43_02 __--__ Fi THICKNESS OF UPPER SEAL 2.0 FT LENGTH OF SCREEN 10.0 FT SAND 12.0 FT FT -- - - - - - - - 40.0 FT - - - - - - - - BOTTOM OF BORING REMARKS: ALL MEASUREMENTS TO THE NEAREST 0.1 FT. fDq N=3 01 1 .4497 E=2,914.0764 MDR Er4roerina kr- W 0 m ct 0 0 DEPTH PROTECTIVE BELOW PIPE HEIGHT - GROUND SURFACE O 1 3.0 FT I•�a" MONITORING WELL INSTALLATION DIAGRAM 388.88 FT 2.53 FT GROUT MIX: PORTLAND TYPE I CEMENT BENTONITE SEAL: 3/8-INCH BENTONITE PELLETS IMPERVIOUS ZONE: 3.0 FT THICK PERMEABLE ZONE: 17.0 FT THICK FT za.oFT �--- MOORE COUNTY C&D LANDFILL I PEIZOMETER NO.: MW-13S BORING NO: B-13S JOB NO: 07625-001-018 PREPARED BY: J. ISHAM _ CHECKED BY: DATE: 9/18/96 _ EL. 386.35 FT, TOP OF GROUND SURFACE PROTECTIVE METAL CASING _4-INCH SQUARE BLACK STEEL WELL BOX WITH LOCKING COVER RISER PIPE: SCHEDULE ASTM DESIGNATION: ....... ID:-2�0-1Ii2H _ OD: _ COUPLINGS: THR�Dj.Q___ FT PIPE IN __ D_a __ FT LENGTHS PIPE U _ FT PIPE _._fit Z 5N0 _ FT SCREEN _�5.0� �o_o _ FT TOTAL: __22_53 FT THICKNESS OF UPPER SEAL 2.0 FT LENGTH OF SCREEN 15.0 FT SAN D 17.0 FT -- — — — — — _ I [BOTTOM OF BORING R MARK : ALL MEASUREMENTS TO THE NEAREST 0.1 FT. N=2 218.1284 E=3 106.6545 HOR Enolee k-a rfC c_ J PROJECT: MOORE COUNTY C&D LANDFILL PROJECT NO: 07625-001--018 LOCATION: HIGHWAY 5, ABERDEEN, NC BORING NUMBER: B-13D PAGE: 1 Of 1 BORING LOG DATE: 9/18/96 NUMBER DEPTH SPT T WL SI DESCRIPTION (USCS) COMMENTS 4' TAN, MAROON, WHITE, YELLOW AND BROWN, SS-1 26 SS MEDIUM -DENSE, MEDIUM TO COARSE -GRAINED CLAYEY SAND (SC), MOTTLED, SLIGHTLY MOIST. YELLOW, BROWN AND TAN, MEDIUM -DENSE, 8 SS-2 22 SS ' MEDIUM TO COARSE -GRAINED SAND (SM) WITH FINES, MOTTLED MAROON, IRON OXIDE STAINING, WET YELLOW, TAN, WHITE AND MAROON, MEDIUM -DENSE, SS-3 1 6' 26 SS MEDIUM TO COARSE -GRAINED SAND (SM), FINES MIXED, WET NO SAMPLE RECOVERED DUE TO HEAVING SS-4 24 SS SANDS 2 4' 2 8' 3 2'- v AT 36' DRILLING -1-� 24 HR BOREHOLE COMPLETION: 40 FEET BELOW LAND SURFACE K Y: SI - SCREEN SS - SPUTSPDON TEST-N NU BER" WATER DEPTH: 9 9.3 FEET BELOW LAND SURFACE DATE: 9/19/96 ST - SHELBY TUBE T - TYPE wL - WATER LEVEL DRILLING METHOD: 4 1/4-INCH HOLLOW STEM AUGERS laq � � I LOG�tD BY. J ISHAM DEPTH BELOW GROUND SURFACE 2 6. 0 FT 28.0 FT 30.0 FT F7 an n MONITORING WELL INSTALLATION DIAGRAM PROTECTIVE PIPE HEIGHT 388.04 FT 2.39 FT GROUT MIX: PORTLANO TYPE I CEMENT BENTONITE SEAL: 3/8-INCH BENTONITE PELLETS IMPERVIOUS ZONE: 28.0 FT THICK PERMEABLE ZONE: 12.0 FT THICK MOORE COUNTY C&D LANDFILL PEIZOMETER NO.: Mw-13D BORING NO.: B-13D JOB NO.: 07625-001-018 PREPARED BY: J. ISHAM CHECKED BY: DATE: _. _ 18/96 EL, 385.65 FT. TOP OF GROUND SURFACE PROTECTIVE METAL CASING 4-INCH SQUARE BLACK STEEL WELL BOX WITH LOCKING COVER RISER PIPE: SCHEDULE __ 40__ ASTM DESIGNATION: ID: OD:— COUPLINGS: THRFA Q _ �FT PIPE IN _ �_0FT. LENGTHS PIPE — _-1��_39 Fl PIPE .--NL3-) i o.o _ FT SCREEN �1�_ 10.0 FT TOTAL: --- 42.39 -- --- F i i THICKNESS OF UPPER SEAL 2.0 IT LENGTH OF SCREEN 10.0 FT SAND 12.0 FT BOTTOM OF BORING NEAREST D.t FT. N=2 207.4862 REMARK,._ ALL MEASUREMENTS TO THE - - E=3,108.5434 HDR Ercheerin% k,c. Historical - Boring Logs due 20 „( DESCRIPTION ELEV. ,♦PENETRATION -BLOWS PER FT,'. 60 80 100 0 10 20 30 40 Medium Dense Tan Slightly Silty Coarse SAND with Gravel (SP) W 13 21 Loose to Medium Dense, Gray, Orange Slightly Silty Clayey Coarse SAND (Sp) 22 Boring Terminates at 20 ft. BORING AND SAMPLING MEETS ASTM D-1566 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER, FALLING 30 3N REQUIRED TO DRIVE 14 IN I D SAMPLER I FT 00 UNDISTURBED SAMPLE = WATER TABLE-24HR 150 % ROCK CORE RECOVERY WATER TABLE-IHR. M TEST BORING RECORD BORING NO, � L --» DATE DRILLED 6-�-87 JOB NO, 4112-87-146 SOIL & MATERIAL ENGINEERS, INC. - drilling Hechod: Well Number: MW= Auger Dace Started: Drilling Fluids: Done Date Finished- 6 ji me, B7 Static Water Level: Date: Geologist/Engineer:Hayes Observed By: Remarks: O,.D.. of Borehole: 6.5" ALL DEPTHS REFERENCED FROM GROUND SURFACE O j} of Casing-.--. 2.375' - �_ Length of Screen: 1 0 . 1 0 ! LOCKABLE CAP 0. 01 �!! Screen Opening Size: PROTECTME C ELEvxTiOm OF GROUND SURFACE E_ortland Cr TPEI 2" Sch 40 PVC {SIZE 6 TYPEi BENTONITE SAND 211 Sch 40 Pl {StZ E a TV? IP OISTANCE 2 • 3 3 0.0 . I H TO TOP OF SENTONITE 3.. 4..5' -K TO TOP OF GRAVEL rH TO TOP OF SCREEN 6.47 r r 'TH TO BOTTOM OF SCREEN 1La7_ 1 rAL DEPTH PROJECT SOIL& MATERIAL ENGINEERS, INC. Moore Co„ Landfill RALEI GH , NORTH CAROLINA Moore County, North Carola a S C ALE: NTS JOB NO;; 4112-87-146 FIG., NO:: DEPTH FT. 0 RE 13.0 20„( DESCRIPTION ELEV. OPENETRATION--BLOWS PER FT. n In 20 30 40 60 60 100 BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB HAMMER. FALLING 301N REQUIRED TO DRIVE 14 IN I D SAMPLER i FT. UNDISTURBED SAMPLE WATER TABLE-24HR _= WATER TABLE-1 HR. ROCK CORE RECOVERY - 5.0 TEST BORING RECORD BORING NO KW-2 DATE DRILLEDl=L=8-7 — 4112-87-146 JOB NO. .--�- SOIL & MATERIAL. ENGINEERS, INC. Well Number:, Mw-2 ! 6rfiling. Hethod:Auger _- - Date Started: 6-6-87 _ Drilling Fluids:None n Date Finished: 6-k-EZ Static Water Level: Date: Geologist/Engineer: Haves Observed By: Remarks: ALL DEPTHS REFERENCED FROM GROUND SURFACE LOCKABLE PROTECTIVE C Et.,EVATFOH OF GROUND SURFACE Portland (TYPE) 211 i 40 PVC (SIZE S TYPE] B ENTOH[T£ SAND I 2" Sch 40 PV1 (SIZE % TTPt PROJECT Moore County Landfill Moore County, North Caroli O.,D,. of Borehole: tl O.,D., of Casing: :1C; T , Length of Screen: 30-751 _ Screen Opening Size: 0-nin" rP OISiAHCE 0.0 H TO TOP Of BENTOHITE 1 .35` H TO TOP OF GRAVEL 2.42 M TO TOP OF SCR££N 7.52r A DEPTH TO BOTTOM OF SCREEN 17.77, TOTAL DEPTH 20.0' SOIL 5 MATERIAL ENGINEERS, INC. SCALE:. N.T.s RALEIGH, NORTH CAROLINA JOB NO:4112-87-146 FIG. NO:. DEPTH DESCRIPTION ELEV. *PENETRATION --BLOWS PER FT. FT 0 10 20 30 40 60 80 100 14..0 16..` Medium Dense to Loose Tan Slightly Clayey Coarse SAND (SP) 11 4 i Hard Tan, Pink Medium Sandy Silty CLAY(CL) r Boring 'Terminated at 16..5 ft., BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 cn PENETRATION IS THE NUMBER OF BLOWS OF 140 LB HAMMER, FALLING 30 IN. REQUIRED TO DRIVE 1,4 IN.. I D SAMPLER I FT. UNDISTURBED SAMPLE = WATER TABLE-24HR �5C�°% ROCK CORE RECOVERY WATER TABLE-IHR, 5 TEST BORING RECORD BORING NO. MW-3 DATE DRILLED 4112-87-146 JOB NO. — SOIL & MATERIAL ENGINEERS, INC„ Well Nusber: - 0 $rikfing Method: Auger _ Date Started:-6-6-87 Drilling Fluids: None Date Finished:6-6-87 Static Water. Level: Date: Geologist/Engi.neer:.Rgyps — Observed By: Remarks: - 0,.D, of Borehole: 6•5" ALL DEPTHS REFERENCED FROM GROUND SURFACE 2.375" O.D. of Casing: Length of Screen- 10.13` LOCKABLE CAP Screen Opening Size: nin" _ PROTECTrVE C ELEvaTrON Of GROUND SURFACE Portland (TYPE) 2'1,o�) 40 PI (SIZE S TYPE) B EHroN1TE $AND 2" Sch 40 P (SIZE & TYP' IP DISTANCE 2.25 H TO TOP OF BENTOHITE i - 9 r 'H TO TOP OF GROVEL_ 3.0 r H TO TOP OF SCREEN 5.75 • 1 DEPTH TO BOTTOM OF SCREEN L5 . u — TOTAL OEvrm 16.5 PROJECT SOILS MATERIAL ENGINEERS, INC. SCALE:, N.T.S. Moore County Landfill RAL.EIGH, NORTH CAROLINA JOB NO" 4112-87-146 Moore County, North Caroli a FIG„ NO.. DEPTH FT DESCRIPTION ELM PENETRATION—BL01WS PER 7. n in 20 30 40 60 80 100 4 „0 WIP 14 19..0 20..0 Tan Brown 5jigntiy SAND (SW) 18 Medium Dense Pink Tan Slightly Silty Clayey Coarse SAND (SC) 9 Medium Dense Pink -Tan Slightly Silty Coarse SAND (SP) 12 Medium Dense Tan -Gray Silty, Clayey Coarse to Fine SAND (SC) 6 Medium Dense Tan -Pink Slightly Clayey Q Boring Terminated at 20..0 ft. *Coarse SAND (SP) BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM 0- 2113 PENETRATION IS 7HE NUMBER OF BLOWS OF 140 LB HAMMER, FALLING 30 IN. REQUIRED TO DRIVE 14 IN I D SAMPLER I FT UNDISTURBED SAMPLE = WATER TABLE-24HR. I501% POCK CORE RECOVERY = WATER TABLE-] HR 9..5 TEST BORING RECORD mw-BORING NO. 6.�- 8 -- DATE DRILLED--- JOB NO, 411-145 SOIL & MATERIAL. ENGINEERS, INC„ • method'.-- Auger Well Number:_ W S - • dri ang Dace Started- 6 R7 Drilling Fluids: None Static tracer Level: Date: Date Finished: f,—R-87 Geologist/Engineer:_Hay.QG Observed By: Remarks: 0„D,, of Borehole: 6.511 ALL OEPTKS REFERENCED FROM GROUND SURFACE D. of Casing'. 2.37511 Length of Screen: J_OCKA8LE CAP I11 0OTt 1Screen Opening Size:.01 L PROTECTIVE C ELEVATION OF GROUND SURFACE Portland (T"ET 2i1 Sch 40 PVC (SIZE a TrpE] BENTO wTE SAND 2" Sch 40 F (SIZE IL TTI �P OISTANCE 2.91I m. 3„40' N To Top OF BENTONITE fN TO TOP OF GRAVEL 5.0� 6.96 TN TO TOP OF SCREEN PTN TO BOTTOu OF SCREEN 17 . 21, i TAL DEPTH 20.0 PROJECT SOILS MATERIAL ENGINEERS, INC Moore County Landfill RALEIGH, NORTH CAROLINA Moore County, North Caroli a S C ALE':. JOB NO:. FIG.. NO N.T.S. 411.2-87-146 f PROJECT: MOORE COUNTY LANDFILL PROJECT NO: 07625-001-018 LOCATION: JACKSON HAMLET 60RING NUM13ER: 8-6 PAGE: 1 of 1 BORING LOG DATE: 3/6/95 NUMBER DEPTH SPT T WL SI DESCRIPTION (USCS) COMMENTS UPPER 1', DENSE, BROWN, MED--GRAINED 4' SILTY SAND W/ 1 /4 —1 /Z' QTZ PEBBLES (SM), THEN 4 LIGHT GRAY, MASSIVE, SS-1 12,20.21 SS VERY FINE SILT (ML) OR CLAY (CL), THEN 3" DENSE, RED MED—GRAINED SILTY 8' SAND (SM), DRY. UPPER 3", LIGHT GRAY, MASSIVE, V. FINE SS- 9,12,17 SS SILT (ML) OR CLAY (CL), THEN V. FIRM, VARIGATED BROWN TO MAROON COARSE SILTY SAND W/SOME QTZ PEBBLES (SM), DRY SS-3 8,9,11 SS INTERBEDDED, FIRM, YELLOW —BROWN, FINE TO COARSE, SILTY SAND (SM), WET EOH @ 20' SS--4 8,10,12 SS VERY FIRM, VARIGATED YELLOW —BROWN, RED --BROWN, MAROON, COARSE TO VERY COARSE, W/SOME QTZ PEBBLES, SILTY T 24' CLEAN SAND (SM—SP), WET. 28' 32' 36' 40' BOREHOLE COMPLETION: 20' ILYL !N - SCREEN SS - SPUTSPOON WATER DEPTH: 13.9' BELOW GRADE DATE: 3/ 13/95 SPT - SOL PDNETRJ D M TEST-it'^M ST - SHELBY TUBE T - TYPE v& - WATER LEVEL DRILLING METHOD: HOLLOW STEM AUGERS lir"IR LOGGED BY: C. WELTY MONITORING WELL INSTALLATION DIAGRAM PROTECTIVE DEPTH PIPE HEIGHT FT BELOW GROUND SURFACE STICKUP FT i o 1 FT 3 FT 5 FT 2.3 FT GROUT MIX: LEAN PORTLAND/BENTONITE SLURRY -RENTQI.TE SEAL 1 BAG SENTONITE CHIPS. 50 LBS. IMPERVIOUS ZONE: 3 FT THICK PERMEABLE ZONE: 17 FT THICK PEiZOMETER NO..: WW-6 BORING NO..: B-6 JOB NO..: 07625-001--018 PREPARED 8Y: C- WELTM CHECKED By: C. LEE DATE:. 3/6/95. _ EL. 403.5 FT. TOP OF GROUND SURFACE PR TECTTVE METAL CASING LOCKING RISER PIPE: SCHEDULE ASTM DESIGNATION: --------- ID: __Z---- OD: --------- COUPLINGS: - T1jBl6Qfp_w FT PIPE IN _ 10 _ FT LENGTHS PIPE FT SCREEN _____.__ t 5 --------- FT TOTAL:--------22.3------- FT THICKNESS OF UPPER SEAL 2 FT LENGTH OF SCREEN 15 FT SAND 17 FT 20 FT }� 20 FT J BOTTOM OF BORING R MARK ALL MEASUREMENTS TO THE NEAREST 0.1 FT. HDR 6 vg. kr- MOORE COUNTY LANDFILL s PROJECT: MOORE COUNTY LANDFILL PROJECT NO: 07625-001-018 LOCATION: JACKSON HAMLET BORING NUMBER: B-7 PAGE: 1 of 1 BORING LOG DATE: 3/6/95 NUMBER DEPTH SPT T WL Sl DESCRIPTION (USCS) COMMENTS UPPER HALF OF SAMPLE IS FIRM, VARIGATED 4' MAROON, COARSE TO VERY COARSE, PEBBLY, SILTY SAND (SM). LOWER HALF IS VERY FIRM SS-1 10,10,11 SS BRIGHT YELLOW -BROWN, FINE-GRAINED SILTY SAND (SM), DRY.. 8 1 DENSE, VARIGATED LIGHT TAN, YELLOW -BROWN, MAROON, MEDIUM TO COARSE SILTY SAND WITH SOME. CLAY RIP -UP CLASTS (SM), DRY SS-2 13,17,21 SS UPPER QUARTER OF SAMPLE IS VERY FIRM, VARIGATED YELLOW -BROWN TO RED, MEDIUM SILTY SAND (SM). MIDDLE HALF IS VERY FIRM, 1 6' 10,12,12 SS LIGHT GRAY, YELLOW --BROWN TO LIMONITE -YELLOW, SS- 3 FINE CLAYEY SAND (SC) WITH A 1" -Z" SANDY CLAY LENS BOTTOM QUARTER IS YELLOW -BROWN TO GRAY- BROWN, MEDIUM TO COARSE SILTY SAND (SM), MOIST. EOH ® 20' SS-4 9,9,12 SS VERY RRM, VARIGATED LIMONITE -YELLOW, YELLOW -BROWN, RED, mMOON, MEDIUM TO VERY COARSE SILTY SAND (SDI) 2 4' WITI.1 A Z' GRAY VERY FINE SILT (ML) OR CLAY (CL) NDR BOTTOM, WET 28' 32' 36' 40' BOREHOLE COMPLETION: 20' K Y Si - SMEEN 55 - SPL[iSPooN SPT - WL PDORADON WATER DEPTH: 1 1 .9' BELOW GRADE DATE: 3/13/95 SHELBY TUBE - T - IYPE WL - WATER LML DR{LLING METHOD: HOLLOW STEM AUGERS LOGGED BY: C WELTY DEPTH BELOW GROUND SURFACE 0 FT 2 FT 4 FT of MONITORING WELL INSTALLATION DIAGRAM PROTECTIVE PIPE HEIGHT FT STICKUP FT GROLIT MIX: LEAN PORTLAND/BENTONTE SLURRY BENTQNITE AFC.' I 9AG SENTONRE CHPS. 50 LBS_ IMPERVIOUS ZONE: 2 FT THICK PERMEABLE ZONE: 17 FT THICK PEIZOMIETFR No.: IJW 7 BORING NO, : 8-7 ,108 No.,: 07625-001-018 PREPARED BY: C. WELTY CHECKED BY: C. LEE DATE: _ 3 fi 95 — EL 399.2 FT. TOP OF GROUND SURFACE PROTECTIVE METAL CASING LOCKING RISER PIPE: SCHEDULE ____ N ASTM DESIGNATION: ID: OD: COUPLINGS: TFIffb= PIPE IN 10 _ FT. LENGTHS ppE __1-10 CUT 4 _8!z 1 FT SCREEN 15 FT TOTAL: 21.8 FT THICKNESS OF UPPER SEAL 2 F LENGTH OF SCREEN 15 FT SMD 17 FT 19 FT _ Jf-1 20 FT _ _ BOTTOM OF BORING imREMARK5: ALL MEASUREMENTS TO THE NEAREST 0.1 FL• H R Etgkweer hg¢ >nc MOORE COUNTY LANDFILL PROJECT: MOORE COUNTY LANDFILL LOCATION: JACKSON HAMLET BORING LOG NUMBER DEPTH SPT T WL SI PROJECT: NO: 07625-001-018 BORING NUMBER: 8-8 PAGE: 1 of 1 DESCRIPTION (USCS) 4 FILL TO 6-1/2'. THEN VERY FIRM, YELLOW BROWN, VERY SILTY, MEDIUM TO COARSE SAND SS-1 7,9112 SS WITH GRANULES (SM), DRY 8' VERY DENSE, VARIGATED & INTEREEDDED, LIGHT GRAY, LIMONITE -YELLOW, RED, GRAY, SLIGHTLY SILTY, COARSS-2 13,21,33 SSWITH �}yp TVERY CH;CKSCLAYELL STRNOGERS, WIT (SR) VERY FIRM, YELLOW --BROWN TO RED, GRAY, SLIGHTLY SILTY, COARSE TO VERY COARSE SAND 55-3 1 1 6'-j 10,10,11 1 SS SS-4 �7SS 2 4' 28' 32' (SP) INTERBEDDED WITH I- TO 6" BEDS OF HARD, LIGHT REDDISH -GRAY, UASSINE FINE SILT (ML) OR CLAY (CL), WET EOH ® 20' FIRM, MAROON, WELL SORTED SILTY MEDIUM - GRAINED SAND (SM) WITH ONE C1/2' CLAY STRINGER, Y&F. 36' 40' BOREHOLE COMPLETION: 20' WATER DEPTH: 10 5' BELOW GRADE, DRILLING METHOD: HOLLOW STEM AUGERS LOGGED BY: C. WELTY DATE: .3/ 1 3/9 5 DATE: 3/7/95 COMMENTS K Y• si - SCREEN SS - SPUTSPOoN SPT - SOE PENEMATION TEST-N NUMBER ST -- SHELBY TUBE T -- TYPE wL - WATER LEVEL r m IE DEPTH BELOW GROUND >URFACE 0 5 FT I f MONITORING WELL INSTALLATION DIAGRAM PROTECTIVE PIPE HEIGHT STICKUP � FT 1 2.7 FT R�,T M X.. LEAN POM LAND/BENTONITE SLURRY NT N R I BAG BENTONfIE CHIPS, 50 LBS. IMPERVIOUS ZONE: 3 FT THICK PERMEABLE ZONE: 17 FT THICK PEIZOMETER KO.- 11W-8 BowNG NO. _ B-8 JOB NO.: 07625-001-018 PREPARED B1f: C. MiTy CHECKED BY: C. LEE DATE; 3/61.95 EL, 395.2 FT, TOP OF GROUND SURFACE PROT CTIVE METAL CASIN LOCKING RISER PIPE SCHEDULE — 19 ASTM DESIGNATION: ID: - OD: COUPLINGS: THREAD FT PIPE IN 10 FT LENGTHS PtPE I —10 (gt T O 7.71 - FT SCREEN 15 FT TOTAL: 22.7 THICKNESS OF UPPER SEAL 2 F7 I LENGTH OF SCREEN 15 FT SAND 17 FT 20 FT 20 _ _BOTTOM OF BORING gFM&EKS; ALL MEASUREMENTS TO THE NEAREST 0.1 FT. HM Engkm ewi'1 b'r— MOORE COUNTY LANDFILL PROJECT: MOORE COUNTY LANDFILL PROJECT NO: 07625-001-018 LOCATION: JACKSON HAMLET BORING NUMBER: B-9 PAGE: 1 of 1 BORING LOG DATE: 3/6/95 NUMBER DEPTH SPT T WL SI DESCRIPTION (USCS) COMMENTS 4' UPPER 1' IS FIRM, `FELLOW -BROWN SLIGHTLY SS-1 G,1O,17 SS SILTY COARSE SAND (SP), GETTING RED DIRECTLY ABOVE 2 -T GRAY SANDY CLAY (CL)_ LOWER PORTION 8 IS VERY qW, LIGHT TAN MEDIUM TO COARSE SILTY SAND (SM), DRY.. SS-2 8.10,15 SS VERY FIRMA, LIGHT TAN, FINE-GRAINED SILTY CLAYEY SAND (SC -Sty), LOTS OF KAOUNITE, DRY. 1 5 SS UPPER HALF OF SAMPLE 6 VERY FIRM, LIGHT TAN FINE SS-3 11.12,15 TO MEDIUM, VERY SILTY SAND (SM).. LOWER HALF IS VERY STIFF, UGiT GRAY, wSSNE, VERY CLEM, VERY FINE SILT (ML) OR 0-P1Jl X CLAY (CL), DRY. SS-4 15,18,23 SS DENSE, VARIGATED GRAY, TAN, BROWN, RED, COARSE SILTY SAND, WET.. 24' SS-5 13.14,19 SS DENSE, VARIGATED, BLOOD RED, BLUE --GRAY, DEEP TAN, RED -YELLOW, VERY COARSE TO COARSE, 2 8' POORLY SORTED SILTY SAND, WET EOH ® 30' 32' 36' 40' BOREHOLE COMPLETION: 30, sl - SCREEN 55 - SpuTspwN WATER DEPTH: 19 9' BELOW GRADE DATE: 3/13/95 sf - sm P'fNETR nm ST - s�Y � T - TYPE WL - WATER LEVM DRILLING METHOD: HOLLOW STEM AUGERS im LOGGED BY: C. WELTY w DEPTH BELOW ROUND ;URFACE 11 FT 13 FT 15 FT I MONITORING WELL INSTALLATION DIAGRAM PROTECTIVE PIPE HEIGHT FT STICKUP - FT 1 2.4 FT Sri MiX LEM PORnAND/BC9TONITE SLURRY DENTONITE 1 BAG BENTOMTE CHIPS, 50 LBS. IMPERVIOUS ZONE: 13 FT THICK PERMEABLE ZONE: 17 FT THICK PEIZOMEIEK NO..: MW-9 BORING NO..: 8-9 J013 NO„; 07625-001-018 PREPARED BY: C. WELTY CHECKED BY: C. LEE DAB; 3L6195 EL. 403.7 FT. TOP OF GROUND SURFACE P TECTN ME & Q&51NG I LOCKING RISER PIPE: SCHEDULE _ 40 ASTM DESIGNATION: ID: - OD: CW UNGS:._ RRE6Xp - FT PIPE IN w._ 1 o Fr. LENGTHS PIPE IN _ 1-1 o FT.. LENGTHS PIPE _ 1--10 (CiiT 0 7.4' FT ` SCREEN 15 FT TOTAL: 32.4 FT THICKNESS OF UPPER SEAL 2 F LENGTH OF SCREEN 15 FT .. yI SAND 17 FT 30 FT 30 BOTTOM OF BORING gg ALL MEASUREMENTS TO THE NEAREST 0.1 FT. m 8 OORE COUNTY LANDFILL HDR PROJECT: MOORE COUNTY C&D LANDFILL PROJECT NO: 07625-001-018 LOCATION: HIGHWAY 5, ABERDEEN, NC BORING NUMBER: B-14 PAGE: 1 of 1 BORING LOG DATE: 9/ 16/96 NUMBER DEPTH SPT T WL SI DESCRIPTION (USCS) COMMENTS 4' _ — WHITE AND TAN, MOTTLED, DENSE, FINE— GRAINED SAND (SW), WITH A TRACE OF CLAY, SLIGHTLY MOIST, IRON OXIDE VERY UNIFORM TEXTURE SS-1 46 SS 8' — STAINING. —_ _ WHITE TO TAN, MEDIUM —DENSE, FINE TO COARSE —GRAINED SAND (SM), MOTTLED WITH MAROON SAND LENSES, IRON OXIDE STAINING, SLIGHT CLAY CONTENT, VERY SS-2 11 SS _ — MOIST TO WET. DARK GRAY AND MAROON, MEDIUM —DENSE, SS-3 1 6' 19 SS = COARSE TO VERY COARSE SAND (SC), MIXED WITH DARK GRAY TO MAROON SANDY — CLAY LENSES, STIFF, FIRM, SL. PLASTICITY, = WET. T.D. = 20 FEET 2 4' 28' 32' AT —� DRILLING 36' �- 24 HR 40' BOREHOLE COMPLETION: 20 FEET BELOW LAND SURFACE Si - SCREEN SS - SPLITSPOON SPT - SOIL PENETRATIDN TEST-N NUMBER ST - SHELffY TUBE T - TYPE WL - WATER LEVEL WATER DEPTH: 12.78 FEET BELOW LAND SURFACE DATE: 9/18/96 DRILLING METHOD: 4 1/4-INCH HOLLOW STEM AUGERS LOGGED BY: J ISHAM J DEPTH BELOW GROUND SURFACE 0 1.0 FT 3.0 FT 5.0 FT PROTECTIVE PIPE HEIGHT MONITORING WELL INSTALLATION DIAGRAM 400.58 FT 2.70 FT LROUT_MIX: PORTLAND TYPE I CEMENT QENTONITE SEAL: 3/8-INCH SENTONITE PELLETS IMPERVIOUS ZONE: 3.0 Fr THICK PERMEABLE ZONE: 17.0 Fr THICK MOORE COUNTY C&D LANDFILL PEIZOMETER NO: Mw-14 BORING NO,: B-14 JOB NO: 07625-001-018 { PREPARED BY: J. 1SHAM CHECKED BY: DATE: _- 9/16/96 EL, 397.88 Fr. TOPOF GROUND SURFACE PROTECTIVE MFFAL CASING 4-INCH SQUARE BLACK STEEL WELL BOX WITH LOCKING COVER RISER PIPE: SCHEDULE aQ_v ASTM DESIGNATION: ID: _��0 CINCH _ OD: _______ - COUPLINGS: THREADfD—_ FT PIPE IN 10_0 FT LENGTH '. PIPE------� 2.7 F PIPE _ _LL�5.0 FT SCREEN _�Z S.OL��_ t4_4 FT � TOTAL: ___-- 22,70 __--_—. F THICKNESS OF UPPER SEAL 2.0 F LENGTH OF SCREEN 15.0 FT SAN D 17.0 FT FT 20.0 FT — — — — — — — BOTTOM OF BORING REMARKS: ALL MEASUREMENTS TO THE NEAREST 0.1 FT. fDq N=2,694.2171 E=3,615.2164 T PROJECT: MOORE COUNTY C&D LANDFILL PROJECT NO: 07625-001-018 LOCATION: HIGHWAY 5, ABERDEEN, NC BORING NUMBER: B-15 PAGE: 1 of 1 BORING LOG DATE: 9/19/96 NUMBER DEPTH SPT T WL SI DESCRIPTION (USCS) COMMENTS 4' TAN AND REDDISH -BROWN, MEDIUM -DENSE, SS-1 17 SS MEDIUM TO COARSE —GRAINED SLIGHTLY CLAYEY SAND (SC), NO PLASTICITY, STICKY, 8' MOIST, MOTTLED. WHITE, MEDIUM —DENSE, FINE—GRAINED SAND VERY UNIFORM SS-2 17 SS (SW), WITH MINOR FINES, MIXED WITH DENSE TEXTURE SANDY CLAY LENSES. SL. PLASTICITY, DRY, = HORIZONTAL COLOR BANDING, SAME AS ABOVE (SW), MEDIUM TO COARSE— GRAINED, PINK/MAROON MOTTLING, FINES MIXED, SLIGHTLY KAOLONITIC, V. MOIST, WHITE, MAROON, BROWN, RED —ORANGE, VERY UNIFORM TEXTURE SS-3 1 6' 19 SS SS-4 22 SS _ MEDIUM —DENSE, MEDIUM TO COARSE —GRAINED = CLAYEY SAND (SC), KAOLINITIC ZONES, WET. 24' _ — -------� WHITE AND PINK, MEDIUM —DENSE, MEDIUM TO SS-5 26 SS = COARSE —GRAINED SAND (SM) MIXED WITH 28' = GRAY/WHITE CLAY LAYERS (KAOLINITIC/STICKY), _ — — SLIGHTLY MOIST, HORIZONTAL MOTTLING SAME AS ABOVE (SM), MEDIUM TO COARSE— GRAINED, WET. LANDFILL GAS SS-6 ' 22 SS = ODOR SS-7 36` 18 SS T D = .35 FEET � AT — DRILLING 40' BOREHOLE COMPLETION: 35 FEET BELOW LAND SURFACE SI - SCREEN SS - SPUTSPOON SPT - SOIL' PENETRATION TEST-N NUMBER ST - SHELBY TUBE T - TYPE WL - WATER LEVEL WATER DEPTH: 30 FEET BELOW LAND SURFACE DATE: 9/19/96 DRILLING METHOD: 4 1/4-INCH HOLLOW STEM AUGERS Imi LOGGED BY: J ISHAM DEPTH PROTECTIVE BELOW PIPE HEIGHT GROUND SURFACE 16.0 FT 18.0 FT 1 20.0 FT MONITORING WELL INSTALLATION DIAGRAM 431.10 FT 1.79 FT GRQ„WT MIX: PORTLAND TYPE I CEMENT NT NITESEAL: 3/8—INCH BENTONME PELLETS IMPERVIOUS ZONE: 18.0 FT THICK PERMEABLE ZONE: 17.0 FT THICK MOORE COUNTY LANDFILL PEIZOMETER NO..: MW-15 BORING NO.: B-15 JOB NO.: 07625-001-018 PREPARED BY: J. rSHAM CHECKED BY: DATE: 9/ 19 /96 EL. 429.31 FT. TOP OF GROUND SURFACE PROTECTIVE METAL CASIN 4—INCH SQUARE BLACK STEEL WELL BOX WITH LOCKING COVER RISER PIPE: SCHEDULE ASTM DESIGNATION: ID: _�_0 CINCH OD COUPLINGS: __ THREADED __ FT PIPE IN __ 10_0 _ FT.. LENGTHS PIPE -___ .il),?_79 FT PIPE FT SCREEN _LZ 5�0`��10�0 FT TOTAL: -- 36.79 . �__-- FT THICKNESS OF UPPER SEAL 2-0 FT LENGTH OF SCREEN 15.0 FT SAND 17.0 FT FT 35.0 FT — — — — — -- — — BOTTOM OF BORING REMARKS: ALL MEASUREMENTS TO THE NEAREST 0.1 FT. N=3s234.5825 _ E=4 373.7788 Hari Ord), Ism, Well Development Logs 7-wf WELL DEVELOPMENT FIELD RECORD SITE DESCRIPTION Project Name: Moore County Project Number. 1895531 Location: Aberdeen, NC WEATHER CONDITIONS Temperature: eOS `:705 Wind: Precipitation: WELL DESCRIPTION Well No.: �'7 - Date: -7_,3,j -/ 7 21-/ Time at Well Site: Date of Well Installation: Screen Length: Developed By: T. Martinez / E. Vasko Time On Site: Time Off Site: COLUMN OF WATER IN WELL VOLUME OF WATER TO BE REMOVED TOC relative to Ground Surface: feet Casing Inside Diameter: 2 inches TOC Elevation: feet MSL y Casing Volume: gal./ft. Depth of Well Before Development: feet TOC 7 -314 , Column of Water in Well: feet Depth to Water Before Development: � feet MSL(S yG !I/ , Volume of Water in Well: gallons Column of Water in Well: 3 7 feet Well Volumes to be Removed: Depth of Well After Development: L feet TOC Min. Volume to be Removed: gallons Development Method: Well Pumped Dry?: Yes o FIELD PARAMETERS Volume Type of Dev. Equipment: Watera Hydrolift Removed TURBIDITY !� f VVL Date/Time (gallons) (NTU) �� Remarks/Observations 2 " woo riP2 25.9 -C;b 22 u 7 f vo 1021, 21. Ll a 3 -t 140 6 o 2z-Z 10,IR 2 y 0 7.D l QC, 2 7 S 1 7I006 6.37 0-11 Z2. I10I I A. i Doc IZ2 /-3.o I L Z,-) ("I Ili fo O vo 2 2 4 i..3 o 0 7 . 2 Z3 O ' b-O roan 7-0 2 7 Zz. U .32 Jq1A0 bG.O 7 too J L -15 2 `I ZZ, A o -76.0 1 woo 6,2J 11 Z . ,z (, . 71060 'L 7 ZlZ 2\, S 3 [a 9r, INY.21, t J660- o U mel S 6.14 9 MR.0 2,14 6 -IL I C L Z '2 L w+, n a•�?� to t3 ,5 1�. U r. c S lfo/ ov - 210511 U16 I 12 3 - / Start Pumping: /ZZo 0442 End Pumping: �J— NOTES: e n1I. C, WV4 1 v✓11 � ILJ r `�4 � , Average Pump Rate: V S gal./min. Total Volume Removed: gallons Field Team Leader: Travis Martiez Siunature: -+ent Fonn.xls Golder Associates WELL DEVELOPMENT FIELD RECORD SITE DESCRIPTION Project Name: Moore County Project Number: 1895531 Location: Aberdeen, NC WEATHER CONDITIONS Temperature: C?o Wind: CAI M Precipitation: r1cM e COLUMN OF WATER IN WELL TOC relative to Ground Surface: feet TOC Elevation: feet MSL Depth of Well Before Development: J6. I xfeet TOC Depth to Water Before Development: Idr feet MSL Column of Water in Well: 5 feet Depth of Well After Development: feet TOC Development Method: Well Pumped Dry?: Yes o WELL DESCUIPTION Well No.: Date:-7 Time at Well Site: Date of Well Installation: Screen Length: Developed By: T. Martinez / E. Vasko Time On Site: Time Off Site: VOLUME OF WATER TO BE REMOVED Casing Inside Diameter: 2 inches Casing Volume: gal./ft. Column of Water in Well: C(. S feet Volume of Water in Well: l S6 gallons(s 9 L Well Volumes to be Removed: Min. Volume to be Removed: gallons Type of Dev. Equipment: WakeineL L�/P FIELD PARAMETERS Volume ` o Removed TURBIDITY Date/Time (NTU) Remarks/Observations lL®C-��1. . ► i LC�iT��i�E��7 - � � • :ate -r_ ' - Start Pumping: 15 End Pumping: X 5,10 NOTES: Njy ; wtIi Vot-Me Average Pump Rate: 0,19 gal./min. Total Volume Removed: b121 A.-/-n = it 2 gallons Field Team Leader: Travis Martiez Signature: Well Development Form.xls Golder Associates 1 a r' 1 152v� WELL DEVELOPMENT FIELD RECORD SITE DESCRIPTION WELL DESCRIPTION Project Name: Moore County Well No.: — ?> Project Number: 1895531 Date: Location: Aberdeen, NC Time at Well Site: 66�� Date of Well Installation: WEATHER CONDITIONS Screen Length: Temperature: g Q S Developed By: T. Martinez / E. Vasko Wind: n a4, a Time On Site: Precipitation: ArIAc Time Off Site: COLUMN OF WATER IN WELL VOLUME OF WATER TO BE REMOVED TOC relative to Ground Surface: feet Casing Inside Diameter: 2 inches TOC Elevation: feet MSL Casing Volume: gal./ft. Depth of Well Before Development: ( Z feet TOC '? �) Column of Water in Well:5 feet Depth to Water Before Development: feet MS qt .5 / Volume of Water in Well: _gallons Column of Water in Well: 33 7 feet Well Volumes to be Removed: Depth of Well After Development: feet TOC Min. Volume to be Removed: gallons Development Method: Type of Dev. Equipment: Watera Hydrolift Well Pumped Dry„(v t-s FIELD PARAMETERS Volume Removed TURBIDITY � � l S� d C Date/Time (gallons) (NTU) t I Remarks/Observations t[IL7ic�it7fiZ�1� • • ►�� kw-2. �,. 1 LLB �I_ /►7 Start Pumping: ( 06 I 100D End Pumping: \ 5 Average Pump Rate: gal./min. Total Volume Removed: gallons NOTES: weQ Vat"Ot 1-1 J wt -J� d. [ (2"A�4 UP - P're ¢e- art,,-[ ((-I , 1-0 :r Q 4,4 rh . r 4 he _ Field Team Leader: Travis Martiez Signature: Well Development Form.xis Golder Associates 13 Oti32 WELL DEVELOPMENT FIELD RECORD Project Name: Moore County Project Number: 1895531 Location: Aberdeen, NC WEATHER CONDITIONS Temperature: Wind: Precipitation: COLUMN OF WATER IN WELL TOC relative to Ground Surface: feet TOC Elevation: feet MSL Depth of Well Before Development: '21 A Q feet TOC Depth to Water Before Development: it .� feet MSL Column of Water in Well: feet Depth of Well After Development: feet TOC Development Method: Well Pumped Dry?: Yes o WELL DESCRIPTION Well No.: AA +v — J Date: &I Time at Well Site: Date of Well Installation: Screen Length: Developed By: T. Martinez / E. Vasko Time On Site: Time Off Site: VOLUME OF WATER TO BE REMOVED Casing Inside Diameter: 2 inches Casing Volume: gal./ft. Column of Water in Well: feet Volume Volume of Water in Well: I. g3 gallons Well Volumes to be Removed: Min. Volume to be Removed: gallons Type of Dev. Equipment: Wst=. yduefiitt T ut6 FIELD PARAMETERS Volume c L Removed TURBIDITY p Date/Time (gd ns) (NTU) 1 � emarks/Observations 6 •r �r • , 1�L� �! .= 14 �� I .JyyQ'�r7 1MV, [,�� ► sk-M, W .' C-M2M n�a��.rrr»r;��n � • � rl KF0]1rA fiY.At ® &M W 1MM0, , MOO M M#11;M® WHO Z27*870n,�MVIIMFAWAEM Start Pumping: 69 Q Average Pump Rate: . U g./min. End Pumping: IN z Q Total Volume Removed: b09 gVie is L ; NOTES: Field Team Leader: Travis Martiez Signature: �_ rgk Well Development Form.xls Golder Associates (S-v (;.) WELL DEVELOPMENT FIELD RECORD SITE DESCRIPTION Project Name: Moore County Project Number: 1895531 Location: Aberdeen, NC WEATHER CONDITIONS Temperature: Wind: Precipitation: COLUMN OF WATER IN WELL TOC relative to Ground Surface: feet TOC Elevation: feet MSL Depth of Well Before Development: y feet TOC Depth to Water Before Development: feet MSL Column of Water in Well: feet Depth of Well After Development: feet TOC Development Method: WELL DESCRIPTION Well No.: Date: Time at Well Site: Date of Well Installation: Screen Length: Developed By: T. Martinez / E. Vasko Time On Site: Time Off Site: VOLUME OF WATER TO BE REMOVED Casing Inside Diameter: 2 inches Casing Volume: gal./ft. Column of Water in Well: 3 y feet Volume of Water in Well: 3 ,1 ( gallons Well Volumes to be Removed: Min. Volume to be Removed: gallons Type of Dev. Equipment: Waters Hydrolift Well Pumped Drys. Ye No L,+-e 6 FIELD PARAMETERS Volume Removed TURBIDITY a� Date/Time Rtkons) (NTU) p t+ 9 !3C" �/ Remarks/Observations [ r � L�� ► [�E�:��i7 - � t11 Start Pumping: 11'y End Pumping: Average Pump Rate: Total Volume Removed: gal./min. gallons Field Team Leader: Travis Martiez Signature: lop - Well Development Form.xls Golder Associates APPENDIX DH-B SURVEYS OF PIEZOMETER, GROUNDWATER MONITORING WELL, AND LANDFILL GAS PROBE LOCATIONS Moore County Landfill Coordinate Table Point Number Northing Easting Elevation Description 1 510588.43 1854393.75 428.81 G 2 510588.87 1854390.93 429.21 NAIL CONC 3 510589.03 1854391.51 431.48 MW-15R 4 510450.49 1852907.65 383.41 G 5 510451.67 1852905.79 383.72 NLCONC 6 510452.42 1852911.75 383.63 NLCONC 7 510453 1852911.56 386.36 MW-11DR 8 510452.38 1852905.36 386.13 MW-11SR 9 510038.42 1852043.61 364.85 G 10 510038.31 1852041.28 365.13 NLCONC 11 510038.89 1852041.09 367.73 GP-15R 12 509699.21 1852099.53 371.45 G 13 509687.58 1852104.99 372.05 G 14 509680.32 1852109.95 372.33 NLCONC 15 509693.81 1852101.85 372.01 NLCONC 16 509704.16 1852097.48 371.86 NLCONC 17 509704.03 1852096.7 374.16 MW-17S 18 509693.71 1852101.52 374.56 MW-17D 19 509680.01 1852109.63 374.78 GP-14R 20 509371.03 1852251.06 365.35 G 21 509370.23 1852249.66 365.93 NLCONC 22 509369.85 1852249.28 368.5 MW-18 23 509406.49 1852210.12 367.1 G 24 509405.44 1852208.57 367.67 NLCONC 25 509405.06 1852208.08 370.29 GP-13R 26 509418.33 1852559.11 377.14 G 27 509418.27 1852558.43 380.08 PZ-03 28 509569.75 1852420.23 378.44 G 29 509570.71 1852419.49 381.41 PZ-02 30 509963.29 1852308.2 379.13 G 31 509964.08 1852308.13 382.05 PZ-01 'titi��1CA H 111111fry,'' is ei, f 0ETA I / 1 j if crO1`01�t APPENDIX DH-C LABORATORY TEST RESULTS FOR SOIL SAMPLES AUGUST 2018 MOORE CITY/ENGINEERING SERVICES/NC SUMMARY OF SOIL DATA 1895531 Sample Identification Sample Type Sample Depth Soil Classi- fication Natural Moisture % Atterberg Limits Grain Size Distribution Compaction Gs Unit Weight Permeability (cm/sec) Additional Tests Conducted (See Notes) % Finer No. 4 Sieve % Finer No. 200 Sieve % Finer .005 mm Maximum Dry Density (lb/cuft) Optimum Moisture % Moisture % Dry (lb/cult) L.L. P.L. I P.I. L.I. PZ-2 UD 6.0-8.0' (SM) 13.3 - - - - 99.3 22.1 16.9 - - - 13.3 115.3 5.3E-06 PZ-3 UD 22.0-24.0' CL 26.3 38 20 18 0.34 100.0 62.4 32.5 - - 2.62 26.3 97.9 C PZ-3 UD 34.0-36.0' SC 18.7 41 15 26 0.14 99.7 28.7 22.5 - 2.65 18.7 107.4 - C ABBREVIATIONS: LIQUID LIMIT (LL) PLASTIC LIMIT (PL) PLASTICITY INDEX (PI) LIQUIDITY INDEX (LI) SPECIFIC GRAVITY (Gs) MOISTURE (Mc) Golder Associates Inc. NOTES: T = TRIAXIAL TEST U = UNCONFINED COMPRESSION TEST C = CONSOLIDATION TEST DS = DIRECT SHEAR TEST O = ORGANIC CONTENT P = pH SEPTEMBER 2018 1895531 100 90 80 % 70 P 60 a s 50 s i n 40 9 30 20 10 0 1000 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: PZ-2 Depth: 6.0-8.0' TYPE: UD Particle size in millimeters Coarse Fine Coarse Medium Fme Sdt or Clay COBBLES GRAVEL SAND FINES Particle Size Particle Size lmml 7 Pav6- ClaWfianinn Pvn•v-- 12.0" 304.8 100.0 Cobbles 0.0 3.0" 75.0 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 50.0 100.0 1.5" 37.5 100.0 1.0" 25.0 100.0 0.75" 19.0 100.0 0.50" 12.7 100.0 Fine Gravel 0.7 0.375" 9.5 100.0 #4 4.8 99.3 #10 2.00 1 84.6 Coarse Sand 14.6 #20 0.85 56.9 Medium Sand 49.9 #40 0.43 34.7 #60 0.25 28.8 Fine Sand 12.6 #100 0.15 25.7 #200 0.075 22.1 (mm) "hFiner .T c `u 0 v` T z 0.035 21.1 Fmes Silt or Clay 22.1 0.022 21.1 0.013 20.2 0.0090 20.2 0.0065 16.9 0.0032 1 16.9 0.0013 1 16.9 DESCRIPTION: SAND, fine to coarse, trace fine gravel; olive brown and yellowish red. USCS: (SM) 60 so a Gxa: 40 c Z } F U 30 f a C 20 10 PLASTICITY CHART CH 0 0 10 20 30 40 50 60 70 so 90 100 110 LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry preparation) M, LL PL PI LI 13.3 LL (oven-dri' <0.7s = ORG,WIC t0uoxl TECH BA DATE 9/IQ/18 Golder Associates Inc. FLEXIBLE WALL TRIAXIAL PERMEABILITY ASTM D 5084 METHOD C, FALLING HEAD W/INCREASING TAIL WATER PRESSURE PROJECT TITLE MOORE CITY/ENGINEERING SERVICES/NC Using Pipettes OnlyEN COMMENTS PROJECT NUMBER 1895531 Using Pipettes &BurettesSAMPLE ID PZ-2 6.0-8.0' BOARD# 7TECHSAMPLETYPE UD CELL# 7 DATE Sample Data, Initial Height, inches 3.114 Sample Data, Final Water Contents Initial Final Diameter, inches 2.861 B-Value,f 0.99 Height, inches 3.102 Wt soil&tare, i 686.74 775.12 Area, cm^2 41.48 Cell Pres. 85.0 psi Diameter, inches 2.859 Wt soil&tare, f 606.32 688.95 Volume, cm^3 328.05 Bot. Pres. 83.0 psi Area, cm^2 41.42 Wt Tare 0.00 83.51 Mass, g 686.74 Top Pres. 80.0 psi Volume, em^3 326.33 Wt Moisture Lost 80.42 86.17 Moisture Content, % 13.3 Head, cm 211.02 Mass, g 692.61 Wt Dry Soil 606.32 605.44 Dry Density, pcf 115.3 Max. Grad. 29.88 Moisture Content % 14.23 Water Content 13.26% 14.23% Spec. Gravity (assumed) 2.650 Min. Grad. 25.21 Dry Density, pcf 115.94 Volume Solids, cm^3 228.80 Max. E.S. 5.00 Saturation 88.5% DESCRIPTION SAND, fine to coarse, trace fine gravel; olive Volume Voids, cm^3 99.26 Min. E.S. 2.00 Inflow Volume per (cc) 1.00 brown and yellowish red. Void Ratio 0.43 Outflow Volume per (cc) 1.00 Saturation 81.0% USCS (SM) PERMEANT: Deaired Tap Water TIME FUNCTION READINGS Inflow Outflow Temp. TIME IN MINUTES & SECONDS (H1/H2) Gradient VOLUME Inflow Outflow PERMEABILITY @ 20 Degrees C DATE HOUR MIN dt dt dt, ace Head (cc) (cc) (min) (sec) (sec) (cm) (inc.) (cc) (cc) (cm/sec) 09/10/18 9 1 0.0 25.0 19.2 0.0 0.0 0 235.44 29.88 0.00 0.00 0.0 09/10/18 9 5 3.0 21.9 19.2 4.0 240 240 229.49 1.03 29.13 3.00 3.10 1.0E-05 09/10/18 9 11 6.3 18.7 19.2 6.0 360 600 223.16 1.03 28.32 3.30 3.20 7.6E-06 09/10/18 9 16 8.6 16.5 19.2 5.0 300 900 218.77 1.02 27.77 2.30 2.20 6.4E-06 09/10/18 9 22 11.1 14.0 19.2 6.0 360 1260 213.90 1.02 27.15 2.50 2.50 6.1E-06 * 09/10/18 9 27 12.8 12.2 19.2 5.0 300 1560 210.49 1.02 26.71 1.70 1.80 5.2E-06 * 09/10/18 9 37 16.2 8.8 19.2 10.0 600 2160 203.86 1.03 25.87 3.40 3.40 5.2E-06 09/10/18 9 46 18.9 6.1 19.2 9.0 540 2700 198.60 1.03 25.21 2.70 2.70 4.7E-06 Inflow Rate 0.007000 *PERMEABILITY REPORTED AS 5.3E-06 cm/see Outflow Rate 0.007000 Outflow/Inflow Ratio 1.00 DATE 9/IQ118 CHECK REVIEW APPROVE GOLDER ASSOCIATES INC. 2018 100 90 80 70 P 60 a s 50 S 1 40 n 9 30 20 10 0 N N a E n z to W Nei rn N to v C to rn 1000 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: P2r3 - Depth: 22.0-24.0' TYPE: UD Particle size in millimeters Coarsc Fru Coarse modem I Fine Silt or Clay COBBLES GRAVEL SAND FINES Particle Size Particle Size lmml % P-i" rl... ifi-inn P-taor 12.0" 304.8 100.0 Cobbles 0.0 3.0" 75.0 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 50.0 100.0 1.5" 37.5 100.0 1.0" 25.0 100.0 0.75" 19.0 100.0 0.50" 12.7 100.0 Fine Gravel 0.0 0.375" 9.5 100.0 #4 4.8 100.0 #10 2.00 99.1 Coarse Sand 0.9 #20 0.85 89.0 Medium Sand 25.7 #40 0.43 73A #60 0.25 67A Fine Sand 11.0 #100 0.15 64.7 9200 0.075 62A (mm) %Finer 0.032 54.1 Fines Silt or Clay 62.4 0.020 503 0.012 42.7 0.0086 38.9 0.0062 35.1 0.0031 1 27.5 0.0013 1 16.1 DESCRIPTION: SILTY CLAY and SAND, fine to coarse; white. USCS: CL 1195531] so PLASTICITY CHART U•LI a AJlne so H yxj 40 G z U 30 F N g H. 1. a 20 CL L 10 N L CL 0 ' 0 10 20 30 40 50 60 70 60 90 100 110 LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry preparation) LL PL PI LI 263 38 20 18 0.34 LL (oven -dried) 075 ORGAMC (OLJtlH) TECH TB/HEH/BA DATE 9/7/18 CHECK REVIEW r APPROVE Golder Associates Inc. SPECIFIC GRAVITY OF SOILS ASTM D-854 PYCNOMETER METHOD PROJECT TITLE MOORE CITY/ENGINEERING SERVICES/NC PROJECT NUMBER 1895531 SAMPLE ID PZ-3 SAMPLE TYPE UD TESTED FOR Gs SAMPLE DEPTH 22.0-24.0' MOISTURE CONTENT OF MATERIAL PASSING THE #4 SIEVE Weight Soil and Tare, Initial (gm) 203.41 Weight Soil and Tare, Final (gm) 202.45 Weight Of Tare (gm) 51.53 Weight Of Moisture (gm) 0.96 Weight Of Dry Soil (gm) 150.92 Hygroscopic Moisture In (%) 0.6% Test Method Method - B Pycnometer Number 2 Weight Pycnometer Empty (gm) 180.01 Volume of Pycnometer (gm) 499.26 Weight Pycnometer and Water (gm) 678.24 Mass of Pycnometer and Water at the test Temperture (A) 678.03 Observed Temperature (Tb), for (Mb) In Degrees C 23.10 Weight of Soil, Water & Pycnometer (gm) (B) 708.76 Temperature, C 23.1 Density of water @ tested temperature ( /ml) 1.00 Tare Number - Weight of Dry Soil Slurry plus Tare 49.70 Weight of Tare 0.00 Weight of Dry Soil (gm) (C) 49.70 Temperature Coefficient 0.9993 SPECIFIC GRAVITY (G) 2.618 G @ 20° C = [C/(A-(B - C))]*(K) METHOD - A WET METHOD METHOD OF AIR REMOVAL METHOD - B OVEN -DRIED METHOD VACUUM Recommended Mass for Test Specimen Soil Type Specimen Dry Mass when using 500 ml Pycnometer SP, SP-SM 100 SP-SC, SM , SC 75 SILT OR CLAY 50 TECH FT DATE 9/ 17/ 18 CHECK REVIEW APPROVE Golder Associates Inc. Initial Final Notes: Deformation of sample was determined by platen movement. Height = 1.000 in 0.921 in Visual description (Golder procedure): (SC) SILTY CLAY and SAND. fine to coarse; white. Diameter= 2.500 in 2.500 in Atterberg Limits (ASTM D431 8): LL= 38 PL= 20 PI= I8 Area = 4.909 in' 4.909 in' Percent Finer (ASTM D422): 3/4 in. = 100% No. 4 = 1005; No. 200 = 62% Volume = 4.909 in; 4.520 in, Specimen Type: Intact Reconstituted Water Content = 26.3% 21.8% Remold Targets: Specific Gravity= 2.62 (ASTM D854) 2.62 (ASTM D854) Water Content of Trimmings (ASTM D2216): 27.9% Height of Solids = 0.6003 in 0.6003 in Trimming Procedure: Trimming ring Void Ratio = 0.666 0.534 Inundation: Not inundated X Inundated at 0.06 ksf Degree of Saturation = 100.0% 100.0'% Test Method: �A B Wet Mass = 0.351 lb 0.339 lb Apparatus: GeoTac automated consolidometer Dry Mass = 0.278 lb 0.278 lb Final Water Content Specimen: Entire Partial Wet Unit Weight = 123.7 pcf 129.6 pcf Final Differential Height: 0.0000 in Dry Unit Weight = 97.9 pcf 106.3 pcf Estimated Preconsolidation Stress: ksf Seating' Axial Stress (ksf) Load Duration (min) At End of Primary Consolidation At End of Load Duration Time Deformation Method Average Void Ratio Coefficient of Consolidation (ft2/day) Time to 50% Consolidation (min) Deformation (in) Specimen Height (in) Axial Strain M Void Ratio Deformation (in) Specimen Height (in) Axial Strain (%) Void Ratio 0.06 60 0.0000 0.9999 0.00 0.666 0.3 60 0.0085 0.9914 0.85 0.652 0.5 60 1 1 0.0211 0.9787 2.11 0.631 1.0 60 0.0338 0.9661 3.38 0.609 2.2 60 0.0532 0.9467 5.32 0.577 0.5 60 0.0422 0.9577 4.22 0.596 1.0 60 0.0486 0.9513 4.86 0.585 2.0 60 0.0540 0.9459 5.40 0.576 4.0 120 0.0707 0.9292 7.07 0.548 0.0727 0.9272 7.27 0.545 2 (Root time) 0.559 0.947 0.5 8.0 120 0.0967 0.9031 9.67 0.505 0.0993 0.9006 9.93 0.500 2(Root time) 0.520 0.365 1.2 16.0 120 0.1319 0.8680 13.19 0.446 0.1372 0.8626 13.72 0.437 2(Root time) 0.463 0.505 0.9 4.0 120 0.1131 0.8868 11.31 0.477 1.0 60 0.0942 0.9057 9.42 0.509 0.3 60 0.0791 0.9208 7.91 0.534 Short Title: Golder Associates Inc. Atlanta, Georgia MOORE CITY/ENGINEERING SERVICES/NC ASTM D2435 ONE-DIMENSIONAL CONSOLIDATION TEST REPORT SPECIMEN AND SUMMARY DATA (Sample: (Technician: I��: (Rev_ iewed: (Approved: (Start Date: (Job Number: (Figure: I P% 3 L D 22.0-24.0' PT/PWM Y \��]`r►n� 9/1 I/ 018 1895531 1 % Strain vs. Axial Stress 0.0 i i4.0 6.0 I End of Load Duration 8.0 �! I 10.0 I I � 1 I i 12.0 14.0 0.1 1 10 100 Axial Stress, ksf Coefficient of Consolidation vs. Axial Stress 1.000 I, I I 0.800 i 0.600 +I 1 c 0.400 u i 1 d 0.200 � I ETH U 0.000 I 1 10 0.1 100 Axial Stress, ksf Golder Associates Inc. Title` ASTM D2435 Atlanta, Georgia g I ONE-DIMENSIONAL CONSOLIDATION CONSOLIDATION TEST REPORT PLOTS Job Short Title: MOORE CITY/ENGINEERING SERVICES/NC Sample: Technician: Revie ed: Start Date: Job Number: Figure: PZ-3 UD 22.0-24.0' FT/PWM 9/11/2018 1895531 1 2A Void Ratio vs. Axial Stress 0.700 i I!Ij i i� i 11 I "II 0.650 0 0.600 0.550 -End of Load Duration End of Primary Consolidation 0.500 0.450 0.400 0.1 1 10 100 Aidal Stress, ksf Average Void Ratio vs. Coefficient of Consolidation 0.700 i.I 0.650 ! o a 0.600 � j{il I� I I I �� I •'s {I�►j�ll�{,1I. 0.550 a' 0.500 0.450 0.400 1 0.1 1 10 100 Coefficient of Consolidation, ftz/day Golder Associates Inc. Title: Atlanta, Georgia g• ASTM D2435 ONE-DIMENSIONAL CONSOLIDATION TEST REPORT CONSOLIDATION PLOTS Job Short Title: MOORE CITY/ENGINEERING SERVICES/NC Sample: Technician: Reviewed: Start Date: 1 lJob Number: Figure: PZ-3 UD 22.0-24.0' FT/PWM NVy 9/11/2018 1 189552 2 4.0 ksf 0.9500 0.9450 r 0.9400 s 0.9350 im z IN 0.9300 0.9250 0 2 4 6 8 10 12 Square Root of Time (min") 0.9300 0.9200 e 0.9100 0.9000 0.8900 0.9000 0.8900 r0.8800 x 0.8700 0.8600 Imo. 8.0 _ ksf T41�� L m i 0 2 4 6 Square Root of Time (min'n) 16.0 ksf R= Elm __ PW =1W01 0 2 4 6 8 Square Root of Time (minI112) Golder Associates Inc. ASTM D2435 Atlanta, Georgia ONE-DIMENSIONAL CONSOLIDATION TEST REPORT Job Short Title: TIME -DEFORMATION PLOTS (1) MOORE CITY/ENGINEERING SERVICES/NC Sample: Technician: Reviewed: Start Date: Job Number: Figure: PZ-3 UD 22.0-24.0' FT/PWM 9/11/2018 1895531 3 SEPTEMBER 2018 1895531 100 90 80 % 70 P 60 a s 50 S I 40 n 9 30 20 10 0 U) vi 1000 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: PZ-3 - Depth: 34.0-36.0' TYPE: UD 100 10 1 0.1 0.01 0.001 Particle size in millimeters Coarse Fme Coarse Mcdmm Fine Stltor Clay COBBLES GRAVEL SAND FINES Particle Size Particle Size (true) % Passing Classification Percentage 304.8 loo.o I PLASTICITY CHART 12.0" Cobbles 0.0 3.0" 75.0 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 50.0 100.0 1.5" 37.5 100.0 1.0" 25.0 100.0 0.75" 19.0 100.0 0.50" 12.7 100.0 Fine Gravel 0.3 0.375" 9.5 100.0 94 4.8 99.7 #10 2.00 96.3 Coarse Sand 3.3 #20 0.85 83.5 Me d urn Sand 31.7 #40 0.43 64.7 #60 0.25 44.5 Fine Sand 36.0 #100 0.15 31.0 #200 0.075 28.7 (mm) %Finer 0.035 27.8 Fines Silt or Clay 28.7 0.022 26.1 0.013 25.2 0.0090 24.4 0.0064 23.5 0.0032 21.7 0.0013 i 20.9 DESCRIPTION: CLAYEY SAND, fine to coarse, trace fine gravel; fight brown. USCS: SC Mdr1 so IL ty 40 7. V 30 F d 20 10 CL or CH MH or 0 1 1 = 1 1 1 1 1 1 1 I 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT(LL) ATTERBERG LIMITS Method -B (Dry preparation) N1LL PL PI LI 18.7 41 15 26 0.14 LL (oven -dried) 7DR 'd (01,oH) TECH TB/HH DATE 9/14/18 CHECK Il+l REVIEW APPROVE Golder Associates Inc. SPECIFIC GRAVITY OF SOILS ASTM D-854 PYCNOMETER METHOD PROJECT TITLE MOORE CITY/ENGINEERING SERVICES/NC PROJECT NUMBER 1895531 SAMPLE ID PZ-3 SAMPLE TYPE UD TESTED FOR Gs SAMPLE DEPTH 34.0-36.0' MOISTURE CONTENT OF MATERIAL PASSING THE #4 SIEVE Weight Soil and Tare, Initial (gm) 189.88 Weight Soil and Tare, Final (gm) 189.72 Weight Of Tare (gm) 52.10 Weight Of Moisture (gm) 0.16 Weight Of Dry Soil (gm) 137.62 Hygroscopic Moisture In (%) 0.1% Test Method Method - B Pycnometer Number 18 Weight Pycnometer Empty (gm) 161.39 Volume of Pycnometer (gm) 499.80 Weight Pycnometer and Water (gm) 660.23 Mass of Pycnometer and Water at the test Temperture (A) 659.98 Observed Temperature (Tb), for (Mb) In Degrees C 22.90 Weight of Soil, Water & Pycnometer (gm) (B) 691.13 Temperature, C 22.9 Density of water @ tested temperature (/ml) 1.00 Tare Number - Weight of Dry Soil Slurry plus Tare 50.04 Weight of Tare 0.00 Weight of Dry Soil (gm) (C) 50.04 Temperature Coefficient 0.9994 SPECIFIC GRAVITY (G) 2.648 G @ 20° C = [C/(A-(B - C))]*(K) METHOD - A WET METHOD METHOD OF AIR REMOVAL METHOD - B OVEN -DRIED METHOD VACUUM Recommended Mass for Test Specimen Soil Type Specimen Dry Mass when using 500 ml Pycnometer SP, SP-SM 100 SP-SC, SM , SC 75 SILT OR CLAY 50 TECH FT DATE 9/ 14/ 1 CHECK REVIEW APPROVE Golder Associates Inc. Initial Final Notes: Deformation of sample was determined by platen movement. Height = 1.000 in 0.945 in Visual description (Golder procedure): (SC ) CLAYEY SAND, tine to coarse. trace tine eravel; light brown. Diameter = 2.500 in 2.500 in Afterberg Limits (ASTM D4318): LL = 41 PL = 15 P1= 26 Area = 4.909 in' 4.909 in' Percent Finer (ASTM D422): 3/4 in. = 1000% No. 4 = 1000/0 No. 200 = 29% Volume = 4.909 in' 4.640 in; Specimen Type: X Intact Reconstituted Water Content = 18.7% 18.1 % Remold Targets: Specific Gravity = 2.65 (ASTM D854) 2.65 (ASTM D854) Water Content of Trimmings (ASTM D2216): 18.5% Height of Solids = 0.6511 in 0.6511 in Trimming Procedure: 'riiutming ring Void Ratio = 0.536 0.452 Inundation: Not inundated X Inundated at 0.06 ksf Degree of Saturation = 92.3% 100.0% Test Method: �A XIB Wet Mass = 0.362 lb 0.360 lb Apparatus: GeoTac automated consolidometer Dry Mass = 0.305 lb 0.305 lb Final Water Content Specimen: �X Entire Partial Wet Unit Weight = 127.5 pcf 134.2 pcf Final Differential Height: 0.0000 in Dry Unit Weight = 107.4 pcf 113.7 pcf Estimated Preconsolidation Stress: ksf Seating' 1 Axial Stress (ksf) Load Duration (min) At End of Primary Consolidation At End of Load Duration .time Deformation Method Average Void Ratio Coefficient of Consolidation (ft'/day) Time to 50% Consolidation (min) Deformation (in) Specimen Height (in) Axial Strain (%) Void Ratio Deformation (in) Specimen Height (in) Axial Strain M Void Ratio 0.06 60 0.0000 1.0000 0.00 0.536 0.3 60 0.0033 0.9967 0.33 0.531 0.5 60 0.0079 0.9921 0.79 0.524 1.0 60 0.0225 0.9775 2.25 0.501 3.0 60 0.0392 0.9607 3.92 0.476 0.5 60 0.0282 0.9718 2.82 0.493 1.0 60 0.0347 0.9653 3.47 0.482 2.0 60 0.0394 0.9606 3.94 0.475 4.0 120 0.0469 0.9531 4.69 0.464 0.0477 0.9522 4.77 0.462 2(Root time) 0.465 0.576 0.7 8.0 120 0.0606 0.9393 6.06 0.443 0.0634 0.9366 6.34 0.438 2 (Root time) 0.448 1.206 0.4 16.0 120 0.0887 0.9112 8.87 0.400 0.0902 0.9097 9.02 0.397 2 (Root time) 0.407 0.695 0.6 4.0 120 0.0715 0.9285 7.15 0.426 1.0 60 0.0615 0.9385 6.15 0.441 0.3 60 0.0547 0.9453 5.47 0.452 Golder Associates Inc. 11f1e: ASTM D2435 Atlanta, Georgia ONE-DIMENSIONAL CONSOLIDATION TEST REPORT Short Title: SPECIMEN AND SUMMARY DATA MOORE CITY/ENGINEERING SERVICESINC Sample: Technician: Ch eked: Revi A roved: Start Date: Job Number: Figure: p P7 3 UD 34.0-36.0' F'r/P1YM �`d4� PP 9/]7/2018 1895531 1 Void Ratio vs. Axial Stress 0.550 I I i I 0.500 O j End of Load y Duration g 0.450 I I I j I I 9 j -End of Primary I Consolidation 0.400 I ! I( f I I l�f �I�I�, 0.350 I�Illi 1 10 0.1 100 Aydal Stress, ksf Average Void Ratio vs. Coefficient of Consolidation 0.550 0.500 f I a i 0.450 I 0.400 47,� 0.350 0.1 1 10 100 Coefficient of Consolidation, W/day Golder Associates Inc. Title` ASTM D2435 Atlanta, Georgia ONE-DIMENSIONAL CONSOLIDATION TEST REPORT CONSOLIDATION PLOTS Job Short Title: MOORE CITY/ENGINEERING SERVICES/NC Sample: Technician: 1 I Reviewed: Start Date: 1 Job Number: Figure: 1 PZ-3 UD 34.0-36.0' FT/PWM VIV 9/17/2018 1 18955' 2 % Strain vs. Axial Stress 0.0 L 4.0 i —� End of Load jj i , Duration 6.0 l 8.0 ��illl II�;iI i,'!►►', l � I'i iI 10.0 1 10 0.1 100 Aidal Stress, ksf Coefficient of Consolidation vs. Axial Stress 1.400 9 1.200 i w i I 1.000 R I _. o.soo c 0.600 I I I v 0.400 ( 1 Hi f I ! 11i'd o U 0.200 ; I i t 1 - 0.000 I l I� i it 0.1 1 10 100 Aadal Stress, ksf Golder Associates Inc. Title: ASTM D2435 Atlanta, Georgia g ONE-DIMENSIONAL CONSOLIDATION TEST REPORT CONSOLIDATION PLOTS Job Short Title: MOORE CITY/ENGINEERING SERVICES/NC Sample: Technician: Reviewed: Start Date: Job Number: Figure: PZ-3 UD 34.0-36.0' FT/PWM 9/17/2018 1895531 2A 0.9600 e 0.9500 5 0.9400 0.9300 0 4.0 ksf 8.0 ksf 2 4 6 8 1.0 12 Square Root of Time (min") 16.0 ksf 0.9400 0.9300 s 0.9200 0.9100 0.9000 ENSUE mom ON omm M NEENN 0 =01111011111111 0 2 4 6 8 10 12 Square Root of Time (min'12) Golder Associates Inc. Title: [a ASTM D2435 Atlanta, Georgia ONE-DIMENSIONAL CONSOLIDATION TEST REPORT Job Short Title: TIME -DEFORMATION PLOTS (1) MOORE CITY/ENGINEERING SERVICES/NC Sample: Technician: Re Start Date: lJob Number: IFigure: PZ-3 UD 34.0-36.0' FT/PWM 9/17/2018 1 1895531 1 3 AUGUST 2018 MOORE CITY/ENGINEERING SERVICES/NC SUMMARY OF SOIL DATA 1895531 Sample Identification Sample Type Sample Depth Soil Classi- fication Natural Moisture % Atterberg Limits Grain Size Distribution Compaction Gs Unit Weight Permeability (cm/sec) Additional Tests Conducted (See Notes) o Finer No. 4 Sieve % Finer No. 200 Sieve °o iner .005 min Maximum Dry Density (lb/cuft) Optimum Moisture % Moisture % ry (Ib/cuft) L.L. P.L. P.I. L.I. PZ-1 Bag 6.0-8.0' (SM) 14.8 - - - 99.7 23.2 17.0 - - - - - - - PZ-2 Bag 4.0-6.0' (SM) 8.1 - - - 100.0 18.2 13.5 - - - - - - PZ-3 Bag 4.0-6.0' - 7.4 - - - - - - - - - PZ-3 Bulk 4.0-6.0' (SM) 8.2 - - - - 99.7 22.2 15.0 123.0 10.2 - - 85.5 8.2E-03 Rigid Wall PZ-3 - - - - - - - - - - - - 11.4 116.6 2.1E-04 Flex Wall (5 psi) PZ-3 - - - - - - - - - - - - - 11.4 116.6 2.3E-04 Flex Wall (10 psi) PZ-3 Bag 32.0-34.0' SC 17.2 35 18 17 -0.03 98.9 36.0 31.0 - - - - - - - PZ-3 Bag 46.048.0' SC 14.0 31 17 14 -0.18 100.0 40.3 37.5 - - - - - - - MW-11D Bag 18.0-20.0' (SM) 17.5 - - - - 99.4 18.0 - - - - - - - MW-17D Bag 4.0-6.0' SC 18.2 32 19 13 -0.03 100.0 32.8 29.5 - - - - - - MW-17D Bag 22.0-24.0' (SC) 12.9 - - - - 100.0 38.3 33.0 - - - - MW-18 Bag 2.0-4.0' (SM) 7.8 - - - - 100.0 15.9 - - - ABBREVIATIONS: LIQUID LIMIT (LL) PLASTIC LIMIT (PL) PLASTICITY INDEX (PI) LIQUIDITY INDEX (LI) SPECIFIC GRAVITY (Gs) MOISTURE (Mc) NOTES: T = TRIAXIAL TEST U = UNCONFINED COMPRESSION TEST C = CONSOLIDATION TEST DS = DIRECT SHEAR TEST O = ORGANIC CONTENT P = pH Golder Associates Inc. AUGUST 2018 1895531 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: PZ-1 - Depth: 6.0-8.0' TYPE: Bag 100 - - 90 - 80 % 70 P 60 - a s 50 s I 40 •i n 9 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle size in millimeters Course Fine Coarse I Medium 1 Fine Silt or Clay COBBLES I G&\VEI. I SAND FINDS Particle Size Panicle Size N N a E Z a m N U) m rn -o m C m 12.0" 304.8 100.0 Cobbles 0.0 3.0" 75.0 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 50.0 100.0 1.5" 37.5 100.0 1.0" 1 25.0 100.0 0.75" 19.0 100.0 0.50" 12.7 100.0 Fine ;Sanld;4.4 3 0.375" 9.5 100.0 #4 4.8 99.7 #10 2.00 95.3 Coars #20 0.85 77.6 Medium Sand 43.7 #40 0.43 51.6 #60 0.25 34.3 Fine Sand 28.4 #100 0.15 26.3 #200 0.075 23.2 (mm) nfinec 0.036 22.9 Fmes Silt or Clay 23.2 0.023 22.0 0.013 21.0 0.0093 19.2 0.0066 18.3 0.0033 14.6 0.0014 11.9 DESCRIPTION: SILTY SAND, fine to coarse, trace fine gravel; reddish brown and white. USCS: (SM) so PLASTICITY CHART 01 U Lie A-0ne 50 W 40 r2 t U 30 1- a J MH w H a 20 CLw L 10 MLw L CL iM o ' 0 10 20 30 40 50 60 70 so 90 100 110 LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry preparation) M, LL PL PI LI 14.8 LL (oven -dried) <0.75:ORGAMC (OvoH) TECH TB/HH DATE 8/27/18 Golder Associates Inc. AUGUST 2018 1895531 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: PZ-2 Depth: 4.0-6.0' TYPE: Bag 100 90 .IITI I I'' I�II] ITN'.�]� '1' -11 1 11 80 %u 70 P 60 a s 50 s i 40 n - 9 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle size in millimeters i Coarse Fine Coarse Medium I Fine Silt or Clay C06aLE5 I GRAVEL I SAND FINES Particle Size Panicle Size fmml %Passim r i. c iri ,inn A---.- Z E Z a c m N U) 0 m m M A 01 12.0" 304.8F100*00 Cobbles 0.0 3.0" 75.0 2.5" 63.5 Coarse Gravel 0.0 2.0" 50.0 I.5" 37.5 1.0" 25.0 100.0 0.75" 19.0 100.0 0.50" 12.7 100.0 Fine Gravel 0.0 0.375" 9.5 100.0 #4 4.8 100.0 #10 2.00 98.9 Coarse Sand 1.1 #20 0.85 82.9 Medium Sand 49.0 #40 0.43 49.8 #60 0.25 31.6 Fine Sand 31.7 #100 0.15 22.9 #200 0.075 18.2 (mm) %Fine, .N T <6 C iv d E O 'O a x 0.036 17.7 Fines Silt or Clay 18.2 0.023 16.8 0.013 15.9 0.0094 15.9 0.0067 14.2 0.0033 12.4 0.0014 11.5 DESCRIPTION• SILTY SAND, Fine to coarse; dark reddish brown. USCS: (SM) 60 so a ao () 30 1~n J a 20 10 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry preparation) M, LL PL PI LI 8.1 LL (oven-dried) C IODOHt TECH TB/HH DATE 8/27/l8 Golder Associates Inc. WATER CONTENT DETERMINATION ASTM D 2216 PROJECT TITLE MOORE CITY/ENGINEERING SERVICES/NC PROJECT NUMBER 1895531 REMARKS Sample Type Bag Borehole Number Sample Number PZ-3 Depth of Sample (ft) 4.0-6.0' Weight of Wet Soil + Tare (gm) 271.22 Weight of Dry Soil + Tare (gm) 256.11 Weight of Tare (gm) 52.17 Weight of Water (gm) 15.11 Weight of Dry Soil (gm) 203.94 Water Content (%) 7.4 Sample Type Borehole Number Sample Number Depth of Sample (ft) Weight of Wet Soil + Tare (gm) Weight of Dry Soil + Tare (gm) Weight of Tare (gm) Weight of Water (gm) Weight of Dry Soil (gm) Water Content (%) Sample Type Borehole Number Sample Number Depth of Sample (ft) Weight of Wet Soil + Tare (gm) Weight of Dry Soil + Tare (gm) Weight of Tare (gm) Weight of Water (gm) Weight of Dry Soil (gm) Water Content (%) TECH TB DATE 9/27/18 CHECK REVIEW APROVE Golder Associates Inc. AUGUST 2018 1895531 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: PZ-3 Depth: 4.0-6.0' TYPE: Bulk 100 90 80 HM I _ff N-\1 70 - P 60 a 3 50 S 1 40 n 9 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle size in millimeters Coarse Fine Coarse Medmm I Fine Sih or Clay COBBLES I GRAVEL I SAND FINES Particle Size Particle Size lmml M Pa ;n rk..;' I;- Vo.rn ". rn vi 12.0" 304.8 100.0 Cobbles 0.0 3.0" 75.0 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 50.0 100.0 1.5" 37.5 100.0 1.0" 25.0 100.0 0.75" 19.0 .0 0.50" 12.7 .0 Fme Gravel 0.3 0.375" 9.5 9 1199.7 #4 4.8 #10 2.00 97.3 Coarse Sand 2.4 #20 0.85 74.2 Medium Sand 55.4 #40 0.43 41.9 #60 0.25 30.7 Pine Sand 19.8 #100 0.15 26.0 #200 0.075 1 22.2 (mm) %Fm, 0.035 19.0 Fmes Silt or Clay 22.2 0.022 18.2 0.013 17.3 0.0091 16.4 0.0065 15.6 0.0032 13.8 0.0013 13.8 DESCRIPTION: SILTY SAND, fine to coarse, trace fine gravel; light red. USCS: (SM) so a W 40 0 z_ U 30 F rn a a 20 10 0 0 10 20 30 40 50 60 70 80 90 100 110 ., LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry preparation) M, LL PL Pl LI 8.2 LL (oven -dried) <0.75=ORO,WIC t°UGH/ TECH BA DATE 8/26/18 CHECK REVIEW APPROVE Golder Associates Inc. Iv[ (,I'! -- " 1895531 PROJECT NAME: PROJECT NUMBER: SAMPLE ID: MOISTURE / DRY DENSITY CURVE ASTM D 698 Method A Mechanical I Standard I Moist Method MOORE CITY/ENGINEERING SERVICES/NC 1895531 PZ-3 - DEPTH: 4.0-6.0' SAMPLE TYPE: Bulk 155 150 145 ZERO AIR rOIDS CURV S 140 G =2.80 G =2.70 135 60 v= V C 130 F 07 Z 125 G cc 0 120 115 110 105 100 0% 5% 10% 15% 20% 25% 30% 35% 40% 45% 50% 55% 60% 65% 70% 75' MOISTURE CONTENT (%) COMPACTION POINTS Dry Moisture Specimen Density Content Number (pcf) (%) 1 105.2 4.8% 2 120.7 8.1% 3 122.1 11.5% 4 114.4 14.9% Maximum Dry Density (pcf) 123.0 Optimum Moisture (%) 10.2 Corrected Maximum Dry Density (pcf) Corrected Optimum Moisture (%) As -Received Moisture Content 8.2% % Retained on # 4 sieve 0.3% % Retained on 3/8" sieve % Retained on 3/4" sieve DESCRIPTION SILTY SAND, fine to coarse, trace fine gravel; light red. USCS (SM) CHECK REVIEW Golder Associates Inc. CONSTANT HEAD PERMEABILITY TEST ASTM D 2434 PROJECT TITLE MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID PZ-3 I - PROJECT NUMBER 1895531 SAMPLE TYPE Bulk REMARKS - SAMPLE DEPTH 4.0-6.0' TIME VOLUME TEMP. (sec) (ml) CC) (ml/sec) 1. 194.0 65 22.6 0.34 2. 202.0 67 22.6 0.33 3. 195.0 65 22.6 0.33 4. 198.0 65 22.6 0.33 5. 194.0 64 22.6 0.33 6. 194.0 64 22.6 0.33 UNIT WEIGHT DETERMINATION MOISTURE CONTENT APPARATUS & WET SAMPLE (g): 2339.5 WET SAMPLE & TARE (g): APPARATUS WEIGHT (g): 1402.9 DRY SAMPLE & TARE (g): WET SAMPLE WEIGHT (g): 936.5 WEIGHT OF TARE (g): SAMPLE HEIGHT (in): 5.90 WEIGHT OF WATER (g): SAMPLE DIAMETER (in): 3.00 DRY SAMPLE WEIGHT (g): SAMPLE AREA (in'): 7.07 MOISTURE CONTENT (%): SAMPLE AREA (cml): 45.60 SAMPLE VOLUME (in3): 41.70 SPECIFIC GRAVITY: 2.65 SAMPLE VOLUME (cm 3): 683.41 VOLUME OF SOLIDS (cm3): 353.40 WET DENSITY (pci): 85.5 VOLUME OF VOIDS (cm3): 330.01 DRY DENSITY (pcf): 85.5 DISTANCE B/W MANOMETERS (cm): 7.62 AVERAGE Q VALUE: 0.33 AVERAGE TEMP: 22.6 TEMPERATURE CORRECTION: 0.94 HEAD OF WATER (cm): 6.35 HYDRAULIC GRADIENT (i): 0.833 K VALUE CORRECTED FOR 20 °C = 8.2E-03 cm/sec TECH FT DATE 9/5/18 APPROVE Golder Associates Inc. FLEXIBLE WALL TRIAXIAL PERMEABILITY ASTM D 5084 METHOD C, FALLING HEAD W/INCREASING TAIL WATER PRESSURE PROJECT TITLE MOORE CITY/ENGINEERING SERVICES/NC Using Pipettes Only YES COMMENTS The sample was remolded to 94.8% of the PROJECT NUMBER 1895531 Using Pipettes & Burettes NO Maximum Dry Density and OPTM + 1.9% SAMPLE ID PZ-3 4.0-6.0' BOARD# 7 TECH FT (using ASTM D 698). SAMPLE TYPE Bulk CELL # 7 DATE 9/11/l8 Sample Data, Initial Height, inches 3.000 Sample Data, Final Water Contents Initial Final Diameter, inches 2.790 B-Valuej 0.98 Height, inches Wt soil&tare, i 625.58 Area, cm^2 39.44 Cell Pres. 85.0 psi Diameter, inches Wt soil&tare, f 561.67 Volume, cm^3 300.55 Bot. Pres. 80.5 psi Area, cm^2 Wt Tare 0.00 Mass, g 625.58 Top Pres. 80.0 psi Volume, cm^3 Wt Moisture Lost 63.91 Moisture Content, % 11.4 Head, cm 35.17 Mass, g Wt Dry Soil 561.67 Dry Density, pcf 116.6 Max. Grad. 7.82 Moisture Content % Water Content 11.38% Spec. Gravity (assumed) 2.700 Min. Grad. 3.06 Dry Density, pcf Volume Solids, cm^3 208.02 Max. E.S. 5.00 Saturation DESCRIPTION SILTY SAND, fine to coarse, trace fine gravel; Volume Voids, cm^3 92.53 Min. E.S. 4.50 Inflow Volume per (cc) 1.00 light red. Void Ratio 0.44 Outflow Volume per (cc) 1.00 Saturation 69.1% USCS (SM) PERMEANT: Deaired Tap Water TIME FUNCTION READINGS Inflow Outflow Temp. TIME IN MINUTES & SECONDS (HI/H2) Gradient VOLUME Inflow Outflow PERMEABILITY @ 20 Degrees C DATE HOUR MIN dt dt dt, ace Head (cc) (cc) (min) (sec) (sec) (cm) (inc.) (cc) (cc) (cm/sec) 09/11/18 8 45 0.0 25.0 19.5 0.0 0.0 0 59.59 7.82 0.00 0.00 0.0 09/11/18 8 46 3.9 20.7 19.5 1.0 60 60 51.59 1.15 6.77 3.90 4.30 2.3E-04 09/11/18 8 47 7.2 17.6 19.5 1.0 60 120 45.36 1.14 5.95 3.30 3.10 2.1E-04 09/11/18 8 48 10.3 14.5 19.5 1.0 60 180 39.32 1.15 5.16 3.10 3.10 2.3E-04 09/11/18 8 49 12.9 12.0 19.5 LO 60 240 34.35 1.14 4.51 2.60 2.50 2.2E-04 * 09/11/18 8 50 15.1 9.7 19.5 1.0 60 300 29.96 1.15 3.93 2.20 2.30 2.2E-04 * 09/11/18 8 51 17.0 7.9 19.5 1.0 60 360 26.35 1.14 3.46 1.90 1.80 2.1E-04 * 09/11/18 8 52 18.5 6.3 19.5 1.0 60 420 23.33 1.13 3.06 1.50 1.60 2.0E-04 * Inflow Rate 0.044048 *PERMEABILITY REPORTED AS 2.1E-04 cm/sec Outflow Rate 0.044524 Outflow/Inflow Ratio 1.01 DATE 9/ 1/18 CHECK REVIEW APPROVE GOLDER ASSOCIATES INC. FLEXIBLE WALL TRIAXIAL PERMEABILITY ASTM D 5084 METHOD C, FALLING HEAD W/INCREASING TAIL WATER PRESSURE PROJECT TITLE MOORE CITY/ENGINEERING SERVICES/NC Using Pipettes Only YES COMMENTS The sample was remolded to 94.8% of the PROJECT NUMBER 1895531 Using Pipettes & Burettes NO Maximum Dry Density and OPTM + 1.9% SAMPLE ID PZ-3 4.0-6.0' BOARD# 7 TECH FT (using ASTM D 698). SAMPLE TYPE Bulk CELL # 7 j DATE 9/11/18 Sample Data, Initial Height, inches 3.000 Sample Data, Final Water Contents Initial Final Diameter, inches 2.790 B-Value,f 0.98 Height, inches 3.001 Wt soil&tare, i 625.58 722.51 Area, cm^2 39.44 Cell Pres. 90.0 psi Diameter, inches 2.799 Wt soil&tare, f 561.67 641.58 Volume, cm^3 300.55 Bot. Pres. 80.5 psi Area, cm^2 39.70 Wt Tare 0.00 79.88 Mass, g 625.58 Top Pres. 80.0 psi Volume, cm^3 302.60 Wt Moisture Lost 63.91 80.93 Moisture Content, % 11.4 Head, cm 35.17 Mass, g 642.59 Wt Dry Soil 561.67 561.70 Dry Density, pcf 116.6 Max. Grad. 7.82 Moisture Content % 14.41 Water Content 11.38% 14.41 % Spec. Gravity (assumed) 2.700 Min. Grad. 2.43 Dry Density, pcf 115.82 Volume Solids, cm^3 208.02 Max. E.S. 10.00 Saturation 85.6% DESCRIPTION SILTY SAND, fine to coarse, trace fine gravel; Volume Voids, cm^3 92.53 Min. E.S. 9.50 Inflow Volume per (cc) 1.00 light red. Void Ratio 0.44 Outflow Volume per (cc) 1.00 Saturation 69.1% USCS (SM) PERMEANT: Deaired Tap Water TIME FUNCTION READINGS Inflow Outflow Temp. TIME IN MINUTES & SECONDS (H1/H2) Gradient VOLUME Inflow Outflow PERMEABILITY @ 20 Degrees C DATE HOUR MIN dt dt dt, ace Head (cc) (cc) (min) (sec) (sec) (cm) (inc.) (cc) (cc) (cm/sec) 09/11/18 13 37 0.0 25.0 20.4 0.0 0.0 0 59.59 7.82 0.00 0.00 0.0 09/11/18 13 39 7.8 16.7 20.4 2.0 120 120 43.90 1.36 5.76 7.80 8.30 2.4E-04 * 09/11/18 13 41 13.6 10.9 20.4 2.0 120 240 32.59 1.35 4.28 5.80 5.80 2.4E-04 * 09/11/18 13 43 17.8 6.8 20.4 2.0 120 360 24.50 1.33 3.21 4.20 4.10 2.3E-04 * 09/11/18 13 45 20.8 3.7 20.4 2.0 120 480 18.56 1.32 2.43 3.00 3.10 2.2E-04 * Inflow Rate 0.043333 *PERMEABILITY REPORTED AS 2.3E-04 cm/sec Outflow Rate 0.044375 Outflow/Inflow Ratio 1.02 DATE 9/ 1 18 CHECK REVIEW APPROVE GOLDER ASSOCIATES INC. 100 90 80 ova 70 P 60 a s 50 s 1 40 n 9 30 20 10 0 N N a E z a c R NN_ rn in N d rn a a c m rn ai 2018 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: PZ-3 Depth: 32.0-34.0' TYPE: Bag 1000 Particle size in millimeters Coarse Fine Coarse Medium Fine Silt or Clay C01313LES GRAVEL SAND FINES Panicle Size Particle Size rmm3 rl-..:.,.., m.,.,.., 12.0" 304.8 100.0 Cobblcs 0.0 3.0" 75.0 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 50.0 100.0 1.5" 37.5 100.0 1.0" 25.0 100.0 0.75" 19.0 100.0 0.50" 12.7 100.0 Fine Gravel 1.1 0.375" 9.5 100.0 #4 4.8 98.9 #10 2.00 98.3 Coarse Sand 0.6 #20 0.85 97.1 Medium Sand 13.0 #40 0.43 85.2 #60 0.25 51.2 Fine Sand 49.2 #100 0.15 39.0 #200 0.075 36.0 (mm) %Finer Mo a c d 13) E O 'O T 2 0.034 35.7 Fines Silt or Clay 36.0 0.021 34.8 0.012 34.0 0.0088 33.1 0.0063 31.3 0.0031 29.6 0.0013 1 27.0 DESCRIPTION: SAND and SILTY CLAY, fine to coarse, trace fine gravel; weak red. USCS: SC PLASTICITY CHART 60 50 a. w 40 In Z c. 10 1895531 0 1 I ` I I I 1 V I I 1 I 1 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry preparation) M, LL PL PI LI 17.2 35 18 17 0.03 LL (oven -dried) 0.=ORG,WIC Icuolu TECH HB/TB/HH DATE 8/27/18 Golder Associates Inc. AUGUST 2018 1895531 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: PZ-3 Depth: 46.0-48.0' TYPE: Bag 100 - - 90 80 70 P 60 a s 50 S I 40 n 9 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle size in millimeters Coarse Fine Coarse Medium Fine Silt or Clay LCOBBLES I GRAVEL I S.WD FINES Particle Size Panicle Size 1n rn 12.0" 304.8 100.0 Cobbles 0.0 3.0" 75.0 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 50.0 100.0 1.5" 37.5 100.0 1.0" 25.0 100.0 0.75" 19.0 100.0 0.50" 12.7 100.0 Fine Gravel 0.0 0.375" 9.5 100.0 #4 4.8 100.0 #10 2.00 99.7 Coarse Sand 0.3 #20 0.85 98.9 Medium Sand 3.9 #40 0.43 95.8 #60 0.25 78.4 Fine Sand 55.5 #100 0.15 48.3 #200 0.075 40.3 (mm) %Finer 0.033 39.7 Fines Silt or Clay 40.3 0.021 39.7 0.012 38.8 0.0086 38.8 0.0061 37.9 0.0030 36.1 0.0013 33.5 DESCRIPTION: SAND and SILTY CLAY, fine to coarse; reddish gray. USCS: SC fio PLASTICITY CHART U Lift 01 p-line so W 40 c z 30 .j MH.ON a 20 CL or L 10 - MLa L CL aM 0 ' 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry preparation) M, LL PL PI LI 14.0 31 1 17 1 14 1.0.18 LL (oven -dried) c 0.75=ORGAN IC (OL/OH) TECH TJ/CB/HH DATE 8/27/18 CHECK1. REVIEW APPROVE Golder Associates Inc. AUGUST 2018 1895531 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D6913, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: MW-11D Depth: 18.0-20.0' TYPE: Bag 100 90 80 % 70 P 60 a S 50 s 1 n 40 9 30 20 10 0 E2 m` a E Z v c to m N U) N N in N v c m 11 q NONNI llillimilillilimiililim lllillimilillill MINOR liiii llilimillillillillillilmilill , 11011111111011111111 llilimililillimillillll 111111 lilt ililillimilillilim 11111111111 1000 100 10 1 0.1 Particle size in millimeters Coarse Fine Coarse Medium Fine COBBLES I GRAVEL I SAND Particle Size Particle Size (mml A P.. i.n ru.ee.r., ..... o,,...,... . 12.0" 304.8 100.0 Cobbles 0.0 3.0" 75.0 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 1 50.0 100.0 1.5" 37.5 100.0 1.0" 25.0 0.75" 19.0 100.0 0.50" 1 2.7 100.0 Fine Gravel 0.6 0.375" 1 9.5 100.0 #4 4.8 99.4 #10 2.00 96.7 Coarse Sand 2.7 #20 0.85 78.2 Medium Sand 57.3 #40 0.43 39.4 #60 0.25 25.4 Fine Sand 21A #100 0.15 21.1 #200 0,075 18.0 Fines 1 18.0 DESCRIPTION: SILTY SAND, fine to coarse, trace gravel; reddish yellow. USCS: (SM) 50 I x 40 w 0 z F 30 U N J IL 20 10 0 0.01 0.001 FINES PLASTICITY CHART • ULi a Aline i• CH a H • • i i • MH v � • i CL ar L Lm tc, 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry Preparation) M, LL PL PI LI 17.5 LL (oven-dried) � <075=00.GAMC (Own) TECH TB/BA DATE 8/27/18 Golder Associates Inc. 1895531 IAUGUST 2018 100 90 80 70 P 60 a s 50 s In 9 30 20 10 0 w N a E M Z m N in m U) v `m v C m 1000 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: MW-17D Depth: 4.0-6.0' TYPE: Bag Particle size in millimeters Coarxe Fine Coame Medium I Fine Siltor Clay COBBLES I GRAVEL I SAND FINES Particle Size Panicle Size rmml rs, P; rh-ifi n,.rr 12.0" 304.8 100.0 Cobbles 0.0 3.0" 75.0 100.0 2.5" 63.5 1001.0 Coarse Gravel 0.0 2.0" 50.0 100.0 1.51, 37.5 100.0 1.0" 25.0 100.0 0.75" 19.0 100.0 0.50" 12.7 100.0 Fine Gravel 0.0 0.375" 9.5 100.0 #4 4.8 100.0 #10 2.00 99.6 Coarse Sand 0.4 #20 0.85 93.2 Medium Sand 22.8 #40 0.43 76.7 #60 0.25 54.1 Fine Sand 43.9 #100 0.15 37.1 #200 0.075 32.8 (mm) %Finer N .N m C `tn to E 2 U 0.034 32.2 Fines Silt or Clay 32.8 0.021 32.2 0.012 31.3 0.0088 30.5 0.0062 29.6 0.0031 28.8 0.0013 27.1 DESCRIPTION: CLAYEY SAND, fine to coarse; pale yellow. USCS: SC 60 so n. W 40 0 z U 30 U) a a 20 10 PLASTICITY CHART 11 U.. A -line CH w H MH w H 0 1 1 ' I 1 1 1 1 1 1 1 ' 0 10 20 30 40 so 60 70 80 90 100 110 LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry preparation) M, LL PL PI LI 18.2 32 1 19 1 13 -0.03 ( LL oventlried)� ov ORGANIC (01i TECH TJ/HBrrB/ DATE 8/27/18 CHECK \ REVIEW APPROVE Golder Associates Inc. IAUGUST 2018 100 90 80 70 P 60 a S 50 IS 1 40 n 9 30 20 10 0 1000 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: MW-17D - Depth: 22.0-24.0' TYPE: Bag 2' 1. 3)4° aye• na a10 u20 sao aso sloo s200 Particle size in millimeters Coarse Fine Cause Medmm I Fine Silt or Clay COBBLES GRAVEL SAND FINES Particle Size Panicle Size 12.0" 304.8 100.0 Cobbles 0.0 3.0" 75.0 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 50.0 100.0 1.5" 37.5 100.0 1.0" 1 25.0 100.0 0.75" 19.0 100.0 0.50" 12.7 100.0 Fine Gravel 0.0 0.375" 9.5 100.0 #4 4.8 100.0 #10 2.00 99.2 Coarse Sand 0.8 #20 0.85 94.9 Medium Sand 23.3 #40 0.43 75.9 #60 0.25 53.8 Fine Sand 37.6 #100 0.15 42.4 #200 0.075 38.3 I-) %Finer 0.034 37.5 Fines Silt or Clay 38.3 0.021 36.6 0.012 35.7 0.0088 34.8 0.0062 34.0 0.0031 1 31.3 0.0013 1 28.6 DESCRIPTION: SAND and SILTY CLAY, fine to coarse; weak red. USCS: (SC) 60 50 a u 40 0 z 0 30 IL 20 10 0 PLASTICITY CHART CH. MH or 0 10 20 30 40 50 60 70 60 90 100 110 LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry preparation) M,. LL PL PI LI 12.9 LL (oven•dr IC <a.1s=oacwlc tou TECH TB/HH DATE 8/27118 CHECK \ REVIEW APPROVE Golder Associates Inc. 2018 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D6913, D4318 PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID: MW-18 Depth: 2.04.0' TYPE: Bag 100 90 80 % 70 P 60 a S 50 8 I 40 n 9 30 20 10 0 1000 18955311 I1 100 10 1 0.1 0.01 0.001 Particle size in millimeters Coarse Fme Course Wdlum Fine Sdt or Cluy COBBLES GFUVEL SAND FINES Particle Size particle Size PLASTICITY CHART fmml %Passive (7.1-it-tinn percentage 60. 12.0" 304.8 100.0 Cobbles 0.0 3.0" 75.0 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 50.0 100.0 1.5" 37.5 100.0 1.0" 25.0 100.0 0.75" 19.0 100.0 0.50" 12.7 100.0 Fine Gravel 0.0 0.375" 9.5 100.0 #4 4.8 100.0 #10 2.00 98.7 Coarse Sand 13 #20 0.85 84A Medium Sand 47.8 #40 0.43 50.9 #60 0.25 32.6 Fine Sand 35.0 #]00 0.15 22.2 #200 1 0.075 15.9 Fines 1 15.9 DESCRIPTION: SILTY SAND, fine to coarse; pale yellow. USCS: (SM) 50 a w 40 G Z ~ 30 SL20 10 III Sol moll milli C MMWA o- 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) ATTERBERG LIMITS Method -B (Dry Preparation) M,. LL FL PI LI 7.8 LL (nven-dried) .0.75.OAGAMC (ouoB) TECH TB DATE 8/27/18 Golder Associates Inc. APPENDIX DH-D SINGLE WELL AQUIFER (SLUG) TEST RESULTS Golder (October 2018) - Slug Test Results c m E (D U (6 Q U) w 10. 0.1 0.01 0. 40. 80. 120. Time (sec) RISING HEAD TEST Data Set: G:\...\MW-17S Rising 2.agt Date: 08/28/19 Company: Golder Associates Client: Moore County Landfill Project: 1895531 Test Well: MW-17S Test Date: 9/11 /18 Saturated Thickness: 9.79 ft Time: 10:26:32 PROJECT INFORMATION 160. 200. AQUIFER DATA Anisotropy Ratio (Kz/Kr): 1. WELL DATA (MW-17S) Initial Displacement: 1.772 ft Static Water Column Height: 8.79 ft Total Well Penetration Depth: 8.79 ft Screen Length: 8.79 ft Casing Radius: 0.08333 ft Well Radius: 0.08333 ft SOLUTION Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 0.002355 cm/sec y0 = 0.8663 ft AQTESOLV for Windows Rising Head Test Data Set: G:\PROJECTS\Moore Title: Rising Head Test Date: 08/28/19 Time: 10:26:47 County\_Current Engineering\2018 Hydrogeologic Report\Slug Tests\Agtesoly FIE PROJECT INFORMATION Company: Golder Associates Client: Moore County Landfill Project: 1895531 Test Date: 9/11/18 Test Well: MW-17S AQUIFER DATA Saturated Thickness: 9.79 ft Anisotropy Ratio (Kz/Kr): 1. SLUG TEST WELL DATA Test Well: MW-17S X Location: 0. ft Y Location: 0. ft Initial Displacement: 1.772 ft Static Water Column Height: 8.79 ft Casino Radius: 0.08333 ft Well F�adius: 0.08333 ft Well Skin Radius: 0.2604 ft Screen Length: 8.79 ft Total Well Penetration Depth: 8.79 ft No. of Observations: 76 Observation Data Time sec Dis lacemen ime sec Displacement ft 0.5 1.42 17.96 0.135 0.75 1.326 19.1 0.126 1. 1.239 20.3 0.119 1.25 1.152 21.56 0.112 1.733 0.993 22.88 0.104 1.955 0.935 24.32 0.101 2.177 0.883 25.82 0.091 2.495 0.789 27.38 0.085 2.72 0.74 29.06 0.079 2.943 0.69 30.86 0.075 3.167 0.649 32.72 0.07 3.39 0.606 34.76 0.066 3.613 0.57 36.86 0.06 3.837 0.536 39.08 0.055 4.061 0.505 41.48 0.054 4.328 0.471 44. 0.047 4.553 0.448 46.64 0.043 4.821 0.419 49.46 0.04 5.046 0.402 52.48 0.036 5.425 0.37 55.64 0.032 5.72 0.352 59. 0.03 6.372 0.316 62.6 0.025 6.595 0.306 66.2 0.022 6.98 0.277 70.4 0.022 7.484 0.275 74.6 0.017 8.312 0.252 78.8 0.013 8.535 0.243 83.6 0.014 9.3 0.226 89. 0.011 9.68 0.223 93.8 0.008 08/28/19 1 10:26:47 AQTESOLV for Windows Rising Head Test Time sec 10.94 11.66 12.44 13.22 14.06 14.96 15.92 SOLUTION Displacement ft Time sec 0.195 105.8 0.19 111.8 0.179 118.4 0.17 125.6 0.163 133.4 0.157 141.3 0.148 149.6 Slug Test Aquifer Model: Unconfined Solution Method: Bouwer-Rice In(Re/rw): 3.37 VISUAL ESTIMATION RESULTS Estimated Parameters Parameter Estimate K 0.002355 cm/sec y0 0.8663 ft T = K*b = 0.7027 cm2/sec AUTOMATIC ESTIMATION RESULTS Estimated Parameters Parameter Estimate Std. Error A rox. C.I. K 0� +�9 y0 0.3938 0.05723 +/- 0.114 C.I. is approximate 95% confidence interval for parameter t-ratio = estimate/std. error No estimation window T = K*b = 0.0689 cm2/sec Parameter Correlations K 0 K 1.00 01 y0 0.61 1.00 Residual Statistics for weighted residuals Sum of Squares ...... 8.514 ft2 Variance ............ 0.1151 ft2 Std. Deviation ........ 0.3392 ft Mean ............... -0.03496 ft No. of Residuals ...... 76 No. of Estimates...... 2 Displacement (ft 0.004 0.004 0.004 0.005 0.002 0.003 0. t-Ratio 1.403 cm/sec 6.881 ft 08/28/19 2 10:26:47 10. c m E (D U (6 Q U) w 0.1 0.01 0.001 L 0. 40 Data Set: G:\...\MW-18 Falling 2.agt Date: 10/10/19 Company: Golder Associates Client: Moore County Landfill Project: 1895531 Test Well: MW-18 Test Date: 9/11 /2018 Saturated Thickness: 15.08 ft 80. 120. Time (sec) FALLING HEAD TEST Time: 08:53:08 PROJECT INFORMATION ❑ 160. 200. AQUIFER DATA Anisotropy Ratio (Kz/Kr): 1. WELL DATA (MW-18) Initial Displacement: 1.488 ft Static Water Column Height: 11.08 ft Total Well Penetration Depth: 11.08 ft Screen Length: 10. ft Casing Radius: 0.08333 ft Well Radius: 0.08333 ft SOLUTION Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 0.003371 cm/sec y0 = 1.616 ft AQTESOLV for Windows Falling Head Test Data Set: G:\PROJECTS\Moore Title: Fallingg Head Test Date: 10/10/19 Time: 08:52:50 County\_Current Engineering\2018 Hydrogeologic Report\Slug Tests\Agtesoly FIE PROJECT INFORMATION Company: Golder Associates Client: Moore County Landfill Project: 1895531 Test Date: 9/11/2018 Test Well: MW-18 AQUIFER DATA Saturated Thickness: 15.08 ft Anisotropy Ratio (Kz/Kr): 1. SLUG TEST WELL DATA Test Well: MW-18 X Location: 0. ft Y Location: 0. ft Initial Displacement: 1.488 ft Static Water Column Height: 11.08 ft Casino Radius: 0.08333 ft Well F�adius: 0.08333 ft Well Skin Radius: 0.2604 ft Screen Length: 10. ft Total Well Penetration Depth: 11.08 ft No. of Observations: 82 Observation Data Time sec Dis lacemen ime sec Displacement ft 0.501 1.685 17.88 0.272 0.751 1.611 18.96 0.252 1.001 1.55 20.1 0.236 1.251 1.431 21.3 0.22 1.732 1.382 22.56 0.205 1.953 1.346 23.88 0.193 2.174 1.262 25.32 0.181 2.67 1.227 26.82 0.164 2.891 1.201 28.38 0.145 3.112 1.131 30.06 0.122 3.614 1.104 31.86 0.1 3.837 1.081 33.72 0.082 4.059 1.016 35.76 0.067 4.576 0.992 37.86 0.054 4.797 0.97 40.08 0.045 5.018 0.911 42.48 0.036 5.549 0.889 45. 0.031 5.772 0.873 47.64 0.024 5.994 0.818 50.46 0.019 6.536 0.798 53.46 0.016 6.76 0.782 56.64 0.013 6.982 0.735 60. 0.013 7.536 0.716 63.6 0.011 7.759 0.705 67.2 0.01 7.984 0.66 71.4 0.009 8.548 0.641 75.6 0.008 8.772 0.634 79.8 0.006 8.995 0.591 84.6 0.005 9.577 0.579 90. 0.005 10/10/19 1 08:52:50 AQTESOLV for Windows Falling Head Test Time sec Displacement ft Time sec Displacement ft 10.02 0.532 100.8 0.009 10.66 0.519 106.8 0.007 10.88 0.508 112.8 0.008 11.28 0.491 119.4 0.015 11.94 0.461 126.6 0.003 12.66 0.43 134.4 0.005 13.44 0.398 142.2 0.001 14.22 0.37 150.6 0.004 15.06 0.341 159.6 0.002 15.96 0.315 169.2 0. SOLUTION Slug Test Aquifer Model: Unconfined Solution Method: Bouwer-Rice In(Re/rw): 3.431 VISUAL ESTIMATION RESULTS Estimated Parameters Parameter Estimate K— 0.003371 cm/sec y0 1.616 ft T = K*b = 1.55 cmZ/sec 10/10/19 2 08:52:50 c m E (D U (6 Q U) 10. 1. 0.1 0.01 100. 200. 300. 400. 500. Time (sec) Data Set: G:\...\PZ-1 Rising.aqt Date: 08/28/19 Company: Golder Associates Client: Moore County Landfill Project: 1895531 Test Well: PZ-1 Test Date: 9/11 /18 Saturated Thickness: 11.8 ft FALLING HEAD TEST Time: 10:29:53 PROJECT INFORMATION AQUIFER DATA Anisotropy Ratio (Kz/Kr): 1. WELL DATA (PZ-1) Initial Displacement: 1.7 ft Static Water Column Height: 8.8 ft Total Well Penetration Depth: 8.8 ft Screen Length: 8.8 ft Casing Radius: 0.08333 ft Well Radius: 0.08333 ft SOLUTION Aquifer Model: Unconfined Solution Method: Bouwer-Rice K = 0.0008473 cm/sec y0 = 0.8432 ft AQTESOLV for Windows Falling Head Test Data Set: G:\PROJECTS\Moore Title: Fallingg Head Test Date: 08/29/19 Time: 10:30:12 PROJECT INFORMATION Company: Golder Associates Client: Moore County Landfill Project: 1895531 Test Date: 9/11/18 Test Well: PZ-1 County\_Current Engineering\2018 Hydrogeologic Report\Slug Tests\Agtesoly FIE AQUIFER DATA Saturated Thickness: 11.8 ft Anisotropy Ratio (Kz/Kr): 1. SLUG TEST WELL DATA Test Well: PZ-1 X Location: 0. ft Y Location: 0. ft Initial Displacement: 1.7 ft Static Water Column Height: 8.8 ft Casino Radius: 0.08333 ft Well F�adius: 0.08333 ft Well Skin Radius: 0.2604 ft Screen Length: 8.8 ft Total Well Penetration Depth: 8.8 ft No. of Observations: 96 Observation Data Time sec Dis lacemen ime sec Displacement ft 0.5 1.537 32.72 0.221 0.751 1.401 34.76 0.212 1.203 1.36 36.86 0.202 1.427 1.304 39.08 0.193 1.651 1.195 41.48 0.186 2.141 1.174 44. 0.176 2.364 1.123 46.64 0.168 2.588 1.03 49.46 0.16 3.092 0.999 52.46 0.151 3.313 0.971 55.64 0.142 3.537 0.885 59. 0.136 4.055 0.86 62.6 0.127 4.279 0.832 66.2 0.118 4.501 0.764 70.4 0.067 5.032 0.742 74.6 0.111 5.254 0.72 78.8 0.1 5.479 0.66 83.6 0.095 6.02 0.647 89. 0.087 6.242 0.627 93.8 0.075 6.468 0.581 99.8 0.072 7.023 0.568 105.9 0.07 7.248 0.552 111.8 0.063 7.471 0.513 118.4 0.053 8.042 0.507 125.6 0.051 8.265 0.496 133.4 0.045 8.49 0.463 141.2 0.041 9.072 0.459 149.6 0.035 9.296 0.456 158.6 0.033 9.683 0.422 168.2 0.026 08/28/19 1 10:30:12 AQTESOLV for Windows Falling Head Test Time sec Displacement ft Time sec Displacement ft 10.94 0.409 188.6 0.021 11.66 0.391 200. 0.008 12.44 0.374 212. 0.013 13.22 0.362 224.6 0.005 14.06 0.35 237.8 0.006 14.96 0.338 252.2 0.007 15.92 0.329 267.2 0.005 16.88 0.319 282.8 0.002 17.96 0.311 299.6 0.001 19.1 0.299 317.6 -0.002 20.3 0.291 336.2 -0.001 21.56 0.282 356.6 0. 22.88 0.273 377.6 0.003 24.32 0.266 399.8 0. 25.82 0.256 423.8 -0.001 27.38 0.248 449. -0.001 29.06 0.239 475.4 0. SOLUTION Slug Test Aquifer Model: Unconfined Solution Method: Bouwer-Rice In(Re/rw): 3.286 VISUAL ESTIMATION RESULTS Estimated Parameters Parameter Estimate K 0:0D08473 cm/sec y0 0.8432 ft T = K*b = 0.3047 cmz/sec 08/28/19 2 10:30:12 c m E (D U M Q U) w 10. 0.1 0.01 0. 40. 80. 120. Time (sec) RISING HEAD TEST Data Set: G:\...\PZ-2 Rising 1.agt Date: 08/28/19 Company: Golder Associates Client: Moore County Landfill Project: 1895531 Test Well: PZ-2 Test Date: 9/11 /2018 Saturated Thickness: 11.79 ft Initial Displacement: 1.298 ft Total Well Penetration Depth: 8.79 ft Casing Radius: 0.08333 ft Aquifer Model: Unconfined K = 0.0009681 cm/sec Time: 10:31:52 PROJECT INFORMATION 160. 200. AQUIFER DATA Anisotropy Ratio (Kz/Kr): 1. WELL DATA (PZ-2) Static Water Column Height: 8.79 ft Screen Length: 8.79 ft Well Radius: 0.08333 ft SOLUTION Solution Method: Bouwer-Rice y0 = 0.3122 ft AQTESOLV for Windows Rising Head Test Data Set: G:\PROJECTS\Moore Title: Rising Head Test Date: 08/28/19 Time: 10:32:09 PROJECT INFORMATION Company: Golder Associates Client: Moore County Landfill Project: 1895531 Test Date: 9/11/2018 Test Well: PZ-2 County\_Current Engineering\2018 Hydrogeologic Report\Slug Tests\Agtesoly FIE AQUIFER DATA Saturated Thickness: 11.79 ft Anisotropy Ratio (Kz/Kr): 1. SLUG TEST WELL DATA Test Well: PZ-2 X Location: 0. ft Y Location: 0. ft Initial Displacement: 1.298 ft Static Water Column Height: 8.79 ft Casino Radius: 0.08333 ft Well F�adius: 0.08333 ft Well Skin Radius: 0.2604 ft Screen Length: 8.79 ft Total Well Penetration Depth: 8.79 ft No. of Observations: 77 Observation Data Time sec Dis lacemen ime sec Displacement ft 0.445 1.028 20.83 0.111 0.94 0.796 22.15 0.106 1.162 0.723 23.59 0.102 1.384 0.637 25.09 0.095 1.885 0.51 26.65 0.091 2.108 0.466 28.33 0.086 2.329 0.427 30.13 0.084 2.846 0.359 31.99 0.077 3.068 0.341 34.03 0.076 3.29 0.317 36.13 0.072 3.82 0.287 38.35 0.068 4.042 0.276 40.75 0.064 4.265 0.264 43.27 0.062 4.807 0.247 45.91 0.057 5.031 0.242 48.73 0.054 5.253 0.238 51.73 0.052 5.808 0.223 54.91 0.047 6.031 0.221 58.27 0.044 6.254 0.216 61.87 0.043 6.921 0.206 65.47 0.042 7.144 0.202 69.67 0.039 7.368 0.201 73.87 0.033 7.958 0.192 78.07 0.033 8.181 0.19 82.87 0.028 8.405 0.19 88.27 0.025 8.988 0.182 93.07 0.024 9.213 0.177 99.07 0.022 9.547 0.176 105.1 0.023 10.21 0.173 111.1 0.019 08/28/19 1 10:32:10 AQTESOLV for Windows Rising Head Test Time sec 11.71 12.49 13.33 14.23 15.19 16.15 17.23 18.37 SOLUTION Displacement ft Time sec 0.162 124.9 0.153 132.7 0.149 140.5 0.144 148.9 0.139 157.9 0.133 167.5 0.126 177.1 0.124 Slug Test Aquifer Model: Unconfined Solution Method: Bouwer-Rice In(Re/rw): 3.285 VISUAL ESTIMATION RESULTS Estimated Parameters Parameter Estimate K— O.ODU968 cm/sec y0 0.3122 ft T = K*b = 0.3479 cm2/sec Disalacement (ft) 0.02 .0.003 .0.004 0.006 0.022 0.005 0. 08/28/19 2 10:32:10 10. z IN 4.0E+3 8.0E+3 1.2E+4 1.6E+4 2.0E+4 Time (sec) FALLING HEAD TEST Data Set: G:\...\PZ-3 Falling 1A.agt Date: 07/19/19 Company: Golder Associates Client: Moore County Landfill Project: 1895531 Test Well: PZ-3 Test Date: 10/12/18 Saturated Thickness: 22. ft Time: 15:14:57 PROJECT INFORMATION AQUIFER DATA Anisotropy Ratio (Kz/Kr): 1. WELL DATA (PZ-3) Initial Displacement: 2.14 ft Static Water Column Height: 37.37 ft Total Well Penetration Depth: 24. ft Screen Length: 10. ft Casing Radius: 0.08333 ft Well Radius: 0.08333 ft SOLUTION Aquifer Model: Confined Solution Method: Hvorslev K = 3.207E-7 cm/sec y0 = 2.052 ft AQTESOLV for Windows Falling Head Test Data Set: G:\PROJECTS\Moore Title: Falling Head Test Date: 07/19/19 Time: 15:15:23 PROJECT INFORMATION Company: Golder Associates Client: Moore County Landfill Project: 1895531 Test Date: 10/12/18 Test Well: PZ-3 County\_Current Engineering\2018 Hydrogeologic Report\Slug Tests\Agtesoly FIE AQUIFER DATA Saturated Thickness: 22. ft Anisotropy Ratio (Kz/Kr): 1. SLUG TEST WELL DATA Test Well: PZ-3 X Location: 0. ft Y Location: 0. ft Initial Displacement: 2.14 ft Static Water Column Height: 37.37 ft Casino Radius: 0.08333 ft Well F�adius: 0.08333 ft Well Skin Radius: 0.2604 ft Screen Length: 10. ft Total Well Penetration Depth: 24. ft No. of Observations: 203 Observation Data Time sec Dis lacemen ime sec Displacement ft 1.74 2.113 4155.8 1.98 2.701 2.117 4275.8 1.985 3.661 2.115 4395.8 1.976 4.741 2.11 4515.8 1.975 5.881 2.104 4635.8 1.981 7.081 2.1 4755.8 1.979 8.341 2.098 4875.8 1.976 9.66 2.096 4995.8 1.976 11.1 2.092 5115.8 1.974 12.6 2.09 5235.8 1.968 14.16 2.087 5355.8 1.968 15.84 2.09 5475.8 1.962 17.64 2.081 5595.8 1.967 19.5 2.082 5715.8 1.967 21.54 2.084 5835.8 1.969 23.64 2.081 5955.8 1.967 25.86 2.074 6075.8 1.964 28.26 2.074 6195.8 1.964 30.78 2.078 6315.8 1.962 33.42 2.072 6435.8 1.96 36.24 2.069 6555.8 1.963 39.24 2.075 6675.8 1.96 42.42 2.075 6795.8 1.96 45.78 2.073 6915.8 1.96 49.38 2.072 7035.8 1.958 52.98 2.071 7155.8 1.946 57.18 2.072 7275.8 1.948 61.38 2.069 7395.8 1.96 65.58 2.066 7515.8 1.954 07/19/19 1 15:15:23 AQTESOLV for Windows Falling Head Test Time sec Displacement ft Time sec Displacement ft 75.78 2.062 7755.8 1.944 80.58 2.06 7875.8 1.945 86.58 2.059 7995.8 1.947 92.58 2.058 8115.8 1.951 98.58 2.051 8235.8 1.95 105.2 2.06 8355.8 1.949 112.4 2.053 8475.8 1.949 120.2 2.059 8595.8 1.946 128. 2.059 8715.8 1.947 136.4 2.057 8835.8 1.945 145.4 2.057 8955.8 1.931 155.1 2.041 9075.8 1.933 164.6 2.048 9195.8 1.934 175.4 2.05 9315.8 1.942 186.8 2.048 9435.8 1.945 198.8 2.046 9555.8 1.93 211.4 2.046 9675.8 1.935 224.6 2.046 9795.8 1.936 239. 2.046 9915.8 1.933 254. 2.049 1.004E+4 1.933 269.6 2.049 1.016E+4 1.931 286.4 2.047 1.028E+4 1.927 304.4 2.047 1.04E+4 1.929 323. 2.041 1.052E+4 1.935 343.4 2.045 1.064E+4 1.929 364.4 2.044 1.076E+4 1.927 386.6 2.038 1.088E+4 1.925 410.6 2.036 1.1E+4 1.925 435.8 2.034 1.112E+4 1.925 462.2 2.031 1.124E+4 1.925 490.4 2.034 1.136E+4 1.924 520.4 2.034 1.148E+4 1.922 552.2 2.035 1.16E+4 1.923 585.8 2.032 1.172E+4 1.931 621.8 2.03 1.184E+4 1.93 657.8 2.03 1.196E+4 1.921 699.8 2.027 1.208E+4 1.916 741.8 2.027 1.22E+4 1.914 783.8 2.031 1.232E+4 1.916 831.8 2.026 1.244E+4 1.916 885.8 2.023 1.256E+4 1.917 933.8 2.017 1.268E+4 1.913 993.8 2.028 1.28E+4 1.92 1053.8 2.028 1.292E+4 1.921 1113.8 2.02 1.304E+4 1.92 1179.8 2.024 1.316E+4 1.915 1251.8 2.023 1.328E+4 1.915 1329.8 2.013 1.34E+4 1.912 1407.8 2.022 1.352E+4 1.911 1491.8 2.011 1.364E+4 1.911 1581.8 2.007 1.376E+4 1.911 1677.8 2.008 1.388E+4 1.913 1773.8 2.008 1.4E+4 1.909 1881.8 2.005 1.412E+4 1.91 1995.8 2.007 1.424E+4 1.908 2115.8 2.011 1.436E+4 1.908 2235.8 2.006 1.448E+4 1.906 2355.8 2.006 1.46E+4 1.907 2475.8 2.001 1.472E+4 1.904 2595.8 1.995 1.484E+4 1.903 2715.8 1.996 1.496E+4 1.888 2835.8 1.996 1.508E+4 1.889 2955.8 1.992 1.52E+4 1.895 3075.8 1.989 1.532E+4 1.894 3195.8 1.99 1.544E+4 1.897 07/19/19 2 15:15:23 AQTESOLV for Windows Fallinq Head Test Time sec 3435.8 3555.8 3675.8 3795.8 3915.8 SOLUTION Sluq Test Aquifer Model: Confined Solution Method: Hvorslev Log Factor: 0.1825 Displacement ft Time sec 1.984 1.568E+4 1.994 1.58E+4 1.991 1.592E+4 1.978 1.604E+4 1.979 VISUAL ESTIMATION RESULTS Estimated Parameters Parameter Estimate K 3 ZGTE 7 cm/sec y0 2.052 ft T = K*b = 0.000215 cm2/sec AUTOMATIC ESTIMATION RESULTS Estimated Parameters Displacement (ft) Parameter Estimate Std. Error Approx. C.I. t-Ratio K 3ZG7E-7 7.754E-3j ].523E-8 41.36 cm/sec y0 2.052 0.002057 +/- 0.004057 997.2 ft C.I. is approximate 95% confidence interval for parameter t-ratio = estimate/std. error No estimation window T = K*b = 0.000215 cm2/sec Parameter Correlations K 0 K 1�0 0-T0 y0 0.70 1.00 Residual Statistics for weighted residuals Sum of Squares ...... 0.08307 ft2 Variance ............ 0.0004133 ft2 Std. Deviation ........ 0.02033 ft Mean ............... 4.508E-6 ft No. of Residuals ...... 203 No. of Estimates...... 2 07/19/19 3 15:15:23 HDR (April 2005) - Slug Test Results f I _I l t t I I I t Moore County Landfill 7 t { t Falling Head Slug Test April 20, 2005 Bouwer and Rice Graph Moore County Landfill Aberdeen, NC Mw-1 1. Bouwer and Rice parameter A = 2.438 Bouwer and Rice parameter B = 0.4625 In(Re/Rw) = 2.328887e+000 Analysis starts at time 4.5 Seconds Analysis ends at time 0.1117 minutes 8 Measurements analyzed from 16 to 23 V) °R/ 1 • i i a 0.1 Y 0 CO m at 2 E 0 1 2 Project Number: 07625-2934 for Moore County Analysis by Starpoint Software 4126/2005 Hydraulic Conductivity = 36.14 feet/day Transmissivity = 1084 ft2/day 3 4 Adjusted Time (minutes) Ho is 1.34 feet at 4.5 Seconds i N en rx OM m L rR If N V co � E c V H ai m0LDa r,u) Eq O r O c d N)O 5 M � N •� ni� o E o ai c r% a dm Q M .`� L y a}ouiCf) - N-0 >, C7 a CV N N V �O CO V� y 2 a) ��OCo G7r0 U L L L O GJ C CY «. N Q7 V — _ U q C p N 3 _U CC CCCu N E a _V E t� NON N C C ca W m CL = O OTC C LO mm CQQrP, LO O � N N O o CV U O.� a� o U) as H�t a `-' Cl)cl 3 la)T t N �a ) cm (131 w'4� Lei. CC ^ o) ° z C U NNp O U •� • 0 r c LL 2 (OHAH) 01MU PeOH CL Q LO N 4 m L9 CL 0 O . UiII rL V W>, CV V t>s Q3 IT O C a y O C(O N . 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U TO r. C^ Q •- 3 rrrr�;r E � y b _0 II ca a3 C C .-• U) GJ U y . O co co N N N cc C ymQN.ycc a a D a � 7� _ Q 0- C C O COinSQQ N 4 c7 O L) U ■� L E S iv W � a> H CO CZ m i Cb CV O 3 Q ' LO U) -_ cm CD •O C) :L O � 5 '-w $ CD 2, O �0 O r d I °� •^ cz o C LL.. 2 (OHAH) o!)BH PBOH IL Q Lo g N 7 i O y 47 Q m � A — C to -- O �V cc L � cr) (00 N O D r Ln r VR +- C� f a? O ni C)-0� m q� .� w O E C o .- � ii w o�E �� m ° a�-o j � m T �QOm � O Q [V ■� V E E r A •�� L y �O O O a�� E'Cr C Z L V S4 C =O' O CD o[ cc N w E U '5 3 -0 -o ►1 } 0 L) cn tO '_ E of o y y y � CD';�';� ID-� N O m � n cu CO O O C C mm =QQr o6 w o co LO �i 0 r LQ O L O ID 0 to o C 0 r LO U o QU Q ZLO CO H ° Cl) w Ln N rn 3 ''. n O O Ln V 0 wo W a- ca J µ ` o r n O :.� m O m !� ° o r _ c LL 2 (OHAH) OIIBH POOH IL Q LO G N N `v LO T � F ` 00 C C E U q cu O CY) N O N !- aD iu jai 11 11 0EO> V V� C) m V Q m ,� �, ^a y � N N? II Q Ln N CC + ]� C 0 cu co E C V N _ a) v �- »-� L m ,r U CJ N cis C CC C� N cn E 7, C �. O ;w ccu CIS 0: '5 "E 0 " " (D (D CO 0 � _ co cu su " O O cc) ruin CQQr C V 0 04 CL U O a z: L �� cu m Q L o .. .a acu 0 C z U (3)0 a N a O N U Cl) .� co O o LL 2 (aHAH) alley PeOH a. Q 1 l j j Moore County Landfill Falling Head Slug Test April 19, 2005 Bouwer and Rice Graph Moore County Landfill Aberdeen, NC MW-1 fis 1. M 0 5 10 15 20 25 30 35 40 45 50 55 Project Number: 07625-2934 for Moore County Analysis by Starpoint Software 4/2612005 Bouwer and Rice parameter A = 2.256 Bouwer and Rice parameter B = 0.4124 In(Re/Rw) = 2.263184e+000 Analysis starts at time 3. Seconds Analysis ends at time 7.5e-002 minutes 6 Measurements analyzed from 11 to 16 Hydraulic Conductivity = 113.8 feet/day Transmissivity = 3414 ft2/day 65 70 75 80 85 90 95 100 105 110 Adjusted Time (Seconds) Ho is 4.461 feet at 3. Seconds Moore Counly Landfill Falling Head Slug Test April 19, 2005 Moore County Landfill Aberdeen, NC 1. I 0 5 10 Project Number: 07625-2934 for Moore County Analysis by Starpoint Software Bouwer and Rice Graph MW-16d 15 20 25 30 Adjusted Time (minutes) Ho is 2.666 feet at 21.2 Seconds 4/26/2005 (� GOLDER golder.com