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HomeMy WebLinkAbout0403_AnsonLF_DesignHydro_20000601APPROVED DOCUMENT NO. 3 4." REGULATORY CROSS REFERENCE The requirements of the Design Hydrogeological Report are detailed in 15A NCAC 13B.1623(b). In order to facilitate the review of this document and to ensure completeness as required under this rule, a regulatory cross reference is provided in Table 1.1. This table lists the applicable requirements under Rule .1623 (b) and references corresponding section(s) of this report. Some of the required information under Rule .1623 (b) (2) (A) has already been presented in detail as part of the previous investigation reports. This information has been summarized only to the extent necessary to provide sufficient technical information to support design of the monitoring system and determine the relevant point of compliance. TABLE I.I. CROSS REFERENCE TO RULE .Ifi23(b) ANSON COUNTY SOLID WASTE MANAGEMENT FACILITY Rule Re uirements Report Table Fi.ZtjLre Appendix .1623(b)(2)(A) lnformation re uired in sub arc a hs a 4 throe (a)(12) of Rule .1623 .1623(a)(4) Testing program for borings describing the frequency, distribution, 7.2.1 and type ofsamples and methods ofanalyses m Standard Penetration -Resistance (A) 7.2.1.3 7.2 ® Particle Size Analysis (B) 7.2.1.4 ® Soil Classification © 7.2.1.5; 7.2 • Formation Descriptions (D) T2.1.6 • Saturated hydraulic conductivity, porosity, and effective porosity (E) 7.2.1,7; 7.2.5.7 7E .1623(a)(5) Additional Investigation Techniques 7.2.2 7-5, 7-5A 7-5 B .1623(a)(6) Stratigraphic Cross -Sections 7.2.3; 7.8.1 .1623(a)(7) Tabulations of WaterTable Elevations (AB) 7.1,l; 7,2A 7.4 • Estimate of Seasonal High Water Table 0 7.2.4.3 7-8A, 7-813 71) • Potential Water Table Fluctuations 7.2.4.2 7.4 .1623(a)(8) Horizontal and Vertical Dimensions of Ground Water Flow 7.2.5; 7.4.3 7.4 • Flow direction 7.2.5.1; 7.3.2 • Flow rate 7,2.5,6 7.6 • Gradients 7.2.5.2 7.7 7C 1623(a)(9) Ground Water Contour Map(s) 7.2.6 7-2, 7-2A, 7-3, 7-3A .1623(a)(20) Site Topographic map 7.2.7 7-l. 7-1A; 1623(a)(31) Boring logs 7B • Field Logs and Notes _ • Well and Piezometer Construction Records .1 623a 12 Other geolo2c and h dro eclo is considerations 7.2.2 .1623(b) 2 (B) Technical information needed to de8iE the monitorin s stem 7.1.2; 7.3 1623 b) 2 C) Technical information to determine relevant Coint ofcom l ance 7.4 1623(b)(2)(D) The number, location, and depths of rock corirngs to provide and understand 7.2.7; 7.2.8; 7.5 fractured bedrock conditions including: • Rock types 7.5.1 ® Recovery Values T5.1 • Rock Quality Designation (RQD) T5.1 • Saturated Hydraulic and Secondary Porosity Values 7.5.2 ® Rock descri Lions includinZ Fracturin and lointin Patterns T5.3 1623 b 2 E) Ground Water Contour Ma ofthe LonE Term Seasonal High Water Table 7.6 1623(b)(2)(F) Bedrock Contour Map 7.7 7-4, 74A 7A 7-6, 7.6A .1623(b)(2)(G) Three Dimensional Ground Water Flow Not Hydrogeoiogic Cross -Sections 7.2.3.2 7-7A, 7-713, 7-7C .1623(b)(2)(H) Report on the Ground Water Flow Regime 7.9; 7.2.5 7.5, 7.2A&B; 7C 7.3 A,B&C, 7.3 D, 7.3 E • Horizontal Flow Paths and Gradients 7.2.5.2; 7.9.2; 7.9.1; 7.9.2; 7.2.5.3 • Vertical Flow Paths and Gradients 7.8.2; 7.2.5.1; 7.2,5.2;7.2.5.3 • Flow Rates 7.9.3; 7,2.5,6 7.6 • Ground Water Recharge Areas 7.9.4; 7.2.5.4 • Ground Water Discharge Areas T9.4; 7,2.5A 1623(b)(2)(1) Certification that all borings that have not been converted to permanent 7.10; 7.10.1; rnonitorin wells will be ro erly abandoned 7.10.2 1623(3) Water Qualr Monitoring Plan Se crate report TABLE OF CONTENTS Section Page Listof Figures ................. . ........................................... vi Listof Tables ................ . ....... ...................................... vi Listof Appendices.......................................................... vi Certification .......... ..................................................... vii Executive Summary ........................................................ viii TO DESIGN HYDROGEOLOGIC REPORT ................................... 1 7.1 OBJECTIVES AND REQUIREMENTS OF THE STUDY ...................... 1 ,7.1.1 Compliance with Vertical Separation Criteria ........................... 1 7. L2 Establish Hydrogeologic Characteristics for Design of Water Quality Monitoring System...............................................1 7.2 FIELD STUDIES AND DATA PRESENTATION ............................ 2 7.2.1 Borings/Borehole Testing .......................................... 2 7.2.1.1 Summary of Explorations ................................. 2 T2.1.2 Standard Penetration Tests ................................ 5 7.2.1.3 Particle Size Analysis, Porosity Measurements, and Other Geotechnical Testing ..................................... 5 7.2.1.4 Soil Classification Methodology ............................ 6 T2.1.5 Formation Descriptions ................................... 6 7.2.1.6 Hydraulic Conductivity Testing ............................. 7 7.2.2 Geophysical Testing .......................................... I ... 9 7.2.3 Site Stratigraphy....................................... . ......... 9 7.2.3.1 Lithologic Units ....................................... 10 7.2.3.2 Hydrogeologic Units .................................... 11 7.2.4 Water Table Information ......................................... 11 7.2.4.1 Stabilized Groundwater Readings .......................... 11 7.2.4.2 Seasonal High Groundwater Levels ........................ 11 7.2.4.3 Long -Term Seasonal High Groundwater Levels ............... 12 7.3 7.4 7.5 7.6 TABLE OF CONTENTS (Continued) T15 Horizontal/Vertical Groundwater Flow Paths ......... . ................ 13 T2.5.1 Groundwater Flow Direction ............................. 14 7.2.5.2 Horizontal Hydraulic Gradients ............................ 15 7,2,5.3 Vertical Hydraulic Gradients .......... . ... . .......... . .... 15 T2.5A Recharge/Discharge Zones .... . .......................... 19 7.2.5.5 Analysis of Hydraulic Conductivity ......................... 21 T2.5.6 Groundwater Flow Rates ................................ 25 7.2,5,7 Porosity and Groundwater Velocities ................... 1 ... 25 7.2.6 Groundwater Contour Mapping . . .... . ............................. 27 T2.6.1 Water Table ............... . .......................... 28 T2.6.2 Piezometric Levels ........................ . ............ 28 -ice 47.2.7 Exploration Location Plan/Site Topography ........................... 28 7.2.8 Exploration Logs/Well Construction Data ............................ 28 TECHNICAL. INFORMATION TO DESIGN MONITORING SYSTEM 29 7.3 ,1 Aquifer Characteristics and Saturated/Unsaturated Zone Units ............. 29 7.3.2 Groundwater Flow Direction ...................................... 29 TECHNICAL INFORMATION TO ESTABLISH RELEVANT POINT OF COMPLIANCE......................................................30 7.4.1 Hydrogeologic Characteristics ................................... 1. 30 7A.2 Leachate Characteristics .......................................... 30 7.4.3 Groundwater Flow Characteristics .................................. 30 7.4.4 Groundwater Users ............................................. 30 7.4.5 Alternative Drinking Water Supplies ........ . ....... I .. I ......... I ... 30 T4.6 Existing Groundwater Quality ..................................... 30 7.4.7 Public Health .................................................. 31 7.4.8 Practicable Capability of Operation .................................. 31 ROCK CORING (DESIGN PHASE 1) ............ . ........................ 32 T5.1 Rock Type, Recovery, and RQD Values .............................. 32 7.5.2 Hydraulic Conductivity .................... . ............. . ........ 32 T5.3 Rock Descriptions/Fracturing and Jointing Patterns 32 GROUNDWATER CONTOUR MAPPING ... . ............................ 33 iii TABLE OF CONTENTS (Continued) 7.7 BEDROCK CONTOUR MAP .... . ...................................... 34 7.8 VERTICAL FLOW REGIME ........................................... 35 7.8.1 Hydrogeologic Cross Sections ..................................... 35 7.8.2 Groundwater Gradients .......................................... 35 7,9 GROUNDWATER FLOW REGIME ...................... . ............... 36 7.9.1 Flow Paths ............................ . ....................... 36 7.9.2 HorizontallVertical Groundwater Flow Components .................... 36 7.9.3 Groundwater Flow Rates ......................................... 36 7,9,4 Recharge/Discharge Areas ........................................ 36 7.10 WELL ABANDONMENT -CERTIFICATION .............................. . 37 7.10.1 Borings and Wells Not Converted to Permanent Wells ................... 37 7.10.2 Abandonment Plan .............................................. 37 7.10.3 Certification Statement ........................................... 37 TABLE OF CONTENTS (Continued) LIST OF FIGURES Number Figure 7-1 Comprehensive Exploration Plan Figure 74A Exploration Location Plan - Phase I Area Figure 7-2 Groundwater Elevation Contour Plan (Phreatic Surface) May 1996 Figure 7-2A Groundwater Elevation Contour. Plan (Phreatic Surface) May 1996 - Phase I Area Figure 7-213 Groundwater Elevation Contour Plan (Phreatic Surface) October 1997 - Phase I Area Figure 7-2C Groundwater Elevation Contour Plan (Phreatic Surface) June 1998 Figure 7-3 Groundwater T-Ievation Contour Plan (Lower Piezometric Surface) May 1996 Figure 7-3A Groundwater Elevation Contour Plan (Lower Piezoinetric Surface) May 1996 - Phase I Area Figure 7-3B Groundwater Elevation Contour Plan (Lower Piezometric Surface) October 1997 - Phase I Area Figure 7-4 Top of Bedrock Contour Plan Figure 74A Top of Bedrock Contour Plan - Phase I Area Figure 7-5 Overburden Thickness Isopach Plan Figure 7-5A Overburden Thickness Isopach Plan - Phase I Area Figure 7-513 Saturated Overburden Thickness Isopach Plan May 1996 - Phase I Area Figure 7-5C Saturated Overburden Thickness Isopach Plan October 1997 - Phase I Area Figure 7-6 Inferred Bedrock Geology Figure 7--6A Inferred Bedrock Geology - Phase I Area Figure 7-7A Geologic Profiles Figure 7-713 Geologic Profiles Figure 7-7C Geologic Profiles Figure 7-8A Vertical Separation Between Seasonal High Water Table and Base Liner Subgrade Figure 7-813 Vertical Separation Between Top of Bedrock and Base Liner Subgrade v TABLE OF CONTENTS (Continued) LIST OF TABLES Dumber Table 7.1 Monitor Well, Piezometer, and Soil Boring Inventory Table 7.1A Bridge Gauge, Stream Gauge and Well Point Measurements Table 7.2 Summary of Soil Properties Table 7.2A Summary of Slug Test Results and Hydraulic Conductivity Table 7.2B Upper and bower Bedrock Hydraulic Conductivity Table 7.2C Summary of Well and Piezometers Used in Hydraulic Conductivity Matrix Table 7.3A pumping Test tata Well MW-14A-BZW Table �73B Pumping Test Data Well MW-21B-BZW Table 7.3C Pumping Test Data Well P-30 Table 7.3D Constant Head Monitoring Well Pumping Tests and Calculated Permeabilities for Bedrock Wells Table 7.3E Analytical Estimate of Drawdown, MW-14A-BZW Pumping Test Table 7.4 Water Table (Phreatic Surface) Table 7.5 Piezometerc Level (Lower Piezometerc Surface) Table 7.6 Site Porosity and Groundwater Velocity Table 7.7 Summary of Vertical Hydraulic Gradients Measured in Well Clusters Table 7.8 Vertical Separation Determination LIST OF APPENDICES Appendix 7A October 1997 Water Recovery Tests Appendix 7B Boring Logs Appendix 7C Rising/Falling Head Hydraulic Conductivity Test Data Appendix 7D Precipitation and Historical Groundwater Elevation Data Appendix 7E Geotechnical Data and References Appendix 7F Relevant Sections of Ground -Water Bulletin Number 5 Appendix 7G Geophysical Data vi CERTIFICATION I, Michael L. Babuin, P.G., being a Licensed Geologist in accordance with the North Carolina Geologist Licensing Act of 1995 (General Statute Chapter 99E) as administered by the Board of Licensing of Geologists, do hereby certify that, to the best of my knowledge and belief, the Design Hydrogeologic Report (Section 7.0 of the Permit to Construct Application) for the proposed Anson County Solid. Waste Management Facility was prepared in accordance with the North Carolina Division of Waste Management's applicable rules statementsdesigns and.guidance documents Per Rule 15ANCAC 13B A623(b) (2) (1), it is further. certified. that "all borings at the site that have not been converted to permanent monitoring wells will be properly abandoned in accordance with the procedures for permanent abandonment of wells," as delineated in I 5A NCAC 2C .OI 13 (a) (2). ���*PI IPe liy dl�o •`�-� \ CA Rp1 '' S ti °a s c r'`--- a C' dy#Pd �ltldl gig daF�0 North Carolina License No. 6S I December 14, 1998 vtt December 14, 1998 Executive Summary This Design Hydrogeologic Report addresses the requirements in 15A NCAC 13B ,1623 (b). To satisfy the requirements, an intensive field program was conducted between 1991 and 1998 to collect and evaluate data. The field program included installation of 133 soil borings, piezometers and monitor wells to evaluate site geology and hydrogeology; geophysical tests to evaluate bedrock geology; installation of 13 stream gauges and well points to evaluate discharge to adjacent creeks; collection of 27 soil samples from different lithologies for geotechnical laboratory analyses; performance of 70 aquifer (slug) tests on more than 50 wells, 20 Packer tests, and three pumping tests to determine hydraulic conductivity of the geologic units; and collection of water levels in site piezometers and wells on 14 occasions between 1992 and 1998. Based on the extensive field program; Tdetailed understanding of site stratigraphy and hydrogeology has been developed. Geologic formation descriptions have been made in general accordance with the Geologic Map of North Carolina (1995). The site soils (saprolite), derived from the Carolina Slate Belt, Floyd Church Formation (bedded Argillite), and the Chatham Group, Undivided, Triassic Basin rock units (Wadesboro Basin), consist of fanglomerate, conglomerate, sandstone, graywacke, and siltstone/mu d stone. Magnetic surveys indicate two north-northwest trending features (interpreted as diabase dikes), which vary in width and are inferred to be 10 to 70 feet below existing grade. These features are not massive, homogeneous, linear bodies of rock that have filled large fractures; rather, they consist of swarms of thin stringers of rock that have filled -in along a fracture zone. On a regional scale, the dikes are hydraulically indistinguishable from surrounding lithologies. For this report, parent rock types are referred to as Wadesboro (Sandstone), Slate Belt (Argillite) and Diabase. The weathering profile is referred to as saprolite, partially weathered rock (PWR), and bedrock. The hydrogeologic units which control near surface groundwater movement across the majority of the site include the saprolite, the PWR, and the upper portion of the competent bedrock. The water table is found in the saprolite, PWR, and upper bedrock units; all of which appear to behave as a single, interconnected aquifer system. Hydraulic conductivity testing results indicate that the permeability across the majority of the site is moderately low. Average hydraulic conductivities vary by one to two orders of magnitude. Regional groundwater flow occurs from the Phase 1 area to low-lying areas near Brown Creek and Pinch Gut Creek. Within the Phase 1 area, horizontal groundwater flow is generally toward the northeast and converges along drainage swales toward the area occupied by the NM-21 well cluster. This convergence of groundwater flow is predominantly influenced by drainage features cutting viii December 14, 1998 across the northern portion of the Phase 1 area. The pattern of groundwater flow at this site appears to be controlled by topography rather than by higher hydraulic conductivity zone, contact between formations, or a weathering horizon which could act as a preferential flow conduit. Additionally, the data collected from wells in the Phase I area de€nonstrate that the two zones of diabase dikes do not influence horizontal groundwater flow. Water level measurements conducted on 14 occasions between February 1992 and June 1998 are illustrated in the hydrographs and figures. A conservative statistical approach was developed to evaluate seasonal high and long-term seasonal high groundwater levels based on all groundwater measurements in the Phase I area including peak groundwater levels measured during the wet winter of 1997 and spring of 1998 (El Nifio period). The proposed subgrade liner was designed to provide vertical separation of at least four feet above seasonal high groundwater levels and to be above long term seasonal high groundwater levels. Based on this investigation, a contour map showing the approximate top of bedrock (defined by auger refusal) was prepared which indicates that the bedrock surface is generally highest toward the west and northwest of the site and generally lower toward the central and eastern portions of the site. This is consistent with site topography. A bedrock valley originates near the center of the Phase I area, trending northeast beyond the Phase I footprint. Overburden (saprolite and PWR above rock) is thinnest on the west side of the site near Brown Creek and thickest east, northeast of Boylin Road. The top of rock values were used to evaluate the vertical separation with the subgrade liner at well points and inferred locations between well points. The proposed subgrade liner has been designed to be at least four feet above the highest top of rock elevation reported for each well location and the contoured top of rock surface. The depth of saturated overburden at the site was also evaluated and found to decrease between the wet and dry seasons in the northern portion of Phase 1 area. The reduced level of saturated overburden in the dry periods was an important factor in designing a method for monitoring site groundwater subsequent to waste placement. An Enhanced Liner System (ELS) has been designed to provide a dual liner syste€n in portions of the site as described in Section 2.0 of the Application. As demonstrated in this report, subsurface and hydrogeologic conditions at the site have been thoroughly evaluated and are sufficiently understood to design and implement an effective water quality monitoring system for the site. A Water Quality Monitoring Plan based on this report is included in Section 6.0 of the Permit to Construct Application. Therefore, this report satisfies the requirements of Rule .1623(b). €x December 14, 1998 7.0 DESIGN HYDROGEOLOGIC REPORT 7.1 OBJECTIVES AND REQUIREMENTS OF THE STUDY The information provided in this Section of the report is that required by Rule .1623, subparagraphs (b)(1)(A) and (B). 7.1.1 Compliance With Vertical Separation Criteria The rules cited require that the bottom of the proposed liner system be established four feet above seasonal high groundwater and non-rippable bedrock. This study provides the basis for this determination as follows: • Estimated seasonal high groundwater (ESHGW) levels have been statistically determined based on water level measurements collected at the site on 14 occasions from February 1992 to June 1998. The basis for ESHGW levels is discussed further in Section 7.2.4.2. The design ESHGW levels are provided in Table 7.9. • The basis for the long-term seasonal high groundwater level estimate is given in Section 7.2.4.3. The design long-term seasonal high water levels are also shown in Table 7.8. • The data from installation of 133 borings, wells and piezometers at the site are summarized in Table 7.1. Figures 7-4 and 74A of this Hydrogeologic Report establish top of bedrock elevation contours (defined herein as auger refusal depth) based on the field investigation. • The landfill base subgrade has been designed to achieve a minimum of four feet vertical separation between the proposed liner and both the ESHGW elevation contours and the top of rock elevation contours as demonstrated in the referenced tables and figures of this report. Additionally, the subgrade has been designed to be above the highest recorded groundwater elevation at each location. Figures 7-8A and 7-8B present the integration of all the above data. The Figures and Table 7.8 were used to design the "Base Liner Subgrade Gradin Flan" (Drawing E-1 of the Engineering Report). 7.1.2. Establish Hydrogeologic Characteristics for Design of Water Quality Monitoring System The scope and results of this Design Hydrogeologic Report provide more than sufficient data with which to design an effective water quality monitoring system for this site. The design of the monitoring system is the subject of Section 6.0 of this application. Page 1 December 14, 1999 7.2 FIELD STUDIES AND DATA PRESENTATION The information in this Section of the report is that required by Rule .1623, subparagraphs (a)(4) through (a)(12). 7.2.1 Borings/Borehole Testing The following sections describe the field program implemented in several stages between 1991 and 1999 at the facility to collect and evaluate pertinent site data. 7,2.1.1 Summaryof Explorations Hydrogeologic charactfrization of the site has been undertaken in several phases between 1991 and 1998 resulting in the installation of 133 borings, wells and piezometers. Table 7.1 provides a summary of the installation dates, surveyed coordinates and elevations, relevant subsurface geology data, and well construction data for the borings, wells and piezometers installed. Seven borings and monitoring wells were installed in 1991 during an initial site evaluation. In 1992, 53 borings were completed as monitoring wells, and 108 test pits were dug for evaluation of soil borrow areas. Results of these previous explorations were presented in a report entitled "Volume III, Site Application for Solid Waste Management Facility, Anson County, North Carolina, .504(l)(c) Hydrogeologic Study" (1992 Site Hydrogeologic Report), and submitted to the Solid Waste Section (SWS) on May 28, 1992, by Chambers Development of North Carolina, Inc. as part of the required site study. Geophysical testing (magnetometer survey), installation of seven borings completed as monitoring wells and hydraulic conductivity tests (in diabase dike zones) were conducted in May 1995. Results of this phase of investigation were submitted in a report to the SWS entitled "Supplement to Site Hydrogeological Report," Solid Waste Management Facility, Anson County, North Carolina, by Chambers Development of North Carolina, Inc., dated May 1995. In May 1996, clustered piezoreters were installed at 16 additional locations (P-1 through P-16) within and adjacent to the Phase I boundary. The intent was to meet the required density of one boring/acre for the construction application as well as to provide sufficient data to meet groundwater bedrock separation from base liner requirements needed by this design. Hollow -stem auger techniques with split -spoon sampling every five feet were used to advance the boring to auger refusal. Rock coring was conducted within the upper 10 to 15 feet of bedrock at each of these 16 locations using an HQ -size core barrel. Two-inch diameter PVC well screens were sealed into the upper bedrock using bentonite clay seal. At the same locations, cluster Page 2 December 14, 1998 well screens were also installed to span the water table in the saprolite and/or partially weathered rock (PWR) zone. In June 1997, additional monitoring wells were installed to further define vertical separation data, vertical gradient data in the overburden, and preferential flow in the overburden, as agreed upon by the SWS on May 27, 1997. Each boring was advanced via hollow -stem augers coupled with split -spoon sampling every five feet to auger refusal (top of rock). The June 1997 borings were advanced first to split spoon refusal (>100 blows per foot, considered to be the top of PWR) and then to auger refusal (the top of bedrock). Two -inch -diameter well screens were set exclusively in the PWR zone where present, and/or another well screen set to span the water table in the saprolite if greater than three feet of saturated material was present above the PWR. At several locations, well screens were installed exclusively in the PWR zone. These locations include all geologic types found at the site. During this June 1997 field phase, in which the focus was on overburden material, (defined by the SWS as all residual soil, saprolite and PWR above auger refusal), the low permeability of the soils made it difficult to determine water table depths while drilling. Therefore, boreholes were drilled, augers were removed, and the borings were allowed to remain open (in some cases greater than four days) to allow observation of the water table depth. As an illustrative example, in the area occupied by P-107 and P-108, the PWR was found to be dry after three days and well screens were installed in the event that water levels were slowly recharging. The June 1997 field effort resulted in installation of 15 borings with completion of 11 monitoring wells, of which two were clusters (P-102S/D and MW-21SID). Two- inch -diameter PVC screens were installed in the PWR zone at P-101, P-102D, P-103, P-104, P-109 and MW-21D, Two inch -diameter wells were set to span the water table in the saprolite at P-102S and MW-21 S. No water was encountered at PZ-101 and PZ-103; therefore, the boreholes were abandoned. As directed by the SWS, an attempt was made to install clustered wells in the saprolite and PWR at a location of complex geology near the western corner of the Phase I buffer area in order to evaluate hydraulic characteristics. Based upon a recommendation by the SWS, a location was selected where a contact exists between the Wadesboro, Slate Belt, and a diabase dike. Measurements in nearby wells P-13SID and P-7S/D indicated from five to 15 feet of saturated overburden thickness above top of rock. The first well attempted was P-108. Because no water was encountered and rock was found at a depth shallower than expected (15 feet below ground surface), another Page 3 December 14, 1998 attempt was made to install this well adjacent to the first location. No samples were taken at this second location as rock was encountered at the same depth. The boring, although dry at the time of installation, was completed as a piezometer (P-108). Three additional borings were attempted P-105, P-106, and P-107, of these P-1.07 was completed as a piezometer. The investigation resulted in the discover} of little to no saturated overburden in this area and that rock was encountered at shallower depths than in nearby wells P-7S/D and P-13S/D. The geologic contacts were concluded to be zones of high mineralization rather than zones of high fracturing. Such secondary mineralization could result in "tighter" rock less susceptible to subsequent weathering. As a result of comments received in the September 23, 1997 letter from the SWS, a sixth mobilization occurred in October 1997. These efforts resulted in the installation of 15 additional borings, 11 of which were converted to piezometers. During this phase, nine wells were installed in and near the Phase I area to better characterize distinct lithologic units. Two additional wells were installed in new locations and four soil borings were advanced. To supplement the previous evaluation of hydraulic conductivity data and geotechnical analysis, additional slug tests were conducted and undisturbed soil samples collected. Recovery tests were conducted on select wells (Appendix 7A) and water levels measured for all of the wells located at the site. In response to SWS comments, an additional phase of investigation was conducted in June, 1998. A field magnetic survey was performed in conjunction with this investigation to identify locations of shallow zones of diabase dikes in the northeast corner of the Phase 1 area. One well nest (TML-108S and TML-108D) was installed along a transect near the northeast corner of the Phase 1 area. The well pair was designed and installed for potential use as a long-term monitoring location for the facility (see Section 6.0 Water Quality Monitoring Plan). An additional piezometer (PZ-300) was installed west of the Phase 1 area at a location not previously evaluated. Soil samples from each boring were collected for geotechnical evaluation. Slug tests were also conducted on each well and piezometer. In response to the SWS' May 27, 1998 letter, five well points and five strearn gauges were installed along Pinch Gut and Brown Creeks in June 1997. The purpose was to evaluate groundwater discharge from the site into the creeks. Richard Harrington and Associates R.L.S. completed a new site survey in November 1997 inclusive of well locations, top of casing elevations and ground surface elevations for all monitor wells, borings and piezometers installed up to that time period. Additionally, Harrington and Associates mobilized in June 1998 to survey the well points, stream gauges, geophysical transects, monitor wells and piezometer Page 4 December 14, 1998 installed in June 1998. The coordinates of site features have been incorporated into the tables and figures included in this Design Hydrogeologic Report. Descriptions of the past boring and testing programs, boring logs, test data, tables and results have been incorporated into this report where practical. All borings, piezometers, and monitoring well locations are depicted on Figures 7-1 and 7-1A (Phase 1 area). Boring logs are included in Appendix 7B. 7.2.1.2 Standard Penetration Tests During drilling, Standard Penetration Tests (SPT) were conducted in accordance with the American Society of Testing and Materials (ASTM) standard D 1596-94 to obtain soil samples and to meakure the resistance of the soils to penetration of the sampler. The testing also aided in identification of geologic layering during boring installation. Results of the SPTs are shown on the boring logs included in Appendix 7B. As shown on the boring logs, and in agreement with SWS definitions, SPT values less than 100 are identified as either residual soil or saprolite. SPT values of 100 or more blows per foot (bpo are identified as partially weathered rock (PWR). The term "auger refusal" is defined by the SWS as the top of competent rock. 7.2.1.3 Particle Size Analysis, Porosity Measurements and Other Geotechnical Testing Soil samples were collected during test pit and boring installation for geotechnical evaluation. Laboratory tests included particle size analysis, specific gravity, moisture content, liquid limit, plasticity index, total porosity, and permeability. Results are summarized in Table 7.2. Laboratory reports (except for the soil borrow study) are contained in Appendix 7F. Particle size analyses were conducted for a significant number of samples of residual soil and completely weathered bedrock overburden (saprolite) obtained from test pits during the soil borrow study. These analyses generally compared favorably with visual -manual classifications. The particle size analyses indicated the materials are fine-grained and variable in character ranging between Silt and Silty Sand to Lean/Fat Clay. The results of the particle size analyses for the borrow study are presented in Volume 11, Appendix D, of the 1992 Site Study Report. During the October 1997 investigation, six undisturbed soil samples (Shelby Tubes) were obtained to evaluate geotechnical characteristics of soils within and adjacent to the Phase 1 area. Tests conducted included permeability, porosity, moisture content, liquid limits, plasticity index, and specific gravity. An evaluation of grain size distribution (with hydrometer) was conducted for each sample, and the samples were Page 5 December 14, 1998 classified using the Unified Soil Classification System (USCS). Based upon the request of the SWS, undisturbed samples were also collected in June 1998. Additionally, a bag sample was prepared from soil adhering to the bottom flight of augers at one location (TML-108S) for evaluation of PWR soil properties. The June 1998 soil samples were analyzed for the same parameters as in October 1997. Porosity measurements were conducted on undisturbed soils from each geologic unit in saprolite. Thin wall Shelby Tube samples were obtained where possible and transported to a geotechnical soils laboratory for analysis. Total porosity was determined by taking the total unit weight of the entire sample and an average water content to determine dry unit weight. The effective porosity -(specific yield) was estimated by plotting grain size data as illustrated on the "Textured classification triangle for unconsolidated materials..." ' The grain size estimates were modified on the distribution diagrams to reflect the particle size restrictions of the textural classification diagram. The modified distribution curves and corresponding textural classification triangles are included in Appendix 7E. Table 7,2 provides a range of effective porosity values for saprolite soils grouped by lithology. 7,2.1.4. Soil Classification Methodology Soil classification for the borings is based on the Unified Soil Classification System, and is given on the boring logs in Appendix 7B. Visual determinations are in accordance with ASTM D2488-84 Visual Manual Procedures. 7.2.1.5 Formation De cri tions Formation descriptions are generally in accordance with the terms shown on the Geologic Map of North Carolina (1995), The soils (saprolite) have been derived from the Carolina Slate Belt, Floyd Church Formation (bedded Argillite), and the Chatham Group, Undivided, Triassic Basin rock units (Wadesboro Basin), which consist of fanglomerate, conglomerate, sandstone, graywacke, siltstonelmudstone. Detailed discussions of the regional and site geology are given in the 1992 Site Hydrogeologic Report text, Sections 3.10 and 4.30, respectively. For this report, parent rock types are referred to as Wad esboro/Sand stone, Slate BeltlArgillite and Diabase. The weathering profile is referred to as saprolite, partially weathered rock (PWR), and bedrock. Johnson, A. I., US Geological Survey Water -Supply Paper 1662-D, 1967 from Fetter, C.W., "Applied Hydrogeology", 1994, p 93. Page 6 December 14, 1998 7.2.1 6 Hydraulic Conductivity Testin Multiple types of hydraulic conductivity tests have been completed on over 50 wells or piezometers located at the site. Hydraulic conductivity measurements were conducted in wells and piezometers screening saprolite and PWR using the slug test, rising head and falling head methods. Packer tests were conducted on wells screened in shallow bedrock and pump tests were conducted on deeper bedrock wells. The slug test results are summarized in Table 7.2A with field reports contained in Appendix 7C. The packer test results are summarized in Table 7.2B. The pump test results are summarized in Tables 7.3A - 7.3E. Locations of the piezometers and wells tested are shown on Figures 7-1 and 7-IA. Slug Tests The 1996 rising head tests were conducted using a 10-foot slug inserted into each well. A pressure transducer was placed in each well to record the pressure change from the change in water level due to the water volume displaced by the slug. After the slug was inserted, the well was allowed to stabilize until the water level returned to approximate static level; then the slug was quickly removed and the transducer recorded the rising water level versus time. These changing levels over time were plotted and the slope of the head versus time curve was estimated for use in Hvorslev' equation for the rising head case. The July 1997 hydraulic conductivity testing was performed by either adding water to piezometers (failing head) or pumping water out (rising head) of piezometers and measuring the change in water levels. An attempt was also made at each location to perform constant head tests, but, due to the low hydraulic conductivities, constant head tests were not possible. The data were evaluated using the Hvorslev equation and the Bouwer and Rice' equation for the rising head tests. In October 1997, hydraulic conductivity testing was performed on 18 piezometers and monitoring wells in and adjacent to the Phase I area. The tests were performed using a 1-inch diameter, 5,5 foot long stainless steel or PVC slug to create an instantaneous change in the water level (head) at each selected well, A 20 pounds per square inch (psi) pressure transducer was used to measure water -level fluctuations during each test. The pressure transducer was attached to an electronic -data logger (In -Situ SEI000Q. The depth to water from the top of the PVC well casing was measured prior to insertion of the pressure transducer and slug. Water levels were measured by hand at various times during each test and at the completion of each test to verify the electronic data. Lambe & Whitman, "Soil Mechanics,", 1969, p. 284-286, Ilouwer, H., & R.C. Rice, Water Resources Research 1976, 12A23-28. Page 7 December 14, 1998 Twelve rising -head tests and six falling -head tests were conducted during the field investigation. Falling -head tests were performed on wells in which the entire screened interval was below the static water level prior to testing. Rising -head tests were conducted on wells which had a screened interval extending above the static water level or in wells in which the pressure transducer and slug were left in the well overnight. Falling -head tests consisted of rapidly lowering the PVC or stainless steel slug into the well and simultaneously initiating a logarithmic recording interval on the data logger. Rising -head tests were conducted by removing the slug and initiating a new logarithmic recording step on the data logger, The October 1997 slug -test data were analyzed using the Bouwer and Rice method which accounts for theeffects of partial penetration changing aquifer thickness (water table conditions). Four of the slug -test data sets were also analyzed using Hvorslev's method for comparative purposes. The aquifer thickness was interpreted from boring logs and from information provided in the field during the latest round of field drilling, A packing porosity of 25 percent for the well filter pack was assumed'. Hydraulic conductivity testing was also performed in June 1998 on TML-108S and TML-108D (installed in diabase). The results were analyzed using the Bouwer and Rice method which, as mentioned above, accounts for the effects of partial penetration changing aquifer thickness (water table conditions). The aquifer thickness was again interpreted from boring logs and from information provided in the field. Discussion of the results and interpretation of the hydraulic conductivity testing are presented in Section 7.2,5.5 and Table 7.2A, respectively. Packer Tests Hydraulic conductivity testing in the rock was performed by packer testing in bedrock boreholes in 1992 and 1995. These test results are presented in the 1992 Site Hydrogeologic Report, Table 2 and summarized in Table 7.2B of this report. Pumas Tests Because of initial concerns raised by SWS about potential preferential flow along the diabase dike intrusions, short-term pumping tests were conducted in three bedrock wells located in or immediately adjacent to the dikes. Relatively steady rates were established in two of the wells and the tests were continued for at least ten hours, The third well was pumped dry in two hours and did not recover. Test data and the locations of pumping and monitoring wells are shown on Tables 7.3A, 7.3B and 7.3C. Walton, W.C., "Principles of Groundwater Engineering", 1991, Appendix B, Table B.1 Page 8 December 14, 1998 The pump test results indicate that there was little or no drawdown observed in any of the surrounding observation wells during the pumping tests. Hydraulic conductivities were estimated using the drawdown and near steady state flow rates measured in the well being pumped. Table 7.3D summarizes the hydraulic conductivities estimated from the pumping tests. A more detailed discussion of the pumping test results is presented in Section 7.2.5.6. 7.2.2 Geophysical Testing A total -field magnetic survey geophysical investigation was used to identify magnetic anomalies that could be interpreted as diabase dikes. The methods used, complete results, and approximate diabase dike location maps are presented in Appendix D of the supplemental hydrogeological report submittdd to SWS in May 1995. Approximate diabase dike locations and boundaries are shown on Figures 7-6 and 7-6A of this report. Total -field magnetic survey data were collected at regular intervals along 12 transects in the vicinity of the Phase 1 area. Two separate north-northwest trending anomalous zones were identified. One of the anomalies intersects the buffer zone near the western -most corner of the Phase I area, while the other intersects the Phase 1 area near its eastern -most corner. The amplitude and width of the anomalous zones vary along their length, and it is likely that the anomalies are caused by two or more closely spaced, parallel diabase dikes rather than a single diabase dike. A second magnetic survey was performed in June 1998 in order to better assess the location of diabase dikes in the northern portion (buffer zone) of the Phase 1 area. At the selected location, east -west lines were established from a centroid (location "00") 300 feet west and 300 feet east, then surveyed in the field by a registered land surveyor (Harrington and Associates). Two parallel lines, each also 600 feet in total length, were established 100 feet north and south of line "00". Reference stakes were placed every 50 feet along each line for control during the magnetic survey and to accurately relocate each station. The western -most station was labeled 0 and the easternmost station was labeled 600 for each line. Results of the 1998 focused survey confirmed a diabase dike zone at the TNIL-108 location (Appendix 7G). Subsequent subsurface investigation was rendered to install a nested well pair at the specific location where the diabase dikes registered strongest. The nested well pair (TMI,-108SID) was subsequently installed. 7.2.3 Site Stratigraphy The following sections describe the lithologic and hydrogeologic units resulting from the site investigations. Page 9 December 14, 1998 7.2.3.1 Litholo is Units Subsurface profiles across the site are presented on Figures 7-7A, 7-7B and 7-7C. The locations of the cross -sections are shown on Figures 7-1 and 7-IA. The cross - sections show thickness and extent of overburden [saprolite and partially weathered rock (PWR)], depth to bedrock, generalized rock types, water table, and inferred hydraulic gradients based on the piezometer/well clusters. In general, the lithology of the Phase I area consists of silty clay saprolitic soil (zero to 40 feet thick) and PWR (zero to 20 feet thick) overlying competent bedrock. The PWR is discontinuous over most of the Phase I area and is generally less than five to 15 feet thick when present. An overburden thickness contour plan is presented on Figures 7-5 and 7-5A�„�- Bedrock geology is mapped on Figures 7-6 and 7-6A and fully described in the 1992 Site Hydrogeologic Report, Sections 3.10 and 4.30. The competent bedrock generally consists of bedded Argillite and Wadesboro Basin sedimentary rock units such as conglomerate, sandstone, graywacke, and siltstonelmudstone, The magnetic survey indicated two north-northwest trending features (interpreted as diabase dikes), which vary in width and are inferred to be 10 to 70 feet below existing grade. It is important to note that these diabase dikes are not massive, homogeneous, linear bodies of rock that have filled a large fracture. Rather, they are typically swarms of thin stringers of rock that have filled in along a fracture zone. On a regional scale, the dikes are hydraulically indistinguishable from surrounding lithologies. The Wadesboro basin sedimentary rock units dominate the Phase I area; the main contact with the Argillite is along a north -south line near the western side of the Phase I area. A northeast/southeast trending 1,200 foot wide section of bedded Argillite is inferred to be in the center of the area. As discussed in the 1992 Site Hydrogeologic Report, the contact between the Wadesboro and Argillite is an historic fault zone. Rocks in this zone exhibit evidence of faulting (i.e., offsets, fault breccias, etc.), but the fractures have been filled with secondary mineralization, The primary fault traces are from southwest to northeast approximately N54°E. Joint sets in bedrock appear to be evenly distributed. There is no evidence suggesting that more joint sets (and associated fracturing) exist in the fault zones than in non - fault zones. In addition, the joints appear evenly distributed across the site regardless of rock type or structure. Therefore at the site scale, the subsurface may be represented as a porous, granular media. Page 10 December 14, 1998 7.2.3.2 Hydrogeologic Units The hydrogeologic units which control near surface groundwater movement across the majority of the site include the saprolite, the PWR, and the upper portion of the competent rock. The water table is found in the saprolite, PWR, and upper bedrock units; all of which appear to behave as a single aquifer system. Hydraulic conductivity testing results indicate that the site has moderately low permeability across the majority of the site. Average hydraulic conductivities vary by about one to two orders of magnitude as demonstrated in Table 7.2A. Saturated overburden thickness ranges from zero to approximately 40 feet and varies seasonally as the water table fluctuates. The thickness of saturated overburden for a wet period (May 1996) and a dry period (October 1997) is illustrated on Figures 7B and 7C. Further discussion of the hydrogeologic characteristics of these units is provided in Section 7.2.5. 7.2,4 'Water Table hif;ormation T2.4.1 to it -ze- Groundwat r Re in s Tables 7A and 7.5 present summaries of historic water level data in the wells and piezometers at the site. Water level measurements were conducted on 14 occasions between February 1992 and June 1998. The trends of stabilized water level measurements are illustrated in the hydrographs in Appendix 7D. Stabilized water levels were measured at each monitoring well/piezometer using an electronic water level meter. Based on an average estimated hydraulic conductivity of4.70 x 10"6 ciri/sec (in the PWR using the Bouwer & Rice method) and 6.95 x 10"' cm./sec (in the saprolite using the Bouwer & Rice method), analytical estimates indicate that recovery times to reach stabilization will occur in less than four to five days. Stabilized water level measurements were taken not less than seven days following completion of a new well to allow for stabilization and hydraulic equilibrium. 7,2,4 2 Seasonal High Groundwater Levels The North Carolina Division of Water Resources (NCDWR) Bulletin No. 5 (Appendix 7F) contains a comprehensive discussion of water table fluctuations in the region. It is noted that the general seasonal cycle of water table fluctuations in the Anson County area exhibits water level rises which generally begin in December or January and continue into April or May, thereafter declining until December. This cycle is in general agreement with the groundwater elevation data collected at the site as illustrated on the hydrographs (Appendix 7D). This conclusion is further supported Page I December 14, 1998 by the May 1997 measurements which were similar to the May 1996 measurements (averaging less than 0.1 feet difference). Based on the above data (exclusive of the winter 1997 and spring 1998 data) and, as reinforced by the referenced NCDWR Bulletin, it initially appeared that the May, 1996 readings represented a level near or at seasonal high groundwater levels. The unusually wet El Nino period (see Section 7.2.4.3), caused a "rethinking" of seasonal high and long-term seasonal high groundwater levels. Generally, peak groundwater levels were measured at the site during the winter and spring of 1998, resulting in groundwater levels above the May 1996 measurements. In order to estimate the seasonal high groundwater levels for the site, a statistical approach was developed using all groundwater measurements in the Phase 1 area from February 1992 through June 199,8, inclusive of the peak groundwater levels. The estimated seasonal high groundwater elevation (ESHGW) was computed by adding the mean (average) plus 1,282 times the standard deviation at the 90% quantile. The 90% confidence interval was selected based on the assumption that an unusually wet period may occur approximately once per ten years. The most recent El Nino period occurred in 1982-1983, approximately 15 years ago. The ESHGW elevations for Phase 1 area wells are provided in Table 7.8 and depicted in Figure 7-8A. For well pairs, the highest ESHGW elevation was selected for contouring purposes. At two locations (MW-32-SB and P-9D) the ESHGW elevation was calculated to be above ground surface. At these locations, the ground surface elevation was assumed equal to the ESHGW elevation as shown in the data table on Figure 7-8A. Table T8 also demonstrates compliance with vertical separation criteria. The proposed subgrade liner is at least four feet above the ESHGW elevation for all Phase 1 area well locations. Figure 7-8A demonstrates a minimum of 4 feet vertical separation between the proposed liner subgrade and the ESHGW elevation contour all well points and inferred locations between wells. 7,2.4.3 Long -Term Seasonal High Groundwater Levels To evaluate the long-term seasonal high water level trends, site groundwater levels and historical precipitation data were reviewed. Table 7,8 provides a summary of historic groundwater levels in the Phase 1 area, Generally, the highest groundwater levels in the Phase 1 area were measured during the February, March and June 1998 events. Hydrographs for all site .wells in Appendix 7D also illustrate a rise in groundwater levels during this period. The rise in groundwater levels is a result of extreme precipitation and tree removal operations. Page 12 December 14, 1998 Data provided by the National Center for Environmental Prediction/Climate Prediction Center (NCEP/CPC) was reviewed (Appendix 7D). The NCEP/CPC data characterize the period October 1997 to March 1998 as a strong wet period compared to historical data presented from 1950 to 1999. The North Carolina State Climatological Office (SCO), in a November 1997 study (Appendix 7D), concluded the extreme precipitation was attributed to one of the strongest El Nino events ever recorded and that North Carolina "would experience above normal precipitation ....during the winter season." To understand the local scale impacts of El Nino, precipitation data from the SCO's stations in Wadesboro and Monroe, NC were obtained (Appendix 7D). The data illustrate that during the period January - March 1998, rainfall amounts were significantly above (more -than double for January 1998) the average monthly historic precipitation levels at the SCO stations. In addition to extreme precipitation, a second major contributor to high groundwater levels has been clear -cutting and timber removal operations which occurred between August 1997 and March 1998. As the trees were cleared, the groundwater levels rose in response to a diminished area of trees to absorb the groundwater. The clearing also disturbed the soil surface thereby increasing the rate and volume of rainfall infiltration. The water table in low permeability soils such as those at the site is typically slow to equilibrate. The groundwater table therefore reached a new "high" level subsequent to tree removal. It is expected that groundwater levels will subside to a significantly lower, stabilized elevation after landfill construction. As the Phase 1 area is developed and covered with a lining system, the infiltration capacity of the Phase 1 area will be virtually eliminated. However, the regional hydraulic system will see no impact in the regional flow regime. The highest recorded groundwater levels should be considered representative of long term seasonal trends when evaluating vertical separation criteria. As is shown in Table 7.8 and Figure 7-8A, the proposed subgrade liner elevation has been designed above the highest recorded groundwater level for Phase 1 area wells. 7.2.5 HorizontalNertical Groundwater Flow Paths This Section of the report evaluates horizontal and vertical groundwater flow paths at the site including: flow direction, hydraulic gradients, recharge/discharge zones, hydraulic conductivity, and flow rates. Page 13 December 14, 1998 7.2.5.1 Groundwater Flow Direction The horizontal groundwater flow direction over the site is illustrated on Figure 7-2 series drawings (phreatic surface groundwater elevations) and Figure 7-3 series drawings (lower piezometric surface groundwater elevations). The phreatic surface contours were developed from water levels measured in piezometers and wells predominantly screened spanning the upper saturated zone of the saprolite and PWR. The lower piezometric surface contours were developed from water levels measured in deeper piezometers and wells screened solely in PWR, crossing PWR/TOR interface and in shallow bedrock. The contrast was important in evaluating potential hydraulic confining behavior. Groundwater flow occurs perpendicular to the groundwater contour lines drawn on these figures, as indicated by the flow arrows on each figure.-: To evaluate flow direction, data from a wet period (May 1996) and a dry period (October 1997) were contoured for both the phreatic surface and lower piezometric surface groundwater elevations. May 1996 groundwater elevations for the phreatic surface are contoured in Figures 7-2 and 7-2A. May 1996 lower piezometric surface groundwater elevations are contoured in Figures 7-3 and 7-3A. October 1997 groundwater elevations for the phreatic surface are contoured in Figure 7-2B, and the lower piezometric surface groundwater elevations are contoured in Figure 7-3B. June 1998 groundwater elevations, the most recent collected, are also contoured in Figure 7-2C (phreatic surface). In general, the horizontal flow direction in the phreatic surface (Figure 7-2) is very similar to the flow direction in the lower piezometric surface (Figure 7-3). Minor differences exist in the shape, configuration, and overall flow pattern of the Figure 7-2 series phreatic groundwater flow maps as compiled from the data gathered on different dates. Comparison of the lower piezometric contour maps of Figure 7-3 series also shows consistency between the contoured sets. Regional flow occurs from the groundwater divide located at the topographic high area near the southwest side of the Phase I landfill footprint, to low areas near Brown Creek and Pinch Gut Creek. Within the Phase I area, horizontal groundwater flow is generally toward the northeast and converges along drainage swales toward the area occupied by the MW-21 cluster of wells. This convergence of groundwater flow is predominantly influenced by drainage features which cut across the northern portion of the Phase I area. Page 14 December 14, 1999 It is important to note that the pattern of groundwater flow at this site appears to be controlled by topography rather than by the presence of a higher hydraulic conductivity zone, contact between formations, or a weathering horizon which could act as a preferential flow conduit. Additionally, the data collected from the Phase 1 area wells demonstrate that the two zones of diabase dikes do not influence horizontal groundwater flow. 7,2.5.2 Horizontal Hydraulic Gradients Horizontal hydraulic gradients at the site were calculated from the May 1996 phreatic and lower piezometric surface groundwater contour maps (Figures 7-2 and 7-3). The horizontal gradients were determined by computing the slope of the contour line from the Phase 1 area to. a discharge point at Brown Creek or Pinch Gut Creek. The steepest, most conservative portion of the contour line was selected within each specific geologic formation (Wadesboro or Argillite). Hydraulic gradient values are provided in Table 7.6. The gradients for saprolite and PWR units are assumed identical based on Figure 7-2 contours for the phreatic surface. The values shown for diabase are an average of the values for Wadesboro and Argillite (since diabase occurs in both units). The values shown for deep bedrock are assumed equal to the hydraulic gradient in shallow bedrock (from Figure 7-3). Most of the site and specifically the Phase I area have much lower horizontal hydraulic gradients than the conservative estimates shown in Table 7.6. The actual groundwater velocities at the site are anticipated to be lower than the values shown in Table 7.6. Horizontal hydraulic gradient appears to be controlled by topography and the relative locations of recharge/discharge areas rather than the different lithologies present at the site. 7.2.5.3 Vertical Hydraulic Gradients Vertical hydraulic gradients within the Phase I area are both downward (positive values on Table 7.7) and upward (negative values on Table 7.7). In general, well clusters located towards the lower elevations near the site streams show upward gradients, and upland area well pairs show downward gradients. However, there are some exceptions. The site topography is rolling with significant relief noted adjacent to some wells. A few of the well clusters are located near intermittent streams and show both upward and downward gradients depending on the month measured. Many of the wells with small gradients are observed to fluctuate between upward and downward gradient Page 15 December 14, 1998 PHASE 1 AND BUFFER ZONE WELL The following well pair locations from Table 7.7 have data indicative of both upward and downward vertical gradients. MW-32 0.02 to -0.09 Wells located in a drainage feature. Mostly upward gradients with one exception in November 1996. P-3 0.02 to -0.02 Wells located in diabase dike. Downward vertical gradient in wetter Spring months and upward in Surnmer/Fall months. P-5 0,03 to -0.01 Wells located on slope of hill, three downward vertical gradient events, one upward vertical gradient and one dry event. P-12 0.01 to -0,02. Relatively flat to slightly upward gradients with the exception of slightly downward behavior in October 1997. P-15 0.57 to -0.25 Wells located near a surface depression which collects runoff. Moderate to strong upward and downward vertical gradient behavior likely influenced by the depression. The following Phase I area well pair locations from Table 7.7 Have data indicative of upward vertical gradients. P-102 0.00 to -0.01 Wells located on the slope of a hill and set in Saprolite and Sandstone PWR. Only two events to evaluate relatively flat gradients. Water levels differ by at most 9/100ths of a foot. P-6 -0.05 to -0,09 Wells located near base of slope of a hill and set in PWR and Sandstone. All events suggest slight upward gradients. Page 16 December 14, 1998 P-7 -0.05 to -0.09 Wells located on slope of a hill between two surface drainage features. Well P-7S is set in PWR/Sandstone. Well P-7D screen spans PWR, Sandstone and Diabase. P-4 0.00 to -0.03 Consistently flat vertical gradients with the exception of the May 1996 event. NON PHASE 1 AREA WELLS The following non -Phase 1 area wells also exhibited both upward and downward vertical gradients. MW-1.6 0.08 to -0.01 Moderate downward vertical gradients on three dates, except October 1997, when slightly upward gradient. MW-21 0.08 to 0.00 Moderate downward vertical gradients on four dates, except October 1997, when flat gradient. MW-24 0.03 to -0.07 Only two events to evaluate data; one upward, the other downward vertical gradient. MW-26 0.05 to -0.95 Well located adjacent to a creek. Slight to moderate downward vertical gradient in wetter Spring months and moderate to strong upward gradient in Summer/Fall months. MW-28 0.02 to -0.07 Wells located near a swampy area. Moderate upward vertical gradients with one exception in November 1996. P-8 0,01 to -0.06. Generally upward vertical gradients with one exception of downward gradient behavior in May 1996. For typical upland hydrogeologic regimes in humid regions, recharge zones are found in topographically high places, while discharge zones are located in topographic Page 17 December 14, 1998 lows'. Other factors that influence location of recharge and discharge zones include local topographic relief and type and extent of vegetation. Recharge zones are described as areas where groundwater flow (and vertical hydraulic gradient) is predominantly downward. By contrast, discharge zones are described where groundwater (and vertical hydraulic gradient) is predominantly upward. Groundwater flow (and vertical hydraulic gradient) is horizontal -to -upward beneath valleys and predominantly horizontal within intermediate areas. It is important to note these expectations are anticipated during stabilized (steady state) conditions. Deviation from the anticipated hydraulic gradient may be explained by differential groundwater level response due to local heterogeneities. For example, groundwater level response to a storm event may be affected by proximity to recharge/discharge zones, variable infiltration rates and whether or not the system is under confined conditions. For multi -level wells, the result may be a lag in groundwater level stabilization between wells and thus an unexpected direction in vertical hydraulic gradient. Other factors that influence hydraulic gradient evaluation include site geology, ambient conditions during measurement (barometric pressure, time of day) and location of well pairs with respect to streams and surface water features. For the site, vertical hydraulic gradients are generally shallow (+/- 0.05) for almost 70% of the reported measurements (Table 7.7). The shallow gradients are indicative of predominant horizontal flow. At five well pairs, the prevalent hydraulic gradient is consistently close to zero (e.g., MW-27 OB/SB; P-4D/SA; P-12D/S; P-14D/S; and P-102D/S). These well pairs are spatially distributed across the study area demonstrating the prevailing tendency for horizontal flow. Consistent downward vertical gradients are noted in six well pairs (MW-15-OB/SB; MW-21-OB/SB; MW-21D/S; MW-33-OB/SB; P-2D/S; and P-13D/S). Consistent upward vertical gradients are noted in three well pairs (P-6DIS, P-7D/S; and P-8D/S). Temporal shifts in vertical hydraulic gradient direction are also noted at eight well pairs (MW-24-OB/S13; MW-26-OB/OBS; MW-28-OB/SB; MW-32-OB/SB; P-3D/S; P-5D/S; and P-15DIS). It is believed that hydraulic gradient values are a reflection of localized heterogeneities (as described above). While no definitive, quantifiable answer can be provided to account for these shifts, it is feasible to discuss and offer several possibilities which may explain the observed variability of the vertical gradients. These possibilities include many variations which affect infiltration rate through the vadose zone to include: Fetter, C.W., "Applied Hydrogeology", 1988, pp. 275-276. Page 19 December 14, 1999 (1) Impact of fine -.grained soils versus coarse -grained. soils Fine-grained soils retard the movement of groundwater, thus, hydraulic conductivity is lower and groundwater may become perched on top of clay/silt lenses for extended periods of time, thus nullifying or delaying downward movement of groundwater. (2) Impact of compacted (denser) soils versus unconsolidated (.less dense)soils Likewise, dense soils (i.e., soils with higher blow counts) also retard the movement of groundwater, thus, the resulting hydraulic conductivities are potentially lower and groundwater may become perched on top of clay/silt lenses for extended periods of time. This occurrence may also nullify or delay downward movement of groundwater flow. (3) Duration, intenLAy and frequency of rain events ovet time Variations in the intensity of a rainfall event and the duration of a rain event also affect the resulting infiltration rates. Additional variations in rainfall dynamics over differing seasons can result in variability of the groundwater flow. For instance, periodic rainfall over a given time period (such as 48-hours) versus a steady rainfall over the same time may yield significant differences in resulting aquifer responses due to wetting fronts and seepage rates in different geologic units. (4) Impact of cover in forested areas versus clear-cut areas Clear cut areas offer substantially less resistance to infiltration thus, promoting increased infiltration. In contrast, forested areas absorb a large portion of rainfall through the trees and brush, thus minimizing the volume of water (and also retarding the downward flow) seeping into the vadose zone. (5) Impact of leaf matting During winter months fallen leaves form a temporal deciduous leaf mat on forested areas. This mat acts as a sponge and absorbs rainfall prior to a subsequent slower release into the vadose zone. During other times of the year where leaves remain on the trees, infiltration is not restricted to the same extent. Although it is difficult to account for all of the variables that may impact vertical hydraulic gradient values reported at the site, it is believed that these shifts are not significant in affecting flow on the site -wide scale. Groundwater flow is demonstrated to be predominantly horizontal. Nonetheless, the Water Quality Monitoring Plan accounts for potential horizontal and vertical flow paths by proposing monitoring of both overburden and bedrock materials. 7.2.5A Recharge/Discharge Zones As discussed in the previous section, the vertical groundwater flow direction is predominantly horizontal with components of downward (recharge) and upward Page 19 December 14, 1998 (discharge) gradients. Recharge is expected over most of the Phase I area with discharge ultimately prevailing along the creeks and other low-lying areas north and east of the site. This scenario is typical where areal recharge occurs between a groundwater divide and a creek. Some discharge also occurs into the intermittent streams during periods of high water table as evidenced by slightly upward gradients at several monitoring wells located near these areas. This hydrogeologic setting offers the advantage that the entire flow regime appears to be defined within a limited downgradient area and can be accurately monitored. Groundwater flow is not anticipated to migrate beyond Pinch Gut Creek and Brown Creek due to the steep terrain east and north of these creeks. This is corroborated by data collected from wells, well points and staff gauges at the site and along the creeks indicating groundwater flow mirrors topography, lee_ An initial question and subsequent potential contention raised by the SWS as to whether Pinch Gut and Brown Creeks are potentially losing streams (i.e., groundwater is receiving water from the streams) is not well supported. The typical stream in a humid region receives groundwater discharge' with the prevailing hydraulic gradient sloping from the potentiometric surfaces toward the stream. A stream that receives water from groundwater is termed a gaining strewn. Because some of the nested piezometers were laterally juxtaposed apart from the onsite streams several hundred feet or more, an additional field mobilization was conducted to provide and demonstrate that the onsite bordering creeks are acting as discharge features for site groundwater flow. A field program to make this demonstration was discussed and approved during a meeting with Anson County landfill representatives and Mr. Bobby Lutfy (SWS) on June 4, 1998. This program comprised the installation of a series of five well points and corresponding staff gauges on the tributaries bordering the site. Specifically, three stream gauges and three well points were installed along Brown Creek, while two stream gauges and two well points were installed along Pinch Gut Creek. Locations for these installations are shown on Figure 7--2C. The intent of these devices was to allow comparison of groundwater elevation measurements from each well point to stream elevation at corresponding stream gauges. In June 1998, the well points and stream gauges were installed. Well points were constructed of segments of galvanized steel casing with a two foot .010 slotted stainless steel screen section terminated by a pointed steel end cap. Well points labeled WP-1 through WP-5 were installed within the floodplain immediately adjacent to the two referenced streams to a depth that intercepted groundwater. Stream gauges SG-1 through SG-5 were installed within the stream channel and in alignment with Fetter, C.W. "Applied Hydrogeology", 1994, Page 58. Page 20 December 14, 1998 corresponding well points. Additionally, surface water level measurements were recorded at each railroad bridge overlying Pinch Gut Creek (BG-1) and Brown Creek (BG-2, & BG-2A). Following installation, a registered land surveyor established precise vertical and horizontal well point and stream gauge coordinates. Groundwater and surface ;rater level measurements were subsequently measured on four occasions. Results are presented in Table 7.1A. Staff gauge and well point data show water level elevations that are consistently lower than groundwater levels reported in other groundwater monitoring wells at the site. As expected, the potentiometric surface is a subdued expression of surface topography, with a hydraulic gradient sloping towards the creeks. This conforms to a typical hill slope morphology -groundwater regime in a humid region. Evaluation of well point, stream gauge pairs shows the groundwater elevation greater y than the surface water elevation at WP-4/SG-4. However, in the remaining well point - stream gauge pairs, surface water elevations are slightly higher than corresponding groundwater elevations which is inconsistent with predicted results for a gaining stream. Field conditions at the time of data collection (as will be discussed following) account for this inconsistency. At the time water level measurements were taken, the creeks were in low -flow to no flow condition. Field personnel describe the creeks as predominantly dry, with intermittent stagnant, ponded areas where water collects in depressions within the irregular channel bottom, These quiescent areas allow settling of fines, thereby reducing hydraulic conductivity of bottom sediments and producing perched surface Water puddles. Dry conditions within the creeks are the result of unseasonably dry weather. Consequently, when the creeks are not flowing, groundwater does not intersect the stream channel, but rather, groundwater discharge is directed downstream within the floodplain. This is supported by groundwater hydraulic gradients sloping downstream within the floodplain. Figure 7-2C shows a groundwater contour map illustrating a flow path from the uplands to the valley and proceeding downstream for the June 1998 sampling event. 7.2.5.5 Analysis of Hydraulic ConductiyL Multiple slug tests, packer tests and pump tests have been performed to evaluate hydraulic conductivity in the different lithologies at the site. lu Tests Slug tests conducted on wells and piezometers at the site were evaluated by two methods as demonstrated on Table 7.2A. For July 1997 and earlier tests, the data Page 21 December 14, 1998 were evaluated by the Hvorslev method, October 1997 and subsequent tests were evaluated by Bouwer and Rice method (Section 7,2.1.6). Pre -July 1997 slug tests were conducted on 27 wells at the site (Table 7.2A), As demonstrated by the data reports contained in Appendix 7C, many of the earlier slugs tests were completed over a very short time interval (i.e, the total recovery time was only a few minutes). The data were also evaluated using the HvorsIev method for determination of hydraulic conductivity. Consequently the average conductivities reported were approximately 1x10"4 cni/sec. Nine additional slug tests were conducted in July 1997. The majority of these tests resulted in hydraulic conductivities of approximately 1 x10'6 cm/sec, nearly two orders of magnitude lower than-pre-1997 results. These more recent tests were carried out for a longer period of time (up to 90 minutes) and were evaluated by Bouwer & Rice method for determining hydraulic conductivity. In September 1997, the SWS requested that additional testing be conducted to resolve the apparent discrepancy in hydraulic conductivity values. In October 1997, 18 additional slug tests were conducted at the site (Appendix 7C). The tests were conducted in the range for 30 to 120 minutes or until stabilized water levels were observed. The data were evaluated by Bouwer & Rice method for determination of hydraulic conductivity. As shown on Table 7.2A, Bouwer & Rice computed conductivities are one to two orders of magnitude lower than Hvorslev's computed conductivities. Hvorslev's methodology was also used on select data sets so that a comparison could be made between the two data reduction methodologies. In comparing the methodologies, Hvorslev's method is suitable for point piezometers (wells) that are open only over a short interval at their base or piezometers that are open over the entire thickness of a confined aquifer, Hvorslev's methodology is an approach for anisotropic conditions and a wide variety of shape factors. The method is considerate of cases where a piezometer is open only at its basal cross section or one that encounters a permeable formation underlying an impermeable one (Hvorslev, 1951). Hvorslev's method is ideally suited for confined aquifer conditions where a clear and distinct aquiclude or aquitard separates multiple hydrogeologic units. In contrast, the Bouwer and Rice methodology is a technique which is applicable and best suited for completely or partially penetrating wells in unconfined aquifers (Bouwer and Rice, 1976). This technique is based upon the Thiem equation of steady state flow to a well. The Anson County site displays hydrogeologic characteristics which indicate primarily unconfined aquifer characteristics behaving like a single stratigraphic aquifer and display interconnectivity between the uppermost lithostratigraphic units (saprolite) Page 22 December 14, 1998 through the underlying units (partially weathered rock and bedrock). The Bouwer and Rice methodology is believed to be a more appropriate approach to determine in - situ hydraulic conductivity at this site. As is demonstrated in the far right columns of Table 7.2A, comparison of the four October 1997 test results computed by both methods indicates the Hvorslev method conductivities were one to two orders of magnitude higher than the Bouwer &Rice method results. The Hvorslev reduced conductivity values are based on recovery tests conducted over very short periods of time. Much longer recovery times (as with the October 1997 slug tests) more accurately depict representative hydraulic conductivity. The Hvorslev computed slug test results are not directly comparable with the Bouwer & Rice computed slug test results but allow for evaluation of the potential range of conductivity values. 'Tlie Bouwer and Rice slug test results are more representative of actual subsurface conditions than the Hvorslev data due to 1) the length of the tests conducted and 2) the applicability of test method to hydraulic characteristics of the site. The Hvorslev data has merit though and should not be discarded as Hvorslev`s method remains an industry standard to evaluate hydraulic conductivity, and provides useful data, when applied correctly. Packer Tests Hydraulic conductivity testing in the rock was performed by packer testing in bedrock boreholes in 1992 and 1995. These test results are presented in the 1992 Site Hydrogeologic Report, Table 2 and summarized in Table 7.2B of this report, Pr�n— Nests To evaluate hydraulic conductivity in and immediately adjacent to the two diabase dikes identified at the site, three pumping tests were conducted at wells MW-1.4A- BZW, MW-2IB-BZW, and P-3D (Tables 7.3A, 7.3B and 7.3C). The tests at MW- 14A-BZW and MW-2IB-BZW pumped 2.6 gallons per minute (gpm) for nine hours. Hydraulic conductivity values computed were 1.15x10 -4 cm/sec for MW-14B-BZW and 2.05x10 _q cm/sec for MW-2IB-BZW. The pumping test at P-3D was sustained for ten minutes at 2.6 gpm before the well pumped dry. No drawdown was observed in multiple observation wells monitored during the pumping tests. The monitoring wells were located in the range of 100 to 1000 feet from the pumping well as shown in the figures on each table. The resulting K values indicate a cone of depression under pumping conditions which is very steep and does not spread out as far as the closest observation wells for each pumping test. Table 7.3D shows the estimates of hydraulic conductivity at these wells using the Hvorslev constant head test formula. To cross check that pumping 2.6 gpm from the two wells that sustained flow for nine hours should not lead to drawdown in nearby monitoring wells, a theoretical drawdown curve was estimated by applying the Cooper -Jacobs (1964) analytical solution to the problem. The solution was applied to results from pumping well MW- Page 23 December 14, 1998 14A-BZW as this well has the closest monitoring wells of the two wells that sustained flow. Results indicate that after nine hours of pumping drawdown should not be observed at a distance greater than approximately 60 feet. The nearest observation well to NM-14A-BZW is MW-14B-BZW at 110 feet distance. The screened section of the monitoring well is within the screened interval of the pumping well. Detailed results of this analysis are illustrated on Table 7.3E, The 1995 Supplement to the Hydrogeological Study reported three other constant head hydraulic conductivity tests in the diabase dikes at wells MW-17A-DD (1.14 x 10' cm/sec), MW-17A-BZW (5.73 x 10' cm/sec), and MW-2IB-BZW (3.31 x 10' crn/sec), These values generally agree with the hydraulic conductivities estimated in Table 7.313 for bedrock, In the deeper bedrock, hydraulic conductivity was compared to the degree of fracturing based on RQD testing. A consistent correlation could not be established between low RQDs (i.e., more fracturing), and higher hydraulic conductivities. However, at two locations where low RQDs were observed (P-5D and P-12D), higher hydraulic conductivity values of 7.1Ox10' and 3.27x10' cin/sec (from the Hvorslev evaluation methodology) were measured based on the pre -July 1997 data. Both of these wells are screened in the upper rock of the saprolitic Wadesboro Formation. Additionally, wells screened in the upper Wadesboro between and downgradient of these two locations do not exhibit these higher permeabilities. The hydraulic conductivity values were evaluated to determine if there is a preferential, high conductivity zone related to geologic features at the site. An additional field mobilization of a drill rig occurred in June 1998 following completion of the second magnetic survey on the subject site. TML-108D was installed to provide a monitoring well pair in diabase material. Following completion and development of these wells, hydraulic conductivity tests (slug testing) were performed. The resulting I conductivity value for TML-108S was calculated to be 2.44x10"5 cmisec using the Bouwer and Rice methodology. The resulting hydraulic conductivity for TML-108D is estimated to be 3.01x10'S cmisec, assuming an aquifer thickness of 200 ft. Hydraulic conductivity values across the site do not provide conclusive evidence for widespread site preferential flow, This is further reinforced by analysis of groundwater flow patterns compared to formation thicknesses and bedrock topography. This analysis indicates that the dominant control on groundwater flow is site topography rather than the potential presence of highly conductive zones. The hydraulic conductivities from the diabase dikes are somewhat higher than the other geologic units, and at a local scale they may provide an avenue for preferential flow at the site which will prove useful in complimenting the design of the groundwater monitoring system. The diabase dikes are linear and planar features, and their Page 24 December 14, 1998 locations and orientation are well understood and flow passing through them is predictable and relatively simple to monitor. Hydraulic conductivity testing results are summarized in Tables 7,2A and 7.213 according to weathering horizon [saprolite, PWR, upper bedrock (top 20') and lower bedrock] as well as parent rock type [Wadesboro Formation, Slate Belt (Argillite) and diabase]. Table 7.2A identifies the slug test results, specific wells and grouping of data for computing geometric means for each lithologic unit. Table 7.213 provides a summary of bedrock conductivity values based on packer tests and pump tests conducted at the site. The computed hydraulic conductivity geometric means are also summarized in Table 7.6. 7.2.5.6 Groundwater Flow Rates The groundwater flow rate through the site was estimated using a mass balance based on areal recharge over recharge areas. The areal recharge rate was estimated to be 3.25 inches/year based on the previous groundwater model study (GZA, 1993) and 50 years of hydrograph data reported by the USGS on the Rocky River, which is located north of the site in Norwood. The total groundwater flow over the entire perimeter of the Phase I area is approximately 8.5 gall onshninute, computed as 3.25 inlyr areal recharge multiplied by 50 acres. Most of this flow is directed toward the northeast and Pinch Gut Creek. 7.2.5.7 Porosity and Groundwater Velocities The porosity of a geologic medium is a measure of the volume of void space within the medium, and is used in determining groundwater pore velocities. Soil porosities (for gravel to clay -sized particles) typically range between 0.20 and 0.50 with values generally increasing with decreasing grain size 7. Effective porosity is the ratio of the void space through which flow actually occurs to the total volume of material and is commonly used for velocity calculations. Effective porosity is not directly measured, but can be estimated from literature. As discussed in Section 7.2.1.3, total porosity was measured on undisturbed samples from each lithologic unit in the saprolite. Direct measurement of porosity was not available in the PWR due to the inability to drive a Shelby Tube into material typically above 20 bp£ However, a bag sample was collected from auger cuttings in the PWR at location TML-I08S. In the saprolite, total porosity values ranged from 0.29 to 0.62, The average total porosity measured in the Wadesboro formation was 0.39, The average porosity Freeze, R.A., Chen}', J.A, "Groundwater", 1979, pp. 37-38. Page 25 December 14, 1998 measured in the Argillite was 0.43 and, the average porosity measured in the Diabase was 0.48, These total porosities are within the range of published values and approximate typical clays and silts. Specific yield, which is a measure of the volume of water that can be drained from a unit voluane of saturated media, is often used as a surrogate measure of effective porosity for unconsolidated material. Effective porosities in saprolite were estimated by plotting grain size data on the textural classification triangle (See Section 7.2.1.3). In the saprolite, effective porosity values ranged from 0.01 to 0.13, The average effective porosity values estimated for saprolite in the Wadesboro, Argillite, and Diabase formations were 0,05, 0.04 and 0.09, respectively, These effective porosity values are also within the range of published values and approximate typical clays and silts. All saprolite unit porosity and effective porosity values are listed on Table 7.2, and laboratory data presented in Appendix 7E. Effective porosities in the MR, upper bedrock and lower bedrock were estimated from literature as indicated in Table 7.6. The effective porosities, hydraulic gradients, and hydraulic conductivities within each hydrogeologic unit were used to estimate groundwater velocities at the site. Groundwater velocities in the horizontal direction were estimated using the following equation (Darcy's Law). where V=kxI/ne, V = groundwater velocity (ft/d), k = hydraulic conductivity (ft/d), I = hydraulic gradient (ft/ft), and ne = effective porosity (dimensionless). During this evaluation a range of groundwater velocities were computed. The Bouwer & Rice hydraulic conductivities were used to compute representative groundwater velocities for the site. For comparison, the Hvorslev computed hydraulic conductivity values were used to estimate the more conservative high end velocities. The specific data used and assumptions made in the groundwater velocity calculations are provided in Table 7.6. Page 26 December 14, 1998 The estimated average horizontal groundwater velocities range from 89 to 178 ft/yr in the saprolite, 3 to 18 ft/yr in the PWR, 13 to 190 ft/yr in the upper bedrock, and 362 to 1,757 ft/yr in the lower bedrock. Note the higher velocity value for lower bedrock is based on one Bouwer & Rice method slug test result from well MW-16- DI3. While many of the porosity and effective porosity values were calculated based upon analysis of actual in situ samples, many of the locations exhibited soils which were too resistant to collect undisturbed samples via shelby tubes and other in -situ sampling devices. In these instances, some of the values presented in Table 7.2 for effective porosity are based on literature. Because the effective porosity value represents the denominator of the velocity equation, as effective porosity decreases, resulting groundwater velocity increases. The value selected for estimating effective porosity has less influence on the calculated groundwater velocity than does the value used for hydraulic conductivity. For example, the range of effective porosity values applicable to a site may vary typically by less than one order of magnitude (Le,, 2 to 20%), whereas, the range in hydraulic conductivity values at a site may vary by more than one to two orders of magnitude (Ix10"G vs. l x 10' cm/sec). The higher conductivity values result in higher groundwater velocities. 7.2.6 Groundwater Contour Mapping The horizontal groundwater flow direction over the site is illustrated on Figure 7-2 series drawings (phreatic surface groundwater elevations) and Figure 7-3 series drawings (lower piezometric surface groundwater elevations). The phreatic surface contours were developed from water levels measured in piezometers and wells predominantly screened spanning the upper saturated zone of the saprolite and PWR. The lower piezometeic surface contours were developed from water levels measured in deeper piezometers and wells screened solely in PWR, crossing PWR/TOR interface and in shallow bedrock. The contrast was important in evaluating potential hydraulic confining behavior. Groundwater flow occurs perpendicular to the groundwater contour lines drawn on these figures, as indicated by the flow arrows on each figure. Groundwater contour maps were generated using Surfer, a computerized contouring package highly respected and recognized in the industry. The algorithm that generates the contours takes random data, generates a regularly spaced grid of data through interpolation, and then contours these evenly spaced numbers. During this process there can sometimes be instances where the contour line does not precisely fit the original data. In these instances, the data were manually "smoothed" accordingly, following a cross-check of plotted contours with known data points. Contours of all Figures were generated to consider topography and other specific features based on the professional opinion of the licensed geologist. Page 27 December 14, 1998 7.2.6.1 Water Table Groundwater contour maps of the water table or phreatic surface (May 1996) are shown on Figures 7-2 and 7-2A and discussed in Section 7.6 of this report. Figure 7- 2B depicts October 1997 phreatic surface elevations. Figure 7-2C illustrates the June 1998 phreatic surface elevations. 7.2.6.2 Piezometric Levels A groundwater contour map of piezometric levels in the lower piezometric surface is shown on Figures 7-3 and 7-3A based on water levels measured in May 1996. The contour maps generally show a similar flow pattern as the phreatic surface water table contour map in Figures 7-2 and 7-2A. For comparative purposes, the October 1997 lower piezometric water level elevation contours are shown on Figure 7-3B. The May 1996 data and the October 1997 comparison also show similar flow patterns. 7.2.7 Exploration Location Plan/Site Topography Exploration locations (borings, wells, and piezometers) and topographic contours from studies at the site are shown with the proposed landfill and Phase I boundaries on the exploration location plan (Figure 7-1). A monitoring well inventory which includes well number, installation date, coordinates, top of well casing elevation, ground surface elevation, bedrock elevation, well screen length, and well screen interval elevations or open hole interval is also included on Figure 7-1. A larger scale view of the Phase I area is provided in Figure 7A A. 7.2.8 Exploration Logs/Well Construction Data Boring/well fogs showing sample intervals, soil and rock descriptions, approximate depths, well construction details, and water levels are presented in Appendix 7B of this report. Page 28 December 14, 1998 7.3 TECHNICAL INFORMATION TO DESIGN MONITORING SYSTEM The information in this Section of the report is that required by Rule 1623, subparagraph (b)(2)B. The primary technical information used to design the groundwater monitoring system in Section 6.0 of this report are the horizontal groundwater flow directions shown in Figures 7-2, 7-2A, 7-2B, 7-2C, 7-3, 7-3A and 7-3B and the hydrogeologic characteristics of the saturated and unsaturated zones described in Section 7.2.5. 7.3.1 Aquifer Characteristics and Saturated/Unsaturated Zone Units A detailed analysis of the hydraulic characteristics is found in Section 7.2.5. In general, the overburden saprolite and, RWR have significant amounts of silt and clay and exhibit a relatively low hydraulic conductivity. During the fall months when water levels are at their lowest elevation, approximately 40 percent of the Phase I area has less than 10 feet of saturated overburden with a significant portion having little to no saturated overburden. The thick unsaturated zone (generally 20 feet or more) resists vertical flow and limits areal recharge because of its low hydraulic conductivity. As discussed in Section 7.2.5.6, very little areal recharge (3.25 inches/year) infiltrates the soil. The slope of the ground surface also reduces the amount of rainfall infiltration. As discussed in Section 7.5, groundwater flow direction at the site is controlled by topography and not by a highly conductive zone at a geologic contact or very permeable formation. There may be localized preferential flow along diabase dikes; however, the diabase dikes are relatively simple, linear features and their locations are well understood, which will greatly enhance the ability to be monitored. Despite several separate rounds of field investigation and geologic analysis and interpretation, a dominant continuous conductive zone in a geologic unit or a weathering horizon at this site has not been identified, In the larger picture, it is important to note that groundwater movement flows down from the recharge area (top of the slope) to the discharge areas near the creeks. Although there may be minor local changes in the general flow pattern, there is no evidence of a significant alteration in vertical or horizontal flow at the site other than that which would normally occur in hill/slope morphology. 7.3.2 Groundwater Flow Direction Groundwater flow is discussed extensively in Section 7.2.5.1. Page 29 December 14, 1998 7.4 TECHNICAL INFORMATION TO ESTABLISH RELEVANT POINT OF COMPLIANCE The information in this Section of the report is that required by Rule .1 623, subparagraph (b)(2)C and Rule .1631, subparagraph (a)(2)B. 7.4.1 Hydrogeologic Characteristics Hydrogeologic characteristics have been established and reported in Section 7.2. 7.4.2 Leachate Characteristics Since this is a proposed landfAl facility, site specific data Leachate data are not available, Leachate is expected to be the same as that from similar facilities. Leachate will be collected y from the facility and shipped offsite for treatment. 7.4.3 Groundwater Flow Characteristics Horizontal and vertical flow paths are reported in Section 7.2.5. 7.4.4 Groundwater Users There is no groundwater use proposed at the site or public water supply in the vicinity. Several homes along Boylin Road have private wells as reported in the 1992 site study. However, groundwater flow, as reported in this document is away from these users. 7.4.5 Alternative Drinking Water Supplies A public water supply utility is available on Highway 74 at its intersection with Boylin Road. 7.4.6 Existing Groundwater Quality There has been no previous commercial or industrial use of the site other than timbering and dairy. Groundwater quality is therefore expected to be potable. As reported in Groundwater Bulletin No. 5 (Appendix 7F), groundwater from the Triassic sediments in this area have been found to contain higher than average concentrations of calcium, manganese, chloride and hardness. Background water quality will be established prior to waste placement at the facility. Page 30 December 14, 1998 7.4.7 Public Health The environmental containment (liner system), enhanced liner system and water duality monitoring program proposed are anticipated to maintain current site water quality, and be protective of the environment and public health, 7.4.8 Practicable Capability of Operation Chambers Development of North Carolina, Inc. employs personnel who are experienced in the business of constructing and operating landfills. These personnel will be responsible for the landfill's construction and daily operation. As reflected in the information previously submitted to the SWS, the Company is financially sound and is prepared to operate the landfill as set forth in the permit application, Page 31 December 14, 1998 7.5 ROCK CORING (DESIGN PHASE 1) The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)D. 7.5.1 Rock Type, Recovery, and RQD Values Rock coring in the 1996 borings was accomplished using an HQ size sample barrel within the upper 10 to 15 feet of the bedrock surface at 16 locations within and adjacent to the Phase I boundary. Rock types encountered were the bedded Argillite, Wadesboro sedimentary, and diabase rock units, as described on the logs. The recovery and RQD values compare favorably with the results of the 1992 Hydrogeologic Study, and indicate fair to poor recovery within the upper 15 feet of bedrock. RQD values are illustrated graphically in Figures 3 & 4 of the 1992 Siw�--Hydrogeologic Report and are in the range of 0 to 40%. 7.5.2 ]Hydraulic Conductivity Hydraulic conductivity based on slug tests, packer tests, and other data are summarized on Tables 7.2A, 7.2B, and 7.2C, and discussed in Section 7.2.5. 7.5.3 Rock Descriptions/Fracturing and Jointing Patterns Individual rock descriptions and fracture/joint patterns are recorded on the boring logs in Appendix 7B, in Appendix A of the 1992 Site Hydrogeologic Report, and 1995 Supplement to Hydrogeological Study Report. The bedding and joint/fracture patterns are varied and undifferentiated between individual boreholes. Generally silty clay filled or iron oxide stained joints occur within the upper 20 feet of the bedrock surface. Isolated, small fracture zones occur at various depths and could not be correlated to any preferential or lithologic pattern. Page 32 December 14, 1998 7.6 GROUNDWATER CONTOUR MAPPING The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)E. The horizontal groundwater flow direction over the site is illustrated on Figure 7-2 series drawings (phreatic surface groundwater elevations) and Figure 7-3 series drawings (lower piezometric surface groundwater elevations). The phreatic surface contours were developed from water levels measured in piezometers and wells predominantly screened spanning the upper saturated zone of the saprolite and PWR. The lower piezometric surface contours were developed from water levels measured in deeper piezometers and wells screened solely in PWR, crossing PWR/TOR interface and in shallow bedrock. The contrast was important in evaluating potential hydraulic confining behavior. Groundwater flow occurs perpendicular to the groundwater contour lines drawn on these figures, as indicated by the flow arrows on each,figure. Groundwater contour maps were generated using Surfer, a computerized contouring package highly respected and recognized in the industry. The algorithm that generates the contours takes random data, generates a regularly spaced grid of data through interpolation, and then contours these evenly spaced numbers. During this process there can sometimes be instances where the contour line does not precisely fit the original data. In these instances, the data were manually "smoothed" accordingly, following a cross-check of plotted contours with known data points. Contours of all Figures were generated to consider topography and other specific features based on the professional opinion of the licensed geologist. Groundwater contour maps of the water table or phreatic surface (May 1996) are shown on Figures 7-2 and 7-2A and discussed in Section 7.6 of this report. Figure 7-2B depicts October 1997 phreatic surface elevations. Figure 7-2C illustrates the June 1998 phreatic surface elevations. A groundwater contour map of piezometric levels in the lower piezometric surface is shown on Figures 7-3 and 7-3A based on water levels measured in May 1996. The contour maps generally show a similar flow pattern as the phreatic surface water table contour map in Figures 7-2 and 7-2A. For comparative purposes, the October 1997 lower piezometric water level elevation contours are shown on Figure 7-3B. The May 1996 data and the October 1997 comparison also show similar flow patterns. The basis for evaluation of seasonal and long-term high water table estimates has been presented in Sections 7.2.4.2 and 7.2.4.3. As discussed in Section 7.2.4.3 and Table 7.8, the base subgrade elevations were established at least four feet above the estimated seasonal high groundwater levels and above the long term seasonal high water level elevations. A comparison of the seasonal groundwater levels and the base subgrade liner elevation is given on Figure 7-8A. Page 33 December 14, 1998 7.7 BEDROCK CONTOUR MAP The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)F. Based on the results of the site investigation, a contour map showing the approximate top of bedrock is shown on Figures 7-4 and 7-4A. The i-nap indicates the bedrock surface is generally highest toward the west and northwest, along steep slopes, similar to the topography, and generally lower toward the central and eastern portions. A bedrock valley originates near the center of the Phase I area, trending northeast beyond the Phase I footprint. The elevation of top of sound bedrock, as depicted on Figures 7-4 and 7-4A, is defined as the level of auger refusal. These values were used to evaluate the vertical separation illustrated on Figure 7-8B. Vertical separation with the subgrade liner has been evaluated at well points and inferred locations between well points. As shown in the data table of Figure 7-8B and on Table 7.8, the proposed subgrade liner is at least four feet above the highest top of rock elevation reported for each well location and the contoured top of rock surface. Figures 7-5 and 7-5A (Thickness of Overburden and PWR) should be viewed with Figures 7-4 and 7-4A and the data from Table 7.1. The figures provide a convenient visual reference for depth of the bedrock surface below existing ground surface as well as how much overburden is above the rock. In general, overburden is thinnest on the west side of the site near Brown Creek and thickest east, northeast of Boylin Road, Figures 7-5B and 7-5C (saturated overburden thickness) may also be compared to Figures 7-4 and 7-4A. The depth of saturated overburden decreases between the wet and dry seasons in the northern portion of Phase l area as shown by comparing the October 1997 data (Figure 7-5C) to the May 1996 data (Figure 7-5B). The lack of sufficient saturated overburden (Figure 7-5C) in the dry period is an important factor in determining the method of monitoring for the Water Quality Monitoring System. An Enhanced Liner System (ELS) has been designed based on Figure 7-5C conditions as described in Section 2,0 of this report, Page 34 December 14, 1998 7.8 VERTICAL FLOW REGIME The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)G. A detailed discussion of the vertical flow regime and hydrogeologic analysis is contained in Section 7.2.5, 7.8.1 Hydrogeologic Cross Sections Hydrogeologic cross -sections have been developed to characterize the vertical groundwater flow regime for the site. The sections are presented on Figures 7-7A, 7-713, and 7-7C. Locations of sections are shown on Figures 7-1 and 7-1A. The location of the proposed landfill is identified on each section. 7.8.2 Groundwater Gradients Vertical gradients measured between overburden wells, PWR wells, and bedrock wells are shown on Table 7.7. Vertical gradients are illustrated on the profiles of Figures 7-7A, 7-713 and 7-7C. As demonstrated on the cross sections, the phreatic groundwater elevations are generally above the lower piezometric groundwater elevations. Vertical hydraulic gradients within the Phase I area are both downward (positive values on Table 7.7) and upward (negative values on Table 7.7). In general, well clusters located towards the lower elevations near the site streams show upward gradients, and upland area well pairs show downward gradients. Explanation of the variability of the vertical gradients are discussed in Section 7.2.5.3. Page 35 December 14, 1998 7.9 GROUNDWATER FLOW REGIME The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)H. The items requested have been addressed in-depth in previous sections of this report as referenced below. 7.9.1 Flow Paths See Sections 7.2.5.1 and 7.9. 7.9.2 HorizontalNertical Groundwater Flow Components See Sections 7.2.5.2, 7.2.53-irnd 7.8. 7.9.3 Groundwater Flow Rates See Section 7.2.5.5, 7.9.4 Recharge/Discharge Areas See Sections 7.2.5.4 and 7.8. Page 36 December 14, 1998 7.10 WELL ABANDONMENT AND CERTIFICATION The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)I. A Licensed Geologist is required to certify the boring abandonment plan for wells not converted to pennanent use. This section discusses the criteria for determining the wells to be abandoned and the certification of the plan. 7.10.1 Borings and Wells Not Converted to Permanent Wells Figure 7-1 shows the location of borings/observation wells on the site. Site borings will be converted to piezometers or wells following receipt of comments from the SWS pertaining to the Water Quality Monitoring -Plan, or they will be abandoned per Rule ,1623(b)(2)(I) prior to commencement of operations. Figure 7-1A also shows the footprint of the proposed landfill and the location of the first phase to be constructed, including the 250' buffer zone around the Phase 1 area. Table T 1 provides three-dimensional (x,y,z) coordinates for each well/piezometer including other important well construction data. Figure 6-1, Section 6.0 of the Permit to Construct Application (Water Quality Monitoring Plan) identifies the monitoring well clusters proposed to be converted to permanent monitoring wells for the Phase 1 area. Two well pairs (P-7S/D and TML-108S/D) are proposed to be converted to use in the Water Quality Monitoring Plan. All other borings will be abandoned as described below. 7.10.2 Abandonment Plan Upon approval of the monitoring plan proposed in Section 6.0 referenced above, monitoring wells and piezometers which are not made part of the final monitoring plan for the subject site will be properly abandoned in accordance with the procedures for permanent abandonment of wells (15A NCAC 2C, Rule .0113 (a)(2)). The exception to this will include those piezometers and wells deemed to have some long-term value to the site as outlined by Chambers Development of North Carolina, Inc. and as discussed with the SWS. 7.10.3 Certification Statement Certification by a North Carolina licensed geologist is provided by the P.G. seal found on the certification statement following the table of contents of this report. Page 37 ............... TABLE 7.1 NIONFTORINC WELL, PIE70MEITER, AND SOU, BORING INVENTORY V,'rlt Ill InaaBatim Date 11l97 Snnxy 14CiftT13I.�'3 11197 Snnq' EASTN0 Tq?Of C'..w E3-i- 1-1ma Surface girl atfoit PVC%Ikktq, Atme ,rwi Surface OadiA' µ',,therm flock rl,d hock (hxflxllden MA-. Orn d-n,.. 'fl-M- Sa1114M O-dnur4rn rn.mt.'a" El-i- Saruvated 01'eR,urk- Well ",mg i1 Wl La Se-d I Pan'etial De 41 Flcl anon Cx ih Tin'otJon SRlf96 Sr96 !0:'21.21:97 10121 23:97 (ft. ma1, ffl, n,LP (ft) (fn 'f0, msi) (0) (R,-F) (Rmsh (R) lft, msl', (n. (01 ((4 ms0 f9,1 91 419235%3 165049580 316.95 323.69 3,26 5.50 ll$19 1634 307.19 r30'719 0.00 <30719 0.00 scr-11 nnk nnk R2 10'13f91 45861i6.26 t55099224 321.23 317.01 1,24 9.51 36851 25,50 290.51 297.95 7.44 <290.51 0.00 acr wrll ak unk B-3 30219E 460544.12 165141279 334 GI 33051 350 nk W. n4 <30051 non nfa 102.16 >1.65 acr well .'k unk &-4 IOfv91 459883C6 1651421,7E 332.64 329,07 117 1R56 310.57 >10,00 <289.07 <29907 W. <7.8907 wrJl vnk unk B-6 9754l41 4504R71S 1653a35.R2 27339 269.23 4,16 13.50 2557 >da.00 <234.2T 236,52 >229 236.41 >2_18 ecr wrB nA unk 8-7 9,30l91 4591W.46 l653483.71 292 48 289-7-1 2,71 27 0' M2.77 >35.CO 1256.77 765.73 A8 96 261.50 >4.73 scr well unk unk B-8 i01S;91 =56OOt102 tf,54065.81 27321 269.17 4,04 n.r nfa nk <234.17 <234.11 nls <234.17 f. xrweu not unk N11'.'85B 228l92 457959.19 :549 :6.99 306.70 IN 1.11 ns nfa nh W. 297'r3 281.14 Na 1,- ]800 -4499 Z67W 61W-9 nB 109192 459622/8 I64899455 26+22 258.01 2-71 nz ni. 2.80 255.21 Mn n,a 239.01 0.00 of - 11.50 19451 206.91 51W-9SB 7)5f92 41961229 1,-18975.18 258.89 256.7? 2,ifi n nr's nfs 239_74 nra 237.56 nla All 8-0') 22C"-232-73 SIR' 14.nB 2f1292 458445.77 l650239OF 29032 28788 2,44 W, nfa nR n!a 279.17 Na 27175 OR well 35.00 246 RA 28l.A8 N1W_ta-m35 2f12192 458427.40 1650,50.49 290.38 288.20 2,Is 1850 26270 2100 265.20 179.44 13.24 277,06 t186 will 2f.M 265'0285.70 Sitl'.l0-SB 218192 45341'.4. 165024567 289.78 I 288.09 1,69 18.50 269.51 44.00a 24409` nan nfa 274,44 30.15` scr aril 28.00 214-242.e9 S 01,97 458411.14 1fi5024199 2R951 2S7.7R 773 W7 n!a nfs nfa uni 277_ie nfa xeB 5.00 2tiG-63271.63 S.fµ'Jr'-I' 1018197 45811422 163023902 2993U 287.61 1,fi9 27.L'a 26461 nk <249.41 nfa 277.54 >28.13 scraeu 5.00 249.41�254.41 NVAI 1-58 2127!92. ac71 ol.11 165077241 341.24 33929 1.95 n5 n1a Ib$ nfa 320.70 nfa 31320 nia atk: 15,00 274.29.289.'-9 AIW-I2-SB 2,5!92 459232 n 16504a1.83 326.11 32361 247 7 00 314 63 1,5.10 307.93 284.95 0.60 2"51 0.00 obw SM 261 h3 MR.0 1.1W. 13.DB 1129!92 466894.81 1650143.84 27397 27i.23 2,74 4.09 26Z23 10_10 261.23 nkn nfa 236,81 0.00 oik.• 11.,00 21121223.27 NISt'-1'1.S11 215192 4609M 30. 1r,5n13794 27,.1'_ 27n.61 2.48 n,'s n!a nn 238.60 0.00 237.24 9.00 aiyx• 12.97 231 61246.61 `�1`-4•Ii OB 214;92 46606829 1650937.95 305,;2 303.31 2A1 18,50 284.81 19-76 283.61 292.92 9.31 286.28 2.67 ewU �o(R' 10.20 283.6129?.81 5!-?' IIA N7W 5117195 459453AS 1650821 99 33",_75 3t115 0.01) nn n!a <12.it0 1321 'S n.tn nia 274.01 0-00 107.m 2E7 75'114-'S MW 1!A. nB 22s�92 45941624 165^824.19 337 AS 334,94 2S4 ns r,fa nh nla <303.94 n4 10434 nro x1 wd1 1500 303.94-318.94 MSI'.11.A-SB 2;6,92 35941R 59 1650933.49 336,95 334.73 2-22 la n0 324.73 34.0a 300.73 1282.33 0.00 1222.33 0.00 M>a. 16.40 282.33-298.73 ;1W I * BZW 5A 1195 459578.39 1650891 65 334.25 334.5 OAO 1:4 <43-00 >291,25 n:tn nfa 289.63 0.00 oL ,• 20_00 254.25 274.25 1IPN I H-151) 5f17f95 4595V22 7fi5090673 3333.69 333 e 0-00 n, Wn <24.t)0 >309.69 ntn nfa 288.67 O.M o6u 61,110 21569-279-69 RIW-IS-DA 2113192 45757705 I 830.2 305.14 302 43 2.71 9.Op 29143 47.00 255.43 nhn nfa M5d 13.0 uel€ 150 ''12 1a3222.4? mA.15OB VI3192 457546.8.5 165181557 3@1.56 "` 2.46 n!s nR W. 292.11 W, 288.72 ram 20,00 77JA2G7}0 \ltt'.15111 2t13r92 457594 51 16518:19.64 3as,!j 302,26 2.78 nfs a'a nk nfa 2y1 1i1 nfa 2R6.V1 n?e o6w• II Ao 213 26 :54 M KIW 16 DB 220192 45983990 I65I615 66 314.71 31237 2.34 18.50 293.87 45 00 267 37 nhn nla 196.14 18.77 atw 25.00 212 37-237 37 V7:5'I6r'B 214192 45981641 16510.1.51 31522 312,83 2.39 n?[4� n!s Na 291.67 286.05 al. ar-11 30,W 26783-29783 61w 1 5R5$ 2f3192 499830 r1 16511-5 67 313 77 311 21 2.56 n.3n's W. 289 63 n'. 286.17 a1a oLm• 5.00 252 21 257 21 %IW-i6-D 1a.:5:9'7 4598?n n, 165161 nix 314.25 31t Rn 2.45 2R.M36.fa) 273.80 286.t31 €2.i4 SCl-11 5.00 '71 B0.:.%89n 11k'-1-111 BS 21192 46084129 16515e, 45 312, 5.1 31073 I.BI 9SO11).00 30073 3{?3-74 3.01 C360.73 0.04 xr wYll Soo 3+30-"3395-;3 %IW i7.50 2R8.!92 16085314 IFS 1559.91 313.84 310. In 3.14 ttli42.00` ''69 M& 286.A4 17.44 286.33 17.63• ob.c' 1980 248.90-268.70 5!u•.i-AH7_N_ 5116195 46I Ibo 34 1651s5.€5 327ln 327.i0 0-00 nx44.00 283.1fl n.hn t27520'• 0.00 obw i4.00ef 2091n 2832a" I[t'.17A A7.w 5f1179S 461154,18 1651 nY,t '9 328 n1 32A.01 0.00 n,'s24 nI >304.01 nhn n•a 278,46 0.00 nbw� £41 .00 203.01�3N� .01Nf)1'I'A Dn 5l1719.5 45116R'•5 1651 n73,,n 327Q 327F3 0.00 n,h3190 296, 13 nhn n,'a 266.40 0.0062.50 212.63-275.€361i)B 216'92 46i 96795 165143552 257 .11 256 CK 1.39 3.5010.00 24f, os n.tn W. 230.25 a_0o obw 9.00 194 OF '_0h.06SW.IR SC 2111,92 41194"1 1651i3547 259-11 257.26 i.85 n's12.00` 24526• 23136 0.00 230.11 0.00 pb¢' 1.00 22726212, 26IaSB vim 4626R533 1052665.73 250n7 2173R 2.79 1.0011.61) 2t.5 229.77 0R 22R92 0.00 'Ow 40.00 19528-24-5.2s6riq.20.OH 2f3192 461273,60 165239775 22054 27R37 2.17 2350nk <25157 262.80 +19-79 25R-99 »42 axdi �.%ff 29.13�3 2t2.5;.272.57 21.OB 2113,92 45'MR'2'! 16.5245731 268.07 265.76 23€ n8nk n;a 260.77 n!a 154.74 nfa us wrll 1000 256262b0.26iIV; 21 SB 2f12192 1596R192 165245183 269 Z8 265-91 3.77 9.0916.20 2071 260 AR 10.37 254.79 507 ob� 19.W 239.11 4971 NTW.21B BZ.W 5117r95 4596235o Iifi5230028 270.33 27a3 0.0() Ns Ja 13A) 257,33 nhn 259.66 1.33 obw 30,00 227-33-257.33 +f%V 21€i 62719i 459648,06 165242114 26907 266.93 2.14 n.'s Na w! W. 257.151 n1a .1-It 5.5 251A3-Z56.93 HIV -2IS 6f2410 454642A5 1652424.85 269.58 266.99 2.99 nt nls nfa -1 n1a 259.26 nfa stt-11 85 257A9. 265.99 41W-12.OB 2l6192 45762424 165348219 302P6 297.34 272 19.00 27834 3500 262.34 nhn nfa 281.25 1881 r-In 30-00 26514.295.14 `.TW -1 OD 2•'6,92 456105.12 16519-6b8 275.71 272-99 2,74 23 m 249.99 W, <Z4659 25858 >11.99 254.48 >1 89 scr v 20M 24659 266S9 bfµ'-24-OB 2r7192 458500_50 165382244 282.36 279.35 3.01 4.00 27535 <231u1 >256.35 nhu afa 275.69 1934 wc11 15.00 25635,271.33 619c-24s& 2192 15849111 Ifi5382711a 2S2.65 28O 08 2.58 n7a t23.013 >257.08 nin W. 275.25 nfa oW 20.00 V658-56.58 . fµ'.25 08 1 1 k92 45986: 31 1653661 61 275.46 213.18 2.28 14.00 259.18 27 io 245.69 250.9A 53 24828 2.60 -11 10.00 745 GB-d54 1.9 aRV 2fi OB 2119,92 46g407.32 1653421.24 253.75 251: W 2.31 ns n1a nB nla 2a2.75 n!a 243.65 aeB 10.M 229 4s .279A4 11W-26-OBS 2!14r92 460i3029 I65314181 25445 251-70 2.35 650 245.24 nk <238.20 243.01 >4.87 239.32 >IJ2 T sera it 10.00 2?E. %0 b1879 Page I Ml nn.alc 12.Jt.98 TABLE' 7.1 MONITORING wF.u, rjuzo S€iTRR_',Nb SOIL It ww, [1tlC?NTORY F%71M ,t, Yege 2 u: torus TABLE 7.1 N1ONITORIM; WEILL. PIFZOA11:TER, AND 5011,BORING INV1iNTORI' ®®���� N.- 1, N% w amlScnMc 2- R'm not Rr>surrA. 3. vni wr➢ nix insr ailyd oR dar< of iraerr�. a. Ric - ncr cncreyvYrrri dvru�, i?i14ng. 5. ns saml�ksn,x.,�€In;lcn Rung r(=la ai>ucns an�i•us nollov.'stenv aurersnM ct�eQ su'.n lnx auger rr#usal ,k•Plh iswarmsn 6. FLF,111C5' I & ' 1 A cr[dlcd (tem Nm'an1rY I99i Slk pll\Y COILhiCYd h' Rkllard Iia3YYllglttt k AS�Or[air.5. 1. FiP,ures 7i & : 3.4 creakA f[ttn Yq+ n(0.ock ileeannns. 6. Figures 7-5 & 7,5 n creaioA (rem mxrlslMrn udc}ncss d¢(ili. 4. Pigllrrs' 5g g ?.5C creslal from 5�95 sni I � 9" salurik..1 m'rrhlrtkn data. 10. R:frs In 0r bnr g kgc in Apr{ Wt, 7A fa slrxiflc'.tttails. I I. �' - olrn i=cNruc3- wr.li. 12, scs writ - PVC scrc 1 ur➢. 13. Lnmig-s«I1mnr-g_ la. a - B—d [Ri —hod i-4 in1MC I= ? ,,f fn k 15_ •• -Pali curing coS3apsy tMW dclrh mcastuc•.d A 41 W R Ogs, ll-.gAry. Pr71 M.xk I'ag, 3 1'.IF6:98 TABLE TlA BRIDGE GAUGC,STREANI GAUGE and NITLL €aOIN'r MEASUREMENTS BASE COORDINATES AN47 FLEVATIONS IF) Name Sun'ey :.+otghing Survey Eas6ng Snn'tyed Clcvatinn (ft,msl) llaiznnifJ Disnncc. (fi) BC,-€r§nch flw Creek 455484.44 1654535-28 27710 RG-2MB,, un Crcekl 458783.53 164651462 :56.07 !3G-^_fT3ronn Crcck'� 458931.Q1 16462t2,9» 256,36 W1'-1 46AIif, R2 164915.167 239-3-7 34.71 5G-I 460341 S} 1649180.02 237.53 - 35'P-2 461594.g7 16SI116.15 238.U8 _04 SG-» 461592.77 165112348 234.37 WP•3 46»,19.30 L653S29.39 :3446 -50 j7.6 SG-3 463731-72 L654539.30 ?3?48 WN-4 460077.86 1655358.48 239.48 2 SG-4 460076.83 1655366.03 237.49 WP-5 456659.15 1655208.83 248.43 22.13 SG-5 45666: 62 i655'-34,69 24664 VERTICA€,GRADIENT PE"IMMINATION Brid e Gau a mrcatn Ganpe and Well Point b€eas urements Stream Base Elecatinn Gradient Gau - F!24 »5i1998 6i?7-'_5;4998 7l9198 71998 7f13.98 ;113i98 ifF99 707;98 4.8-99 49,49 62d-?_S;1W8 7'9:98 7113f98 7A7f98 4.Si99 Flcv e Well Point Measured Surface McasureJ Sncface i1casitrcd S'nfa,,e Steasurcd Surface MeasQml Su't- M-umd IWO 11'elk Nim Fan W� ll i'mnt l.1ev Well Povar Eln° w` Point Floc Well Poim Fdc". i=1ci from rcfercme Eics'. frnin refercntt Eirs , De th Fle-tion - Sr- 01 , -Stream D: , Stream us,V - Svearn [7er S - Su'eam Fles' ID fram reference Elcv. front reference rom rcfcrenc (f€) (fi) (ft) ((t-m SI) {fll (IS-m Si) ifLi tfl.m5)7 11t3 (fl-m 51) Efl� (fF-md1 l3G-I(Pi nch Oul-Creek 29 a5 248.75 29.48 248.22 a.'m u/a 30.43 247.27 N.64 249.06 €3G.2.4(Hroan Crcck) I6.40 239,67 16.45 ?39.62 nfm nia 16.71 239.36 16.38 239.69 nla nfa BG--'-(D-"n Creek) 17.90 233.46 19. LO 238.26 n1m nla 18.16 .38.20 17_'9 239.07 n!a nIa - WP-1 7.36 231.51 7.64 231.73 753 231,79 764 231.73 4.91 2344( ala n!a Mama ed Sii-1 4.62 232.91 4.66 232.87 491 232,71 501) 23253 damn ed L. 5.86 231,67 -I.40 -1.14 -0.92 -0.80 WP-'_ 8.83 229.20 8.84 229.24 896 229_I2 9.10 »'_8.98 7.50 »30.58 n/a nta - - - _ dama cd SG2 491 229-46 4.92 22945 5.00 229.37 5.20 229.17 dama2cd n!a 576 2.8.fi1 -6?G -0,?L -0.25 •O.19 WN-3 7-36 227.10 7-24 -7.n 7.6? "6.83 7.66 236.so 5.53 223.93 -0.6Q damaged SG-3 S-QS 227,43 S-?© 227,28 5.02 227.46 5.08 227.4G dama cd W. 6.(16 22b.42 -0,33 -0,06 -(1.6� 11'P.-S 756 231,92 7.51 231-97 7.65 231.83 7,75 '_31.73 8.3'_ 1_31.16 n!a 0.19 065 -4 540 »3299 SSo 231.99 5.9¢) 231.59 595 23€.54 6JR 23G.51 S-9S 231_54 -f1YI7 -QA2 0,24 - 1k'P-5 i96 24247 6,96 241.47 6.76 241.67 6.39 '_41.54 4,74 243.69 nfa nla - - J7 -4,12 U.03 tiE}-5 .l_25 ?42k'1 4,71} 24194 4.X6 24178 499 '_4l.66 2.'S8 '_43.66 605 24�59 O.G3 -0 -OAI Notcs (i) The locations BG-1, SG-2A, BC-2 are on railroad vacks, (2) Scream tkplh is mcasuced from Snnepon mark m locapan dour to IWT level. (3) SC 4 u'as almost dry on 7!13,1)8 yicld4np, vns`ccl 4nsa'nund vradicnt. (4J SG-4 .. a dry on 7?17.98 yielding suspcn 1-u and gradient. (5) The "lknrontal €listance" is lncasnred from the conespondmg "WP" location co the cnrresP.nding "SG- lei 6-(1 c_ di^ranee hcrrs'een WP-1 and SG-1 j. (6) T)ata rued rn -ppon Figure 7-'C_ (7) 4!8,99, Li -ln gauges SG-1, SG-2 an,T S(i-3 acre .bscned damaged Jae. to logs and other debris. Fc7lar.sis Page 1 4.'Ik99 SAMPLES COLLECTED RV GZA Exploration ;Number Sampled Depth (feet) Litholoey UniFted Soil Classification TP_1gB5�5Residual Soil ML ResidualSoil CH Resdual Soil IviesTP_28Residual Soil CLSaprolite CL TP-70 TP-74 2.0 6.0 Residual Soil Saprolite CL ML GIITP-5 2.5-4.9 Rcaidual Snit CL GHTI'-l4 4.5 Residual Soil CC_ B-1 -1.5-5.0 Residual Soil ML B-4 P-103 0.5-2.0 0-2 Residua$ Soil Residual Soil ML Cl. 8 - 10 Saprolite CL P-104 0.5 - 2.5 Residual Soil CL 8-9 Saprolite Cl. P-105 1-3 9 - 9.8 Residual Soil Saprolite CL CL SAMPLES COLLECTED BY TRC M OCTOBER 1997 TABLE 7.2 SUMMARY OF SOIL PItopmvrIES Sieve Data Natural Liquid Plasticity Porosity PCmicability Wet Unit \\69111 Dry Unit W6,ht Specific Moisture Limit Index =In -No. 0.200 0.002 mm Graviiv Content (%) (cm/sec} (g cc} (pet) (ice) (Pct t00 98 55 11 2.71 15.3 .19 12 - 100 100 95 43 50.3 86 49 100 100 94 24 53.1 6R 34 - 18 39 17 11.8 23 8 100 95 73 25 9.1 38 29 10 11 13.8 36 17 l0D 85 32 9 _ 20.3 21.1 42 47 7 16 0,44 0.45 0.45 0.46 0.3 6 Exploration Number Sampled {depth (feet) Lithology UnifedSoil Classification MH Sieve Data .,, 318In. 100 No.4 100 No.200 67 Saprolite CH 100 100 75 WP-2D-P22-24Saprolite Saprolite ML too 100 55 Saprolite Saprolite MH SC 100 too 100 95 69 25Saprolite MH 100 90 62 Specific Gravity T73 2.72 2.74 2.75 2.64 2.84 Natural Moisture Content (%) 60.5 12.9 10.7 49.7 9.6 15.7 Liquid Limit (%} 62 65 NP 60 36 51 t 71ndex 15 37 NP 17 12 20 Total Porosity 0.62 0.43 0 41 0.60 0.29 0.39 Effective Porosity (Text. Triangle) 0,12 0.02 0.08 0.10 0.13 0.04 Permcability Wet Unit \4'cWit Dry Unit Weight (cm!scc} 2.1 E-5 2.7 E-6 4.2 E-4 2.5 E-6 8.3 L•-5 l.9 E-4 (glee) 1.65 1.76 1.78 L66 2.07 2.00 (pc1) 103.20 ]09.69 110.94 103.38 128.92 124.67 (81ce) 1.03 1.56 1.61 L11 1.88 1.73 (pcf) 64.30 97.16 100.22 69.06 117.63 107.76 )_005 mm 20 49 25 23 9 32 R72 fin.xts Page 1 12110198 TABLE; 7.2 SUMMARY OF SOIL PROPERTIES SAMPLES COLLECTED BY TRC TN RJNG 1998 I;.xploration Nrumb,r Sampled Depth (feet) Lithol:F�j� Sieve No. 4 99.9 99.5 100 Data :No.200 69.1 ' 86.5 70.1 [0.001 mm 29.2 33.3 2 L6 Specific Gravity 2.65 2.72 2.62 ;natural Moisture (Content (°% 16.0 17.0 29.8 Liquid Limit (%) 33 44 26 n.- Plasticity Index (°/) 15 22 8 17 Total Porosity 0.34 0.34 0.49 n a a Effective Yomsity (Text. Triangle) 0.04 O.OI 0.05 D 02 Permeability Wet Unit (,34 L-) 4.34> 9 1.32 Ci-8 7.61 E-7 4.75 E-6 (ytcc) 2.02 2.10 1-75 1.84 TMI= T08S-SR-1 25-25.15 20-30 2 - 4 PWR Saprolite Saprolite Cl, C1. CL 100 Ia0 100 P7-300-SB-2 TML-108S-1 PZ-300-S-2 2-4 Saptolite MI, 100 100 98.6 33.2 2.64 PnrO511y CalCt113110n (4) Geo Unit Sample Porosity lVadcsi)oro P-SD-R 0.43 P-6D-R 041 Mw-tan 0.29 P7.-300-SB-2 0.34 P7_-300-5-2 0.43 P103 0.44 P103 038 Average 0.39 Arsilliie MW-16D 039 P104 OA5 P104 0,45 Average 0.43 Diabase P-2D-R 0.62 P-131)-R 0.60 P105 0.46 P105 0.36 TM1 710 8 -SS B- 0.34 TML-1085-1 0.49 Average j 0.49 Notes: Notes: Average Unit W 126.32 1,74 108.90 131.39 1.80 112.30 109.55 1.35 84 40 114.92 L51 94-20 Average Saprolite Effective Porosity (5) Geo. Unit Sample Eff Porosity Wadesboro P-5D-R 0.02 P-6D-R 0.08 MW-IOD 0.13 PZ-300-SB-2 0.01 PZ-100-S-2 0.02 Average 0.05 Argillite MW-16D 0.04 Average 0.04 Diabasc P-Zip-R 0.12 P-13D-R 0.10 'T ML-108S-1 0.05 Avcrag, 0.09 Ft72 fin. xls Page 2 12/10/98 TABLE 7,2A SU%l's1.AR}-Or SLVG TEST RFSULTS AN❑ IM'DRAULIC CON DUCTic7TY C.UCL'LATIONS w'elE Psrsr l4'a Screen Iaga. L rifri � okgiC Ctr+ Tesr Daleisi i6�o Filter Pxk Diamera Lkiiei� M'e1L Dian- d•,-i>RI .... k� w'eEl biamnu i'_i hiin 51 i11i Time Chace �imsri Liti'oNSiEy' Ha�wlic Cadrxsivinikl Kh ilid.5'1 Hl'QRSF ' Iiyd.ulx Cw.Mrrv+G�:li Kh•cmrscil l;ca11 H1ri R! RcaJ^_ Jl'sffi-� Tirucl Time2 ilim'ni r3.mm1 RE€1ROi.'K WELLS Ar8illne w431s in B,&.k P-IP 8.5 argillis gior 1a 7996 3,70 I.WI 6.10 0.03 0.75 206 131 1.96 690E-0J P-10D 1000 A.Sllfic pries to 1996 3.70 2 190 0.03 0.D04 0 9 9 04J 1.53Eil1 P-14D 10,00 A,silh- pion to 1996 3.70 2 1.90 1.01 001 0 k 1 1.07 7.30E-0I p[9rw-16-Dr7i 25.00 A g'iih. 0-97 C mmom iJi ].21 4.226E-0I Di.b- w0h in P k ocl P.?D 10.00 Diabasr 1996k Oe-97 3.7G L.9'J 0_I4 0.1? 0 I 1 0.?4 L.02Eil4 1'-I3D 10.00 Di.baurP.reillitc pi-1996 370 2 1,90 0.0 0.UI 0 1 0.3 03 14.06 1,96E-03 FhII.lf>BD 6,00 1un98 na na Gmmem(4r 2.03 7.13E-(4 Wacksbmn w'elh in 1�o g PAD I0,al SaMtrone 1996 S ©:a-97 3.7fl 1.90 0-i7 0.10 - 0 0..5 0-75 4.Ci I0E43 74LI 10.00 Sarckrmm 1996&0-97 3.70 2 1.90 9D4 0.01 0,1 1» 1_I 237 837E+1I Y-5D 10.6C1 Cnn%nxe 1996 S 0a-97 3.70 2 1.90 0.07 0.009 0 0. G1 20.I1 7.40E-03 P-6ry IOiO S_d_ piar is 1996 370 _ i.43 0.06 0tC4 0 10 10 652 183E-0I P-7D 10.00 Gray+acke pies to 1996 3.70 I.90 0w - 002 0.1 0.2g 0.18 725 2.56E-03 P-81) I0.00 Sardstorc 1996 S ().-W 3,70 2 L.90 062 0.032 0 I8 18 235 8 z3EA1 P-9D 10.00 Sa acox pier 1a 1"6 310 i.90 0,09 0.02 0 10 10 0.29 1A3£-0J P13L1 10.tb Saxtanc 199b Bars-97 3.70 190 0.017 arx 0 0.5 0.5 9�^-8 3.27E-03 P-15D IG.(13 5-1srmae pi.". 1996 3.70 2 1.90 037 0.10 0,15 365 .9 085 3fi3S[4 f:comeen m4i 251 8.84E•04 6EDACxI(!11EaN �4i 1.83 6ASkC4 DV%RRLTWEY W Ei J 5 - PSCR A rgillae R-'ells in PwR P-IOS 8.(U Sw ty C}ay51 M prior 1u 1996 8,.5 2 1.90 0.03 O.G7 0 6 6 0.47 1.65E-11 P-14ti 4ko A gil8le pia ra 1996 !0,25 2 1.9) 0.03 001 0 0_5 GS 352 1.24E-03 P-I04 884 Argilliie 1p1-9J 8.25 _ l90 146i 939 30 I'K1 90 0.01 3.7 iEA6 P-Io, a59 Argilbic Da-97 na na na P-108:51 I,75 .Crgilh. 3u1-97 &25 P-L09 i5�o 10.Oi A,gilii. Jai-97 8.'S _ 190 3i SG 28-79 1.5 25 U5 001 Owmean r4l 0.10 3.536-05 DiAb wc31s i FWR P-107 iA 3.9'_ [iiabaro lu!-9'� 8,25 °a Cewme.n y4;3 no na 4v.de�ao Wdl. k1 PKR P_35 800 Sahli- pioraei996 8.25 2I,90 021 0AG 0.07 086 -79 1.97 694E-A Y-4SA 9-W Sard5lmae 1996 & 0a-97 325 2 190 0.12 0.08 0 I 1 071 2A9E 4)11 P-5T1-R 50,00 CnnSlomQac Oa-91 rra nanana s>a P_6p.R 5.00 S0ve on 97 nanana r'n M P-7S i l Do Sardirmk 1996 & Oa-97 H 2S I.A7 O.Os 0,001 0 3, 3 i-i5 a.Ca6EA4 P-SS 1100 Smdwor.c T'la. star ELcis 1996 8'S 1.90 0,04 0.01 0 1 I 1.71 b,P16A1 P-IS J0.00 Sarl�tone iaio1w r996 8,25 190 0.05 001 0 1 L 2_35 831E-01 P-IOI i51 788 Sandstone loll-M 8,75 IT 1.90 21.50 18.17 6n JO 0,01 2266E-06 I'-30:3J i51 fl,[Y3 Sxdslane lul-9T 8.^_5 1-10 36.1'_ 10 I.5 75 73.5 Doi 3.21E-06 Y-143 i51 9909 S-b- W-97 1 8.25 1 2 1,90 22,07 21A2 L5 3U 15 0.00 9.83G-07 .AOGh'fRkR1('L I3yd:ul"k Cu.+scr'r:ih.L01 Kn;R'&p EOCR�'Eii .4 RICE li5+kaulic Cuduanin€i0i Kh 1t5'aR51El- Hydmlic Cmhoclniry tl?i Kh ifi.'Avyi H�'ORs1I:t' Fly,�wlic CoMtKsnsty!12;3 Kh tcm.�ss,ci 1x rc rc rc 70 451E-0J 270 9.51E-0J sx rc 0_i(1 3.44EI.6 nc rc xrc rc 0.09 3.61E-05 009 3.222E-05 roc rc 0.00. 5.76E{i7 ocu3 1.7k�£-06 rc 0.0.1 1.02EO5 078 ?76E-hi 00A 5.IIE{07 OA:. 8.6?E-06 rc rc rc � 0.01 227E-06 0.06 '_SJ64J5 rc rc rc rc O.COJ I52E-06 0.11 3276E-05 0.102 3.60EU5 O.li 3.76E-05 O.UJ9 3.?.SE-06 0054 1.99E,05 rc 0.003 1-14) rrc O.h37 2 62E-06 0013 3.67E-06 s1c nc 0011 4.03E-06 0.0F1 403E{16 rc rac rw 0.141 4.98E )5 0.01 L J OSE-06 0016 5.70E06 O.OJB 1 68E-05 nc 1e 0005 1.12E-06 0.006 261E-06 0,002 7.78E-07 r� R72a(m.d. Pam 1 [2.%IOr99 TABLE 7.2A SI.IkTATARY OFSLUG TESTREMITS TS AND 11YDRAULIC CONDUCT ITTTY C-41.01LIMONS W'el€ P:oomnle+ m W'er Screen Lmgdr L rilri Ocoivgic Urw Test ❑vn;s'o i6) Fdra Fxk Diameter Dri�ni R'c€J Ikan. dx!ail Firiiivakia k'eLS Dixnacr i'._r de!iri� SI �;In lime Ch,a , drimni Ji�'[}KSLLL' WsO.Iw Cudwi-11ity!L1 Kh ik+dasi FR'ORSLEti" Hydaulk Cll x 'i,yi:li Khiem.+sx'i SSeaJI HIrR'� Head'_ SI'rEft-� E-I Gim:li lime2 r3m:ri PZ-IO:iS_l 5,76 Saz,�rone 1u197 8.?5 1.4J '-0,?? 58.05 5 &} 55 Or)3 L6LE<J6 TN=LOD iCQ a n'adcst«o Ocr-Y+ na na na 1AW11509 11,62 CUye55ilu - 0,97 w na r'a hrN.IDi5S 5.50 Sarahtmc 1v1-97 8.3 I.90 571 3.0. L2 FA a8 O.G3 1.08F{a5 h11S'-3?-0H .56; Sandswne t>a-7' na na C wri.ii 0.11 3,73E-05 PV.T21 TA' iii U11 3.63E-05 OE'P:R53SIRDEN NMI S. SAPROLLTF ar �Ig�e Well, in S =rk rta na t..come:n l�= lµ rta Diabau W'dl, in Saprnlire P.'a J^_.00 Clav 1996S1u1.97 8'S lA] 0.'�T 4_S4 0.^_J L0_ O.78 J.f9 5,19E-01 Dik- 0-T na na na R13S 7 W Di base Si Sy Clay p ier ro 1996 8.25 S.9G 1141 tL 101S B?J S)iat,asc 3vn-48 na r..�mean;as 1': a.3LE-0a W'adcstn+a wells Sn Savdile P-5S 10.00 Siht`ongbmerxe prior ro 1996 8:3 1.90 9'-0 0.03 0 3 3 1.45 3.7?Etu P-65 1500 Siky':Clay piar to S996 B.'„5 1.943 2.10 0-06 0.17 037 U2 190 1O:E.-03 P9S 4.[il Clay Ir to 1996 8.23 _ 144 0-12 0.09 0 IS 15 0.47 1.66Fh1 P-S55 6ty} Clay ylier ro 1996 8.25 2 S.X1 006 0.02 t3 1 1 125 7,95E4a P-IO'_S r5"� 9.d? Sand.' clay To 97 8 23 S.9'3 14.44 lud6 5 1'_ U,M ^_.SgE-05 5.00 S-t5r CSay (ki-97 na na ne hni =2L5 y5i L83 Clay lcl 97 825 L94 5.97 513 I? 13 0.031.2m.AS Geomean rd� 015 L.58ETJJ SJ.PROLM. NOVA J (SI 0. 4 : 6JE-04 Mace. !I1 G7a hych wJc cw.'kictsvtinvalaea xxrc cemrysscd usr,g 1(emslcv's epatiw,s fo< rising Mxl, n mmiro+.a18 xxf6 a documM<d in Lambed Whianar=;1969'�"Soil hislsanrs', p. 38.1-?.86. TrauPorm raw ass,imtd=l. i:i = equivaLnl Biamacr of xefl a:s:rg+o aeewrq far fille�e o(grasel pack ad xdl caw.g x:h:n me sraQrcd paniws of El,c ocJE.) d<, SQRTin'@c'-in-11•=i'a'i) i 3i P.n CVA, Rising head �rmedrilpy ksF Aei a frwn UI"1sr Eny:aanemal'+'Cwnprd<nsi.c S e Ax,eumem" of Sasunla Ia91, AIT,t,wlu P_ (ii H1+8xu1ic Craaiw�iviry CJeomexs+erye,u>E+6eunmie meat evaage of the +nss eardre+ed xehn each geologic vnk il3edrack, PWTZ wl5ap�€:+ei. is nonwer K R'we smg yam r.+.s,w�ed M'r�� S� ��r.m 7e tar duail, ad grvlil. ;nl v,>+�ir. dare, nlGr � rb,a �+r+n�snK„r,razr e,ria�aenJ 1„ I,..'a ��+rro.s �+u'a�g ad Ixi�E �a ly9e an�,n-L�tawc� H>H aul'm C rrduaniniSU1 Khift'dayt sot,RtT3t&JUcs H}daulie Caw3acsici0'%S0) Khicmfscct Jn'nizcLJ:�' Hsaixalie Caahwrcciry it?.� Khffrday'i 1iS'E'.�vF- HYdaulie Cv,dnsn'iq'F;i'-� Kh icrnr+�i 0,0)3 1.02E-06 0.936 ?.69606 rc oou L56C05 nc rc OA23 645E-06 O,G35 1.35EV5 4.g1s 1.97E-06 m rc 0012 M f•] ru na �_� a_i'.f 1.3gEA5 5.982 ?.IIE-0? 0.0?' 7.g8E4)6 1w rc rc 4 -69 2.41Fx,,6 rw 0.058 103C45 5.983 „I i$-03 rc rw nc O.N6 163F-05 UC:» 7.30E-07 0,015 5'SE31b nc nc 0, Aln'-16DR cmo:5r,M dsp tbact -11. i Bj xu ml a11.ficabk. (9)rc-Skrg +ro.'a+m+ca.SK!<d M'TRC «cakularionxu na p.ulo+mal, Camb'_-d G7A"TRC+kg si 1clnk+using Rm+x-m & Ricemerhad. i.tppeMk 7Ci u du .-,d 'm C wr f-. Vnl'_7,Na, 3 Ms y-June 1989. 01'� Th, H-a J. tl ad'_,Tk el wd T:ne. ,'abes is ds labk relreum,rrc +k8.. of Bre iime W.-I aaraa.+drr ,a><�,aislali�Ierean,�rE:,gKI, i I'_7 TRC skg t<a data used to canlxae €rydavlk cahtueiiv'ayti±' Hvorsk� ma4n,A for camps i+on. F,72.r. La IS 1A=4$ Pages z TABLE 1215 BEDROCK IiYDR.AULJC CONDUCTIVITY (Csivsec) Geologic Unit Bedrock Wells GZA Iivorslev Slug Tests Bedrock Wells Bouwer &Rice j Slug Tests 1992 Upper Bedrock Packer Tests 199) Pntnp Test (Const. Head) May-95 Pump Test (Const. head) May-95 Packer Tests 1992 lower Bedrock Picker Tast Upper Bedrock (<20 ft) Lower Bedrock (�2U 1t) 44'adcsboro DlVAruillite &-84E-04 4.26E-04 6.45F-a4 ]-52E-{16 3.2'2E.-05 9.S1S=-04 3,ti4E;-05 4.04E-04 4.04F:-04 9.75E-05 ..5.-.sL. 2.45E-04 2.ti5 E-048-08 L1.'.E-04 4F:04 n'a E-04 3.32E-04 n'a 9, 14F-04Slate 70E-04 �11F�-047-13p..04 i,:2E.04 ?.02E-04 :motes: I- Phase 1 Arca slug test data in bedrock from etomevic mettns of Tabit 7.2A livor5le�' ;nrihod ptrloa3ud by (VA. 2. Oct 97 TRC dam compmcd from upper bedrock slug test geometric mean in Tab€c 7.2A except for Inver bedrock state belt v dur- TRC slam b,.Jvt Aitn durum (as shown oa Table 7.2A) used only in lowerbedrock hydraulic conductivity calculation, See Note S. 3. 1992 GZA packer test deta wmprued from geomcnns in ruble bolo- 4 1996 GZA pump test data from Table 7.31). 5, Slay 1995 & 1992 GZA lower bedrock JUMP and packer test data indicated in tables below. 6, Upper 20 feet bedrock eakues computed fmm geometric means of 1992 packer test data indicated below, Phase I Area GZA 54verslev slug lest data, and Oct 97 TRC ➢onwer & Rice slug tests data. 8. Sower bedrock valt:es computed from geotneuic means of GZA slug test, pump test and packer, test data providrd (including Oct 97 TRC stale belt lou-er bedrock vuh¢c), 9- Refer to put GZA repons fox details concem{na Pump teaks and packer tests. SUMMARY OF 1992 UPPER BEDROCK PACKER TEST DATA FROM hIYDROG£OLOGlC REPORT Uppers-10I'ce{ Rock l Kleenmcan) K(uvera'e Wadcsl:nro 6.15E-6S I.S /E-pa, Diaira<c 2.}.E-G4 2,3?E-04 SlateD01 2.fi9E-04 7.6t E-04 MW-14A-513 4.31E-OS A ett:te M1V-ITtiH €.SfiE-07 Ar=illim MLV-IoS➢ 3,59E-04 Ar=Ifiim M w'.24Sf3 I,P7}''-OS Wndesboro A1W-265➢ no row Wades'boro MW-32SD 4,77EF(1I Wadesboro M%V-335R 4.I-E-44 Wadcsbonr v5W-345D 2.3:E-04 Diab;- Next I0-20 feet Rock K fgeome:utj K (aeer-) Po'adesimrn t.53E-ba 6,47f.-Oa 13iabase 7,i)J Ci-U4 7.04E-04 Slate Pelt 3.3 iE-05 3 24V-04 Well K Unit 1141' OSDWIMD w 15'adtsburo1`1 i'-12SB.07 nrs%illittM R'- 44A-S1105 Ar illiteM W-I'S➢-03 A-IlitcAJW {9Sn-0S nr ilhtt-04 lvadcsb",OW-2oS13ow Wadesboroh1W-32Si}-06 'U';uicshommW-33SB-43 Wndlc VoroMW-14SC;-Pa, Diahawe SUMNIARY OF 1995 PUMP TEST'S AND 1992 PACKER TFSTS FOR LOWER i3FDROCK May 1995 Pump Tests (Constant Tread Tests) {Hydraulic Conduct.) Dedrnck Gco Mean Avers e 1S'acicsborn N'A NA Ar illite 3-32E-04 7.32E-04 Disbase B.ORP-04 8.57 E.114 May 1995 Packer Test Data (Hydraulic Conductivity ➢edrnck Gca Meat nvcra'e f{iv'h No(es Wadesbam NA NA NA A, illuc 3.7Gi{-04 5.70E-04 tAS E-6S one location baked) Diab'asc 9.f4E-04 1,4 FE-93 3.30E-43 3locmions 3992 Lowcr Bedrock Packer Test Data, (Hydraulic Conductivity) I3cdrock Gco 1,1ean Aver -cc Notes 1Vadcsbora 1.13E-04 5.38E-04 only 2 of9 top ock hiSher tltun avers c Ar 1111111 2.18E-04 5.51 E-04 F.70EA3 o:& 3 of 8 to rock hi her than avers e Dinbase NA NA NA Data rtftre;t,ed by GZA from previous GZA rq-- R7201n.Ais Page 1 12l70196 TABLE 7.2C SUMMARY OF WELLS AND PIEZOINIETERS USED IN HYDRAULIC CONDUCTIVITY MATRIX PWR Upper (20') Lower Saprolite :!�t; Bedrock Bedrock ug Tests: P-5S, P-6S, P-9S, Slug Tests: P-3S, P-4SA, P-5D-R, Slug Tests: P-3D, P-4D, P-5D, P- Pump Test: MW-2IB-BZW 15S, P-102S, MW- IOS, MW- P-6D-R, P-7S, P-8S, P-12S, P- 6D, P-7D, P-81), P-91), P-12D, P- Packer Tests >20': MW-105B, MW- 21S 101, P-102D, P-103, PZ-102, MW 15D 15-DB, 1MW-24-SB, MW-26-SB, 101), MW-15-OB, MW-21D, MW 1992 GZA Shallow Bedrock MW-27-DB, MW-28-DB, MW-3I- Wadesboro 32-OB Packer Test Wells: MW-10SB, MW DB, MW-32-SB, MW-33-SB 24SB, MW-26SB, MW-32SB, MW- 33SB Slug Tests: P-2S, P-21)-R, P-13S, Slug Tests: P-107 Slug Tests: P-21), P-131), TML- Pump Tests: MW-14B-DD, MW- TML-108S 108D 14B-BZW, MW-17A-Dll, MW-17A- Diabase 1992 Shallow Bedrock Packer Test Well - MW-34-SB BZW MW- I6D (Vertical permeability) Slug Tests: P-10S, P-14S, P-104, Slug Tests: P-ID, P-101), P-14D SlugTests: MW-16-DB P-108, P-109 1992 Shallow Bedrock Packer Pump Tests: MW-14A-BZW, MW- Tests: MW-12SB, MW-14A-SB, 12B-BZW; Slate Belt/ MW-17SB, MW-19SB Packer Tests >20': MW-9-13B, MW- Argillite 12-SB, MW- 13-DB, MW-14A-SB, MW-16-DB, MW-17-SB, MW-18- DB, MW- 19-DB. Notes: 1) Refer to Table 7.2B and previous GZA reports for data on Pump Tests and Packer tests. 2) Wells and piezometers indicated were used to calculate hydraulic conductivity in each lithogic and geologic unit described in Tables 7.2A and 7.213. Ft72c1m.x1s Page 1 12/10/98 TABLE 7.3A PUMPING TEST DATA WELL MW•14A-BZW Observation Well Pumping :ueit Flow MW-1kA•HZW De th (FO Time De Ill (Ft.) Time De th (Ft.) Time Depth9. (Fs.3 Tuna De th (1 t.? Time De th 1 t. Ratc ( ml Time De It'-! Wel! l.D. Time 68.42 16:48 81.00 17:56 59.50 19:02 89.21 20:04 9,32 42,50 0 11:02 59.20 MW-14A-HZW 11:02 59.20 14:30 16:51 425.50 18:00 42.SD 19:02 42.50 20:07 3.3 12:08 59.20 MW 14H-HZW 11:D5 42.SD 14.34 42.50 20 42.00 3.3 14:30 68.42 MW 14H•DD !i o4 �5.778 19.09 35,g8 19:011 35.778 20:15 35.75 3.3 16:48 91.00 P-13D 35.08 14.44 35.8 176:00 35.75 18:11 35.75 3Dry5 5.75 iDry 3.3 17:50 90.20 P-13S I1:16 35.75 14:46 35.75 Dry 17:02 17:07 Dry 18:15 Dry 19:18 20:22 2.6r 17:56 99.70 B-1 11:20 Dry 4I.55 14:51 14:53 a1.55 17;09 41.55 18:16 41.55 19:19 41.55 20:23 a1.55 9.18 2.6 18:59 89.21 ?v1w-12.5s 1l:22 19.18 15:01 19,18 17:17 19.18 18:24 19.18 19t28 19.16 20:32 119.24 2.6 20:04 99.32 P-12D 11:30 11:32 19.24 15:03 19.24 17:19 19,24 18:26 t9 24 19:30 19.24 20:34 12,52 2.G' 21:11 89.27 P-125 11:36 32.52 15:07 32.52 17:24 32.52 1S:31 32.52 19:36 32.52 20.42 Dry P-SD P•1D i 1:37 Dry 15:08 Dry 11:25 Dry 18:32 Dry 19:37 19:41 Dry Dry 20:47 Dry $-4 11:40 Dry 15:12 Dry 17:29 Dry 18:42 Dry 37.01 19:48 37.01 3Dry P-11D 11:46 37,01 15117 37.01 17:34 37.01 18:42 18:43 Dry 19:49 Dry 20:55 P-11S 11:47 Dry 15:18 Dry 17:35 17:41 Dry 32.82 18:49 32.52 19:56 32.82 21:03 32.82 P-14D 11:53 32.82 15:23 32.82 32.61 17:42 32.61 IS:SO 3261 i9:57 32.61 21:04 32.61 P-14S ___ 1l:Sk 32.G1 15:25 :mp test conducted by GZA personnel on 5116/96 using a submersible pump placed at 91 feet below ground surface. Pump test started at 12T8. z. Pump rate adjusted to 2.6 gpm. 3. Pump test ended. 4. Pumping well and monitoring wells are shown in green. TABLE 7,311 PUMPING TEST DATA WELL MNV-21B•BZW Flow Rule ( m} Pumping MW-21B•BZW Time S:DI well De th (Fs.) 8.30 Weii 1.D. MW-21B•BZW Time 8:01 Depth (Ft.) 8.30 Time 16:5D Du th SFt.} Sl.ai servstion Time 12:40 12:49 Well Dc th (Ft.l 32.G5 9.60 Time I4:58 15:02 t7epth {Ft.) 33.20 9.60 Time 36:39 16:57 De th (Ft.) 3360 9.60 Time 18:fl0 ! 8:03 Dc 3. 0 33.20 9.60 fl 3.5 9:50 8.30 M W 21 B-SB 9:05 9.60 10:56 9.60 7.30 12:51 7.30 15:0a 7.30 16:59 7.30 I8:?OS 7.30 3.5 3.5 10:0t 26.85 MW-21B-OB 8:06 7.30 10:57 ] 1:07 26.85 13:03 26.80 5 5: 10 26.80 17:05 26.80 18:10 26.86 ]0:5D 31,45 H-$D 8:16 8:20 26.$0 26.97 11:11 26.97 13:05 26.97 I5:la 2G.97 17:08 2G.90 18:11 26.96 2.6 If:47 32.b0 B•BS 8:2G 13.90 HA8 13.90 13:12 13.90 15:20 13.90 17:18 13,90 18:21 13.9D 2.6 12:40 32.60 B-ISD 8:27 12.35 11:25 12.35 13:15 12.35 15:22 12.35 t7;20 52.35 16:22 12.35 2.6 ]4:58 33.20 H-155 8:274 2 18.35 11:,56 18.23 13:30 18.23 15:35 18,23 17:38 18.23 18:33 48.23 2.6 16:58 33.I8 B-15 8:44 20.20 11:58 20.20 13:34 20.20 15;3.7 20 2D 37:4D 20.20 18.41 2D.2D 2.6 l8:00 33.20 B-2D 8;51 3.50 12:02 3,50 13:39 3.50 15:42 3.50 17:48 3.50 18:41 3.50 2.6� 19:01 33.21 B-9D 8:53 5.90 12:04 5.9G 13:41 5.90 15:43 5.90 17:47 5.90 18:43 5.90 B.9S MW•33-SB 9:10 10.56 i2:12 4D.56 13:49 10.56 ISiSD ID.56 17:53 lD.S6 18:50 10.56 8.53 MW-33-013 913 _ 8.58 12:14 8.58 13:51 8,58 15:52 8.58 1 17:54 8.53 18:52 Notes: 1. Pump test conducted by GZA perienncl pn 5117196 using a suhmer ible pump placed at 41 feet below ground surface. Pump tcst started at 0950: water level readings were conducted using a SINCO electric water level feeder. 2. Pump rate adjusted to 2.6 gpm. 3. Pump test ended. 4. Pumping well and monitoring wells we shown in green. Pumping Weil Flow P-3D e (a m) Time De th Ft.) Well I. 0 8:11 22.13 P-3D 3.0 9:31 22,13 P-3S 3.0 9:34 40.54 P-9D 31 9:42 67.50 P-9S 0 9:50 65.31 P-2D P-2s P-6D P-6S P-4D P-4SA P-5D P-5S P-16D P-16S TABLE 7.3C PUMPING TEST DATA WELL P-3D Observation Well Time De ih (Ft.) Time De th {Ft.) Time De tts Ft.) Time Depth Ft, 8:11 22.13 9:50 65.31 12:49 59.90 15:20 59.85 9:13 21.83 9:52 21.83 12:50 21.83 15:22 21.83 8:19 3.65 9:59 3.65 12:58 3.65 I5:30 3.65 8:20 5.85 10:01 5.85 13:00 5.85 15:32 5.85 8 :24 18.2 8 10 :06 19.28 13 :07 19.28 15 :4 0 18.2 8 8:26 17.75 10:08 17.75 13:09 17.75 15:43 17,75 8:30 12.86 l 0: l 3 12.89 13 A 4 12.89 . 15:49 12.89 &32 14.48 10:15 14.48 13:16 14.48 15:51 14.48 8:36 28.68 10:21 28.68 13:23 2$.66 15:58 28.68 8:38 29,05 10:23 29.05 13:25 29,05 16:00 29.05 8:49 14,51 10:33 14.51 13:38 W.51 16:12 14.51 8:51 14.96 10:36 14.91 BAO 14.91 16:15 14.91 8:59 24.66 10:43 24.66 13:48 24.66 16:25 24.66 9:00 Dry 10:45 Dry 13:50 Dry 16:27 D Notts: I. Pump test conducted by GZA personnel on 5120196 using a submersible pump set at 67.5 feet below ground surface. Pump test started at 0931; water level readings were conducted using a SINCO electric water level feeder. 2, Well P-3D pumped dry. Pump and asscmbly removed from we)), 3. Pumping well and monitoring wells are shown in preen. TABLE 7.3T3 PUMPING TESTS AND CALCULATED PERMEABILITIES CONSTANT HEAD MONITORING WELL FOR BEDROCK WELLS DRAW HYDRAULIC',: HYDRAULIC WELL WET SCREEN TRANSFORMATION FILTER FLOW : ID LENGTH:::: RATIO Pack Diam. RATE DOWN CONDUCTIVITY CONDUCTIVITY L (ft) m [sgrt(Kh/Kv)] D (ft) Q (gPm) He (ft) KIti (fVday) Kh (cm/sec) 1 0.5 2.6 31 0.3 1.15E-04 MW-14A-B71�' 4Q 1 0.25 2.G 25 1. 2.05E-Q4 � MW-21 B-BZW 30 1 0.25 2.6 43.0 0.8 < 2.86E-04 P-3D 10 Notes. 1. Hydraulic conductivity values were computed us'sn vorslev's,equations for constant head in monitoring wells as documented in Lambe & Whitman (1969) "Soil Mechanics", p. 2. During pump test at P-31), well was pumped dry and could not sustain flow. Hydraulic conductivity as shown above, therefore represents maximum possible hydraulic conductivity. 1 T73DFIN.XLS 12/08/ 1997 TABLE 7.3E ANALYTICAL ESTIMATE OF DRAWDOWN, NjW-l4A-l3Z\V PUMP TEST WELL DATA Wells Distance from Ptilnp Wel3 Screen or Open 11010 Deptit below GS Unit Pump Well MW-14A•SZW 00 NA (ft) 13 - 120 Argilli€e Obs. Wells MW-14H-13ZW 110 60to80 Ar�illi€e MW-14B-DD 135 54 to 120 Argunku P 13S 270 27 to 43 Saprolite/Di abase Parent P-13D 270 43 to 55 Diabase Rate n) 2,6 1 16.5 Cone of Depression radius (fl) r drnwdown s .'. 0.1 3f .9S 0.5 23.21 1 1936 1.5 17.90 2 16.SI 5 12.08 10 8.73 is 6.77 20 5.38 25 430 30 3.42 50 0.95 W T07 65 -0.32 T I S 12 3 03 0.005 I D ao 1fl� I'I 15, 00 o` 20 00 it 25 Do 30 04 I 0 PUMPING TEST DATA M11.15F-04 A-f3ZW Hydrat€lic Cot'ductivity Time May-951996 Pump Test Average (days) Packer Test(Const. Head) Hyd Cond. d (en1/scc) (cIn/sec) (cin/sec) (Wda� 0.5 3.70- 04 2.421--04 0.69 Drawdown versus distance m A ' , 20 40 60 60 1W 12D 140 ➢istancefrom Pump Well i N'o€es: i. Transtltissivity estimated using measured hydraulic condtictivi€y and ap}II}'ing saturated thickness to s0l01i0n until drawdaw t at well matc"cd obsened drat+down in pumping test. 2, SID11ge coefficient csiimatcd based on published valves ( Bouwcr, 1918, McGraw-l-bll). 3, Estimated pumping time used is considered consenulive at 0.5 days (12 hours) as ac€ual ptnn01T €line was 9 "ours. 4, Anllytical solution is Cooper -Jacobs (1964) modified non-cgnilibritnn egnaiion. TTIFT1h,XLS 1 1210 119{)7 TABLC 7A WATER TABLE (PIIREATIC SURFACE) Sczren Lcn th pieravon <fY msti To 6£Caan E1t�'auon (ftmsl) Ground Surface Litrauon (ftmsl) i)c E}3 to Water «I14;92 (h) Gronndualer E1cti'ation 2r14f92 (ftmsl) pUi to Waur 311i92 (ftj Groundwater Eltt' d- TF42 (ft msli pep h to Water 3!1092 (fy Grnrndwaicr Elecadon 3i1isi9"_ (flms11 Pcpth to Watr 4r9,92 (€q Graandnater Ele�arlon 4i4.l9« (frt msl) ?cgth to Water 5121,96 {flj Grotmduatcr E1ct'slion 5f21r96 tfunell north to Waicr 11;6;96 1 (fQ 1©-€b 23.43 GTOo nd-la r Elevauon Papist to Water Groundwater -"auou t4'dI ID Installation Daze 11;6;96 Eft msll SR6/97 (fi) Sllfil97 h nth) 316,95 <307.19 B-1 IDfli91 1 rt 3:91 unk unk 326.95 32L25 323.69 317A1 n,'m 2345 W.drr Z9 i.80 Z3-39 <397.19 297,86 rum 23.46 Nm 297.79 dry 23,44 <307.1q 297.81 23-30 dfy 36.87 26.75 dn° 20.15 If is 119-i <347.19 197.95 .07 Z97.82 dy <290.51 . dry <«973 g_3 R-6 y_7 B-8 1SN'-9-513 i f,%v 10 (-()R MW-iO-DF)S 10^_r91 In-91 909 9,3i);91 10 ^r9I 2;5;9 2 2;12 9^_ 2tt 2.'9^ mrk unk nnk unk unk 224.13-232.73 ?46.88-281." 265.74-285.70 33264 273.39 292AR 273.21 258.89 '_y0.32 290.38 35 0!- 39. 269?3 289,77 269-17 25673 28758 288.2. . 2969 27.91 34.09 20.07 dR' n'm 907 243SD 264.57 239.12 238.82 <__46.88 n;m 30.b1 28.67 35.10 19.78 10.94 n.rm 9(7 241.78 263.81 238.11 240-11 2i9.{? n'm WE 3.7 29.24 35.23 19.15 ID.68 nfm nrm 43.12 264.24 237.98 13974 27464 a,'m dry 30.72 28.69 3559 19.55 10.81 11,44 . <289U7 Z420 263-79 2 37,62 23994 279.51 276.9R '_3R.35 28R64 <303.94 291.97 289.62 236.52 265.73 36A« 31.52 . 260.96 . 27?2 236.20B-4 Z6S_.1 <234.17 <234, 17 <234.17 23814 279.17 ^_78.44 20.20 11.68 12.73 238.69 «78,64 ?i7.G5 _ II Sq _ «78.8d MW-1O-SA 2IM92 214.09-242.09 289.78 288.09 MW-14S 74+8,+97 266.63-271 63 289.51 N-7 78 \14J-10-1) D?\V-13 SE3 Fd1i'-14-09 [.1\i'-14A-OB hiW-15-Os \1\S'-16.OB 10�8;9"] ?'S�9'_ ?'4+9' 2I25i92 2I13192 2f4+92 149.41-25441 -n«3{ 6i-'_dt>.SJ i83.61 293,81 3(i3.94-318.94 '_77J0-297.14 267.63-«9793 289.30 ]73.12 305.72 337.48 344.56 715.22 28761 P7U.Ci{ 30331 33494 302.10 312_B3 36.?3 nrm n:m n "m 25.44 _36.R9 n;m n;m nrm 2R9.78 33.36 16.03 n:m 13.31 25.21 239 76 -99.69 n/m Z9125 290.01 33.7I n,'rn aftNtn 12.91 '_5.67 238.41 n?m Z9165 289.55 3d.77 I6.08 dn' 12.59 25.60 3452 '_38.66 34-LY ^_36.10 1280 292.92 18,6'_ 287, 14 day <3(13-9a 3i,40 L?5 29«.31 14.37 '_9019 23..55 29167 29.91 28531 Z4.67 290.35 8.80 - 303.74 7.79 304,75 _ - 61-%v-16-D 61W`-17-Offs 10i6i97 214192 273.80-17R B0 300.73-30573 314,25 312.54 259-11 31156 310.73 257.26 - dn- 24,4 - <306.73 9.71 22.85 <304.73 23626 nlrn »5,79 m'm '_33.32 M- «7.41 <300-73 2317 27.75 231.36 26.24 234.87 27.57 231.54 264.03 M11'-IS-SB 1r1W-19 SB 1T'-20-C)B 2fI7!92 2f3f92 213i92 '.3f9_2^5-5'6-6[ 227,„6-232.26 195:?8-Z35.28 S_57-21257 ^_50.9'r 280.54 268.O-1 247.28 27837 265.76 nfm '_8,30 I759 nfm 252.24 ?5)48 nfm 26.54 6.60 n!m 2.54,04 26147 , i7,{5 25,61 9�1? 232.6^_ 254.13 256.90 1912 2402 6.48 ;3055 75652 26159 2�3,30 17.68 229.77 262.86 1962 19.94 23025 260,70 16.51 16.51 264.03 130 26077 9.80 :52 260.87 -21D 6,127f97 16907 266.93III -i _ M\-215 1W="-OC326{.51.295.13 �1A'-23-OCt ,UiW-25-OB h411'-'-6-Oii 1.414-2€.OL3S MW-27-OA ,'Jtli' :8-011 h11V'_9-()13 81\',•'.30-06 K11V-31-O8 MtV-3«-OB h% -33-OB M\V-34-013 6, 24 97 716;92 7I7r92 1i16;92 2119+9'_ 2f1.7,,q'- 2r(1l07 92 Il17112 Zil'<<+92 2111,192 2l6f92 3r319« 2i«7l42 2j27792 257.49-265.99 2, ''66,59 256.35--'.71.35 24568-25568 22944.2-39.44 '38.74-?48.7c) 213,39-'-33.39 205.3(1-226.30 24-i.92-259.92 265.39.267.R9 '3139--'.4439 262.23-29223 26434-27934 „70.20-272.50 269.59 300.u6 275 73 282 36 27546 253,75 2.5{05 24487 247.90 265.62 272:89 248.03 300.5a 28447 37635 266.99 297.3{ T72.99 279.35 273.18 251.44 'S 1.7D 238.39 245.30 «62.92 27U.3Y 246.39 298,23 292.34 276.20 14.65 13.42 20.92 IS41 n m 15+,55 14.20 7Sf) dn' 4.01) n!m Wm n.'m 261 08 «68 94 2545{ 233.34 olio 225 32 233.70 258.1-- Q61.39 244.03 n;.m n'm n;m 663 17 31 21.81 dty nfm 14,92 Eq,38 15.13 4.44 3.16 n+m 5,81 n.'m -69.10 265.05 253.65 <2229.d-1 n!m 225.95 233.52 250A9 Z6845 2i4 n.'m 27K66 nita n!m 14-31 «-29 ode ° non 14.14 13,25 non 9.05•" nlm 1525 9.78 nlm 268.25 253.17 <2?9.d-1 nfm 226.73 23; 65 nhn «fi38Sa" n,�m 285.29 274.69 nfm 73.19 12.55 23.22 dn' I3,D9- 13,27 1:41 dry 4.07 l44'_ 11.70 �' - 262.iq 17.15 25658 1432 269,81 ?5224 2448 - 250.98 5 82 27.43 27638 276.54 24R 03 25.96 - 244.50 <2«9A4 <Z38 70 .'-778 ;.34.63 253..'.0 <265.39 243-96 286.1] «7277 <2N.20 I I.00 10.98 16.80 14.D0 NA 24275 '_a3A7 230.90 233,90 - c«65.39 1251 115 I752 16131 6.86 do 241.53 241.54 21159 23109 25R.75 C65.3•"J 4.3d 9.34 14A1 243.31 ?s-1.71 233.69 5.25 '242.78 4.58 243.45 - - 10.7D '_69.8{ F4,63 Z85.91 50.26 290,26 8.57 275.90 12.96 27L51 7.95 276.52 d <270,20 <27t72p <27U.^_0 3i10 2b'_4 289-fit 262,24 3892 24.23 28579 256.30 3457 20-3b 290.14 262.17 - P-ID 5!'-,96 «81.42--'_9i.02 3«4.71 322.02 P_1S i- P_2p_R 512,96 50196 IR.3r97 «9653-306.53 Z49-95-26495 «5143-2.52.43 3..24.72 ?8251 282.66 322.03 279.95 279.93 - 223b 265.t18 26.30 261-14 «249 264,95 P.3S 517f96 259.87-271.97 287.44 286.87 - _ 3164 15.44 16,82 268.32 '-99.93 ZIL23 35,84 21.23 22.12 «64. 12 294.14 3191 14.48 268 u5 300.39 P-FS p7dSA F'-SS P-SD-R p{tS 5(I196 Sf7196 5I7f96 107±97 5r7i96 '_67.3 )-28^_30 259. 17- 74. 17 2R4.74-304.14 7148-^_87.4R 751,73-'69.73 297.84 299.96 315.37 317,03 ^_B8A5 29736 - «97.17 31474 314.88 285.73 - - - - 265.93 17.i7 - 27D 88 - P-6D_R It2?rV1 248.bFi-253.66 268.58 23586 Ftbl7mLxk 12110198 Page 1 TABLE 7.4 WATER TABLE (PHREATIC SURFACE) 1','rli 3) De ph to W'attr 7112-131997 (ft) Grnun4w'ater Elrva€=an 711'_-1311997 (flmsli i7c}+rh co W� ater 10^_1--^M1'-4"i (ft) Grou�odwa€cr Ez-tiara 1412E'23r97 (R-Ql Dc th to W'a�<r 12; 2.3i97 (fO Ciroun.S+ater El-n� n 12i2-Y97 (fta,, i ;),Pull* Rater 1^G;98 (f0 Uroundr' ecr Ekc atwn 1.120,98 (ftmel) R'atcr '_��:'98 (ft) Eiroundw'aler Elreauon «125198 Eft mslb Dj tp r to Water 330-31�98 (Ft) Gro-du�a-er F3n'auon 313R31 N8 {fE msiJ Depth to Rarer 6i24-2948 (fr) (;roemdu'atcr Eles'auon 6'24-?S.'98 fC€msdl Hiph-1 GSV Elc.'arinn (R msi) Lo vsl Ci E1e+'ation (Fl msp 0."ater Lt-1 Ran (fQ R-1 B-' g-3 i3-3 13.6 13•i B.g MW'-10-OR h1tiV' 1�1O8S ;vli4 i SL3 Ivf1P_70-5 M33'_!p-D M14'-13-Ss; ;vfW-14-OB NMI-14.A-OB YtW-15-013 NW-1-1) MW-17-OBS MW'-18-Sf3 MlV-19-SH ,Y3i 4-20-OB NiW-2I-OB 1dW-21D mw-21S VSW'-22-OH MW-23-OB NttV-^4-OB NitF-25-US NOV-26-UC. M1!'-2(}1j65 M W-27-09 MlV-^_8-OB MiV'-29-flB M1V31-OB 'AW-32-O3 MW-33-OH 34-6d FP--I1SF) F!2S p-pD-g P-35 PAS PASA P-5S P.SD_g P-bS p-6p-g dry '_3.55 _ 3717 21.41 drt 14.12 13.58 1;_1' 28 . 10.57 11.20 10.26 1 CO 10.57 I I.cg 1623 1284 1461 dry ,. ?04 2353 32.26 18.16 19.16 7307.19 297.70 _'36. 21 265,07 ..n' <23417 276.2" 27680 291 a4 2ia' 74 257.50 a7.87 299.32 - 24946 243,18 24247 231-67 287.70 27386 . <270,20 289.15 26449 263,91 267,70 '_97-21 268.89 dry dry 3185 d[v 36.98 30,98 Cr, 21.33 12.57 13.32 15.34 12.33 11.76 35.88 !M4 33,14 15,84 2 28,1 drt' 2155 1333 17,46 PIK 18.91 2L2., 6.67 27.19 I0.10 la_73 17.37 19.28 7.72 , 1'70 13,S7 de 39.74 dv 7413 24.46 26_p6 do 35.77 dry -27 23.35 «?.36 c307.19 <290.51 30_', 16 <289.07 236,41 26150 <23417 23756 277.75 27706 27444 277.18 277..54 237.»4 286.N 304.34 238.72 28.5 20 <300,73 230i1 258.99 254.74 -1 2161 259?6 281_!5 25449 275,69 2a8.28 243.65 '_393'_ 22350 228.62 257.90 265.9 99 28784 270.90 <7, 28547 <296,53 258, 20 26I.38 726 4 264.19 <289.74 29a.76 264.70 _'66.2' c[l' drY d - dry 37. 16 31.95 d 19.5 .7 1126 12,36 15,19 10 24 10.41 33.45 20.09 31.12 13.40 30.10 29.10 7.71 274 40 21.11 664 634 433 i 74 12.12 5.75 27.55 10,55 1346 18,19 17.72 6.59 3.3 1035 11.79 v 39.05 do 2345 25,44 lidR' 36,10 20.07 2t1,9a 23.08 22.09 <30719 <290.51 <300.51 <289.07 236.23 26U53 <3417 ». 279.06 278-['- 2?4 59 279.27 27389 240,pi 285,64 30636 289.16 '85. 126-OB 285.1 304.83 327 23167 259.43 '_61.4.1 262.73 265.25 29432 '_6361 276.61 247.91 -43 2U '-40.59 22 68 '_34,1A 259.0 j2444�67 172 619 285 66 29.37 25921 262.00 <267.30 263.36 295,30 29b.U9 26d.97 2b6,a4 dn' dry dn' dre 3644 32,47 dr'r 10.35 11.12 3.13 9.34 4.51 ram 21.30 26,02 14.78 '5.27 2a.20 dry m 1222 10.77 3-87 38S 3-10 3.5„ 5.37 4.38 22.41 11.S8 11.36 12.89 13.83 465 375.12 20 8.78 8. 2107 �4.24 dry 35.20 15.93 16.88 2048 1932 ti47.19 <29091 <30a5t <^_89 07 236,95 260,01 <234.17 - 27997 279-226 281.05 M 17 ''-79.79 28442 31146 28`778 5 c30073 23.$5 269-77 26a._4 265.22 '_66.48 296.54 270.36 277.99 252.99 242, 17 342.69 227.98 23407 26097 .. '9176 °7636 _ 260.59 263.20 <267.30 264.76 29944 300,15 267.57 2b9'6 dtti' 11.83 do do dr.' 24.18 dre' 3.16 1U.5 7 9,fi-1 6.76 10.92 8,86 32,24 28.54 3.00 14.03 2004 d-I ?a.3 15.04 11.40 4.00 4.11 3.96 8.00 9.21 3.51 1G.27 11.67 932 10 73 12.01 40 7.63 6.25 27.94 2009 20,39 2241 29,61 33.02 13.51 10.63 15_!7 IL75 c307.19 309A2 <300.51 G89.07 <23a.^_3 268.30 C3a.17 . 24573 779.57 780.7-3 283.02 278.59 38044 .4r188 277.18 33449 290-53 29421 �30073 2a.8 235.03 269.14 264.47 264.96 265.62 292.06 261.52 278.85 265.19 24„ 08 '2aa.?3 23U.12 235.89 26157 77 4500 292.91 ^7822 296.76 "6.F4 262.27 265.03 ?68.23 266.94 301.86 30646 27;..88 -76.83 7.70 19.18 34.84 36.40 18.04 dr>• 13.62 9.47 9.D9 5.88 3.38 3.63 33,54 28.65 '30'_ 13.06 17.6« 8.76 2-.3 5290" 12.63 4,69 4.60 4-57 8.89 9.65 4.b4 7.76 11.31 8.39 7.08 11.91 362 ., 339 6.89 546 I%_81 19 44 2070, 28.76 30.71 7.79 10.73 13.47 1156 <30719 3I355 304.83 297.80 236.99 27-F.a-i Q34.77 24527 28985 ?8I.'9 263 90 181-13 290-67 239.59 277.07 331.46 291.50 296.63 303.78 35_RI 97 F, j67,91 263.38 264,47 265.01 291.17 266,69 27772 »6770 242.44 245.66 23379 235.99 262.00 '93.65 27901 4 <296.53 2 264.22 266.74 2b9.p8 269-75 30758 306-30 274.58 277.02 dn- 8.30 31_91 36.28 23.36 L9.U6 37.09 20.71 SOA9 10.40 942 951 9.54 34.22 9.64 29.53 13.09 19.76 18.85 9.01I 7.54 20.62 I4.00 7.^_6 6.67 616 12.98 1639 542 i2.97 1020 1026 11.80 14.58 4.76 5.64 7.90 dv 7 1751 19-15 25 55 27,73 12,44 14.54 15.57 14.65 <307,19 312,45 30'_.'2G 29636 25003 '_734? 236.72 239_18 279-33 280.33 380 36 280.00 279.76 :3R,9ii 297.08 3U7.95 29148 295,46 29540 303.54 23 229.45 266.54 260.81 262.40 263.42 287.08 25934 276-94 26249 243-55 243 79 «24.07 23332 , 26986 539 141 RA 294 9 27657 C7020 2463 673 265.15 268.29 272.^_9 17. 23 302,97 30249 27248 273,93 316.95 31355 3LLt.83 297.80 75003 Zia 17 239-12 245.,73 28485 28 L:.9 ?83 90 281.13 280-67 240.88 297.08 334.48 - 292.31 296.68 296.63 301.83 23fi?6 237.85 26v.77 264.20 265.22 2 66.48 296.54 27936 278.85 26770 244, i3 245.66 '33.79 235.99 262. «9 2453 «-90 27R01 e27©20 3353 -9678 264.73 265.15 '_66.29 272.29 272.«3 30758 306 iG 274.58 '_77.02 <307.19 <2945! <340,51 <289.07 <23a.23 ?60,t31 C34.17 23756 c246.68 27680 274.44 277.18 27754 »36.89 277.47 <303.94 «$872 »85_12 ?85.15 430073 4 22.71 a97.i7• 252.24 ;jQ aB 257.61 259.26 281,55 25448 265.05 247.91 <229.4a <238.70 22.68 228.62 209 Qb539 <23139 85.29 274.9 270.20 5.bd <296.53 256.34 258.20 <26767 30 263.86 <289.74 '_4a.76 26a_70 266.22 >9,76 >23,0a >13'- >9 73 >1580 14A3 >495 8.17 33-97 a,a4 946 3.95 3.13 3.99 «0.O1 >30,54 3.59 1156 11 76 r4,i0 655 a0.68 �2837 17.53 53.72 7.61 72« 1539 I5.88 13,89 1979 > 1469 >6-46 3111 737 37 >S_6 7MW-MM)B >Ea } 11.,5Q01 9(l 8.11 4 8.b8N0. >O.a 6.43 6.95 7.15 rd.99 837 >17,84 1i.67 9-88 Sri-80 Page 2 1?hO1,98 TABLE: 7.4 WATER TABLE I I'IIREATIC SURFACE) f3t(rdi [C C'sr���in1u'aFc[ IRP91f SO crog R"icr [ 1p h [O p[00ndµ la DCp Oi 10 Cri+a Odu'alcr I)cptlt IO Or041fdw'ater DCPM !0 (71'0'Inej-t- DCpt1! tD Gt'iutydx'aiCT Ct'e31 Lp Installation Su- 1-en th To Of Cavn Oruu� d Surface Water (Iccatian Watcr Fic-Lion Water Eln'ation waltr Elevation Water [levation Watcr Ilevati0n L1.tcr ElOvation 7lceation Elcratinn 1»In'apo❑ 21I4r92 114192 31;92 3Ri92 3:10;92 M0,92 419,92 419192 5131196 5121!96 11I6196 i116,196 S1169'1 �(ft) 5116197 Daze (T[msl) ((tms) lftmsii (ft? Eftmsl) (fu fft-I Cfl} 4ftm�1 Oft) (ftmsli Cfil iftmQ) (fi) (flrreal) (ftmsi) f'bs-R 10P197 26159-266.59 286.35 '-85,69 - 25.94 28638 28 32 284.00 25 44 286.38 11-75 Sr$i 96 274 85-- 289.85 312.32 369.85 30.26 263.47 34.63 278.90 30.36 283.37 p-85 5113;96 273.51-287.51 313.73 3H�.51 - 8.44 267.43 9.96 265.41 6.20 264.61 P-95 51966 26322-272.72 275.87 273.22 "_4.11 3001G 3112 243.25 2431 304,16 PAM 5�10,196 29192-306.92 32447 321.92 40.38 289.92 4 <?80.91 39.82 290.48 F-I 16 51096 2Kl 93.290.9'3 330.30 326.93 p-LLS 5J7i96 29694-311,84 329.88 326.84 '_2.07 288.it 25y35 285.16 21.32 2R9.19 - P-L 2& 5110196 278.44 �93 s14 310.51 307.44 - - 37,80 290.99 40,92 287.87 3738 291.41 P-13S 5;7r96 283.61-298.61 328,79 326,61 - - - P-13rU-R IOi6i97 N6.40-29140 328.29 326.30 S-R IOf(i19? 29541-700.41 328.90 326.41 34 d9 289.81 L'86.25 3388 290.42 P 145 5; L5;9G 28G.25-301-25 324.30 322.25 - 15.31 278.89 9.40 284.60 16.53 277.67 L'-15S 51d5;96 272.94-'A?:7.1 294.237 296,94 27.37 280.R8 d Q74.63 dry [279,63 P-l6U 5714.+96 219.03-289.63 3fi8.25 30563 }�-L68"•�' - 5li5f96 191 72-301.72 308.89 345,72 - i�_10L 6125,"97 28(>.36-303 3C, 320.75 318,36 _ fl-1 Ct'_€7 6,�25;97 2'75.27 -�8227 319.27 315,77 - 1'-1025 6/25i97 283-95-298.96 317.s2 355.95 P-E03 6;26;97 24.5,75-16575 290.I7 '_87,75 ' E�-104 irl i97 28R.25-308.25 326.45- L'-107 6;26197 28735-29435 321.91 319.35 - Y-L 08 6f3M7 198.22-29997 30.70 313.22 P-109 7f2197 27709 287_@R 314.01 312.08 259,91- 69.91 29(7.78 P205 I)-1297 2SO77-285.77 395-37 302.87 _ 5455'-I OL I€; LO,'97 «9-i23-'_99.21 115.97 313.71 p7 300 Gi98 29426 299.26 32034 317.76 - TML-JOBS 6198 254.29169.'-9 281.5�7 279 ''-9 - F1b174 Yls Page 3 II! l0, 96 TABLE 7.4 WATER TABLE{i'IIREATTC SURFACE) Weil if)De rh In S4`ater Graitndu'acer l:Icyation Depth to W`atcr Gr�nndwater Eleyatiah !1c ih !o W'a�er Cimon.t++ater £IeV' wa Depth to SS-aier Grounds ater F3eyarinn Depth to Water Groond,ma E1c+'ation Depth to wma Crounduatef E!c+�atinn Depdt to 4!'atcr rm ,nd+s'atcr F!e+•aii�tE Highest rWr E1c+atinn L.o++rst CsW' 3=lcyatian W'atcr Lesel Ran e 7; 1213'f l97 7r1 2-131997 102F-23.97 10r21-23:97 112d; 97 12;2147 5+20.98 1?++-4;99 :; Si99 2.25A)s VL0-31'98 3;94-31-)8 6124-25,98 612425-98 -40 (ftM.',? (fr) (ftmd, 40 €ftmA,) fft3 (fr..slj (flj Utms ll ifti (frrnsi-j (frj (irmsi) (frmsl) fftmsl) 411) 22.45 26311fr 2144 264.91 1949 266,86 14.29 272.06 10.20 276-1S 1352 377.83 216.15 263.90 12.25 11-6g-R P-7S 26 2R5.89 28.17 284,15 2 261 284,71 25.67 M6,65 232» 289.10 21.38 29G04 19.89 79344 293.7-1 28 W 9.53 P-85 ,43 3196 29F.77 3527 278.46 35,78 277,95 28.39 285.34 22.90 290.33 22.16 291.57 26.73 28700 291.57 27295 13.62 P•95 9,41 266.46 <263?2 3.64 272,27 297 'i'g0 3.G6 272.81 7.64 268.23 7.29 26858 2_72.90 <263.2 >9.68 2614 29833 do <'91.92 31A6 2930I . 2290 301,57 21.99 32.49 19.78 30t9 _' <' >12.77 P-17D 4fi42 239,R9 43.87 Z6643 4491 D85.39 41.23 289.07 32?3 293.07 37.U7 293.23 33.68 296.52 298.01 <28093 >17.34 do <»9684 d v C96.84 dry <296.8a E <296.84 31.69 29819 dn' <24684 29314 <29684 >1.35 -I15 P-12S 21.52 288,99 23.28 28i_23 2,K 29999 1596 294.65 1250 298 uI 9,67 30084 8.00 302.51 30251 285.16 17.35 P-135 37.51 29F '8 39,96 268.83 40 64 286. €5 39 50 289.29 36.35 29'__44 3285 295.94 29.62 299.17 '29917 28787 11.30 11-13D-R 39,50 283.79 4018 286.11 3904 284.25 32.52 29577 3235 295.94 29.I6 299.13 299, 13 286.13 11.G2 7-13S-R drc 295.41 di, <295.41 dry <295.41 dn' <29541 dt c»95Ai 29.95 298.95 298,95 <29541 >3.54 P-14S 3507 289.23 drV <286.25 dry <28625 3240 29L96 dry <286.25 23,28 301-02 26,55 297.75 3fl1 D2 Q86.2S >14.77 I'-155 18.81 '_15.39 2045 273.75 19.89 274.31 163' 277.88 11.32 282,88 9.52 ZA4,66 15,86 278.34 28468 10.93 P-16D ,J, 7279. 33 dn� <279.63 do »79-63 98 28 285.27 24.92 283.33 20.63 287.62 dn' <279.63 28762 >7.99 drs <29i,72** a 13.56- 293.33- 155ll- -19339.- is,53- ^_93.36^' li-7",� 29419- 15.56- 293,33 ""'r' 2ci-3.19"" >r x7at� P•165*'« P•S01 2(-51 294.24 2F DT 299.74 2R.R7 291 88 5.60 295,15 F6.Cr<i 3U4.66 B-82 311.93 8:82 311,93 31193 1<2-45 2005 P-10'D '_0.87 298.40 25 E3 293.64 25.56 293.71 21.94 29733 16,97 30'_.30 1249 316.78 15.38 303,89 3W78 13-14 P-102S 19.4i 298.37 24 27 293.55 24.07 293 75 24.49 29733 15. 18 30'_.64 10-79 307.03 13 86 303,96 307.03 1348 P-1U3 25,43 264.8.5 d , <245.75 2_731 262.96 26.38 Z63.99 24.69 165.59 2»_91 267.36 21 (15 269,22 269-72 >2347 29.36 »97.09 3484 295.61 29.72 29673 22.73 10 72 22.52 303.93 71.83 304.52 25 0i 301,4G 304.6Z 4)1i 30.64 291.27 dv <287.35 ;try <287,31 dr <28735 31.61 290.27 26.25 295.06 2462 297,'_9 297.29 <2$7.35 >y94 P-107 22 dry <298, 2-1 dry <298. 22 15,48 300-62 dn, <298.22 Ifj al 3[T3.89 304.69 <29&22 >6,67 i'-109 14.60 26.24 301 787.77 d 31.77 <2W 282.24 3028 283.13 rIs '_36.83 »»86 291.15 17.17 296,94 16.24 29777 297.77 282.'_4 1553 p1-102 25.11 765.67 do <259,91 2667 264.1€ »6.04 264.74 74-35 26643 23.11 267.67 21.07 Z69.71 "_69.71 <''-54,91 >4.90 Pi4g 2960 284.77 18.70 28667 16,97 288 Ar} 1482 »9055 13.92 29145 13.39 291.98 291.9R 284.77 711 1653 299.44 13.33 362.6-4 1U,5-4 3Q5,-43 9.81 306.16 951 306,46 10.86 305.11 306.46 299.4.4 1.0'- 6{SS'-i 41 33.55 266.A 286.79 286,78 n;a P2-34U _ TML-IGflS Na - 1. Data in T- lc 7.4 w•as used 1n de+'e1oP shallnu iiy-s 7-2. 7-2A, 7-2B, s 7C. -' iniscates -11 iw mikd ai the umc of me. ynrensenl or data nat college]. 3_ Re(ef to Appendix 7D £or a sron3ruroy of historical ground++atcr me:Snremenir. am1 iowirographs- 4_ ' -MSS'-19-56, 3i311i9fl uaier lesel tste asurcn3ctft considered swlxct baccd on hisrnnc s'a1ue�. S5 "• - MW-30.0 B. 3i 10;92 water 1c+'el me asnremem considered s¢s1Kci ba9cd on measurement t leu screened inten'al. G_ *** - P-6S water Icycl measurements cnnS:Aercd suslret bard nn arll triia+ior as a sttml?. Pt.bl74.als Page 4 12,10i98 TABLE 7.5 LOWER mHOMETR1C SURFACF hastallat4nn Dare Scran L, Cn9ih Ekcapon (f4 -i! l' OC CasiEt Eiev n- (fr -,I) Ground Surface Fl-. tkm (fv ms1} i)cPth W Water 2114192 (ft1 GroundLL-ater R!n ndoo 21E4192 f.[t axij D911h Io Water 3fl192 (ft) GrnundN ter i=1e. afio3a 3VIr92 !ft msl} Depth to Waccr 3-10.92 (ft} Grnundu ater ,k,ml2n (fr rnsi"I DCPfh to 419192 kl (ft3 Groundwater 1'4I9/92n (fl ms11 Depth to W. 5121f196 (fp Grnvmdwatcr IS?2 i196o Eft msiJ DcPch In Groundwater Depth to Croundw�ater 5116197 W'ciI iD WeEI T x I\€ C19G (fl) 1ii16196`v Sfl -13 5wG797 (fsF €f1 rasq 19,97 2�,54 287, 73 320,7 2i 46 i5.57 28L74 315,G7 - - MW-3-SR OBW M8192 244.94 '26299 306.70 304.99 - 21.12 20.42 34,77 d 14 W 28538 320.82 ',iW-ILSB MW-13-SB pi0.'-14A-39 M1Va5-SB MW-kIi-SB hSW-17-SB hi\L'-IB-SR 64W-19-SH ?.ili'-21-Sd MtV-24-S13 A4W-26-SB A731r-27-SR MW'-23-SR A4W-31-SR y1W-32-SB 61LV-3 x.Sfi OHW OBW OW OBW OBW OBW OBW OBW OBW OBW OBW OBW PWR.'Rak ilB\'i OI3W' QBW 2`2T9� 2l3192 2.'h•'92 2113192 7i3192 2%28192 2112192 2!3l92 2/17J92 2iiJ92 27l7f92 2'10192 I1i5792 2/E Fl9"_' 2126192 l71'92 274,29-289,29 238-b4-246.64 282-33-248.73 243-26-254.26 252.2}-257.21 243-90-26R.70 227.26-232.26 195.2?-233.28 230. 11.249-7t 236.58-236-S8 ?ii°.47-226,67 19G.48-206.48 184.52-169.52 224 A4.'29,ao 225.27-258.21 235.RR46E.38 341.24 273-12 37ti-95 305-04 313,71 ii3-84 259. 11 250.07 269.69 292.66 254.D7 240.55 246.94 248.17 300.R8 2R5.40 339.29 270-b4 33a"li 30226 311211 310.70 25;-26 247.28 265.91 290.08 251.67 7 38A8 24452 246A9 298.27 ¢ 2H3._R -� 36.23 i6.54 - 24.07 - 294 - 1139 12.06 _ S65 a-77 - 236-99 320.41 - 239.'7 - 229.iE 237-39 210.6 241.34 243.4 - 34-36 dry 24-87 2i71 26-9 22-85 10.12 12.74 24.68 i5.13 - 412 12,42 12,G1 - 239.7fi -c282.33 '-90.17 29o-tNi 286.94 236.26 259.56 26992 229.39 225,42 214.05 239-46 272-79 _ 34.71 - 15.57 24.79 29.15 25.79 }7.45 958 11-31 i9-27 - 11,97 - 13.25 12.2 23811 - 289,41 288.48 23464 1.33.32 232.62 260-1 27P.79 2J4.8 - 235.02 - 281.63 273.2 23R35 74-52 238.60 34,19 <2R2.33 d: <292-33 d 28233 d <282.33 290.97 14.00 29104 16.44 283.6 - 74, 14 '-89.63 14.14 789.63 24.3g 294.33 2151 29Q1C 2909 ?7AI 2P4.75 2317 27.20 27.7.5 2RGf4 231.36 _283d 23.24 2R5.5 230.F7 26.85 27.57 296A4 231-54 19.22 230-83 20.J0 229.77 19.82 2.3R25 2D.16 229-91 R.44 2G1.24 9,GQ 2G0.08 12 hi 257.07 4.27 260.41 ' .1.06 16.53 27i.6 737,64 - 12,2E 241.81 4 97 I4-2i , 277.G9 239$4 12.5g 241.49 i3.35 23 227.2 237.7G 10.55 12.G1 230 2J4.3G _ 17.22 16.36 723.33 230.G3 12,95 - ?34.04 ;-469 243.48 SS0 24L67 4.9 243.27 - - 73 283.G 4.00 2 91,F8 15.65 285.23 1.63 293.25 11, 8.3 273,57 10.55 274.8.5 }a-2.7 271,13 9.81 275,59 14.07 264.43 16,00 2625 18.6 � 38-92 26034 285.79 15.17 34.57 263.33 290.14 Ai;w 14-SA OB\4' 2W92 244.72-266,22 273.50 276.22 �_ P-ID Rock 52r96 2Rl02-2Q1712 324.71 32292 - - _ _289.6E�� - 20.W 24.43 26E.87 264.79 24 JG 27,g3 258.11 261.29 20.64 24,9.5 261.83 264.27 p ?p p_30 Rock Pock 5+3l9G 5r7l9G 232.09-24L09 21!?,722487 232.47 284.22 2R0.09 286,F7 - - - - - 31.25 17.i1 157 24.38 2G9.(k2 3i11)24 272-W 287.68 36-18 23.73 26.7 21 264.09 293.62 67.93 , 32.23 17-85 15.88 24.49 268.04 298.5 271-75 287.57 P-0D Ruck 5✓"7+9b 237-33-247.31 300-27 247,3i - - ---"' P-Sr) PAD P iD pWR Rock R PWR1R-k 517196 261,91-271.81 223.40-233A0 26143-271.43 31735 285.63 312.06 314-9i 235,7 309.43 - - - 29.54 233.36 73.38 279,52 28.60 284-3 P-8D Rack 519.+96 256.63.266,61 312.90 110.13 - - 6.37 24.30 26932 3D0�OR 9.62 Ji.i4 266.07-93 293.24 5.7G 24-33 2,59 300.05 P-9D Y-IOD P\VRrA­k PIfRRcxk 319196 ii10+96 2itQ-26E.02 275.65-235.G5 275.69 324.33 27302 371-65 - - - - - 40.38 289.92 d - Q80.93 . 39-62 290.49 p-nD Rock +"`10196 78O 93-290.93 33030 32G-93 2i.73 38,42 SG.51 ?9871 g9Q.Gi 299,75 277.06 25.24 4LS2 39.S5 i6-82 d 285.IR 22751 28503 276,75 Q79.b3 2i.20 37.86 34-17 14.08 d 289-24 29i-17 290,41 279.49 <219.-289,63.63 P-12D P-E30 P-14D p-g517 Rack PVRRock PWR'Rnck P\VR'Rock 5+10r96 unknown 5i14196 q;:�12�1 26571-275.71 271-35-281.35 274A9-29449 -27004�291.11�K, 310.44 329-03 324, 5S 307,7E 326, J5 .322, 49 .6430.88 - - - - - _ - .240-109. 10 - FIh175, 0s Page 1 12/1W98 TABLE 7.5 I.,O\4'ER PIE7,03I'TRIC SURFACE 13 th to lYarer 1L2-3fg7 {€t) Cround-fl, EIe+-atson 1212-3r97 (8-I) Ueprh to L4'ater i!20/93 Sft) Gmundwatcr L1c+'atsun 1'2D-'93 Sfrnsl] D sth to 3Vate 2125fgA Eft) Gresunduater Eleti anon V2ii98 fflmsn Uryth to Water ?�'30-?V9R (ll fimvindwaler Ele+ation 3130.3I19S tft msl} Uryth to LYatex 6124-25198 (R) Gmu-fi-er i:lecntinn 6t24-?it98 (O msl) Highcs€ Gk' Ptce arirsn Lowest GLY (=.E[VAI]Rn Wamr Lnd Ran c ` Well ID Depth to LYater 7A2.1}'19g7 '(ft Cimnndwater FlcvanRn 7�1b13'199"7 (fft ms Depth to W`aEcr Ip`21-23'97 fft) Gronndwaler _ [ln alinn IO•21-73147 (R 3nst) (ft mst� Ck raesi) (1Ej 2J K--4ASB 8 U M17W'-IS-513 M19W'-19-SB M19LV-21-513 Mu'-24$f3 MLY-26-SF3 MW'-27-Si3 MLY-28-5H MW'-3 LS16 MLY'-32-SR MLY'.33-5L3 M W.34-SU P_Ip P-2D p_xp P-4D P-5D p{,p P-7p p.%D p-gD P_gpp P-1SU P-12Ed E113D P-wD P.ISD P-161) - dry 152G 26.9f, 2837 - 12.90 F3.34 U.4fi _ II16 12.35 16.16 }656 Z2.3 24.76 53.53 20.31 17-12 25.53 30.39 8.51 2624 40-42 2141 38 c5 35-31 15-9 d -35.89 <25�.33 239,75 286.53 230.7d 256.72 240.73 233,53 239.72 272.55 2f 1.94 289_I5 250J7 264-46 267.69 297.04 271-31 23fi.53 28251 267.19 298-14 284.38 25903 21011 24.27 277,67 279.63 >556 25.04 dry 18.1� 27-GO 27-5E 29.00 2I.15 14.90 7.41 YSA7 16-99 IG-t5 SS1 II]} 14-86 ls. 11 38,74 24.42 2G-96 3GIt 22-25 21.01 27.22 33.86 f0.96 3p.74 43.87 23.25 4p.49 194 35! 2M 14 111.20 237.24 <282.33 -.?321G-37ZPS-4'1 2sGI7 286.13 "0-It 22&.92 254.73 275.25 239.Eh] 223.5E 23064 241 .6G 259-17 Zip-j4 2i9-79 23597 25S.05 262.26 26aJ6 295-10 287-62 264.83 279.04 7.64.73 293.G4 23G.43 287.16 238:54 23524 2750 15?9 28.71 J3.05 dry 285i 27,83 27-D4 18.4D 9.25 4.62 15.22 17-89 i7 p? 4,34 5-42 12,40 18-55 39-05 23.39 29.64 36-37 7.S-QD 21 A2 26.38 34.04 7.25� 3L25 44.9E 2L48 41.36 8I 13 do 291.42 312-53 240.07J224 <232.]3 ?8524 286.01 232.07 231.G7 260.43 278.04 23&85 222,0 ?29.96 243.St 295.46 273.00 259.95 2BS.66 254.08 259.55 263.90 296.35 267.61 285.68 2'. S-%6 268-44 293.I3 285.39 28s.96 287,67 28445 76 <2 20-12 22.25 d 24,30 27-IS nm 12.22 5.61 2.30 14.55 12.., 1G.68 3-97 2,42 8-27 1646 32.31292,40 22-03 2i-20 3542 16.53 19-11 2J 4d 25.a3 1.17 22-Ufl 4L23 15.65 39 h0 31-47 3 22.48 25653 315.99 -.2dl a 289,47 2RG,66 217.95 264.07 280.2b 239.22 227.99 110-31 244-20 297.96 NT 13 7.6104 260.44 262.02 2G4-85 300.h7 26952 28S.62 23747 274.52 3D2.39 239-07 294-79 289.43 292.11 279.24 285 16.52 I7-89 15,a1 19-4% 2D.04 2a.43 IS L9 21.41 198 14.31 s.37 1509 4,5i ?-U 6$fl 14.05 31.90 2M. 23.70 33,66 1242 Ii-21 20.88 20. i0 0.60 23.49 32.23298.07 12.38 3b.12 27 106 2 34.93 290.18 32335 240fi8 289.EJ 294.29 29?8D 234.F=.3 235.p3 _ r. 45.?� 280.65 234,76 2321% 2.31.91 243.66 293.75 273.6U 264.45 292.81 262.09 2G3,52 267.21 3(}-1.47 273.42 29l.I8 292-20 7i09 302.89 296.D6 2929i 229872.C935 253-33 16-19 I7,J9 3354 14-74 16A7 tZ51 2J-30 52,40' 6.OG 1.95 13.4t G.7S 1}-41 4-34 €.70 6-47 €L34 SU_37 IS-88 24-24 3D-94 30.45 1}.f9 19.26 20.30 D,72 3030 37g7 9-43 32.8b 263._.95E8 20.63 29052 32.17.a2 234-Ss 29030 2.5877 296.33 255,8! 197,17• 263.62 250.71 240.66 233.77 233.57 243.81 294.18 278.93 26fi-i6 294.J4 26154 264-96 2b9.33 306.90 E921 287.49 323,82 291.42 323.85 281.14 3I2.53 10.28 11.32 34.22 238.90 240-83 236,89 199S13 c282.33 320.-0! <232.33 �35.0313 34.64 29D40 291,04 230.17 t0,87 245.U0 29G.30 234.3% 12.d2 i8-66 Z7-SD 2D.(>>'_ 9.09 4.2-0 295.18 231.6E 29,45 2G{1-60 27842 296.3} 236.26 237,85 2G407 2PD-71 28469 22 9.71 197,t7• 248.27 2G9.92 1LG4 6.5$ do-6P` i5-36 1 - 12,66 2414i 24 E.$1 229.39 1442 f1.44 12-31 229-I1 234.68 233,77 241.34 122 bG 22996 11-1r 11.38 6-39 241.78 244.20 241.6E 2.54 i-7D 211 299.18 270.54Z.l 3.95 9-70 13,85 ?73.70 264,65 273.93 266.I6 27p.54 259.79 8.39 6.37 3D_56 244.I5 294.34 2B5, 8,68 17,7E 'Llt Is Ai 2I4.7I 2G7.91 272.25 264,71 2679 272.25 253A5 25 263.90 6.G6 S35 15.12 302.23 1734 27545 292.80 292.60 274.9' 304A5 13.60 19.51 275.p3 792.55 240 242.80 2Y761 234.84 7.96 25.12 287,")8 292-GO 2'IS_86 E3-74 7240 3D 1.96 3Eki-08 293,I3 109E 293-2J 3p1-D1 296.17 722p8847i ..(66302I 33.6E 8.06 30.41 2I16d61o..388 296.62 302.33 245.62 298A7 302.35 29II.62 01 3220887a3,-.0662 >280.93 235.l9 237.SI >IT.14 f720 l L I1 561 <2224H7L.T7.5251 <222877459..4f.7G563 >14G73.9i559 264. 2GJ.55 264,55 0.00 TMi.-I03t7 NOtCS. i. Data in Table 7.5 was used IR d-. Il p shallow Sra ,Jwattr eles afinn contours She- an HE,.., 7-3, 7-3A- A 7-36 2. " " indicale5 well was n 1 installed ar the rime oCaaeasurenacnt or data not rnllcctcd. 3. We, to Appcndil 7p tar a summery o(histnr+cal grwmdw4ter Imasuremeuts mi hydragraph5. 4. "DSW" -open bedrock well, "Rock" - screen isolates rock: "PWR:'RZ V - screen cv-5 PLP H'tnP-ef-rock interface. 5. 1 -MLV-E9-513. Y3M99 water lc.clntea.l¢ra-ment rnnsidcn:d Speer based on historic .alucs FtG17S.cls Page 2 1211 D198 TABLE 7.6 SITE POROSITY AND GROUNDWATER VELOCITY Geologic Unit Hydraulic Conductivity Hvorslev Hydraulic Conductivity Bouwer & Rice Horizontal Gradient Total Porosity Effective Porosity Estimated Velocity Hvorslev Estimated Velocity Bouwer & Rice (emvl ec) (cm/sec) (ft/R) (Soils Data) (cstimated) (fi/year) µ (ftlyear) Saprol€te (2} FrnniTable 7.?A Saprolite wells Wadesboro 1.58E-04 5.25E-0b 0.040 0.39 0.05 132 4 Diabase 4.31E-04 2.03E-05 0.09 223Argillite n/a 1.90E-04" 0.43 0.04 Ilia 251 MO40.48 avera Le 178 89 PN5'R (3) From Table 7.2A PWR wells Wadesboro 3.73E-05 4.97E-06 ilia 0.18 9 1 Diabase n/a 4.03E-06 n/a 0.04 o/a 5 Argillite 3.67E-06 0,051 n/a 0.07 27 3 average 18 3 f'pper Bedrock (�20') g3.53F-05 B Table 7.2A Wadesboro 5 1.52E»O6 0.028 nla 0.10 24 0A Diabase 2.16E-04 i 3.22E-05 0.039 n!a 0.05 169 26 Argillite 2.04E-04 n/a 0.050 lrla 0.03 377 n/a average 190 13 Loser Bedrock (>20') Table T213 Table 7,2A Wadesboro 1.521-04 n!a 0.028 n/a 0,10 44 n/a Diabase 5.8111 04 n/a 0,039 n/a 0.05 469 ilia Argillite 3.11E'-04 9,51E-04 0.050 ilia 0.03 575 1757 average 362 1757 hcics: I . Total Porosity far saproIite based on averages ofineasured values of undisturbed samples in Table 7.2. 2. Effective porosity (specific yield) for saprolitc estimated from avera," of Table 7.2. 3. Effective porosity for Diabase PWR based on Table 7.2 lab data for sample TAIL-IOSS-S13-2. Effective porosity for Argillite Formation (0.07) and Wadesboro Formation (0.18) based on published Specific Yield values for sandy clay and silts (Feller. )980, p, 68}. 4, Effective porosity in Argillite, upper and lower bedrock (0.028) estimated by averaging specific yield rangcs of 0,005 - 0.05 (0.5% to 5%) for shales (Driscoll, 1986, p 67). 5. Effective porosity in Diabase, upper and lower bedrock (0.05) estimated from average of fracnned crystalline rock range of 0.0 to 0.10 (0 % to I G%) (Freeze & Cherry, p. 37) 6. Effective porosity in Wadesboro, upper and lower bedrock (0.10) estimated from specific yield average of sandstone range of 0,05 to 0,15 {5 % to 15%) (Driscoll, p. 67) 7. Hydraulic conductivity from geometric means in Table 7.2A (Hvorslev and Bouwer & Rice methods) and from averages in "fable 7.2B. & Velocity eompuled front (hydraulic conductivity ` gradient) / effective porosity; (Darey's Law), 9. Horizontal gradients (dhldl) determined by suhtracting relative potentiometric high and low groundwater contour intervals of the May 1996 phrealic and shallow bedrock maps (Figures 7-2 and 7-3) and dividing by the distance between selected contour intervals. 10. ' - Based on vertical permeability of sail sample MW-16D as provided in table 7.2. P06fin.xis Page 1 12/10198 TABLE 7.7 SUMMARY OF VERTICAL HYDRAULIC GRADIENTS h1EASI!RED 1 NVELL CLUSTERS May 21, 1996 No,cmbcr 6, 1996 May 16, 1997 July 12 - 13. 1947 Oetohcr 21 - 22. 1997 WCLL ID Phase 1 and Buller Zone E.Ic,:tFion $aiurah"c1 Mid Point Elevation �� n151� Vertical Gradient (R) Elevation Saturated iMid Point Elevation tit tnsll Vertical Gradient �113 Frievation Saiuralcd _. Mid Point Elevation �f n�51) Vertical Gradient (fF) ElcvatiEna Saturated Mid Point Elevation (11 n1S1) Vertical Gra/dient �� Salureled N<Iid Point levalion (ft nil) Vertical Gradient 4ft1 Plveatic Surface (A n>51) Shallow Bedrock fit MO) Plueatic Surface (Ft n151) Shallow Bedrock \fl ms1) Phreatic Surface fIl rtLSi) Shallow Bedrock (fl nt51) Phreatic Surface (lt ln,0) Shallots' Bedrock (fl 111G11 PhreaticLowcr (Surface lft Iml)(tt nledr.ck Bedrock nt51) 239.01 200.26 -0.05 A9�4"-9-SB 237.56 - 228.73 - M W - FO-S - - _ 277.18 2 0 P4W^14-D _ _ - _ 277.54 - 51 91 251 - MW-13-DL3 - - - - - - - - ' 2.37.24 236.91 - 217.23 237.94 0.02 MW-15-OB - 292.31 - 294.71 0.04 290.19 283.65 0,05 - - - 290.44 - 283.77 0.02 288.72 - - 282.91 0.01 MW-15-SB - - 291-04 248.76 - - 281.60 248.76 - - - - - - 289.78 249,76 - 286.91 - 248.76 - \4N>-16-OB - 291.67 - 279.75 0.08 285.3t - 276.57 0 04 290.35 279.U9 6.00 - - - - 1.SG.05 - - 27b.94 -0.01 MIN-16-SB - - 289.63 254.71 - - 284.38 254.71 - - 290,26 2154.71 - - - - - 286.17 - 254.71 - MW-2t-OB h4W-21-SB - 260.77 - 260.08 255.26 2399I 0415 - 258,27 - - 257f17 254.77 239.91 0.08 260.87 - - 260,4P 25516 2:9.91 0.03 257.50 - - 256.72 2i3.88 239.91 0.06 - 254.74 - 254.78 - 252.50 2399i 0.00 MW-21D - - - - - - - - - - - 257.87 2S4.IR 0.34 - 257.61 - 254.18 0.39 Mu%-215 259.32 258.41 25926 256:38 - MW-24-0B 276.54 263.85 -0,07 275.69 263.85 0.03 MW-24-SB - - - - - 271.69 246,58 - - - - - -o-G. - 27i25 - 246.5R - NIW-26-OB A9\V-26-085243.07 24L75 - 234.44 240.89 0,05 - 244.13 - 241.54 234,44 240. 12 -0.46 243.31 - - 244.71 234.44 24I.71 0.19 243.18234.44243.65 - 242,47 240.59239OF6'I14'-27-OB 234.44 -0.95 - 230.07 - 221.73 0.00 223.35 - 219-37 0.00 - - - - - - -223.50 - - 218.45 0.- N4W-27-SB - - 230.00 201.48 - - 223.33 201.48 - - - - - - - - ^ - 223.56 - 201.49 MW-28-OR - 233.90 - 2i5.30 -0.02 231,09 - 215.30 0-02 233.89 - 2I5.3f1 -0.01 231.67 - 215.30 -0.07 228-62 - - - 215.30 4U.07 NiW-28-SB - - 234.3E 197,02 - - 230.G3 187.02 - - 234.04 187.02 - - 233.53 187.02 - ^ 230.64 - 187.02 MW-32^OB MW-32-5B k X 289.84 - - 291.R8 2'.6.04 241.77 -0.06 - 285.91 - 285.23 274.07 241.77 0.02 ^ 290.26 - 293-25 276.25 241,77 -0.09 287.70 - 299.72 M1.77 -0.06 2B7.R4 - 289.17 - 275.04 241.77 -O.f14 P1W-33-0B W-3-SBX X 275.90 - - 274,R5 270.12 248.88 0.05 - 27I.51 - - 271.i3 267.93 248-SR 0.02 ^275.59 276.52 - 270.43 248.88 0-04 - 273.86 - 272.55 0.06 - 27090 ^ - 270.54 - - 267.82 248.88 0.02 R77fin.xls Page 1 12/10/98 TABLE 7.7 SUMMARY OF VERTICAL (IYDRAULiC (:RADIFNTS MEASURED IN WELL CLUSTERS May 21, 1996 November 6, 1996 May 16, 1997 July 12 - 13, 1997 Oetobh r 21 - 22, 1997 WELL ID Phase 1 and Buffer Zone Elc"ntinn Saturated Mid Point Elevation Vertical Gradient flcvatinn Saturated Mid Point Elevation Vertical Gradient 1=lcyation Sattrzalcd Mid Poirt Elevation Vertical Gradient [.-Ic.atiat Saturated Mid Point Elevation Vertical Gradient l'Ination Saturated Mid Point Elevation Vertical Gradient Plueatic Surface Shallow Bedrock Phreatic Surface Shallow Bedrock Phreatic Surface Shalio,v Bedrock Phreatic Surface Shallow Bedrock ]'Irrcafic Surface Shallow Bedrock Lower Bedrock (ft oast) (ft msl) (fl msl) (ft) (ft trash (ft rush (R u151) in) (ft ms1) (ft nssl) (ft msi) (it) (ft nssl) (fa msl) (14 msl) (AT R n,si} (ft nts!) (ft msi) (f) ursl) (ft) P-2D X - 26L87 237.09 0,02 - 259.11 237.69 6,01 - 26133 237.09 0.02 - 260.17 237.09 002 - 258.05 - 237.09 0.02 P-2$ X 267 24 - 256.10 - 258.30 - 254.13 - 262.17 - 256.06 - 260.49 - 255.22 - 258.40 - 254.18 0.09 P-.D-R X - - _ . - - - - _ - - - - 258.20 - 25 L93 0.01 P-ID X - 264.79 223.87 0.01 261.29 223.87 000 - 26427 223.87 0.02 - 264.46 723-81 -0.01 - 262.26 - 223-97 -0.02 P-3S X 26i08 262.48 261.14 260-51 - 264.95 - 262,41 263.91 - 261.89 - 261.38 - - 260.63 - P-4D k - 269.02 242.31 -©.03 264.09 242.31 0.00 - 269.04 242,31 0.00 267.69 242.31 0.00 - 264.16 - 242.31 0.00 P-4SA X 269.32 263.75 264.12 - 261.65 268.05 - 263.61 - 267-70 - 263-44 - 264-.19 - - 261.68 P-5D X - 300.24 266.81 -0A1 293-62 266.81 0-02 - 299.50 260.81 0-03 - 297.04 266.81 0.01 - 295.10 266.81 Ica P-5S X 299.93 294.S4 - 294.14 - 291.94 3_39 295.07 - 297.21 - 293.49 c289.74 - dry - P-6D X - 272-92 228.40 -0.05 - 267.93 228.40 -0-06 - 272-75 229.40 -0.06 - 271.31 2284D -0.07 - 267.62 - 228.40 -0.09 P-6S X 271.23 - 262.23 265.93 - 26D.33 - 270.88 262?3 - 268.89 - 261.8! - 264J0 - 259.72 - P-61)-R X - - - - - - - - - - 266.22 - 251.16 -0.20 P-6S-R X - - - - - - - - - - - - - - 263-90 - - 262.75 - P-71) X 287.68 266.43 -0.09 - 284.94 266.43 -0.07 287.57 266.43 -0.08 286.53 266.43 -n.05 284.SA - 266.43 -0.05 P-7S X 286.38 - 280.fi2 - 294.00 - 279.43 ?86-38 280.62 - 285-89 - 280.37 - 284.15 - - 279.50 - P-8D - 28-3 36 261.63 0.01 - 279.52 261.63 0.04 284.30 261.63 -0.0(, - 282.51M270.710.00 279.04 261.63 -0,04 P-SS - 283.47 - 277-99 - 278.90 - 275.71 - 283.37 277.94 - 291-77 - .46 275.49 - P-121) x 288.71 270,71 -0,02 - 285.18 270.71 0.00 - 289.24 270.71 0.00 - 289.03- 297.16 - 270.71 0.01 P-12S X 298.44 - 283.44 285.16 281.90 - 289,19 -293.82 - 288.99 - -23 - - 282.84 - P-13D - - 290.61 276.35 0.03 - 287.31 276-35 0.04 - 291.17 276.35 0.02 - 290.98 27635 0.03 - 288.54 - 276.35 0.03 P-13S - 29099 297.30 - 287.87 - 285.74 291.41 287.51 - 291.28 - 297.45 - 288.83 - - 286.22 P-14D 289-75 279.49 0.01 - 295.03 279.49 Ala - 290,4I 279.49 0.00 - - - - 285.24 - 27949 n!a P-14S - 289.81 - 288.03 - <286.25 - dry - 2- 288.34 - - - - - <286.25 - - dry P-15D X - 277.06 265.04 0.17 276.75 265.04 0S7 - 279.49 265.04 -0.18 - 277-67 265.04 -0.25 - 275-06 265.04 -0.16 P-15S X 278.89 275.92 284.60 278.77 - 27T67 - 275.31 - 275.39 - 274.17 - 273.75 - 273.35 P-10N) Y, - - - - - - - - - - 298,41) 278.77 0-00 - 293-64 - 278.77 -0.01 P-Ju7s X - - - - - - - - - - - - 298.37 - 293-(,6 - 293-55 1. rua - not applicable since dry well. 2- Negative vertical gradient equals upward direclioa- F177fn.xls Page 2 12/10198 '1-ahle 7.8 Vertical Separation Determination Well ID 11197 Survey NORTHING 11197 Survey EASTING Tap of Ruck (vcrburden Thickness Proposed S09r2de Elevation (ftt - - - - - - Groundwater Elevations by Date Measured Depth F,levation 10192 419792 5/21/96 1116196 5/16197 7111197 10/23/97 1213197 1/20198 2125198 3131/98 6/25/98 Ins1 (ft n1Sl) ISiSIt (ft n151) (ft ti1s1 (ft in51) (ft nlsl) (ft msl) (CS Ills]) (ft nlsl) (ft lncl) (tt insl) (ft 11151) (ft Ind) =217 B-2** 458666,26 1650992,24 26.5Q 290.51 316.12 97,79 297.81 297.95 297.62 <290-51* 297.70 <290..51* <290.51* <290.51* 309.42 313.55 312.95 MW-15-OB 457.546-85 1651818.67 nls nla 11/a 91.65 291.97 292.31 290.19 - 290.44 288.72 289.16 289.78 290.53 291.50 29148 MW-15-SB 457544,61 t651830.64 nfs IVA Itla 280.17 199,47 290.97 291.04 288.6 - 289.78 28691 237.32 288.47 289.63 290.30 MAO MW-32-OB** 458354-37 1651355.14 n/s nla 306.37 - 285.29 286.12 28284 285.91 290.26 281.10 287.$4 290.14 241.76 292.91 293.65 294.90 MW-32-SB** 459860.64 1651351.33 40.00 258.27 306.37 283.46 287,63 2,18.15 291-88 295.23 293.25 289.72 289.17 295.46 297.96 298.75 299.19 299.18 MW-33-013** 0.59225.43 1651851.59 11/s n/a 290.88 278.66 274.69 272,77 275.90 271.51 276.52 273.96 270.90 272.68 276.36 278.22 279.01 276.57 MW-33-SB** 459216.83 1651835.28 NW 263.39 290.88 272,79 273.20 273.51 27495 271.13 27559 272.55 270,54 273.00 277.13 218,60 278.93 275.70 P-ID 459586.51 1651329.63 27.50 294.52 nla - - - 289.61 285.79 290.14 289A5 285.97 295.66 292.40 29231 294.34 794.15 P-IS(2) 459590.87 1651335.06 Ws n'a n1a - - - - - - <296.53* <296.53* 12Wi3* 296.78 <296.53* <296.53* P-2D** 459198-03 1652510.15 37.00 243.09 Z79.81 - - - 261.87 258.11 261.33 260.17 259.05 259.08 260.44 262,09 263.59 264.71 P-2S** 459193.33 1652511.52 n!s nla 279.81 - - - 262.24 258,30 262.17 260.49 258.40 259.37 260.76 262.44 263 72 264.73 P-2D-R** 459196.31 1652514.05 28.50 25143 279.81 - 258.20 259.21 260.59 262.27 264.22 265.15 P-3D 458811-37 1652607.39 55.00 231.87 11J3 - - - - 264,79 261.29 264.27 264.46 262.26 259.58 26102 263.52 264.98 267.91 P-3s 458811.65 1652601.56 n1s n'a n1a - - - - - - - - 265.08 261.14 264.95 263.91 261.38 262.00 263.20 265.03 266.74 268-29 P-4D 458441,95 1652594,03 49.00 24, .31 Wa - - - 269.02 264.09 268.04 267,69 264.16 263.90 264.85 267.21 269.33 272.25 P-4S 458440.00 5652592.30 iris nia n'a - <267.30• <267.30* <267-10* 268.23 269.08 272.29 P-45A 459449,89 1652590.33 n/s nla nla 26832 264.12 268A9 267.70 264.19 263.86 264.76 266.94 269.25 272.23 P-5D** 458324.10 16517b7.50 42.50 272.31 311.99 - - - 300.24 293.62 299.50 297.04 295.10 296.35 300.67 304.43 306.90 302.23 P-SS** 458327.19 1651771-59 als n/a 311.99 299.93 294.14 300.39 297.21 <289.74* 295.30 299.44 301.86 307.58 302.97 P-5D-R** 458327.01 1651764.53 37.40 277.48 311.99 - - - - - - - 294.76 296.09 300.15 306.40 306.30 302.49 P-6D 458935.S1 1652866.42 52.00 M 70 Wa 272.92 267.93 272.75 271.31 267.62 267.61 269.52 27342 275.45 275,03 P-6S 458939.77 1652862.27 II/s n/a n/a - - - 271.23 265.93 270.89 268.89 264.70 26497 267.57 272,88 274.58 272.48 11-6D-R 45893638 1652854.85 We -2113 66 111a - - - - - - - - 266.22 266.49 269.26 276.83 277.02 273.93 Pb5-R 45937,0 6288.8 Ills 2690 264.9 266,66 272.06 276.15 272.83 FiM118.xis Page 1 12/10/99 Table 7.8 Vertical Separation Delerntination �3'e[IlD 11/97 Survey NORTHING 11/97 Survey FASTING Top of OverburdenTbickrim Rock Proposed Subgrade F,levaEinn 2114192 - - - - - - - - - - - - Groundwater Elevations by Dale Measured Depth Elevaliciu 3f1192 3110192 419192 5121196 Ill6196 1/16197 7113l97 10/23/97 1213197 I/20198 2125198 3131198 6125/9H P-7@ 458743.30 1650782.12 39.00 270.43 n/a 287.68 284.94 287-57 286.53 1284.84 285,68 288 62 291.18 292.80 292.55 P-7S 458741.63 1650786.07 R/s n/a u/a - - - 286.38 284.00 286.33 295.89 284.15 284-71 286.65 289.10 29094 293.44 P-9D** 459264.72 1652189.93 10.50 262-52 283.25 - - - 269.32 266.07 269.93 267.18 264.73 263.44 274.52 275.09 27497 270.44 459270.86 165205,37 n/s nla 283-25 - - - 267.43 26591 269.67 266.46 <263.22* 272.27 272.90 272,91 269.23 268.59 P-l0U 458107.95 1651189.71 36.00 285,65 nla - - - 300.OS 293.24 300.05 298.14 293,64 2 302.38 302.89 304.08 30198 P-10S 458112.37 1651190,41 nA na n"a 300.26 293,25 300,16 298.33 90.92* 30157 302.49 304.69 302.26 P-12D 459,110.78 1651430.39 30.00 277.71 n/ 288.71 285J8 299.24 280.03 287J6 294.79 29806 301.01 302.38 P-12S 459312.81 1651434A5 ills /a 289,44 28516 289.19 288.99 294.65 298.01 300.84 30151 P-ISD 459678.61 165188119 19.00 27L64 n/a 277.06 276.15 279,49 277.67 27. , 279.24 282.95 284.61 281.72 P-15S 459682.65 1651877Al n/s nla n/a - - - 278.89 284.60 277.67 275-39 273.75 274.31 277.88 282.88 284.68 279.34 P-16i1** 458851,77 1651948.60 17.00 288.63 293.19 - - - 280.88 <279.63` <279 63* <Z79-63* <279.63* <279.63* 28527 233.33 287,62 <279.63* P-16S'* (= P-16S** (3) 458852.95 165194355 n/s nla 291.19 - - - - - <291,72* 93.33 (3 293.39 (3 293,36(1) 294. N (3) 293.33(3) P-101 ** 45871131 1650977.91 32.00 286.36 316.33 - - - - - - 294.24 299.74 291.88 295-15 304.66 31 L93 311.93 P-102D 44WSS 19 I651423.53 40,50 275,27 n/a - - - - - - 298,40 293.64 293.71 297.33 302.30 306.78 303-89 P402S 458084.51 [651419.10 uls n/a nfa - - - - - - 298.37 293.55 293.75 297.33 302.64 307-03 303.96 P-103 *" 45876033 1652465.15 42M 24i75 284.95 - - - - - - 264.94 <245.75* 262.96 263.39 265.58 26736 269.22 P-104 ** 45843U7 1651628.62 36,50 287.75 315,43 - - - - - - 297.09 295.65 296.73 303.72 30393 304.62 301A0 P-108 459006.98 1650764.16 15.00 298-22 n/a - - - - - - 301.10 <298.22* <298.22* <298.22* 300.62 <298.22* 304.89 P-I09 458307.70 1650978.07 39.00 273.OS n/a 287.77 282.24 283.73 28G.83 29LI5 Z96.84 297-77 PZ-102 ** 458493.29 1652274.26 28.00 259.91 284,93 265.67 Q59.91* 264.11 264.74 266.43 267.67 269,71 P-205 457754.51 1651853.53 22.10 230.77 n/a - 284.77 296.67 289.40 290.55 291,45 291.98 PZ-101 ** 458012.20 1fi52016.67 43.00 253.59 307.27 ilia nIa nla nfa nIa -n/a IV n/a o/a ilia n/a nla nla ula ttla n/a PZ-103 *" 459443.66 1653705.18 27.00 267.69 292.35 n/a n/a nla n/a ilia n/a Ilia Ilia n/a n1a n/a nla n/a P-201 ** 458397.27 1651353.02 18.00 308.46 3i9.87 rtla nIa nfa ilia nfa ilia n/a ilia ilia n/a n!a nla n/a F0178Ms Page 2 12/10/98 Table 7.8 vertical Separation uelerlttinatioll Welt ID Groundwater Levels Fstirnated Seasonal High GW Elevation (ESHGW) Meao+1,282SD Vertical Separation WESHGSi' E€ev Separation Oh Lung Ternr (;W levels Tali Of Rock Separation Highest GW Flev to 6199 Vertical SeparationFOf with Lang Term gasonal High G1V Elcvoa k Vertical Separation witliTOR Mcan N Sid Dev- Quantile (ft msi)ft) (fl msl) (ft) (fl msl) (ft) ) (ft) B-2*' 302.07 10 6.92 0.90 310.93 5.19 313.55 2.57 290.51 25.61 MW-15-013 290.75 12 1.13 0.90 292.20 Till 292.31 n/a n/a n/a MW-15-SB 23859 12 2.96 0.90 292-39 ilia 29i.04 Ilia Ilia n/a MW-32-OB** 289.70 12 5.19 0.90 293.79 12.58 294.90 11.47 Ilia Ilia MW-32-SB** 292.62 13 4.99 0.90 298.27(9) 8.10 299.19 7.19 25,U7 48.t0 MW-13-OB** 275.20 13 2.70 0.90 275-67 12.21 279.01 I1.87 ilia ufa MW-33-SB** 274.43 13 2.66 090 277,83 13.05 27493 11.95 263.38 27.50 NID 290.00 l0 3.39 0.90 294.35 n/a 794-34 n/a 294.52 n/a P-IS (2) (2) 1 (2) (2) (2) n/a 296.78 n/a n/a n/a 260-99 1 10 1 2.23 0.90 263.86 15.95 264.71 15.10 243.09 36.72 P-2S** 26L26 10 2.18 0.90 264.05 15.76 264.73 15.08 11!2 Ilia P-2D-R** 261.61 6 2.76 0.90 265-0 14.66 265.15 14.66 251A3 28.38 P-ID 263-51 10 2.33 0.90 266.49 Ilia 267.91 Ilia 231.87 n/a P-3S 264.17 10 2.32 0.90 267.15 n/a 268.29 n/a ilia ilia P-417) 267.05 10 2.78 0.90 27061 10a 272,25 11/3 248.31 11/3 P-4S 209.87 3 1 2,14 0-90 272.61 rt/a 272.29 n/a lI/a ttla P-4SA 266.94 t0 2-72 0.90 270-43 Ilia 272.23 nfa ❑!a nla P-5D** 299.6I t0 4,19 0,90 304.98 7,01 306.90 5.09 272.31 39.68 P-55** 299.87 9 4.10 0.90 305.12 6.87 307.58 4,41 nia Ilia P-5€]-R** 301-03- 6 4-96 090 307.40 4.59 306.40 5.59 277.48 34.51 ]'-66 271.36 10 3.02 €?.90 275.23 n?a 275 45 Ilia 233.70 Ilia P-65 269.41 IO 3.52 0.90 273-92 Ilia 274.58 Ilia Ilia n/a P-6D-R 271.63 6 4.95 0.90 277.98 n/a 27702 ilia E<22,.48.66 nlaP-bS-R 2G9.45 6 4.y2 090 275.76 Ilia 276.15 Ilia ra/a Ftbl78.xls Pane 3 12/10198 Table 7.8 Vertical Separa3inn Determination Well ID Groundwater Levels Estimated Seasonal High (;W Elevation (ES IG4V) �tean+1.282SD Vertical Separation rIESIICNV F.lev Separation with i,nng Tern G\1' Levcl% Top Or tdoek Sep:lrAon ighest w VIeV 6/98 P29180 Vertical Separation Willi Long Term Scasonal High CNN' Elev rop Of Roek Elevation Vertical Separation evith TOR Mcan N Sid Dev. Quantilr P-7D 288.24 10 3.00 0.90 292.OS ilia Pala 270.43 ilia P-7S 287.16 10 3A 090 291.12 nla 93.44 n/a n/a ilia P-9D** 270.07 10 3.73 (00 273,02 (9) 10-23 275.09 8.16 26252 20.73 P-9S** 269.36 9 2.71 0.90 272.84 10.41 272.90 10.35 n/a n/a P-10D 298.96 10 4.22 090 304.38 n/a 304.08 117a 23565 ilia P-10S 299.56 9 4.05 090 3(A.75 n/a 304.69 ilia n/a ilia P-12D 292.45 10 6.13 0-90 30031 nla 302,38 n/a 277.71 nla P-12S 29240 l0 6.13 0.90 300.26 11/2 302.51 n!a ilia n/a P-15D 279.03 i0 3-19 0-90 283,12 n/a 284.61 n/a 27164 n/a P115S 278,84 10 4.01 0.90 283.98 nla 294.68 nla n/a n!a P-16D*I 2R4.28 4 2.86 0.90 287.95 5.24 297.62 5.57 288.61 4.50 P-I6S'* (3) (3) {3) [3) (3) (3) (3) (3) (3) a tlfa 1,1101 ** 30136 7 8.33 0.90 312.04 4.29 311.93 4.40 286.36 29.97 11402D 299.44 7 5.06 0.90 305.93 n/a 306.78 ilia 275.27 n/a PA02S 299.52 7 5,18 0.90 306.16 Wit307.03 n/a ilia ilia P-103 ** 265.64 6 7-31 0.90 268.60 16.35 269.22 15.73 245.75 39.20 P-104 * 300.44 7 3.97 0.90 305A0 10.03 304.62 10.91 257.75 27.69 P-109 302.20 3 2.34 0.90 305.20 n/a 304.89 nla 298.22 n/a P-109 289.48 7 6,07 0.90 297.26 n/a 297.77 n/a 273.08 11/3 PZ-102 ** 266.39 6 2.05 0-90 269.02 15.91 269.71 15.22 259.91 25.02 11-205 288.97 6 2.86 090 292-64 n/a 291.98 n!a 280.77 nla PZ-301 ** n/a 11/a ilia n/a n/a n/a n/a ilia 25359 53.63 PZ-103 ** ilia n/a nla ilia n/a n/a n/a ilia 267.69 24.66 P-201 ** nla ilia ilia n/a n1a n/a t11a ❑/a L 308.46 1 1 L41 Nutm 1. n/a - not applicable, n/m- noI measured_ 2. lusufbcient data to conduct statistical evaluation. 3. "Fhe well acts as a sump fur snrfacc water and does not intersect groundwater. 4. Figures 7-3A & 7-88 were created from Table 7.5. 5- ** - Phase 1 Footprint Area. 6. * - Well dry, dalum not used in statistical evaluation 7,TOR - Top Of Rock, GSHG W - Fstimated Seasonal High Grotmdwater. 3. Bold inllnleral5 indicate highest recordcd groundwater elevation evrnt. 2 For ,\IW-32-SB and P-9D, FSl3 OW clecation above ground surface. 10. PZ-101, PZ-103 and P-201 are borings completed to top ofrock. Ftbl78.xls Page 4 12/10/98 =A APPENDIX 7A OCTOBER 1997 WATER RECOVERY TESTS Results'of Well Recovery following Pumping for Select Wells Well I.D. Initial Water Level (feet from TOC) Water Level After Pumping (feet from TOC) Drawdown (feet) 24-Flour Water Level (feet from TOC) Recovery MW-16-OB 29.17 30.20 1.03 29.22 99.8 MW-21-SB 14.90 20.30 5.40 15.41 96.7 P-2D 24.42 39.90 15.48 24.45 99.9 P-2S 24.13 29.22 5.09 24.13 100.0 ' P 3D :F- 26.96 39.01 12.05 38.11 P-3S 26.06 29.65 3.59 26.75 97.4 P-6D 21.01 24.30 3.29 21.04 99.9 P-6S 23.35 31.32 7.97 24.11 96.8 P-102D 25.63 41.15 15.52 24.33 105.3 P-102S 24.27 28.51 4.24 25.76 94.2 P-109 31.77 35.51 3.74 34.25 92.8 APPENDIX 7B BORING- LOGS DEPTH DESCRIPTION I^ 1. ' '• Hard S:i971ELy Residu�n: orange Brcx�n t=ff o Silty co Clavev SILT 7'7 when Sarapied Becomes Partially wea�`Iered Rack Brown Birk Red Silty CLAY CL/ cii 3 5 pied 8eCCTN--3 Parczaily weathered Rack when S Red Brawn Tars. Cce=n Cray ilavey Siicy fine co :�.5 ;a.5 sx�n -,user refuGa Bc;: m*m ; ceunat:eG ac Jr; u` Lens� �nacion of �ari Z" 7.0 Snndpipe insralled co a depth zit ib.5' Dry on 10/3/91 c.levation - G.S. 323.69 ft Water Level - Dry ( / ) 4 ELEV. 0PENETRATION— BLOWS PER FT. 0 10 20 30 40 60 80 100 Preii. ,:—ary Site tvaluac:.on Site 1 12 EORING AND SAMPLING MEETS ASTM D-1585 r�.rSCn LpLS}LY, \� CORE GRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUYBER OF BLG',VS OF 140 L3 HAMMER FLU-ING 'O IN. RECUIRED TO DRNE 1.4 IN. 1.0, SAMPLER I FT. LYy61STlJFtBED SAk*� WATER TAELF-24 HR. I WATER TABU-1 HR. %ROCK CORE RECCVEFCY r urn c 50/.5 50/.L s ET TEST -BORING RECORD BOR W G N5�---- DATE DRILLED -- JOB N0. .ti aftd cwt5chnicn1 S2fvicm Im DEPTH DESCRIPTION FE t01'SOIL Residum: Eraw� Tan r:rfl 5iiry CLAY CH J Green Gray fiery Stiff Silty CL"y, ``�Ln rock ; raaments ie Hard 5z1ty CLAY Green Gray PLrp :3.5 GL Part ally veacnered Rcck CL 3'0 L:'hen SasrQ Led BecaTes Geachered Rock PatLBUfV Vern SLign tlY G1aYey tine Sandy Tan 3uf� SILT 6.5 Auger Refusal Boring rerr�unated at 26.5` upon Dry at termination of boring 2" p�� Stand'), LnsraLLed to a depth of '0.5' Elevation - G.S. 317.01 ft Water Level - Dry (10197) ELEV. 4pPENETHA I iUN-0-UT.0 � % 0 10 20 30 40 60 80 100 Tm�! 8 2B 417 50/.5 SET 50/.5 SET 50/.2 S UT 50/0 SET ?reliminary Site Evaluation TEST BORING RECORD Site d 12 GORING AND SAMPLING MEETS A5 T IA D-l586 �r�on County, -C BORING I10.---?----- COftE DRILLING MEETS ASTM D-ZI13 LO-3--91 F£NETr�ATlON 15 THE NLa+EsER CF �Q''S OF 140 LE_ HAMMER t DATE DRILLED---Ln��Z FALLING 3C 1N. REQUIRED TO ORrVE 1.4 IN. I.D. SaMPLER I FT. JOB NO. WATER TAi�--24HR, 1�de tngh0t= EVir0nffx10E ow UNDISTURBED 4A —_- WATER TABLE -I HR. 3and1fitG31 $EfY1CgL ITiG- j5Cj% ROCK CORE RECTIEIRY � _ „n1 r r tiV G Q) DEPTH DESCRIPTION F T. r� :an Broan'v'ery �tilf Ciiy 'L�.Y, Res idu[uii: ht trace of rocs (rants CL J SaUroiite: Tan Rea Brawn whine aer}' ff to Hard KightlY Silty CLAY �otz: art depth CaiOr cizan e in samlPl.e Inge orange red less whJT e . 0 :;t:�ff Ciuti•ev �ii;., ;�zth ;1g,anese stain _'3.0 Crav Can buff Hard Y k aYeY BiLT ............................................................. . U.� 4;oring terminated ac 30.0' 1, aaoroi�te Dry at tzrmination of bc)rirrg 2" P"."C Standpipe installed to a depth of -�•0� Dry un 10l3/91 Elevation - G.S. 330.51 ft Water Level - 28.35 ft (10/97) ELEV. *PENETRATION—BLCWS PER FT 0 10 20 30 40 60 BO f00 Pren,Li nary Sire Evaluation Sited lz CORING ANO SAMPUNG MEETS ASTM 0-1586 nson lcun[y, `C CORE GRILLING MEETS ASTM 0-2113 PENETRATION IS THE NL)HeER OF Bt-CwS OF 140 LB. HAMMER FALLING 1-O IN. FECUiREO TO DRNE 1.4 IN. I.D. SAMFLER I FT. U►1015TUR8ED S 1 °� WATER TAR F-24HR. FCGWATER TA2LE-IHR. o }C CORE: E R ECUI E RY — ` r c r n, l 20 14 18 TEST BORING RECORD BORING NO.---� --- f DATE DRILLED 10-. 2 91 -- JOB NO. Wegtrqho= Environ i and Gaoodinicfl Ser'ric; Inc - FA DESCRIPTION ELEV. *PENETRATION—iiU_M5 1,r_m r i. DEPTH 0 10 20 30 40 60 80 100 F T. 71 Vern cif E Ciayev i u�sn: gang, f3rcwn •-IT 5aprolite: Ta'► �ra_n wY�ite Grav Very Hard ClayeY 5111, with iron stairs 3.0 Purple Green Brown hard Lo Very isard 5ilcy I CLAY witFs manganese nodules and staining CL dote: jade a 6 at 18.5` had increased clay 0 CcntenC Partially weathered Rnck i3.0 Partially weathered Rock When _Sztx�ied Becanes Tan Bran _Silty Cl-AY, with trace of rck Eras eats ar,d scr-,e ircn staining tiace: Sampie at 38.5' was wet Elevation - G.S. 329.07�7}t Water Level - Dry Ecring Ce^mated at �o' i n Partially 'reached' hock L0.0, 21, FVC 5 C a ,dpipe insralled co a depth oC ',racer level at 30.5' cri 10-3-91 I}.0 etirary _Site Evaluation ?ORING ; NO 12 SAMPLING MEET S ASTM D-1586 Site f rscn Gat:nty CORE DRILLING miEETS ASTM Q 21I3 P�INETRATION 1S THE NVM6E•R OF FLOWS OF 140 L5. HA1 ME.R FALLING 301N. FECUIRED TO ORNE !.4 !N, I.O. E= PLER I FT. SAA�'LE WATER TA��-24HR. I.R�QiSTUREEQ WATER TABLE HR. ROCK CORE REC4dERY _ _nLE CavE 5 F 50/.5 SET ICI. Ili ' -<,._ 50/•3 SEr TEST BORING RECORD BORING NO. _ IO-1-9i DATE DRILLED a� 072 JOB NO. wastInghm= Environmental l acid nipl SUVICI a- Inc. 5 DEPT.H _ DESCRIPTION FT Zan 3ra�.n Sciff Sli.ghrly Fine Sandy Fesi,duumResiduum: i CLSY CL ,.5 scirc Sligncly shire Gray lan Very CLV 3.0 Ff Silry CLAY Cray Green RurPle very Sri CL .3.5 when Sarr-7led Beccmes Partially Ueatineri Roc. Red i3r�wr� Si? c CLA.Y VoL2: .ton srairt-ng in 5aT:131e aL Elevation - G.S. 269.23 ft Water Level - 32.82 ft (10/97) 3.0 then Sar�ied i;ecccres Rarrially 4�earnered Rock Red Bran Clayey SILT, with rcc- f:a rents �r;.ng rer:unate� ar ».� in Far iaily u�eachere,j Rcck 2" F°:C ScandPlPe installed co a deoch of 33.0' Facer level ac 22.5' on 10-3-91 ELEV. 0PENETRATION- 6LCWS Ftl� r i 0 10 20 30 40 60 as €00 'rei L1,7d-'3C'a Site Evalu'r-lon Sice 1 12 60RiNG ANO SAMPLING MEETS ,ASTM 0-1586 3rjscn Ccunry, CORE GRILLING MEETS ASTM 0-2113 PE";ETRATiCN IS THE NV' E� ER OF BLOWS OF I40 LB. HAMMER FALLING 30 tN. F.ECUIftEO TO ORNE 1,4 IN. 1,0. SAMPLER S FT. UNCtSTUReEO SASE = waTER TAKE-Z4HR, WATER TABLE-1HR. j;d% ROCK CCRE P.EONEV n�c C vVE 17 50/. 1.I'! i /.2 TEST BORING RECORD 80RING NO. -- DATE DRILLED g�—-- C'e,4--C-072 JOB NO. ------------ Wes;ir�l�a Enuir�rrperr�l and finical Servicm lnc. DESCRIPTION ELEV. 0PENETRATION- BLOWS PER FT DEPTH F T. ;.o w 13.0 27 '3 0 10 • 20 30 40 60 80 100 pre i;�;�xy Sire Evahorion ORING .:.ND ': MPLING YE=TS ASTM 0-1566 Sire J L2 COPE CRILLING MEETS ISTM D-203 ?rsan co ncY. `tic PE ETRATION IS ThE NomBF.R OF SLC` i-S Or !40 LB. H,A"ER M'UUNG Z0IN. RECUIRED TO CRNE 1.4 1N. I.D. SAMPLER I FT llNGl5TUR0EG �AI.+�E WATER TABLE-24HR. POCK CORE RECOVERY WATER ^TABLE-IHR. 50/.2 SrT TEST BORING RECORD B-7 60RIN G NO. -.---- --- - DATE DRILLED 9--- ���7z J 0 B NO. --------` WesbNhuL= Environmff f21 and Goat ct nitai Servicm Ire DEPTH FT DESCRIPTION ELEV. ® PENETRATION— BLCWS PER FT. n 10 20 30 40 60 SO 100 r- 5 7 ' iZ25Id'.1LGit: ;un Brour� i=]_.T-ril 70 Very ]Ciff wiiCY ' Y w �5 C� CL 25 F_ Brun Derr SCiff Silty (-LAY, f r3��n:5 (Subangular gt:artz) rLir*t 21 flan 3ro,n Very SCiff Clayey SILT, s.zCh Crace 18 mangenese staining Note: Trace of mica at 13.5' to 15.0' 26 ! s I 11R iSC n C'iiLK UMV Very JCift alit Lid' �eCV ine Sandy Slightly CLavev SILT, wick sianganese staining 18 i1L 4 SaprolirE: t;I ice Pink Brav'n Very Stiff to 2b Hard Slightly Clavey Fine Co Coarse Sandy SILT with manganese stainistg Elevation - G.S. 269.17 ft Water Level Dry' (10/97 )- 6 A ?,acing term3-nate1 at 35.0' :: saeroi?te =4'C Star�nipe installed to a depCh at 35.0' t�aCer lave' a: 27.0' on 10--3-31 ?re1 urinary, Site Evaluation Site P 12 EORING AND SAmpLL G MEETS ASTM 1H58G arcs t;cunC 2 tiC CCFE CR1LUNG MEETS AS7M D-2113 :�NETRA70N iS Th:E NL)yDFR OF ELONS OF I4-4 LE, NAmMER FLUNG w-O ;'I. REQUIRED TO GRNE 1.4 },*4. I.D. 5, 1MPLER I FT. l74CISTUREED SAVPS—E I5�o� — WATER TABLE-lHR. o F.�CK CORE RECOVERY TEST BORING RECORD BORING NO. B a ------ 10-Z-91 D QTE DRILLED.._..------- Cr •r-4---0 7 2 J 0 B NO. ----- West ngho= Envimmerrt3l and GNt-c�nical Servicm Im GZA GeoEnvironmental, Inc. Log of Well MW--08—SB Sheet 1 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street oun Anson County, North Carolina y� Job Number:70141.30 Newton Upper Falls, MA Elevation: G.S. 304.99 ft. Phone (617) 969-0050 Fax (617) 965-7759 Driller: B.Barnes/J. Wagner -- ASE Drilling Services Drilling Date Time Drill Meth d: Air Hammer ? Started 2/27/92 NA Sample Method: idA Finished 2/28/92 NA Borehole Diameter. 10/6 in. Water Level: 23,85 ft. (10/97) Logged By: Banner/Pcnti, Jr. Checked By: J.L. Daw O C C Ol v� * 3 n Materlais Description Well Completion "aaF E a _ m ar a� L a cn c s o ~ u �— Protective m Steel dsEng RESIDUAL SOIL. €0-3') Cement a-o.s' 2 --- Volckay/ Cement Grout 0,5-40' 3 SILTY CLAY (3-101 4 6" PVC Casing tnslde 1a 51 Borehole 0-42' 6 r 7 8 9 0 PALE YELLOW SILTY AND CLAYEY SILT (10-22') 11 12 13 GZA GeoEnvircnmental, Inc. Log of Well MW-08—SB Sheet 2 of Q Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Phone (617) 909-0050 Fax (e171 965-7769 Elevation; G.S. 304.99 ft. o c � �o � 0 * Materials Oescrlption Well Completion N r L E 3 ayi �o ro Cn Q7 0 4- m 15 1fi 17 18 19 20 21 2 2 REDDISH BROWN CLAYEY SILT (22-28') 23 t 24 25 2fi 27 28 REDDISH BROWN CLAYEY SILT (28-30') 29 GZA GeoEnvironmental, Inc. Log of Well MW-08—SB Sheet 3 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 965-7769 Elevation: G.S. 304.99 ft. O C � *. ra or o Materials Description Well Completion ai o .. n°1 �� a� c E � m w . �" CL m U) C Q1 s 0 co d m GRAY SILTY SAND (30--40') 31 32 33 - 34 35 36 - 37 38 39 .......... . 4 Sealonife - PALE RED ARGILLAEEDUS SANDSTONE (40-50') 40-42' 4 Hard, slightly weathered, pale red Argiliaceous SANCSTONE. 4 2 6" open - Bearocx Well 42-60' 43 - 44 - 45 - GZA GeoEnvironmental, Inc. Log of Well MW-08—SB Sheet 4 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Humber: 70143.30 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) G65-7769 Elevation: G.S. 304.99 ft. o � c * © c o Materials Cescription well Completion p) n�' a1 r r H r EL �9 47 _ 48 _ 49 50 DARK GRAY HUDSTONE/SrLTSTONE (so-53') Hard, fresh, dart' gray, - MUDSTONE/SILTSTONE. 51 IL 52 53 PALE RED ARGILLACEOUS SANDSTONE (53-60') 54 55 iMonitoring Weil installed with 2'x2'x4" concrete pad at existing ground surface supporting. f/- 3 foot protective steel casing with locking cover. Borehole advanced using air hammer 56 method with a i0" drl bit io 42 feet, and a 6" - drill bit to 60 feet. Soil and rock stratum are estimated on the coior and general composition of cuttings observed from air 57 hammer method. - 58 µ 59 - 60 Bottom of Borehole at 60 feet. 61 GZA GecEnvironmental, Inc. Log of Well MW-9-13B Sheet I of 5 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job plumber: 7 0141.3 0 Newton Upper Falls, MA Phone (617) 988-0050 Fax (6171 965-7789 Elevation: G.S. 258.01 ft. Driller: Scribellito - A&E Drilling Services Drilling Date Time Drill Method: Hollow Stem Auger; Core/Air hammer Started 1/29/92 NA Sample Method: Split Spoon: HO Core Finished 1/29/92 NA Borehole Diameter: 10/6 in. Water Level: 19.00 fta (10/97) Logged By: P. Banner Checked By: S.L. 0aw o Z c z c m lr= o -2 Materials Description Well Completion as ❑ av Protective a o = n Stee€ Casing cn c v x -o r- 0 Cl- m rrr Lean Clay (CL) - mostly fine, few medium to vo€c€ay/Cem fine sand, trace weathered bedded argiltite Grout rrr gravel, burnt orange, moist, medium to high "r plasticity. rrr S-1 24/24 rrr rrr 2 rrr rrr rrr rrr 3 rrr s PVC ARGILLITE (2.8-63.5) Casing 10# 4 4 Hard, fresh, light greenish -gray, bedded 10* ARGILLITE - highly fractured with numerous C--1 39.5/39 1ON ROD-46 shallow and steeply dipping weathered joints 10* (strong iron oxide stained). 5 6 Few calcic filled joints and disseminated Pyrite, with few pyritized annealed joints and fractures. 10* T* C-2 60/50 7 RGO-80 Tx 9 7* 10 11 Hard, fresh, greenish -gray. bedded ARGILLITE with disseminated pyrite and few iron oxide stained joints; mafic beds reflect minor faults 12 throughout rock core. T* 8* C-3 60/60 8X ROD-9t a 13 GZA GeoEnvironmental, Inc. Log of Well MW-9-08 Sheet 3 of 5 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Elevation: G.S. 258.01 ft. Phone (6171969—CO50 Fax (6i7) 965-7769 Z m L Materials Description Well Completion ^] L Q E �r m � ..... 4 m H U p C m BEDOEO ARGILLI;E I OKI� 31 7# C-8 60/60 B Roo-9i 32 6-K 7 33 _ 34 - 35 - 6)( 36- s* C-9 60/60 9# ROD-75 _ 9 - 9* 37 - 38 39 39-43': Calcicfiled, deep vertical vugs, minor ' fault, breccia, +/- 1" offset; caicic annealed, steeply dipping, fractures and joints; some weak iron oxidation. _ 40 - - 9 41 - 5* - C-10 60/60 5* ROD-93 5 5# 4 2 .: - 43 44 5A 6) C-11 60/58 6A RDD-68 46 8 6* GZA GeoEnvironmental, Inc. Log of Well MW-9—❑B Sheet 5 of 5 Engineers/scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (Bi7) 989-0050 Fax MIT) 965-7768 Elevation: G.S. 258.01 ft. c � 0 Zi o Materials Description Well Completion a 0 av m m z Q ECQR N n ill c S a: o � C7 0. m 7 i}. C-14 54/54 8X ROO-68 6 3 9� Bottom of Boring at 63.5 feet. 6 4 Remarks: 1Monitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting +/-3 foot protective steel casing with locking 6 cover. 28orehole advanced using hollow stem auger; rock core obtained using HO size core barrel; monitoring well completed by air hammer 6 6 method using a 10-inch drill bit to 52 feet, and 6-inch drill bit to 63.5 feet. 30riiling water loss at +/-4.63; observed drilling water flowing around casing onto 67 ground surface; 1.5' of hole plug added around 4-1/4" I.O, flush casing to prevent water loss. 68 69 70 71 72 73 74 75 76 77 GZA GeoEnvironmental, Inc. Log of Well MW--10-06 Sheet 1 of 3 Engineer s/Scient'ists Carolina Piedmont Disposal Facility --- 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (617) 969-005C Fax (817) 965-7769 Elevation: G.S. 287.88 ft. Driller: S. Barnes/J,�:'Wa_pef-,-- ASE Drilling Drilling Date Time Drill Method:' Air Hamme ,-'' Started 2/12/92 NA Sample Method: NA Finished 2/12/92 NA Borehole Diameter: 8 in. rater Level: 10.13 ft. (10/97) Logged By: M.A. Ponti, Jr. Checked By: J.L. Daw C3 C V m 9 O 1 Materials Description Weil Completion aD 0] o a°J 41 L E a- m ,°'A,. 41 0C 0a1 0 r Ln {— Locking c- m PVC Cap -F Concrete i0-0.5'i SEE GZ� BORING LOG Mw-10-OBS AND voiclay/ MW-10,O FOP, SAMPLE CLASSIFICATION AND Cement STRAT� DESCRIPTION. Grant 2 n 2.. PVC O Riser f i0-6' 3 UEntonite Seal 4 5 Filt2r Sand (5-4t'j 2" PVC _Wellscreen. � 16w41') 8 9 10 e a�. Borehole 11 E0-ds'f 12 i 13 q GZA GeoEnvironmental, Inc. Log of Well MIW--10--08 Sheet 2 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Phone (6171 969--0050 Fax 1617) 965—T769 r1eY8tIDft: G.S. 287.88 1t. c 1 C M O Z L: J Materials Description Well Completion QJ U 41 a a C) 05 L` t (a U) (D o LO a. m 15 16 1i 18 �1 51�61y 19 � tr S 20 21 22 ........ 23 24 25 26 27 28 29 GZA GeoEnvironmental, Inc. Log of Well MW-10-08 Sheet 3 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job plumber: 70141.30 Newton Upper Falls, MA ( 171 965-7769 Elevation: G.S. 2$7.88 ft. phone (6171969-0050 Fax 6 C .. z Tal Tajo * m L Materials ❑escriptlon o , O a m n 'a n co LO v o a- In /$ ds.. 32 33 34 35 36 37 38 . 39 .... 40 4 Bottom of Borehole at 41 feet. 4 2 Remarks: 1Monitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 3 fo�t protective steel casing with locking cover. Monitoring well installation 4 3 completed by air hammer mehtod using a 8" drill bit to 41 feet. 44 45 Weil Completion GZA GecEnvironmental, Inc. Log of Well MW--10—OBS Sheet i of 2 Engineers/Scientists Carolina Piedmont disposal Facility 320 Needham Street Anson County, Korth Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (5171 959-0050 Fax (517) 965-7769 Elevation: G.S. 288.20 ft. Driller: J. Scribeliito - A&E Drilling Services Drilling Date Time Drill Method: Hollow Stem Auger Started 2/12/02 NA Sample Method: Split Spoon Finished 2/12/92 NA Borehole Diameter: B-1/4 in. Water Level: 11.14 ft. (10/97) Logged By: P. Banner Checked By: J.L. Daw n Materials Description Well Completion Vj 0.} ... a°� Ul L E d •.�. n CL 2 M co o Lo 4— Locking o- m PVC w8P .'.•. 0-0.3 Concrete rrr rrr 1 rrr rrr SAPRO!_ITE (0.3-18.5') Bentonite rrr Seal rrr rrr ♦rr 2 rrr 2" PVC rrr rrr Riser rrr rrr 10-2.5") -T- rrr rrr rrr 4" Lean Clay with Sand (CL) - mostly fines, miter rrr fine to medium sand, trace quartz gravel, light sand gray, moist, stiff, low density. (€.5-23'] rrr S-1 24/24 rrr B-10 rrr rrr rrr rr♦ rrr rrr rrr rr rrr 2" PVC ♦Ir r r Wellscreen c rrr I2,5-22,5'1 V r rr r t r g Lean Clay (CL) - mostly tines, little fine to medium sand, trace quartz gravel, light gray, moist, stiff, low plasticity. S-2 24/20 10 11 12 13 Silt (ML) - mostly fines, little fine to medium sand, dark grayish-- brown, dry, hard, low S-3 24/22 IB-21 plasticity. 28-38 GZA GeoEnvironmental, Inc. Log of Well MW--10—SB Sheet 2 of 5 Engineers/scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job dumber: 70t41.30 Newton Upper Fails, MA Phone (617) 069--0050 Fax (617) 065-77601�YtiOPi: G.S. 288.09 ft. c c Z v * r J Materials Qescriptlon Well Completion a� C' a a m r CL y L 0_ m 15 H 17 H 18 �� SANDSTONE (16.5-441 20 21 22 25 26 27 28 29 GZA GeoEnvironmental, Inc. Log of Well MW-10—SB Sheet 3 of 5 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Plumber: 70141.30 Newton Upper Falls, MA Phone (617) 969--0050 Fax t617) 955-7769 Elevatlon: G.S. 268.09 f t. C � � O � z L^ Materials Cescr€ptlon Well Completion 41 m LO � c s aY o d m 5-1 6/6 95/6 Highly Weathered Argillaceous Sandstone (WH), Clayey Sand (SC) - mostly fine to medium 31 graded sand, little clayey fines, dry, reddish brown (5YR, 5/3), low plasticity (WH). 32 33 _ 34 Highly Weathered Argillaceous Sandstone (WH), — S--2 5/5 127/5 Clayey Sand (5C) - mostly fine to medium graded sand, little clayey fines, dry, gray - (5YR, 5/3), low plasticity (WH). _ 35 - _ 36 - _ 37 - _ 38 - _ 39 Highly Weathered Argillaceous Sandstone (WH), 5-3 1.5/1 1f21f.5 Silty Sand _(5M)-mashy fine .to..medium _sand, .. ... ............ .. little silt to clay fines, dry, gray (5Y, 6/1 to 5/1), non -plastic (WH). - 42 43 4 4 Seal SANDSTONE (44-53.9') Hard, slightly weathered, grayish green j44-46') SANDSTONE with close, slightly weathered 4 5 ioints; beds dipping 3C-40 degrees (WS). CI-1 I 42/31 74% RGD-54 Sheet 4 of 5 GZA GecEnvironmental, Inc. Log of W=Dlsposa[Facility Engineers/Scientists Carolina Piedm320 Needham Street Anson CountJob Number: 70141.30 Newton Upper Falls, MAPhone (617) 969-0050 Fax (617) 965-7769Elevation: G.S. 288.09 ft. C � p r c o Materials Oescrfptlon Well Completion u o U7 .r ZU E N f+ C CL In 6" Open G c d r o c c-1 7aa1 ROD-54 4 7 well 46-74) Hard, fresh, grayish black CLAYSTONE, few moderately close, slightly weathered, joints (F). I IT48 49 50 C-2 60/56 93% ROD-80 51 52 - 58 Hard, fresh, grayish green SANDSTONE with moderately close, slightly weathered joints with parting along horizontal bedding planes. 555: 3-inch thick clay layer. Relatively horizontal 54 bedding and joints, joints are closely spaced _ to moderately closely spaced. Hard, fresh, paie red CONGLOMERATE, subrounded gravel; 59.1-60.5': Hard, fresh, 55 il grayish black MUDSTONE (F). I � GRAYISH GREEN UAYST©NE (53.9-57.1`) C-3 697%8 ROD-86 - 56 - 57 GRAYISH GREEN SANDSTONE (57.1-59.1') - 58 - 59 o CONGLOMERATE (59.1-60.5'1 60-66': Few Q close to moderately close,silghtly weathered O tparallel horizontal bedding planes; 4 C-4 60/60 ROD-86 6 0 few sli sdes. 100% 0 00 GRAYISH GREEN SANDSTONE (60.5-661 61 GZA GecEnvironmental, Inc. Engineers/Scientists 320 Needham Street Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 955-7769 c � z t: E y o a d C-4 60/60 ROD-86 100% 60/56 C-5 93% C-6 156/64 114 % Log of Well MW-10—SB Carolina Piedmont Disposal Facility Anson County, North Carolina 0 Haterials Description a 2 cc 63 64 65 RQD--68 GRAYISH GI O.0 •,a 67 -o D. 0 0 .0 0 Sheet 5 of 5 Job Number: 70W.30 Elevation: G.S. 288,09 ft. (66-72.7') 68 o Hard, fresh, grayish -green CONGLOMERATE 0 few slightly weathered horizontai and shallow dipping joints; subrounded arg'silite gravel (F) O.0 69 00 •. a. o 70 .o.o ROD-8$ � ••o . 0. 0 714.6 0 0 a. 0 72 00 0.0 73 74— Bottom of Borehole at 74 feet. Remarks: 1No samples taken between existing 7 5 round and +/- 30 feet below existing grade. See GZA Boring Log MW-10-OBS for soil classifications and stratum descriptions for 7 6 materials betwp�en existing ground surface and +/- 23 feet. Monitoring Weil installed with 2'x2'x4" concrete pad at existing ground surface supporting +/-- 3 foot protective steel casing with locking cover. 46orehole 7 7 advanced using augers and single HO core barrel; open bedrock well installation completed by air hammer using 10-inch D.D. drill bit to +/- 46 feet, and 6-inch drill bit to +/- 74 feet. Well completion TRC Environmental Corporation *Customer -Focused Solutionsx 6340 Quadrangle Drive, Suite 200 Chapel Hill, NC 27514 Phone (gig) 419-7500 Fax (Big) 4io-7501 Driller: Bore 6 Core, Inc./Mark Seiler Drill Method: Hollow Stem Auger Sample Method: NA Borehole Diameter: 8 in. Water Level: See R m o tj N OCU a CD x �' a a o 2 3 Ell 5 6 Log of Well MW-10S Anson County - S.W.M.F. Pcikton, North Carolina Drilling Started Finished e marks I Logged By: J.L. ❑aw, P.G Materials 9escrlption Sheet i of 2 Job Number: 23490-0020-00000 Elevation: G.S. 287.78 ft. Date Time 10/8/97 NA 10/8/97 1530 Checked By: J.G. Tew, Jr., P.E NO SAMPLES COLLECTED Refer to TRC boring MW-tOD for sample descriptions 9 10 11 12 13 Well Completion Locking Cover 2" PVC Riser p- 16.15 Por:lBed Cement 0-12' Bentcn,te Seal 12 - t 5.5' TRC Environmental Corporation Log of Well MW-10S Sheet 2 of 2 .xCustomer--Focused Solutions)( Anson County - S.W.M5. 6340 Quadrangle Drive, Suite 200 Polkton, North Carolina Job Number: 23490-0020-00000 Chapel Hill, NC 27514 Phone (919) 419--7500 Fax (919) 419-7501 Elevation: G.S. 287.78 ft. c v Z m io L Matertals description hlell Completlen al o al U 41 x Q w .a- L E CL Q y m C m ~ L7 (n C nm 15 �1a_` 16Filter 17 15.5-21.i5' 18— F 2" i.0101 PVC W4EN Screen IS.IS-2E.15' _ 19 C I'llf — 20 — 21 Bottom of Borehole at 21.15 feet. — 22 _..... ....... ............................. 2 3 e.marks: lwater level >2115' BGS at completion ..... ......... r Water level >21.15' BGS after 25.5 hours 3Water level 10.60' BGS 10/21/97 at 2031 — 24 25 — 26 27 28 29 TRC Environmental Corporation Log of Well MW-10D Sheet 1 of 3 *Customer --Focused SolutionsY, Anson County — S.W.M.F. 6340 Quadrangle Drive, Suite 200 Polkton, North Carolina Job Number: 23490-0O20-0000C Chapel Hill, NC 27514 Phone (919) 410-7500 Fax 19t9) 419-7501 Elevation: G.S. 287.61 fit. Driller: Bore & Core, Inc./Mark Seiler Drilling Date Time Drill Method: Hollow Stem Auger Started 10/8/97 NA Sample Method: 2" O.D. Split Spoon Finished 10/8/97 1240 Borehole Diameter: 8 in. Water Level: See Remarks Logged By: J.L. Daw, P,G, Checked By: J.G. Tew, Jr., P.E. O c _ v o Materials Description Well Completion a OJ 3 E ro - rn-- Locking Z Cover ° • RESMUAL SOIL to-n 1 ..: . Riser /rr SAPROLITE (1-23') 0-33.2' rrr rrr / r r — PoRia�d rrr Cement rrr 0-2©' rrr rrr Pale yellowish brown (10YR 6/2)/moderate rrr yellowish orange 00YR 7/8) slightly mottled T' rrr fine Sand and Clay, little tine gravel (SW) S-1 24/16 4 rrr rrr 5_6 /rr rf1 / r I „ r "r Shelby tube collected 5-6` (tube refusal) rr rrr r/. „ r r/ fr Moderate olive gray (SY 6/2) Silt, some fine -coarse sand (SM) S-2 24/22 10-18 9 25-26 10 12 13 Moderate olive gray (5Y 8/2) Silt, little fine -coarse sand (SM) S-3 24/24 14-27 43-55 TRC Environmental Corporation Log of Well MW--100 Sheet 2 of 3 *Customer -Focused Solutions-x Anson County — S.W.M.F. 6340 Quadrangle Drive, Suite 200 Job Number: 23490-0020-00000 27514 polkton, forth Caroii>na Chapel Hill, NC Phone 19191 4$9-7500 Fax f919) 419-7501 Elevation: G.S. 287.61 ft. ti c m o Z 10 �= �' Materials Oescription Well Completion U ❑ am U a0 3 .... d L ECC ofo d ❑ m II] 0 d 14-2743-55 5-3 24124 15 rr/ r/r 16 l/r 117 /f! 18 /rr rI/ ��� Moderate olive gray (5Y 6/2) Silt. trace fine -coarse sand (SM) /rf rr! S-4 24/24 n 19 rrr i i 19-25 r r!/ rr/ rrr 20 r/ 21 r 22 ................ ................... .............. s .. . ............. ............ 5-5 5/4 100/51, PARTIALLY WEATHERED ROCK (23-38.2') 24 Moderate olive gray (5Y 6/2) 5iit (ML) 25 26 27 28 Moderate olive gray (SY 6/2) Silt and S-6 6/5 100/61, fine -coarse Sand (SM) B eniOnite seaE 29 TRC Environmental Corporation Log of Well MW-100 Sheet 3 of 3 )(Customer -Focused Solutions* Anson County - S.W.M.F. 6340 Quadrangle Crive, Suite 200 polkton, North Carolina Job Number: 234GO -0020-00000 Chapel Hill, NC 27514 Phone (910) 419-7500 Fax (9191 419-750t Elevation: G.S. 287.61 ft. a c - o z aJ U n C = Q d J V Materials ❑escription Well Completion a w (D U] C ~ C7 CD d 31'`°. s` N N sip l 32 3.3 Moderate olive gray (5Y 6/2) Silt and Filter S-7 3/3 100/3" fine -coarse Sand (SM) Sand 30,5-38.2' 34 35 PVC WEE 36 Screen 3 3.2 - 38.2' Slightly softer zone 36.5-38' 37 Moderate olive gray (5Y 6/2) Silt (ML) 3 S-8 3/3 100/3" Bottom of Borehole at 38.2 feet. 39 �emark5: 1Water level >38♦2' BGS at cgmpfetion Water level 11.9' BGS after 24 hours Water level 10.07' BGS 10/21/97 at 2033 40 41 42 43 44 45 GZA GeoEnvironmental, Inc. Log of Well MW-11—SB Sheet 9 of 5 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson Count y, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Elevation: G.S. 339.29 ft. Phone (617) 969-0050 Fax (617) 965-7769 Driller: B.Barnes/J. Wagner -- A&E Grilling Services Drilling Date Time Drill Method: Air Hammer Started 2/27/92 NA Sample Method: Air Hammer Cuttings Finlshed 2/27/92 NA Borehole Diameter: 10/6 in. Water Level: 26.09 ft. (10/97) Logged By: M.A. Ponti, Jr. Checked By, J.L. naw c a� L Materlals Descriptlon Well Completion E cc m cu p a o to G s 0 Prctectiwe m 5leel Lasing 1 RESIDUAL SOIL (0-3') � cement 0-o.s' 2 vctcray� Cement Grout 0,5 48' 3 SILTY CLAY SAPROLITE (3-lo') 4 5 6 ._ ......... .......... . s7 8 s 10 PALE ICED MODERATELY WEATHERED 11 SANDSTONE (10-15') 12 13 GZA GeoEnvironmental, Inc. Log of Well MW--11—SB Sheet 2 of 5 Engineers/Scientists Carolina Piedmont ❑isposai Facility 320 Needham Street Newton Upper Falls, MA 4 Anson Count N y, North Carolina Job Number: 70t4l.30 Elevation, G.S. 339.29 ft. Phone (8171 969-0050 Fax (617) 985-7759 O c � m a Materials Cescription Well completion E ej CC m p "' L a r) c QJ 0 ~ M n- `m 15 REDDISH BROWN CLAYEY SILT (15--301 16 17 18 19 20 21 22 23 9 ................................................................................. 24 25 26 27 28 29 GZA GeoEnvironmental, Inc. Dog of Well MW--11—SB Sheet 3 of 5 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Newton Upper Falls, MA ACount North Carolina Anson y� Job Number: 70141.30 Phone W71 959-0050 Fax (617) 965-7769 Elevation: G.S. 339.29 ft. c o w U Materlals Description Well Completion o E 0 cc ( v 0- C C y X o ~ C7 4 m CLAYEY SILT SAPROLITE (30-40') 31 32 33 34 35 36 37 38 39 4 0 HIGHLY WEATHERED YELLOW -RED CLAYEY SILT too-sa') 41 42 43 44 45 GZA GeoEnvironmental, Inc. Log of Well MW-11—SB Sheet 4 of 5 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson Count North Carolina y Job Number: 70141.30 Newton Upper Falls, MA Phone (617) 989-0050 Fax (617) 965-7769 Elevation: G.S. 339.29 ft. z m C E Q U _ Materials Description Well Completion E m n m fD L0 C N X O W L7 4 m 47 4 8 Dentonite sea€ 49 5 0 E., Doan ©ARK GRAY -GREEN -GRAY CONGLOMERATE (50-62') tidal so -es' 51 52 53 54 56 57 58 59 60 6S GZA GeoEnvironmental, Inc, Log of Well MW-11—SB Sheet 5 of 5 Engineers/Scientists Carolina Piedmont disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Phone (61T) 969-0050 Fax (ei7) 965-7769 Elevation: G.S. 339.29 ft. c � 4J CJ *� m O C v a 0 c� Materials description Spelt completion a � v m CL ro � c m o cO 2 � GASBRO (62-65') 64 6 Bottom of Borehole at 65 feet. 66 Remarks: IMonitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 3 fc?t protective steel casing with locking cover. Borehole advanced by air 67 hammer method using 10" dril pit to 50 feet, and 6" drill bit to 65 feet. Estimated stratum descriptions based upon air hammer cuttings. 68 69 7fl ... .. 71 72 73 74 75 76 77 GZA GeoEnvironmentai, Inc. Log of Well MW-12--SB Sheet 1 of 4 Erngfneers/scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson on QCut North Carolina y, Job Number: 70141.30 Newton Upper Fails, MA Elevation: G.S. 323.63 ft. Phone (617) 069--0050 Fax (617) 965-77eg Driller: S. Barnes/d. Scribellito - AGE Drilling Services Drilling Date Time Drill Method: H.S.A.; Air Hammer; HO Core Started 2/5/92 NA Sample Method: Split Spoon; HO Core Finished 2I5I92 NA Borehole Diameter: 10/6 in. beater Level: 38.06 ft. (10/97) Logged By: Banner/Tschosik Checked By: J.L. Caw O c c o Cj v E * m a n Materials OEscription Well Completion aL � CL � CO � r m p .... a m cx ~ iD 1L. n t— Locking PVC Cap • .■ m �g RESIOUALSOIL (0-l') --- Cement e. •r 6" PVC Rise' r • SAPROLITE 0-91 rr/ fnsiae 10" 2 r • • rrr Borehole rr• (0-55'1 rrr rrr rrr rrr Lean Clay (CL) - mostly fines, little fine to — Volciay/ rr• medium graded sand, few sift laminae, moist, Cement yellowish• -red (5YR, 5/8) medium plasticity, Grout rrr soft to firm consistency. 0.5--53' S 1 24/12 20- 4 f 30-66 rrr. rrr rrr „ r ,rr 6 r „ r"r „ r „r rrr „ r ..................... . t rr g rr Silty c9ay (CL/ML) - mostly fines, little fine to medium sand, dry, yellowish -red (5YR, 5/6) low S-2 18/8 40-41 •"r to medium piasticity, blocky. 75/4 9 PARTIALLY WEATHERED ARGIILM (9-15.7') 10 11 12 13 Clayey Silt (ML/CL) - mostly fines, little fine to 5-3 10/5 40-75/4 medium sand, dry, red (2.5YR, 4/6) low to medium piasticity, blocky. GZA GeoEnvironmental, Inc. Log of Well MTV-12--SB Sheet 2 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Phone (8171 969-0050 Fax (W) 965-7769 Elevation: G.S. 323.63 ft. c CO Z U E o 00 Materlals 4escription $deli Completion d QJ C N Y D ~ C7 CL m 15 ARGILLITE (15.7-60') (WM/WS) Hard, fresh, tight bluish -gray bedded ARGILLITE - with numerous steeply dipping, highly weathered joints and fractures; 1-3" 1 thick beds of argiilite interbedded kith 1/18" to 3/0" thick mafic layers dipping +/-- 40 degrees; minor offsets (F). 14X 1a C-1 677%6 13# ROD-59 13X 19 . 2 0 21 2 2 J. 5 �4 C-2 0... 60/6 . 5 5# Fi(3D-83 2 ........... 100% 5# 5X 24 25 20-30': Moderately dose spaced steeply dipping, highly weathered joints and fractures 2� exhibit strong iron oxidation, across annealed joints and fractures (WH). 27 5A C-3 60/60 4100% 4A 4# ROD-90 28 4 X 3* 29 GZA GeoEnvironmental, Inc. Log of Well MW-12—SB Sheet 3 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number; 70141.30 Newton Upper Fails, MA Phone (617) eeg-0050 Fax leM aes-7769 Elevation: G.S. 323.63 It. O C x O Materials Description Well Completion -a� o r h O fD U) C 47 X 0 r U' O_ m C-3 60/60 4100% ROD-90 31 32 3* C-4 60/60 4* ROD-85 3 3 100% 4* 4* 34 35 35.6-36.9`: Several small stress fractures 36 between moderately close, highly weathered, steeply dipping and vertical joints, exhibit strong oxidation (WH). 37 3* 60/60 3.5* 3 a C-5 t00X 4* ROD-98 4.5* 4.5* 39 40 41 42 4.5X 60/60 5.8* 43 C-� 100% 5.9)( Rao-88 5,8)( 5.7* 44 45 C-1 RQ0-97 GZA GeoEnvironmentai, Inc. Log of Well FEW-12—SB Sheet 4 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (617) 959-0050 Fax (6171 955-7769 Elevation: G.S. 323.63 ft. Materlats Description Well Completion m E © a m ¢� o d m 47 5.81( 48 C-7 so/so 6.s# 13.5* RCC-97 t00� 6.7* 49 50 Several highly weathered, steeply 51 dipping/vertical joints and fractures. 52.8-55,6'; Several steeply/shallow dipping calcite and pyritized filled joints; minor fault with +/- 0.03' offset (WH), 52 60/60 4.s# 4.9* 53 Benconite C-8 100% 4.7N R04-90 Sea€ (53-55'i 4.0 4.8.X 5 4 :- 55 ." 56 Remarks: 1Monitoring well installed with 2'x2'x4" concrete pad at existing ground surface 5 7 supporting +J- 3 fo?t protective steel casing 6" Open with locking cover. Borehole advanced using Bedrock augers and single HO core barrel; open well bedrock weH installation completed by air (55-so'1 584. hammer method using 10-inch drillpit to +/- 55 feet, and 6" drill bit to 60 feet. Slightly to highly weathered joints and fractures exhibit strong iron oxide staining. 59 60 Bottom of Borehole at 60 feet. 61 GZA GeoEnvironmental, Inc. Log of Well MW-13-08 Sheet 1 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Phone (6171 969-0050 Fax (6171 955-7769 Elevation: G.S. 271.23 ft. Driller: B. Barnes/M. Trinkle — AGE Drilling Services Drilling {Date Time Drill Method: H.S.A.; Air Hammer; HO Core Barrel Started 1/27/92 NA Sample Method: Split Spoon; HO Core Finished 1/28/92 NA Borehole Diameter: 10/6 in. Hater Level: 34.42 ft, (10/97) Logged By: M.A. Ponti, Jr. Checked By: J.L. Daw O c � m o qa v a m u Materials Description Well Completion a E a CU ma � L m C a)o k L7 E— Protective o- Steel rrr using rrr rrr SAPROLITE (0-4') Cement rrr .rr a-a.5' I rr• rrr rr. rrr rrr 2 rrr rrr rrr /rr rrr rrr rrr rrr r„ Vo]ciay! rrr Cement rrr Grout rrr rrr 0.5--46' 4 rrr PARTIALLY WEATHERED ROCK (4-10') S-1 16/16 32--46 75/4 Poorly Graded Sand with Silt and Gravel (SP-SM) - mostly fine to medium, hard, 5 subangular, pale yellow 0,5YR, 8/3), sand; little 6" PVC fines with low plasticity, little gravel, pale Casing yellow, dry. Inside 10" O.C. eorehoie ..... 7 ........... a No penetration; no sample. 10 ARGILLITE (10-So') Hard, fresh, slightly weathered, greenish gray, C-1 30/18 5 RGC-60 bedded ARGILLITE, with close, highly weathered, strong, iron oxidized joints. 12 13 C-2 114148 ROC-10 GZA GeoEnvironmental, Inc. Log of Well MW--13-08 Sheet 2 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Newton Upper Falls, MA Anson County, North Carolina Job Number: 70141.30 Elevation: G.S. 271.23 ft. Phone (61T) 969-0050 Fax (6S7) 9e5-•7769 O C w � C of 7-E ai (3 * o y v O 0 Materials Oescr€piton lge91 Completion ECC 0n iD m pQJ .`-. 4 C S ~ L7 1 16 17 5 ,. . 5 4 C-2 114148 4 RGG-10 18 4 4 5� 20 21 22 Hard, slightly weathered, greenish gray -pale brown, bedded ARGIi LITE with highly weathered, steeply dipping iron oxidized joints: occasional cross cutting along talc -silicate r 2 3 _ . ' annealed joints and fractures, 24 3 25 3 3 5 C-3 96/24 3 RGD-0 26 3 3 3 27 28 29 GZA GeoEnvironmental, Inc. Log of Well MW-93—DB Sheet 3 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina ,fob Plumber: T0141.30 Newton Upper Falls, MA Phone (617) 069-0050 Fax f617) 965-7769 Elevation: G.S. 271.23 ft. C � * a _Qa Materials Description Well CompSetlon n Q f!7 n C Qi Y o ~ � m _T 3 Hard, slightly weathered, pale -brown bedded C-4 30/24 3 ROD-0 ARGILLITE, highly fractured, close, highly weathered joints with strong iron oxide stains; steeply dipping. 32 JJ 34 4 C-5 48/36 5 RC C-50 4 35 36 37 Hard, fresh, greenish -gray, bedded ARGILLITE moderately weathered, close, iron oxidized joints and fractures. 38 ........ 4 6 C-6 84/50 5 6 ROD-4a 4 0 6 7 4 42 43 4 4 Hard fresh, greenish -gray, bedded ARGILLITE 7 8 with calc-silicate annealed, steeply dipping 6 joings; micro fault breccia. C-7 96/58 8 R130-60 45 7 6 6 GZA GeoEnvironmental, Inc. Log Of Well MW-13—DB Sheet 4 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Newton Upper Falls, MA Anson County, North Carolina Job Number: lQt4t.3Q Elevation' G.S. 27t.23 ft. Phone (517) 969-0050 Fax (617) 965--7769 c * a 0 Materials Description Well Completion aj c aj s o ~ ea a m 47 7 48 e�nta�,te 6 Seai C-7 96/68 6 6 R04-60 44 fi'cr 4E 48 6" Open Bedrock 6 4s-so' 6 50- 5141 52 53 5 C--B 60/60 5 RCp-54 54 4 3 5 5 _ ... ........ 56 57 3 C-9 42/3 30 Rao-0 2 59 60 Bottom of Borehole at 60 feet. Remarks: 1Monitoring well installed with 2'x2'x4" concrete pad at existing ground surface — 1 supporting +/- 3 foot protective steel casing with locking cover. Borehole advanced by air - - hammer method using 10-inch drill bit to 48 feet, and 6-inch drill bit to 60 feet. GZA GeoEnvircnmental, Inc. Log of Well MW-13—SB Sheet i of 3 Engineers/Scientists Carolina Piedmont Disposal Facility Job Number: 70141.30 320 Needham Street Newton Upper Falls, MA County, ount y, North Carolina Elevation: G.S. 270.64 ft. Phone (617) 969-0050 Fax 1617) 965-7769 Driller: J. Scribellito — A&E Drilling Services Drilling Date Time Drill Method: Air Hammer Started 2/5/92 NA Sample Method: Air Hammer Cuttings Finished 2/5/92 NA Borehole Diameter: 10/6 in. plater LeY�l:33.40 ft. (10/97) Logged By: M.A. Ponti, Jr. Checked By: J.L. Daw C—ar� ,A. Qy u o nv U Materials Description Well Completion Ecc y ifl p „`., a - � � C Oi O ~ LO CL Protective Steel Las,ng Cement SEE GZA BORING LOG MW-13-08 FOR SOIL CLASSIFICATION AND STRATUM DESCRIPTION. 2 Vofelay/ Cement Grout 0.5- 22' 3 4 5 6 .. ... .... ... ............... i 8 9 — 10 — 11 12 - 13 GZA GeoEnvironmental, Inc. Log of Weil MW-13—SB Sheet 2 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 965-7769 Elevation: G.S. 270.64 ft. O c U Z o O Materials Cescription He€l Comp€etlon N 0. 0 a� a L E aNs m ro CO OJ o r 0 CL m 15 16 1T 18 19 2D 21 2 2 Seal 22-24 28 ........... ............ .......... .. _ ....... .............. ... ........ 2 4 - 6' Open 5eG:ock Vi 6I! 24-3F,' 25 26 27 28 29 GZA GeoEnvironmental, Inc. Log of Well MW-13—SB Sheet 3 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (e17) 969-0050 Fax (617) 05--77$9 Elevation: G.S. 270.64 ft. O c C o � Materials Description Well Completion E or av U7 C al S D C7 IL m 31 3 2; 33 34 35 36— Bottom of Borehole at 36 feet. 37 3a Remarks: 1blonitoring well installed with 2'x2'x4" - concrete pad at existing ground surface supporting +/- 3 fo?t protective steel casing Borehole using with locking cover. advanced ............... ........ ................. 3-5- .......... air _hammer method.with a 10"_dril bit to 24 ............. ........... feet, and 8" drill bit to 36 feet. 40 - 41 - 42 43 44 45 GZA GeoEnvironmental, Inc, Log of Well MW-14-08 Sheet 1 of 2 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number:70141.30 Newton Upper Fails, MA Phone (6171 Bag-0050 Fax (6i7) 085-7160 Elevation: G.S. 303.31 ft. Driller: M. Trinkle - AGE Drilling Svcs. Drilling Date Time Drill Method: H.S.A. Started 2104192 NA Sample Method: Split Spoon Finlshed 2/04192 NA Borehole Diameter: 8 in. Water Level: 17.03 ft. (10/97) Logged By: M.A. Tschosik Checked By, J.L. Caw c Materials Description well completion Q) y W L E cc a] V N (o ~ Q a in Steel • '' • RESMAL SOIL (0-2') Casing .:.. Concrete e :.m 2 :..: Dacict�il r r SAPROLITE (2-18.5') la.s-s1 rrr rrr r,r rrr 2" PVC rrr Riser rrr rr' Lean Clay (CL) - mostly fines, trace of fine f0-9.5'1 graded sand, moist, brownish yellow (1CYR, T- 6/6) medium plasticity, soft to firm consistency. S-1 24/24 6-7 7-10 rr, 5 rrr rrr 8entor'ite rrr Seal r r, i5-7'1 rrr 6 rrr ,rr rrr rrr rrr rrr rrr 7 .. .... ........ . Filter Sand f7-0.7'1 rrr rrr r, 8 r, rr, Sandy Lean Clay (CL) - mostly fines, few fine r sands, trace of laminated silt, moist, yellowish TF CJ r brown OCYR, 5/6) soft to firm consistency. S-2 24/24 6-7 8-13 10 2" PVC Wettscreen i1 12 13 Silt (ML) - mostly fines, little fine to medium graded sand, moist, brown {tOYR, 4/3), soft consistency, low plasticity. S-3 24115 13-13 17-17 GZA GeoEnvironmental, Inc. Log of Well MW-14—OB Sheet 2 of 2 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Plumber: 70141.30 Newton Upper Fails, MA Phone (617) 969-0050 Fax (611) 965-7769 Elevation: G.S. 303.31 f t. c Z e * C= Hateriats Oescription well Completion u o ai E CC m m o� t F LO m a 0. m S-3 24/15 13-13 17-17 1J rrr rrr rrr 16 rrr rr, 17 r „ 18 rrr s-4 4/2 7514" PARTIALLY WEATHERED ROCK (18.5-19.7') 19 Clayey Sand (SC) - mostly fine to coarse - sand, few fines, traces of fine graded gravel, 24 moist, yellowish brown OOYR, 5/4), moderate cementation. Bottom of Boring at 19.7 feet. 21 Remarks; 1Monitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 22 3 foot pXotective steel casing with locking cover, Bottom of sample appeared wet at +/-- 19.7 feet. Borehole advanced using auger method to refusal at +/- 19.7 feet. ........................................... . _ . .. ..... 24 2 26 27 28 29 GZA GeoEnvironmental, Inc. Log of Well MW--14A—BZW Sheet 3 of 8 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Phone (617) 969-0050 Fax 1517) 965-7769 Elevation: G.S. 337.75 ft. o u c CO o * 16 C= Materiais 0escrlption Welt Completion S CD 10 G 2 ~ CL CO a m 31 32 _ 33 34 - 35 36 _ 37 _ 38 - ................ __ 39 - 4 0 BEDDED ARGiLLITE (fight tart -grayish green) - 41 - 42 i 43 44 45 - GZA GeoEnvironmental, Inc. Log of Well MW-14A--BZW Sheet 4 of 8 Engineers/Scientists Carolina Piedmont oisposai Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (W) 969-0050 Fax (617) 955-7769 Elevation: G.S. 337.75 ft. c C N D z CO -j Materials OescrOtlon Hell Completion 0j U m a s u Q7 t - a w L Er N E C� i 0 o d m 47 48 A — _ 50 BEDDED ARGILLITE (light tart —grayish green) — _ 51 _ 52 _ 53 _ 54 . ....... . 55 56 57 _ 58 _ 59 60 BEDDED ARGILLITE (gray) 61 GZA GeoEnvironmental, Inc. Log of Well MW--14A—BZW Sheet 8 of 8 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone [617) 969-0050 Fax (617) 965-77se Elevation: G.S. 337.75 ft. c C A O ci * Materials ❑escriptlon well Completion N E `Y H M r Y_ M rn Q� Q � m 111 112 BEDDED ARGILLITE (dark gray) III 114 115 116 117 118 Li j 119 120 Bottom of Borehole at 120 feet. 121 Remarks: 1Monitoring well installed with 2`x2'x4" concrete pad at existing ground surface supporting a flush mounted steel well cover. Soil and rock stratum descriptions are 122 estimated based on the color and general composition of cu�tings observed frcm air hammer method. Borehole advanced with air hammer method with a 12" drill bit to 13% and 123 completed using a 6" drill bit to 120', 124 125 - GZA GeoEnvironmentai, Inc. Dog of Well MW-14A—OB Sheet i of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina ,fob plumber: 701141.30 Newton Upper Falls, MA Phone (e17) 868-0050 Fax (617) 865-7788 Elevation: G.S. 334.94 ft Driller: S. Barnes/J. Wagner — ACE Drilling Svcs. Drilling Date Time Drill Method: 6" Air Hammer Started 2/25/92 NA Sample Method: NA Finished 2/25/92 NA Borehole Diameter: 6 in. Water Level: 30.60 #t. (10/97l Logged By: M.A. Ponti, Jr. Checked Bu: J.L. Daw O C m o Z * Q t Materials Oescriptlon Well Completion OS E ` a p— m to h Protective m Steel Lasing Concrete (0-3.5) SEE GZA BORING MW-14A-SB FOR SOIL CLASSIFICATION AND STRATUM DESCRIPTION. 2 - volciay/Ce - Grout 3 4 5 6 ......... ..... ..... ......... ...... . .... ....... 8 9 i0 11 12 13 OentonEte - Seal [13-t5'1 GZA GeoEnvironmental, Inc. Log of Well MW-14A—OB Sheet 3 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (617) 969-0050 Fax 16171 965-7769 Elevation: G.S. 334.94 ft C � _ o a�' Materials Description Well Completion Eof v N j= L m rn c CD o ~ � a m 31 Bottom of Borehole at 31 feet. 3 2 Remarks: iMonitcring well installed with 2`x2'x4" concrete pad at existing ground surface supporting +/- 3 fo?t protective steel casing with locking cover. Borehole advanced sing an air hammer method with a 6" drill bit. See GZA boring MW-14A-S13 for detailed soil classification and stratum description. 34 35 36 37 38 .... 40 41 42 43 44 45 GZA GeoEnvironmental, Inc. Log of Well MW-14A-SB Sheet i of 4 Engineers/Scientists Carolina Piedmont Disposal Facility Job Number:70141.30 320 Needham Street Anson County, North Carolina Newton Upper Falls, MA Elevation: G.S. 334,73 ft. Phone (6171 g69-OO50 Fax (617) 965-7769 Drilling Date Time Driller: M. Tschosik/M.A. Pcnti, Jr. - A&E Drilling Svcs. 9 Drill Method: H.S.A.; Air Hammer; HG Core Started 2/i3/92 NA lit Spoon: Ha Core Finished 2/6/92 NA Sample Method: SP � P �" Borehole Diameter: 10i6 in. WateC Leva4 >]sy t10/97),/ togged By: Tschosik/Ponti, Jr. Checked Hy: J.L. Daw * 6 y materials cescflption well Completion U �• O Qm U CD N d Q CC D H C7 F— Lockim: ro N o PVC Cap Cl- m Silty Clay (CL/ML) - mostly fines, few laminations, fine sand, moist, brownish -yellow Concrete ® (i6YR, 6/8), soft to medium consistency, low to j 1 medium plasticity. `.• • RESIDUAL SOIL (0-t.51) r� SAPROLITE (t.�-1a') (�i{I 15-21 S-t 24/18 29_38 ................................. S-2 17/14 15--45 S-2A 1 75/5 S-3 I 10/10 I30-75/4 2 Clayey Silt (ML/CL) - mostly fines, few laminations of fine sand, dry, reddish -yellow to r r r (5YR, 6/8 to 5/8) low to medium yeilowish-red firm consistency. plasticity, 5 0 L; 9 Silty Clay (CL/ML) - mostly fines, little laminations of fine grade sand, trace of �� felspar, dry strong, brown (7.5YR, 5/6) low to medium plasticity, firm consistency. 10 PARTIALLY WEATHEREO ROCK (10-34') S-2A: Silty Clay (CL/ML) - mostly fines, few laminations of fine graded sand, dry, olive -yellow to light olive -brown (2.5YR, 6/6 to 5/6), low to medium plasticity. 12 131 Silty Clay (CL/ML) - mostly fines, little laminations of fine sand, dry, light yellowish -brown to light olive -brawn (2.5YR, 814 to 514) tow to medium plasticity, blocky. volclay/ Cement Grou: l0.5-34') 6" PVC Rlser ?nside 10' 0.0. eorehole (0-38'l GZA GeoEnvironmental, Inc. Log of well MW-14A—SB Sheet 2 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (6171 969-0050 Fax (6I7) 965-7769 Elevation: G.S. 334,73 ft. o Z N c =• c * m e L a o Materials Description well Completion d W CD w G 4 c (U z 0 r LO a- a 15 16 17 18 Silty Clay (CL/ML) - mostly fines, little laminated of fine graded sand, dry, S-4 16/13 25-50 19 yellowish -brown to dark yellowish -brown 75/4 (10YR, 5/4 to 4/4) plasticity. 20 21 22 ............................ 2 S-5 4/t 100/4 24 Hard, moderately weathered, light gray to gray (6Y, 7/1 to 6/1) Argillite (WM) with alternating layers of silty clay (CL/ML) - mostly fines, little fine dry, yellowish -brown. 00YR, 5/4 to 25 5/6) low to medium plasticity. 26 27 28 Hard to moderately, weathered, light gray to S-6 2/1 75/2 gray (5Y, 7/1 to 6/1) siltstone (WM) with 29 alternating layers of silt clay (CL/ML) - mostly fines, little fine sand, dry, yeflowish-brawn (10YR, 5/4 to 5/6) low to medium plasticity. GZA GeoEnvironmental, Inc. Log of Well MW-14A—SB Sheet 3 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Phone f617) 969-0050 Fax (617J 955-TT69 Elevation: G.S. 334.73 €t. Z * o �, Materials Oescription Well Ccmptet€on ae £ a v °' E COm o� Cl 0 ro LO p} s o a m 31 32 0 Hard, moderately weathered, light gray J J bedded Argillite rn�•i� ' With a=tcr nnting layers of clayey silt #ML/CL) - mostly fines, little fine sand, dry, light olive -brown (2.5Y, 5/3 to 75/i 5/4). 34 3Ani3nite seal ARGILL.ITE (34-52.4') 35 Hard, fresh, light gray, bedded ARGILLITE with T moderately close, shallow to steeply dipping C-1 4900%3 7 Roc-4i 36 weathered joints; few thin, steeply dipping — 6 open mafic beds; few calcic filled planes. Becrock 6 Well [3s-52 a'I 37 .. ............. 39 39'. 40.5: Shallow, highlyweathered closely ...... spaced joints, with strong iron oxidized joints. 5 40 C-2 60/58 97% 7 8 RflD-40 8 T 41 42 4 3 43'-46.5': Few steeply dipping, closely spaced mafic layers, 1/2" to 1/5" thick. 6 44 8 C--3 35/ 9 ROD-48 10 10 45 GZA GeoEnvironmental, Inc. Log of Well Mkt-14A—SB Sheet 4 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number:70141.30 Elevation: G.S. 334.73 ft. Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 995--7769 O C * 0 m O J Materials Oescrlptlon Well Completion QJ o a�' Ql L L Er ro ✓ p = a 0 ai x o r m 46.5'-48': Several close, steeply dipping, 9 highly weathered joints; minor offset mafic C-4 25/24 10 ROD-0 47 layer; calcic mineralizations along joint plane. 96% to 481� . 49 �I C-5 I 40132 80% 5 7 ROD-79 6 50 51 C-6 1311 9 ROD-0 52 Bottom of Borehole at 52.4 feet. 5 3 Remarks: iMonitoring well installed with 2'x2'x4" — concrete pad at existing ground surface supporting +1- 3 fo�t protective steel casing with looking corer. Borehole advanced using 54 augers and single HO core barrel; open — bedrock well installation compieted by air hammer method using 10-inch drill bit to 36 feet, and 6-inch drill bit to 52.4 feet. ..... ......... ... .. ......... 5 5 r 56 57 - 58 - 59 - 60 - 61 - GZA GeoEnvironmental, Inc. Log of Well MW-14—B—BZW Sheet t of 6 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 13744 Newton Upper Fails, MA Phone (6I7) 969-OCSO Fax (617) 965-7769 Elevation. G.S. 334.25 ft. Driller: D. Graham - Graham C Currie Drilling Date Time Drill Method: 12"/6" Air Hammer Started .5/11/95 NA Sample Method: See Note 2. Finished 5/11/95 NA borehole Diameter: 12/6 in. Water Level: 45.62 ft. (10/97) Logged By: M.A. Ponti, Jr. Checked By: J.L. Daw c o * o n� � Materials Oescrlptlon Well Completion a E m N 4 Oar 4 D aai o Flush CL m Mount Refer to GZA Boring Log MW-14A-56 for Cover . e stratum description. - Concrete ;.s FESIDUAL auu c0-2 I 2 s s ;.s Geo {nr CLAYEY SILT (SAPROLITE) (2-23') r r r /rr rrr � rrr rrr rrr rrr 5"PVC r r r Casing r rr Inside 12" rrr Borehole r r r (a-60') !rr rrr rrr rJJ r/r . ........... .......... /rI.__._. _... __. __. i rr, / r 8 " rr 9 " 10 ! i1 12 i� GZA GeoEnvironmental, Inc. Log of Well PAW--14—B—BZW Sheet P of Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Plumber: 13744 Newton Upper Falls, MA Phone (617) 969--0050 Fax t5171 955-7769 Elevation: G.S. 334.25 ft. O C C ro O * a Materials Oescription Well Completion o a�' al - w w LCL - m z U C " � l7 � al a /rr III rrr _ 15rrr rrr r „ rrr 16 ,rr _ rrr rrr rrr i7 rrr rrr rrr - rrr rrr rrr rrr rrr rI/ - rrr 19 -r - _ rrr rrr • rrr rrr - _ 20 rrr rrr rr _ - 21- r r - 22 - — 2.3 ....... ..... SILTY CLAY SAPR©LITE (23-301 - 24 - _ 25 - - 26 - 27 - I 28 - 29 - GZA GecEnvironmental, Inc. Log of Well MW-14—B—BZW Sheet 4 of 0 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Plumber: 13744 Newton Upper Falls, MA Phone (6171 969-0050 Fax (617) 965-7769 Elevation: G.S. 334.25 ft. C � Z m L J Naterlals Oescrlpt cn Well Completion 4J U '--' ❑ d U] y ° U L E m N 9 Ln C UJ i O U d m 47 48 49 - 50 51 52 56 53-57' Cuttings: medium hard, fresh, slightly weathered, dark gray, some (40%) iron oxide stains. 54 55 56 57 y O ABASE ROCK (57-80') pO 5c> n o y/ ?en;on�ie n �n 57-80' Cuttings: hard, blue -gray, fresh, trace Seal a/ (5-10%) Iron oxide stains. 5� n y. 60 � y/ e•open, � ? eearock 4 J / 'W ec [ 61 /y y, �n GZA GeoEnvironmental, Inc. Log of Well MW-14—B--BZW Sheet 5 of 6 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Humber: 13744 Newton Upper Fails, MA Phone (617) 969--0050 Fax (617) 965-7769 Elevation: G.S. 334.25 ft. C5 v Materfats Oescriptlan Well Campletfon CD ni a a°7 m a? c E cc O� m U1 0 o F- n m �p 63 c� A. 64 a� \� o. y� \ �A I bb i �i �A 66 1? P 67 n a� \ =n 68 4'Ln o a� QIABASE ROCK y. 69 \=n a� 70 / yi 61� If \41 i _�. 71 \ =n 72 a� \n n 73 n j, �, 74 4 \�n 75 76 ,�� \ �n n 77 yf \q b� GZA GeoEnvironmental, Inc. Log of Well MW-14—B—BZW Sheet 0 of Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 13744 Newton Upper Falls, MA Phone f617i 869-0050 Fax (517) M-7768 Elevatlon: G.S. 334.25 ft. z Materials Description well Completion � ci v ❑ a a y u L E ram-. ❑ CL 2 co � C N O � m a� 79 a. a. � =n 80— Bottom of Borehoie at 80 feet. 8 Remarks: 82 1Monitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting a 2Soil flush mounted steel well cover. and rock stratum descriptions are estimated based on 8 3 the color and general composition of cuttings observed from air hammer method. Borehole advanced using air hammer method with a 12" drill bit to 60', and a 6" drill bit to 80'. 84 85 86 87 ........ ......... ........ ..... ........ ......... 88 89 90 91 92 93 GZA GeoEnvironmentai, Inc. Log of Well MW-14—®—pp Sheet 2 of 8 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina fob Number: 13744 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 955-7759 Elevatlon: G.S. 333.69 ft. C � Materials Description Well Completion * a �� E m O "" C rc r c`o LO ci o o_ m „ J /JJ 15 f „ J/J f,J J/J fJJ 16 Jf, J,f ffJ 18 % % % JJJ SILTY CLAY SAPROLITE ff, 19 20 ,. J J J 21 22 23 - F 24 . ARGiLLITE (24-44') — - 25 - 26 2i 28 29 GZA GeoEnvironmental, Inc. Log of Well MW-14—®-00 Sheet 3 of Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 13744 Newton Upper Falls, MA Phone (617) 869-0050 Fax (617) 885-7760 Elevation: G.S. 333.69 ft. Q �U c "' � m o � o Materials Description WeR Completion a E m cc 0 m m �' o `" CL m ry N pa ; o LO d m 31 32 34 35 36 37 384. 3J ........ ........ ... .... ............ 40 41 42 43 4 4 oLABnSE aEDRoCK (44-120') �n 45 -vo ,gin GZA GeoEnvironmental, Inc. Log of Well MTV-14--B-00 Sheet 4 of 8 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 13744 Newton Upper Fatls, MA Phone (eM 969-0050 Fax (017) 96s-zz6e Elevation: G.S. 333.69 it. c � � O m o * W = _j Materials Description Well Completion 111 (U 'E L CL n �[ C7 0 C E r LO (Li o C m 7T, fn 9 3i 47 ��- �n ODBASE (44-120') y. 4 q 49-54' Cuttings: hard, fresh blue --gray, +/- A x cp t -60% iron oxide stains (F). =n 50 40 Y- IN _ an 51 -Y- rt \gin - 52 Y. \ rr 11 Bentonite Yi =n Sell (52-54') Y- 5 3 _ A, A� _ 54n Yy 54-59' Cuttings: hard, fresh blue -gray, +/- a" open Y- 1-30% iron oxide stains (F). Bedrock �11 Wefl Y� (54-120'l _ 55 Yi 1n - 56 Y- -n �n `- - 5 7 - 17 Nn - on - 58 Y, �n ' Y- \ �n i Y- 5 g %.may 59-120' Cuttings: hard, fresh, trace (0-10%) �n iron oxide stains (F). Y- r \ �n 60 �- \�n Y. L 61 .�- � Y- \=n Y- GZA GeoEnvironmental, Inc. Log of Well MW-14--8—DD Sheet 5 of S Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson Count North Carolina County, Job Number: 13744 Newton Upper FaDs, MA Phone (617) 969-0=1 Fax (61T) 965-7769 Elevation: G.S. 333.89 ft. a) c E x o Materials ❑escrlptlon well Completion i E ai cn c co i o ~ LO d `m n n 6 3 dYi L\ n 64. �n -n Y� 6 55 Y� � =n 66 �n � an 6 7 n % �n- � �n DIABASE 68 Y� 4'1n Y- n a° 69 4 ��- IN �n 7 0 �n Yi * -o 7 ... ..... ... ... �n Yi 72 �n Y. 73 Ln 7 4 4� en Y, Yi Yi 75 n n dYi �n Yi 76 Y, �=n Yi �n dYi 77 `n � en Y� GZA GeoEnvironmental, Inc. Log of Well MW-14-13-1313 Sheet B of S Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson North Carolina County, y� Job Number:13744 Newton dipper Falls, MA Phone (617) 969-0050 Fax (617) 965-776g Elevation: G.S. 333.69 ft. C � Z= p� U ❑ d —' U Materials Description Well compietlon a cc m a a p c a m C (U 3 O ~ L7 d m Qi rn i9 �n ono. #n a. "—n a� 80 a. a, nn 81 �=n 82 a. �" n a. 8 3 n % an �=n nay DIABASE 84"—n a. N �=n o a. 8 5 o a. 86 a. 87 n _ _ ..... .... ... ......... ...... ............. �n a. 88 a� �n �n 89 a� a� 90 "� n a. ,ten 91 a. o a. 92 `�� �=n a. =n o a� 93 a� a. a. GZA GeoEnvironmental, Inc. Log of Well MW-14—B—DO Sheet 7 o4 a Engineers/Scientists Carolina Piedmont Cisposal Facility 320 Needham Street Anson Count North Carolina Y� Job Number: 13744 Newton Upper Fails, MA Phone (617) 060-0050 Fax (617) 065-7760 Elevation: G.S. 333,69 ft. O c C Z p] U xE m O r � a o Materials Oescription Well Completion E cc 47 0 � m =n O Y/ 6 Yi =n 96n 4 Y/ Y, L n Y/ 97 \gin y. n a� 9 8 a� a. 9 9 e n \�A 100 DIABASE ���� a Yn 101 %n- �n \"ten 102 Y/ \{n Y 1.0.3 LN n o' Y. 11 10 4 'Le 105 a� a/ 106 \ Ln Y/ \ �• n Y/ 10 7 �n 108n Yi \ n p Y 10 9 �n % Y' �n -- Y/ Y/ GZA GeoEnvironmental, Inc. Log of Well MW-14-8—OD Sheet B of 8 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 13744 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 965-7769 Elevation: G.S. 333.69 it. C � Materlals Description Well Completion N U ..' Q Qy v ;� eJ a E cc � m � m o _, o. m C � S O ~ 'M d m �n �- 111 0 ��n 112n 113 + DIABASE �=n 114 ;;; a� �f-n a. �n a� 116 �n 117 �n a� n � 11841 ................ ............. .................. �n ' a� 12 0 Bottom of Borehole at 420 feet. 121 Remarks: tMonitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting a 122 flush mounted steel well cover. Soil and rock stratum descriptions are estimated based on the color and general composition off} cuttings observed from air hammer method. Borehole 123 advanced using air hammer method using a 12' bit to 54' and a 6" drill bit between 54 and 120' on 5/11/95. 124 125 GZA GeoEnvironmental, Inc. Log of Well MW-15—DB Sheet t of 8 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 965-7769 Elevation: G.S. 302.43 ft. Driller: 6. Barnes/M. Trinkle — A&E Drilling Services Drilling Date Time Drill Method: H.S.A.; HO Core Started 1/21/92 NA Sample Method: Split Spoon; HG Core Finished 2/13/92 NA Borehole Diameter: iO/B in. Hater Level: 13.91 ft. (10/97) Logged By: Stapleton/Ponti, Jr Checked By: J.l e Oaw o C r � c o 6 Materials Description Well Completion a°' cu o ` L m (a CL) 0 r Lo t— Protective M Steel �., Casing F7 P •-'Y • • RESIDUAL SOIL (0-1.5') Concrete •• 2 „r ,r, SAPROLITE r „ ,rr rrr rrr rr, rr, rrr VolClay/ rrr Cement ;;; Sandy Lean Clay (CL) -mostly fines, some rrr fine to coarse sand, trace of fine graded 7a.1 S-1 12/8 25-50 4 ;;; gravel, dry, dark, reddish --brown (2.5YR, 3/4), rrr low plasticity, soft consistency. rrr rrr rrr �• rrr rrr lns�de 10" rrr a.o. rrr rrr Borehcie 6 rr/ rr, i0-6C; rrr rr, rrr rrr r r r r rrr 8 Poorly Graded Sand with Gravel (SP) - fine to ` coarse sand, non -plastic, low dry strength, low rr toughness, gray to grayish brown (10YR, S;2 6/8 75/8 5/1-5/2), moist. 9 PARTIALLY WEATHERED ROCK (9-47') 10 11 12 Poorly Graded Sand with Silt (SP-SM) - a few gravel, fine to coarse sands, non --plastic, low dry strength, rapid dilatency, low toughness, reddish brown (2.5YR, 4/4), wet. 13 S-3 4/4 75/4 GZA GeoEnvironmental, Inc. Log of Well MW-15—D8 Sheet 2 of 0 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson Count North Carolina y. Job Number:70W.30 Newton Upper Falls, MA Phone i6171 069-0050 Fax (617) 965-7769 Elevation: G.S. 302.43 ft. Q c .:7- C �^ Materials Description Well Completion a E v c Cl m fro c (U z o ~ cO d m 15 16 it 18 Clayey Silt (ML/CL) - low to medium plasticity, S-4 9/6 25-75/3 19 medium to high dry strength, slaw dilatency, low toughness, reddish brown to gray 12.5YR, 4/4-N5}, dry, hard, blocky, trace of mica. 20 21 22 .......... S Clayey Silt (ML/CL) - low to medium plasticity, S 5 3/2 75/3 medium to high dry strength, slow dilatency, low 24 toughness. reddish brown to gray (2.5YR, 4/4-N5), dry, hard, blocky, trace of mica. 25 26 27 28 Clayey Silt with Sand (ML/CL) - mostly fines, S-6 4/4 75/4 few tine to coarse sands, medium plastic, light 29 gray (5YR, 5/1), hard, moist. GZA GeoEnvironmental, Inc. Log of Well MW-15-08 Sheet 3 of Engineers/Scientists 320 Needham Street Carolina Piedmont Disposal i=acility Newton Upper Fails, FAA Anson y, North Carolina County, Job Plumber: 70141.30 Elevation, G.S. 302.43 ft. Phone (617) 969-0050 Fax (617) 965-7769 z c E o as Materials Description Well Completion CL CC m Ql m p ` a ,p {❑ C) (U N x a ~ [D m 31 _ 32 Poorly Graded Clayey Sand (SC), fine to S-7 1/1 75/1 medium grained, plastic, fight brown, (7,5 YR, 34 6/3), hard, moist, 35 — 36 — 37 — 38 Poorly Graded Clayey Sand fSC), fine to 5-8 1/i 75/1 ........... . medium grained, plastic, fight brawn (7.5 YR, 39 6/3). hard, moist: ... v 40 41 - 42 43 Poorly Graded Clayey Sand (SC), fine to S-9 1/1 75/1 J medium grained, plastic, light brown (7.5 YR, 44 6/3), hard, moist, - 45 GZA GeoEnvironmental, Inc. Dag of Well MW-15--DB Sheet 4 o4 e Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Newton Upper Falls, MA Anson County, North Carolina Job Number: 701�1.30 Elevation: G.S. 302.43 ft. Phone (617) 969-0050 Fax (517) 965-7769 O c Z � c m m _ 0 o = a a� O U Materials Description well Completion a E 14 R m O— L a 2 ro C OJ S o ~ E 0. m 47 d. 0 GRAYWACKE (47-50.6') --a .0.0 48 o Medium hard, light red --brown to light gray .d.0 GRAYWACKE, with few close, slightly weathered _0.'.6< joints dipping 10-15 degrees (WS). C-100%4 6 R017-94 4 9 0 a. 0 50 ao :p C•0 SANDSTONE (50.6-58.5') 51 '. a. o ° ,p 0 Hard, fresh, slightly g y weathered red -brown, fine SANDSTONE, with few moderately close, 52 Q slightly weathered, shallow dipping joints, slickensides (WS), '•8 Q. 0 54 .o.o 6* :o 6M p 0 sX 55 0.0 C-2 126/123 98% 6* 6* RGO-92 -o _p.0 6* 64 56 :a< s# 6 X '. o. o 57 'O a.o ..o •,a 58 _°0 0 •a. o 0 o SILTSTONE/MUDSTONE (58.5•-62.4') 59 o 60 '�o Hard, fresh, dark gray -black 0.0 SILTSTONE/MUDSTONE, few close, slightly o weathered joints; breaks along thin bedding d - CONGLOMERATE with subrounded sand and C-3 B7% R©O-70 .q0 Argiilaceous gravel. Soft, very dusky red, o moderately weathered MUDSTCNE; slickensided to ,p vertical and horizontal joints (F), GZA GeoEnvironmental, Inc. Log of Well MW-15—DB Sheet 5 of a Engineers/Scientists Carolina Piedmont ❑isposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Phone (617) 969-0050 Fax (617) 965-7769 Elevation: G.S. 302.43 ft. o o L o Materlais Description well Completion a) m y r L E cc °° a m @ U) y ° rL3 d m :O0 CONGLOMERATE (62.4-63.6') o �. 0 63 :o 0.0 �o 0.0 MUDSTONE (63.6-65.2') 64 ..6 ,o o.o 6 5 '.0.0 6.5* 7* a CONGLOMERATE (65.2-66.6'1 7* ".0.0 7* 66 •.° C-3 120/104 7* ROD-70 .0.0 87% 7* o 6* '.0.0 GRAYWACKE (66.5-69.7') s 67 . oa s* '. o 68 00 :o :o•o 69 0.o :e 70 .0.0 SANDSTONE (69.7-71.1') o 0.0 Hard, fresh, pale red SANDSTONE, with Ck micaceous claystone, shallow dipping, 71 0 2--inch--thick beds; slickensided joints (F). Q o ARGUACEOUS SANDSTONE (71.1-74.2') 72 a 0.0 --o 73 •.Q 0.0 o 0.0 &* 4* 00 4* 74 C-4 96/74 77% 4)( 4* RQD-67 ° O.0 GRAYWACKE (74.2-76.6') 4* 4* 75 00 4* 00 o O.0 76 00 :o SANDSTONE (76.6-78.5') 77 p0 Medium hard, slightly weathered, very dusky, o red, argWaceous SANDSTONE, with few steeply IL L O 0 -,a to shallow dipping joints (WS). GZA GecEnvironmental, Inc. Log of Well MW-15—DO Sheet 8 of B Engineers/Scientists Carolina Piedmont Disposal Facility Job Number: 70141.30 320 Needham Street Newton Upper Fails, MA Anson County, North Carolina Elevation: G.S. 302.43 ft, Phone (617) 960-0050 Fax (6I7) 065-7769 c * o a°� Materials Description Well Cempfet€on E (LI 0: a cu.Q! „'• L ro C: a s c '- LO m C-4 96/74 77% R00--67 O p Bentonite o (78E ao') GRAYWACKE (78.5-84') 79 -.o C-5 292%2 ROD--79 • a 0 0 4# 00 80 p 0 _ E.. oven Bedrock ° O.0 Hard, moderately weathered, grayish pink to well f80_89 pale red GRAYWACKE, with few slightly 5 81 Oc 0 weathered joints dipping 0 to 10 degrees (WM). o. a 8 2 -.a a - 4#0 — C-6 6052%7 6# 6# ROD-41 83 p 6# _ 6# �O — 8 4 46 4 •o SANDSTONE (84-89.5'} - fl.0 - �.0 Medium hard, slightly weathered, very dusky — 86 o red, argillaceous, SANDSTONE with slightly qo weathered vertical and horizontal joints; few g# o slickensided (WS). 30/11 3)( fl.0 — C-7 37% 3# 3* ROD-26 87 0 .° � 3# 1 0 O. i7 - 8 8 � � Medium hard, slightly weathered, grayish .0 0 pink -pale red GRAYWACKE with few slightly weathered joints dipping 10-15 degrees (WS). C-8 44% ROD-28 89 '.0.0 •o p0 Bottom of Borehole at 89.5 feet. - 9D Remarks: 1Monitoring well installed with 2'x2'x4" - 9 concrete pad at existing ground surface +/- supporting 3 fog5t protective steel casing with locking cover. Borehole advanced using augers and single HQ core barrel, open bedrock well installation completed by air - 92 hammer method using 10-inch drill bit to +/- 80 feet, and 6- inch drill bit to 89.5 feet. 3No water encountered with auger at 20 feet below existing ground surface. 48egan roller bit _ 9� wash method at 47-48 feet to confirm auger SAuger refusal. hole 8-1/4" C.D. stayed open for 5 days. GZA GecEnvironmental, Inc. Log of Well MW-15--OB Sheet 1 04 2 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Stteet Ansan County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Elevation: G.S. 302.10 ft Phone (617) 959-0050 Fax (61T) 965-7769 Driller: S. Barnes/J. Wagner - A@E Services Drilling Date Time Drill method: 6" Air Hammer Started 2/13/92 NA Sample method: NA Finished 2/13/92 NA Borehole Diameter: 6 in. Water Level: i3.38 ft. (10/97) Logged By: M.A. Ponti, Jr. Checked By: J.L. Daw O C � C O Q a a L Materials Description Well Completion cc v Qj. a co a �— Locking PVC Cay7 Concrete 1 Voiciay/Ce Grout (0,5--2" 2 oentonte Seal {2-4•1 3 SEE GZA ECRING LOS MW--15-0E FOR SOIL 2" PVC CLASSIFICAITON AND STRATUM DESCRIPTION Riser la-s'1 �J FRter r Sand 14 — 2 5' 1 7 10 2" PVC tiiEll screen 11 f5-25'1 12 13 GZA GeoEnvironmental, Inc. Log of Well MW-15-08 Sheet 2 of 2 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Newton Upper Falls, MA Anson County, North Carolina Job Number: 70141.30 Elevation: G.S. 302.10 f t Phone (617) 969-0050 Fax (617) 965-7759 c � cu* o a Materials Description Well Completion E Q] ` µ/ m F L Ln C1 ~ C7 4- m 15 �. 44? 16 17 18 r r' 19 20 21 22 23 24 2 Bottom of Borehole at 25 feet. 26 Remarks: (Monitoring well installed with 2'x2'x4" concrete Pad at existing ground surface supporting +/- 27 3 foot protective steel casing with locking cover. Borehole advanced using air hammer method with 6" drill bit. 28 29 GZA GeoEnvironmental, Inc. Log of Well Mid-15—SS Sheet t of 4 Engineers/Scientists Carolina Piedmont Oisposal Facility 320 Needham Street Anson County, North Carolina Job {Number: 70141.30 Newton Upper Falls, MA Elevation: G.S. 302.26 ft Phone (617) 969-0050 Fax (617) 965-7769 Driller: 8. Barnes - A6E Services Drilling Date Time Drill Method: 10"/6"/4" Air Hammer Started 2/13/92 NA Sample Method: NA Finished 2/13/92 NA Borehole Diameter: 10/6/4 in. Water Level: 15.35 ft. (10/97) Logged By: M.A. Ponti, Jr. Che ,Ped By: J.L. Daw c Z= o n� O 1 u Materlats Description He€i completion E m L m in c a) H x o C) concrete 1 (0-0.5') 2 vo�elay/Ce .. Grout (0-26'1 3 SEE GZA aORING LOG MW-15-DB FOR SOIL CLASSIFICAITON AND STRATUM DESCRIPTION 4 6" PVC Casing Inside 10" o.c. 5 Dorehole 6 4" PVC Casing Inside 6" PVC T Caskng and Sidewali o 8 voiclay/Ce...; Grout (0-45') Outside of 4" PVC Casing 10 11 12 13 GZA GeoEnvironmental, Inc. Log of Well MW-15—SB Sheet 2 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson Count North Carolina y� Job plumber: 70141.30 Newton Upper Falls, MA Phone (6171 060-OCH Fax (617) 965-7769 Elevation: G.S. 302.26 ft c y � a z E � ..+ � Materials Description Well Completion E CL m :n CU p — n m (aul (U o LO d m 15 16 17 18 19 20 21 22 23 24 25 2 6 Penton,te Seal 126-28') 6utsiae 6" 2 7 PVC Casing 28 29 GZA GeoEnvironmental, Inc. Log of Well MW--15--SB Sheet 3 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number. 70141.30 Newton tapper Falls, MA Phone (617) 969-0050 Fax f6M 965-7709 Elevation' G.S. 302.26 ft dE c o a� Materlals Description Weil completion E m v CU m m (D # o LO a m 31 32 33 34 35 36 37 38 39 40 4i 42 43 44 45 GZA GeoEnvironmental, Inc. Log of Well MW-15--SB Sheet 4 of 4 Engineers/scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (517) 969-0050 Fax (617) 965-T769 Elevation: G.S. 302.26 ft O C Z i � C rJ It, a O Materials Cescriptlon Well Completion 0 n W r co m 2 ry V3 C ci 0 LO � m (46-46') 47 4 a - a" Over. Eedrock well 49 50 51 52 53 5 4 Remarks 101onitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 3 fot protective steel rasing with locking cover. Response o(air hammer 3advanced 55 indicated hard rock at 25 feet. Borehole f using air hammer method with 10" driil bit to 30 feet, and a 6" drill bit to 38 feet. 4No water encountered after 7 days; used air 5 6 and water to evelop well for 30 minutes with no success. Advanced hole using an air hammer method with 6" drill bit to 48; and 4" bit 59. 57 5 8 Bottom of Borehole at 59 feet. 60 61 GZA GeoEnvironmental, Inc. Log of Well MW-16—DB Sheet 1 of T Engineers/Scientists Carolina Piedmont Disposal Facilit P y 320 Needham Street Newton Upper Fails, MA Anson Count y, North Carolina Job Number: T0141.30 Phone (617) RG-0050 Fax (617) G65•-7T69 E1eY8tI0r1: G.S. 312.37 lit. Driller: B. Barnes/J. Scribellito — ASE Drilling Services Drilling Date Time Drill Method: H.S.A./HQ Core/Air Hammer Started 2/20/92 NA Semple Method: Split Spoon/Hi9 Core Finished 2/20/92 NA Borehole 01ampter: 10/6 in. Water Level: 28.23 it. (10/97) Logged By: F. Banner Checked By: J.L. Daw o Z c � c e o _v J * o CU Materials ❑escriptEon Ha## Completion CL co n N w L p O ~ ri m -<— Locking PVC Cap • ° RESIDUAL SOIL (o-o.5') Cement ••• SAFRQLITE (0.5-m,s') - ..: Clayey Sand (SC) - mostly fines, little fine sand, pale yellow, moist, low plasticity, very Voiciay/Ce Grout Stiff, ta.5-73'1 - S-! 24/22 8-10 rrr 12-1A „l rr. rrr rr, r/ - 7 / F / r B f / r Clayey Silt (ML) - mostly fines, tittle medium to fine sand, pale yellow, moist, low to medium 6" PVC Casing plasticity, very stiff. Inside 10" - S-2 24/18 6--12 0.0. 17-I8 - - 10 11 12 13 Clayey Silt (ML) - mostly fines, trace medium i 8-12 to fine sand, pale yellow, moist, low plasticity, S-3 24/20 15_15 very stiff. . GZA GeoEnvironmental, Inc. Dog of Well 11AW-18--OB Sheet 2 of 7 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Plumber: 70141.30 Newton Upper Fa11s, MA Phone (617) 969--0050 Fax (617) 965-7769 Elevation: G.S. 312,37 ft. C � O C M o O Materlais Oescription Weil Completion a+ 1 d m S-3 24/20 6-12 15-15 16 '•/ 16 17 18 r/♦ 5-4 12/10 25-75 PARTULLY WEATIEiED ROCK (18.5-45') 19 Clayey Silt (ML) - mostly fines, medium to fine sand, very stiff, pale yellow, moist, low plasticity. 20 21 22 23 5-5 24/12 36-4424 Poor Graded Sand with Silt (SL-SM), Medium to 70-68 Fine Sand (SP) over Clayey Silt (ML) - mostly fines, few medium to fine sands, trace highly weathered siltstone (WH): hard, moist, pale 26 yellow, non- plastic. 26 27 28 No recovery, S-B 4/0 75/4 29 GZA GeoEnvironmerital, Inc. Log of Well Mid-18"BB Sheet 3 of 7 Engineers/Scientists Carolina Piedmont Disposal Facility 3Needham Street Anson Count North Carolina y, Job Number: 70141.30 Newton Upper Falls, MA Phone (617) 969-0050 Fax (6M 965-7769 Elevation. G.S. 312.37 ft, d c V E o a w �, a Materlals Description Well Completion a E d n m ro u) c as o 0. m 31 32 33 Clayey Silt (ML) - mostly fines, trace fine to medium sand, yellowish tan, moist, low plasticity, stiff. S-7 t 24/14 10-3 34 35 36 37 38 Clayey Silt (ML) - mostly fines, few medium to S-8 7/8 61--75/1 fine sands, traces highly weathered siltstone (WH). 39 40 41 42 43 S-9 4/4 75/4 44 4 524114 ARGUITE (45-loo') C-1 ? 0% 1111( RGO-100 GZA GeoEnv€ronmental, Inc. Log Of Well MW--16--DB Sheet 4 of 7 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Newton Upper Falls, MA ACounty,North Carolina Anson Job Number: 70141.30 Elevation: G.S. 312.37 ft. Phone (6171 969-0050 Fax 1617) 965-7769 O c ti G * Q a O Naterlals Oescriptlon Well ccmpletlon ago CC al r a 2 o c� a � C-1 210024 12X ROD--100 Hard, fresh to slightly weathered pale gray 1 bedded ARGILLI7E, with mafic beds 1/2" thick, 4 7 dipping 30-45 degrees; minor faults throughout core; annealed with calcic minerals (WS), 48 14* 49 C-2 692%5 14* 14)( ROD-72 14 14* 5 0 ARGILLITE 51 52 53 52'-53': Severely weathered and brecciated zone; microbreccia, calcic vugs. 54 14* 4 * 55 C'3 697%8 4K ROD-66 4* 7* 56 57 58 59-59.6': CLAY --filled zone, 59 7* C 4 687%4 * 6* ROD-50 60 6� 3 61 GZA GeoEnvironmentai, Inc. Dog of Well Mil-16—❑® Sheet 5 of 7 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job plumber: 70141.30 Newton upper Falls, MA Phone (617) 868-0050 Fax (8171 965-7759 Elevation: G.S. 312.37 ft. O C E 0 v o a _ m a Materials Description Well Completion Q E Qi M - n .., (5.2 p" L a U' ¢� S o d to 7 C-4 64 87% 6* RGQ-5c 6* 6 3 83-13T: Highly fractured zone; stress fractures perpendicular to bedding; beds dip C 45 degrees. 634—�K 65 66 5* 67 5)( 4* C-5 1295%4 4* 4* RCD-27 68 4 4* 5* 5* 69 8* . 70 41 71 `. 72 7 3 Hard, fresh, greenish -gray, bedded Eentorlte ARGILLITE, close, highly weathered strong iron Sea[ oxidized joints, shadow dipping; numerous (73-75'1 micro -stress fractures. 74 e* 7* 7* 7* 75 C-6 120/108 9C% 7* 8* Roo-58 wP"rGo� �* Ii5-ioo'1 s* 76 s 77 GZA GeoEnvironmental, Inc. Log of Well MW-16—DB Sheet 8 of 7 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County,North Carolina Job Plumber: 70t4l.30 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 965-7769 Elevation: G.S. 312.37 ft. o c _ E o Z a� E * m o y Materials Description Well Completion a E N ai y m p L CL 0 a m 79 8* 7* 7* 7* 8 0 ARGILLITE C�-6 t290% 8 8* RO❑-56 sX 81 s* 7* 82 83 83-85'; Moderately weathered zone, close joints. 84 85 86 7* 7 87 - C-7 1083%6 7 5-X ROD-20 5 5# 88 5 4* 89 90 91 9 2 82-97'; Minor faults withmicro-breccia and 4* filled with calcic minerals, vugs. 4* C-8 96/96 100% 4* 4* ROD-74 Q 3 4* 4* 4* GZA GeoEnvironmental, Inc. Log of Well MW-16—DB Sheet 7 of 7 Engineers/Scientists Carolina Piedmont disposal Facility 320 Needham Street Newton Upper Falls, MA Anson County, North Carolina Job Number: 70141.30 Phone (617) 969-0050 Fax (617) 985-7769 Elevation: G.S. 312.37 ft. c � E *� o Materials description Well Completion ) C ai S a ~ L7 9 5 ARGIiLITE 96 4# 4 C-8 90�X 4* 4'X RGO-74 97 97-100'; Micro -stress fractures, minor offsets, 4 caicic filled joint planes. 4* 4x 98 : 99 100 Bottom of Borehote at ;00 feet. 101 Remarks: IMonitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 3 fo5t protective steel casing with locking cover. Borehole advanced using 102 augers and single HG core barrel; open bedrock well installation completed by air hammer method using 10-inch drill bit 3 75 feet and 6-inch drill bit to 100 feet. Auger 103 cuttings indicate medium to fine Sand (SP) between 22 and 24 feet below existing grade. 4Sp1it spoon shoe broke in hole on S-6; No recovery. 104 105 106 107 108 109 GZA GeoEnvironmental, Inc. Log of Well M W-18-06 Sheet 1 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Elevation: G.S. 312.83 ft. Phone (617) 969-0050 Fax (6$7) 965-7769 Driller: B. Barnes/J. Wagner - A6E Services Drilling Date Time Drill Method: 6" Air Hammer Started 2/04/02 NA Sample Method: NA Finished 2/04/02 NA Borehole Diameter: 6 in. water Level: 26.78 ft. (10/97) fogged By: M.A. Ponti, Jr. �he,rn2u 6y; J.L. 17aw C ❑ L = a y 0 Materials Oescriptlon Well Completion E Q7 ar a can o CL co rt— 1_oc€aMg PVC Cap Concrete Vciclay/Ce ,; Grout [0.5-t2') 3 SEE GZA BORING LOG MW-IB-DB FOR SOIL CLASSIFICAITON AND STRATUM DESCRIPTION 4 5 z.. PVC Riser IO-15'I 6 7 8 8 10 11 12 Bentonkte Seal €t2-14') 13 GZA GeoEnvironmental, Inc. Log of Well MW-16-08 Sheet 2 of 3 Engineers/Scientists Carolina Piedmont aiSPosal Facility 320 Needham Street ACount North Carolina Anson y Job Number: 70141.30 Newton Upper Falls, MA Elevation: G.S. 312.83 ft. Phone (617) g69-oo50 Fax (617) G65-7769 o G ca o n Materials Description Well Completion Q E L m U) G y x a ~ a_ m 15 +� k 'r'' Filter Sand (14-45'l 16 2' PVC wellscreen i0.010 S€ot) 17 Inside 6" D.C. Borehole (15-4S') 18 20 21 22 23 25 28 27 28 29 GZA GecEnvironmental, Inc. Log of Well MW-16-08 Sheet 3 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Newton Upper Falls, MA Anson County, North Carolina Job Number: 70141.30 Elevation: G.S. 312.83 ft. Phone (517) 969-0050 Fax (617) 955-7769 O ry T c a Z E m .... .J Materials Cescrlptlon Well Completion Q 1= cc m \ CU 9 c a; i o ~ o.. b 31 32 33�u N 34 35 38 37 38 Remarks: 1Monitoring well installed with 2`x2'x4" concrete pad at existing ground surface supporting +/- 3 fo?t protective steel casing with locking cover. Borehole advanced using 39 air hammer method with 6" drill bit to 45 feet. 40 41 42 43 44 4 Bottom of Borehole at 45 feet. "� ` GZA GeoEnvironmental, Inc. Log of Well MW-10--SB Sheet i of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County,North Carolina Job Number: 70141.30 Newton Upper Falls, MA Elevation: G.S. 311.21 ft Phone (BIT) 969-0050 Fax (BIT) 905—TT69 Driller: B. Barnes/J. Wagner -- ACE Services Drilling Date Time Drill Method: 10"/6" Air Hammer Started 1/17/92 NA Sample Method, NA Flnlshed 2/03/92 NA Borehole Diameter: 10/6 in. Water Level: 25.04 ft. (10/97) Logged BY: M.A. Ponti, Jr. Checked By., J.L. Daw O C y L a 0 * o a �m O 0 u Haterials ❑escrlptlon Well Comptetian E E m [C CD N m m (n c Qj s m ~ cD t— Lading PVC Cao Cement 1 (a -a �•j 2 3 SEE GZA BORING LOG MW-16-DB FOR SOIL voi� ay/Ce:. CLASSIFICAITON AND STRATUM DESCRIPTION Grout ta.5-sz'I 6 B" PVC Casing Inside IG' o a. 7 Borehole e 8 9 10 11 12 13 GZA GeoEnvironmental, Inc. Log of Well MW-16--SO Sheet 2 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Dumber: 70141.30 Newton Upper Falls, MA Elevation: G.S. 311.21 ft Phone W7) 960-0050 Fax (617) 965-7769 c � x 76 n ( Materials Description Well Completion Q 1 O Q� or_ \ \ N d� L d 0 C Q1 3 O ~ C7 m 15 16 1l 18 1g 20 21 22 23 24 25 26 27 28 I 29 GZA GeoEnvironmental, Inc. Log of Well MW--16—SB Sheet 3 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Newton Upper Falls, MA An Count North Carolina Anson y. Job Plumber: 70141.30 Phone (15M 969-0050 Fax (617) 965-7769 Elevation, G.S. 311.21 ft 0 0 c 1 U ZZ = ❑ �� a v m ° J 0 materials Description Well Completion E w ❑ m ro Ln c� 0 i ° LO � m 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 GZA GeoEnvironmental, Inc. Log of Well MW-16—SS Sheet 4 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility Job Number: 70t4l.30 320 Needham Street Newton Upper Falls, MA Anson County, North Carolina Elevation: G.S. 311.21 ft Phone (617) 969-0050 Fax (6171 965-7769 c a� v * o� Qm J � Materials Description P Well Completion 0 E cmot m a C3 W a m (I7 a c a m 4l 48 49 50 51 52 Bentcnite Seal (sz-5s^I 53 5q 6" Open Bedrock W0 5 5 �j. 56 5l 58 59 Bottom of Borehole at 59 feet. 60 Remarks: 1Monitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting 6 3 foot protective steel casing with locking cover. Borehole advanced using air hammer method with 10" drill bit to 54 feet, then 6" to 59 feet. TRC Environmental Corporation Log of Well MW-16D Sheet 1 of 3 -*Customer- Focused Solutions* Anson County - SAM.F. 6340 Quadrangle Drive, Suite 200olkton North Carolina Job Number: 23490-0020-00000 Chapel Hill, NC 27514 Phone (919) 4I9-7500 Fax (919) 410-7501 Elevation: G.S. 311,80 ft. Driller: Bore C Core, Inc./Mark Seiler Drilling Date Time Drill Method: Hollow Stem Auger Started 10/3/97 NA Sample Method: 2" O.D. Split Spoon Finished 10/6/97 1115 Borehole Diameter: 8 in, Water Level: See Remarks Logged By: J.L. Daw, P,G. Checked By: J.G. Tew, Jr., P.E. O c v 0 Materials Description Well Completion N o n°' u a E c � 0 ar O `� r a m cn v ~ Locxing CL Cover r r SAPR©LITE (0-28') rrr rrr rrr 1 rrr rrr 2" PVC rrr Riser rrr rrr 0_ J3, rrr rrr Portland Cement rrr rrr 0--29' rrr rrr park yellowish orange .00YR 6/6)/moderate rrr reddish brown (10YR 4/6) mottled Silt (ML) rrr rrr 5 1 24/24 10-17 4 rrr 30-32 rrr rrr rrr rrr Shelby tube collected 5-5.5' - tube refusal rrr rrr rrr ♦rr rrr r♦ 6 r♦ rr rr 7 r •rr r r g Dark yellowish orange (10YR 6/6)/grayish orange (IOYR 7/4)/ very pale orange OOYR 8/2) mottled Silt (ML) r r S-2 24/l8 11-21 9 27-30 10 11 12 13 Pale yellowish orange (1OYR 8/6)/very pale orange (IOYR 8/2) Silt, little coarse sand in L S-3 24/18 17 27 thin zones (ML) I 40-41 I __ A— I TRC Environmental Corporation Log of Weil MW-16D Sheet 2 of 3 *Customer -Focused Solutions* Anson County - S.W.M.S=. 6340 Quadrangle Drive, Suite 200 Poikton, North Carolina Job Number: 23490-0020-00000 Chapel Hill, NC 27514 Phone [919) 419-7500 Fax (9191 439-7501 Elevation: G.S. 311.80 ft. c o Materials Descrlpticrn Well Completion a E rJ Ccc 2 0 U] a 17-27 '" S-3 24/18 40-41 fir .,, 15 .,. 16 „' 17 18 Pale yellowish orange (IOYR 8/6)/very pale orange OCYR 8/2) Sill, little coarse sand in thin zones (ML) sir 5-4 24/16 21-27 19 rrr 32-40 rs rr " 20 r,• „ , 21 , ,. 22 23 Pale yellowish orange (10YR 8/6)/very pale -TT ` orange (10YR 8/2) Silt, some coarse sand in thin zones (MO S--5 24/22 12-20 24 32-35 25 26 27 28 PARTIALLY WEATi-ERED ROCK (28-38') S-6 9/g 37 100/3" Yellowish gray (5Y 7/2) Silt, some medium -fine sand (ML) 29 TRC Environmental Corporation Log of Well MW-16D Sheet 3 of 3 *Customer -Focused Solutions* Anson County — S.W.M.F. 6340 Quadrangle Drive, Suite 200 Polkton, North Carolina Job Number: 23490-0020-00000 Chapel Hill, NC 27514 Phone (9191 419-7500 Fay (919) 419-7501 Elevatlon: G.S. 311.80 ft. O C z Materials Description Well Completion r.r d @ C] �..-. ) N L6LO as r f� Bentanite Sea[ 31 ze-sl.e' 32 33 Yellowish gray (5Y 7/2) Silt, some medium -fine S-7 8/7 2-50/2, sand (ML) 34 Filter P p SarQ 35 z. €,0101 PVC Well Screen 33-36' 36 37 38 5-6 8/8 1CC/6*' Bottom of Borehole at 38 feet (auger refusal) 39 Remarks: lWater level 27.4' BGS at com letion -Water < 2Water level 25.0' BGS after 24 hours level 25.76' BGS 1C/21/97 at t238 40 41 42 43 44 45 GZA GeoEnvironmental, Inc. Log of Well MW-17-OSS Sheet 1 of 1 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fa315, MA Phone (6171 969-0050 Fax (617) 965-7760 Elevation: G.S. 310.73 ft. Driller: M. Trinkle -- A&E Orilling Services Drilling Date Time Drill Method: Hollow Stem Auger Started 2/4/92 NA Sample Method: Split Spoon Finished 2/4/92 NA Borehole Diameter: B-1/4 in. Water Level: See Remarks Logged gy: P. Banner Checked By: J.L. Daw C z Materials Description well Completion Q1 lS "" O a 37 U a Ol L n r0 U7 N Yo ~ Lo �- P'OteCIIVe c- m steel �gsing Cement - 1 RESIDUAL SOIL (0-31 Poorly Graded, Mostly Fine to Medium Graded rt eentonEte •' • Sand with Silt and Gravel (SP-SM) - little uejl ' ` • fines, little_ fine to medium graded gravel, dry, ° llght yellowish brown, (IOYR, 6/4), normal •; , non -plastic, ` Filter rrr SAPROLITE (3-9.5) Sand Completely Weathered Siltstone, Clayey Silt Wl� (ML/CL) - mostly fines, trace of fine graded 4 rrr sand, dry, brownish yellow OCYR, 6/8), low plasticity, blocky. S-1 24/24 13- rr, 48-46 rrr rrr 2" PVC rrr rrr Riser 0-5' rrr r,r rrr C rrr lJ rrr rrr rrr ♦rr ♦rr ♦rr rrr g ,rr 2" PVC ' rr wel€screen Completely Weathered Argillite (WC), converts Ji0.010 rrr rr to Clay (CL/ML) - mostly fines, trace fine 51°`} 9 ';, graded sand, dry to moist, pale yellow (2.SYR, r" 1.3), medium plasticity, blocky. S-2 23/17 38-56 28-75/5 77 PARTIALLY WEATWRED ROCK (9.5-10') 10 Bottom of Borehole at 10 feet. } Remarks: IScil classificatiop for residual soil based on auger cuttings. Monitoring we[I installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 3 foot by 12 protective steel casing with locking cover. Borehole advanced using hollow stem auger. 4Auger Refusal a�+/- 10 feet below existing ground surface. Water level - Dry (at 13 completion), Dry (10/97) GZA GecEnvironmental, Inc. Log of Well MW-17—SB Sheet 1 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (6171 069-0050 Fax (617) 965--776g Elevation: G.S. 310.70 ft. Driller: M. Trinkle/J. Wagner -- ACE Drilling Services Drilling Date Time Drill Method: Air Hammer; HO Core Sarrel Started 2/24/92 NA [Sample Method: HO Core Flnl5hed 2/28/92 NA borehole Diameter., 10/6 in. Water Level:24.37 ft. OV97) Logged By: Banner/Ponzi, Jr. Checked 8y: J.L. Daw Z roro t J Materials Description Well Completion a v m m a E cc m m �` m ro V7 3: to Protective CL in sleet �asang See GZA Boring Log MW-17-OBS for Soil — concrete 1 Classification and Stratum Description. 0-0.5' 3 4 5 -E PVC Casing Inside tO" O.D. 6 Ba!ehcie 0-42' T a Cement Grout 0-40 9 10 11 12 13 GZA GeoEnvircnmental, Inc. Log of Well MW-17—SB Sheet 2 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina .lob Number: 70141.30 Newton Upper Falls, MA Phone (617) 969-oo5o Fax (617) 965-7T69 Elevation: G.S. 310.70 ft. o c aav o Materiafs Description Welt Completion 0 au � r a a U) C� W i o ~ CL m 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 GZA GeoEnvironmental, Inc. Lag of Well MW-17-SB Sheet 3 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (617) 960-0050 Fax (617) 965-7769 Elevation: G.S. 310.70 f t, c Z E * o L w Materials Description well Completion d M n U7 c � i a LO 31 32 33 34 35 36 37 38 39 4 0 aentunite Seal 40-42' 41 4 2 ARGUITE (42-61.8') 4 3 C-1 30/30 777 ROD-58 4 4 Hard, fresh, greenish gray, Bedded ARGILLITE, with close, slightly to moderately weathered steeply cl€pping joints; several curviinear vertical stress fractures; few joint aligned 45 calcic vugs. C-2 23/22 13 ROD-75 GZA GeoEnvironmentaf, Inc. Log Of Well MW-17—SB Sheet 4 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job dumber: 70141.30 Newton Upper Fafis, MA Phone (517) 969-0050 Fax (617) 965-7769 Elevation: G.S. 310.70 ft. O C C o z E * o n Materials Description well Completion _v Q W \ fl. 2 ro cn C a� k o ~ 0 C-2 23/22 RGD-75 47 -- o.s C-3 32/21 1.3 ROD-48 4 48 mY,. '«. f. y m E— 6" Open ,v Z Hcle 42-61S' 49 50 C-4 28/17 1.5 ROD-0 51 52 C-5 32/23 1 5.3 RGD-17 3.3 tj6 54 54.5--6t.8% Annealed fault breccia with bedding C-6 31/23 2.55 ROD-81 offsets between f inch and 3 inches; fractures, 3.3 joints and vugs filled with catcic and iron oxide minerals. 56 5 7 Remarks: 1No split spoon samples taken; stratum descriptions based on air hammer cuttings. 2Hole advanced using 10-inch O.D. air hammer; HD r3ock core obtained between 42 0.7 58 and 61.8 feet. Monitosing well installed with 2'x2'x4" concrete pad at existing ground C-T 43/34 016 ROD-56 surface supporting +/- 3 foot protective steel f 5 casing with locking cover. 4Air hammer 59 cuttings indicated bedded Argiilite (saprolite) to +/- 32 feet: slightly weathered bedded Argiliite between 32 and 42 feet. 60 C-8 19/11 422 ROD-1C0 61 Bottom of Borehole at 81.6 feet. 37 GZA GeoEnviranmenta€, Inc. Engineers/Scientists 320 Needham Street Newton Uppppeer falls, Massachusetts 02164 F (617) 969-0050 ring Co. Graham & Currie "eman Tony Shuster G2A Rep, K.A. Ponti, Jr. Date Start 05/16/95 End 05/16/95 Location See Exploration Location Plan GS.ELev. 32-7 , 0 Datum NGVD R9,:N"],'WL,---FP-er1 Sample Information ./ Depth Blows/ Fie Sotid Waste Management Anson County, North Car Caro Casing Sampler Type NA NA I.D./0.0. NA NA Hammer Wt. NA NA Hammer Fall NA NA other 12-3141° H.S.A.;NX Rock Core Sample Ld Description & Classification H G S No. Rec. (Ft.) 6" Test Data 5 10 15 20 25 Date 05/15/95 05/16/95 05/17/95 05/19/95 No samples obtained in overburden - stratum description based on auger cuttings. Boring No. NW-17A-BZE Facility----.�.—... - — - Page 1 of 4 Fite No. 13744 Chkd. By Groundwater Readings Time Depth Casing Stab. Time 1910 46.5' 44, 0 0635 46.7' 44, t 12 Hrs. 0940 47.2' 44' s 1.6 Days 07CC 1 50.4' 11 44' g 4 Days Stratum R Equipment InstaLLed M _ Description K FLush Mounted Steel S Cover RESIDUAL ..Concrete SOIL 0-0.5, 2.5' Cement Grout 0.5-42' 6" PVC Casing Inside 12-3/4" O.D. CLAYEY Borehole SILT 0-44' SAPRGLITE SILTY CLAY SAPPROLITE 1. See Remark No. 1 on Boring Log HU-17A-00. R 2. See Remark No. 2 an Boring Lag Hu-17A-DC. e 3. Borehole advanced using hoLLow stem auger method (HSA) to 441 and NX rock core between 45 and SS' on m C5/16/95 and 05/17195; borehole completed with air hammer method between 45 and 1131 below grade on a C5/17/95; all water evacuated from weLl by air hammer on 05/17/95 at 1600 hrs. 4. Water Level - Dry (10/97) s p g:\13744.C4C\13744-OC.sjt\report\boring.tog\17abzepl.frm Stratification Lines represent approximate boundaries between soil types, transitions may be gradual. eater level readings have been made at times and under conditions stated. FLuctuaticns of grcundwater nay occur due to factors other than those present at the time measurements were made. Boring No. H'J-17A-8ZE GZA GEOENVIRONMENTAL, INC. Solid caste Boring No, Nod-17A-SZE Enaineers[5cientisis Fkanagement Facility --_ Page 2 of 4 320 Needhhpaapmm Street Newton 050alls, Kassachusetts 02164 Anson County, North Carolina File No. 137" 969-0— Chkd. By: i C B S L N W G s Sample Information Sample Description 8 Classification Stratum Description RM K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Blows/ 611 Field Test Data V PVC Casing Inside 12-3/41, O.D. Borehole 0-44, SILTY 35 CLAY SAPROL I Ti_ '< 40 42' WEATHERED Bentonite ARGILLITE Seal MIN/FT RQD 44' ----- 42-44' b'° Open 45 Hard to very hard fresh, highly fractured, dark bluish -gray DIABASE Bedrock Well 44-118, C-1 36/32 45-48 5 20 7 0 with several iron oxide stained, tow to steeply dipping weathered/clay filled Joints/fractures; joints very close-ctcse- Similar to C-1, except several high mle joint spaces 0.5 to 1.8" thick filed with .light. orange, iron oxide stained silty clay, between 48 and 56'. 4 C-2 120/ 48-58 3 5 48 4 4 48-561: highly fractured. 4 DIABASE 4 3 BEDROCK 3.5 3.5 55 4 3'.5 3 Similar to C-1, except few slightly weathered, iron oxide stained joints /fractures, close to moderately C-3 120/ 56-68 3.5 65 78 4 60 widely spaced, low to moderately dipping joints/fractures, iron oxide stained Clay filled. 5 3.5 3 4 3.5 R 4. Borehole callapsed during installation of packer test eGui�ent at 52.5' betcw grade; bottom of hole wet and contained orange silty clay on electric .water tevel reader sensor rod. e m a r k s 5:\13744.040\13744-OO.sjt\report\boring.lag\17abxepZ.frm atification tines represent approximate boundaries between sait types, transitions may be gradual, Water levet .ddings have been made at times and under conditions stated. Fluctuations of groundwater may cccur.due to factors other than those present at the time measurements were made. Boring No. Mu-17A-BZE Boring No. XW-17A-B2.E rs/Scientists '—� EnginiiGZA GEOENVIROl6MEXTAL, INC. Solid Waste Managemer+t Facility Page 3 of 4 320 Needham Street Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 137" (617) 969-0050 Chkd. By: n C B 5 L N V G S Sample Information Sample Description $ Classification StratLrn Description R M K S Equipment Installed No. ?en./ Res. Depth (Ft.) MIN/FT Roo 70 75 80 90 95 5 Similar to C-3, except joint/fractures very close - moderately widely spaced, slightly stained to clean. Similar to C-4, except few joints/ fractures, mostly clean. 98-118, Cuttings: clean, iron oxide stains absent, trace amounts of milky quartz indicating veintets. DIABASE BEDR= 5 6" Open Bedrock Veit 44-1181 4 3 c-4 120/ 68-70 1 3 1 61 3.5 4 4 3.5 3 3 3.5 4 4 C-5 120/ 78-98 3.5 63 74 4 3.5 2.5 3.0 4 5 3 3 3 4:4 5. Bottom of XX Core barrel adanced to 981. R e m a r k s g:\13744.C40\1374"4-00.sjt\report\boring.log\17abzep3.frm —atification lines represent approximate boundaries between soil types, transitions may be gradual. (dater level sings have been made at times and under conditions stated. Fluctuations of groursdwater may occur due to factors er than those present at the time measurements were made. � --ng No. M1d-17A-BZE GZA GEOENVIRONSENTAL, INC. Baring No. MU-17A-SZE ng Eineer5/Scientist5 Solid Baste Management Facility Page 4 of 4 320 Needhhpaamm Street Newton 954-005palls, Massachusetts 02164 Anson County, North Carolina File No. 13744 Chkd. By: 7 C 8 S L N W G 5 Sample information Sample Description 8 Classification Stratum Description R K S Equipment installed No. Pen./ Rec. Depth (Ft.) Slows/ 511 Field Test Data 105 11D 115 --- - DlABA5E BEDROCK 5" open Bedrock Well 44-118, IF 0 125 130 Bottom of Borehole at 11a'. r 1 R e m a r k s g:\13744.C40\13744-00.sjt\report\`+,cring.log\17abzep4.frm -atification lines represent approximate bcurdaries between soil types, transitions may be gradual. Water level eadirgs have been made at times and under conditions stated. Fluctuations of groundwater may occur -,due to factors other than those present at the time measurements were made. Baring No. HW-17A-BZ_c GZA GeoEnvirormcntal, Inc. Boring No. MU-17A.BZW �naineers/Scientists Solid Waste Marmgewent Facility Page 1 of 6 320 Nee&am Street North Carolina File No, 13744 Newton Upper Falls, Massachusetts 02164 Anson County, (617) 969-0050 Chkd. By — 'raring Co. Graham L Currie Casing Swnp I e r Groundwater Readings Time Depth Casing Stab. Time =eman Dan Graham Type NA NA Date 1930 Dry 24r 7 Hrs. ii7A Rep. M.A. Ponti, Jr. I.P./O.D. NA NA 05/10/95 1"0 44.78 241 t 2 Days Date Start 05/11/95 End 05/11/95 Hammer Wt. NA NA 05/13195 1450 45.28 241 t 6 Days Location See Exploration Location Plan Hammer Fall NA NA 05/17/95 1308 45.58 241 t B Days GS.Elev. 328.011 Datum NGVD Other 12"1611 Air Hanmr 05/19/95 D P T H C B S L N Y G S Sample Information Sale Description S Classification I Stratum Description RM K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Btows/ 6" field Test Data Flush Mount Steel Cover No samples obtained in overburden - for stratum descripption refer to GZA Boring Log Mu-17-08. 31 RESIDUAL SOIL s ----- "` Concrete 0-0.5' 6" PVC Casing Inside 121E O.D. Borehole 0-241 5 CLAYEY cement Grout 0.5-24, SILT SAPROLITE 10 12, t SILTY — CLAYEY 1 SAPROLITE w: 151 x 15 WH ARGILLITE is 17, MODERATELY WEATHERED 20 ARGILLITE 221 SLIGHTLY WEATHERED 241 ARGILLITE Bentonite Seal 22-24, 25 241-41.51 Cuttings: pale yellow -tan, +1-60X slightly Cron oxide stained, silty clay coated, fresh, median hard. — -- --- BEDDED ARGILL€TE 6" Open Bedrock Well 24-1251 (tan light - gray) R e m r k 1. See Remark No. 1 on Boring Log }lW-17A-DD. 2. See Remark No. 2 on Boring Log MW-17A-DD. 3. Borehole advanced usme ing air hammer method with a 1211 drill bit to 241, and a 611 drill bit to 125; between 05/10/95 and 05111/95. 4. Water Level - 49.55 (10/97) s g:\13744.040\13744-00.sjt\reportlboring.log117abzwpl.frm .ratification lines represent approximate boundaries between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur.due to factors other than those present at the time measurements were made. Boring No. Ml4J-17A-BZW GZA GEOENVIRONMENTAL, INC. gnc3ineeentists 320 Needham Street Newton Uppp�eer Falls, Massachusetts 02154 (617) 969'0050 C B sampte Information S L p W Pen./ Depth 8tcus/ field N G s Na. Rec. (Ft.)� 6" Test Data 35 40 45 70 55 60 Boring No. MW-17A-BZW Solid Waste Management Facility Page 2 of 4 Anson County, North Carolina File No. 13744 sample Description & Classification 41.5-61.51: Median hard -hard, fresh, little (15%) iron oxide stains. Chkd. By: stratus R Equipment Installed M Description K Is BEDDED ARGILLITE (tan - light gray) 41.5' t BEDDED ARGILLITE .(gray) 61.51 t BEDDED ARGILLITE (dark gray) 6" open Bedrock Welt 24-125' R e m a r k g.\13744.04C\13744-00.sjt\repert\boring.log\17ABZWP2.FRM ratification lines represent approximate boundaries between soil types, transitions may be gradual._ Water, level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Baring No. MW-17A-$ZW GZA GEOENV€RONMENTAL, INC. Engineers/Scientists 320 Needham Street Newton Upper Falls, Massachusetts 02164 (617) 969-0050 C B Sample Information S L N L Pen./ Depth 18t..s/ Field € H G S No. Rec. {Ft.7 611 Test Data 70 75 80 90 95 Boring No. XW-17A-BZW Solid Waste Management Facility ---- �.— Page 3 of 4 Anson County, Worth Carolina File Z. 137" Sample Description & Classification Chkd. By: Stratus H Equipment Installed Description K is BEDDED ARG1LLITE (dark gray) 611 Open Bedrock Welt 24-125' R e m a r k g.\13744.040%13744-OO.sjt\repert\boring.tcg\17abzwp3.frm ,ffication lines represent approximate boundaries between sail types, transitions may be gradual. Water Level lreadirgs have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. KW-17A-8ZW GZA =ENVIRONMENTAL, INC. Solid Waste Baring No. R4W-17,4-BZW Engineersl5csentists_ Management Facility Page 4 of 4 320 Needham Street Newton Ljppppeer Fatts, Massachusetts 02164 Anscn County, North Carolina File No. 13744 (617) 964-0050 Chkd. By. n C g S L 14 W G 5 Sample Information Sample Description t Classification Stratum Description RR K S Equipment Instalted 140. Pen./ Rec. Depth (Ft.) alows/ 6" Field Test Data 611 Gpen Bedrock Well 24-125, 105 110 115 aJ 121.5-1251: Hard fresh, very dark gray, trace(-) (S%) iron oxide stains. BEDDED ARGILLITE (dark gray) 121.5' t — -- --- — BEDDED ARGILLITE (very dark gray) 1z5 130 Bottom of Borehole at 1251. R e m a r k s 5:\13744.040\13744-00.sit\report\bcring.log\17abzwp4.frm atification tines represent approximate boundaries between sail types, transitions may be gradual. Water level eadings have been made at times and under conditions stated. Fluctuations of groundwater may occur -due to factors Other than those present at the time measurements were made. Baring No. HW-17A-BZW 1 GZA GeoEnvironmental, Inc. E ineers Scientists 320 Needham Street Heaton Urpper Falls, Massachusetts 02164 (617) 969-0050 ring Co. Graham $ Currie 'eman Dan Graham GZA Rep. M.A. Ponti, Jr. Date Start 05/10/95 End 05/17/95 I Location See Exploration Location Plan GS.Etev. 327.63 Datum NGVD D C B 5amiple Information T N w Pen./ I Depth Blows/ I Fie Solid waste Management Anson County, North Ca Ca_ sing Sampler Type NA NA I.D./0.D. NA NA Hammer wt. NA NA Hammer Fall NA NA Other 12"/611 Air Hammeram Sple ld Description & Classification H G S No. Rec. (Ft.) 6" ITest Data 5 10 15 2C 25 t Date 05/10/ 05/12/ 05/15/ 05/19/ No samples obtained in overburden - for stratum descripption see GZA Boring Log KW-17-0BS. 95 9S 9S F ac i l i t y Boring No, 1j1W-17A-Do Page 1 of 4 rolina File No. 1374.4 Chkd. By - Groundwater Readings Time Depth Casing Stab. Time 95 1930 57, 52.5 4 Hrs. 0640 45.9 52.5 t 15 Hrs. 0630 .1 52.5 1600 1\50.75 52.5 t 2 Days Stratum R Equipment Installed M Description K Flush Mount Steel S Cover Concrete RESIDUAL i'' 0-0.5' SOIL Cement 3' t Grout ----- 0.5-52.5' 6" PVC Casing 'z Inside 121, O.D. Borehole CLAYEY 0 52.5' SILT SAPROL17E 121 x SILTY CLAY SAPROLITE 1. Monitoring wett installed with 2' x 2' x 411 concrete pad at existing ground surface supporting a flush R mounted steel well cover. e 2. Soil and rock stratum descriptions are estimated based on the color and general composition of cuttings m observed from hollow stem auger or air hammer method unless otherwise noted. a j , Borehole advanced using air hammer method with a 12" dril[ bit to 52.5' and a 6" drill bit to 61.5' r on 05/10/95; borehole completed with air hammer method using a 6" drill bit between 61,5' and 115' on 05/17/95. 4. Water i �rel - 59.23 (10/97 ) g:\13744. 0\1 4-00.sjt\report\bcrirg.log\17apt.frm Stratification lines represent approximate boundaries between soil types, transitions may be gradual. (dater level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. MW-17A-DD GZA GEOENVIRONMEMTAL, INC. Engineers/Scientists 320 Needham Street Heaton 1lpper Fells, Kassechusetts 02164 (617) 969 00S0 C B Sample Information S L N W Pen./ Depth BLows/ FieLd ! H G S No. I Rec. I (Ft.) 1 61, Test Data 1 35 1 40 1 45 i ?o 1 55 1 60 Solid Waste Management Facility Baring No. PmW-17A-00 Page 2 of 4 Anson County, North Carolina File 11o. 137" Sampte Description & Classification Chkd. By: Stratum Description R M K Equipment Installed ---- S BEDDED ARGILLITE (tan -green) (WH-WM) 36.5' t 4 BEDDED ARGILLITE (MW-WS, tan- 39' W gray) BEDDED ARGILLITE (dark gray, fresh) 43' x DIABASE SEDRCCK (WS-FRESH) 50, s DIABASE BEDRCCK (Fresh) 6" Open Bedrock well 52.5-115' 4. Sorehote collapsed during attempts to set casing between 36.5 and 43', casing set at 52.51. R 5. Air hammer cuttings observed irdicate slight to moderate iron oxide stains on the rock surface within the e bedded ArgilLite (36.5-431) and the Diabase (43-50"), and clayey silt coatings. m a r k 9:\13744.040\13744-OO.sjt%report\boring.tog\17ap2.frm atification Lines represent approximate boundaries between soil types, transitions may be gradual.._ Water tevet readings have been made at times and under conditions stated. Ftuctuatiers of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. li'd-17A-D➢ GL4 GEDENYIRONMENTAL, INC. Boring No. MW-17A-DO G7A cSOE9VIR NKENT L Solid Waste M.anagenent Facility Page 3 of 4 320 Neechp+appem Street n ur0l1wto50as, Maaaachusetts 02164 Anson County, North Caro€'sna File No. 137" Newton Chkd. By: 4 C B S L N ti G S Sample Information saap€e Description 6 Classification Stratum Description M K S equipment Installed No. Pen./ Rec. Depth (Ft.) Blobs/ 6" Field Teat Data 70 75 80 .5 90 45 DIABASE BEDRDCr 6" Bed k Well 52.5-1151 i R e m a r k s 9:113744.04011374.4-00.sjt\repor-t\boriN .Iog117addp3.frm atification lines represent approximate boundaries between soil types, transitions may be gradual. water level adings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Baring No. 1tu-17A-DD GZA GEOENVIRONNENTAL, INC. Boring No. NW-17A-Do Engines _,.rs/Scientists Solid Waste Kanagement Facility Page 4 of 4 320 Needhhaamm Street Newton 09-er OO5Oa11c, Kasaachusetts 02164 AnCounty, Anson Coty, North Carolina File Wo. 13744 (617) 96 Chkd, By: C ® Sample Information Sample Stratum RR Equipment Installed 5 L N W Pen./ Depth Bloas/T Field Description t Classification Description K G S No. Rec. (Ft.) 6" IITest Data S 105 110 115 125 130 Bottom of Borehole at 1151. DIABASE BEDROCK n Open Bedrock ode l I 52.5-1151 R e m a r k s g:\13744.0-4O\13744-OO,sjt\report\boring.log\17addp4.frm •atification tines represent approximate bourdaries between soil types, transitions may be gradual. Slater level dings have been rrade at times end under conditions stated. Fluctuations of groundwater may occur dve to factors ner than those present at the time measurements were made. -1 Boring kc. MM1l•17A-DD GZA GeoEnvirOnMental, Inc. Boring No. MV-18-08 I Engineers/Scientists Carolina Piednont Disposal Facility Page 1 of 2 320 Needham Street Newton Usppeer Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30 - (617) 969 0050 Chkd. By: M.A. Ponti, Jr. ing Co. A&E Drilling Services, Inc. Casing Sampler Groundwater Readings Date Time Depth Casing Stab. Time Foreman Mike Trinkte Type SpH tSpccn 10L9- - E GZA Rep. H.A. Tschosit:ck I.D./O.D. 1.3811/211 Date Start 2/6/92 End 2/6/92 Hammer Wt. 140# j Location See Exploration Location Plan Harmer Fall 3011 Air Hammer GS.Elev. 256.06 0atLr,: Other: 4-1/4" NSA; H® Core Barrel, 1011/61' D P T N C B S L N W G S Sample Information Sample Description 8 Classification (ASTM System) Stratum Description R M K S Equipment Installed No. Per./ Rec. Depth (Ft.) slaws/ 611 Field Test Data i Casing] Concrete Protective Steel 1 RESIDUAL 2 SOIL Vo(clay/ Cement Grout 5-1 24/15 3.5-5.5 8-12 5 Lean to Fat Clay (CL/ML) - mostly t fines, trace of fine graded sanded, moist, red (25YR, 4/8), medium plasticity, soft to firm consistency. 4' 0.5-51' 61, PVC Casing 1 inside 14-18 LEAN -FAT CLAY SAPROLIT"r 10" O.D. Borehole � 0-53 ' s-2 8.5/4 8.5-1. 665-75/2.5 10 Completely to Highly Weathered Silt- stone (WC/WH), Sitt (ML) - mostly fines, little gravel (Quartz), dry, very pale brawn (14Yft, 8/3). Hard, fresh, brownish gray, Bedded ARGILLITE, with highly weathered iron oxidized joints. Y f 10' —— i Min/Ft RCO C-1 24/23 10-12 1.5 46 1.5 Hard, slightly weathered, bedded ARGILLITE, highlyy fractured with very close, highly weathered iron oxid;zed pints, steeply dipping to 3 s. C-2 2/12 12-13 5 0 C-3 IL48/47 13-17 4 55 5 15 horizontal; several annealed calcic filled joints, minor offsets. 4 6 BEDDED ARGILLITE C-4 60/58 17-22 3 27 2 _ 6 20 I 9 9 C-5 60/12 22-27 5 0 2 6 25 3 3 C 6 27-29 3 36 (24/221 i 4 Hard fresh, light gray, bedded ARGILLITE, with annealed 'C-7 I Z4/23 23.31 1 6 0 R joints, steeply dipping and fault breccia; weak to strong iron oxidation joints. e m 1. 2. 3. Monitoring protective Borehole air Highly advanced hammer fractured well installed steel casing using m ethod using and with 21X2'X411 with locking augers and single 10-inch or, jointed zones at supporting t3 corpleted feet. foot by concrete pad at existing ground surface cover. Ho care barrel; open bedrock welt installation bit to 53 feet, and 6-inch drill bit to 63 12 to 13 feet. Stratification tines recresent aperoximate boundaries between soil types, transitions may be graduat. Water level readings have teen made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. rBoring No. MW-18-CB GZA GEOENVIRONMENTAL, INC. Engineers/Scientists 320 Needham Street Newton Up�p¢er Falls, Massachusetts 02164 (617) 969-0050 C B Sample Information S L N 11 Pen./IDepth H G S No. Rec. (Ft.) Min/Ft ROD 35 40 45 50 55 60 R e m a r C-8 12/11 31-32 1 2 0 c-9 3C/31 32-34.5 7 4 C-10 60/57 34.5-39.5 5 28 3 2 1 3 C-11 48/41 39.5-43.5 5 a 4 „4 3 C-12 24/21 43.5-45.5 4 0 3 c 13 24/17 45.5-47.5 2 3 C-14 24/19 47.5-49.5 3 45 C-15 12/8 49.5-50.5 3 0 3 IC-16 72/72 50.5.56.5 5 67 4 - 5 5 +4 C-17 42/13 56.5-60 3 31 2 3 3 C-18 24/20 60-62 3 63 4 poring wo. mw-18-DB Carolina Piedmont Disposal Facility Page 2 of 2 Anson County, North Carolina File No. 70141.30 Chkd. By: M.A. Ponti, Jr. Sale Stratum R Equipment Installed Description &Classification M (Unified System) Description K is 33-34.51: Joints filled with quartz/ Calcic minerals. 39-43.51: Hard fresh, tight gray, bedded ARGILLITE with mostly steeply di ying, highly.weathered joints; exhibit strong iron oxide stains; some annealed joints filled with quartz and calcic minerals. Hard, fresh, light gray, Bedded ARGILLITE with or, to steeply dipping, slightly weathered joints and fractures. Bottom of Borehole at 62 feet. BECDEO ARGILL ITE Votclay/ Cement Grout 0.5-51, 61, PVC Casing inside 10" C.D. Borehole 0-53' Bentonite Seal 51-53' 611 Open Bedrock Nett 53-62' ratification lines represent approximate boundaries tetween soil types, transitions may be gradual.- Water level readings have teen made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Baring No. Hu-18'DB GZA GeoEnvirarmenta€, Inc. Engineers Scientists 320 Needham Street Newton U9 ODSDaIIs, Massachusetts 02164 (617) 969 0 Carolina Piedmont Disposal Facility Anson County, North Carolina ............. ing Co. A&E Drilling Services, Inc. Casing Sam ler oreman S. Barnes/J, Wagner Type GZA Rep. N.A. Ponti, Jr. I.D./O.D. Date Start 2/11/92 End 2/12/92 Hamner Wt. Location See Exploration Lccation Plan Hamner Fall GS.EIev, 9 7 2 6 Datum Other: 1011/611 Air Hamner 0 P T H C B g L N W G S Sample Information Sale Description &Classification (ASTM System) No. Pen./ Rec. Depth (Ft.) Blows/ 61, Field Test Data SEE GZA BORING LOG KW-18-09 FOR SOIL CLASSIFICATION AND STRATUM DESCRIPTION E 10 15 D 20 Boring No. MW-18-Sa Page 1 of 1 File No. 70141.30 Chkd. Syt M.A. Ponti, Jr. Groundwater Readings Date Time Depth Casing Stab. Time 0/97 - 27 .15-- -- Stratum RM Equipment Installed Description K Protective S Steel Casing 1 Cement 2 0r.0.5' Volclay/ Cement Grout 0.5'-23r 61, PVC — " Casing inside 101, O.D. Borehole 3 Bentonite Seal 231-25' 25 61f Open Bedrock Well 251-30' Bottom of Borehole at 30 feet. R e 1. Monitoring well installed with 2'X2'X411 concrete pad at existing ground surface supporting t3 foot n pratective steel casing with locking cover. a 2. Borehole advanced using augers; oven bedrock well installation completed by air hammer method using a 10�1 drill bit to 25 feet, and 61, bit to 23 feet. 3. Bedrock encountered at t 12 feet below grade at MW-18-08. stratification lines represent approximate boundaries between snit types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. MW•18-SB GZA GecEnvirormental, Inc. En ineers Scientists 320 Needham Street Newton u rpQer Falls, Massachusetts 02164 (617) 969-0050 Boring No. Hod-14-SB Carolina Piedmont Disposal Facility ---- Anson County, North Carolina Page 1 of 2 File Ho. 70141.30 Chkd. By: M.A. Ponti, Jr, -ing Co. A&E Drilling Services, Inc. Ca_ sing Sarmter Groundwater Readings treman Joe Scribellito Type SplitSpcon GZA Rep. P. Banner/M.A. Ponti, Jr. I.D./O.D. 1.38F1/211 Date Start 1/31/92 End 2/3/92 Hammer Wt. 140# Location See Exploration Location Plan Hamner Fall 301E Date Time Depth Casing Stab. Time 2/04/92 1100 13.68 10.5' 30 min. 10/97 -- 18.36 -- -- GS.Elev. . 247,28 Datum Other: 4-1/4" HSA; 10"/611 Air Hamner, HQ Care Barrel D P T H C B S L H W G S Sample Information Sample Description & Classification (ASTM System) Stratum R M Description K S No. Pen./ Rec. Depth (Ft.) Blows/ 6" Field Test Data Silty Sand (SM) - mostly medium to sand, little fines, trace highly weathered argillite gravel (WH), light tan to tan, Hoist, medium silt. RESIDUAL 1 — (SM) — 2 iS-1 5 10/10 3-5 53-76/3.51 Highly Weathered Argiltite (WH), weathers to Sitt (HL) -mostly fines, few medium to fine sands, trace weathered argillite gravel, light BEDDED ARGILLITE SAPROLITE G grayish -blue, moist, hard. Moderately Weathered, Light Grayish - Blue, Bedded Argillite, hard. S-2 5/4 8-10 75/5 10 10.5' - --- * 11.6 (WS) MIN/FT RQD C-1 54/48 11.6/16.0 10 54 ard, fresh, pale yellow, bedded ARGILLITE with few mineralized close, highly weathered, steeply dipping joints. -- - --- 10 4 11 15 Hard, fresh, light gray, bedded ARGILLITE with few fractures, umerous steeply dipping, highly weathered joints. 3 C-2 24/12 16-18 10 50 10 Equipment Installed C-3 6/6 18.18.5 10 0 C-4 30/30 18.5-21 30 16 BEDDED 20 ARGILLITE 20 C-5 60/42 21-26 6 22 Hard, fresh, greenish -gray bedded ARGILLITE, with several vertical 6 steeply dippingg highly weathered, close joints; 2{1-311 beds dipping 6 45' with thin mafics interbedded. 6 25 6 C-6 60/55 26-31 8 47 8 8 a 1. Monitcrirg well installed with 21X21X4" concrete pad at existing gr-cur)d surface supporting s3 foot R protective steel casing with locking cover. e 2. Borehole advanced using augers and single HC core barrel; open bedrock well instaltation completed by m air hamper method using 10-inch drill bit to 12 feet, and 6-inch bit to 52 feet. a 3. Annealed fault breccia between 13 and 14 feet. r Protective Steel Casing. Cement Volclay/ Cement Grout 6" PVC Casing — inside 10" O.D. Borehole i eentcnite Seat 10'-12' i .6i1 Open Bedrock Welt 12-52' Stratification tines represent approximate boundaries between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of Groundwater may occur due to factors other than those present at the time measurements were made. Boring a+o. MW-19-SB GZA GECENVIROWMEO AL, INC. Enginel ers/Solentists 320 Needham Street Newton Upper falls, Massachusetts 02164 (617) 964-0050 C 3 SamQte information S L H u Pen./ Depth H G S No. Rec. (Ft.) MIN/FT 8 C-7 6C/56 31-36 8 7 7 7 35 C-8 60/38 36-41 7 8 8 8 8 40 c-9 60.53 41-46 B 6 6 6 7 45 G-1a 6a/6a 46-51 7 4 4 4 4 4 55 60 Boring No. Nil-19-sa Carolina Piedmont Disposal Facility page 2 of Z--_� snson County, Hcrth Carolina File No, 70141.30 Sample Description 8 classification (ASTM System) RQD !�Jdipping Hard, fresh, greenish -gray beddedARGILLITE, with numerous mineralized joints andfractures, steeply to vertical. 63 52 }lard, fresh, greenish -gray bedded ARGILLITE (R'F), with feu dose mineralized steeply dipping joints and fractures; few close highly weathered joints with calcic mineralization. 75 Bottom of Borehole at 52 feet. Chkd, By, H.A- Pontti, Jr. Stratum R Equipment lnstatled M Description K S 6' Open Bedrock Well 12'-52$ BEDDED ARGiLLITE R e m a r k s atification lines represent approximate boundaries between soil types, transitions may be gradual. Water level adivigs have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made, Boring No. MN_-9 -SB GZA GecEnvirormentat, Inc. poring ao. MW-20.08 EngineerslScientists Carolina Piedmont Disposal Facility - Page 1 of 1 320 Needham street Newton Upp¢¢er Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30 (617) 969-0050 - Chkd. By; H.R. Pcnti, Jr. •ing Co. A&E Dritting Services, Inc. Casing Sampler reman Mike Trinkte Type SplitSpoon GZA Rep. M. Tchosik I.D./C.D. 1.3811/2" Date start 2/3/92 End 2/3/92 Hammer Wt. 140# Location See Exploration Location Plan hammer Fall 3V GS.EIev. 278.37 Datum 4thert 4-1/411 HSA Groundwater Readings Date Time Depth Casing Stab. Iime 1 097 � 1 9 3 p P 7 N C B S L N W G S Sample Information Samo(e Description & Classification (ASTM System) Stratun Description R K K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Blows/ 6" Field Test Data Protective Steel Casing < Concrete Bentonite Sea( Filter Sand 3.5 25,8r 2'i PVC Riser 0-2.5' 2" PVC Welt screen 5.3 25.8' 5 10 15 20 25 0.51 0.5'-1.5' - Poorly Graded Sand with Silt (SP-SM) - mostly fine to medium graded sand, few fines, moist, light yellowish -brawn (10YR,6/4) 1.5' non -plastic. Silty Ctay (CL/ML) - mostly fines, trace of laminate-d fine sand, dry reddish -brown (2.5YR,4/4), soft firm consistency, low to iredium plasticity. Lean Clay (CL) - mostly fines, few tarninae of fine sands and fine graded ggravel, moist, reddish•brcwn :2.5YR,4/4), soft to firm consistency, median plasticity. Poorly Graded sand with Silt (SP-SM) mostly fine to median graded sand, few silty fines = trace of fine graded grave moist, light gray (7.5YR, 7/1), non -plastic. Lean Clay (CL) - mostly fines, few laminae of silt and fine graded sand, dry dark reddish -brown (2.5YR,3/S), firm to hard consistency, median plasticity. Lean Ctay (CL) - mostly fines, few taminatiors of sitt and fine grade-d sand, veryy dry, dark reddish -brown (2.5YR,3/3), firm to hard consistency, medium plasticity. TOPSOIL 1 2 3 4 RESIDUAL SOIL ± — — — — — SILTY CLAY SAPROLITE 12, SILTY r SAND SAPROLITE 161 ± LEAN CLAY SAPROL17E S-1 24/13 3.5-5.5 9-11 16-16 Ito S-2 24/18 8.5-10.5 8-7 7-8 S-3 24/15 13.5-15.5 5-9 11-11 S-4 24/13� 19.5-20.5 8-18 28-48 S-5 11/4 23.5-24.4 65 75/5 Bottom of Borehole at 25.8 feet. E I R e in a 1. Hand sample obtained between C.5 feet and 1.5 feet below existing grau-',d surface. 2. Monitoring well installed with 2'X2`X4" concrete pad at existing ground surface supporting t3 fact pprotective steel casing with locking toyer. 3. 9crehe(e advanced using hollow stem auger to 25.8 feet below grade. 4. WetL was cevelcped using air lift method for 15 minutes. Stratification lines represent approximA to boundaries between soil types, transitions may be gradual. (dater levet readings have been made at times and under ccrditicns stated, fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. M'd•20-QB GZA GeoEnvironmental, Inc. Log of Well MW-21—OB Sheet t of 2 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: T0141.30 Newton Upper Falls, MA Phone (61T) 969-0050 Fax (617) 965-7789 Elevation: G.S. 265.76 ft. Driller: M. Trinkle - A@E Drilling Services Drilling Date Time Drill Method: H.S.A. Started 2/13/92 NA Sample Method: NA Flnlshed 2/13/92 NA Borehole Diameter: 8 in. water Level: 11.02 ft. (10/97) Logged By: P. Banner Checked By: J.L. Oaw D z c � x 41 `... O w 4 0 Materlals Descrlption Well Completlon ¢ E QU.1 CL m N r � W � . � L a r2 U7 C ¢j Y O ~ L7 E- Locking m PVC Cap Concrete 1 Dentonite Seal 2 �1.s-3 5I 3 See GZA Boring MW-21-SB for Soil Classification and Stratum Description. Filter Sand tip, a K,. 2" PVC Riser (0 -5.5'1 7 2" PVC Wellscreen (5.5-15,5') 8 l. 1O �1 12 13 GZA GeoEnvironmentai, Inc. Log of Well MW-21—OB Sheet 2 of 2 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (61r) S6e-a050 Fax 1617) 965-7769 Elevation: G.S. 265.76 ft. Q C 1 p z a� * o n Materials Description well Completion nCDL f= tY io a C CJ k O ~ U) � m 15� C 'b SumEp (I5.5-16'1 16 Bottom of Borehole at 16 feet,r. f".-'' P 17 Remarks: 1Monitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 3 foot protective steel casing 2Weli with locking cover. developed using air 18 lift method for approximately 15 minutes 19 20 21 22 23 24 25 26 27 28 29 GZA GeoEnvironmental, Inc. Log of Well MW-21—SB Sheet 1 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Elevation: G.S. 265.91 ft. Phone 1617) gag-0050 Fax (817) 9e5-7768 Driller: M. Trinkle - A&E Drilling Services, Drilling Cate Time Drill Method: H.S.A./HO Core/Roller Cone Started 2/12/92 NA Sample Method: Split Spoon/HQ Core Flnlshed 2/12/92 NA Borehole Diameter: 8-1/4 in. dater Level: I1.13 ft. (10/97) Logged By: °. Banner Checfed U J.L. Dew c aa Materials description Well Completion E5 CC rp .rr 0 — CL H m m LJ CL �— Locking PVC Cap + e a .s RESIDUAL SOIL. (o-i') - Cement 10-0,5') rrr SAPROLITE (1-9') rrr rr, rrr r „ rrr rrr r„ rr, Lean Clay with Sand (CU - mostly fines, little volclay/Ca rrr medium to fine sands, trace quartz gravel, Grout yellowish orange -brown, moist, stiff, medium to 0 5-14') rrr high plasticity. S-1 24/6 fi,9 4 rrr rrr rrr rrr rrr rrr 4" PVC rrr r„ Casing rrr Inside B" 6 rrr Boieflole rrr rrr rrr rrr rrr rr 7 i rr � rrr r rr a r rr Lean Clay (CL) over completely weathered argi)laceous sandstone (WC), dark 7-25 " reddish -brown, moist, hard (CL), medium S-2 15/12 7S/3 plasticity. PARTIALLY WEATHERED SANDSTONE (9-16.2') 10 11 12 13 GZA GeoEnvironmental, Inc. Lag of Well MW-21—SB Sheet 2 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Fhone (617) 968--0050 Fax (617) 965-7760 Elevation: G.S. 265.91 ft. c � V ❑ nv Materials Oescripticn Well Completion E CC m m W Q` m ro c a) i o ~ LO m ' Sea)v y (14-15,2'1 15 Weathered argillaceous Sandstone (WC), light gray to yellowish -tan, hard, dry. 16 •' Rock a a.0 GRAYWACKE (16.2 "`11 C-1 189X 2)( RiGC-97 17 a.0 40 18 'O .0' 0 a. 0 19 '.o Q. o ..a .o•p 2# 20 0. 0 .°° C-2 6 ix 00-94.24 Q.0 94%57 2 0 1� •.a.o 21 .o.o o. o 22 0 0.0 o .Q.d 2 3 o Hard, fresh, pinkish -gray, coarse GRAYWACKE .0 with horizontal to shallow dipping drill breaks. .0 24.3": Pyritized, weathered joint (1-inch thick), 6< .00, dipping 60 degrees with black silistone. 2 4 25.8-27.8': Hard, moderately weathered, highly a 0 fractured, lig�t gray, GRAYWACKE (coarse o grained) (F). •.0.0 IN 25 a.o C-3 6100% i# 1 0D-58. Qo .o 3 26 .00 .o .O, 0 27 0.0 - .0.0 28 '.o p.o 3 * . o �. 0 C-4 50/50 100% 2� 3 00-85. 29 O 0 5* GZA GeoEnvironmental, Inc. Log of Well MW-21—SB Sheet 3 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70W.30 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 965-7769 Elevation: G.S. 265.91 ft. c Z y U x — ❑ L: m U Materials Description Well Completion a E a] -- CD M c a) s 0 r 0 aL m 0 .0.0 0.0 3x 31 --6 31.7': Hard, slightly weathered, gray 60/60 2 C. 0.0 CLAYSTONE; pyritized, few black C-4 100% 3 00-85, o carbonaceous laminae (WS)• g X �. 0 32 0 32.1% Hard, fresh, light greenish -gray SANDSTONE widely spaced slightly weathered 6) horizontal�yts; few, black, carbonaceous 33 .a inclusions. .0. o Q '. o, a i# 34 0 C-5 397%4 t RGO-94 .o 0 35 00 •o.o 36 Bottom of Borehole at 35.8 feet. 37 Remarks: 1Mcnitoring well installed with 2'x2'x4" concrete pad at existing ground surface 3 supporting +/-3 fool protective steel casing with lacking cover. Borehole advanced using augers and single HO core barrel, open bedrock well installation completed by roller bit 39 method using 8" drill bt to16.2 feet, and 4" drill bit to 35.8 feet. ater returned black -gray at 23.8 to 24.8 feet. Strata change to dark-gray�andstone with organic 4 stringers, inclusions. Two --inch +/-- void at 36 to 36.2 feet; running sand into core hole. 41 42 43 44 45 GZA GeoEnvirormental, Inc. Boring No. KW-21B-B7.W Engineers/Scientists Solid Waste Management Facility Page 1 of 2 320 Needham Street Newton lJpper Falls, Massachusetts 02164 Anson County, North Carolina File No. 13744 (617) 969-0050 E Chkd. By: -ring Co. Graham & Currie Casing Samoter Groundwater Readings Date Time Depth Casing Stab. Time ,reman Tony Shuster Type NA NA 05/16/95 1850 12.310 13, 0 Hrs, GZA Rep. M.A. Ponti, Jr. I.D./D.D. NA NA 05/17/95 0610 9' 13, 18 Hrs. Date start 05/16/95 End 05/17/95 Hammer Olt. NA NA 05/18/95 0530 9.661 13' 32 Hrs. Location see Exptaration Location Plan Hamner FaIL NA NA 05/19/95 0800 1 9.64 13' 3.3 Days GS.EIev. 270.33 Datum NGvp other 12-3/41' H.S.A.; NX Core D P T H C 8 S L N u C S Sample Information Sample Description & Classification Stratum Description RM K S Equipment Installed No. Pen./ Rec. Depth (Ft.) BLcws/ 6" Field Test Data Flush Mount steel Cover No samples obtained in overburden - Concrete stratum description based on auger 0-0.51 --- cuttings. Cement '. Grout SANDY LEAN CLAY SAPROLITE i 5 7.5' I LEAN CLAY W SAPROLITE 10' ± 10 ----- —j I ARGILLACEOUS SANDSTONE 8entonite SAPRCLITE Seat MIN/FT RQD 13' 11 13f Hard, fresh pinkish -gray fine to coarse Argi(Laceous SANDSTONE with F law to moderately dipping slightly 2-7/8" Open Bedrock C-1 89/84 13-20 4 77 3.5 15 weathered to clean joints/fractures. ARGILLACEOUS SANDSTONE Well 13-43, 2.5 3 3 17.51-19,71: Highly fractured. 18.5' 3.5 — ---- -- GRAYWACKE 2.5 19' 20 C-2 12C/ 20-30 2 96 Hard, fresh, dusky red SILTSTONE with few, clean, horizontal to shallow dipping joints/fractures. 118 1.5 SILTSTCNE 2.2 2.2 24.5f 3 24.51-301: Pinkish -gray Argiitaceous 25 SANDSTONE, similar to C-1. 2 ARGILLACECUS 2.5 SANDSTONE 2 2.2 2 R e m 1. Monitoring well installed with 2' x 2' x 41 ccncrete pad at existing ground surface supporting a flush mounted steel well cover. 2. Borehole advanced using augers to 141; open bedrock well completed using a singLe NX size core barrel between 13 and 43' on, a 3. Water Level - 11.67 (10/97) 9:\13744.040\13744-CO.sjt\report\boring.log\21b.frm Stratification Lines represent approximate boundaries between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Ftuctuaticns of groundwater may occur due to factors other than those present at the tine measurements were made. Boring No. HW-2IB-BZL1 I:I GZA GEOENVIRONMENTAL, INC. Boring No. MW-218-BzW Enineer5/Scientists Solid Waste Management Facility — - Page 2 off 2 2 320 Needham Street Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina Fite Na. 13744 (617) 969 0050 I-- Chkd. By; 0 H C B S L N W G S Sample Information Sample Description & Classification Stratum Description RM K S Equipment Installed No. Pen./ Rec. Depth (Ft.) MIN/FT RCD 35 40 C-3 120/ 30-40 3 90 31'-321: Hard fresh dusky -red CLAYSTONE uit� ccnvotuted green inclusions. 321-36.51: Pinkish -gray, Argiiiacecus SANDSTONE. 36.51-39.7': 4ard, dusky -red, GRAY- WACKE. Hard, fresh pur to ray Argittaceous SANDSTONE w;th few slig�Cly weathered to clean, shallow to noderately dipping joints/fractures. 31, 2-7/8" Open Bedrock Well 13-43' 114 --- -- 2.5 ---- CLAYSTONE 32, ARGILLACEOUS SANDSTONE 36.5' 2 2 2.5 2.2 2 2.5 GRAYWACKE 39.71 3 2.5 ARGILLACEOUS SANDSTONE C-4 36/36 40-43 3 100 -•-• 2.5 -- 3 45 50 55 60 Bottom of Borehole at 431. t R e M a r k s 9:\13744.CLD\13744-00.sjt\report\boring.lcg\21Ep2.frm .atificaticn lines represent approximate boundaries between soil types, transitions may be gradual. Water level eadings have been made at times and uncer conditions stated. Fluctuations of groundwater may occur -due to factors oth- er than those present at the time measurements were ^jade. Boring No. MW-218-BZu GZA GeoEnvironmental, Inc. Log of Well MW-21D Sheet t of 2 Engineers/Scientists Anson County — S.W.M.F. 320 Needham Street Po[kton, North Carolina Job Number: 14876.00 Newton Upper Falls, MA Elevation: G.S. 266.93 ft. Phone (617l gag-005o Fax (617) 9S5-776g Driller: M. King - A & E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 6/24/97 NA Sample Method: NA Finished 6/27/97 NA Borehole Diameter: Unknown in. hater Level: 9.32 ft. 00/97) Logged By: P. Lockwood Checked By: J.L Caw c ' C] 3 w� G v O J U Matedals Description Well Complet€on E Q7 cc Cn c a i o co ~ M �<— Protective Weft asmg Concrete I 2 Hy Crated - 8entorilte NO SAMPLES TAKEN, REFER TO GZA BORING 2' FvC LOG MW-21SB FOR SAMPLE DESCRIPTION, Nser 0-la' 4 5 7 8 9 10 FRer Sara 5 5—iS.5' t 2 PU>r We1i5creen i 12 13 GZA GeoEnvironmental, Inc. Log of Well MW-21D Sheet 2 of 2 Engineers/Scientists Anson County — S.WRF. 320 Needham Street POlkton, North Carolina Jab Number: 14876.00 Newton Upper Falls, MA Phone (6IT) 969-0050 Fax (817) B65-776e Elevatlon; G.S. 266,93 ft. C L; * o Materials Description Well CCmpietion n E N CC m � L {� C 4! 2 O ~ C7 d m 15 Bottom of Borehole at 16.5'. 16 17 1a 19 20 21 22 23 24 25 26 27 2a 29 GZA GeoEnvironmenta(, Inc. Log of Well MW-21S Sheet t of 1 Engineers/Scientists Anson County -- S.W.M.F. 320 Needham Street POlkton, North Carolina Job Humber: 14876.00 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 965-7789 Elevation: G.S. 266.99 ft. Driller: M. King -- A 6 E Grilling Drilling Date Time Drill Method: Hollow Stem Auger Started 6/24/97 NA Sample Method: NA Finished 6/24/97 NA Borehole Diameter: Unknown in. rater Level: 7.73 ft. (10/97) Logged By: P. Lockwood Checked By: J.L. Dar: C � Z Q1 U *epL — ❑ ai a J U Materials Oescription Well Completion n m t Cr] v o ~ 0 E— Prot. Well a_ m Casing Concrete 0-CH Hydrated sent©Hite e �.� 2" PVC Riser 0-' 3 NO SAMPLES TAKEN. REFER TO GZA BORING — Filter LOG MW-21SB FOR SAMPLE DESCRIPTION. Sand 4 2" PVC wellscfeen 6 7 8 ��ei€, &4'`z Bottom of Borehole at 9.5'. 10 11 12 13 4�r GZA GeoEnvirormental, Inc. Boring No. MW-22-Cg Engineers/Scientists Carolina piedmont Disposal Facility Page 1 of 2 1 320 Needham Street -�- Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30 L(617) 964 0050 —. Chkd. By: M.A. pond, Jr. ring Co. A&E Drilling Services, Inc. Casing Sampler ;eman Joe Scribettito Type SplitSpoon Date GZA Rep. P. Banner I.D./O.D. 1.38"/2" 10/97 Date Start 2/6/92 End 2/6/92 Hammer Wt. 140# Location See Exploration Location Plan Hammer Fall 30" GS.EIev. 297.34 Datum other: 4-1/4" HSA Groundwater Readings Time Depth Casing Stab. Time -- 16.19 -- --_ D P T H C 8 S L N W G S Sample Information Sample Description & Classification (ASTM System) Stratum Description R M K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Blows/ 6" Field Test Data Protective Steel M => Gs ff0'-3.2' r< Casing Concrete V - 0.5' Bentonite Seal 0.51-2.21 211 PVC Riser 2" PVC Wellscreep'., 2.21-32r8�' Filter Sand 2.2133.8' — 5 10 15 20 25 No Recovery (catcher broken). Lean Clay with Sand (CL) - mostly fines, little medium to fine sand, orange -brown, moist, very stiff, medium plasticity. No Recovery (catcher broke). Lean Clay (CL) - mostly fines, s trace medium to fine sand, burnt orange -brown, moist, hard, medium to high plasticity. Poorly Graded Sand (SP) - mostly medium to coarse grained, some fines, trace fine gravel, light pinkish -gray, non plastic, Hard Moderately Weathered Argitlacecus Sandstone (WM4 - dark reddish -brown, fine grained, moist. 1' TOPSOIL _..,.... -- SANDY LEAN CLAY SAPROLITE t 14' LEAN CLAY SPAROLITE t 21, ARGILLACECUS SANDSTONE SAPRCLITE 5' , RED 9RCWN ARGILLACECUS SANDSTONE 1 2 3 - S-1 24/0 3-51 8-11 19-19 S 2 24/12 8-10 5-6 13-20 S-3 24/6 13-15 13-23 23-43 S-4 22/2 18-19.8 23-27 35-75/4 5 5 24/12 23-25 15-22 31-73 S-6 11/11 28-28.9 40-75/5 R e m a r 1. Monitoring well installed with 21X2'X4" concrete pad at existing ground surface supporting t3 foot protective steel casing with locking cover. 2. Borehole advanced usingg auger method. 3. Sample S-5 appears to be completely weathered argillacecus sandstone. 4. Auger refusal at ± 35 feet. 5. Hole collapsed to t 33.8 feet after auger retrieved s 1 foot prior to well installation. Stratification lines represent approximate t>oundaries between sail types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. MW-22-08 GZA GEOENVIRONMENTAL, INC. Engineers/Scientists 320 Needham Street Newton Lippper Falls, Massachusetts 02164 _(617) 969-0050 C B Sample Information S L T N N Pen./ Depth Blows/ Field N G S No. i Rec. I (Ft.) 1 6" Test Data f IS-7 ( 0/0 ! 33-33.01 100/0"1 1 35 40 45 55 I 60 R e m a r Y Boring No. Mu-22-OB Carolina Piecrtwnt Dispcsat Facility -- Page 2 of 2 Anson County, North Carolina File No. 70141.30 Chkd. By: N.A. Ponti, Jr,, Sample Stratum R Equipment Installed Description & Classification M (ASTM System) Description K S ARGILLACECU S SANDSTONE 1 8 a + 7 (WM) PVC S�np` 33' k 33.2' 33.8 FARGILLACEOl15 EXsingg SANDSTONE 4 Haterial t 35' (WS) 5 33 8'-35, Bottom of Boring at t 35.0 feet, stratification lines represent approximate boundaries between soil types, transitions may be gradual, Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. Mod-2�-OB G2A GeoEnvirormentaL, Inc. Engineers/Scientists 320 Needham Street Newton Upper Falls, Massachusetts 02164 (617) 96 0 i$ ",. — Tnr 0orin9 no. MW-z3-OB Carolina Piedwric Disposal Facility p 1 -- � Anson County, North Carolina Casino Sampler age of 1 File No. 70141.30 Chkd. By: H.A. Ponti, Jr, Groundwater Readings roreman B. Barnes/M. Trinkle Type Split Spoon GZA Rep, P. Banner I.D./O.D. 1.38"/2" Date Start 2-06-92 End 2-06-92 Hammer Wt. 1404 Location See Exploration Location Plan Hammer Fall 30" GS.EIev. 272. 9 9'Datum Other: 4-1/4" Hollow Stem Auger,, 4" roller bit , Date Time Depth Casing Stab. Time 02/06/92 1315 None Out 0 Hours D P T H C 8 S L N W G S Sample Information Sample ion & Classification Description 3 t (ASTM System) Stratum Description R H K S Equipment Installed Protective Steel Casing` Concrete 01-0.5' Bentonite Seal 1.4'-3.4' Filter 53.441-26.41 .. 2" PVC Riser 0-6,4' 21, PVC WeLLscreen 6.4 26.4r (0.010 scat) — No. Pen./ Rec. Depth (Ft.) Blows/ 61e Field Test Data { 5 tD 15 20 25 Lean Clay with Sand (CL) - mostly fines with little medium to fine sand, trace quartz gravel, yellowish -brown, moist, very stiff, medium plasticity. Lean Ctay (CL) - mostly fines, few medium to fine sand, burnt orange moist, hard, medium to high ¢(asticity. Lean Clay (CL) - mostly fines, few medium to fine sand, burnt .range, moist, hard, medium plasticity. No Recovery. Lean Clay (CL) - mostly fines, few medium to fine sand, burnt `U orange, moist, hard, medium to high plasticity. 1.5' TOPSOIL — SANDY LEAN CLAY SAPROLITE t 6.5' ------ LEAN CLAY SAPROLITE t 26.4' 1 2 :; 3 S-1 24/24 3-5 7-7 i 11-16 S-2 24/12 8-10 12-17 27-27 S-3 17.5/8 13 14.5 25-25 75/5-1/21- S-4 18/0 18-19,5 37-45 53 S-5 4/2 23-23.3 75/4" Bottom of Borehole at 26.4 feet. # R e m a r c 1. Monitoring well instaLted with 21X2'X4" concrete pad at existing ground surface supporting t3 foot protective steel casing with Leckin9-,cover, 2. Borehole advanced using auger with tt , cr-e!!: otter 6 Ft and wash method. 3. Well developed using air lift methoa for aoxiimaieCy 15 minutes. Fpr tification lines represent approximate boundaries between soil types,transitions may be gradual. Water LeveL ings have been made at times and under conditions stated. Ftuctuations of groundwater may occur due to factors r than those present at the time measurements were made. Boring No. HW-23-OB r GZA GeoEnvirormentat, Inc. Boring No. MU-24-CS Engineers/Scientists Carolina Piedmont Disposal Facitity Page 1 of i 320 Needham Street Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30 (617) 969-0050 Chkd. By: M.A. Pcnti, Jr. goring Co. A&E Drilling Services, Inc. casing Sampler Foreman B. Barnes/J. Scribetlito Type SplitSpeon GZA Rep. M. Tschesik/M.A. Ponti, Jr. I.D./O.D. 1.38" 2" Date Start 2/7/92 End 2/7/92 Hamrier Wt. 140# Location See Exploration Location Plan Hauwr Fall 301, GS.EIev. 279,35 Datum Other: 4-1/44E ifSA,� ,4." Roller D CI Sample Information •Samiple-""" P L S L Description 8 Ctassification IPend Depth Btows/ Field T N (ASTM System) H G S No. kk Rec. (Ft.) 6" Test Data 5-1 5 S-2 10 s-3 15 I S-4 20 5-5 25 Groundwater Readings Date I Time I Depth I Casing Stab. TiIle 23/11 8-i9 Siity Clay (CL) - mostly fines, few fine graded sands, few laminated 38-75/5 inclusions of sitt (tight green -gray) dry, dark reddish -brown (2.5YR,3/3) medium plasticity, soft to firm consistency. 14/3 25-68 Lean Clay (CL) - mostly fines, few fine graded sands, few laminated 75/2 inclusions of silt (light green -gray) dry, dark reddish -brown (2.5YR,4/3) medium plasticity, blocky. 11/9 25-75/5 Lean Clay (CL) • mostly fines, few fine graded sands, few laminated inclus.i.ons of silt .(light. green -gray) dry, dark reddish -brown (2.5YR,4/3) medium plasticity, blocky. 10/6 33-75/4 Lean Clay (CL) - mostly fines few fine sands, dry dark reddisA_ brown (2.5YR 3/3 to 3/4) medium s plasticity, �L ocky. C/O 75/0 19c penetration. Bottom of Borehole at 23 feet. Stratum R Equipment Installer M Description K Protective 5 Steel Casing Concrete _ .5 TOPSOIL 1 3 Volclay/ SILTY CLAY Cement SAPROLITE Grout ± 6.5' LEAN CLAY ± 23.C' 1. Mcritoring weft installed with 2'X21X4" concrete pad at existing ground surface supporting ±3 foot R protective steel casing with tocking cover, e 2. Borehole advanced using augers with t"i'"=cwrergE[,e,�it and wash method. m 3. cell develcced using air lift methcd'f6 - T'5mi"mutes. a r k s 0.5-4' Bentanite Seat 4'-6' Filter $and 6.23' 2" PVC Riser 0-8' 6PVC ettscreen 8-23' (.010 stot) Stratification lines represent accroximate boundaries between soil types, transitions may be gradual. Water teeel reac4r,gs Have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. HU-24•CA GZA GeoEnvironmental, Inc. Log of Well Mod-24—SB Sheet 1 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street A Anson County, N y, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Elevation: G.S. 280.08 ft. Phone f6171 969-0050 Fax (61T) 965-TTGG Driller: 6.13arnes/J. Scribellitc - ASE Drifting Services Drilling Date Time Drill Method: H.S.A.; 6-1/4" Rciler bit; HQ Core Started 2112192 NA Sample Method: HO Core Finished 2/12/G2 NA Borehole Diameter: 10/6 in. Water Level: 4.83 ft. (10--97) Logged By: M.A. Ponti, Jr. Checked By: J.L. Daw O C � c m y * 4 aa] 0 o Materials Description Well Ccmpietion a� m U) C a 3 o m ~ Lo ¢— ProtecEiv= Steel 7asng SEE GZA BORING LOGS MW-24-OB FOR SOIL 0-0.5' to -0.5' 1 CLASSIFICATION AND STRATUM DESCRIPTION L — Vcicic'�/ CEmenr 5rout 0.5-21' 3 4 — 6" PVC Casing iosiCe 10" BUT eh Die v 0-23.5' 5 T 8 9 10 11 12 13 GZA GeoEnvironmental, Inc. Log of Well MW-24—SB Sheet 2 of 3 Engineers/Scientists Carolina Piedmont disposal Facility 320 Needham Street Anson Count forth Carolina y� Job Plumber: 70141.30 Newton Upper Falls, MA Elevation' G.S. 280.08 ft. Phone (617) 969-0050 Fax (617) 965-7769 O z C w C m O R1 U '-' O m 6 U Materials Descr€ptlon Weft Completion Qi LO a OJ L m ro Cn c p,l } a ~ L D_ m 15 16 17 18 19 20 21 Seal 21-23.5' 22 2 3 BEDROCK (23-435) 24 Hard, fresh, weak red to dusky red 6" OpeR Argillaceous SANDSTONE, few slightly Eecrock weathered joints dipping 2 degrees to 20 hell 2* degrees. 23.5-43.5' C-1 36/30 2* ROD-88 2* 26 .;. 27 2* 2* 2 B C-2 60/58 24 RGD-7s 2* 2* 29 GZA GeoEnvircnmental, Inc. Log of Well MW-24—SB Sheet 3 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street gCounty,North Carolina Anson ,fob Number: 70141.30 Newton 1Jpper Fal#s, MA Elevation: G.S. 2MC8 ft. Phone 16f7) 969—OCEC Fax i6U) 965—T769 C_ Z.__. E ... o a O Materials Description lied Completion E n H W p a m 3 a1 y d m0 2* Zit C-2 60/58 2* RCD-76 2* 31 31.8"-32.3": Fat Clay (CH) - mostly fines, 2* moist, weak red (2.5YR, 4/2) high plasticity, soft to firm consistency. 32 33 3* C-3 60/59 5* 3* ROD -go 34 32.3'-36.5': Hard, fresh, weak red, SILTSTONE, 4* with moderately close, slightly weathered 6* joints, dipping 20 degrees to 40 degrees; contains convoluted inclusions of light green 35 gray CLAYSTONE. 36 37 38 Remarks: 1Monitoring weft installed with 2'x2'x4" concrete pad at existing ground surface 7* supporting +/- 3 fogt protective steel casing 5* with locking cover. Borehole advanced using C-4 60/56 8* RGD-52 39 hollow stem auger; rock core obtained using HG 5* size core barrel; monito5ing well using a 10" 6* roller bit to 23.5 feet. See GZA Boring Log MS-24-OB for soil classification and Vratum 40 description between 0 and 23 feet. Fat Cfay filled void between 31.8 and 32.3 feet. 41 42 C-5 24/24 8 ROD-Ic0 43 Bottom of Borehole at 43.5 feet. 44 4 GZ.A GecEnvirormental, inc- En ineers I Scientists 320 Needham Street Newton Upppper Fats, Massachusetts 02164 (617) 969-0050 Carolina Piedanont Disposal Facility Anson County, North Carolina . -ing Co. AU Drilling Services, Inc, Casing samoter eman B. Barnes/T. Barnett Type SplitSpocn GZA Rep. V. Britton/M. Tschosik I.D./O.D. 4-1/4/2" Date Start 1/14/92 End 1/16/92 Hammer Wt. 140# Location See Exploration Location Plan Hamner Fall 30" GS,Etev. 273.18 Datum other: 4-1/4" HSA D C B Sample Information Saite & Classification P IG S L Description Pen./ De th 1 Blows/ Field T N W (Unified Classification) H S No. Rec. (Ft.) 6" Test Data 5 i� 15 20 25 S-1 24/24 3-5 1 6-11 T 11-13 5-2 [ 24/248-10 9Z1' 1 6 j 5-3 ti/t.ii. 13.5-14.5�50/5 i IS-4 1 2/0 l 18.5-18.61 50/21 1 S-5 1 5/5 1 23.5-23.91 5 0/5 1 1 IS-6 11/0 1 27.5-27.61 75/11 I Date Well Graded Sand with Silt (SW-SM) - mostly fine sand, few silty fines, non -plastic, brown (7.5YR, 5/4), moist. Poorly graded Sand with Silt (SP-SS) - rvstty fine sand, few silt fines, non pplastic moist, light rcwn (7.5YR, 6/3�. Horirg No. HW-25-06 ---- Page 1 0{ I File No. 70141.30 Chkd- By: H.A. Ponti; Jr, Groundwater Readings Time I Depth I Casing Stab, Time Stratum I'K Equipment Instat4ed H Description Protective S Steel Casino TOPSOIL 1. SILTY SAND SAPROLITE Highly Weathered Ctaystone (WH), breaks dawn to Lean Clay (CL) - mostly -� fines, medium plasticity, medium dry, strength, slow dilatanecey, medium toughness, dry. No Recovery. Highly Weathered Hudstone (WH), breaks down to Lean Clay (CL) mostly fines, medium to high plasticity, very dary gray (5YR, 3/1), dry. No Recovery. ?, Bottom of Borehole at 27.5 feat. "A, 2. WC 19, HIGHLY WEATHERED DARK GRAY MUDSTONE (WH) I. Monitoring well installed with 2'X2'X4" concrete pad at existing ground surface supporting -3 foot R protective steel casing with locking cover. e 2- Return water-.tu-rn.Lng_pray between 17.5 feet and 19 feet. m 3. Auger and 4q1 ter bit)refusal at 27.5 feet. a Votclay/ Cement Grout 0.5-12.51 2" PVC Riser 0-17,5' - Bentonite Seat ..12.5-14.5 Filter Sand 14,5-27.5 i" PVC Well Screen (0.010 Slot) 17.5-27.5 8 1/2" O.D. Auger Hole 1 -- Stratificaticn lines represent approximate boundaries between soil types, transitions may be gradual. Water level readings have been rzade at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were mace. Boring o. HW 25 CB GZA GeoEnvironmentai, Inc. Log of Well MW-28-08 Sheet I of 2 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Elevation-, G.S. 251.44 ft. Phone (617) 959-0050 Fax (517) 965-7769 Driller: 6.earnes/J. Wagner - ASE Drilling Services Drilling Date Time Drill Method: 6" Air Hammer Started 2/19/92 NA Sample Method: NA Finished 2/19/92 NA Borehole Diameter: 6 in. Water Level: 7.79 ft. (10/97) Logged By: M.A. Ponti, Jr. Checked By: J.L. Da C � ot a Materials Description well Compfetlon E as � is m m � .`.. r a m Cn � � m �— Pro!ective Steel i asing SEE GZA BORING LOGS MW-26-SB ANC Concrete C-0.5' MW-26-OBS SOIL CLASSIFICATION ANO STRATUM DESCRIPTION volc�ay/ Cement Grout • 0.5-8' 4 2" PVC Riser 0 -12' 6 7 9 V Bent unite Sea! 8--30' 9 10 Filler Sane i0--22' s I 1 2" PVC - Wellscreen {o 010 Slaij t2-22' GZA GeoEnvironmental, Inc. Log of Well MW-26—OB Sheet 2 of 2 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson Count North Carolina y ,fob Plumber: 70141.30 Newton Upper Falls, MA Elevation: G.S. 251.44 ft. Phone (W) 080-0050 Fax (617) 065-7760 c Z E * n Z = n � Materials Description WeEI Completion Q E al rr N CU 4 v a T c m ; o ~ 0. m 16 17 18 19 20 21 2 2 Bottom of Borehole at 22 feet. g", "Z, S ,< 23 Remarks: IMcnitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 3 fo?t protective steel casing with locking cover. Borehole advanced using 2 4 air hammer method with 6-inch drill bit. 25 26 27 28 29 GZ4 GeoEnviroremental, Inc. Boring No. MLA-26-CBS En ineers/Scientists Carolina Piedmont Disposal Facility ------ -- Page 1 of 1 320 Needham Street Newton Uppppeer Falls, Massac4 Anson County, north Carolina File No, 70141.34 husetts 0215 (617) 969-D050 Chkd. By: M.A. Ponti, Jr. ing Co. A&E Drilling Services, Inc. Casing samoL ,reman B. SarneS/Mike Trinkle Type Splitspoon Date G2A Rep. P. Banner C.D./O.D. 1.38"/211 2/14/92 Groundwater headings Time Depth Casing Stab. Time 1400 Dry Out 0 Date Start 2/14/92 End 2/14/92 Hamner Wt. 140# Location See Exptcraticn Location Plan Hammer FaIL 3011 G5.Elev. 251.70 Datum Other, 4-1/4" HSA D P T H C B S L N u G S Sample information Sample Description & tlassificaticn (ASTM System) Stratum Description R M 5 S Equipment Installed Protective Steel Casing No. Pen./ Rec. Depth (Ft.) Blows/ 6" Field Test Data 0.5' TOPSOIL ,......,.--_ 1 2 Concrete 0' -0.5' Bentonite Seat 5 Silt with Sand (ML) - mostly fines, Little medium to fine sand, trace grave€, olive -yellow (2.5Y, qq, mist, 6/8)ist, very stiff, low plasticity. SANDY SILT SAPRCLITE 0.5-1.5' 2" PVC Riser 0-3r 5-1 24/16 3-5 9-10 12-10 t 6.5' ------- Filter Sand 10 Silty Sand (SM) - mostly fine sand,' hard, some silt, dark reddish -brown (SYR, 3/3), dry. ARGILLACE SANi3STOE5 SAPRCLITE q 2" PVC t;el[screEn s�ot1) — 3-13' S-2 S0/10 - 8-8.9 30-75/4 2" PVC x 13.5' S133--13.5 Bottom of Borehole at 13.5 feet. 15 - 20 25 Fe 1. Monitoring well installed with Z'X2'X4" concrete pad at existing ground surface supporting ±3 fcct pprotective steel casing with locking cover. Z. Borehole advanced using auger method to 13.5 feet. r Stratification lines represent approximate boundaries between soil types, transitions may be gradual. Dater level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. MW-26-CBS GZA GecEnvironmental, Inc. Engineers/SCienti_sts 320 Needham Street Newton Upper Fells, Massachusetts 02164 (617) 969.0050 Haring Ho, MW-26-Sg Carolina Piedmont Disposal Facility Page 1 of 2 Anson County, North Carolina File Z. 70141,30 Chkd. By: M.A. Ponti, Jr. ing Co. A&E Drilling Services, Inc. Casio Sampler Groundwater Readings roreman B. Barnes/J. Wagner Type SplitSpccn GZA Rep. H.A. Tschcsik I.D./O.D. 1.38111211 Date Start 2/17/92 End 2/17/92 Hamner Wt. 140# Location See Exploration Location Plan Hamner Fall 30" Date Time Depth Casing Stab, Time 1 0/ 97 12,67 — ............ ............. ... GS.EIev. 251.67 Datum Other: 4-1/4" NSA; 10" Air Hammer, HQ Care Barrel D C B Sample Information Sample Stratum R Equipment Installed P S L Description & Classification M T N W Pen./ Depth Blows/ Field (ASTM System) Description K H G S No. Rec. (Ft.) 611 Test Data S SEE GZA BORING LOG HW-26-OB5 1 Cement FOR SOIL CLASSIFICATION 2 01-0.51 AND STRATUM DESCRIPTION 3 TO 13»5 FEET Volclay/ Cement Grout <:? 611 PVc 5 Casing inside 10" O.D. borehole �+-1-�-�--IL =__ J ICI 15 HIGHLY TO MODERATELY WEATHERED ARGILLACEOUS 5-1 3/1 18.5-18.8 75/3 Nighty to Moderately Weathered SANDSTONE l. Sandstone, Silty Sand .(SM) - mostly e fine to medium sand little laminated "t 20 silt, dry, reddish — man -plastic. 11 Min/Ft ROD 11 231 Hard, fresh weak red to reddish - brown, Argiflacecus SANDSTONE, moderate ty close, slightly weathered W. RED - REDDISH C-1 54/46 23-27.5 2 TT 25 shallow dipping joints; (few convoluted inclusions of tight green gray Claystone 23.7-261). BROWN ARGILLACEOUS SANDSTONE 1 1 C-2 60/52 27.5-32.5 1 77 1 1 R e m I % See GZA Boring Log KW-26-CBS for overburden description between existing ground surface and • 13.5 feet below grade. 2. Monitoring well installed with 2'X21X4'1 concrete pad at existing ground surface supporting 13 foot protective steel casing with locking cover. 3. Borehole advanced using augers and single Ho core barrel; open bedrock welt installation completed by air haffwr method using a 1011 drill bit to 25 feet. Bentcnite Seal 231-251 4" Open Bedrock Well 251-42.21 Stratification lines represent approximate boundaries between sail types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. HW-26-SS GZA GEOENVIRONHENTAL, INC. En ineers Seientists 320 Needham Street Nekton tipper Falls, Massachusetts 02164 (617) 969-0050 C B Sample Information S L N W Pen./ Depth H G 5 No. Rec. (Ft.) MIN/FT RGD 1 1 C-3 60165 32.5-37.5 1 99 KediLrn hard slightly weathered, weak red CLAYSTONE, ioidelyy spaced 1 drill breaks dipping 2°-20°; no --- observded joints. 1 35 1 1 C-4 60/60 37.5-42.2 1 99 2 1 40 1 1 Z 1 45 50 155 60 R e m a r k Boring No. KW-26-SG Carolina Piedrncnt Disposal Facility K ---- P Anson County, North Carotin Sample Description & Classification (ASTM System) Bottom of Borehole at 42.2 feet. age 2 of 2 a File No. 70141.30 Chkd. By. M.A. Ponti, Jr Stratun R Equipment Instatted N Description K is 411 Open Bedrock t 3Well __. �.. 25'-42.21 WEAK RED CLAYSTONE GZA GeoEnvirorrnentat, Inc. Engineers/Scientists 320 Needham Street Newton Upfalls, Massachusetts 02164 (617) 96ppe05 roarFng no, nw_ef.08 Carolina Piedmont Disposal Facility Page 1 of 3 Anson County, North Carolina File No. 70141.3C Chkd. By: M.A. Ponti, Jr. )ring Co. A $ E Drilling, Inc. Casing sartn�ei roreman B. Barnes/M. Trinkte/R.S. Type SplitSpoen GZA Rep, M. Tschosik/M.A. Ponti, Jr. Date Start 1/30/92 End 1/30/92 Hamner Wt. 140# Location See Exploration Location Plan Harmer Fall 30" GS.EIev. 238.43 Datum Other': 4-i/4" NSA; 10°E/6" Air GG Core Barrel[ Sample Information ammer, Sample 9701SBHw(� LDescription & Classification LJPen./ Depth Blows/ Fietd (ASTM System) SRec. (Ft.) 6" Test Data S-1 24/19 3.5-5.5 12-i6 16 25 5 ! (5-2 1 9/9 1 8.5-9.21 35-75/3 1 10 15 20 25 R e m a r S 3 24 181 13.5/15.5 27-27 i 1 1 38-29 Groundwater Readings Date Time Depth Casing Stab. Time 1/31/92 07CO 13, 28' 14 Hours 10/V1 110.82 Clayey Sand with gravel (SC) - mostly fine to coarse graded sand ciayey fines, little fine graded gravel (quartz) dry, brown, (7.5 YR, 5/4), fines, low plasticity. 1 1S-4 1 6/6 1 18.5.191 75-50/01 1 Stratum R Equipment Installed M Protective Steel Casin❑ Cement Description K S t —TOPSOIL RESIDUAL SOIL Vo[cLay 3.0 t Cement -------- Grout 0.5'•56' CLAYEY SAND 6" PVC SAPROLITE Casing de 16S1O.D. t 71 Borehole --......— 0' -53, C[ayey Silt ( ML/CL) - mostly fines, CLAYEY SILT few fine graded sand, few laminated SAFROLiTE inclusions of light green -gray 25XR, 413 silt Layers, dry low to medium plasticity, soft toirin consistency. 11 1 1S-5 1 6/6 1 23.5-24,01 75-50/01 1 SILTY CLAY Silty Clay (CL/ML) - mostly fines, SAPROLITE few fine graded sand, trace of Laminated light green -gray silt Layers, dry, low to medium Plasticity, soft to firm consistancy. 171 t k 4 1 Silty Sand (SH) - mostly fine to btu r median sand, little to some silty r s fines dry, gray to dark gray (5Y, �/1) non -plastic. SILTY SAND SAPROLITE Silty Sand (SM) - mostly fine to medium graded sand, tittle silty to clayey fines, dry, gray (5Y, 5/1) ncn-pLastic. I 27 Min/ft RCD t 28"�7�/SJS C 1 108/1081 28-371 2 ! 95 Hard fresh, light greenish -gray, ARGILLACDCUS argik acecus SANDSTONE. SANDSTONE 2 1. Monitoring well installed with 2'X2'X4" eoncrete pad at existing ground surface supporting t3 foot PProtective steel casing with Locking cover. 2. 8erenele advanced using aucers arx: single HQ core barrel open bedrock well installation completed by air harmer method using 10" dr,Lt bit to 58 feet and 6" 6i t to 68 feet. Stratification lines represent apprexirnaze uounca n C, ❑r.wcen bull�r�=, ­7 uc y a .o,• -� - -- -- readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were Trade. Boring No. Mu-27-Da GZA GECENVIRONMENTAL, INC. Fnainee rs/Scientists 320 Needham Street Newton Upper Faits, Massachusetts 02164 (617) 9 0-0050 Carolina piedmont Disposal Facility tloring No. KW-27-DB Page 2 of 3 Anson County, North Carolina File No, 70141.30 D C B Sample Information Sample P S L Description & Classification T N W Pen./ Depth (ASTM System) H G S No. Rec. CFt.) MIN/FT RCD 2 31.5' - 32.71: Shallow to steeply dipping and vertical drilling E2 breaks, few stickensided joints. 2 2 2 35 2 2 40 45 C-2 50/90 37-44.5 2 95 37,31: Stickensided steeply dipping joint. Hard, fresh, light gray SANDSTONE (medium to coarse sand). 39.51: Soft, grayish -green, micaceous moderately weathered, sligghtly fissile, CLAYSTONE. 40.51: Medium hard fresh, weak red - dusky red, clayey SILTSTONE, few sligfitly weathered horizontal and shallow dipping joints. 441: Hard, fresh, weak dusky -red SILTSTDNE, few weathered, horizontal and shallow dipping joints, with grayyish-green convoluted claystone inclusicns. 2 2 2 40.5' 2 2 2 C-3 96/86 44.5-5R.5 2 83 2 2 2 2 2 50 2 2 C-4 120/115 52-5- 2 93 62.5 1.5 1.2 55 1.0 1 1 1 1 60 1 i C-5 60/49 62.5-67.5 1 82 Chkd. By: M.A. Ponti, Jr. Stratum R Equipment Installed M - Description K S ARGILLACEDUS 61, PVC SANDSTONE Casing inside 10" O.D. Borehole VoLclay/ Gfl tt56' ± 38.5' SANDSTOHE —t 39.5 -- MICACECiJS — CLAYSTONE x 40.5' CLAYEY SILTSTONE 44' z SILTSTDNE 1 64.21. Sham contact - Hard, fresh light greenish -gray argillececus 1 SANDSTONE laminated with shalLcw to steeply dipping Laminae. SANDSTONE Bentonite Seal 56'-58' 6'E Dia. Open Bedrock Dell 58'-68, R e m a r k s stratification tines represent approximate boundaries between soil types, transitions may be gradual. Water Level m readings have been ade at times and under conditions stated. Fluctuations of groundwater may cccur due to factors other than those present at the tirye measurements were made. baring No. H4l-27-D6 ,ZA GEOENVIROHIEWikL, INC. in ineers Scientists i20 Needham Street ;eaton Upppper Falls, Massachusetts 02164 96TOO50 y T ISH Saampt a Information L Field W jze./ Depth Blows ctDta 4 G No. (Ft.) Test Data 70 n 80 85 9Q 95 R e m a r Boring No. 8u-27.09 Carotina Piedmont Disposal Facility page 3 of 3 Anson County, North Carolina File Ha. 70141.30 Chkd. By; N.A. Pcnti, Jr. Sample Stratum R Equipment installed Description & Classification N (ASTM system) Description K •S . Bottom of Borehole at 68•feet. ARG€LLACEOUS SAHDSTOHE t 67.5' Bottom of well at 68' 1 gradual Uater level ,tratification lines represent approximate boundaries between soil types, transitions may y occur due to factors readings have been made at times and under conditions stated. Fluctuations of groundwzter may other than those present at the time measurements were made. goring Ho. Mtl-27•D9 GZA GeoEnvirormental, Inc. goring No. Mod-27.OB Engineers/Scientists Carolina Piedmont Disposal Facility -- --�-- Page 1 of 1 320 Needham Street Newton Upppper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30 (617) 96TOO50 Chkd. By: H.A. Ponti, Jr. -ing Co. A&E Drilling Services, Inc. Casing Sampt er oretman B. Sarnes/J. Wagner Type NA GZA Rep. H.A. Ponti, Jr. I.D./O.D. Date Start 2/10/92 End 2/11/92 Hammer Wt. Location; See Exploration Location Plan Hammer Fall GS.EIev. 238.39 Datum other: 6" Air Hammer Groundwater Readings Date Time Depth Casing Stab. Time D P T H C B S L N u G S Sample Information Sample Description $ Classification (ASTM System) Stratum Description R M K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Blows/ 6" Field Test Data Protective Steel Casing s3 Concrete 0-1' Bentonite Seat 1-4' 21, PVC Riser 0.51 <; Filter Sand 4-25' 2" PVC >1 Weltscreen (0.010 Slot 5-25' .> 6" O.D. Borehole 5 10 15 20 SEE GZA BORING LOG MW-27•DB FOR SOIL CLASSIFICATION AND STRATUM DESCRIPTION # M 5 _$$ 1 2 S 25 Bottom of Borehole at 25 feet. 1. Monitoring well installed with 2'X2'X4" concrete pad at existing ground surface supporting t3 foot R pprotective steel casing with locking cover. e 2. Borehole advanced using air hammer method with a 10-inch drill bit to 25 feet. m a Stratificatior lines represent approximate bcumdaries between snit types, transitions may be gradual. hater level readings have been trade at times and under conditions stated. Fluctuations of 9rounduater may occur due to factors other than those present at the time measurements were made. Boring No. M5d-27-OB GZA GeoEnvironmentat, Inc. Baring No. Mk-27-Sa En ineers Scientists Carolina Piedmont Disposal Facility --z - Page 1 of 320 Needham Street Newton Uppppeer Facts, Hassachusetts 02164 Anson County, North Carolina File No. 70141.30 (617) 964-0050 Chkd. By: M.A. Ponti, Jr 'ing Co. A&E Drilling Services, Inc. Casing Sampler Groundwater eman B. Barnes/J. Vagner Type NA Date Time GZA Rep. H.A. Ponti, Jr. I.D./O.D. 10/97 Date Start 2/7/42 End 2/10/92 Hamner Wt. lLocation See Exploration Location Plan Hamner Fall GS.Etev. 238,48 Datum Other: 10"/b" Air Hamner Readings Depth Casing Stab. Time 14.92 D P T H C B S L N V G S Salute Information Sample Description & Classification (ASTM System) Stratum Description R M K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Blows/ 6" -- Field Test Data Casing Concrete Volclay/ Cement Grout 0.5-30' 6" PVC Casing Inside 10" O.D. Borehole Prateetive Steel 5 10 15 20 25 SEE GZA BORING LOG FV-27-DB FOR SOIL CLASSIFICATION AND STRATUM DESCRIPTION 1 2 R e m a 1. Monitoring well installed with 21X2'X4" concrete pad at existing ground surface supporting ±3 foot protective steel casing with locking cover. Z. Borehole advanced using air harmer method with 10-inch drill bit to 32 feet, and 6-inch bit to 42 feet. Stratification Lines represent approximate boundaries between soil types, transitions may be gradual. water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Scring No. Mk-27-SB GZA GECENVIRCNMENTAL, INC. Baring Ha. M61-27-SB Engineers/Icientists_ Carolina Piedmont Disposal Facility _ Page 2 of 2 320 Needham Street Newton Uvper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30 (617) 969-0050 Chkd. By: M.A. Pcnti, Jr. n C B S t N W G S Sample information Sample Description & Classification {ASTM System) Stratum Description R M K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Blows/ 6" Field Test Data lSentonite^ Seal 30-32, 6�, Open Bedrock Well 32-42, 35 40 45 .J 55 60 Bottom of Borehole at 42 feet. r f R e m a k tilico, ion lines represent approximate boundaries between soil types, transitions may be gradual.' -Water levet readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors ether than those present at the time measurements were made. Burin Ha. MW-27-SB GZA GeoEnvirormentai, Inc. 9cring No. MW-28-08 Engineers/Scientists Carolina Piedmont Dispasal Facility 320 Needham Street Newton U r Falls, Massachusetts 02164 Anson County, North Carolina (617) 969-0050 oring Co. A&E Drilling Services, Inc. Casing Sampler oreman B. Barnes/J. Scribellitc Type SpH tSpoon GZA Rep. V. Britton/M.A. Ponti, Jr. I.D./O.D. 1.753'/2" Date start 2/16/92 End 2/17/92 Hamner Wt. 14CO Location See Exploration Location Plan Hamner Fall 301E GS.Etev. 244.04 Datum Other- 4-1/4" HSA, 101116" Air Hammer, KQ Core Barrel D C B Sample Information Sample P S L Description 8 Classification T N W Pen./ Oepth Blows/ Field (ASTM System) H G S No. Rec. (Ft.) 6" Test Data 01-1.01: Topsoil 5 10 15 20 25 Date 10/97 S-1 24/2C 3-Y5 1 3-6 Sandy Silt (ML) - mostly fines, few 14 18 clay, trace cf sand, trace fine -- gravel, moist, ligght yeltcwish-brown to gray (10YR, 6/4), medium plasticity. Page 1 cf 3 File No. 7CI41.3C Chkd. By: M.A. Ponti, ,1r. Groundwater Readings Time Depth Casing Stab. Time Stratum R Equipment Installed M Description K Protective 5 Steel Casing t 1' TCPSOIL 1. Concrete --- -�— 2. 0-0.5, Votclay/ Cement >z » Grout 0.5-871 s-2 124/181 8.10 6-5 1 ILean Clay (CL) - mostly fines, few gravel, moist,. dark red (10YR, 3/6), LEAN CLAY 10-14 low to medium plasticity. slightty SAPROLITE mottled. S 3 11/10 13 13.9 14-75/5 Lean Clay (CL) mostly fines, little silt, trace very fine sand, damp, dark reddish -brown (2.5YR, 3/4); non -plastic, thin dark organic layers. SANDY SILT SYCF�RO'C'I°iE' " S-4 10/1018-18.8 25-75/4 Silt and Very Fine Sand (ML/SP) - dry, dark reddish -brown (SYR, 3/31) non -plastic. 20.5' SAND SA^P32QL L-1��.� S-S 10/8 1 23-23.9 40-75/41 Fine to medium Sand (SP) - little ---- laminations of silt trace clay, trace cobble, friable sand, dry, reddish -brown (SYR, 5/3), ncn- 25.5' plastic. — — LEAN CLAY S-6 11/10 28-28.9 20-75/5 Lean Clay (CL) - mostly fines, trace silt, damn, dark reddish -brown (5YR, 3/3�, moderate plasticity. Monitoring well installed with 2'X2'X4" concrete pad at existing grourd surface supporting z3 foot pprotective steel casing with locking cover. 9orehole advanced using augers and single HO core barrel; open bedrock well instaltation completed by air hammer method using 10-inch drill bit to 89 feet and 6-inch bit to 100 feet. Strata descriptions between * 69.8 feet and t 81.5 feet based on return water cuttings. 6" PVC Casing inside 10" O.D. borehole 0'-89, Stratification lines represent approximate t:curdaries t>etween s051 types, transitions tray be graduat, Water tevet readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. HW-28-CB GIA GEOENVIRONMENTAL, INC. Engineers Scientists 320 Needham Street Newton Uppppeer Falls, Massachusetts 02164 (617) 969-0050 C B Sample Information J S L N L Pen./ Depth Blows/ Field H G S No. Rec. (Ft.) 6" Test Data =7 ; 4/3 ; 33-33.31 75/4 35 IS-8 1 5/5 1 38-38.41 75/5 40 IS-9 1 5/5 1 43-43.41 75/5 1 1 45 S-10 10/8 48-48.9 60 75/4 50 — I IS-111 5/5 1 53-53.41 75/5 I I Carolina Piedmont Disposal Facility acring No. MW-28.08-�_ Page 2 of 3 Anson County, North Carolina File No. 70141.30 Chkd. By: M.A. Pont4 i, Jr. Sample Stratum IR Equipment Instalted Description & Classification M (ASTH System) Description K S LEAN CLAY SAPROLITE Lean Clay (CL) - little silt, moist. dark reddish -brown (5YR, 3/3) plastic mottled, friable. Lean Clay (CL) - little silt damp, dart: reddish -brown (5YR 3/35 non plastic, mottled, friable. Min/Ft ROD C-1 15/14 58.5- 59.8 5 46 7 60 C-2 60/51 59.8- 64.8 6 33 5 5 5 C-3 60/44 64.8- 69.8 5 0 Silt (ML) - little clay, trace fine gravel, damp, dark reddish - brown (5YR, 3/2) mottled. Clayey Silt (ML) and pieces of weathered rock - few clay, little fine to coarse pieces of dark reddish -brown (5YR, 3/2) to green. Silty Clay (CL) with little Laminated silt, dry, dark reddish -brown (5YR, 3/2) tow plasticity, friable. 571 SANDSTONE s 58.5' (WS) Hard, fresh, pale red Argillaceous — — — — — SANDSTGNE� with few slightly weathered shadow d"pping joints. PALE RED ARGILLACEOUS SANDSTONE t 6Z' Hard, fresh, pale red Argillaceous PALE RED SANDSTONE and MUCSTGNE. ARGILLACEOUS SANDSTONE/ MUDSTONE 6" PVC — Casing inside 1011 G.D. Borehole 0-89, Valclay/ Cement Grout 0-87' R e m a r k s _ratification lines represent approximate boundaries between sail types, transitions may be gradua.l_. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors ether than those present at the time measurements were made. Boring Na. MW-28-DE GZA GEDENVIRCNN.ENTAL, INC. En inecrs Scientists 320 Needham Street Newton Uppppeer Fatls, Massachusetts 02164 (617) 969 0050 c B Sample Information S L — T N W Pen./ Depth H G S No. Rec. (Fr.) Min/Ft 70 iAI 8D C-4 42/42 81.5-85 7 7 8 9 85 C-5 60/60 85-90 6 5 5 6 5 90 -C 6 60/59 90-95 5 7 7 6 95 7 C-7 54/54 95 99.5 6 5 5 5 5 Bcring No. MW 28 08 Caro tina Piedmont 0isposaL Facitity Page 3 of 3 Anson County, North Carotina Fite No. 70141.30 Sampte Description $ Classification (ASTM System) ROD 66.681: Shattow dipping even dritH ng breaks. 68-69.81: Soft convoluted, tight bluish -gray CLAYSTONE mixed with pate red MUDSTONE. Highly weathered pate red MUDSTONE (based on drilliLng cuttings, material washed out 69.8 to 81.5 feet). 74 Hard, fresh, pale red SANDSTONE, (fine to medium sand), shallow dipping beds (laminated) moderately close shallow dipping, sightly weathered joints. i 0O 32 62 !Medium hard to soft, moderatety weathered pate red MUOSTONE. Bottom of $orehote at 100 feet Chkd. 6y: M.A. Ponti� i , Jr. Stratum R Equipment Installed 14 Description K S ARGILLACECUS SANDSTONE/ MUDSTONE z 69.8' 3. PALE RED MUOSTONE t 81.5' PALE RED SANDSTONE 97.7' MUDSTONE 6" PVC Casing inside 101, C.D. Borehole 0.89' votctay/ Cement Grout 0.5-87' Bentonite seat 87.89' 6" Open Bedrock 89-1G0' R e m a r k s tratificaticn tines represent approximate boundaries between soil types, transitions may be graduat. Water level readings have been made at times and under corsditions stated. FLuctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring No. NM-28-DBA I OF 6 NOT AVAILABLE FOR 'TRC's REVIEW GZA GEOENYIRONMENTAL, INC. Engineers/Scientists 320 Needham Street Newton Uppper Falls, Massachusetts 02164 (617) 969 0050 C B Sample Information S L N W Pen./ Depth Blows/ I Field H G S No. I Rec. I (Ft.) 6" ITest Data 35 40 45 I 50 55 60 IN Carolina Piedmont Disposal Facility Anson County, North Carolina Sample R Description & classification M (ASTM System) K S Boring No. Mod-28-D6A --- Page 2 of 6 File No. 70141.30 Chkd. By: M.A. Pont�,� Equipment Installed L, Strati-n descriptions based on cuttings from air hammer and wash method. R e m a r .ratification lines represent approximate boundaries between sail types, transitions may be gradual:- Llater level eadings have been made at times and under ecnditions stated. Fluctuations of groundwater may occur due to factors 1other than those present at the time measurements were made. Baring No. Mu-28-DBA GZA GEOENVIRONMENTAL, INC. Engineers/Scientists 320 Needham street Newton Uppper Fatls, Massachusetts 02164 (617) 964 0050 C B Sample Information S b N W Pen./ I Depth I Blows/ I Field i A G s No. I Rec. (Ft.) 6" Test Data 70 75 80 i J 90 95 Carolina Piedmont Disposal Facility Anson County, ?forth Carolina SamoIe R Description $ Classification M (ASTM System) 5 boring No. MW-28-DEA Page 3 of 5 File No. 70141.30 Chkd. By: M.A. Pan* Equipment Installed Bentonite Seal 93-95' 6" Borehcle R e m a r k S -atification lines represent approximate bcurxdaries between sail types, transitions may be gradual. Water level readings have been made at times and under ccnditicns stated. fluctuations of groundwater may occur due to factors h h h th t is were made of er c an t ose present at a ime measuremen Boring No. MW-28-gBA GZA GEOENVIACNMENTAL, INC. En ineers Scientists 320 Needham Street Newton Uppper Fads, Hassachusetts 02164 (617) 464-0050 C B Sample Information 5L N W Pen.! Depth Blows/ Field 1 H G S No. Aec. I (Ft.} 6" Test Data 105 110 115 1 120 125 13C R e m a r k Carolina Piecimont Disposal Facility Anson County, North Carolina Sample R Description & Ciassificaticn M (ASTM System) S Boring No. MW-28-DGA --- - Page 4 of 6 Fite No. 70141.30 Chkd. Byt M.A. Ponti, Jr. Equipment Installed ,ratif;cation tines represent approximate boundaries between sail types, transitions may be graduat.- Water- tevel h endings have been made at times and under conditions stated. Fluctuations of grourdwater may occur due to factors ]other t,'ran those present at the tine measurements were made. T--- 111 1 Baring No. Mw-2$-DSA GZA GEOENVIRONHENTAL, INC. En ineers Scientists 320 Needham Street Newton Up er Falls, Massachusetts 02164 (617) 0050 C 8 Sample Information S L N u Pen./ Depth Blows/ Field o G S No. R2C. (Ft.) 6" Test Data 1 140 1 145 !K 1 160 1 165 R e m a r k Boring No, MW-28-00A Carolina Pied=rLt Disposal Facility Page 5 of 6 Anson County, North Carolina File Ho. 70141.30 Chkd. By: H.A. PontJr.Jr Sample R Equipment Installed Description 8 Classification M------� (ASTM System) 5 Volclayy/Cement Grout o.5-175' 6" PVC Casing inside 1011 O.D. Borehole 0-45, 2" PVC Riser 0-178' 6" Borehole �,ification tines represent approximate boundaries between soil types, transitions may be graduat.__Water level "aadings have been made at times and under conditions stated. Fluctuations of grcundwater may occur due to factors other than those present at the time measurements were made. Boring No. MW-28-OBA GZA GEOENVIRONHENTAL, INC. Baring No. Mod-28-DEA Engineers/Scientists Carotina Piedront Disposal Facility ---_. Page 6 of 6 320 Needham Street Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30 (617) 96P050 - Chkd. By: M.A. Ponti, Jr. H C B S L N W G S Sample Information Sample Description & Classification (ASTM System) R H K S Equipment Installed No. Pen./ Rec. Depth (Fr.) Biows/ 6" Field Test Data Votclayy/Cement Grout 0.5-1751 21' PVC Riser 0-1781 Bentonite Seal 175-177.51 Filter Sand 177.5 -183 1 211 PVC Nettscreen (0.010 SLot) 178-1831 175 180 ff I l f 185 190 195 200 Bottom of Borehole at 183 feet. t R e m a r k ,Gratification Lines represent approximate boundaries beraeen soil types, transitions may be gradual.- Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Boring Ne. M4d-28 DBA GZA GecEnvironmental, Inc. Log of Well MW-28-06 Sheet i of 3 Engineers/Scientists Carolina Piedmont disposal Facility 320 Needham Street Anson County, North Carolina Job Plumber: 70141.30 Newton Upper Falls, MA Elevation: G.S. 245.30 ft. Phone (ell) 969-0050 Fax (517) e65-77ae Driller: B. Barnes/T. Barnett - A&E Services Drilling Date Time Drill Method: H.S.A. Started 1/17/92 NA Sample Method: NA Finished 1/17/92 NA Borehole Diameter: 6--1/4 in. Water Level: 16.68 ft. (10/07) Logged By: M.A. Ponti, Jr, Checked BY: J.L. Daw o w m ai � e V ❑ �= a a � Materlats description well Completion a V a L C Protective E v �" Steel � o cO Casing d o Concrete 1 vo�clay/Ce . Grout 2 3 SEE GZA BORING LOG MW-28—CB FOR SOIL 2" PVC CLASSII=ICAITON AND STRATUM DESCRIPTION Riser 4 5 6 7 8 9 10 11 12 13 GZA GeoEnvironmental, Inc. Log of Well MW--28—OB Sheet 2 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Plumber: 70141.30 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 965-7769 Elevation: G.S. 245.30 ft. c *TE a 0 Materials Description Well Completion Q E LC ` +. Sl 2 p `�, L a is rZ m 15 16 17 18 E�ntGnllE Seel 19 Filter �K. 2 0 ._ .... `,. PVC Wellsr:reer. (o.blo Slctl 21 22 23 % 24 25 26 27 28 29 GZA GeoEnvironmental, Inc. Log of Well MW-28—OB Sheet 3 of 3 Engineers/Scientists Carolina Piedmont Oisposal Facility 320 Needham Street Anson County, Forth Carolina Job Number; 70141.30 Newton Upper Fails, MA Phone 1617) 969-0050 Fax (617) 965-7769 Elevation: G.S. 245.30 ft. Z ar C x 4 a Materials Description Well Completion E cc m m d m ro C� Cu i 0 ~ is in 31 32 33 34 35 36 37 38 39 40 Bottom of Borehole at 40 feet. 4 Remarks; lMonitcring well installed with 2'x2'x4" concrete pad at existing ground surface supporting +/-- 4 2 3 foot protective steeE casing with locking cover. 28crehole advanced using 8 1/4" O.D. hollow stem auger. 43 44 45 GZA GeoEnvironmentai, Inc. Log 0� Well9W-28—St3 Sheet 9 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility et 3Needham Street Anson County, North Carolina ounY� Job Plumber: 70141.30 Newton Upper Falls, MA Elevation: G.S. 244.52 ft. Phone {617) 9e9-0050 Fax (6l7) 965-7769 Driller: B. Barnes/J. Wagner -- A@E Drilling Services Drilling Date Time Drill Method: Air Hammer/Roller Bit Started 1/14/92 NA Sample Method: NA Finished 1/15/92 NA Borehole Diameter: 10/6 in. ( Water Level: 13.88 ft. (10/97) Logged Ry: Ponti, Jr./Terefenk hacked B;: J.L. Daw O z c R O 41 U * C ¢ m U Materials description Well completion E a C2 m Protective Steel LO Casing fl) o Cement 1 volclaylCe ,. Grout 2 NO SOIL SAMPLES TAKEN. SEE GZA BORING LOG MW-28-DB FOR SOIL CLASSIFICATION AND STRATUM DESCRIPTION 4 5 • PVC Casing lnsi�e to" sorenoie 2" PVC Riser 4 8 9 10 11 12 13 Lj GZA GeoEnvironmental, Inc. Log of Well MW-28—SB Sheet 2 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Plumber: 70141.30 Newton Upper FaI15, MA Phone (6M 969-0050 Fax (6171 965-7769 Elevation: G.S. 244.52 ft. o c � z 41 U ""' O "' 41 a 0 j (5 Materials Description Well Compieuon _ C' E CG ip p a to C aj S a C7 CL d 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 GZA GeoEnvironmental, Inc. Log of Well MW-28—SB Sheet 3 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility -- 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (517) 969--0050 Fax (617) 9(35-7769 Elevation' G.S. 244.52 ft. O Z a)u c � 5 CO C] t.« a M o v Materials Description well Completion Q E L ra c� ; Q tL m 31 32 33 34 I 35 36 3T 38 39 40 4t 42 4 3 Senior: to Seal 44 4 5" Air Hammer Eoreho?e 45-50' GZA GeoEnvironmental, Inc. Log of Well MW-28--SB Sheet 4 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson Count North Carolina y. Job Number: 70141.30 Newton Upper Falls, MA Elevation: G.S. 24 4.52 it. Phone (Et7) 969-0050 Fax (6171 965-7769 O 5 � S 0. � J Materials Description well Completion E L U7 C aj S o ~ 0 rL co 47 48 49 5 0 6 Roller r iE or ehole 5D-6a' 51 5 2 Remarks: tManitodng well Installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 3 feat protective steel zBorehcle casing with locking cover. advanced using air hammer metheq�wdh a ID-inchdrill bit to 45 feet and a 6-inch drill bit to 50 5 3 feet. Soli stratum descriptions are estimated based on air hammer and return water cuttings. Air hammed response and cuttings indicated norrcompetent. completely to highly weathered material at 47.5 feel; hale advanced Using 5-7/8" O.D. roller bit and wash method: hard material encountered between 52 and 60 feel: roller 5 4 bit cuttings were pale fed. Monitoring well Installed with 2" PVC weilscreen set below 6" PVC casing. — Filter poi 7r { F , Send 55 2" PVC weascreen .... .... . Slot) 56 57 58 60 Bottom of Borehole at 60 feet. 61 GZ4 GecEnvironmental, Inc. Boring No. KW-29-OB En ineers Scientists Carolina Piednent Disposal Facility 320 Needham Street Page 1 of 1 Alewton Upper Fells, Massachusetts 02164 Anson County, North Carolina Fite No. 70141.30 (617) 969-0050 Chkd. By: M.A. Ponti, Jr. 'ing Cc, A&E Drilling Services, Inc. Casino Saunter roreman Joe Scribetlito Type Sol itSpeon GZA Rep. H.A. Tschosik I.D./O,D, 2" Date Start 2/12/92 End 2/12/92 Hamner Wt. 140# Location See Expteration Location Plan Hamner Fall 30€' GS.Elev. 262.92 Datum Other: 4-1/411 HSA Groundwater Readings Date Time Depth Casing Stab. Time 10/97 5,02 D P T H C S S L N U G S Safmte Information Sams a Description & Ctassification (ASTM System) ratum LD--ription R M K S Equipment Installed No. Pen./ Rec. Depth (Ft,) Blows/ 6" Fietd Test Data Casing Concrete 0�-0.5' Sentonite Seat 0,5-2' 21 PVC Riser p-3 F;l.ter. Sand 2-19.2' 2" PVC Wettscreen 3-18! 8 1/4° Borete Protective Steel 5 10 15 20 25 Lean Ctay (CL) - mestly fines, trace fine graded sand moist, brownish yellow (10YR, 6'L) median plasticity, soft to firm consistency. Lean Clay (CL) mostly laminated fines, trace fetdspart dry to moist, dark reddish brown (2-4YR, 3/3) medium plasticity firm to hard censisterscy, blocky. Poorly Graded Sand with Silt mostly fine sand few silty fines, dry, dark reddis�_brown (2-SYR, 3/3) ncn-plastic. Clayey Silt (ML/CL) - mostly fines finest few fine sand laminae dark reddish -brown (2-5YR 3/3) tow to medium plasticity, blocky, firm to hard _consi.siency. 0.71 SILTY SA NO 1 2 t 3 <- LEAN CLAY SAPROLITE ' t 11.�" Y S 1 24/0 3 5 8-6 7 12 ! { S-2 16/15 8-9.3 30-52 75/4 SILTY SAND SAPROLITE 15.5' CLAYEY SILT SAPRCLITE ± 19.2' S-3 4/4 13-13.3 75/4 i S-4 1 17/12 18-19.4 25-70 75/5 .. ....... .._ ..... . Bottom of Borehole at 19.2 feet. E I ':. R e m 1. Hcnitoring welt installed with 21XV X4" concrete pad at existing ground surface supporting t3 foot protective steel casing with tocking cover. 2. Borehole advanced using augers. 3. Auger refusal at 19.2 feet. Stratification tines represent approximate boundaries between soil types, transitions may be gradual, Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made, Boring Na. Hu-29-OB GZ4 GeoEnvironmental, Inc. boring No. Mu-30-cs Engineers/Scientists Carolina Piedtmont Disposal Facility --- - ,. Page 1 of 1 3ZO Needham Street Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30 (617) 469-0050 -- w Chkd. By: M.A. Ponti, Jr. ing Co. A&E Drilling Services, Inc. Casing Sampler Foreman Z. Barnes/M. Trinkle Type Splitspoon Date •.GZ4 Rep. P. Banner I.D./O.D. 2'a 2/11/92 Date Start 2/11/92 End Z/11/92 Hammer Wt. 140# Location See Exploration Location Ptan Harmer Fall 301, 1 0 97 GS.Elev. 270.39 Datum Other: 4-1/4" SSA Groundwater Readings Time Depth Casing Stab. Time 1600 Dry 5 0 D r 0 P T H C B S L N W G S Sample Information Sample Description & Classificaticn (Unified Classification) Stratum Description R M K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Blows/ 6" Field Test Data Protective Steel Casing Concrete 0-0.51 Sentonite SeaL 0.5.1.5f 21, PVC Riser 0-2.5' Filter Sard 2" PVC weLtscreen 5 10 15 20 25 Clean Clay (CL) - mostly fines, little fine to medium sand, median orange brown, moist, firm. Completely Weathered ArgiLLaceeus Sandstone (41C) - mostly fines, little fine to medium sand, moist, v �€Fn., dark reddish -brown, hard F t .5 TOPSOIL LEAN CLAY (CL) 3.5r — — ---- SANDSTONE 71 1 2 3 --•• - S-1 B/S 3-3.7 20-7512 Bottom of Borehole at 5 feet.. ......... ......... a iI i R e m 1. Monitoring well installed with 21X21X411 concrete pad at existing ground surface supporting s3 foot protective steel casing with locking cover. 2. Borehole advarced using auger method. L Auger refusal at 5 feet. Stratification Lines represent approximate boundaries between soil types, transitions may be gradual. water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other Chan those present at the time measurements were made. Boring ko. MV-30-CB GZA GeoEnvirormentat, Inc. Enoinee rsIScientists 320 Needham Street Newton tipper Falls, Massachusetts 02164 (617) 964-0050 ing Co. A&E Drilling Services, Inc. rcreman B.Barnes:M. Trinkte/R.S. GZA Rep. H.A. Tschosik/M.A. Ponti, Jr. Date start 2-07-92 End 2-07-92 Location see Exploration Location Plan GS.EIev. 246.71 Datum D C 5 Sample information P S L Carolina Piedmont Disposal Facility boring No. Mw-31-08..-�_ Page 1 of 2 Anson County, North Carolina File No. 70141.30 Chkd. By: M.A. Ponti, Jr. Casino SamL er Groundwater Readings Type Split Spoon I.D./G.D. V O.D. Hamner Wt. 140K Hammer Fall 30tt Date Time Depth Casing Stab. Time 02/07/92 1400 8.2 out 0.2 Hours 10/97 5.21 Other: 4-1/411 HSA; 10"/61, Air Hammer, HQ Core Barrel Sample Stratum Description & Classification T N W Pen./ I Depth Blows/ Fietd (ASTM System) Description H G S No. I Rec. (Ft.) 6'9 'Test Data 5 10 15 20 25 + 0.5' TOPSOIL RESIDUAL Top 7 inches: Mostly Fine to Coarse Sand (SW) -few silt yy fines, trace of SOIL/LEAN t 3' CLAY �- S-1 24/15 3.5-5.5 12-10 8-10 --� — fine gravel water bearing, strong *gown (7.5Y4 5/8), non plastlC. Battom 8 inc{est Sancto Lean Clay (CL) - mostly fines, little laninaticns of silt and fine SAND SAPROLITE 5' -- — — — SANDY LEAN sand, moist brownish-Yellcw (1ny 6/6), law ptastf­ ry, soft CLAY SAP°uLITE r i- --�--iconsistancy. t 7'----- S-2 24/16 8.5-10.51 11-25 Poorly Graded Sand with Silt (SP-SM) mostly fine to medium sand, few 45-61 silt laminae, color varies from _.SUT.Y._.Sr1Ni).. strong brown (7.5YR, 4/6) to pale SO-RZtI - red (10R, 6/3) moist, non -plastic. R Equipment Installed M K Protective Steel S Casing Cement 1 3 4 Vciclay/ Cement Grout 611 PVC Casing inside Sarehole 0'-42' Fine to Medium Sand (SP) - trace Laminated siltyy fines moist pinkish gray (SYR, 6/,). Hard, fresh, light green -gray SANDSTONE, with few horiacntal, even slightly weathered joints. Hard, fresh,,pale Orange, coarse GRAYwACKE, with few silt laminae and subrounded gravel. Hard, fresh, pale orange, coarse GRAYVACKE, with few silt laminae and subrounded gravel. Hard, fresh, pale orange, coarse GRAYWACKc, with few si.t laminae and subrourded gravel. t 14' (wC wM) - (w5) + 15.5' S 3 7/3 13.5-14.1 21-75/1 MIN/FT RQD C-1 31/30 15.5-18.1 0.5 42 LT. GREEN GRAY SAND- + 17.9'STCNE 1 1 PALE ORANGE GRAYwACKE C-2 60/57 18.1-23.1 1 87 ,1 1 1 1 C-3 60/58� 23.1-28.1 0.5 98 0.5 0.5 1 44— 1 C-4 60/59 23.1-33.1 0.8 87 0.8 1. Monitoring welt installed with 2'XZ'X4" concrete pad at existing ground surface supporting t3 feot rotective steel casing with locking cover. 2. �orehole advanced using augers and single HQ core to rret; open bedrock well installation completed by air hammer method using 10-inch drill it to 42 feet, and a 6-inch drill bit. 3. Perched Water observed seeping slowly into split specn hole. 4. Auger cuttings 'between 0.5 and 3 feet indicate slightly sandy, Lean Clay. Stratification lines represent approximate boundaries between sail types, transitions may be gradual. water level readings have been made at times and under conditions stated. Fluctuations of groundwater may accur due to factors other than those present at the time measurements were made. --'-3 1-DS Boring No. M4l-31-DS GZA GEOENVIRONMENTAL, INC. En ineers Scientists 320 Needham Street Newton Upper Falls, Massachusetts 02164 (617) 969-0050 C B Sample Information � S L T N W Pen./ Depth H G S No. Rec. (Ft.) MIN/FT 1 1 1 C-5 60/54 33.1-39.1 1 1 35 1 0.9 1 C-6 60/56 38.1-43.1 1 1 40 1 4 � 3.5 C-7 60/56 43.1-48.1 3.5 1 45 1.5 1.5 1.5 C-8 J 60/58 48.1-53.1 1 1 50 3 3 3 C-9 36/23 53.1-56.1 3 4.1 55 4 60 R e m a r ROD 85 69 93 90 Boring No. Mu-31.DB Carolina Piedwrit Disposal Facility Page 2 of 2 Anson County, North Carolina File No. 70141.30 Chkd. By: M.A. Pcnti, Jr. Sampte Stratum R Equipment Installed Description 8 Classification M (ASTM System) Description K S IPALE ORANGE Volclay/ GRAYWACKE Cement ± 32' Grout 33.11-33.91: Coarse Sand matrix with gray, laminated silt/ctay. Hard, fresh light gray FINE SANDSTONE, Laminated, with few slightly weathered horizontal icints. 36.11-36.61: Fine sandstone with silt and carbenaceous laminae. 38.61-39,; Fine sandstone with silt and carbonaceous laminae. Hard, fresh, light gray GRAYWACKE (coarse- grained) fine to medium gravel uneven, horizontal slightly weat�ered joints. Hard, fresh, pale red SANDSTONE, fine grained, with few slightly to moderately weathered, horizontal joints. Medium hard, dusky -red CLAYSTONE with silt Laminations, horizontal to vertical, slightly weathered joints. 79 Hard, fresh, dusky -red SANDSTONE, with tight grocnish-gray convoluted CLAYSTCNE inclusions. LIGHT GRAY FINE SANDSTONE ± 39' LIGHT GRAY GRAYWACKE iz t PALE RED SANDSTONE ± 50.1' DUSKY RED CLAYSTONE 53, DUSKY RED ARGILLACEOUS SANDSTONE ± 56.11 Bottom of Borehole at 56.1 feet 0.5'-40, 6" PVC Casing inside 10" O.D. Borehole 0-4z' Benton, te - S4OI 4z 611 open Bedrock well 42'-56.1' --a1 .l canon EInes represent a�roximai=e ecuncaries oezoeen soic Lees, trarsitions may De gracual. water teyet readings have bm een ade at tines and under conditions sated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. 9-ring Nc. Hu-31-DB GZA GecEnvirorrmntal, Inc. Boring. No. MW-31-cS. Engineers Scientists Carolina Piechiont Disposal Facility �---- Page 1 of 1 320 Needham Street Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30 (617) 969-0050-------- w Chkd. By: M.A. Ponti, Jr. ing Co. A&E Drilling Services, Inc. Casing Sampler oreman B. Barnes Type Date GZA Rep. M.A. Pointi, Sr. Date Start 2/6/92 End 2/6/92 Hammer Wt. Location See Exploration Location Plan Hamner Fail 10/97 GS.ELev. 246.39 Oatun Other: 4 1/4" HSA Groundwater Readings Time Depth Casing Stab. Time D r D P T H C B 5 L N W G S Sample Information 5ampie Description & Classification (ASTM System) Stratun Description R M K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Blows/ 6" Field Test Data Steel Casin Concrete 0'-0.5' Bentanite Seal 0.5'-1.5' 6" PVC Riser 01.2' Filter Sand 21e PVC 4iellscreen (0.010 scot 21-15, Protective 5 10 SEE GZA BORING LOG KW-31-DB FOR SOIL CLASSIFICATION AND STRATUM DESCRIPTION .,.•wYka€' t � kk. 1 2 : `. _ - 15 20 25 Bottom of Borehcte at 15 feet.�_� 'l t _........... ....... ' R e m 1. Monitoring well installed with 2'X2'X4" ccncrete pad at existing ground surface supporting s3 foot pprotective steel casing with locking cover. 2. Erehole advanced using augers method. Stratification lines represent approximate boundaries between soil types, transitions may be gradual. Water Level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. __ Baring No. Flld•31-OB GZA GeoEnvtrormentat, Inc. Boring No. Mod-31.SB En ineers Scientists Carolina Piedmont Disposat Facility 320 Needham Street Page 1 of 1 Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30 (617) 969-0050 ----- — Chkd. By: M.A. Pent1, Jr. -ing Co. A&E Drilling Services, Inc. Casing Sampter rereman B. Barnes/J. Wagner Type N/A Date GZA Rep. M.A. Ponti, Jr. I.D./O.D. N/A Date Start 2/11/92 End 2/11192 Hammer Wt, N/A 1 Q Location See Exploration Location Plan Hamner Fall N/A GS.EIev. 246.4� Datum Other; 1011/6" Air Hamner Groundwater Readings Time Depth Casing Stab. Time 4,83 D P T H C B S L N W G S Sample Information -- Sampt a Description & Classification (ASTW System) Stratum Description R M K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Blows/ 611 Field Test Data Steel Casing Cement Vctctay/ Cement Grout II C11 asing inside 101, Q.D. Borehote 0'-17, Sentenite Seai 15'-17, Ere Open Bedrock Well 17'-22, Protective km 5 10 15 20 SEE GZA BORING LOG Mid-31-DB FOR SOIL CLASSIFICATION AND STRATUM DESCRIPTION 1 25 Bottom of Borehole at 22 feet. -+-4 R e m 1. Monitoring well installed with 21X21X4" concrete pad at existing ground surface supporting x3 fact pprotective steel casing with locking cover. 2. Borehole advanced using air hammer with a 7011 dritl bit to 17 feet, and a 6" drill bit to 22 feet. i Stratification lines represent approximate boundaries between sail types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than [hose present at the time measurements were made. Boring Na. HW-31-5a GZA GeoEnvironmentai, Inc. Log of Well MW -32--08 Sheet i of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fails, MA Elevation: G.S. 298.23 ft. Phone (617) 969-0050 Fax (6t7) 985-7769 Driller: B. Barnes/M. Trinkie - A&E Services Drilling Date Time Drill Method: H.S.A. Started 3/03/92 NA Sample Method: NA Finished 3/03/92 NA Borehole Diameter: 8-1/4 in. Water Level: 10.39 ft. (10/97) Logged By: Banner/Ponti, Jr. Checked By: J.L. Daw 0.J ro ❑ yW n ¢� U Materials Description Well Completion a s n m 04 a 2 c i O ~ eo Lacking m PVC Caw Concrete I 2 --- Bentcnkte Seal 3 SEE GZA BORING LOG MW-32-SB FOR SOIL K 2" PVC CLASSIFICATION AND STRATUM DESCRIPTION Riser 4 " Filter 6 Sand (5-36'1 7 2" PVC weiiscreen [6-36'1 9 �1 , l2 33 GZA GeoEnvironmental, Inc. Log of Well MW-32—OB Sheet 2 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Newton Upper Falls, MA Anson County, North Carolina Job Number: 70141,30 Elevation: G.S. 298.23 ft. Phone 1617) 969-0050 Fax (617) 955-7769 O C � C 0 -7 a) E * o n m u Materials Cescriptlon Well Completion E cc mtu ro c a1 s 0 r co d m Al 16 17 18 19 20 2i 22 23 . ....... _ 24 ....... 25 26 27 28 29 GZA GeoEnvironmental, Inc. Log of We(f MW-32-09 Sheet 3 of 3 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Falls, MA Phone (617) 969-0050 Fax (617) 965-7769 Elevation: G.S. 298.23 ft. o c o CU a n Materlals Oescriptiorn well Completion co c W i o ~ LO m 31 P ,. a ; 32 33 34 35 3 Bottom of Boring at 36 feet. r � ( 37 Remarks: 1Monitoring wetl installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 38 3 foot protective steel casing with locking 1Borehole cover. advanced using augers; monitoring well installed inside B 1/4 inch O.Q. borehole. 39 40 41 42 43 44 45 GZA GeoEnvironmental, Inc. Log of Well MW-32--SB Sheet 1 of 5 Engineers/Scientists Carolina Piedmont Disposal Facility Job Plumber: 70141.36 320 Needham Street Anson Count North Carolina Newton Upper Falls, MA y, Elevation: G.S. 298.27 ft Phone (517) 969-0050 Fax (617) 965-7769 Driller: S. Barnes/M. Trinkle -- A&E Services Drilling Date Time Drill Method: H.S.A.; 10" Air Hammer Started 2/24/92 NA Sample Method: Split Spoon; HQ Core Finished 2/26/92 NA Borehole Diameter: 10/4 in. Water Level: 9.10 ft. (10/97) Logged By: Banner/Ponti, Jr. Checked By: J.L. Daw c v * o a m 41 Materials oescrlption Well Compieticn E o = n aj a Cn c 01 x a `- Lo CL in rt — Locking PVC Cap • •'B Cement a ee TOPSOIL (a-3') •rrr SAPR4LITE vo€clay/Ce .: out X. H/Ml-, Clayey Sand (SC) - mostly fine to coarse (0 5--38') 22_32 sand, little clayey fines, few fine gravel dry, S-1 24/16 38-42 d weak red OCR, 5/3), low plasticity, blocky, rrr rrr rrr 5 rrr rrr rrr --- 6" PVC rrr Casing nside 10" r r 0.D. r r' Borehole rrr rrr (0-40') rrr - rrr rrr 7 rrr j rrr � rrr - rrr rrr _.. _. _.. _ _...._. ............................... a ♦ r r r;' ........................... ................ Clayey Sand (SC) - mostly fine to coarse rr sand, little clayey fines, few fine gravel, trace 17-31 ;;, of silica, dry, weak red (1CR, 4/2) tow S 2 17/15 75/5 r plasticity, blocky. r r PARTIALLY WEATHERED SANDSTONE (9.5-4o') — — 10 — 11 12 13 Clayey Sand (SC) - mostly fine to coarse S-3 5/5 75/5 sand, some clayey fines, trace of fine veE, trace of silica, dry, weak red (10R, 4/21gralow plasticity, blocky. GZA GecEnvircnmental, Inc. Cog of Well MW-32--SB Sheet 2 of 5 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Newton Upper Fafls, MA Phcne (617) 666-0050 Fax t6t7) 965-7769 Elevation: G.S. 298.27 ft z v c _ * m o L o Materials Qescrlption Well Completicn E r � a W.2 n @ C (D x o F fO O_ m 15 16 17 18 Silty fines, few fine gravel, dry, reddish -brawn _ 7512 (2.5YR, 5/3), non -plastic. 18 20 21 22 23 Clayey Silt (CL/ML) mostly fines, trace of S-5 8,5/8.5 60 ` silica, dusty red f10R, 3/4), low to medium 75/2.5 plasticity, blocky. _ 24 25 26 27 28 Clayey Silt (CL/ML) - mostly fines, few S-6 11/!1 45 laminated 1" lenses of clay, (light green -gray) 75/5 few Y' lenses of fine to medium sand, trace of silica, dry, weak red (2.5YR, 4/2) tow 29 plasticity, blocky. GZA GeoEnvironmental, Inc. Log of Well MW-32—SS Sheet 3 of 5 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Newton upper Falls, MA Anson County, North Caroilna Job Number: 70141.30 Elevation: G.S. 298.27 ft Phone {617) 869-0050 Faz (617) 065-7769 C C E *r o y v Materials Oescriptien Hell Completion d E cc m N N Q" L CL m ro CL) o n. m 31 32 33 Silty Clay (ML/CL) - mostly fines, few lenses �40-75/51 of fine sand, dry, weak red (7.513, 4/2), medium S-7 it/It plasticity, blocky. 34 35 36 37 36 Sandy Clayey Silt (CUML) - mostly fines, little Wentonite S-8 3.5/3.5 75/3.5 fine to medium sand, few pockets of clayey Seal fines (light green -gray), trace of fine gravel, (38-40 ) moist, weak red (1OR, 4/3), low plasticity, 39 blocky. "° :o p SANDSTONEXONGLOMERATE (40-73') EeJruck Well (40-73') 41 -d (40'-43,4'): Hard, fresh, 0.5' to 1.0' layers of O p pale green to grayish brown, fine to medium 2.5 'p '.O Argillaceaus SANDSTONE, with slightly to 0 moderately weathered shaflow dipping joints C-1 418/48 0.9 Go-73. 42 a (F). O0 0.9 0 O.0 43 00 , o o. 0 4 4 Q (43.4'-45.9'): Hard, fresh, grayish -green GRAYWACKE. {45.9'-46.t3'): Hard, fresh, 0.9 q grayish -green CONGLOMERATE (F), C-2 fi�3%4 0.9 0.8 t GQ-ea 4 5 p p 0'9 �. 0 'o GZA GecEnvircnmental, Inc. Log of Well MW•-32—SB Sheet 4 of 5 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson oun ACounty, North Carolina y Job Number: 70141.30 Newton Upper Falls, MA Elevaticn: G.S. 298.27 ft Phone (617) 969-0050 Faz (617) 965-7769 c � � a Materials Description well Completion aL E m � a 2 M LO c aJ x o ~ cO � m D Hard, fresh, grayish -green 4 7 0.0 - GRAYWACKE; (banded, fine to fine to medium, 0.9 • subrounded gravel, 48'-52') (F). 60/44 0.9 0.0 C-2 73% 0.8 130-86. � •o '. 0 0 0.9 48 _'.o O0 :o O.0 49 ..o.o :p O r) 50 a0 .0. o 0.8 51 .0 0 C-3 0/30 6 0% 0.8 0.8 RGD-21.6 p 0.8 2 52 op o. o 58 "o,o o. o a (53.7'--62.21: Hard, fresh, dusky red 54 0,0 CONGLCMERA7E, subrounded, with fine to 6C coarse gravel and coarse cobbles (F). 0.0 55 �o ••a. o t '. o 3 O0 O.9 ......... d ...... 1.1 56 .o.o 3.4 0 C-4 60/15 27% 4.9 3.1 RQC1-f.8 O.O 0 2.4 5 7 °. 0 3.9 0 5.4 �. 0 5 Q 58 .°.o o. o G 00 59 Q .o O.o 60 00 C-5 60/28 4 7% 00-23. 0 0 61 00 .o o. a o GZA GeoEnvironmental, Inc. Log of Well MW-32—SB Sheet 5 of 5 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson Count North Carolina y, Job Number: 70t41.30 Newton Upper Falls, MA Phone (617) 0$0-0050 Fax (617) 865-76e Elevation: G.S. 298.27 ft O C � C a materials Description Well Completion E a c t m cn c Qa x o ~ cv d m p 4 (62.2'-65.5'}: Hard, fresh, grayish -green 3.1 o Argillaceous SILTSTONE. C-5 60/2B 2.4 3.9 OD-23. 6 3 O.0 0 47% 5.4 O 0 5 '.p 00 64 o. 0 .Q 0.0 6 50.0 (65.2'-66.7'); Hard, fresh, pale brown a Argillaceous SANDSTONE (J + .2" thick beds). 1 00 C-g 494%5 ? ROD-B8 66 O.0 2 :o Hard, fresh, grayish pink 67 O GRAYWACKE (5 YR, 6/2) Graywacke. 0 :0.0 'D o. o 69 4.00 "6 (69.3'-73'): Hard, fresh, pale brown CONGLOMERATE. 2 C-7 650/33 3.5 4 RCIJ-t2,5 0 0.0 3.5 0 4 71 -O.o t =a .0. o 72 _.o....... o.o ..... ....... -a 0.0 73 •-o .�.o Bottom of Borehole at 73 feet. 74 7 5 Remarks: lHonitoring well installed with 2'x2'x4" concrete pad at existing ground surface supporting +/- 3 fo?t protective steel casing with locking cover. Borehole advanced using 76 augers and single HO core barrel; open on completed by setting 6" casing inside hollow stem auger. 77 Carolina Pied ont Disposal Facility Anson County, North Carolina Baring No. MW-33-OB Page 1 0{ 1 File No. 70141.30 GZA GeoEnvirarrmental, Inc. Engineers Scientists 320 Needham Street Newton Upper Falls, Massachusetts 02164 (617) 969-0050 -ing Co. A&E Drilling Services, Inc. Casing Samnter Chkd. By: M.A. Ponti, Jr. Groundwater Readings reman B. Barnes/J. Wagner Type NA GZA Rep. P. Banner J.D./O.D. (Date Start 2/26/92 End 2127/92 Hammer lit. Location See Exploration Location Plan Hamner Fall GS.EIev. 282.34 Datum Other: 1011 Air Hamner Date Time Depth Casing Stab. Time 10/97 11.44 D P T H C B S L N W G S Sample Information Sample Description & Classificaticn (ASTM System) Stratum Description R M K S Equipment Installed I No. Pen./ Rec. Depth (Ft.) Blows/ 611 Field Test Data Protective :>t Steet Casing Concrete 0-0.5' Seat 0.5-2, 2°' PVC Riser 0-3' Fitter Sand 2-18' 2" PVC Wellscreen (0.010 Slot Inside Borehole 3 18 5 10 15 SEE GZA BORING LOG KW-33-SB FOR SOIL CLASSIFICATION AND STRATUM DESCRIPTION y�g t ra 1 2 .. i 20 25 Bottom of Borehole at 18 feet. _ ........_ __ .... ... _. ....... .. _ __ _ ......... ...._ ............. 1 R e m a 1. Monitoring well installed with 2'X2'X4" concrete pad at existing ground surface supporting s3 foot pprotective steel casing with lacking cover. 2. Erenole advanced using air hammer method with 10-inch drill bit to 18 feet. stratification lines represent approximate boundaries between sail types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of graundwater may occur due to factors other than those present at the time measurements were made. Boring Na. HW 33 CB GZA GeoEnvironmentai, Inc. Log of Well MW-33—SB Sheet t of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson Count North Carolina y Job number: 70141.30 Newton Upper Falls, MA Phone (617) 969—0050 Fax (617) 965--7769 Elevation: G.S. 283.38 ft. Driller: B. Barnes/M. Trinkle - ASE Drilling Svcs. Drilling Date Time Drill Method: H.S.A.; 10" /V Air Hammer: H❑ Core Started 2/21/92 - NA Sample Method: Split Spoon; HO Core Finished 2/21/92 NA Borehole Diameter: 10/6 in. Water Level: 12.84 ft. (10/97) Logged By: Tschosik/Banner Checked By: J.L. Daw O C M o C °1 O MateOals Description Weft Completion d rc a) Q] - CL C 0 ~ LO Lecking CL m PVC Cap R a 0 TOPSOIL (0-0.5') -Cement LEAN RESIDUAL SOIL fas-as') /.r Cement 2 3 ,,, - 5.. PVC Lean Clay with Gravel (CL) - mostly final, Iittle Inside 10" � � � fine gravel, little fine toymedium sand, moist, 0.0. 5 oreho€e 4 r r r brownish yellow (10 YR. 6/6), low to ;medium f0_221 plasticity, soft to firm consistency. 5-1 24/8 12-13 r r 13-15 rrr f • 1 /f r / / f / / f / /f 7 . . CLAYEY SAND SAPRO.ITE (e.a-11.5') rf Clayey Sand (SC) - mostly fine to medium sand, little to some laminated inclusions of / clayey fines (light gray to gray, 5YR, 8/1) dry, reddish -brown (5YR, 5/3) low plasticity. S-2 24/24 40-35 9 30-32 / 10 LEAN CLAY SAPROLITE 01.5-165) 12 13 Lean Clay (CL) - mostly fines, few fine sand, moist (5YR, 6/1), medium plasticity, soft to firm S-3 24/0 35-15 consistency. 10--22 GZA GeoEnvironmental, Inc. Logs of Well MW-33—SB Sheet 2 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina ,lob Number: 70141.30 Newton Upper Falls, MA Phone (617) 060-0050 Fax (617) 965-7760 Elevation: G.S. 283.38 ft. c � o= a, Materials ❑escrlptlon Well Completion E a fn c z ~ LO uD d o m ,rr S-3 24/0 35-15 , r r 10-22 15 16 rr, rrr SILTY SAND SAPROLITE (16.5-181 rr, r,r 17 rrr rrr rr♦ r „ 18 rrr PARTIALLY WEATHERED SANDSTONE (18-20') S--4 8/e 50-75/2 JSilty Sand (SM) -- mostly fine to medium sand, little silky fines, trace of fine gravel, mo4st, 19 dusky red (MR, 3/3), non -plastic. +�' � ©enlonite seal GRAY PINK -GRAY RED GRAYWACKE (20-27.5') :o 0 20-27.5: Hard, fresh, grayish pink to grayish 120-22`1 o red, GRAYWACKE, slightly weathered, 21 ' moderately close joints, shallow dipping. C-1 30/222 1 ROD-74 0.0 d 22 6" ©pen O 0 Bedrock weft ° {22-47,501 23 .0. o 24 ° 1 '".o 0. 0 C-2 6112%7 1.5 1.5 ROD- 2 �j -° o 1.5 0.9 Q O.0 26 4.o 0 '. o +. o. b 27 �o p o GRAY RED ARGILLACEWS SANDSTOW 28 , . 0.0 (27.5--30.4') 4.1 o.s 0. o C-3 60/46 77% 0,9 0.9 RQD-70 29 . °0 1.3 'O0 O GZA GeoEnvironmental, Inc, Log of Well Mod-33—SB Sheet 3 of 4 Engineers/Scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson oun ACounty, North Carolina y, Job Plumber; 70141.30 Newton Upper Falls, MA Elevation: G.S. 283.38 ft. Phone (6171 969-0050 Fax (6171 965-7769 o E E * � o t a o 0 Materials Oescriptien Weil Completion C E °U co (U y m o` r o U) c a) 3 0 ~ fl° Hard, slightly weathered grayish -red ..0 Argillaceous SANDSTON>=, 1,1 0.0 CLAYSTONE (30.4-3l') _T C-3 s0146 0.9 0.9 ROD-70 31 o GRAY PINK -GRAY GREEN SANDSTONE 77% 0.9 I 0 • (31-37.8') 1.3 O () 30.4-31': Soft, slightly weathered, grayish 32 o green CLAYSTONE, with few slickensided .O 0 joints. o hard, fresh, grayish pink to grayish green 0.0 SANCSTONE, moderately close slightly 33 00 weathered, shallow dipping joints. 0a 34 00 1.3 p Q C-4 0/64 61C7% 1 0.3 ROD-65 35 0 0 2 1. O_ p 364 q(0) 0 .O 0 37.B-38.2': Soft, slightly weathered, 6C grayish -green CLAYSTONE. 3 7 '.0.0 Q 00 j0 38 .ao CLAYSTONE (37.8-38.2') o GRAYISH GREEN --RED GRAYWACKE (38.2-41.2') 39 a.o 1.3 O.0 C-5 69/5B 1.16 1 RGc-75 4 0 0. ° 0.0 1 1 41 1 O.0 SANDSTONE (41.2-42.3') ri °o 42 �.o.o GREENISH GRAY GRAYWACKE (42.3-47.5') o O.0 43 0o Hard, fresh, greenish -gray GRAYWACKE close 0.0 to moderately close, slightly weathered, o shallow dipping joints. O0 C-6 60/46 ROD-77 4 4 O 0 a 0a 45 oa 0 O.o a GZA GeoEnvironmental, Inc. Log of well Mw-33—SB Sheet 4 of 4 Engineers/scientists Carolina Piedmont Disposal Facility 320 Needham Street Anson County, North Carolina Job Number: 70141.30 Elevation: G.S. 283.38 ft. Newton Upper Fails, MA Phone (W) 959-0050 Fax (OM 965-7i69 0 c Materials Description Well Completion Q] E U p W Ql a 4! O.__, U L f9 M CO H C � 0 LO D_ m 1 1 .p 0 C-8 600/48 ROD-77 4 7 d 0 ' 1 no Bottom of Borehole at 47.5 feet. 48 Remarks: tMonitoring well installed with 2'x2'x4" concrete pad at existing ground surface 49 supporting k/-- 3 fo?t protective steel casing Borehole using with locking cover. advanced augers and single HO core barrel; open bedrock well installation completed by air 50 hammer method using 10-inch drill bit to 22 feet, and 8-inch drill bit to 47.5 feet. 51 52 53 54 55 .......................................................... 56 ........................ ......... 57 58 59 60 61 .......... GZA GecEnvironmenta€, Inc. Boring ko. NW-34-CB En4ineers/Scientists Carolina Piedmont Disposal FaciH ty Page 1 of 1 320 Needham Street "--�- Newton lJpper Falls, Massachusetts 02164 Anson County, North Carolina Fite No. 70141.30 (617) 949-0050 — - Chkd. By; H.A. Ponti,Jr.dr ing Co. A&E Drilling Services, Inc. Casin SaminLer roreman Hike Trinkle Type SplitSpoon GZA Rep. P. Banner I.D./O.D. i.38�o-/21P Date Start 2/27192 End 2/27/92 Hammer Wt. 140# Location See Exploration Location Plan Hammer Fa€t 30" GS.ELev. 276,20 Datum Other: 4-1/41' HSA Groundwater Readings Date Time Depth Casing Stab. Time 1 0 / 97 Dry D P T H C B S L N W G S Sample Information Sample Description & Classification (ASTH System) Stratum Description P. M K S Equipment Installed Ho. Pelt./ Rec. Depth (Ft.) Btows/ 6" Field Test Data Protective Steel Casing Concrete 0-0.51 Bentonite Seat .5-2' 2" PVC Weltscreen (0.010 slot 3.7-6' 5 Completely Weathered Argillaceous Sandstone (WC) - yellowish -brawn, moist, stiff, low plasticity. Hard, bluish gray, GABBRO. COMPLETELY WEATHERED ARGILLACECUS SANDSTONE t 5' _ ��� S-1 22/20 3-4.8 13-13 7-75/4 10 15 20 25 Bottom of Boring at 6 feet. s R e m a 1. Monitoring well instatLed with 21X2tX4" concrete pad at existing ground surface supporting t3 fact pprotective steel casing with locking cover. 2. in and out of Gabbro from 2.5 to 6 feet at 6 feet auger refusal. Stratification tines represent approximate boundaries between sail types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. Baring No. MW-34.06 GZA GeoEnvirormental, Inc. Engineers/Scientists 320 Needham Street Newton Upper FaLts, Massachusetts 02164 (617) 964-0050 Boring No. Mil.34.SB Carolina Piediiorit OispesaL Facitity Page 1 of 2 Anson County, North Carolina Fite No. 70141.30 Chkd. By: M.A. Pont i, ,fir. •ing Co. A&E D n ding Services, Inc. CasinS Sampler Foreman S. Barnes/M. Trinkle Type SplitSpocn GZA Rep. P. Banner I.O./O.D. I.38"/2E° Date Start 2/6/92 End 2/6/92 Hammier Wt. 1409 Location See Exploration Location Ptan Hammer FatL 300 GS.Etev. 27 6.2 2 Oatum Other. 4-1/4" HEA, HO Core Barrel, 8" RcLLer Groundwater Readings Date Time Depth Casing Stab. Time / aLa Sit 0 P T H C 8 S L N W G S Sample Information Sammpt a Description & CLassification (ASTM System) Stratum Description R M K S Equipment Installed No. Pen./ Rec. Depth (Ft.) Min/Ft ROD Protective Steel Casig Cement 0'-0.5' Volciay/ Cement Grout C.5-8' 3>2 4" PVC Casing ins i de 8" O.D. Borehole Bentonite Seal 41' Open Bedrock We(L 10'-3% 5' 5 10 15 20 25 SEE GZA BORING LOG MW-34-09 FOR SOIL CLASSIFICATION AND STRATUM DESCRIPTION Hard, fresh, dark gray to black, medium grained GABBRO with moderately close weat�ered joints, dipping 0 to 45'; joints have iron oxide staining, some catcic filled. r �? 18'-19' Highly fractured zone. 18'-26! Closely spaced very weathered ljoints dipping 0-45°. 26.8'-28' Highly fractured with strong iron oxidized oints. 28'-31.5 CLose�y spaced joints dipping 0-45' with Calcic in fitting. t 10' --------- DARK GRAY GABBRO t 13, VOID OR BOULDERS ± 15,5' 1 2 3 C-1 24/23 10-12 1 96 1 C-2 60/28 12-17 1 1 36 0 5 DARK GRAY GA83RO 1 C-3 60/46 17-22 1 62 0.8 2:5 1.5 1.3 C-4 60/52.5 72-27 1 94 1 1 1 1 C-5 54/50.5 27-31.5 1.25 78 0.6 1 R e m 1. Monitoring weLL installed with 2'x2'X41° concrete pad at existing ground surface supporting ±3 foot pprotective steel casing with Locking cover. 2. Borehote advanced using au,ers and single HO core harrel; open bedrock well instaLLation cairLeted by roller bit method using 8-inch roller hit to 1C feet. 3. See GZA Boring Log MW-34-08 for soi ctassification and stratum descriptions between 0 and 6 feet. 4, Gabbro consists generally of medium grained plagioclase and dark mafic crystalline minerals. 5. Voids filled with sand and silt with Gabbra between 13.1 and 15.5 feet. No core recovery between 16.8 feet and 18.0 feet. Stratification fines represent approximate boundaries between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurements were made. �--- --- Boring No. Hit-34-56 GZA GEDENVIRONMENTAL, INC. Engineers/scientists 320 Needham Street Newton upgper Falls, Massachusetts C2164 (617) 969-0050 Baring No. Mid-34-s8 Carolina Piedmont Disposal Facitity Page 2 of 2 ---- Anson County, North Carolina File No. 70141.30 Chkd. By; M.A. Ponti, jr. r i H C B S L N W G S Sampte Information Sampte Description $ Ctassification (unified Ctassification) Stratum Description R M K S Equipment Installed No. Fen./ Rec. Depth (Ft.) Min/Ft RQD "Oen -- Bedrock 1 _ ° GABBRQ tliYs;,ak '-31.5 0.5 Bottom If Barehale at 31.5 feet. 35 40 45 55 4 60 R e m a r ratification lines represent approximate boundaries between soil types, transitions may be gradual. dater teveL sdings have been made at times and under conditions stated. Ftuctuations of grourtidwater may occur due to factors other than those present at the time measurements were made. I I boring No. Mu-34-58 GZA GeoEnvironmental, Inc. Log of Well P70 Sheet 1 of 4 Engineers/Scientists Anson County - S.W.M.F. Job Number: 14378.00 320 Needham Street Newton Upper Falls, MA Fplkton, North Carolina Elevatlon: G.S. 309.43 ft. Pnone lel7t Beg-0C5C Fax (817) 085-77e9 Driller. T, Burnett/L. Reeves - ASE Criliing Dr)Iltng hate Time Drill Method: Hollow Stem Auger; HQ Core Started 5/7/96 NA Sample Method: 2" O.D. Split Spoon; HG Core F€n)shed 5/8/96 NA Borehole Diameter: B-1/4 in, rater Level: 24.59 ft. (10197) Logged By; A. Carroll burns Checked By: J.L. Oaw ny Haterfals QebCriplion Well Completion CL E v cr � m � m O m (fro] C CU F ~ 6 o in 4 •. e • A B RESMAL SOIL (o-z') • G'. f' C 2 • • rii SAPROLM (2—t4') E' F_ F, Gravelly Slit with Sand (GC) - mostly fines, rrr non -plastic, dry, fhm consistency, blocky, dark 18-32 i i i gray S—S 17/t7 50/51, rrr rrr rrr ^ �] rrr rsr rr♦ rrf rrr rrr rr rrr ,rr .rr r1r 8 , Sandy Silt (ML) - mostly fines, non -plastic, dry, firm consistency, blocky, light olive gray. 9 S-2 2/18 12'-21 42 10 11 12 Sandy Sill with fines (HL) - mostly fines, non -plastic, dry, firm consistency, blocky, light 13 olive gray. S-3 6/B 14-50/3' GZA GeoEnvironmental, Inc. Log of Well P7D Sheet 2 of 4 Engineers/Scientists Anson County - S.W.M.F. Job Number.14378.00 3wNeedham Street Newton Upper Falls, MA POlkton, North Carolina Elevation; G.S. 309.43 ft. Phone (elTl 969-0050 Fey (ei7) 965-77e9 a Z m v U v c E t, `° p 0 O ^y Ndtefiai5 deSCflpflOn well CompleuoR E- E � m y a� c o— U)M N so 7 a m PARTIALLY hUTFERED SMTORE 04-391 15 16 17 98 Sandy Silt (ML) - some fines, little fine Santl. S% 8/8 5-50/2' non -plastic, dry, firm consistency, blocky, light 19 olive gray. 20 21 22 23 Silty Sand Hith little gravel size grains (SC) - S-5 9/9 16-50/3" non -plastic, dry, firm consistency, blocky, light 24 olive gray. 25 26 27 28 sandy Silt NO - mostly fines, little sand, non -plastic, dry, firm consistency, blocky, light olive gray. S-8 2/2 6012" 29 GZA GeoEnvironmental, Inc. Log of Well PM Sheet 3 of 4 Engineers/Scientists 320 Needham Street Anson County - S.W.M.F. Newton Upper Falls, MA Polkton, North Carolina Job Number: 14378.00 Elevation: G.S. 309.43 ft. Phone (6171969-0050 Fax WT1965-TTCO Z c � E o Naterla€s Description Well Completion rz LO v d a m 31 _ 32 _ 33 _ S-7 34 No Recovery. _ - 36 _ - 36 _ 37 - 3839 if - o SMOTONEIGRAYMACKE (38-49') o Moderately hard to hard, fresh, dark gray, c O_p arkosic SANDSTONE/GRAYWACKE with few — 40 .c moderately to steeply dipping slightly -.0.0 weathered joints/ fractures (F). o o. o - 3.5 41 o 80/48 4+4 0.0 C-1 80% 3* 5* ROD-63 0 00 - 5" 4 2 0. o - o 00 - 43 00 4 4 0 0 C-2: Similar to C-t, to 47.5 feet. 4� - c-z $0/446 4+f 3* Roo-ez 45,0 a 4h 444 0 0 GZA GeoEnvironmental, Inc. Log Of Well P7D Sheet 4 of 4 Engineers/Scientists 3Needham Street Anson County _ S.W.M.F. Newwtt on Upper Falls, MA Polktcr), North Carolina Jab Number: 14378.00 j Elevation: G.S. 309.43 it, Phone W7i 959-0050 Fax (517) 985-T769 Z N c U Z C E tr J Materi RES DeSCriptior? :ell CcrrpEetiOn E E � m ca ❑— p m LO ar d o m [D p 0 4w 47 ° C-2 60146 77% 4" 314 Roo-62 o 0 47.5-49: Hard, fresh, bluish gray, DIABASE, 4* 4* 4 8 0.0 o with few moderately to steeply dipping slightly stained ioinls/fractures, o. 0 0 00 49 Bottom of Borehole at 49 feet. 50 Remarks:'Split spoon refusal at 33.5-33.6 2Auger feet. refusal at 39 feet. - 51 - 52- - 52 - 54 - 55 - 56 - 57 - 58 59 - 60 - 61 GZA GeoEnvironmental, Inc. Log Of W211 P75 Sheet 1 0! 3 Engineers am Street 3wt Needham Street Anson County - S.W.M.F, Newton Upper Falls, MA Pofkton, North Carolina Job Number; 14378.00 Elevation: G.5. 309.85 f t. Phone (6171 969-0050 Fax (el7l Bey-7769 Driller: M. Peden/Howie - A&E Drilling Drilling Date Tlme Drill Method. E;ollow Stern, Auger Started 5/7/96 NA Sample Method: NA Finished 5/a/98 NA Borehole Diameter 8-1/4 in, Water Level: 25,70 ft. (10/97) Logged By: A. Carrot#-E rns Checked By: J,L. paw O z c_ b Natenais Description weli Completion a - d d ^ `.. n 2 ro CU o ~ z = 1 - - e 3 No SAMPLES TAKEN, Refer to GZA Boring Log P70 for Sample Descriplion, 6 7 8 s 10 11 12 13 GZA GeoEnvlronmental, Inc. Log of Well P7S Sheet 2 of 3 Engineers/Scientists Anson County - S.W.M.F Job Number:14378.00 3Needham Street Newton Upper per Fads, MA . Poikton, North Carolina Elevation: G.S. 309.85 it. Phone 16ti) 866-0050 Fat (61T) 865-7760 a e u * o n l+atehals uescriptlon Well Completion E v m y C3- n Ln G Cis o r w l7 4 m 15 16 17 18 21 22 23 24 25 26 27 2$ 29 GZA GecEnvironmenta[, Inc. Log Of Weld P7S Sheet 3 of 3 Engineers/Scientists Anson County - S.W.M.F. dot) Number: 14376.00 320 Needham Street Newton Upper Falls, MA Polkton, North Carolina Elevation: G.S. 309.85 it. Phone 15171 9s9-0050 Far [BIT) 9e5-770e ¢.� C u o as materials ❑escrotion NB€i ccrnp6etion CL E IV a 0— m c a i o LD CL m 31 32 33 34 3 Bottom of borehole at 35" 36 37 38 39 40 41 42 43 44 45 GZA GeoEnvtronmental, Inc. Log of Well P8D Sheet t of 4 Engineers/Scientists 3Needham Street Anson County — S.W.M.F. Newton Upper Falls, MA Polkton, Nofth Carolina Job Number; 14378.00 Elevation: G.S. 310.13 It. Phone (617) 969-0050 Fax (6t7) 665-T789 ❑rifler: T, Burnett/L. Reeves - ASE Drilling Drilling date Time Drill Method: Hoifow Stem Auaer; HO Core Started 8/8/196 NA Sample Method: 2" O.D. Split Spoon; HO Core Finished 5/9/96 NA i Borehole Diameter, 8-1/4 in. Water Level: 31.09 It, (10/97) Logged By: A. Caroll-Burns Checked By: J.L. Dew Z E D Materials Oescrotlon woi Coirpietion ri E m Ln w I h V a fm .oCrr?^y • r RESIDUAL SOIL 9APROME (1.5-3o') — J Clayey Sand iSC) - fine to very coarse grained sand, strong Drown (7.5 YR/ 5/81, dry, 9-10 non -plastic, firm consistency (SAPROLITE). - S-1 t8/l2 1O 6 „ 10 Lean Silty Clay (CL) - mostly fines, dry, medium plasticity, reddish (5 YR, 4/4), firm B-l1 consistency, Dlgcky (SAPROLITE). S-2 18/18 14 - 12 - 13 GZA GeoEnvironmental, Inc. Log of Well P80 Sheet 2 of 4 Engineers/Scientists Anson County _ S.W.M.F. Job Number: 14378.00 ,., 320 Needham Street Newton Upper FaEls, SSA Polkton, North Carolina Elevation: G.S. 310.13 ft. Phone (6171 969-0050 Fax WT) 985-7760 o Z 6J c c � * m aj av o a Materials peSC rip tlon Nell Completion E ] Uci C ri I O R1 ~ L7 15 ' / r Clayey Silt (ML) - mostly fines, dry, slight plasticity, strong brown (7.5 YR, 4/6) mixed 9"0 "/ with dusky red and white, firm consistency 5-3 18/8 ; (SAPROLITE). 16 //r 17 18 1g 20 f/l . Lean Si€ty Clay (CL) - mostly fines, dry, reddish brown (5 YR, 4/4). medium plasticity, 6-6 firm consistency, blocky ;SAPROLITE). S-4 t8/12 9 21 22 23 24 25 Lean Silty Clay (CL) - mostly fines, dry, reddish brown (5 YR. 4/4), medium plasticity, 10-10 firm consistency, blocky (S4FROLi7E). S-5 t8/12 P4 26 27 28 29 GZA GecEnvironmerital, Inc. Log of Well P8D Sheet 3 of 4 Engineers/Scientists Anson County -- SXM.F. Job Plumber-, 14378.00 Newton Upper Fails, !�A 3wt Needham Streally, M Polkton, North Carolina Elevation: G.S. 310.13 tt. Phone (W) 069-0050 Fax (e171 8B5-77e9 C � x p om o L Materials oescription well Completion E UO or d 4` m C (U a- Y a U s A 6 1/0 50/11, PARTIALLY WEATHERED SANDSTONE (30-30') 31 No Recovery, 32 33 34 35 36 37 38 39 o: SANDSTONE (39-53.5') Moderately hard, fresh, dark reddish gray, silty o..:o, SANDSTONE,. With a few shallow to moderately 40 4:06 ftP)Ing joints/fractures lFl. o: 'o: S e d 2h 41 o: ''O. a a °. C-1 eBOX4 2� 2* ROD-82 o°o. 2 o°a, 0. 2m 4 2 p' ., 43 -o'' o.. ° a. O. O: 0. p: o: p. 44 ° ° o o' 'o- 12-2: Similar 10 C-1 except weak red color. - 3* o F._ . C-2 a97�a8 4M 2* ROp-07 4 5 pop 0 0- 3 ° 0 o: o GZA GecEnvironmental, Inc. Log of Well P80 Sheet 4 of 4 Engineers/Scientists 320 Needham Street ARSOR COURty _ 5.1�.M.F. Newton Upper Falls, MA PolktOR, North Caroline Job NUMber:14378,00 Elewatjon: G.S. 310.13 ft. Phone (6171, 969-O050 Fax 4817t B&5-7788 O cZZ R y Haterials Description kell Completion Ero a Q^ o LO C tL Y O m LD o. a. _ a: S 3* 4 7 D0 b'-. : C-2 80/58 40 2 RGO-97 opo: 47.3-47.4': Clay filled joint. 97% 3x :a' . 2 x 4 . 0.o:. 0: p.-, O 0., p. o: O. o:oo C-3: Similar 10 C-2, except interbedded with j 0:. o: very thin siltstone and mudslone layers', very 5 00 nIt. `0 :o; b. a.. A few joints/fractures. 3K p0, 0 :.: 7 1 Cw3 54/% 100 2� 2" ROC-94 ta 5 E�.o ,. 9 o: 2�o' :d 2"/0.5 52 0 :. oar'o . D:a '0' 53 a o. o., a o o:0 a' Bottom of Borehole at 53.5 feet. 54 55 2Remarks: t5piit spoon refusal at 30 feet. Auger refusal at 3e feet. 56 57 58 58 80 61 GZA GeoEnvironmental, Inc. Log of Well PBS Sheet 1 of 3 Engineers/Scientists Anson County — S.W.M.F. Job Number: 14378.00 320 Needham Street Newton Upper Falls, MA POlktOn, North Carolina Elevation: G.S. 310.51 ft. Pnone (6IT)989-OOSO Fax (M71B65-77e9 ❑r€filer: T_ Burnett/L. Reeves — ACE Drilling Drilling bate Time Drill Method: Holtcw Stem Auger Started 5/9/98 NA Sample Method* NA Finished 5/13/96 NA Borehole Diameter: 8-1/4 in. hater Level: 32.05 it. 00/97) logged By: A, Carroll -burns Checked By: J.L. Cax 4 C .= � F O on v Fla teilals Oes[ription ae!€ Cnmgte lion C m a m rn c N s o ~ ti— p =erg 9 No SAMPLES TAKEN. Refer 10 GZA boring log PSG for sample and stratum descriptions. 4 5 6 7 8 9 10 11 12 13 GZA GeoEnvironmenta$, Inc. Log of Well PBS Sheet 2 of 3 Engineers/Scientists Anson County - S.W.M.F. 320 Needham Street POIktOn, North Carolina Job Number. 14378.00 Newton Upper Falls, MA Elevation: G.S. 310.51 ft. Phone i8€71 969-0050 Fax 16171 965-77BG c Z c Z7- Z c E m a Materials ❑escrfptlon Well Comp€etlon a E c � = L ra G G7 Y a ~ U~ n- m i5 16 17 18 t9 20 21,s t 22 r F 23 24 25 26 27 28 29 GZA GeoEnvironmenta€, Inc. Lag of Well P8S Sheet 3 of 3 Engineers/Scientists Anson County — S.W.M.F, 320 Needham Street Polk ton, North Carolina Job Number: 14378.00 Newton Upper Falls, MA Elevation: G.S. 31C.51 ft. Phone I6t71989-CO50 Fax (6171965-7769 C I U � !w D Haterfa3s cescrlptlon Well compiehon d E � � m - m m— Q"'" s m n G or CL i o m ~ 3 32 33 34 35 36 37 38 39- Bottom of Borehole at 39 feet. 40 41 42 43 44 45 GZA GeoEnvironmental, Inc, Log of Well POD Sheet t of 2 Engineers/Scientists Anson t Coun y - S.W.M.F. Job Number: 1437B.00 32C Needham Street Newton Upper Fagis, MA Polkton, North Carolina Elevation: G.S. 273.02 It, Phone fe171 9e9-0050 Fax (e17J 995-77eg Driller: M. King/C. - A6E Drilling Drilling Date Time Drill Method: Nohow Stem Auger: HO Core Started! ,/y/85 NA Sampie Method: 2" O.D. Split Spoon: Ho Core Finished 5/9/96 NA Borehole Diameter: 8-1/4 in. Water Level: B.29 ft. (1C/97) Lugged By: A. Carroll -Burns checked By: MAP O Z _C E m o Haterfals Oescriptton wel€ Completion n E � y o— � C Y o ~ Ln aL. m roc ••'.• IESI LX SOIL (0-2.51 a ,/. SAPROLDE (2.5-10.5') S-1 24/15 2-1 4-4 4 ;;; Lean Silty Clay (CL) - mostly fines, light r/ brownish gray (2.SY, 5/2), dry, low plasticity, firm consistency, blocky (SAPRCLITE). 5 1 / / 1; 8 / Lean Silty Clay (CL) - mostly fines with few medium to coarse Sand grains, tight brownish T gray, dry, medium plasticity, firm consistency €SAPROLITEi. 24/19 1B-31 33-32 S Ear ; e 10 o., o,. SANDSTONE (10.5-22') 16/€5 0.5"/0.5 Hard, fresh, dusky red, medium grained, silly C-1 83% 1N RGD-B3 oa'. SANDSTONE, with few moderately to steeply Sanc 6,0 �. dipping, slightly weathered, joints/fractures 12 r� o: o o o. C-2; Similar to C-1, except dark reddish 2 F.0 1� b o p brown. w ea,,creen C-2 80/55 92% 2* 2* ROC-89 13 o . 00 o: 1* o; -o- o., a' p GZA GeoEnvircnmental, Inc. Log of We[1 P90 Sheet 2 of 2 Engineers/Scientists Anson Count y - S.W.M.F. Job Number: 14378.00 320 Needham Street Newton Upper Falls, MA Polkton, North Carolina Elevetlon: G.S. 273.02 ft. Phone (6€7) 668-0050 Fax (iw) 965-7769 O 2 c � '3 C E � _ ❑ O katefia€s Description well Completion m N ad pW a m (n = 61 i a ~ LJ d m o: o. o: o or O: o' C-2 e62% 2A 2* ROD-69 o. .:O 2 a: o: 1� 1c 6"o, 16,1-10,4': Fractured zone with clay filled 100 ioints/fractures. , O' 'O: 17 o:. a . 0 ao 18 a0 a: o ,. °o° C-3: Similar to C-1, except several steep o o fractures between 17.3 and 19`. C-3 100% 00X 2* 2* ROC-t9 0 oa:q .0 o.. 20 0 0 o oba6 o.Qa C-4: Similar to C-I, except contains few, very o: a thin, carbonaceous layers. C 4 24/23 98% 1 2* 2 RIM-S7 21 Q oao 0: o 0 o a 22 Bottom of Borehole at 22 feet. 23 Remarks: lAuger refusal at 10.5 feet. 24 25 26 27 28 29 GZA GeoEnvironmental, Inc, Log Of l+dBll P9S Sheet 1 of 1 Engineers Anson County - S.W.M.F. Job Number: 14378,00 am Streetusts 3wt Needham Street Newton Upper Falls, HA POlkton, North Carolina Phone l61rl 959-0050 Fax tell) 9e5-7789 Elevation: G.5. 273.22 ft. Driller: M. King/D. - AEE Drilling Drilling Date Time drill Method: Hollow Stem Auger Started 5/8/96 NA Sample Method: NA Flnlshed 5/9/96 NA Borehole Diameter: 8-t/4 in. later Level: Cry (10/97) Logged By: A. Carroll -Burns C ecked By: J.L. Daw O Z C v G E o y o nd Materia3s Cescrlptlon Nell Com6letfon {7 F 17 tl m rt^'� :0_SfC PV- b r®r�t1! 8�f p v%. 2 rj_ - C Sly V6 y,k NO 5AMPEES TAKEN. Refer to GZA boring log P90 for sample and stcatum Ges❑6QJions. 5 6 7 8 9 a Bottom of Borehole at 10 feet. 12 13 GZA GeoEnvircnmentaE. Inc. Log of Well P10D Sheet t of 4 Engineers/Scientists Anson Count y - S.W,M,F. Job Number: 14378.00 320 Needham Street Newton Upper Falls, MA Polkton, North Carolina Elevation: G.S. 321.65 ft. Phone 16S7) gti6-0050 Fax 161T) 865-7768 Driller: G. Barnes/G. whittle - A 5 E Drilling Drlfling Date Time Drill Method: Holton Stern Auger; HO Core Started 5/9/96 NA Sample Method: 2" O.D. Split Spoon; HO Core Finished 5/10/96 NA Borehole Diameter. 10-1/4 ln. Water Level: 28.C1 ft. (10/97) Loggers By: A, Carroll -Burns Checked By: MAP o Z c E n a o Materials DescOption Weil Completion E Cr n H O= n ro Ln G 7! x o m LO • ° L RES UAL SOIL (o-1 ) 1 Y • Y , F W . / / SAPROLFIE (1-24') Lean Silty Clay ICL) - mostly fines, medium plasticity, dry, red (2.5 YR. 5/8), firm 3S6 ;;; consistency (SAPROLITE). S-1 18/18 4 fit 5- 6- /fl 1 8— Silty Clay (CL) - mostly fines with little medium grained sand a few quartz gravels, Var#ous 71 9 colors of red, brown, and gray, dry S-2 18/17 (SAPROLITE). 9 10 11 12 13 Lean Silty Clay (CLI - mostly fines, reddish 9-18 yellow (7.5 YR, 6/B) mixed with white, low 5-3 18/18 24 plasticity, dry (SAPROLITE). GZA GeoEnvironmental, Inc. Log of Well P10❑ Sheet 2 of 4 Engineers/Scientists Anson County — S.W.M.F. 320 Needham Street polkton, North Carolina Job Number: 14378.00 Newton Upper Falls, MA Elevation: G.S. 321,65 ft. Phone ffi17tE1) 969-0050 Fax 16I7) 965-77139 Cl O Hate rlals ➢esC[ip tton Well Completion E [C m w q� a cn c ¢- a i o m ~ ra S-3 f8/18-18 24 "r r.r 1rr 15 rrr rrr frr Fir rir rr� 16 rrr r„ 17 18 r„ Silly Clay (CL) .. mostly fines, coarse sand to � coarse quartz gravel, light alive gray mixed rr With light gray (5 Y, 7/1), trace amounts of S-4 18/f7 11262 biotite, dry, low plasticity (SAPROLITE). 19 :;. r 20 r� rr 21 22 23 Sandy Clay (CL) - mostly fines with coarse sand to coarse quartz gravel, dry, low 29--40 plasticity, various colors of red, brown and S-5 1T/17 50/5" gray (SAPROLITE). 24 PARTLRLLY WEATHERED ARGAI_I7E (24-36') 25 26 27 28 Sandy Clay (CL) - mostly fines, medium sand to fine quartz gravel, dry, low plasticity, S-B 18/1fi 23-37 various colors of red, brown and gray (PHR). 50/4" 29 GZA GeoEnvironmental, Inc. Log of Well PIOD Sheet 3 of 4 Engineers/Scientists Anson County - S.W.M,F. 320 Needham Street PolkiOn, North Carolina Job Number: 14378.00 Newton Upper Falls, MA Elevation: G.S. 321.65 ft. Phone (6171 969-0050 Fax (6171 965-7789 O C - +! : m p0 materials Description well completion Efo w c to C a n. o m ~ L 31 - 3 32 33 - i 34 -- . 35 364 �. ARGUrrE (36-47') C-1 12/0 0`r - ROD-0 y i No Recovery 3 37 " So Moderately hard, slightly weathered to fresh, r' greenish gray, bedded ARGILLITE, wjthh e moderate Gipping bedding, iron oxide stained y �s to filled, planar to rough, moderate to steeply r 38 dipping joints and/or fractures; (37-39 feet ¢ i highly fractured with strong iron oxide stained wn ioinis/fractures-) (INS) m i $� 39 4 C-2 BO/51 BSS 4* 3* RGD-32 =n 3N i 3* 4 g of 41 4 y oat' �n 4 2 wn C-3; Similar to C-2 at 39-42 feet, with few ®Ai �n Joints/`ractures. gi C-3 242% N 3A R017-0 43- ! 4 4 Lr C-4: Similar to C-2, except pronounced dark y x e gray beds. 4# y C-4 38/ N 20 AGD-100 45 w p •• 4 S A r 1• q ♦� GZA GeoEnvironmental, Inc. Log of Well P100 Sheet 4 of 4 Engineers/Scientists Anson Count .W.M,. y SF lob Number: 54378.GQ 320 Needham Street Newton Upper Falls, MA Polkton, North Carolina Elevation: G.S. 32t.65 It. Phone (61T) 969-0050 Fax (et71 985-TT69 o N c .... U � c — y G ¢ o J u materials Description 'Welk Completion n E m o n N a o m 4 gyImam C-a 3B/ 2m « ROD-100 � , Bottom of Borehole at 47 feet. 4 8 2Remarks: 1Split spoon refusl at 28.3 feet. Auger refusal at 38 feet. No recovery because core barrel did not latch. 49 50 51 52 53 54 55 56 57 58 59 60 61 GZA GeoEnvironmental, Inc. Log of `+deH P10S Sheet 1 of 3 Engineers/Scientists Anson Count Y - S.W.M.F. Job Number: 14378.00 320 Needham Street Newton Upper Fails, HA Poikton North Caroline Elevation: G.S. 321.22 It. Phone i6t7i 959-0050 Fax (6171 Be5-7768 Driller: G. Barnes/G. whittle - ASE Cri€ling Drililnq Date Time Drill Method: Honor; Stem Auger Started 5/i0/96 NA Sample Method: NA Finished 5/10/98 NA Borehole Diameter: 8-1/4 in, pater Level: Dry (10/97) Logged By; A. Carroll -Burns Checked By: MAP Z e c Materials Description well Completion CL E G @ ` d^ ❑ n m N C 61 E 0 ~ Lin a � n F se• p_« 3 NO SAMPLES TAKEN. Refer to GZA boring log - P10D for samples and stratum descriptions, 4 5 6 l 8 9 10 11 12 11 V seal i d 13 GZA GeoEnvironmental, Inc, Log of Well P1CS Sheet 2 of 3 Engineers/Scientists Anson County - S.W.M.F. - — Job Number: 14378,00 3Needham Street Newton Upper Falls, MA Polkton, North Carcilrla Eievation: G.S. 321.82 ft. Phone dell) 989-0050 Fax €817i 965-T7B9 O 7 c (3 � C � o n m 9 Materials 6escripticn Well Completion E ar OC N m v oa n m V) C N n, X o m ~ L7 15 16 .. 17 18 19 20 {{( F i 21 22 23 kA 25 26 27 28 29 GZA GeoEnvironmentai, Inc. Log of Well P30S Sheet 3 of 3 Engineers/Scientists Anson Count WMF Y — S.... Job Number: 14378.QQ 320 Needham Street Polkton, North Carolina Newton Upper Falls, MA Elevation: G.S. 321,92 ft. Phone €8171 989-0050 Fax (B17) 965-7789 p z ( y * 7nd O E= Materials Description well Completion E y 0 m m< V) C 41 � Y O m ~ LD 31 32 33 Bottom of Borehole at 33 feet. 34 35 36 37 38 39 4Q 41 42 43 44 45 G2A GeoEnvironmental, Inc. i Log of Well P11D Sheet 1 of 3 Engineers/Scientists Anson County — S.W.M. Job Number:14378.o0 3Needham Street Newton Upper Falls, MA , Polkton, North Carolina Elevation: G.S. 326.93 ft. Phone (617) BeB-4oSO Far 1617) 065-7769 Driller: T. Burnett/L. Reeves - A&E Drilling Drilling Date Time Drill Method: Hollow Stem Auger; HG Core Started 5/09/06 NA Sample Method: 2" D.C. Split Spoon; HG Core Finished 5/10/96 NA Borehole Diameter 8-1/4 in. hater Level: 40.50 ft. (10/97) Logged By: A. Carrol€-Burns Checked By: J.L. Daw Z E u (i 4 ', o n L Materials Oescilptlon Well Completion E i '" 0 8. m FESMAL SOIL to-n u [cF / J r SA F1VLUE (1-25') 2 //r //r �yc•a•Fa .r /rr /rr r/r r/r srr r,r /rr f Sandy Clayey Silt (CL/ML) - mostly fines, some fine to coarse Sand, dry, 8_14 • r brownish -yellow (1CYR, 6/6}, low plasticity. S-I 18/5 21 "/ 7 .,r / 9 10 Clayey Silt (CL/ML) - mostly fines, little fine sand, dry, brownish- yellow (10YR, 6/6) low plasticity. S-2 t8/32 l3 11 12 13 GZA GecEnvironmental, Inc. Log of Weil P11❑ Sheet 2 DI 3 Engineers/Scientists 3Needham Street Anson County — S.W.M.F, Newton Upper Falls, MA Polkton, !North Carolina Job Number: 14378,00 Elevation: G.S. 326.93 ft. Phone (W) 969-0050 Fax (617) 065-7769 Z c 5 Katerral3 Description Well Comp€etuon E n o^LD a au d o m 15 rr/ /rr Sandy Clayey Silt (CLIML) - mostly fines, little r r r fine to medium sand, trace fine gravel, dry, 2(50g / r r pale yellow (SY, 8/3), low plasticity. S-3 18/9 16 rr/ rrr rrr rrr 18 19 r, 20 r r Silty Clay (CL/ML) - mostly fines, dry, pale yellow (5Y, 8/3) low to medium plasticity. 5-4 18/11 23-31 48 r r 21 r — 22 — 23 — 24 — 25 5 -5 4/q 50/4" PARTIALLY idEATMED AKILME (25-36') — 26 Silty Clay (CL/HL) - mostly fines dry to moist, pale yellow MY, 8/3). low to medium plasticity. — 27 — 28 — 29 GZA GeoEnvironmental, Inc. Log of Well P11D Sheet 3 of 3 Engineers/Scientists 320 Needham Street Anson County - S.W.M,F. Newton Upper Falls, MA Po€ktorl, North Carolina Job Number: 14378.00 Elevation: G.S. 326.93 It. Phone (617I969-0050 Fax (6ST) 965-7769 _ o Z V c R {y U CU : a Materials Description kell Completion E OC m y m y p� a Co V] 9J rL Y o m m �^ 31 32 33 34 35 36 AMIILITE (36-46') Moderately hard, slightly weathered to frest, C_t 24/greenish 400% 5L 34t its ROD-q2 3% gray ARGILLITE, with shallow to steeply dipping, planar to rough, stained to Rled, ioints/fractures; 36-38': highly fractured with strong iron oxide stained joints/fractures F- fw53. 38 C-2: Similar to core C-1, except trace iron oxide stained joints/ fractures. 39 - Ke'I iP4 4% 40 C-2 60/53 88Y 3K 4K RGD-82 4% 4.5+. 41 42 4 C-3: Similar to C-2 except fresh Arglffite. 44 C_3 36/35 97% 5% 4.5% RGD-100 Remarks:'SPA spoon refusal at 25.4 feet. 4.5K Auger refusal at 36 feet. 45 Bottom of Borehole at 46 feet. GZA GeoEnvironmental, Inc. Engineers/Scientists Cog Of Well P12D Sheet I of 3 320 Needham Street Anson County S.W.M.F. Y Newton Upper Falls, MA Polkton, North Carolina Job Number: 14378.00 Phone I8171 969-COSO Fax €0171 955-7769 Elevation: G.S. 307,71 ft. Driller: T. Burnett/L. Reeves - A&E Drilling Drilling Date Time Drill Method: Hollow Stem Auger: Ha Core Started 5/9/96 NA Sample Method: 2" O.D. Split Spoon; Ha Core Finished 5/10196 NA Borehole Diameter. 8-1/4 in, plater Level: 20.55 ft. (10/97) Lopped By: A, Carrcil-Burns Checked By: J.L. Daw c m u Wsc ... o t optlDn Materials DeCI NO Comp[e;ion E i13 m CY o ~ Ln a� • • RESIDUAL SOIL (o-I'i rJ SAMUTE 2 `/J rJ/ Lean Sandy Clay lCL) - mostly fines with medium sand to fine quartz gravel, Drown 4-8 ;;/ 17.5YR, 4/31, dry, low plasticity, firm _ S-I 18/8 10 S ,,, J/ J JJ/ consistency (SAPRCLITE), / - 8 _ 10 Lean Sandy Clay (CL) - mostly fines with medium sand to tine quartz gravel, brown 5(7.5YR, 4/3), dry, low Dlasticity, firm 5-2 ta/a 75 Consistency, trace organics ESAPROLITE). - 1z G2A GecEnvironmental, Inc. Log of WL-11 P12❑ Sheet 2 of 3 Engineers/Scientists 3Needham Street Anson County - S.W.M.F. Newton Upper Falls, MA Polkton, North Carolina Job Number: 14378,00 Elevation. G.S. 307,7t It, Phone (6171 969-0050 Fax 16171905-7769 Z c E A O Materials Description :':elf CL1Dfe tlOrl E Q o p� n A V) C a 2 s m ~ J rrr rrr Lean Silly Clay (CL) - mostly fines, dark brown (7.SYR, 4/4), dry, medium plasticity, firm 15 rrr consistency (SAPROLITE), S-3 16/18 8-18 50/4 ' 40 0 0 : 0 0: 0 PARTIALLY WEATHERED SANMTONE (15.5-30') - 6 O' 'O: b _ 17 ;.o p,. 0 0: 0 _ 0:..o. 0 — 18 .0 _. 0 P: '. 19 P 'p: .Q ...' O: C. O . ' O: o. , 0 0- - 20 0 0 0..0 Clayey Silt (HL) - mostly fines, brown (7.5YR, _ p 4/3). dry, low plasticity, little coarse Sand p:00. grains, firm consistency (PHR). 5-4 10/6 16-50/4 21 d: o:, Q. o , a: 00 — 22 ea 00 . o p. 0 0 o, - - _ 23 0:.0 .0 a n. . 0 - 00 o. _ 2 P: 0. O 0, o , o0 '. : o o. 2 5 000 ': ,. o o: o: o, S-5 1/0.5 50/1" 26 0 '6: . O. 0:, 6: .. P:P. No soil recovered; only fine QuartZ gravel. p. O P: o, 27 10000 Q. ' . o. 0: o a: 28 0 a 0' 'o . 0- 2 9 Pa P. 0. ,. - 00. a. I P:. p ;P,. 0 GZA GecEnvironmentat, Inc. Log of Well P12D Sheet 3 of 3 Engineers/Scientists Anson County - S.W.M,F. Job Number: 14378.00 3Needham Street Newton Upper Falls, MA Poiktor�, North Carolina Elevation., G.S. 307.71 ft. Phone 16171969.0050 Far (6I7) 985-T789 Z c e y U 0 y maicFiais Gescrlpilov, Melt [ omplellcr a E m a a o z Ln act rs is SANDSTONE (30-44') 31 Moderately hard to hard, moderately weathered, fresh, purplish gray, CONGLOMERATE, with irregular, random, iron 3* oxide stained, rough horizontal joints/fractures C-1 4 7% * 4* Rao-29 32 (HM). 4* i J _ i 33 33-39.3': Hard, fresh, brown -gray arkoslc SANDSTONE, with moderately to steeply - dipping s#Ightly weathered smooth to rough, joints/ fractures (HS). 34 35 4* 36 Cl2 640%4 z 20 ROD-0 3 z* 37 38 39 39,3-39.9': Clay seam, 40 39.9-40.9': Brown CLAYSTONE, 3* 41 C-3 80/85 108% 3* 3* ROD-80 0 5* 42 40.9-44'; Moderately hard, fresh, greenish -gray SANDSTONE. 43 .., .P 4 4 Bottom of Borehole at 44 feet. 4 5 emarks:'Split spoon refusal at 25.1 feet. 2Auger refusal at 30 feet. GZA GeoEnyironmental, Inc, Log of Well P12S Sheet 1 of 2 Engineers/Scientists 3Needham Street Anson County - S,W.M.F. Newton Upper Falls, MA Polkton, North Carolina Job Number: 14378.00 Elevation: G.S. 307,44 ft. Phone WT) 969-oo5o Fax (el7) 6e5-77e6 Driller: M. Pelien/Howie - A&E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 5/SO/96 NA Sample Method: NA Finished 5/10/96 NA Borehole Diameter: 8-1/4 in. hater Level: 20.2$ it. (10/97) Logged By: M.A. Ponti, Jr. Checked By: J.L. D a w O z C C E o - materials Description lief! Completion a E - V3 W o r� 1 Fy: ne NO SAMPLES TAKEN. Refer to GZA Boring Log P120 for Sample Description. i 6 _ 7 8 9 - - 10 - 11 12 _ 13 Sea'. GZA GeoEnv'lronmental, Inc. Log of Well P12S Sheet 2 of 2 Engineers/Scientists Anson County - SXM.F. Jab Number:14378.60 320 Needham Street Newton Upper Fails, MA Polkton, North Carolina Elevation: G.S. 307.44 ft. Phone (8171 969-005C Fax (13M 985-7789 vu c a am - Materials Cescriptlon Well Completion a Cr m M d a Vl c a Q a o m Lo 15 16 `' ,u� � `4 - 17 18 19 20 21 22 23 24 25 26 27 28 29 Bottom of Borehole at 29'. GZA GeoEnvironmental, Inc. Log o4 Hell P130 Sheet 1 of 4 Engineers/Scientists Anson Count y - S.W.�i.F. Job Number: 14378.00 320 Needham Street Newton Upper Falls, MA Folkton, North Cardi€ 2 Elevation: G.S. 326.35 ft. Phone {ei79 959-0050 Fax (817) 905-7709 OrMer. T. Burnett/L. Reeves - A&E Criiling Drilling Date Time DrM Method: Hollow Stem Auger; HG Core Sterted 5/13/96 NA Sample kethod: Split Spoon; H0 Core Finished unknown NA Borehole Diameter: 8-1/4 in, hater Level: 37,81 ft. (10/97) Lopped By: M.A. Ponti, Jr. Checked By: J.L. Caw Z c m � o Hateria€s Cescription welt Compietion a E C: a y m C3 — g n to cu z 5 '- m Lo a m l fi /J D 2 ri D P"c / f / ,Jf D D f / / Lean Clay fCL) -mostly !roes, moist, olive (5 ;;; Y, 5/3), medium plasticity, firm consistency, �} $0 fJJ 5 D D 6 D D 7 D D g D Lean Clay (CL( - mostly fines, moist, dive (5 D nD V Y. 5/4(, medium plasticity, firm consistency, S-2 18/14 1208 D D D 10 D 11 p p D D 12 D D 13 Lean Clay (CL) - mostly fines, moist light, D D olive -brawn (2,5 Y, 5/4), medium plasticity, firm consistency. D s-3 Ia/lo & 13 t3 GZA GecEnvlronmental, Inc. Log of Well P130 Sheet 2 of 4 Engineers/Scientists Anson County — S.W.M.F. Job Number:14378.00 Newwton tipper Falls, MA3Needham Street POikton, North Carolina Elevation: G.S. 326.35 ft. Phone i6171 969-0050 Fax €6M 965-7769 z v c u � � ftatenais Description W01 Compietion E r0 m o^ a (n C (D CL Y O m 0 5-'3 Vic B-i3rrr 13 XR, / 16 17 _ 18 Lean Clay (Ci.} - mostly tines, fight- 19 r,. olive -brown (2.5 Y, 5/4). moist, medium loose S-4 18/6 5�6 plasticity, consistency, with few black carbon particles D _ i l - � 20 ., D D - 21 D D - 2 2 _ - D D _ 23 D D Lean Clay (CL) - mostly fines, light olive -brown (2.5Y, 5/4), moist, medium - BB8 24 plasticity, loose consistency, with few 5-5 1B/t2 weathered coarse sand grains and few black € D carbon particles. y - 25 D D - 26 D D - 27 D D D D _ 28 D D Lean Clay iCL) - mostly tines, light - 29 olive -Drown (2.5Y, 5!4), medium plasticity, moist, firm i! V D 555 consistency, feu black carbon TS Particles. D D GZA GeoEnvironnental, Inc. Log of Well P130 Sheet 3 of A Engineers/Scientists Anson County S.W.rvl.F. Job Number: 14375,00 3Needham Street Newton Upper Falls, MA Polkton, North Carclina Etevatfon: G.S. 326.35 ft. Phone 1817) 868-0050 Fax (017) 965-7709 G Z C Z_ fe E ° p p y U * o HBterla€s Description well Completion a to C (U S O 7 d m f'l 31 D D 32 p 33 Lean Silty Clay {CL) - mostly fines, moist, light olive -Drown (2.5 Y. 5/4) medium plasticity, 586 3 4 / / / ioese consistency with few black carbon D D S-7 18/18 ;;; particles. / 35 / D D 37 D D 38 D D Diabase pike chunk. PARTIkL`d ldEATHMO DIABASE i36.6-44') 39 € /11 4 O_' p, D 4 2 '— 43 44 'I + DTA6ASE (44-48'1 A �^ Very hard, fresh, dark blue -gray DIAEASE, g47% ti fine to medium grained, shaiiow to steeply C-I ROC-i4 4 rj o ++ dipping, slightly to moderate weathered; Fe r oxide stain, irregular, rough joints/fractures. ne:acreer �A+ ..n 44-48.5 highly fractured (F( c5l m+ GZA GeoEnvironmental, Inc. Log o1 Well P13C Sheet 4 of 4 Engineers/Scientists Anson County — S.W.M.F, 320 Needham Street Polkton, North Carolina Job Number: 14378.00 Newton Upper Falls, MA Phone €6171 969-0050 Fax (617) 965-7769 Elevation: G.S. 326.35 ft. o I Z t9 n r U °1 x — m m ❑ p� o 1 u Halefials De5crlptlon WEII CompletEon E m m ❑ m N c QJ a. s o m LO 9 � w A 47 f C-1 547 8 RGO-14 0�+� 0 �>s 48 AMUITE i Hard, fresh, Sight blue -gray, baked ARCILLITE, with steeply dipping thin beds, shallow to 50 steeply dipping, rough to planar, slight Fe oxide stain lointlfractures: disseminated pyrite {F�, 5i C-2 698%9 RaD-69 j 52 53 5 4 Similar to C-2. 55 ,a J - C-3 Rao-4a 5 6 57 58 Bottom of Borehole at 58 feet. 59 Remarks: !Split spoon refusal at 33.8 feet. Auger refusal at 44 feet. 60 61 GZA GeoEnvironmental, Inc. Log of Well P13S Sheet 1 of 3 Engineers/Scientists Anson Count WF y — S..M.. Job Number:14378.00 320 Needham Street Polkton, North Carolina Newton Lipper Falls, MA Elevation: G.S. 326.61 ft. Phone i8171 969-OCSO Fax fe}7)986-7769 Driller: M. Pellen/Howie -- AFE Drifting Drilling Date Time Dril€ Method: Hollow Stem Auger Started 5/7/96 NA Sample Method: NA Finished 5/7/96 NA Borehole Diameter: 4-1/4 in. Water Level: 37.78 ft. (10/97) Logged By: M.A. Ponti, Jr. Checked By: J.L. Daw o z e: o Z naafi J Haterlals �esUlption Well Completion CU Q _ m 6 �� q Pin���:,e F- N CU s NO SAMPLES TAKEN, Feter to GZA Boring Log P13❑ for Sample Description. 4 5 6 7 8 9 10 11 12 �3 GZA GeoEnvironmental, Inc. Log of Well P13S Sheet 2 of 3 Engineers/Scientists Anson County -- S_W.M.F. 320 Needham Street POIktOnNorth Carolina Job Number: 14378,00 Newton Upper Falls, MA , -- Phone E6M 989-Oo5o Fax 16171 905-778g Elevation: G.S. 326.61 ft. o c 6 F= ad MaterEals ❑eserlption well Completion E m Qv N Ql d s o m ~ 15 16 17 18 19 20 21 22 23 24 28 26 - 27 - �� 2 8: 29 G2A CeoEnvironmentai, Inc. Log of Well P135 Sheet 3 of 3 Engineers/Scientists Anson County — 5XM.F. 320 Needham Street Newton Upper Falfs, MA POlktorl, North Carclina Job Number: 14378.00 Elevation: G.S. 326.61 ft. Phone 16171989-0050 Fax 16471 965-T769 Z C Y z E omaterlals O Descnption Well completion � a CC m ^ m p.:: o al A o m tO y 31 32 JJ fa 3 3 �" 34 35 38 37 38 39 A IVI e 40 41 42 4 Bottom of Borehole at 43 feet. 44 45 TRC Environmental Corporation *Customer -Focused Solutions* 6340 Quadrangle Drive, Suite 200 Chapel Hill, NC 27514 Phone (Or@) 419-7600 Fax 1919) 419-750t Driller: Bore 5 Core, Inc./Mark Seiler C l!! Method: Hollow Stem Auger Sampie Method: 2" O.D. Split Spoon Borehole Demeter-. 8 in. Water Level: See Re Z U ® p c^ o u E o m w m m d 1 • 4 S-1 124/18 1 9_B 1 1 4 8 S-2 24/20 8-a 9 10 11 12 13 S-3 i 24/22 8-8 5-5 Log of Well P13D-R Anson County -- S.W.M.F. Polkton, North Carolina Drilling Started Finiahed marks Logged By: J,L, Daw, P.G. Naterlais Descy ptlon SOIL (o-l') [1-33.5'i Sheet 1 of 3 Job Number:23490-0020-0000O Elevation: G.S. 326.30 ft. Date Time 1016/97 NA 10/6/97 162C Checked By: J.G. Tew, Jr. P.E. Yellowish gray (SY 7/2)/light alive gray (5Y 5/2) Sill, trace clay (CL) Yellowish gray (5Y 7/2)/llght olive gray (5Y 5/2) Silt, little clay (CL) Yellowish gray (5Y 7/2)/light o€ive gray (5Y 5/2}/moderate brown (5YR 4/4) mottled Silt, little clay (CL) xeli Completion TRC Environmental Corporation Log of Well P13❑--R Sheet 2 of 3 mCustomer-Focused Sclutionsm Anson County - S.W.M.F. 6340 Quadrangle Drive, Suite 2C0 POiktOn, North Carolina Job Number: 23490-0020-00000 Chapel Hill, NC 27514 Phone (wal 419.7500 Fax (91914€9-7501 Elevation: G.S. 325.30 ft. c U G n Materials Description ne€I Completion E m U7 C 41 CL ~ CD S-3 24/22 5-58-8 i .1/ I/J /" Shelby tube Collected 15-17' 16 17 ,. 18 t Light olive gray (SY 5/2)/Iight brown (5YR 6/8) Silt and Clay (CL) S-4 24/24 3-57-9 20 ,JJ 21 22 23 Light olive gray (5Y 5/2)/light brown (5YR 5/6) Silt and Clay X0 S-5 24124 8_9 z Thin (1") hard zone at 24' 25 2 fJ 27 28 Light olive gray (5Y S/2)/light brown (5YR 5/6) Sill and Clay (CL) S-6 24/24 8-6 29 TRC Environmental Corporation, Log of Well P130—R Sheet 3 of 3 *Customer -Focused Sotutions* Anson Count Y S.W.M.r. Jab Number: 23490-0020-00000 6340 Quadrangle Drive, Suite 200 Chapel Hill, NC 27514 Polkton, North Carolina EleYetlon: G.S. 326.30 ft. Phone (616) 418-7500 Fax (919) 410-750I a c Z y m = o L v ny o Malerlats Description well Completion CL y 2 o p^ Pa C Gl (L 1.0 31 //1 32 33 S-7 WA 17-70 50/2" f f 1 PMTLkLY MFATIER£C ROCK i33.5-39.9') 34 Light olive gray 15Y 5/2)/dark yellowish orange (1OYR 6/0) Silt (ML} 35 36 37 38 Light Drive gray (5Y 5/4/tlark yellowish =F :. S-6 9/9 0-50/3' orange 110YR 6/6) Silt, some medium -fine santl _ IsM) 39 40 Bottom of Borehole at 39.9 feet. temarks: )water level >39.9' BGS at comp€etion Water level 37,4' BGS after 24 hours JWater 4 level 37.51' BGS 10/21/97 at 1340 42 43 44 45 TRC Environmental Corporation Log of Wetl P13S-R Sheet t of 3 *Customer -Focused Solutions* Anson County - SAM.F. 634C Cuadrangle Crive, Suite 200 PoikiDntsOTth Carolina Job Number: 23490-0020-00000 Chapel Hill, NC 27514 , ----- ------- Pnone (0191 419-7500 Fax (9191419-7501 Elevation: G.S, 326.41 ft. Driller. Bore 6 Core, Inc./Mark Seiler Drilling Date Time Dril! Method: Hollow Stem Auger Started 10/6/97 NA Sample Method: NA Finished IO/6/97 I830 Borehole Diameter: B in. Water Level: See Remarks Logged By: J.l. Daw, P.G. Checked By: J.G. Tew, Jr„ P.E. zID µ Li m - o = n� liatetial5 Description well Co mple Lion aci E m �7 a 3 4 5 NO SAHPLES COLLECTED Refer to TRC boring P13D-R for sample descriptions 7 9 1Q 11 12 13 TRC Environmental Corporation Log of Well P13S—R Sheet 2 of 3 *Customer -Focused Solutions* Anson County - S.W.M .F. 6340 Guacrangle Drive, Suite 20C PClkton, North Carolina Job Number: 23490-0020-00000 Chapel Hill, NC 27514 Elevation: G.S. 326.41 ft. Prone (OTO) 4TO-7500 Fax (019) 410-7501 Z v C d fu o O +ateria!s f]escrlpt!on tile!, Comp3et!on E m azo m ° a LO C L7 C 15 16 17 18 1s 2c 21 2 2 - 23 l CWx'. 24 25 26 27 ;-owl C-�Enr. 28 29 TRC Environmental Corporation Log of Well P13S--R Sheet 3 of 3 *Customer —Focused Solutions* Anson County — S.W.M.F. Job Number: 23490-0020-00000 6340 Quadrangle Drive, Suite 200 Polkton, North Carolina Chapel W1, NC 27514 Elevation: G.S. 326.41 ft. Phone 19191 419-7500 Fax (9191419-7501 Z c r m c a o Malerlals Descnp}ion Well Compiellon E aj = ° m n p c m d F t3 31 Bottom of Borehole at 31 feet 32 �emarks: 1Hater €evet >31' BGS at comiletion Hater level >31' BGS atter 24 hours water 33 level >31' 9GS 10/21/97 at 242 34 35 i 35 37 38 39 4a 41 42 43 44 45 GZA GeoEnyironmentai, Inc. Log of Well P140 Sheet 1 of 4 Engineers/Scientists Anson Count W . y - S..M.F Job Number: 14378.00 320 Needham Street Newton Upper Falls, MA Pctktort, North Carolina Elevation: G.S. 322.49 ft. Phone 16$7) 900-0050 Fax 18171 665-7769 Driller: G_ Barnes/C. Swain - A&E Drilling Drilling Date Time Drlll Method: Hcllow Stem Auger; HO Core Started 5/13/96 NA Sample Method: 2" O.D. Spltt Spoon: HO Core Finl3hed 5114/96 NA Borehole Diameter: 10--1/4 in. Water Level; 37.25 ft. (10/97) Logged By: A. Carroll -Burns Checked By: J.L. Daw O Z C E o O n materials Description Well Completion E N Ct � m � y p n m Lr) c c� s o LD RESIDUAL SOIL (0-1.5') ,. SAPROLiTE 2-1 Sandy Lean Clay (CL} - mostly fines, dry, low plasticity, yellowish red (5 YR, 5/5), trace 9254 f medium to coarse sand grains, firm consistency S-1 telt8 . (SAPR111ITE). 8 Silty Lean Clay (CL) - mostly fines, dry, medium plasticity, reddish yekw (7.5 YR, 61a), 8-13 firm consistency (SAPROLITE). S-2 18/15 3B 9 1Q 11 12 13 Silty Lean Clay (CL) - mostly fines, dry, 14-iB medium plasticity, reddish yellow, light gray and 5-3 SB/tB 22 white, firm consistency (SAPROLITE). GZA GeoEnvironmenlal, Inc. Log of WeR P14D Sheet 2 of 4 Engineers/Scientists Anson County - S.W.M,F. Job Number: 14378.00 3Needham Street Newton Lipper Faits, MA Polkton, North Carolina Elevation: G.S. 322.49 it. Phone (617) 959-0050 Fax (EM 965-7769 c n Materials Cesciiption Well Compietion E n1 m l) cu d a m 5-3 16/t8 14-18 22 r r r rrr r.r .rr rrr 16 r rrr rsr 17 rrr rr r„ „ r r„ 1$ rrr Silty Lean May (CL) - mostly fines, dry, medium piasticity, light olive -gray, white, and 5-4 1 15/S5 29-qp F r reddish yellow (SAPRQLITE). 50/3" ��: I f 19 rr PARTIALLY wEATFERED AR&ILl M (19.3-37') 20 21 22 23 24 25 26 27 2$ 29 GZA GeoEnvironnental, Inc. Log of Well P14D Sheet 3 of 4 Engineers/Scientists Anson Count S.W.M.F. Job Number: 14 37 8.00 3Needham Street Newton Upper Falls, MA Pcikton, North Carolina Elevation: G.S. 322.49 ft. Phone (6171 666-0050 Fax MM @es-7769 O c c a Z � o Materials Oescripllon well comroeiFon Ero \ m ° L m Cn CU d O m 31 32 33 34 35 36 37 ARSILLITE (37-45') Hard, fresh, light blue gray ARGILLITE, with moderately dipping thin bens, shallow 10 38 steeply dipping, rough to ptanarI s€fight iron oxide stained joints/fractures (F). 2* 39 2.5* C-1 6BGS7 2* ROf]-85 wz,, 2* 2* 4 Q 41 42 C-2: Similar to C-I, 43 2* 3* C-2 60/60 3* ROfO-100 44 2 3* 45 GZA GeoEnvironmental, Inc. Log of Well P140 Sheet 4 of 4 Engineers/Scientists Anson County - S.W.M.F. 320 Needham Street Newton Upper Fails, MA Polkton, North Carolina Job Number: 14376.00 Elevation: G.S. 322.49 ft. Phone (617) 969-0050 Fax (617) 965-7769 C Z Li E ° o L m n o Materials Description well Completion E Qi cc m m v m Cr) C Q] 2 O ~ C7 CL b C-2 60/60 R©O-100 4 7 C--3: Similar to C-1 with disseminated pyrite. C-3 1271%5 444 R06-0 48 Bottom of Borehole at 48 feet. 4 9 Remarks: ISplit spoon refusal at 19.3 feet. 2Auger refusal at 37 feet. 50 51 52 53 54 55 56 57 58 59 60 61 GZA GecEnvironmental, inc, Log of Well P14S Sheet i of 3 Engineers/Scientists Anson County -- S.W.M.F. ------ Job Number: 14378.00 3wt Needham Street lJewtan Upper Falls, MA Polkton, North Carolina Elevation: G.S. 322.25 ft. Phone 16ST) 969-0050 Fax (817) 965-7769 Driller: G. Barnes/C. Swain - A&E Drilling ❑rifling Date Time Drill Method: Hollow Stem Auger Started 5/15/96 NA Sample Method: NA Finished 5/15/96 NA Borehole Diameter: 10-1/4 in. Water Level: Dry (I0/97) Logged By: A. Carroll -Burns Checked By: J.L. Daw c � Z a) 6 E 2 a a� c Materials Description well completion E � CC m n m °1 ' L V) Q) S O ~ cv FVc Ca 1 — 2 PVC apse= 0 - 21' 2 Hyara€eo Bentornte 0-!9' NO SAMPLES TAKEN. Refer to GZA boring log P14D for sample and stratum descriptions. 4 5 6 7 8 9 10 11 12 13 GZA GeoSnvironmentai, Inc. Log of Well P14S Sheet 2 o4 3 Engineers/Scientists Anson County --- SXM.F. Job Number: 14376.00 320 Needham Street Polkton, North Carolina Newton Upper Falls, MA Elevation: G.S. 322,25 ft. Phone (617) 969-0050 Fax 16171965-7769 c 2 z a ti � = o S Q) n o ;, Materials Description Well Completion E ¢j CC ip :n ni a 0 - n ° (I1 C ¢l r S o ~ C? d d 1 i6 17 18 19 20 -<� {{ 1 °'g m 21, t ran 2 2 weusc,ees it-3;�' 23 24 25 28 27 28 29 GZA GeoEnvironmental, tric. tog of Well P14S Sheet 3 of 3 Engineers/Sc'ientists Anson County — S.W.Y.F. 320 Needham Street POikton, North Carolina Job dumber: 14378.00 Newton Upper Fails, MA Prione (617) 069-0050 Fax (617) 965-7769 Elevation: G.S. 322.25 ft. o z OS c U c E o ..- d a m O J U Materials ❑escriptinn well Completion Q CC m n a LO c 41 3 0 ~ Q m 32 33 34 35 36 Bottom of Bcrehele at 36 feet. 37 - 38 - 39 - 4Q - 41 - 42 - 43 44 - 45 - G2A GeoEnvironmental, Inc. Log of Well P15D Sheet 2 of 3 Engineers/Scientists Anson County — SAM.F. 320 Needham Street Poikton, North Carolina Job Number: 14378.00 Newton Upper Falls, MA Elevation: G.S. 290.64 ft. Phone (6171 968-ooSc Fax (ea) 865-7769 c ZZ azi 5 O n! O ' U Materials Description Well Completion E rL m n U7 oLD 4 m S 3 24/24 8-18 rr/ •,, 24--47 /rr IIr IIr 16 rrr rrr X. I/r rr/ /rr rrr 17 18 r,r PARTIALLY WEATFERED SANDSTONE (18.2-19') Lean Clay (CL) - mostly fines, dry, 19 non -plastic, dark reddish Drown (5 YR, 3/3), r :F blocky {SAPROLITE}. sa SANDSTONE (19-3C.6') a- E 20 o C-1: Moderately hard to hard, fresh, dark reddish gray, silty SANDSTONE, with few, 21 6.-:6:. slightly weathered, shallow to moderately "O dipping joints/fractures (145). 22 0:.'; 2' p rC 0:,;0:, WE��cCrEer C-1 aCO% 2# 2 ROD-92 o , 00:0. 2G 6-30 6 2 28 2-M 0 •. 2+' o: o., o.• ° 24 o:. °: 2 5 o.. O: O: 2 6 o: p: 0 o:, o:, C-2: Similar to C-1. C-2 ROD-100tont ° .:. C-3: Similar to C-1. 27 e..' o a. a• . o. 28 0... 48/48 0:.:o:. C-3 100% ROD-98 29 °` .o GZA GeoEnvironmental, Inc. Log of Well P15D Sheet 3 of 3 Engineers/Scientists 320 Needham Street Anson County — S.W.M.F. Newton Upper Falls, MA P0lkton, North Carolina Job Number: 14376.00 Elevation' G.S. 290.64 ft. Phone (617) 969-0050 Fax l6l7) 965-7769 c Z aF (3 E :° G Materials ❑escoption Well Completion E CC \ m in d m C:) a 0 ro V) h o ~ LO � m 0_3 48/48 100% ADD-B$ o., 31 Bottom of Borehole at 30.6 feet. I r 32 emarks:'Split spoon refusal at 18.2 feet. Auger refusal at 19 feet. Core barrel rammed at 26.6 feet. - 33 34 - 35 - 36 - 37 - 38 39 - 40 - 41 - 42 _ 43 44 45 GZA GeoEnvironmental, Inc. Log of Well P15S Sheet t of 2 Engineers/Scientists Anson County - S.W.M.F. Job Number: 14378.00 3wt Needham Street Newton Upper Falls, MA Polkton, North Carolina Elevation: G.S. 290.94 ft. Phone (617) 969-0050 Fax (617) 965-7769 Driller; M. King/G. Whittle - ACE Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 5/13/96 NA Sample Method, NA Finished 5/15/96 NA Borehole Diameter: 8-1/4 in. lWater Level: 17.19 ft. (10/97) Logged By: A. Carroll -Burns Checked By; MAP D v C Cp aD n a Matefiais Oescrlption Well Comp€etion E as (D' cc 0 v t Cl V) n�i o CL in ac ng PVC Lap 2 Z P, +ser 0-3' No SAMPLES TAKEN. Refer to GZA boring log Friipr P150 for sample and stratum descriptions, sand 2 5 �. W2i5C1 ['¢n 3-18' �f 6 7 8 9 10 11 12 13 GZA GeoEnvironmental, Inc. Log of Well P15S Sheet 2 of 2 Engineers/Scientists Anson County — S.W.M.F. Job Number: 14378.00 320 Needham Street Newton Upper Fails, MA Pol1(ton , North Carolina Elevation' G.S. 290.94 ft, Phone (617) 969-0050 Fax (61T) 965-7T69 c � v cs * o .L v Materials Cescripticn well Completion E Cj r 4 �4 a M cn ate, h o ~ p C m 15 ys. 16 — 17 18 Bottom of borehole at 18 feet, — 20 — 21 22 — 23 — 24 — 25 — 26 — 27 28 29 GZA GeoEnvironmental, Inc. Log of Well P16❑ Sheet 1 of 2 Engineers/Scientists Anson County -- S.W.M.F. Job Number: 14376.00 320 Needham Street Poikton North Carolina Newton Upper Falls, MA Elevation: G.S. 3C5.63 ft. Phone (61T) 9$9-0050 Fax (6171 065-7769 Driller: M. King/G. whittle - A6E Drilling Drilling Date Time Drill Method: Hollow Stern Auger: HO Core Started 5/14/96 NA Sample Method: 2" O.D. Split Spoon: HO Core Finished 5/14/96 NA Borehole Diameter: 8-1/4 in. meter Level: Dry (10/97) Logged By: A. Carroll -Burns Checked By: MAP d Z E c o m J Materials Description Well Completion E d a� a M ch N xo ~ A f7 IL �— LocY;na P vC Ca s .,e ..o RESIDUAL SOIL (0-2') z Pvr a'e. ni5e r. . 2 HydretEd r,r SAPROME (2-9') Beatan:;e EMIR -, Clayey Silt (CL/ML) mostly lines, clay, weak rr. red 00R, 4/2) low plasticity (SAPROLITE). S--f 18/18 33-34 37 ff� r , rrr rrr rrs rrr rrr rrr rrr rrr 'r 6 rrr ♦,r ,r, 7 8 9 PARTIALLY WEATHERED AR6n1 ITE (9-17') S-2 11/10 8-60/6 10 Silty Clay (CL/ML) - mostly fines, dry to moist, yellowish red (5YR, 5/6). low to medium 11 plasticity, blocky (SAPROLITE). 12 13 Clayey Silt (ML/CL) - mostly fines, moist, light — Benlon,te gray (SYR, 7/0, low plasticity, Nocky Sea€ (SAPROLITE). I2-1a' S-3 5/5 50/5" GZA GeoEnvironmental, Inc. Log of Well P160 Sheet 2 of 2 Engineers/scientists Anson County -- S.W.M.F. Job Number: 14378.00 3wt Needham Street Newton Upper Falls, MA Polkton, North Carolina Elevation: G.S. 305.63 ft. Phone (e$7) 969-0050 Fax (6171 9s5-7769 D Z c C E 9 CD ti o F m U Hater#als Oescrlptlon Well Completion a � � 40 „ Ql w - a O" cn Q1 h s 0 " 10 ILD d ib 15 — Filter Sync ri4-<6' 16 17 ARGlunl= (17.27.) 00;0. 7 ,� o. • Moderately hard, fresh, light bluish-gray0. - J ':0 0 ': 18 bedded ARGILLITE, with moderately to steeply dipping, 0:, ,o:. smooth to rough, planar, iron oxide stained joints/fractures (F). o' 6. o,., — 2.5 o 19 a.''v. - C-I 60/52 2.5 2.51 0 0:, ;0:. "0;o; 87% — 2 2C) 6:o6 a o: o. 00 _ o.. 21 «oo. O ; O 22 O flL.1 �, Similar to C-1, with few stained o: o:. joints/fractures. 0 c., 2 3 0:..o;Q:. .: o.o o. o: .'o: o' .' _ 2 2 a. a, C-•2 693%B 2 2* 0:. o% :. a. 2 - 2* 25 0.. o:.:6:. 0 _ 26 ':o0" ,,0., ,._ o:.'a: atura.! _ '0.'�� t�ater,ai 27 Bottom of Borehole at 27 feet. 28 Remarks: 'Split spoon refusal at 13.9 feet. 2Auger refusal at 17 feet. 29 GZA GeeEnvironmental, Inc. Log of Well P18S Sheet 1 of t Engineers/Scientists Anson County — S.W.M.F. Job Number: 14378.00 320 Needham Street Newton Upper Falls, MA Polkton, North Carolina Phone (BIT) 969-0050 Fax (et7) 965-7769 Elevation: G.S. 305.72 ft. Driller: M. King/G. Whittle - A&E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 5/t4/96 NA Sample Method: NA Finished 5/15/96 NA Borehole Diameter: 8-1/4 in. Water Level: Dry (10/97) Logged By: A. Carro3l-burns Checked By: J.L. Daw o z c � � e a Q,n03 U Materials Description Weil Completion acc E m va n L0 Q1 Y O `- oll ?v cN Seal G 2' 22 PVC V71 I 3 NO SAMPLES TAKEN. Refer to GZA boring log �7,ne11 P160 for sample and stratum descriptions. 5ana Z-i4' 2., PVC weuscreen a - la' 8 11 12 . 13 Bottom cf Borehole at 14 feet. GZA GeoEnvironmental, Inc. Log of Well P-101 Sheet t of 3 Engineers/Scientists Anson County — S.W.M.F. Job Number: 14876.00 320 Needham Street Poikion North Carolina Newton Upper Falls, MA Elevation: G.S. 318.36 ft, Phone (617) 0ee-0050 Fax (e17) 0e5-77ee Driller: M. King - A & E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 6/24/97 NA Sample Method: Split Spoon Finished 6/25/97 NA Borehole Dlameter: 8-1/4 in. Water Level: 18.62 ft. (10/97) Logged By: P. Lockwood Checked By: J.L. Daw Z C ZZ- E � m ❑ G Gl U Materials Description Well Comatetlon E m o= a Qi O d Co Pr 0'EC ;eve - Well .,s m�p1� RESIDUAL SOIL (o-1.0') W.as�^g ' °'• lcncrEte m • . m 1 ,.. .r. r.. SAPROLFM (1.0-15.0') 2 rrr /rr f„ Hytlracen •.. BEn'.O nit �' ,./ Lean Clay with Sand (CL), mostly fines, trace 2' PVC ,rr quartz Gravel, yellow (10YR, 7/6). 10-1220 5-k 18/18 4 ,rr ,rr „ r ,rr 5 „ r 7 a " r.r Lean Clay with Sand (CO, mostly fines, trace quartz Gravel, reddish -brown (SYR, 5/3). S-2 18/18 16-20 24 9 10 12 13 Silty Sand (SH), mostly fine to coarse Sand, 20--35 little fines, trace fine quartz Gravel, light S-3 18/18 52 reddish -brawn (SYR, 6/3). GZA GeoEnvironmental, Inc. Log of Well P-101 Sheet 2 of 3 Engineers/Scientists Anson County — S.W.M.F. 320 Needham Street Polkton, North Carolina .lob Number: 14876.00 Newton Upper Falls, MA Phone (6I7) 969-0050 Fax (6I7) 965-7769 Elevation: G.S. 318.36 ft. c _ U C Z Q 4-- Materials Description Well Compteocn E Cr IO N L n Lo C 2 O L7 � m S-3 IB/18 20--35 52 „� filter NINE/ 15 15-32' PARTIALLY WEATHERED SANDSTONE c(5.o-32.0•? 16 ,. PvC Weliscreen IS-s2' 17 18 No recovery. S-4 18/2 45-88 20 21 22 23 24 25 26 27 28 29 GZA GeoEnvironmental, Inc. Log of Well P--101 Sheet 3 of 3 Engineers/Scientists Anson County — S.W.M.F. .lob Number: 14876.00 320 Needham Street Newton Upper Falls, MA Polkton, North Carolina Elevation: G.S. 318,36 it. Phone [617) 969-0050 Fax (517) 965-7769 z C w ai a m U Materials Description Well Completion a ni n ai o � m 31� 32 Bottom of Borehole at 32.0'. 3 SANDSTONE 34 35 36 37 38 39 40 4i 42 43 44 45 GZA GeoEnvironmental, Inc. Log of Well P-102D Sheet 1 of 3 Engineers/Scientists 3Needham Street Anson County — S.W,M.F, Newton Upper Falls, MA Polkton, North Carolina Job Plumber: 14876.00 Phone (617) 989-0050 Fax (6t7) 965-7769 Elevation: G.S. 315.77 ft. Driller: M. King -- A & E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 6/25/97 NA Sample Method: Split Spoon Fln13hed 6/25/97 NA Borehole Diameter: Unknown in, eater Level: 22.13 ft. 00/97) Logged By: P. Lockwood Checked By: J.L. Daw O C � C z E o a� = 0 .CU u Materlats Oescription Well Completion Q cc m �w n a �� ro U7 xo m ~ l7 m �— tect� e well �.0 • B Resldua( Soil Ccncre±� / / SAPROLnE (1.5-33.5') _ 2 .., `1YwiBle� 1 / / n Lean Clay (CL), reddish -yellow (7,5YR, 6/8), ? p•,�� S-1 18/18 8142 iii 0-3 _ / l / 8 r Lean Ciay (CL), yellow (1CYR, 7/8). S-2 18/17 7-9 , 13 9 w 10 - 11 12 13 Lean Clay with Sand (CL), mostly fines, little 23-42 fine to medium Sand, brown (7,5YR, 5/3). 5-3 18/16 50 GZA GeoEnvironmental, Inc. Log of Well P-1020 Sheet 3 of 3 Engineers/Scientists Anson County -- SXM.F. ,lob Number: f4878.00 320 Needham Street Polkton, North Carolina Newton Upper Falls, MA Elevation: G.S. 315.77 ft. Phone (5171 969-0050 Fax (6I7) 965-7769 c � l Z E 0 I as Descri tion Materials p Well Completion � a� m E a cn z ~ 2 CL m JJr J/J r/r 1 r/J r/J 31 32 „J JJ/ f / J / f / J/J /fJ 33 Lean Clay with Sand (CL), mostly fines, fine er Sand, pieces of Sandstone, moist, light gray sane (5YR, 7/1). 33.5-eo' s-7 t814 28-50 60 PARTIALLY WEATHERED SANDSTONE 34 (33.5-40.5') 2 P%C hE!ISCfEE" 33, a0.5' 35 36 3 7 ..,. I 38 39 .: - 40 Bottom of Borehole at 40.5', — 41 SANDSTONE - 42 - 43 - 44 - 45 GZA GeoEnvironmental, Inc. Engineers/Scientists Log 4f Well P-102S Sheet i of 2 320 Needham Street Y -- Anson Count S.W.M.F. Newton Upper Falls, MA Polkton, North Carolina Job Number: 14876A0 Phone (6I7) 969-0050 Fax (BIT) 965-7r69 Eleyetion: G.S. 315.95 ft. Driller: M. King — A & E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 6/25/97 NA Sample Method: NA Finished 6/25/97 NA Borehole Diameter: Unknown in. Water Leyel: 22.40 ft. 00/97} Logged By. P. Lockwood Checked 0 By: J.L. ❑aw o Z c c E f0 v m x- a n;, Materials Description Well Completion d ra �' �' R] w L [r] o ~ M m prctec,,:e wer ' asin� Gan�IE!E _ 0_1' - pent cn:te 0-16' 2" PVC _ Riser 0-17' T �J NO SAMPLES TAKEN, REFER TO GZA BORING LOG P-102D FOR SAMPLE DESCRIPTION, _ l _ 8 9 - _ 10 11 12 13 GZA GeoEnvironmental, Inc. Log of Well; P-102S Sheet 2 of 2 Engineers/Scientists Anson County — S.W.M.F. -- Job Number., 14876.00 320 Needham Street Newton Upper Falls, MA Polkton, North Carolina Elevation: G.S. 315.95 ft. Phone (617) 969-0050 Fax 16M 955-77e9 o c - Z m Z E o materials Description Well completion Z rroo v7 a�i o 2 15 16,. '- 17 Ecry�, l' _ 18 ` P4rC _ „_`7. -- 19 - 20 - 21 - 22 - 23 - 24 - 25 - 26 ` 2 7 Bottom of Borehole at 27'. - 28 - 29 GZA GeoEnvironmental, Inc. Engineers/Scientists 320 Needham Street Newton Upper Falls, MA Phone (517) 969-0050 Fax (617) 955-7769 o.,,, Z c c E 1O rn o -LU x 10 U O L ¢f j J ca a E iD N Q C1 V) N S-2 48/ie f0 �12 ,, S"3 1 714 1 38 -50 1 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 Log of Well P-103 Anson County — S.1VXF. Polkton, North Carolina Materials Qescription Sheet 2 of 3 .lob Number: 14876.00 Elevation: G.S. 287.75 ft. Same as above except weak red (2.5YR, 4/2). PARTIALLY WEATHERED SANDSTONE (19.0-42.0*) Well Completion F Itc, he,���rEG,•�. GZA GeoEnvironmental, Inc. Engineers/Scientists 320 Needham Street Newton Upper Falls, MA Phone i617) 969-0050 Fax (617) 965-7769 C � O w C N a Z e � C.I ❑ G 01 U v v r E N ❑` F Ln Q1 G 0 m Log of Well P-103 Anson County — S.W.M.F. Polkton, North Carolina Materlals description 32 33 34 35 36 37 38 39 40 4i 42 Bottom of Borehole at 42.0% SANDSTQIr£ 43 Sheet 3 of 3 Job Number: 14876.00 Elevation: G.S. 287.75 it. Remarks: 44 Shelby tube samples taken at 0.5-2.5 and 8-10. 45 )dell Completion NO GZA GeoEnvircnmental, Inc. Log of WEII P-104 Sheet t of 3 Engine ersham St fists Anson County -- S.W.M.F. ---- 3Needham Street Newton Upper Falls, MA Polkton, North Carolina Job Number: 14676.00 Elevation: G.S. 324.25 ft. Phone (all) 969-0050 Fax iai7) 965-7789 Driller: M. King - A&E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 7/01/97 NA Sample Method: Split Spoon Finished 7/01/97 NA i Borehole Diameter: Unknown in, Water Level: 28,64 ft. (10/97) Logged By: P. Lockwood Checked By: J.L. ❑aw c z '� o -avD aCD U Materials Description Well Completion z E m y o-- ro c LO d m F!OICC.iw.? waI', o RESIDUALSOIL (0-i') .. — Concrete rrf SAPROLITE (1.0--13,0') r.r hycr?tec l r / Rcnt J�iitE rrr rrr -14, rrr Lean Clay (CL), mostly fines, trace fine to 2 PvC rr• rr. medium Sand, reddish- ye#low (7.6 YR, 8/6). R;ser _ S-1 I8/18 13-20 rrr 0-16' 20 r: rrr rrr - rrr rrr A � ti! •rr rrr rrr rr• rrr r. /rr rrr rr rrr rrr rrf r.r rrr r r r , Lean Clay with Gravel (CL), mostly fines, trace fine Gravel, yellowish -red (5 YR. 5/6), S-2 18/18 it-19 rr 31 9 r - - 10 11 - 12 - 13 S-3 7/7 100/7 PARTIALLY WEATHERED ARGEirrE (13-36.5) GZA GeoEnvironmental, Inc. Engineers/Scientists 320 Needham Street Newton Upper Falls, MA Phone (617) 969-0050 Fax (6171 965--7769 c Z E m b Q1 O a ¢f U d f17 SO ~ C7 d m 15 16 17 18 NO 20 21 22 23 24 25 26 27 28 �7 Log of Well P-104 Anson County — S.W.M.F. Poikton, North Carolina Materials oascription Sheet 2 of 3 Job Number: 14876.00 Elevation: G.S. 324.25 ft. ALean Clay with Gravel (CL), mostly fines, little Gravel, trace fine to coarse Sand, pink (5 YR, T/3). Well Completion GZA GeoEnvironmental, Inc. Log of Well P--104 Sheet 3 of 3 Engineers/Scientists Anson County _ S.�J.M,F. 3Needham Street Polkton, North Carolina Job Number: 14876.00 Newton Upper Falls, MA Phone 1617) 969-0050 fax (617) 985-7769 Elevation: G.S. 324.25 ft. Z E v Li * o a°7 cJi Materials oescriptlon well Completion a e y L m LO a] 0 L7 1 I 4 m 31� v �. J 32 I 33 34 35 36 aottom of eorehole at 365. - 3 7 ARGILLITE - 38 - 35 - 40 ................................................. ... - 41 42 - 43 - 44 - 45 GZA GeoEnvironmental, Inc.Eng Log of Well P- 905 Sheet i of 3 ers 320 N am Street 3wt Needham Street Anson County — S.W.M,F. Newton Upper Falls, MA Polkton, North Carolina Job Number: 14876,00 Phone 16I7) 969-0050 Fax f617) 965-7769 Elevation: G.S. 314.88 ft. Drilier: T.Bennet/L.Reeves - A&E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 6/26/97 NA Sample Method: Split Spoon Finished 6/27/97 NA Borehole Diameter: Unknown in. plater Level: NA Lagged By: P. Lockwood Checked By: J.L. Daw O C Z E ° o m '= o a(U a Materials Description Weil Completion aa w ro U) ; o ~ n 0 d `m • ° RESIDUAL SOIL (o-1') SAPROME (l.o--le.o') — _ 2 ,.. rr, Lean Clay (CL), most fines, trace tine Sand, strong brown (7.5 YR, 5/6). 5-1 !B/6 7-10 ,rr � _ 15 5 ltd�7 CLLEG / / r •rr „r ,r ............................ - g , r 10 Lean Clay with Sand, mostly fines, trace fine to coarse Sand, trace fine quartz Gravel, with 28-35 a few black carbon particles, pink (7.5 YR. S-2 tB/6 7/3). 45 11 12 13 GZA GeoEnvironmental, Inc. Log of Well P-105 Sheet 2 of 3 Engineers/Scientists ---- 320 Needham Street Anson Count — S.W M.F. Y Newton Upper Falls, MA Polktcn, North Carolina Job Number: 14876.00 Phone (617) 869-0050 Fax (617) 965-7769 Elevation: G.S. 314.88 ft. c Z E O Qj " a Materials Description Well Completion O (U Cr co N Q ' t � a Ui C N F so 0 0 O d m — 16 _ 17„f ff, — 18 Lean Clay ICL), mostly fines, with a few black carbon particles, brown (7.5 YR, 5/2). rr — 19 a, PARTIALLY WEATHERED DIABAS`F (-ti0-32.5') S-3 n o a� _ 20 n 441 1 �n _ 21��- \ =� n — 22 ' �n i Y '= n _ 23 1=n �n _ 2 4 ....... ......... .............. �n �n - 25 , 4n �n a. 9 n 26 �n �n 27 �n 28 ��- "� n �a �• n 29 . �. \�41 4n p sn GZA GeoEnvironmental, Inc. Log of Well P-105 Sheet 3 of 3 Engineers/Scientists Anson County — S.W.M.F. Job Number: 14876.00 320 Needham Street Newton Upper Falls, MA Polkton, North Carolina Elevation: G.S. 314.88 IL Phone (617) 969-0050 Fax (6171 965-7769 c Z E o = a v o � Materials Description Hen Cornpletion E n1 a u, m V) C 431 S 0 ~ l7 d c G Ji mn it n - '� n 32 y� n Bottom of Borehole at 32.5'. 3 3 DUBASE — 34 _ 35 36 37 38 39 .... 40 ........ ........ ........ ........ ........ ........ 41 j- 4 2 43 44 I 45 GZA GeoEnvironmental, Inc. Log of Well P-106 Sheet 1 of 2 Engineers/Scientists 3wt Needham Street Anson Count — S.�i.M.F. Y Newton Upper Fans, MA Poikton, North Carolina Job Number: 14876.00 Phone (61T) 969-0050 Fax (617) 965-7T69 Elevation: G.S. 318,90 ft. Driller: M. King -- A&E Orilling Drilling Date Time Drill Method: Hollow Stem Auger Started 6/26/97 NA Sample Method: Split Spoon Finished 6/26/97 NA Borehole Diameter: Unknown in. water Level: NA Lpgged By: P. Lockwood Checked By J.L. Daw Nib- o � c n Materials ❑escriiption Well Completion cu m.� n rro U7 h o ~ m � m RESIDUAL SOIL (0-v) r .r SAPROLUE I/f f/f / / f / f l / / I / / I Lean Clay (CL), mostly fines, trace fine Sand, strong brown (7.5 YR, 5/8). 5-1 18/18 13-13 _ 26 ... rrr hJ�i ltiE�� /r f/ f/f rrf r/r rr/ ff/ - 7 ' f, 8 / f / ......... .. 9 Lean Clay with Sand (CL), mostly fines, little fine to coarse Sand, trace fine quartz Gravel, 12-18 strong brown (7,5 YR. 5/6). 5-2 tB/tfl T 18 10 11 12 13 GZA GeoEnvironmentaf, Inc. Engineers/Scientists 320 Needham Street Newton Upper Falls, MA Phone 16U) 969-0050 Fax (617) 965-7769 a Z c S M. a nm CC m. t E ro En m r v o co a � S-3 f 14-0 12/6 loci) I '2 15 16 17 18 19 20 21 22 23 24 25 26 27 29 Log of Well Pr-108 Anson County — SXM.F. Polkton, North Carolina Materiais Oescrlptlon Sheet 2 of 2 Job Number; 14876.00 Elevation: G.S. 318.8o ft. Lean Clay with Sand JCL), mostly fines, little fine to coarse Sand, trace fine quartz Gravel, light brown (7.5YR, 8/3), PARTIA LY WE4Ti�RED SANDST-O E (15.0-27.0') Bottom of Borehole at 27,0', SANDSTONE WO Ccmpietion GZA GeoEnvironmenta), Inc. Log of Well P-107 Sheet 9 of 3 Engineers/Scientists Anson County - S.W.M.F. Job Number: 14676.00 320 Needham Street Polkton, North Carolina Newton Upper Falls, MA Elevation: G.S. 319.35 ft. Phone (6171 969-0050 Fax (617) 965-7769 Driller: T. Bennet -- A&E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 6/26/97 NA Sample Method: Split Spoon Finished 6/26/97 NA Borehole Diameter: Unknown in. Water Level: Dry (10/97) Logged By: P. Lockwood Checked By: J.L. Daw G W W E Z E .� G ai I o v°1 j Materials oescrlption Well Completion E ass m m m r m V) a Y •o ~ C7 Qr m `- p'o`EChye RESMUAL SOIL (0-1') a Corcre-Le 1 0-1. ,.. SAPROUTE (1.0-24.0') r r r a r rrr Clayey Sand (SC), mostly fine to medium Sand, little fines, light yellowish --brawn (10 YR, 6/4), 5-1 18/k8 8-10 •" f " 15 r,r rrr rr rrr rr, e 7 " ........ ....... Lean Clay (CL), mostly fines, trace fine Sand, trace fine quartz Gravel, yellowish -brown (10 YR, 5/4). S-2 18/14 19-60 35 10 11 12 13 GZA GeoEnvironmental, Inc. Log of Well P-107 Sheet 2 of 3 Engineers/Scientists Anson County _ S.W.M.F. 3Needham Street Newton Upper Falls, MA Polkton, North Carolina Job Number: 14876.00 Phone (617) 969-0050 Fax (W) 965-7769 EIeYBtlon: G.S. 318.35 ft. C = , Z E c _a aJ '� o a� U Materials Description Hell Compietlon O. - Vj a mcC m O._ ° (11 � o ~ C� CL ; E Lean Clay (CL), mostly fines, trace fine Sand, 19-19 • • • trace fine ovartz Gravel, pink (5 YR. 7/4}. - S-3 18/10 25 � � � 15 ,•. 164. _ f7 , — 18 19 ;;, Lean Clay (CL), mostly fines, trace fine Sand, • trace fine quartz Gravel, with a few black 15-29 carbon particles, brownish --yellow (10 YR, S-4 18/t0 _ 20 , - 21 ' 22 23 Sandy Lean Clay (CL), mostly fines, little fine to coarse Sand, trace fine Gravel, with a few black carbon particles, yellowish -brown (18—" 7-4 YR, 5/6), T 2 S-5 6/4 100/6 i PARTIALLY WEATHERED t)IABASE (24.0-32.0`) .� i,-i Ff�rer 25 2 - 3 2' 1 i � s ,. �� 2" PVC ; we�acreen 25- 32' - 27 " 28 ' 29 .. GZA GeoEnvironmental, Inc. Engine ers/Scientssts dog of Well P-107 Sheet 3 of 3 320 Needham Street Anson County — S.N.M.F. Newton Upper Falls, MA Poikton, North Carolina Job Number: 14876,00 Phone (517) 069-0050 Fax (6€7) 005-7709 Elevation: G.S. 319.35 ft. o ZZ c z `" o ID a v * p a� r Materials Descr#pt€on Weil Completion E 0rD m 4u vxr ~ 4 m 31 " 321 -. bottom of Borehole at 32.0'. oIMASE 33 34 35 36 37 38 39 4 0__ 41 42 43 44 45 GZA GeoEnvironmental, Inc, Log of Well P-108 Sheet 3 of 2 Engineers/Scientists 3Needham Street Anson Count —S.W.�S.F. Newton Lipper Falls, MA Polkton, North Carolina Job Number: 14876,00 Elevation: G.S. 313.22 ft. Phone 1617) 969-0050 Fax I6171 965-7709 Driller: T. Bennet - A&E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 6/30/97 NA Sample Method: Split Spoon Finished 6130197 NA Borehole Diameter: Unknown in. Water Level: Dry (10/97) Logged By: P. Lockwood Checked By: J.L. Daw O z m o W o n Materials Description Well Completion � n E _ CD°' M m 0 o F pEG��Ctiv wEll •' • :o FESMUAL SOIL (0-1') gas 1 •° Can_tEl2 SAPROLI (1,0 13.a') 2 �yITasec 3 , / I 1 ""�- [ P,17 ,.. Sandy Lean Clay (CL), mostly fines, little fine to coarse Sand, trace fine quartz Gravel, 11-12 •�r reddish -yellow (7,5 YR, 6/6). 5T1 16/18 20 " 7 ,. ........ Sandy Lean Clay (CL), mostly fines, little fine to coarse Sand, fight brown (7,5 YR, 6/4). S-2 16/12 8214 21 1O 11 12 13 PARTIA€Lr 41EATFEE�E0 ARGILi_M 03-15') F Iler Sand 13-€5' GZA GeoEnvironmental, Inc. Log of Well P-108 Sheet 2 o4 2 Engineers/Scientists Anson County — S.W.M.F. Job Number: 14876.00 320 Needham Street Newton Upper Falls, MA Polkton, North Carolina Elevation: G.S. 313.22 ft. Phone (61T) 969-0050 Fax (SIT) 965-7769 O z C Zz- C E 3 0 L5 It- o a= Materials Description Well Urnpleticn E d p a m c aj o ~ M � m Gravelly Lean Clay with Sand (CL), mostly fines, little fine to medium Argillite Gravel, little z F; S 3 6/4 100/6 fine to coarse Sand, gray (7.5 YR, 5/0). �eusc Ee , 1J� Bottom of Borehole at 15'. ARGIlLITE - 16 - 17 - 18 - 19 - 20 - 21 - 22 - 23- __ _ 24 ......... ................... - 25 - 26 - 27 - 28 29 GZA GeoEnvironmental, Inc. Log of Well P-109 Sheet t of 3 Engineers/Scientists Anson County — SAM.F. Job Number: 14876,00 320 Needham Street Poikton, North Carolina Newton Upper Falls, MA Elevation: G.S. 312.08 ft, Phone (617) 9ee-oo50 Fax (6171 965-7769 Driller: M. King - A&E Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 7/02/97 NA Sample Method: Split Spoon Finished 7/02/97 NA Borehole Diameter: Unknown in.i, Water Level: 29.84 ft. (10/97) Logged By: P. Lockwood Checked By: J.L. Caw O C C Z E o v ci '� o a°' 0 Materlals Description WO completion E ai [Z m n m p r m to N N ~ U) C dlPrGteChVe I C7 a � weu l7��+TiS�f l �171 I RESMAL SOn. (o-n Lr35�r'9 s .s vC ncr 2te r • r ,r, SAPROUTE— ,rr rrr !+ya�ated rrr -5entcr•ne rrr rrr z, „ r Lean Clay with Sand (CL), mostly fines, little 2' Pv- - rrr fine to coarse Sand, trace fine Gravel with a ;ser r 12-12 few black carbon particles, pale red (10R, S-1 18/18 26 i rrr rrr rrr rrr rIr rrr rrr I/I rr r/r rrr /rr rrr rr, /rr • - a • ........ Lean Clay with Gravel (CL) mostly fines, little Gravel, trace fine to coarse Sand with a few - I1-12 black carbon particles, pale red (108, 6/3). S-2 18/18 _ 16 _ - 10 - 11 12 - 13 Lean Clay (CL). mostly fines, trace fine Sand 11-37 with a few black carbon particles, weak red S-3 IB/18 (10R, 4/4). 48 GZA GeoEnvironmental, Inc. Log of Well P-109 Sheet 2 of 3 Engineers/Scientists Anson County — S.W.M.F. Job Plumber: 14876.00 320 Needham Street PolktOn N North Carolina Newton Upper Fails, MA (Elevation: G.S. 312.08 ft. Phone (817) 969-0050 Fax (BIT) 885-7788 c o z E o cu * o £ m Materials Description Well ccmpletlon dGi C3tu 0 y r m o CL (n l S-3 18/18 11-37 //. 48 15 16 17 rr/ 18 / / l r Sandy Lean Clay (CL), mostly fines, tittle fine to coarse Sand, weak red (10R, 5/3). S-4 12/12 52--78 /r 19 rr/ PARTIALLY WEATFERED ARGILLITE 11s.o-3aa ) 2Q 21 22 .:;. 23 ..... ........ ... ...... . 24 .. ......... .......... . Fi{ter 2 -3 24 2a-35' 26 2 PV` WEffSCIEEf1 25-35' 27 28 29 GZA GeoEnvironmentai, Inc. Log of Well P-109 Sheet 3 of 3 Engineers am Street Anson County -- S.W.M.F. 3wt Needham Street Polkton, North Carolina Jab Number: 14876.00 Newton Upper Fails, MA Phone (617) 969-0050 Fax I611i 965-7769 Elevation: G.S. 312.08 ft. c Z e D o m * a nW 0 Materials Description Well Completion co CU U7 o ~ L7 O m 31 32 33 34 35 Bottom of Borehole at 39'. ►tRGILUTE _._........._..................................................... 42 43 44 45 TRC Environmental Corporation #Customer -Focused Solutions* 6340 Quadrangle Drive, Suite 200 Chapel Hill, NC 27514 Phone (919) 419-7500 Fax (9i9) 419-7501 Driller: Bore & Core, Inc./Mark Seiler Drill Method: Hollow Stem Auger Sample Method: 2" O.D. Split Spoon Borehole Diameter: 8 in. dater Level: NA C O Z � m o a� U C. a CU E ` m r) C 7 C rao 0 C7 CL e . • a ;.a fr, J,f J,! r„ „J r!f rr/ .f/ /J! /fl S-I 24/22 9-t0 11--15 rr♦ frr frf !I1 ! J r S-2 24/24 10-12 14-15 J 10 11 12 13 5-3 I 18/18 127-35 80 Log of Well P201 Anson County -- S.W.M.F. Qoikton, forth Carolina Drilling — Started Flnished Logged By: J.L. Caw, P.G. Materials Description 0-14') Light brown (5Y 5/6) Silt iML) Sheet i of 2 Job Number:23490--0020-00C0[ Elevation: G.S. 326.46 ft. Date Time 10/7/97 NA 10/7/97 NA Checked By: J.G. Tew, Jr., P.E. Oark yellowish orange (10YR 6/6)/moderate reddish brown (10R 4/8) mottled Silt (ML) Well Completion TRC Environmental Corporation *Customer -Focused Solutions* 6340 Ouadrangle Drive, Suite 200 Chapel Bill, NC 27514 Phone (919) 419-7500 Fax (919) 419-7501 _C O Z R7 O u m r v O w U fop co U7 Qj 0 IL S-3 ( 18/18 127-15 1 BO S-4 ) 0/0 1 100/0" 15 16 17 18 19 20 21- 22- 23- .... ........ 24- 25- 26- 27- 28- 29- Log of Well P201 Anson County - S.W.M.F. Polkton, North Carolina Materials Oescription Sheet 2 of 2 Job Number:23490-0020-00000 Elevation: G.S. ft. rAK I LALLT NLA ( it&U BOCK (14 -18') Light gray (7N)/dark yellowish orange (10YR 6/6) mottled Silt (ML) Fine gravel (Conglomerate) from drill cuttings Bottom of Borehole at 18 feet (auger refusal) Well Completion TRC Environmental Corporation Log of Well P202 Sheet t of 5 *Customer -Focused Solutions* Anson County — S.W.M.F. 6340 Quadrangle Drive, Suite 200 Job Number: 23490-0020-OOOOC Chapel Hill, NC 27514 Polkton, North Carolina Phone (ec9) 419-7500 Fax (919) 419-7501 Elevation: G,S. 306.95 ft. Driller: Bore 6 Core, Inc./Mark Seiler Drilling Date Time Drill Method: Hollow Stem Auger Started 10/8/97 NA Sample Method: 2" O.D. Split Spoon Finished 10/9/97 1145 Borehole diameter: 7 in. Water Level: See Remarks Logged By: J.L. ❑aw, P.G. Checked 13y: J.G. Tew; Jr., P.E 0 _c m L) o nd U Materials Oescr#ptlonCL a) Well Completion E cc CU Q L a_ S-1 24/16 I 12-16 100/5" (0-12') Pale yellowish brown (10YR 7/2) coarse -fine Sand and Silt (SM) 3 q ci — �.ia'.__ E rCL Jr, t?i F- L Ec any Ab8ndcne1 w:th — Por tlano ................... _..._....._.. S-2 124/20 1 12-17 34-40 Pale ye#lowish brown (10YR 7/2)/moderate brown (SYR 4/4) coarse -fine Sand, some sill, some clay (SM) WEATHERED ROCK 02-647) S-3 ) 5/3 [ 100/5.. 1 I Moderate brown (SYR 4/4) fine Sand (SP) I ii TRC Environmental Corporation Log of Well P202 Sheet 2 of 5 #Customer --Focused Solutions* 6340 Quadrangle Drive, Suite 200 Anson County - S.W.M.F. Chapel Hill, NC 27514 Polkton, North Carolina Job Number: 23490-0020-00000 Elevation: G.S. 306.95 ft. Phone (9191 419-7500 Fax (919) 41G-7501 C Z y m y o D � aw u Materiats Description Well CompietioR Ct o m ° m m rn v ~ U a 15 - 16 - 17 18 Moderate brown (5YR 4/4) fine Sand and rack - fragments (graywacke/arkosic sandstone) 5-4 4/2 100/4" - 19 - 20 - 21 - L '' 2 - - 23 Moderate reddish brown (1OR 4l4) Graywacke7Arkosic Sandstone S-5 i2/11 42-75 - 24 - 25 26 - 27 28 Moderate reddish brown (10R 4/4) Graywacke/Arkosic Sandstone 5-6 12/12 58-55 29 TRC Environmental Corporation Log of Well P202 Sheet 3 of 5 #Customer --Focused Solutions* Anson County S.W.M.F. Job Number' • 23490-0020-00000 6340 �uadra ill Drive, Suite 200 H Chapel Hill, NC 27514 Polkton, North Carolina Elevation: G.S. 306.95 ft. Phone (9S9) 419-T500 Fax (ale) 419-T501 O C m a a U Materials Description Well Completion E a m '�; O_ t a p ro V) N LD 31 _ 32 _ 33 olive gray (5Y 4/2)/reddish brown 0OR 4/4) - Siit, some medium- coarse sand (SM) - S-7 5/4 100/51, 34 w 35 - 36 - 37 - 38 Olive gray (5Y 4/2)/red6sh brown (1019 4/4) - 53- Silt, little medium sand (SM) 5-8 8/6 50/2" - 3s . ........ .......... ................................................................................................. 40 - 41 - 42 - 43 Olive gray (5Y 4/2)/red(Jish brown OCR 4/4) Silt, some medium- coarse sand (SM) 5-9 5/5 100/5" - 44 - 45 7RC Environmental Corporation *Customer -Focused Solutions* 6340 Quadrangle Crive, Suite 200 Chapel Hill, NC 27514 Phone (919) 419-7500 Fax (919) 419-7501 c o z m o L) a C) a� c coo in m C:j" m ar 0 S-10 1 2/2 1 100/2" 5-11 l 2/2 1 100/2" 5-12 l 6/5 1 100/6" 47 48 49 50 51 52- 53- 54- 55- ................................... 56- 57- 58- 59-- 60— 61-7 Log of Well P202 Anson County — S.W.MI, Polkton, North Carolina Materials Oescription Slightly softer zone 46--51' - good water producer Sheet 4 of 5 Job Number:23490-0020-00000 Elevation: G.S. 306.95 ft. O#ive gray (5Y 4/2)/reddish brown (10R 4/4) Silt, some medium- coarse sand (5M) Olive gray 15Y 4/2)/reddish brawn OOR 4/4) Silt (ML) Olive gray (5Y 4/2)/reddish brown (tOR 4/4) Silt (ML) Well Completion TRC Environmental Corporation *Customer -Focused Solutions# 6340 Quadrangle Drive, Suite 200 Chapel Hill, NC 27514 Phone 1919) 419-7500 Fax i019) 419--7501 o � � � y J o W a u 41 n E o N m 4' c roCOo m aCO 0. Log of Well P202 Anson County — SAM.F. Poikton, North Carolina Materials Description Sheet 5 of 5 Job Number:23490-0020-000OC Elevation: G.S. 306.95 ft. 63 Olive gray (5Y 4/2)/reddish brown (10R 4/4) Silt (ML) S-13 2/1 100/2" 64 Bottom of Borehole at 84 feet No cl€abase observed - boring abandoned with portiand cement. 65Remarks: 1Waler level 24` BGS at completion 66 67 68 69 70 71 72 73 74 75 76 77 Well Completion TRC Environmental Corporation *Customer —Focused Solutions* 6340 Quadrangle Drive, Suite 200 Chapel Hill, NC 27514 Phone (919) 419-7500 Fax 1919) 419-7501 Driller: Bare & Core, Inc./Mark Seiler Drill Method: Solid Stem Auger Sample Method: Drill Cuttings Borehole Diameter: 5 in. Dater Level:See Re C b Z co o N 1 � U Q Y y L cl ro m F �� R 2 2 3 ►1 Log of Well P-203 Anson County — S.W.M.F. Po*ton, Ncrth Carolina Drilling Started Finished marks Logged By: J.L. Caw, P.G. Materials Oescrfptlon 2T) Sheet 1 of 3 Job Number: 23490-0020--00000 Elevation: G.S. 302.38 ft. Date Time 10/9/97 NA 10/9/97 1315 Checked By: J.G. Tew, Jr., P.E, Pale reddish brown (1OR 5/4) Silt, some fine sand (ML) Well Completion Hard zone while drilling 5-6' No r IoCase r r, Enccvntere' Poring Portl'�rna 7 cemcT77 8 ................ Moderate reddish brown (tOR 4/4) Silt, some ' fine sand (ML) 9 10 11 12 13 TRC Environmental Corporation *Customer —Focused Solutions* 6340 Quadrangle Drive, Suite 200 Chapel Hill, NC 27514 Phone (919) 419-7500 Fax 1910) 419--7501 0 Z m �° o o a E (IJ c LD v 1 d 15 10 MA 18 19 20 i 21 24 25 26 27 28 29, Log of Well P-203 Sheet 2 of 3 Anson County -- S.W.M.F. Polkton, North Carolina Job Number: 23490-0020-00000 Elevation: G.S. 302.38 ft. Materials oescription Hell Completion Pale reddish brown {lOR 5/4) Silt, some fine sand (ML) PARRTFALLY WEATHERED ROCK - APPROXIMATE (25-45') Pale reddish brown OOR 5/4) Siltstone TRC Environmental Corporation *Customer- Focused Solutions)( 6340 Quadrangle Drive, Suite 200 Chapel Hill, NC 27514 Phone (919) 419-7500 Fay (919) 419-7501 Driller: Bore & Core, Inc./Mark Seiler Drill Method: Solid Stem Auger Sample Method: Drill Cuttings Borehole Diameter: 5 in. lWater Level: See die c o - z in o Q) U N [] Q} U a Gio d� cn a�i 0 rz 2 3 4 He Log of Well P-204 Anson County - S.W.M.F. Polkton, North Carolina Drilling Started Finlshed marks Logged By: J.L. Daw, P.G. Materials Description (0-27' Sheet t of 3 Job Number:23490-0020-000oa Elevation: G.S. 297.65 ft. Date Time 10/9/97 NA 10 / 9/97 1430 Checked By: J.G. Tew, Jr., P.E. Pale reddish brown OOR 5/4) Silt, some fine sand (HO Very pale brown (5YR 6/2)/moderate olive gray (5Y 4/2) Silt, some fine sand (ML) Pale reddish brown (IGYR 5/4)/moderate olive gray (5Y 4/2) Silt, some fine sand (f.4L) weft Completion rS C C rCC ASP. 5or;ag �CarGcneG Foy tsars �2C1 `e of 7RC Environmental Corporation *Customer -Focused Soluticns* 6340 Guadrangie Drive, Suite 200 Chapel Hill, NC 27514 Phone (gig) 41G-7500 Fax (019) 419-7501 c O - Z v m o a Li o aw u Q E m y aro Oj m n. 15 16 17 18 19 20 21- 22` 23- ....................... 24- 25- 28- 27- 28- 29- Log of Well P-204 Anson County — S.W.M.F. Polkton, North Carolina Haterlals Oescriptfon PARTIALLY WET REO ROCK - (27-45') No samples returned Sheet 2 of 3 Job Number:23490-0020-OOOOC Elevation: G.S. 297.65 ft. Heg CompleuDn TRC Environmental Corporation Log of Well P-204 *Customer -Focused Solutions 6340 Duadrangle Drive, Suite 200 Anson County -- S.W.M.F. Chapel Hill, NC 27514 Polkton, North Carolina Phone 1919) 4i9-7500 Fax (012) 4W-7501 c z o is UJ U N m L «. ...i ❑ a� Materials Oescription a x 6] ,l z Co Q U7 N ~ t? 31 Sheet 3 of 3 Job Number:23490-0020-0000c Elevation: G.S. 297.65 ft. 4ell Completion 39 40 Arkosic Sandstone cuttings on auger 41 42 43 Remarks; lhlater level 36.2' BGS at completion 44 45 Bottom of Boreho#e at 45 feet, no diabase Observed, boring abandoned with Portland Cement TRC Environmental Corporation Log of Well P205 Sheet 1 of 2 #Customer --Focused Solutions# 6340 Quadrangle Drive, Suite 200 Anson County -- S.W.M.F. Chapel Hill, NC 27514 Polkton, North Carolina Job Number: 23490-0020-00000 Phone (912) 419--7500 Fax (919) 410-7501 Elevation: G.S. 302.87 ft. Driller: Bore 5 Core, Inc./Mark Seiler Drilling Date Time Drill Method: Hollow Stem Auger Started 10/9/97 NA Sample Method: 2" O.D. Split Spoon Finished 10/10/97 0830 Borehole Diameter: 8 in. Water Level: See Remarks Lagged By: J.L. Daw, P.G. Checked By: J.G. Tew, Jr., P.E. a c € z CO LD v H CO na o Materials Description well Completion 4 E = w� U)tu ca CL PVC ' RESIDUAL SOIL (0-2') s s.o PVC - rrr SAPROLITE r . �er:era f./ o _ r.f f� Dark yellowish orange (10YR 5/6) fine Sand, some silt, some clay (SM) -- sample is from / / r drill cuttings /ff — S-1 24/0 1C-11 frr l3-I5 r r / - rrr rfr /}f /rf rr/ rr} /ff / } l f 1 / f / / PARTIALLY WEATHERED ROD{ (7.5-22.1') _ 8 Moderate brown (5YR 4/4)/moderate olive gray (SY 6/2) coarse -fine sand (SW) - S-2 .12/I2 48-50 - - 10 11 - 12 13 Moderate brown (5YR 4/4) fine sand, little silt (SH) S-3 12/12 44-80 sea€ 12 6. TRC Environmental Corporation Log 0f Well P205 Sheet 2 of 2 *Customer -Focused Solutions* 6340 Ouadrangill Drive, Suite 200 Anson County — S.LV.M.F, Chapel Hill, NC 27514 Polkton, North Caro)ina Job Number: 23490-0020-00000 Phone (aral 4%-7500 Fax (ale) 4re-7501 Elevation: G.S. 302.87 ft. C_ O Z m m u o t m Materials Description Well Completion tu v i a_m m m m LO ~ is d 15 16 17 18 19 20 Split spoon contained one large piece of quartz 21 22 Bottom of Porehole at 22.1 feet (auger refusal) 23 emarks: 1Water level 21Y BGS at cnfetion Water level 21,0' BGS after 5.5 hours Water level ..ia...10'..BGS ..10 /22../07..a.t.0550.. 24 25 26 27 28 29 Facer gaga 2 a PVC WE!f Soper. GZA GeoEnvironmental, Inc. Log of Well PZ-101 Sheet 1 of 3 Engineers/Scientists 320 Needham Street Anson Count - S.W,M.F. Y Newton Upper Falls, MA Polkton, Borth Carolina Job Number: 14876.00 Phone 1617) 969-0050 Fax (617) 955-7769 Elevation: G.S. 296.59 ft. Driller: M. King - A & E Criliing prllling Bate Time Drill Method: Hollow Stem Auger Started 6/30/97 NA Sample Method: Split Spoon Finished 6/30/97 NA Borehole Diameter: 8-1/4 in, Water Level: NA ft. Logged By: P. Lockwood Checked By: J.L. Oaw C z w o a1 � ' o vy Material$ ❑e$ctiptiori well Completion E v ❑ _ a ro Ln C 41 0 ~ U f � m • ° '• .e I�SIDUAL SOIL (o-i,) • / • /rr SAPROLITE (1.0-14.0') i rrl /rr r „ r/f Sandy Lean Clay (CL), mostly fines, little fine r / / to medium Sand, light yellowish -brown (10 YR, 5-1 IB/18 81$tl i i i 6/4). _ 4/lr WELL / // /rr iN5"• Ai' EG / / f /rl rr• rrr l rJ rr/ r/ r r 9 Sandy Lean Clay with Gravel (CL), mostly fines, little fine to coarse Sand, trace fine 12-I8 quartz Gravel, light gray (10 YR, 7/2). 5-2 18/18 18 10 11 12 13 Sandy Lean Clay with Gravel (CL), mostly Pines, little fine to coarse Sand, trace fine S-3 1219 34-100 quartz Gravel, very pale brown 00 YR, 7/3) GZA GeoEnvironmental, Inc. Log of Well PZ-101 Sheet 2 of 3 Engineers/Scientists Anson County— S.W.M.F. 3wt Needham Street Polkton N Job Number: 14876.00 Newton Upper Falls, MA North Carolina Phone (617) 209-0050 Fax (017) 865-7769 Elevation: G.S. 296.59 ft. C � J Q Materials oescrlption He€€ Comp€e,fon 03 t CL M C H R Ln o r � m PARTiA LY WEATFERED SANDSTONE {14,0--43.0*1 15 16 - 17 - 18 _ 19 _ 20 - 21 - 22 - 23 ..... - 24 - 25 - 26 - 27 - 28 29 GZA GeoEnvironmental, Inc. Log of Well PZ-101 Sheet 3 of 3 Engineers/scientists 320 Needham Street Anson County -- S.W.M.F. Newton Upper Falls, MA Polkton, North Carolina Job Number: 14876.00 Elevation., G.S. 296.59 It, Phone (ElM 960-0050 Fax (617) 965-7768 z c � o m u ai k o a°1 L) Materials Oescriptlon Well Completion a @ 7� m v, t Ln v o 31 32 33 34 - 35 - 36 - 37 38 - . ... 38 40 41 - 42 - 4 3 Bottom of Borehole at 43'. Remarks: lAuger refusal at 43'. - 44 - 45 GZA GeoEnvironmentai, Inc. Engineers/Scientists Log of Well PZ-102 320 Needham Street Anson Count - S,W.M,F. Y Newton upper Falls, MA Polkton, North Carolina Phone (817) 969-0050 Fax (017) 965-7769 Driller: M. King - A&E Oriliing Drilling Drill Method: Hollow Stem Auger Started Sample )Method: Split Spoon Finished 0orehole Diameter: unknown fn. Water Level: Dry (10/97) Logged 8y: P. Lockwood C � Z E yCL m o Wv aW o `' katerEals Description tion cc m m I m vm o -- r N o C7 d m • .a �SMUAL .•r , SAPROU E (1.o-18.o,) Sheet t of 2 Job Number: 14876.00 Elevation: G.S. 287.9t ft. Date Time 6/26/97 NA 5/26/97 NA Checked 0y: J.L. ❑aw 2 rrr rrr rrr rrr 3 rrr ;;; Lean Clay with Sand (CL), mostly fines, little r r fine to medium Sand, trace fine 12-i5 Gravef, red (2.5 YR. 5/6), 5� 1 18/l8 i i i t8 4 .�� 5 6 7 r Lean Clay (CL) mostly fines, trace fine Sand, dark red (2.5 YR, 3/6), SI2 18/18 12 289 ' , 12 13 Lean Clay (CL) mostly tines, trace fine Sand, 18-25 dark red (2.5 YR, 3/6). 5-3 18/18 35 Well Completion �-- Pro!EC'rvF we!: iM9 C O�rf EiE 0-1' _ Hycra!Ep — pert nr'11� 2"PvC P15e: 0- IE' GZA GeoEnvironmental, Inc. Log of Well PZ-102 Sheet 2 of 2 Engineers/Scientists 3Needham Street Anson County — S.W.M.F. Newton Upper Falls, MA Polkton, North Carolina Job Number: 14876.00 Elevation: G.S. 287.81 ft. Phone (517) 969-0050 Fax (617) 965-7759 c z E O Materals Description tide€i completion E m v p n N m d m S-3 18/I8 18-25 „r 35 rrr rrr rrr 15 rrr rrr ' rrr rrr rrr rrr i� rrr 16 rrr rrr rrr _ rrr rrr rrr rrr 17 s r Lean Clay (CL) mostly Sines, trace fine Sand, >,�f r • r dark red (2.5 YR, 3/6), : r r - Sanc r rr rrr 16-26' 1U rrr PARTIALLY WEMERED SANDSTONE S-4 12/10 60-70 - 19 -« �J- lti E','iSW'Ecn 20 - 21 - 22 .. ... ...... 23 24 - 25 - 26 - 27 2 Bottom of Borehcfe at 28'. Remarks: tAuger refusal at 28', 29 GZA GeoEnvironmental, Inc. Log Of Well PZ-103 Sheet 3 of 2 Engineers/Scientists 320 Needham Street Anson County — S.W.M.F. Newton Upper Falls, MA 17olkton, North Caroling Job Number: 14876.00 Phone (617) 969-0050 Fax (617) 965-7769 'Elevation: G.S. 294.69 ft. Driller: M. King - ASE Drilling Drilling Date Time Drill Method: Hollow Stem Auger Started 6/24/97 NA Sample Method: Split Spoon Finished 6/25/97 NA Borehole Diameter: 8-1/4 in. iieter Level; NA Logged By: P. Lockwood Checked By: J.L. Daw C � Z E ° O m * n a(D Materials Description Well Completion CL [) m H 95 n E o O y C C i M 0' _O m RESIDUAL SOIL (o-1') .: e a — SAPROLFIE i1.o-19.0') !rr _ 2- 34.;;; No recovery. _ !rr S-1 18/0 10-1214 ,,, �.0 wELL — �� i,:STdLLE3 _ 7 !, / Lean Clay (CL) mostly fines, trace fine Sand, yellowish -red (5 YR, 5/6). S-2 18/10 6-13 _ 20 9 - - 10 11 12 13 Lean Clay fCL) mostly fines, trace fine Sand, 6-28 yellowish -red (5 YR, 5/6). 5-3 18/12 50 TRC Environmental Corporation Log of Well PZ-300 Sheet i of 3 Customer -Focused Soiutions* Carolina Piedmont Disposal Facility 634C Quadrangle Drive, Suite 200 Anon County —Proposed MSWLF s y Job Number 23187-C210-0000 Chapel Hill, NC 27514 Elevation: 317.76 G.S. ft Phone [919) 412-7500 Fax (919) 4t9-7501 POlkton, North Carolina Driller: Bore 6 Core, Inc, Drilling Date Time Drill Method: Hollow Stem Auger Started 6/18/98 2:t5 PM Sample Method: Split Spoons, Shelby Tube S Bulk Sample Finished 6/18/98 6:30 PM Borehole Diameter: 8 1/4 in. Water Level: See Remarks Logged By: M.L. Bab&, P.G. Checked By: J.G. Tew, Jr., P.E. C � Materials Description Well Completion a a? u7 ~ c� 0 a m Poller J • p. RESIDUAL SOIL 0.00-LOO i •! /. SAFROLITE: {1.pQ-33.50') Dark brown, sandy, f clayey, silts with purplish inclusions and rrr banding, denser with increased depth, 2 /rr - rr/ 3 r/r //r *Shelby Tube 2-4' PZ-30C-Si2 r/! SPT-t NR 7,9,17 N/A `/' Cemerr / / l / / l f / I NR = Not Recorded ,rr i r!r N/A = Nat Applicabfe ... .......... rrr /rr SPT-2 NR 12,15,;9 N/A 10 r 11 12 f SPT-3 NR 25,50,S0 N/A TRC Environmental Corporation Log of Well PZ-300 Sheet 2 of 3 *Customer -Focused Solutions* Carolina Piedmont Disposal Facility 634C Quadrangle Drive, Suite 200 Anson County - Proposed MSWLF Job Number: 23187--0210-COOC Chapel Hill, NC 27514 (Elevation: 317.76 G.S, ft Phone (9191 4t9-7500 Fax (919) 419-7501 Polkton, Nortf Carolina c Z E Haterials Description Weli Completion a G roro v ZI L CD a o m SPT-3 NR 25,50,5C l NIA rr/ I r/r f rr/ ,rr rrr l6rrr r r r ,rr 17 i.i SAPROLITE: (continued) (1.0'-33.50') Dark r r' brown, sandy, clayey, slits denser with increased depth. rrr „ r 5PT-4 NR 17,31,50 NIA r vC rrr = 20 ;;; NR Not Recorded rrr Irr rrr _ 21 rr/ rrr r r NIA = Not Applicable rr 22 " i(P7-300 - S92 20-30' (bulk sample) ... ...... .. ....... ...... 3 ....... ........ ... ......... . ..... ..... ..... .. .... �. .. 24 SPT-5 NR 17,40,5C N/A 25 26 27 28 29 SPT-o NR 17,37,50 NIA TRC Environmental Corporation Log of Well PZ-300 Sheet 3 of 3 .xCustomer--Focused Solutions# Carolina Piedmont Disposal Facility 6340 Quadrangle Drive, Suite 200 Anson County — Proposed MSWLF Job Number: 23187-0210-0000 Chapel Hill, NC 27514 Elevation: 317.76 G.S. ft Phone (9191 419-7500 Fax (919) 419-7501 Polkton, North Carolina O D Z .R f0 O p} U * o a materials Description Well Completion a io a� a o Co 31 32 33 Zl End Cap 34 Bottom of borehole at 33,85 SPT-7 NR 100/.2 N/A 3 5 Remarks: IWaf er level 30.42' BGS at completvn. Water level 31.20' BGS after 24 hours. Water level 30.98' BGS at stabilization on 6/25/98. 36 3 % NOTE: SPT-T was driven to 35' via standard penetration testing techniques. 38 39 40 41 42 43 44 45 TRC Environmental Corporation Log of Well TML-108S Sheet t of 2 *Customer -Focused Solutions* Carolina Piedmont Disposal Facility 6340 Quadrangle Drive, Suite 200 Anson County -- Proposed MSWLF Job Number: 23187-0210-0000 Elevation: 279.29 G.S. Chapel Hill, NC 27514 Polkton, North Carolina Phone (919) 419-7500 Fax (919) 419-7501 Driller: Bare S Core, Inc. Drilling Date Time Drill Method: Hollow Stem Auger Started 6/17/98 10:01 AM Sample Method: Shelby Tube; Bulk Sample; Split Spoon Samplin Finished 6/17/98 1:08 PM Borehole Diameter: 8 1/4 in. Water Level: See Remarks Lagged By: M.L. Babuin, P.G. Checked By: J.G. Tew, Jr., P,E, o m m o z * m Materials ❑escription well completion CD E a� CL ro Cf3 C � Cl ~ L7 n'7 m a • RESIDUAL SOIL (0.50-25.00) SAPROLITE: (0.5c-26.001 Brown to tan, sandy- r / � '" silt with minor clay (increasingly dense with increased depth). SPT-1 NR 1,12,23 N/A ,rr 2 ,rr r// rrr rrr rrr -- / l l *Shelby tube {2.CO'-4,0)') TML-108S-SI1 C---- �orCarl /, l t.e-.ent / J f / l f rrr NR w Not Recorded — Rert:3n to - r r r sCa' rr /rr f N/A _ Not Applicable - r „ SPT-2 NR 12.12,28 N/A rrr r r r r/ 8 / 5anc7 rr , Q l — I 10- C.�tie� (1c "7-35,C. 12 SPT-3 NR 15,18,33 N/A { TRC Environmental Corporation Log of Well TML-108S Sheet 2 of 2 * Customer- Focused Solutions* Carolina Piedmont Disposal Facility 6340 Quadrangle Drive, Suite 200 Anson Count Job Number: 2318T-0210-0000 Chapel Hill, NC 275i4 y _ Proposed MSWLF Phone (919) 419-7500 Fax (919) 419-7501 Polkton, North Carolina Elevation: 279.29 G.S. c o Z e D o as CD IL n w Materials Description Well Completion E Cr toCL t� m Cn C Y ~ U� a o LL m SAPROLITE: (continued) Brown to tan, sandy SPT-3 NR 15,18,33 N/A iri silt with minor clay (increasingly dense with increased depth). 17 18 -FTT19 5PT-4 NR 18,18,39 N/A 20 ' , 21 , 22 24 SPT-5 NR 50/81, N/A 2 PARTIALLY WEATHERED ROCK (PWR): sna Cap Bottom of borehole at 25.15 feet. 26 *Bulk sample (25.00-25.15' composite) TML-108S-SB1 27 Remarks: Water level at 11.94' BGS at time of boring; 14.75' BGS after 24 hours and 14,71' BG5 stabilized as measured on 6/25/98. 28 29 TRC Environmental Corporation Log of Well TML-108D Sheet 1 of 3 *Customer -Focused SoluUDris Carolina Piedmont Disposal Facility 6340 Quadrangle Drive, Suite 200 Anson County - Proposed MS'-ALF Job Plumber: 23187-0210-0000 Chapel Hill, NC 27514 Elevation: 279.10 G.S. ft. Phone (9191 419-7500 Fax f919) 4f8-7501 POlktom, North Carolina Driller: Bore Core., „..... Drilling Date Time Drill Metho : Rotary/Tricone 11 Started 6/22/98 1:15 PM Sample Method: AX" ore-36.0' - 45.0' Finished 6/22/98 6:30 FM Borehole Diameter: 8 1/4 in. Water Level: See Remarks Logged By: M.L. Babuin, P.G. Checked By: J.G. Tew, Jr., P.E. o L Materials Description Well Comp€etiorn n Cl r C7 C 3 C7 LCC:�in ,9 d CGv c! • • a ..a RESIDUAL SOIL 0.50-25.00 r!r r!r SAPROLITE: (0.50-25.00') Brown to tan, 2P`.0 sandy silt with minor clay (increasingly dense Riser l / / with increased depth).= 24 / f f rf/ rrr C�menl f000- ff! rrr 011 ,fr f„ /rr rrr rr/ rr/ rrr rr/ rrf rrr rr: 6 rrr ;; . NOTE: No Shelby tube samples, bulk samples or r r r split spoon SPT's were taken in this boring. Refer to boring log for TK-108 -S for sample rr it _ descriptions,__ 7 ! rrr l f f / l 9 10 I 12 13 TRC Environmental Corporation Log of Well TML-1084 Sheet 2 of 3 *Cu stomer-Focused solutions* Carolina Piedmont Disposal Facility 6340 auadrangle Drive, Suite 2CC Anson County — Proposed MSNLF Jab Number: 23187-C21C-0000 Chapel Hill, NC 27514 Phone (918) 419-7500 Fax (9t9) 4t9-7501 Polkton, North Carolina Elevation: 279.10 C.S. ft. m o Z Matena#s Cescription Wel! Completion a CD a L E co n 2 r U 4J 0 F •rr /rr 5APROLITE: (continued) Brown to tan, sandy rr, sift with minor clay (increasingly dense with 15 rr, „ r increased depth). r/r ♦rr rrr 16 17 r„ l 1 / 19 2C 21 rri rrr rr . 22 r NOTS: No she€by tube samp€es, bulk samples or split spoon SPT's were taken in this baring. Refer to boring log for TML-106-S for sample descriptions. 23 24 25 PARTIALLY WEATHERED ROCK (PWR): Dense i a O 0 brown, sandy silt. (25.0o'-36.50') 0 26 0 Op 27 �o. o 00 28 00 a 00 29 ° o. o a ID d 0 TRC Environmental Corporation Log of Well TML-108D Sheet 3 of 3 *Customer -Focused solutions* Carolina Piedmont Oisposal Facility Job Number' 23187-0210-0000 ' 6340 Quadrangle Drive, Suite 200 Chapel Hill, NC 27514 Anson County - Proposed MSWLF Y p elevation: 279.10 G.S. ft. Phone (919) 419-7500 Fax (919) 419-7501 Polkton, North Carolina o c Z a, � E t, m o L. a a O Materlais description Well Compietion aD m LO x o F M o.. M a o. o •A •.O. o 31 " A ' O 32 Q 33 00 eentani:e Seal .6 • p. 0 i3100-37.0 3 4 '. o. a Z:kQ 35 00 36 00 Diatwe (36.50'-45,00' cores) Oark, basaltic, ophitic texture. 3 Filter Sand 137,00-45.1' 38 Run #t OD-80% . 39 2" (.010) -PVC we11......... . SCi Pen (39.00--45.0 4 0 Remarks: 1Waler level at 34.19' BGS at 2Water compietj3on, level 14.44' BGS after 24 C-1 N/A hours. Water level 14.55' on 6/25/98. 41 N/A M Not Applicable 42 Runt ROD-50% 4 3 44 45 End cap Bottom of Borehole at 45.15 feet, I RISING/FALLING HEAD HYDRAULIC CONDUCTIVITY TEST DATA HK li 0 1 20 30 40 50 6 0Ij t TLma ( mLn) by : - GEOSOL_UT T ONS Aqu vrer: Water Tab I e ( SoproI Lt,e) ThLoknefe: 30.0 Depth; 27.8 lust 3oreen: Tope 24.1 Nee; 27.8 -feet Gee In ® Rad Lue : 1 .00 LA Dat® a 10-17— 97 1 Wa I l No . a 1- 1 0 10 20 30 40 5 Ttma (mtn) by ; GEOSOLJT I ONS Aqu Lfigr A ®®cdraak ( D tab inag) Th tot noes, 60.0 Depth: 48.0 feet Sodom: Top: 38.0 Bm®e: 48.0 feet C m a 3 n ri Rm d E. t, m a 1. 00 In We] [ S l u Toot ®a t® Anson County® NC Lond-f tl 1 SLte a 0 10 20 30 40 F?0 60 70 EX Tlm® ( mLn) by : GEOSOLU TTONS Aqu Lfar *n Water Table (Sepro 1 Lt®) Th Lok news: 30.0 Depth: 29.0 Test Sorest a Top; 28.0 Bassi 29.0 Teat r.- 1n n P i f,im 71 _M in Well Slug loot Data Anson C®untye NC L.ndfiLI SLte 10 20 30 40 50 6� Ttma (mtn) b y : GE®SOLUT T ®NS Aqu tfaor = B®draook C Sande tons? Thcoino®®: 50„0 Doplh: 68.0 foot Sor®ant Top; M.0 News 68.0 fast rmo 1n n Rwr1 [u®: 1 ®00 In �o Anson County, NC L.c n d f Ll I S L t Da t e : 10-17- ` 7 1 W®! i No.: P- 3D HEAD_ 2_20 (i®. L) 5 10 15 20 25 30 Tirrm ( mIn) e y : GEOSOLUT I ONS AquC?or: Par ttol I Wgathorod San doLon o Th lak n®®®: 26.0 Depth: 38.0 feet Sorerns Taps 36.5 Basel 38.0 'rest rna ton Flmr1 ttim a 1 AW in Da to : 10-17-97 i 1 No : P-- 43A 25 50 75 1 010 1 � Tirr� (min) by: GEOSOL UTIONS Aqu Liar• : Bodr°ook ( Sean da ton a) Thtok nsys: 6000 Depth: 60.0 feat Sor°®®n i Tope 50.0 Bars: 60.0 'rest C®q in Fed tu• : 1 .00 to �; • �- -. '• HIV �'Anson Coun ty or NC Do La: 1 o-17-97 1 1,611 No.: P-'D ro 0 10 20 30 40 50 60 i' Tlrrm ( mLn) by : GEOSOLUTIONS Aqu t-'or : Bradrook (Conglomerate) Thtotn®®®: 60.0 Depth: 50.9 fast Sarr®n: Top: 43.0 Same. 60.9 T®et CYna i.n n fed [ue : 1 .00 to 10 1 mo 25 SO 75 100 12 Tlme (min) by GE®S®LUT I ONS AquLfar: Par Ltol I WoaLherod Can pl Th Lot ne®®: 17.0 Dopth: 3B.0 Tr*t 3aremn : Top: 23.0 E6®®: 38.0 Tout An s •; ri is N to : 10-17-97 1 1411 No . : P- HN a a 4— C 1. 0 25 50 75 100 12 Ttmv C min) e y : OEOSOLUT T ONS Aqu Lfer a Sopro I Ltci ThLotnrss: 46.0 Dopth: 37.0 fist Sorsrn: Top: Z7.0 Boom; 37.0 feet We I I Si yjg T®® t ®o t® Anson County, N firs um.- 10-17- 97 1 1� 1 1 No m w P- S 0 10 20 30 40 50 60 71 T t rrw ( m t n) by , GE®SOLUT I O S Aqut4®r: Par ttoI I Won therad Son doLon ® Thlok n®f4: 10.0 Depth: 36.0 foot Borman: Top: 27.9 Bog®: 36.0 Trot In Wo l 1 Slug Toot Data Ans®n County NC L®n df t l 1 SLte Date: 10 --17— 97 1 i•6 1 1 No..- P- 7S 0 10 20 30 40 50 60 70 50 9 T- Lma ( m Ln ) by ; GE O ;OLUT I ONS Aquifer: Badrooi ( Sand® ton n) Thtotneee: 50-0 Depth: 50-8 feet Soreen; Top.- 33.6 Nee-. 60.8 feet Woii Slug Topt Data AnsonCounty, n d r n — d — - i rA -- 1 7.- c?7I i. r„ , r KT, . PR-- Rn T L rsoo ( rn t n) by: GELS®LUT I CANS Aqu tfar: ®odrook ( Sanduton a) Th tok neam: 50.0 Dopth: 41 .0 Tmet 3ormrn: Top: 32.0 Boom: 41.0 feet Coming Red tum 4 l .00 In we uto Anson Cty ounO • •' I]a t o e 1®-17— 97 I Wu f 6 No . e P-12D RG 0 10 20 30 40 50 60 70 8 TLmu (min) by: GEOSOLUTTONS Aqu Lfo r° r Water T®b is ThLoIness: B0.0 Dspth: 36.0 T®mt 3orown: Top; 31.4 Nes: 36.0 foot ram,- r., ro vn in We I S I u T® p t Do to Anson Coun ty, , NC L®ndf LI I SLts D® to : 10-1 a-97' Waif No.; y P 1 O-4 O 10 20 30 40 50 Ttme C mLn) b y : - GEOSOLUT I ONS AquLf®rs Water Tabi® Th lot ne": 20.0 Depth: 21.0 fast 3ar.®n : Top.- 16.0 Bass: 21.0 feet Ca® Ln qa FZvd Lu®: 1 .00 In W® I I Sl ue Anson County® NC Linndf Ll I SLte ®a t ®a 10--17— 97 0 2F50 75 100 114 T Cn-m C m Cn ) by : GEOSOLUT I OILS Aqu lf®r : ®®drool ( Sand® ton a) Th lok nose: 50.0 Depth: 38.0 foot $arown : Top.- 33.0 Base: 38.0 -root WGI f S1u, Anson County, NC L®ndf Ll I SLt rM 0 0 10 20 30 40 50 6( Tema (mLn) e y : GEGS®LUT I ONS AquLfer. Dater Table Thlok n®®e: 30.0 Depot: 30.0 T®et 5oreen: Tope 15.0 Dee®t 29.0 feet C�eln� R�dlu®:i.90 In Anson County, NO 0 MR rO ►, 10 �. Tlrn® (rnln) by: GEOSOLUTIONS Aqu lfiar B Badrook (Arg III l LO Thtoi nsss: 76.0 Depth: 100- foot Sorssn: Top: 76.0 Bass: 100, fast Well Slug , s. ' Anson County, NC Lon df L 9 1 S Lt Da L ®: 10-17- 97' 1 k6i E N.,: M W t 6D 8 k .. r No! RICE 1.44E-8 1.22E-6 HEAD: 2.20 (i®4U n 0 0 ----Q ..-.------ri — O 10 20 30 T Cmu (m Cn ) by: GEOSOLUTIONS Aqutfier: Water Table Th tok naaa: 40.0 Dapth: 36.0 fast Boman s Tops 13.3 Base a 36.0 faa t We I I Slug TG e t ®a t G.P Anson County, NC Lan f L l 1 SLte flia 4-� 7 1 R--1 7-W 97 161 1 Nn , R m m 9-- m 2 10 0.1 Time C m >.n l for: TRG Env Lren men to b y : GEOSOLUT I GNS Aqu Lfer : Stapro I Lte Thlcknaas; B.2 DepLh: 25.1 feet Screen: Top: 16.9 Booe: 25.1 feet Caa Lng Rad 1uo:1 .00 in e i i Si ug Test Doto Anson C®u n ty , NC Proposed L®n df t 1 I S tte Dote; 06- 26- 98 I We I I No . e 106S I I 0.1 10 20 30 40 E0 69 TLme (mLn) for: TRC Env Lr ®.n.,me n to by : GEOSOLUT I ®NS Aqu Lfer A Bedrock (❑ Lobo aa) ThLek naae: 200. Depth: 45.0 Teat Screen: Top: 39.0 Bnae: 45.0 feet Cag ing Rad Luo:1 .00 Ln Well Slug Test Date Anson County, NC Proposed Len df L I 1 S Lte Date. 06- 26- 96 We i I No.: 106D ------- ---- P-2S------------------- PAGE 1 DATA SET: P-2S DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P-2S COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT. Well Slug Test Data WELL DEPTH: 27.80 feet AQUIFER: Water Table (Saprolite) TIIICKNESS: 30.00 feet WATER TABLE: 24.18 feet DURATION OF BAILING: 0,60 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 24.180 feet PACKING POROSITY: 25.000 m WELL SCREENED FROM 24.18 TO 27.80 feet All depths are from Surface FITTING ERROR: 7.128 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: 4.00E-08cu m/cm/sec COND: 4.38E-05 cm /sec FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0300 1.90 2 0.0470 1.90 3 0.0630 1.89 4 0.0800 1.89 5 0.0970 1.88 6 0.113 1.88 7 0.130 1.87 8 0.147 1.86 9 0,163 1.84 10 0.180 1.83 11 0.197 1.82 12 0.213 1.81 13 0.230 1.48 1.35 8.98 14 0.247 1.47 1.35 8.68 15 0,263 1.47 1.34 8.38 16 0.280 1.46 1.34 8.08 17 0.297 1.46 1.34 7.72 GEOSOLUTIONS 0 --------- ---------- P-2S -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.313 1.45 1.34 7.41 19 0.330 1.44 1.34 7.10 20 0.400 1.42 1.34 6.18 21 0.483 1.37 1.33 3.17 22 0.567 1,34 1.32 0.833 23 0.650 1.32 1,32 - 0.190 24 0.733 1,29 1.31 -1.71 25 0.817 1.28 1.31 - 2.24 26 0,900 1.27 1.30 -2.88 27 0.983 1.25 1.30 -4.02 28 1.80 1.19 1.25 -5.21 29 2.80 1.12 1.19 -6.42 30 3.80 1.06 1.13 -6.84 31 4.80 1.00 1,08 -8.11 32 5.80 0.953 1.03 -8.42 33 6.80 0,902 0.984 -9.16 34 7.80 0.858 0.938 -9.36 35 8.80 0.821 0,S94 -8,91 36 9.80 0.783 0.852 -8.82 37 14.00 0.645 0.695 -7,89 38 19.00 0.532 0.546 -2.78 39 24.00 0.451 0,429 4.72 4-0 29.00 0.393 0.337 14.51 41 34.00 0.351 42 39.00 0.319 43 44.00 0.294 44 49.00 0.275 45 54.00 0.257 46 59.00 0,244 47 64,00 0,225 48 69.00 0.225 49 74.00 0.219 CURRENT RESOLUTION MATRIIX NOT AVAILABLE • GEOSOLUTIONS 0 -------------------- P-2S ------ ------ PAGE 1 DATA SET: P-2S DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P-2S COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 27.80 feet AQUIFER: tJ'ater Table (Saprolite) THICKNESS: 30.00 feet WATER TABLE: 24.18 feet DURATION OF BAILING: 0,50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 24.180 feet PACKING POROSITY: 25.000 90 WELL SCREENED FROM 24.18 TO 27.80 feet All depths are from Surface FITTING ERROR: 6.873 PERCENT V4'ELL POINT -FILTER IN UNIFORM S61- (Hvorslev) MODEL PARAMETERS: TRANSM: 1.93E-06cu m/cm/sec COND: 2.11E-03 cm /sec FREE FREE TRANS. RATIO [SQRT(Kr/Kz)]: 1.00000 FREE No- TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0300 1.90 2 0.0470 1.90 3 0.0630 1.89 4 0.0800 1.89 5 0.0970 L88 6 0.113 1.88 7 0.130 1.87 8 0.147 1.86 9 0.163 1.84 10 0.180 1.83 11 0.197 1.82 12 0.213 1.81 13 0.230 1.48 14 0.247 1,47 15 0.263 1.47 1.33 9.34 0 GEOSOLUTIONS ° -------------------- P-2S - ----------- --- PAGE 2 No. TIME Head, H (fee[) DIFFERENCE (min) DATA SYNTHETIC (percent) 16 0.280 1.46 1.33 9.05 17 0.297 1.46 1.33 8.68 18 0.313 1.45 1.33 8.38 19 u.330 1.44 1.33 8.07 20 0.400 1.42 1.32 7.16 21 0.493 1.37 1.32 4.17 22 0.567 1.34 1.31 1.85 23 0.650 1.32 1.31 0.837 24 0.733 1.29 1.30 -0.676 25 0.817 1.28 1.30 -1.21 26 0.900 1.27 1.29 -1.84 27 0.983 1.25 1.29 - 2.97 28 1.80 1.19 1.24 -4.21 29 2.80 1.12 1.18 -5.48 30 3.80 1.06 1.12 -5.96 31 4.80 1.00 1.07 - 7.29 32 5.80 0.953 1.02 -7.67 33 6.80 0.902 0.978 -8.47 34 7.80 0.858 0.933 -8.74 35 8.80 0.821 0.889 -8.36 36 9.80 0.783 0.848 - 8.34 37 14.00 0.645 0.694 -' l 38 19.00 0.532 0.547 - 2.94 39 24.00 0.451 0.431 4.26 40 29.00 0.395 0.340 13.82 41 34.00 0.351 42 39.00 0.319 43 44.00 0.294 44 49.00 0.275 45 54.00 0.257 46 59.00 0.244 47 64.00 0.225 48 69.00 0.225 49 74.00 0.219 CURRENT RESOLUTION MATRIIX NOT AVAILABLE 0 GEOSOLUTIONS -------------------- P-21) --------- PAGE 1 DATA SET: P-21) DATE: 10-17.97 LOCATION: Anson County, NC WELL NO.: P-2D COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 48.00 feet AQUIFER: Bedrock (Diabase) THICKNESS: 50.00 feet WATER TABLE: 24.30 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 i❑ DEPTH TO AQUIFER: 24.300 feet PACKING POROSITY: 25.000 % WELL SCREENED FROM 38.00 TO 48.00 feet All depths are from Surface FITTING ERROR: 7.060 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: 5.25E-08cu mlcm/sec COND: 3.44E-05 cm /sec FREE FREE ` No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0300 2.93 2 0.0430 1.93 3 0.0570 2.10 4 0.0700 2.16 5 0.0830 1.90 6 0.0970 2.27 7 0.110 1.90 8 0.123 2.02 9 0.137 2.03 10 0.150 2.02 11 0.163 2.00 12 0.177 2.01 13 0.190 1.98 14 0.203 1.95 1.97 -0.862 15 0.217 2.12 1.97 7.02 16 0.230 1.98 1.97 0.651 17 0.243 2.12 1.96 7.46 GEOSOLUTIONS -------------------- P•M ------- -------- --- -- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.257 1.53 1.96 -28.49 19 0,270 1.85 1.96 -5.78 20 0.283 1.98 1,96 1.02 21 0.277 1.98 1.96 1.12 22 0.310 1.99 1.95 1.51 23 0.323 1.98 1.95 1.31 24 0.350 1.97 1.95 1.15 25 0,417 1.96 1.94 1.02 26 0.483 1.95 1.93 0.837 27 0.550 1.94 1.92 1.00 28 0,617 1.93 1.91 0.819 29 0.683 1.92 1.90 0.671 30 0.730 1.91 1.99 0.785 31 0.817 1.90 1.88 0.637 32 0.883 1.88 1.88 0.426 33 0.950 1.87 1-97 0.269 34 1.20 1.83 1.83 0.0163 35 2.00 1.72 1.73 -0.593 36 2.80 1.62 L63 - 0.829 37 3.60 1.53 1.54 -1,11 38 4.40 1.44 1.46 -1-30 39 5.20 1.36 1.38 -1.35 40 6.00 1.29 1.30 -1.36 41 6,80 1,21 1.23 -1.13 42 7.60 1,14 1.16 - L24 43 8A0 1.08 1.09 -1.05 44 9.20 1.02 1.03 -0.714 45 10.00 0.973 0.978 -0.576 46 14.00 0.734 0.734 -0,0943 47 18,00 0.558 0.551 1.15 48 22.00 0.426 0.414 2.79 49 26.00 0.326 0.310 4.63 50 30.00 0.251 0.233 7.01 51 34.00 0A88 0,175 6.79 52 38.00 0.144 0.131 8.64 53 42.00 0.106 0.0987 6.82 54 46.00 0.0750 0.0741 1.13 55 50.00 0.0430 0.0556 -29.45 CURRENT RESOLUTION MATRIIX NOT AVAILABLE 0 GEOSOLUTIONS ' _._-.------------ P-2D-R----------- ------ PAGE 1 DATA SET: P-2D-R DATE: 10-17-97 LOCATION: Anson County, INC WELL NO.: P-2DR COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 29.00 feet AQUIFER: Water Table (Saprolite) THICKNESS: 30.00 feet WATER TABLE: 24.53 feet DURATION OF BAILING. 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 24.530 feet PACKING POROSITY: 25.000 Fb WELL SCREENED FROM 28.00 TO 29.00 feet All depths are from Surface FITTING ERROR: 0.620 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (BoeouGI„ver & Rice) MODEL PARAMETERS: TRANSM: 7.21E-09cu mlcm/sec COND: 7.88E-06 cm /sec FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.167 2.28 2 0.180 2.89 3 0,193 2.89 4 0.207 2.87 5 0.220 2.86 6 0.233 2.86 7 0.247 2.85 8 0.260 2.85 9 0.273 2.85 10 0.287 2.85 11 0.300 2.84 12 0.313 2.84 13 0.327 2.84 2.81 1.06 14 0.367 2.84 2.81 1.09 15 0.433 2.83 2.81 0.737 16 0.500 2.83 2.80 0.797 17 0.567 2.83 2.80 0.857 GEOSOLUTIONS -------------------- P-2D-R -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.633 2.82 2.80 0.670 19 0.700 2.82 2.80 0.730 20 0.767 2.81 2.80 0.578 21 0.833 2.81 2.80 0.637 22 0.900 2.81 2.79 0.485 23 0.967 2.81 2.79 0.545 24 1.40 2.79 2.78 0.257 25 2.20 2.76 2.76 -0.175 26 3.00 2.73 2.74 - 0.366 27 3.80 2.71 2.72 - 0.343 28 4.60 2.69 2.70 -0.550 29 5.40 2.67 2.68 -0.539 30 6.20 2.65 2.66 -0.533 31 7.00 2.62 2.64 - 0.762 32 7.80 2.61 2.63 -0.769 33 8.60 2.59 2.61 -0.780 34 9.40 2.57 2.59 -0.797 35 11.00 2.53 2.55 -0.847 36 15.00 2.44 2.46 -0.786 37 19.00 2.36 2.37 -0.599 38 23.00 2.28 2.29 -0.533 39 27.00 2.20 2.21 -0.598 40 31.00 2.12 2.13 -0.470 41 35.00 2.04 2.05 - 0.517 42 39.00 1.98 1.98 -0.346 43 43.00 1.91 1.91 -0.350 44 47.00 1.84 1.84 -0.108 45 51.00 1.78 1.78 0.0167 46 55.00 1.71 1.72 -0.332 47 59.00 1.66 1.65 0.244 48 63.00 1.60 1.60 0.415 49 67.00 1.55 1.54 0.785 50 71.00 1.49 1.49 0.253 51 75.00 1.45 1.43 0.856 CURRENT RESOLUTION MATRIIX NOT AVAILABLE ® GEOSOLUTIONS ' _.---------------- P-31) -------------------- PAGE 1 DATA SET: P-3D DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P-3D COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well'Slug Test Data IN -ELL DEPTH: 68.00 feet AQUIFER: Bedrock (Sandstone) THICKNESS: 50.00 feet WATER TABLE: 24.32 feet DURATION OF BAILING: 0.50 mia WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER; 4.359 in DEPTH TO AQUIFER: 24.320 feet PACKING POROSITY: 25.000 ro WELL SCREENED FROM 5&00 TO 68.00 feet All depths are from Surface FITTING ERROR: 0.581 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: 8.79E-10cu mlcm/sec COND: 5.76E-07 cm /sec FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0570 3.20 2 0.0700 2.22 3 0.0830 2.17 4 0.0970 2.15 5 0.110 2.13 6 0.123 2.13 7 0.137 2.12 8 0.150 2.13 9 0.163 2.12 10 0.177 2.12 11 0.190 2.12 12 0.203 2.10 13 0.217 2.13 14 0.230 2,11 2.09 0.947 15 0.243 2.11 2.09 0.947 16 0.257 2.09 2.09 - 0.294 17 0.270 2.12 2.09 1.22 GEOSOLUTIONS ------------------- P-3D -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.283 2.12 2.09 1.50 19 0.297 2.12 2.09 1.22 20 0.310 2.10 2.09 0.337 21 0.323 2.10 2.09 0.337 22 0.350 2.10 2.09 0.621 23 0.417 2.10 2.09 0.339 24 0.483 2.10 2.09 0.341 25 0.550 2.09 2.09 0.0575 26 0.617 2.09 2.09 0.0590 27 0.683 2.09 2.09 0.0606 28 0.750 2.09 2.09 0.0621 29 0.817 2.09 2.09 0.0637 30 0.883 2.09 2.09 0.0652 31 0.950 2.09 2.09 -0.267 32 1.20 2.09 2.09 -0.262 33 2.00 2.08 2.09 -0.531 34 2.80 2.08 2.09 - 0.513 35 3.60 2.08 2.09 -0.494 36 4.40 2.07 2.09 -0.765 37 5.20 2.07 2.09 -0.747 38 6.00 2.07 2.09 -0.728 39 6.80 2.07 2.09 -0.709 40 7.60 2.07 2.09 - 0.690 41 8.40 2.07 2.09 -M71 42 9.20 2.07 2.09 -0.653 43 10.00 107 2.09 -0.634 44 14.00 2.07 2.08 -0.540 45 18.00 2.07 2.08 - 0.446 46 22.00 2.07 2.08 -0.353 47 26.00 2.07 2.08 -0.259 48 30.00 2.07 2.08 -0.166 49 34.00 2.07 2.07 - 0.0731 50 38.00 2.07 2.07 0.0201 51 42.00 2.07 2.07 0.113 52 46.00 2.07 2.07 0.206 53 50.00 2.07 2.07 0.299 54 54.00 2.07 2.06 0.392 55 58.00 2.07 2.06 0.485 CURRENT RESOLUTION MATRIIX NOT AVAILABLE 0 GEOSOLUTIONS tr ---------------- ---- P-4SA-------------------- PAGE 1 DATA SET: P-4SA DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P-4SA COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 38.00 feet AQUIFER: Partially Weathered Sandstone THICKNESS: 26.00 feet WATER TABLE: 35.52 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 35.520 feet PACKING POROSITY: 25.000 Fo WELL SCREENED FROM 35.52 TO 38.00 feet All depths are from Surface FITTING ERROR: 7.720 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: 395E-08cu m/cm/sec COND: 4.98E-05 cm /sec FREE FREE . ....... No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0400 1.36 2 0.0530 1.39 3 0.0670 1.34 4 0.0800 1.29 5 0.0930 1.26 6 0.107 1.21 7 0.120 1.17 8 0.133 1.14 9 0.147 1.10 10 0.160 1.07 11 0.173 1.04 12 0.187 1.00 13 0.200 0.983 14 0.213 0.952 15 0.227 0.926 16 0.240 0.901 17 0.253 0.870 0 GEOSOLUTIONS ° -------------------- P-4SA -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.267 0.844 19 0.280 0.825 20 0.293 0.800 21 0,307 0.781 22 0.320 0.769 23 0.333 0.744 24 0.400 0.674 25 0.467 0.624 26 0.533 0.592 27 0.600 0.567 28 0.667 0.548 29 0.733 0.535 0.459 14.11 30 0.800 0.523 0.459 12.19 31 0.867 0.510 0.458 10.01 32 0.933 0.504 0.458 8.99 33 1,00 0.498 0.458 7.95 34 1.80 0.454 0.455 -0.246 35 2.60 0.435 0.451 - 3.87 36 3.40 0.422 0.448 -6.31 37 4.20 0.416 0.445 - 7.08 38 5.00 0.409 0.442 -8.13 39 5.80 0.409 0.439 -7.36 40 6.60 0.403 0.436 - 8.18 41 7.40 0.403 0.432 -7.41 42 8.20 0.397 0.429 - 8.26 43 9A0 0.397 0.426 -7.49 44 9.80 0.397 0.423 -6.72 45 13.00 0.390 0.411 - 5.57 46 17.00 0.397 0.397 -M754 47 21.00 0.397 0.383 3.43 48 25.00 0.390 0.369 5.15 49 29.00 0.390 0.356 8.48 50 33.00 0.378 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS -------------------- P-41) -------------------- PAGE 1 DATA SET: P-4D DATE: 10.17-97 LOCATION: Anson Couoty, NC WELL NO.: P-4DP COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 60.00 feet AQUIFER: Bedrock (Sandstone) THICKINESS: 50.00 fee: WATER TABLE: 35.50 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 35.500 feet PACKING POROSITY: 25.000 WELL SCREENED FROM 50.00 TO 60.00 feet All depths are from Surface FITTING ERROR: 0.073 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer L Rice) MODEL PARAMETERS: TRANSM: -1.83E-09cu mlcmisec COND: -1.20E-06 cm /sec FREE FREE , No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0600 3.16 2 0.0770 3.21 3 0.0930 2.87 4 0.110 3.10 5 0.127 3.09 6 0.143 3.09 7 0.160 3.09 8 0.177 3.09 9 0.193 3.09 10 0.210 3.09 11 0.227 3.09 12 0.243 3.09 13 0.260 3.09 14 0.277 3.09 15 0.293 3.09 3.09 0.124 16 0.310 3.09 3.09 0.125 17 0.327 3.09 3.09 -0.0679 v GEOSOLUTIONS -------------------- P-4D -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.383 3.09 3.09 0.127 19 0.467 3.09 3.09 0.130 20 0.550 3.09 3.09 -0.0604 21 0.633 3.09 3.09 0.136 22 0.717 3.09 3.09 - 0.0549 23 0.800 3.09 3.09 - 0.0521 24 0.883 3.09 3.09 -0.0493 25 0.967 3.09 3.09 -0.0465 26 1.60 3.09 3.09 -0.0253 27 2.60 3.09 3.09 0.00805 28 3.60 3.09 3.08 0.0414 29 4.60 3.09 3.08 0.0748 30 5.60 3.08 3.08 -0.118 31 6.60 3.08 3.08 - 0.0850 32 7.60 3.08 3.08 -0.0515 33 8.60 3.09 3.08 -0.0181 34 9.60 3.08 3.08 0.0152 35 13.00 3.07 3.08 -0.0658 36 18.00 3.07 3.07 -0.0939 37 23.00 3.07 3.06 0.0732 38 28.00 3.06 3.06 0.0122 39 33.00 3.05 3.05 - 0.0166 40 38.00 3.05 3.05 -0.0458 41 43.00 3.04 3.04 -0.108 42 48.00 3.04 3.04 0.0587 43 53.00 3.04 3.03 0.0287 44 58.00 3.03 3.03 -0.00177 45 63.00 3.02 3.02 -0.0326 46 68.00 3.02 3.02 -0.0970 47 73.00 3.02 3.01 0.0701 48 78.00 3.01 3.01 0.0384 49 83.00 3.00 3.00 0.00633 50 88.00 3.00 3.00 -0.0594 51 93.00 2.99 2.99 -0.0924 52 98.00 2.99 2.99 0.0746 53 103.0 2.99 2.98 0.0412 54 108.0 2.98 2.98 0,00751 55 113.0 2.97 2.97 -0.0602 56 118.0 2.97 2.97 0.106 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS 6 ------------------- P-5D -------- ------ PAGE 1 DATA SET: P-5D DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P-5D COUNTY: Landfill Site INIT. HEAD: 3.00 feet PROJECT: Well Slug Test Data WELL DEPTH: 50.90 feet AQUIFER: Bedrock (Conglomerate) THICKNESS; 50,00 feet WATER TABLE- 22.54 feet DURATION OF SAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 41.000 feet PACKING POROSITY: 25.000 ti WELL SCREENED FROM 43.00 TO 50.90 feet All depths are from Surface FITTING ERROR: 2.042 PERCENT "UNCONFINED PARTIALLY PENETRATED AQUIFER (]3ouwer & Rice) MODEL PARAMETERS: TRANSM: 1.55E-08cu m/cm/sec COND: 1.02E-05 cm /sec FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0700 3.22 2 0.0870 3.16 3 0.103 3.14 4 0.120 3.14 5 0.137 3.13 6 0.153 3.12 7 0.170 3,11 8 0.187 3.11 9 0.203 3.11 10 0.220 3.10 11 0.237 3.10 12 0.253 3.10 13 0.270 3.09 3.03 1,95 14 0.287 3.09 3.03 1.99 15 0.303 3.09 3.03 2.02 16 0.320 3.08 3.03 1.84 17 0.350 3.08 3.03 1.71 0 GEOSOLUTIONS -------------------- P-5D -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.433 3.07 3.02 1.69 19 0.517 3.06 3.01 1.46 20 0.600 3.05 3.01 1.44 21 0.683 3.04 3.00 1.23 22 0.767 3.03 3.00 1.18 23 0.850 3.03 2.99 1.16 24 0.933 3.02 2.99 1.14 25 1.20 3.00 2.97 0.896 26 2.20 2.92 2.91 0.494 27 3.20 2.85 2.84 0.0574 28 4.20 2.78 2.78 -0.234 29 5.20 2.71 2.72 -0.588 30 6.20 2.65 2.67 -0.780 31 7.20 2.58 2.61 -1.03 32 8.20 2.52 2.55 -1.34 33 9.20 2.46 2.50 -1.42 34 11.00 2.36 2.40 -1.72 35 16.00 2.11 2.16 -2.14 36 21.00 1.89 1.94 -2.66 37 26.00 1,68 1.74 -3.12 38 31.00 1.51 1.56 -3.34 39 36.00 1.35 1.40 -3.51 40 41.00 1.22 1.26 -2.85 41 46:00 1.09 1.13 - 2.92 42 51.00 0.992 1.01 -2.35 43 56.00 0.898 0.911 -1.50 44 61.00 0.810 0.818 -1.01 45 66.00 0.735 0.734 0.0664 46 71.00 0.665 0.659 0.847 47 76.00 0.603 0.591 1.84 48 81.00 0.552 0.531 3.74 49 86.00 0.502 0.476 4.98 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS • --------------- ----- P-5D-----------------•-- PAGE 1 DATA SET: P-5D DATE: 10.17-97 LOCATION: Anson County, NC WELL NO.: P-5D COUNTY: Landfill Site INIT. HEAD: 3.00 feet PROJECT: Well Slug Test Data WELL DEPTH. 50.90 feet AQUIFER: Bedrock (Conglomerate) THICKNESS: 50.00 feet WATER TABLE: 22.54 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 is CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 41.000 feet PACKING POROSITY: 25.000 5o WELL SCREENED FROM 43.00 TO 50.90 feet All depths are from Surface FITTING ERROR: 2.042 PERCENT SELL POINT -FILTER IN UNIFORM S y ,,L (Hvorslev) ) MODEL PARAMETERS: TRANSM: 4.20E-07cu mlcmisec COND: 2.76E-04 cm /sec FREE FREE �M a .a....w... TRANS. RATIO [SQRT(Kr/Kz)]: 1.00000 FREE No. TIME Head, H (feet) DIFFERENCE (Min) DATA SYNTHETIC (percent) 1 0.0700 3.22 2 0.0870 3.16 3 0.103 3.14 4 0.120 3.14 5 0.137 3.13 6 0.153 3.12 7 0.170 3.11 8 0.187 3.11 9 0.203 3.11 10 0.220 3.10 11 0.237 3.10 12 0.253 3.10 13 0.270 3.09 3.03 1.95 14 0.287 3.09 3.03 1.99 15 0.303 3.09 3.03 2.02 GEOSOLUTIONS 0 -------------------- P-5D ----------- -------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 16 0.320 3.08 3.03 1.84 17 0.350 3.08 3.03 1.71 18 0.433 3.07 3.02 1.69 19 0.517 3.06 3.01 1,46 20 0.600 3.05 3.01 1.44 21 0.683 3.04 3.00 1.23 22 0.767 3.03 3.00 1.18 23 0.850 3.03 2.99 1.16 24 0.933 3.02 2.99 1.14 25 1.20 3.00 2.97 0.896 26 2.20 2.92 2.91 0.494 27 3.20 2.85 2.84 0.0574 28 4.20 2.78 2.78 -0.234 29 5.20 2.71 2.72 -0.588 30 6.20 2.65 2.67 -0.780 31 7.20 2.58 2.61 -1.03 32 8.20 2.52 2.55 -1.34 33 9.20 2.46 2,50 -1.42 34 11.00 2.36 2.40 -1.72 35 16.00 2.11 2.16 -2.14 36 21.00 1.89 1.94 -2.66 37 26.00 1.68 1.74 -3.12 38 31.00 1.51 1.56 -3.34 39 36.00 1.35 1.40 -3.51 40 41.00 1.22 1.26 -2.85 41 46.00 1.09 1.13 -2.92 42 51.00 0.992 1.01 -2.35 43 56.00 0,698 0.911 -1.50 44 61.00 0.810 0.818 -1.01 45 66.00 0.735 0.734 0.0664 46 71.00 0.665 0.659 0.847 47 76.00 0.603 0.591 1.84 48 81.00 0.552 0.531 3.74 49 86.00 0.502 0.476 4.98 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS 0 -------------------- P-5D-R---------------•---- PAGE 1 DATA SET: P-5D-R DATE: 10-17-97 LOCATION: Anso❑ County, NC WELL NO.: P-5DR COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data VG, -ELL DEPTH: 38.00 feet AQUIFER: Partially Weathered Congl, THICKNESS: 17.00 feet WATER TABLE: 22.36 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 i❑ SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER- 22.360 feet PACKING POROSITY: 25.000 °io WELL SCREENED FROM 28.00 TO 38.00 feet All depths are from Surface FITTING ERROR: 2.373 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouu-er & Rice) MODEL PARAMETERS: TRANSM: 2.10E-09cu m/cm/sec COND: 4.05E-06 cm /sec FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0800 3.50 2 0.0970 3.05 3 0.113 2.60 4 0.130 2.41 5 0.147 2.46 6 0.163 158 7 0.180 2.66 8 0,197 2.69 9 0.213 2.67 10 0.230 2.64 11 0.247 2.62 12 0.263 2.61 13 0.280 2.62 14 0.297 2.62 2.55 2.70 15 0.313 2.62 2.55 2.72 16 0.330 2.62 2.35 2.73 17 0.400 2.61 2,34 2.58 6 GEOSOLUTIONS -------------------- P-5D-R --------- _--•------ PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.483 2.61 2.54 2.40 19 0.567 2.61 2.54 2.48 20 0.650 2.60 2.54 2.33 21 0.733 2.59 2.54 2.19 22 0.817 2.59 2.53 2.00 23 0.900 2.59 2.53 2.08 24 0.983 2.58 2.53 1.93 25 1.80 2.54 2.51 1.31 26 2.80 2.51 2.49 0.796 27 3.80 2.47 2.46 0.256 28 4.80 2.43 2.44 - 0.269 29 5.80 2.39 2.41 - 0.863 30 6.80 2.36 2.39 -1.18 31 7.80 2.33 2.37 -1.57 32 8.80 2.30 2.34 -1.93 33 9.80 2.27 2.32 -2.04 34 14.00 2.17 2.23 - 2.74 35 19.00 2.05 2.12 -3.19 36 24.00 1.95 2,02 -3.63 37 29.00 1.85 1.92 -3.99 38 34.00 1.76 1.83 -3.95 39 39.00 1.68 1.74 -3.73 40 44.00 1.60 1.66 -3.43 41 49.00 1.53 1.58 - 2.90 42 54.00 1.46 1.50 - 2.57 43 59.00 1.40 L43 -1.96 44 64.00 1.34 1.36 -1.62 45 69.00 1.28 1.29 -1.04 46 74.00 1.23 1.23 -0.583 47 79.00 1.18 1.17 0.179 48 84.00 1.12 1.12 0.671 49 89.00 L08 1.06 1.59 50 94.00 1.03 1.01 1.78 51 99.00 0.998 0.967 3.02 52 104.0 0.947 0.921 2.70 53 109.0 0.910 0.877 3.60 CURRENT RESOLUTION MATRIIX NOT AVAILABLE • GEOSOLUTIONS ------•------------ P-6D-R-------------------- PAGE 1 DATA SET: P - 6D - R DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P-6DR COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 37.00 feet AQUIFER- Saprolite THICKNESS: 48.00 feet WATER TABLE: 22.24 feet DURATION OF SAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4359 in DEPTH TO AQUIFER. 22.240 feet PACKING POROSITY: 25.000 % WELL SCREENED FROM 27.00 TO 37.00 feet All depths are from Surface FITTING ERROR: 3.173 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: 8.34E-09cu mlcmisec COND: 5.70E-06 cm /sec FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.167 1.24 2 0.180 1.63 3 0.193 1.91 4 0,207 1.87 5 0.220 2.35 6 0.233 1.12 7 0.247 2.12 8 0-260 2.49 9 0.273 1.89 10 0.287 1.87 11 0.300 191 12 0.313 1.81 13 0.327 1.90 14 0.367 1.71 15 0.433 1.55 1.87 - 20.46 16 0.500 1.91 1.87 1.85 17 0,567 1.91 137 1.92 0 GEOSOLUTIONS -------------------- P-6D-R ----------------- -- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.633 1.90 1.87 1.69 19 0.700 1.90 1.87 1.77 20 0.767 1.90 1.87 1.54 21 0.833 1.90 1.86 1.62 22 0.900 1.90 1.86 1.69 23 0.967 1.89 1.86 1.41 24 1.40 1.88 1.85 1.29 25 2.20 1.86 1.83 1.22 26 3.00 1.83 1.82 0.776 27 3.80 1.81 1.80 0.741 28 4.60 1.79 1.78 0.640 29 5.40 1.78 1.77 0.529 30 6.20 1.76 1.75 0.406 31 7.00 1.74 L73 0.271 32 7.80 1.72 1.72 0.125 33 8.60 1.71 1.70 0,316 34 9.40 1.69 1.68 0.149 35 11.00 1.66 1.65 0.198 36 15.00 1.57 1.57 -0.565 37 19.00 1.49 1.50 -0.709 38 23.00 1.43 1.43 -0.331 39 27,00 1.36 1.37 -0.522 40 31.00 1.30 1.30 -0.506 41 35.00 1.24 1.24 - 0.241 42 39.00 1.18 1.18 - 0.186 43 43.00 1.12 1.13 - 0.364 44 4T00 1.07 1.08 -0.145 45 51.00 1.03 1.03 0.438 46 55.00 0.984 0.982 0.134 47 59.00 0.940 0.937 0.307 48 63.00 0.896 0.893 0.262 49 67.00 0.858 0.852 0.675 50 71.00 0.814 0.812 0.161 51 75.00 0.776 0.775 0.128 52 79.00 0.744 0.739 0.663 53 83.00 0.706 0.704 0.171 54 87.00 0.675 0.672 0.428 55 91.00 0.643 0.640 0.320 56 95.00 0.612 0.611 0.127 57 99.00 0.580 0.582 -0.495 58 103.0 0.555 0.555 -0.152 59 107.0 0.523 0.530 -1.35 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS -------------------- P-7S-------------------- PAGE 1 DATA SET: P-7S DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P-7S COUNTY: Landfill Site INIT. HEAD: 3.00 feet PROJECT: Well Slug Test Data WELL DEPTH: 35.00 feet AQUIFER: Partially Weathered Sandstone THICKNESS: 10.00 feet WATER TABLE: 27.97 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2,000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 27.970 feet PACKING POROSITY: 25.000 gb WELL SCREENED FROM 27.97 TO 35.00 feet All depths are from Surface FITTING ERROR: 5.429 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: 5.12E-.09cu m/em/sec COND: 1.68E-05 cm /sec FREE FREE_.�,..,..._ No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0400 3.03 2 0.0530 2.89 3 0.0670 2.76 4 0.0800 2.68 5 0.0930 2.59 6 0.107 2.50 7 0.120 2.41 8 0.133 2.34 9 0.147 2.25 10 0.160 2.17 11 0.173 2.08 12 0.187 2.01 1.3 0.200 L93 14 0.213 1.85 15 0.227 1.77 16 0.740 1.69 17 0-253 1.62 • GEOSOLUTIONS ° -------------------- P-7S ------------- ------ PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.267 1.55 19 0.280 1.47 20 0.293 1.40 21 0.307 1.33 22 0.320 1.26 23 0.333 1.21 24 0.400 0.959 25 0.467 0.807 26 0.533 0.732 27 0.600 0.687 28 0.667 0.662 29 0.733 0.643 30 0.800 0.631 31 0.867 0.618 32 0.933 0.605 0.513 15.15 33 1.00 0.599 0.513 14.32 34 1.80 0.549 0.511 6.76 35 2.60 0.523 0,510 2.37 36 3.40 0.511 0.509 0.338 37 4.20 0.504 0.507 -0.787 38 5.00 0.492 0.506 -2.98 39 5.80 0.492 0.505 -2.71 40 6.60 0.486 0.304 -3.72 41 7040 0.479 0.502 -4.97 42 8.20 0,473 0.501 -6.03 43 9.00 0.473 0.500 -5.76 44 9.80 0.473 0.498 -5.49 45 13.00 0A73 0.493 -4.41 46 17.00 0.467 0.487 -4.41 47 21.00 0.460 0A81 -4.66 48 25.00 0A60 0.475 -3,33 49 29.00 0.454 0.469 -3.37 50 33.00 0.454 0.463 -2.05 51 37.00 0.454 0.457 -0.763 52 41.00 0.454 0.451 0.515 53 45.00 0,448 0.445 0.462 54 49.00 0.448 0.440 1.72 55 53.00 0.448 0.434 2.97 56 57.00 0.448 0.429 4.20 57 61.00 0,435 0.423 2.59 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS -------------------- P-8D ------------------- PAGE 1 DATA SET-. P-8D DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P-8D COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 50,80 feet AQUIFER: Bedrock (Sandstone) THICKNESS: 50.00 feet WATER TABLE: 33.66 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8,000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 33,660 feet PACKING POROSITY: 25.000 % WELL SCREENED FROM 33.66 TO 50.80 feet All depths are from Surface FITTING ERROR: 0.237 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: 7,77E-10cu mlcmisec COND: 5,10E-07 cm FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0470 2.40 2 0.0630 1.96 3 0.0800 1.98 4 0.0970 2.05 5 0.113 2.05 6 0.130 1.90 7 0.147 1.78 8 0.163 2.02 9 0.180 2.06 10 0.197 2.10 11 0.213 1.99 12 0.230 2.03 13 0.247 2.10 14 0.263 2.05 15 0.280 2.06 2.05 0.173 16 0.297 2.05 2.05 -0.115 17 0.313 2.06 2.05 0.177 GEOSOLUTIONS 6 ------------- ------ P•8D -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.330 2.06 2.05 0,179 19 0.400 2.05 2.05 - 0.104 20 0.483 2.06 2.05 0.195 21 0.567 2.06 2.05 0,205 22 0.650 2.06 2.05 0.214 23 0.733 2.06 2.05 0.223 24 0.817 2.06 2.05 0.232 25 0.900 2.06 2.05 0.242 26 0.983 2.05 2.05 -0.0396 27 1.80 2.05 2.05 0.0509 28 2.80 2.05 2.05 0.161 29 3.80 2.05 2.05 - 0.0680 30 4.80 2.05 2.04 0.0429 31 5.80 2.04 2.04 -0.139 32 6.80 2.04 2,04 -0.0283 33 7,80 2,04 2.04 0,0826 34 8.80 2.03 2.04 -0.100 35 9.80 2.03 2,03 0,0105 36 14.00 2.02 2.02 -0.163 37 19.00 2.00 2.01 -0,552 38 24.00 2.00 2.00 -0.296 39 29.00 1.98 1.99 -0.394 40 34.00 1.97 1.98 -0.445 41 39.00 1,97 1.97 0,109 42 44.00 1.95 1,96 -0.302 43 49.00 1.94 1.95 -0.105 44 54,00 1.93 1.94 - 0.168 45 59.00 1.92 I.92 -0.287 46 64.00 1.91 1.91 -0.0450 47 69.00 1,90 1.90 -0.170 48 74.00 1.90 1.89 0.383 49 79.00 1.88 1.88 -0.0634 50 84.00 1.88 1.87 0.490 51 89.00 1.87 1.86 0.406 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS -------------------- P-8D-------------------- PAGE 1 DATA SET: P-8D DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P-8D COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data VXELL DEPTH: 50.80 feet AQUIFER: Bedrock (Sandstone) THICKNESS: 50.00 feet WATER TABLE: 33,66 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8,000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 33.660 feet PACKING POROSITY: 25.000 % WELL SCREENED FROM 33.66 TO 50.80 feet All depths are from Surface FITTING ERROR: 0.395 PERCENT V,'ELL POINT -FILTER IN UNIFORM SOIL (Hvorslev) MODEL PARAMETERS: TRANSM: 1.31E-08cu m/cm/sec COND: 8,62E-06 cm /sec FREE FREE s. TRANS. RATIO [SQRT(Kr/Kz)]: 1.00000 FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0470 2.40 2 0.0630 1,96 3 0.0800 1.98 4 0.0970 2.05 5 0.113 2.05 6 0.130 1.90 7 0.147 1.78 8 0.163 2.02 9 0.180 2.06 10 0.197 2.10 11 0.213 1.99 12 0.230 2,03 13 0.247 2.10 2.06 1.91 14 0.263 2.05 2.06 -0.525 15 0.280 2.06 2.06 0.109 0 GEOSOLUTIONS ----------------•--- P-8D -------------- -- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 16 0.297 2.05 2.06 -0,179 17 0.313 2.06 2.06 0.113 18 0.330 2.06 2.U6 0.11J 19 0.400 2.05 2.06 -0.168 20 0.483 2.06 2.06 0.132 21 0.567 2.06 2.06 0.141 22 0.650 2.06 2.05 0.151 23 0.733 2.06 2.05 0.160 24 0.817 2.06 2.05 0.169 25 0.900 2.06 2.05 0.178 26 0.983 2.05 2.05 -0.102 27 1.80 2.05 2.05 -0.0112 28 2.80 2.05 2.05 0.100 29 3.80 2.05 2.05 -0.128 30 4.80 2.05 2.05 -0.0160 31 5.80 2.04 2.04 - 0.197 32 6.80 2.04 2.04 - 0.0851 33 7.80 2.04 2.04 0.0269 34 8.80 2.03 2.04 - 0.155 35 9.80 2.03 2.03 -0.0429 36 14.00 2.02 2.02 -0.212 37 19.00 2.00 2.01 - 0.596 38 24.00 2.00 2.00 -0.334 39 29.00 1.98 1.99 - 0.426 40 34.00 L97 1.98 -0.472 41 39.00 1.97 1.97 0.0885 42 44.00 1.95 1.96 -0.318 43 49.00 1.94 1.95 -0.116 44 54.00 1.93 1.94 -0.173 45 59.00 1.92 1.92 -0.287 46 64.00 1.91 1.91 - 0.0389 47 69.00 1.90 1.90 -0.158 48 74.00 1.90 1.89 0.400 49 79.00 1.88 1.88 -0.0408 50 84.00 1.88 1.87 0.518 51 89.00 1.87 1.86 0.440 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS ' -------------------- P-12D ----------------- PAGE 1 DATA SET: P-12D DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P-12D COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 41.00 feet AO UIFER: Bedrock (Sandstone) THICKNESS: 50.00 feet WATER TABLE: 23.17 feet DURATION OF BAILING: 0.50 min IYVELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 23.170 feet PACKING POROSITY: 25.000 % WELL SCREENED FROM 32.00 TO 41.00 feet All depths are from Surface FITTING ERROR: 0.196 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: -3.46E-09cu m/cm/sec COND: •2.27E-06 cm /sec FREE FREE .. No. TIME Head, H (feet; DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.123 L69 2 0.147 4.08 3 0.177 3.14 4 0.190 3.15 5 0.203 3.54 6 0.220 1.58 7 0.233 3.84 8 0.247 3.55 9 0.260 2.64 10 0.273 3.45 11 0.287 3.16 12 0.300 3.08 3.08 -0.244 13 0313 3.06 3.08 -0.863 14 0.327 3.09 3.08 0.183 15 0.367 3.10 3.08 0.579 16 0.433 3.08 3.08 -0.0159 17 0.500 3.08 3.08 0,00111 ® GEOSOLUTIONS ° -------------- ------ P-12D ---------------- - -.- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.567 3.08 3.08 0.0181 19 0.633 3.08 3.08 0.0349 2 0v 0.700 3.08 3.08 0.0519 21 0.767 3.08 3.08 0.0689 22 0.833 3.08 3.08 0.0857 23 0.900 3.08 3.08 0.102 24 0.967 3.08 3.08 -0.0747 25 1.40 3.08 3.07 0.0353 26 2.20 3.07 3.07 0.0437 27 3.00 3.06 3.06 0.0517 28 3.80 3.06 3.06 0.0267 29 4.60 3.05 3.05 0.0339 30 5.40 3.05 3.04 0.0407 31 6.20 3.04 3.04 0.0471 32 7.00 3.03 3.03 0.0202 33 7.80 3.03 3.03 0.0257 34 8.6,0 3.02 3.02 0,0309 35 9.40 3.01 3.01 0,00263 36 11.00 3.00 3.00 -0.189 37 15.00 2.97 2.97 -0.0427 38 19.00 2.94 2.94 -0.0739 39 23.00 2.91 2.91 -0.116 40 27.00 2.88 2.88 0.0382 41 31.00 2.85 2.85 -0,0596 42 35.00 2.83 2.82 0.0774 43 39.00 2.79 2.79 -0.00732 44 43.00 2.77 2.77 0.112 45 47.00 2.74 2.74 -0.0314 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLLUTIONS ----------.--------- P-12D------•------------- PAGE 1 DATA SET: P-12D DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: P- 12D COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 41.00 feet AQUIFER: Bedrock (Sandstone) THICKNESS: 50.00 feet WATER TABLE: 23.17 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 23.170 feet PACKING POROSITY: 25.000 % WELL SCREENED FROM 32.00 TO 41.00 feet All depths are from Surface FITTING ERROR: 0.196 PERCENT. WELL POINT -FILTER IN UNIFORM SOIL (Hvorslev) a MODEL PARAMETERS: - TRANSINI: 3.40E-08cu m/cm/sec COND: 2.23E-05 cm /sec FREE FREE TRANS. RATIO [SQRT(Kr/Kz)]: 1.00000 FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.123 L69 2 0.147 4.08 3 0.177 3.14 4 0.190 3.15 5 0.203 3.54 6 0.220 L58 7 0.233 3.84 8 0.247 3.55 9 0.260 2.64 10 0.273 3.45 11 0.287 3.16 12 0.300 3.08 3.08 -0.244 13 0.313 3.06 3.08 - 0.863 14 0.327 3.09 3.08 0.183 15 0.367 3.10 3.08 0.579 6 GEOSOLUTIONS 0 -------------------- P-12D -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 16 0.433 3.08 3.09 -0.0159 17 0.500 3.09 3.08 0.00111 18 0.567 3.08 3.08 0.0181 19 0.633 3.09 3.08 0.0349 20 0.700 3.08 3.08 0.0519 21 0.767 3.08 3.08 0.0689 22 0.833 3.08 3.08 0.0857 23 0.900 3.08 3.08 0.102 24 0.967 3.08 3.08 -0.0747 25 1.40 3.08 3.07 0.0353 26 2.20 3.07 3.07 0.0437 27 3.00 3.06 3.06 0.0517 28 3.80 3.06 3.06 0.0267 29 4.60 3.05 3.05 0.0339 30 5.40 3.05 3.04 0.0407 31 6.20 3.04 3.04 0.0471 32 7.00 3.03 3.03 0.0202 33 7.80 3.03 3.03 0.0257 34 8.60 3.02 3.02 0.0309 35 9.40 3.01 3.01 0.00263 36 11.00 3.00 3.00 -0.189 37 15.00 2.97 2.97 -0,0427 38 19.00 2.94 2.94 -0.0739 39 23.00 2.91 2.91 - 0.116 40 27.00 2.88 2.88 0.0382 41 31.00 2.85 2.85 -0.0596 42 35.00 2.83 2.82 0.0774 43 39.00 2.79 2.79 -0.00732 44 43A0 2.77 2.77 0.112 45 47.00 2.74 2.74 -0.0314 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS ----.....----------- P104D------------------ PAGE 1 DATA SET: P104D DATE: 10 -17- 97 LOCATION: Anso❑ County, NC WELL NO.: P104 COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data N ELL DEPTH: 36.00 feet AQUIFER: Water Table THICKNESS: 50.00 feet WATER TABLE- 31.41 feet. DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2,000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 31.410 feet PACKING POROSITY. 25.000 Co WELL SCREENED FROM 31.41 TO 36.00 feet All depths are from Surface FITTING ERROR: 9.125 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouv er & Rice) MODEL PARAMETERS: TRANSM: 2.88E-08cu mlcmisec COND: 1.89E-05 cm /sec FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0370 2.35 2 0.0530 1.81 3 0.0700 1.70 4 0.0870 1.60 5 0.103 1.56 6 0.120 1.45 7 0.137 1.40 8 0.153 L33 9 0.170 1.26 10 0.187 1.19 11 0.203 1.13 12 0.220 1.07 13 0.237 1.01 14 0.253 0.958 15 0.270 0.914 16 0.287 0.857 17 0.303 0.820 GEOSOLUTIONS F -------------------- P104D -.------------------ PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA. SYNTHETIC (percent) 18 0.320 0.782 19 0.350 0.719 20 0.433 0.593 21 0.517 0.523 22 0.600 0.492 23 0.683 0.460 0.363 21.04 24 0.767 0.441 0.363 17.68 25 0.850 0.429 0.362 15.42 26 0.933 0.416 0.362 12.83 27 1.20 0.391 0.362 7.41 28 2.20 0.353 0.359 -1.89 29 3.20 0.340 0.357 -5.11 30 4.20 0.334 0.335 -6.32 31 5.20 0.328 0.352 -7.57 32 6.20 0.321 0.350 -9.22 33 7.20 0.315 0.348 - 10.59 34 8.20 0.315 0.346 - 9.88 35 9.20 0.309 0.343 -11.30 36 11.00 0302 0.340 -12.58 37 16.00 0.309 0.329 - 6.56 38 21.00 0.296 0.318 -7.74 39 26.00 0.290 0.308 - 6.51 40 31.00 0.290 0.299 -3.16 41 36:00 0.283 0.289 - 2.38 42 41.00 0.277 0.280 -1.31 43 46.00 0.271 0.271 - 0.295 44 51.00 0.264 0.263 0.286 45 56.00 0.258 0.254 1.17 46 61.00 0.258 0,246 4.28 47 66.00 0.252 0.239 5.09 48 71.00 0.246 0.231 5.84 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS -------------------- MW-10S-------------------- PAGE 1 DATA SET: MW-10S DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: MW10S COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 21.00 feet AQUIFER: Water Table THICKNESS: 20.00 feet WATER TABLE: 12.88 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 12.880 feet PACKING POROSITY: 25.000 °c WELL SCREENED FROM 16.00 TO 21.00 feet All deptbs are from Surface FITTING ERROR: 0,933 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: -4.45E-10cu mlcmisec COND: -7.30E-07 cm {sec FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0400 2.59 2 0.0530 3.42 3 0.0670 3.11 4 0.0800 299 5 0.0930 2.91 6 0.107 2.87 7 0.120 2.84 8 0.133 2.81 9 0.147 2.80 2.75 1.74 10 0.160 2.79 2.75 1.53 11 0.173 2.78 2.75 1.07 12 0.187 2.78 2.75 1.08 13 0.200 2.78 2.75 0.873 14 0.213 2.78 2.75 0.877 15 0.227 2.78 2.75 0.881 16 0.240 2.77 2.75 0.670 17 0.253 2.77 2.75 0.674 0 GEOSOLUTIONS lb -------------------- MW-105 -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.267 2.77 2.75 0.678 19 0.280 2,77 2.75 0.681 20 0.293 2.77 2.75 0.685 21 0.307 2.77 2.75 0,689 22 0.320 2.77 2.75 0.693 23 0.333 2.76 2.75 0.445 24 0.400 2.76 2.75 0,464 25 0.467 2.76 2.75 0.483 26 0.533 2.76 2.75 0.286 27 0.600 2.76 2.75 0.305 28 0.667 2.75 2.75 0.107 29 0.733 2,75 2.75 0.126 30 0.800 2.75 2.75 0,145 31 0.867 2.74 2.75 -0.0892 32 0.933 2,74 2.74 -0.0702 33 1.00 2.74 2.74 - 0.0510 34 1.80 2.73 2,74 -0.479 35 2.60 2.71 2,73 -0.729 36 3.40 2.70 2.73 - 0.944 37 4.20 2.69 2,72 -1.19 38 5.00 2.68 2.71 -1.19 39 5.80 2,67 2.71 -1.22 40 6.60 2.66 2.70 -1.44 41 7.40 2.66 2.69 -1.44 42 8.20 2,65 2.69 -1.47 43 9.00 2.64 2.68 -1.47 44 9.80 2.64 2.68 -1.47 45 13.00 2.62 2,65 -1.27 46 17.00 2.59 2.62 -1.31 47 21.00 2.56 2.59 -1.13 48 25.00 2.54 2.56 -1.00 49 29.00 2.51 2.53 - 0.844 50 33.00 2.49 2.50 - 0,413 51 37,00 2.47 2.47 -0.0286 52 41.00 2.45 2.45 0,104 53 45.00 2.43 2.42 0.473 54 49.00 2.41 2.39 0.588 55 53.00 2.39 2.36 1.18 56 57.00 2.37 2.34 1.53 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS ----------------- - -- MW-10D-------------------- PAGE 1 DATA SET: MW-10D DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: MW10D COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 38.00 feet AQUIFER: Bedrock. (Sandstone) THICKNESS: 50.00 feet WATER TABLE: 12.12 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 30.000 feet PACKING POROSITY: 25.000 17o WELL SCREENED FROM 33.00 TO 38.00 feet All depths are from Surface FITTING ERROR: 2.674 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: 4.10E-09cu in/cm/sec COND: 2.69E-06 cm /sec FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0370 4.89 2 0.0530 3.53 3 0.0700 2.47 4 0.0870 2.67 5 0.103 2.80 6 0.120 3.69 7 0.137 2.72 8 0.153 2.40 9 0.170 2.76 10 0.187 2.69 11 0.203 2.70 12 0.220 2.70 13 0.237 2.71 14 0.253 2.69 2.62 2.77 15 0.270 2.69 2.62 2.78 16 0.287 2.71 2.62 3.26 17 0.303 2.62 2.62 0.252 0 GEOSOLUTIONS 0 -------------------- MW-10D -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.320 2.71 2.62 3.49 19 0.350 2.66 2.62 1.70 20 0.433 2.76 2.62 5.09 21 0.517 2.68 2.61 2.49 22 0.600 2.67 2.61 2.28 23 0.683 2.67 2.61 2.11 24 0.767 2.66 2.61 1.94 25 0,850 2,66 2.61 1.77 26 0,933 2.66 2.61 1.82 27 1.20 2.64 2.60 1.27 28 2.20 2.60 2.59 0.430 29 3.20 2.57 2.57 -0.167 30 4.20 2.54 2.56 -0.824 31 5.20 2.51 2.54 , -1,21 32 6.20 2.49 2.53 -1.62 33 7.20 2.46 2.51 -2.04 34 8.20 2.44 2.50 -2.47 35 9.20 2.42 2.48 -2.66 36 11.00 2.38 2.45 -3.18 37 16.00 2.29 2.38 -397 38 21.00 2.22 2.31 -4.32 39 26.00 2.15 2.24 - 4.20 40 31.00 2.09 2.18 -4.12 41 36,00 2.03 2.11 -4.18 42 41.00 1.98 2.05 -3.66 43 46.00 193 1.99 - 2.89 44 51.00 1.88 1.93 - 2.56 45 56.00 1.84 1.87 -1.91 46 61,00 1.79 1.82 -1.67 47 66.00 1.75 1.77 -1.15 48 71.00 1.71 1.71 -0.295 49 76.00 1.67 1.66 0.451 50 81.00 1.64 1.61 1.56 51 86.00 1.60 1.57 1.83 52 91.00 1.56 1.52 2.78 53 96.00 1.53 1.47 3.74 54 101.0 1.49 1.43 3.82 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTI04NS -------------------- MW-15OB------------------- PAGE 1 DATA SET: MW -15OB DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: MW15O COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 30.00 feet AQUIFER: Water Table THICKNESS: 30.00 feet WATER TABLE: 15.80 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2.000 is EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 15.800 feet PACKING POROSITY: 25.000 50 WELL SCREENED FROM 15.80 TO 25.00 feet All depths are from Surface FITTING ERROR: 5.236 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: 1.42E-08cu m/cm/sec COND: 1.56E-05 cm /sec FREE FREE No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0470 2.03 2 0.0600 2.02 3 0.0730 1.97 4 0.0870 1,92 5 0.100 1,87 6 0A 13 1.82 7 0.127 1.79 8 0.140 1.75 9 0.153 L70 10 0.167 1.67 11 0.180 1.62 12 0.193 1.58 13 0.207 1.54 14 0.220 1.50 15 0.233 1.46 16 0.247 1.43 17 0.260 1.38 GEOSOLUTIONS -------------------- MW-150B -------------------- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.273 1.35 19 0.287 1.31 20 0.300 1.28 21 0.313 1.25 22 0.327 1.22 23 0.367 1.13 24 0.433 1.01 25 0.500 0.917 26 0.567 0.854 27 0.633 0.810 28 0.700 0.778 29 0.767 0.753 30 0.833 0.734 31 0.900 0.716 32 0.967 0.703 0.583 16.99 33 1.40 0.647 0.579 10.37 34 2.20 0.603 0.573 4.94 35 3.00 0.577 0.566 1.80 36 3.80 0.565 0.560 0.869 37 4.60 0.546 0.553 -1.39 38 5.40 0.533 0.547 -2.67 39 6.20 0.527 0.540 -2.65 40 7.00 0.515 0.534 -3.83 41 7.80 0.508 0.529 -4.05 42 8.60 0.502 0.522 -4.08 43 9.40 0.496 0.516 -4.13 44 11.00 0.483 0.504 -4,48 45 15.00 0.458 0.476 - 3.99 46 19.00 0.427 0.449 - 5.26 47 23.00 0.408 0.424 -3.97 48 27.00 0-383 0.400 -4.53 49 31.00 0.364 0.377 -3.80 50 35.00 0.351 0.356 -1.59 51 39.00 0.332 0.336 -1.36 52 43.00 0.320 0.317 0.746 53 47.00 0.301 0.299 0.415 54 51.00 0.289 0.282 2.11 55 55.00 0.276 0.266 3.26 56 59.00 0.270 0.251 6.67 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS 0 ------------------- MW-I6D g-------------------- PAGE. I DATA SET: MW- 16D DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: MW16D COUNTY. Landfill Site INIT. HEAD: 0.50 feet P R01ECT: Well Slug Test Data WELL DEPTH: 100.00 feet AQUIFER: Bedrock (Argillite) THICKNESS: 75.00 feet WATER TABLE: 28.30 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 6.000 in CASING DIAMETER: 4.000 in SCREEN DIAMETER: 6.000 in EFFECTIVE DIAMETER: 6.000 in DEPTH TO AQUIFER: 28.300 feet PACKING POROSITY: 25.000 `;c WELL SCREENED FROM 75.00 TO 100.00 feet All depths are from Surface FITTING ERROR: 5.337 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS. TRANSM: 2.17E-06cu mlcmisec COND: 9.51E-04 cm /sec FREE FREE „. No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.0570 0.315 2 0.0670 0.309 3 0.0770 0.290 4 0.0870 0.296 0.280 5.26 5 0.0970 0.296 0.278 5.93 6 0.107 0.290 0.276 4.66 7 0.117 0.290 0.274 5.33 8 0.127 0.284 0.272 4.02 9 0.137 0.284 0.270 4.70 10 0.147 0.277 0.268 2.98 11 0.157 0.277 0.266 3.66 12 0.167 0.277 0.264 4.35 13 0.177 0.271 0.263 2.92 14 0.187 0.271 0.261 3.61 15 0.197 0.265 0.259 2.12 16 0.207 0.265 0.257 2.81 17 0.217 0.265 0.255 3.50 • GEOSOLUTIONS -------------------- MW-16DB --------------- PAGE 2 N0. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.227 0.258 0.253 1.58 19 0,237 0.258 0.252 2.28 20 0.247 0.252 0.250 0.665 21 0.257 0.252 0.248 1.36 22 0.267 0.252 0.246 2.06 23 0.277 0,246 0.245 0.385 24 0,287 0.246 0.243 1.09 25 0.297 0.246 0.241 1.78 26 0,307 0,239 0.239 -0.371 27 0.317 0.239 0.238 0.338 28 0.327 0.233 0.236 -1.50 29 0.350 0,233 0.232 0.138 30 0.400 0.220 0.224 - 2.07 31 0,450 0.214 0.216 -1.27 32 0,500 0,201 0.209 -4.07 33 0.550 0.195 0,201 -3.53 34 0.600 0.189 0.194 -3,09 35 0.650 0.176 0.188 -6.85 36 0.700 0.170 0.181 -6.76 37 0.750 0.164 0.175 -6.81 38 0.800 0.157 0.169 -7.68 39 0.850 0.151 0,163 -8.06 40 0,900 0.145 0.157 - 8.60 41 0.950 0.138 0.151 - W.13 42 1,00 0.138 0.146 -6.29 43 1.60 0.0880 0.0958 -8.89 44 2.20 0,0560 0.0626 -11,77 45 2.80 0,0440 0.0408 7.07 46 3.40 0.0310 0.0267 13.83 47 4.00 0,0180 0.0174 3.06 48 4.60 0.0180 49 5.20 0.0120 50 5.80 0,0120 51 6.40 0.00600 52 7.00 0.00600 53 7.60 0.00600 54 8.20 0,00600 55 13.00 0.00600 CURRENT RESOLUTION MATRIIX NOT AVAILABLE. GEOSOLUTIONS 6 -------------------- MWW-320B-------------------- PAGE 1 DATA SET: MW-320B DATE: 10-17-97 LOCATION: Anson County, NC WELL NO.: MW320 COUNTY: Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEPTH: 36.00 feet AQUIFER: Water Table THICKNESS: 40.00 feet WATER TABLE: 13.37 feet DURATION OF BAILING: 0.50 min WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in SCREEN DIAMETER: 2,000 in EFFECTIVE DIAMETER: 4,359 in DEPTH TO AQUIFER: 13.370 feet PACKING POROSITY: 25.000 Co WELL SCREENED FROM 13.37 TO 36.00 feet All depths are from Surface FITTING ERROR: 6.001 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice) MODEL PARAMETERS: TRANSM: 1.51E-08cu m/cm/sec COND: 1.24E-05 cm /sec FREE FREE, No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 1 0.02.30 1.66 2 0.0370 1.61 3 0,0500 1.54 4 0.0630 1.51 5 0.0770 1.52 6 0.0900 1.40 7 0.103 1.35 8 0.117 1.31 9 0.130 1.27 10 0.143 1.21 11 0.157 1.17 12 0.170 1.14 13 0.183 1.09 14 0.197 1,05 15 0.210 1.01 16 0.223 0.979 17 0.237 0.948 GEOSOLUTIONS 0 -------------------- MW-3208 ---------- ---- PAGE 2 No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC (percent) 18 0.2E0 0.910 19 0.263 0.879 20 0.277 0.854 21 0.290 0.816 22 0.303 0.791 23 0.317 0.766 24 0.330 0.741 25 0.383 0.659 26 0.450 0.590 27 0.517 0.540 28 0.583 0.515 29 0.650 0.496 30 0.717 0.477 31 0.783 0.464 32 0.850 0.452 33 0.917 0.446 0.375 15.71 34 0.983 0.433 0.375 13.20 35 1.60 0.395 0.374 5.12 36 2.40 0.376 0.373 0.696 37 3.20 0.364 0.372 -2.20 38 4.00 0.358 0.370 -3.53 39 4.80 0.358 0.369 -3.15 40 5.60 0.3E1 0.367 -4.82 41 6.40 0.351 0.366 -4.44 42 7.20 0.345 0,365 -5.87 43 8.00 0.34E 0.363 -5.48 44 8.80 0.345 0.362 -5.10 45 9.60 0.345 0.361 -4.71 46 12.00 0.345 0.357 -3.57 47 16.00 0.339 0.350 - 3.49 48 20.00 0,332 0.344 -3.76 49 24,00 0.339 0.338 0.225 50 28.00 0.339 0.332 2.03 51 32.00 0.339 0.326 3.81 52 36.00 0.339 0.320 5.55 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GEOSOLUTIONS 0 AUG 10 '96 02m17 C:OHCORD 6462 PO4 -------------------- 108SRISE _. ................ PAGE 1 DATA SET, 108SRISP. CLIENT: TRC Environmental DATE: 0-6-26-98 LOCATION: Anson County, NC WELL NO.: 108S C OIJNTY,, Proposed Landfill Site INIT. HEAD: 2.20 feet PROJECT' Well Slug 'rest € MIR WELL DEPTH: 25.15 feet AOUIFIER: Saprolite THICKNESS: 8.21 feet WATER TABLE: 16.94 fcct DURATION OF EAILENG: 0.50 min WELL DIAMETER: 8.000 in CASINO DIAMETER: 2.004 in. SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in DEPTH TO AQUIFER: 16.940 feet PACKING POROSITY; 25.000 % WELL SCREENED FROM 16.94 TO 25.15 feet All depths are from Surface FITTING ERROR: 8.274 PERCENT UNCONFINED PARTIALLY PENETRATED AQUIFER (Bauwcr & Rice) MODEL PARAMETERS: TRANSM: 6.12E-09co rnlcmisec COND: 2.44E-05 cm Iscc FREE FREE M; No. TIME Head, H (feet) DIFFERENCE (min) DATA SYNTHETIC: (percent) 1 0,0630 1.07 2 0.0770 1.30 3 0.0900 1.25 4 0.103 1.19 5 0,117 1,14 6 0.130 1.09 ? 0.143 1,04 8 0.157 0.991 9 0,170 0.947 10 0.183 0.903 11 0.197 0,859 12 0.210 0,815 13 0223 0.777 14 0,237 0.740 15 0.250 0.708 16 0.263 0.677 17 0,277 0.646 GEOSOLUTIONS AUG' 10 ' 96 02: 18 Ci 4NCORD 6462 F'05 -------------------- 109SRISIE-------------------- FACE 2 No. TIME Dead, H (Feet) DIFFERENCE (min) DATA SYNTHETIC (perccnt) 18 0.290 0.621 19 0.303 0,602 20 11317 0,583 21 0.330 0.564 22 0.383 0,520 23 0-450 0.439 24 0,517 0.464 25 0,583 0.445 26 0.650 0A32 27 0.717 0.426 28 0,7S3 0.414 29 11.85p 0,407 0.334 17.91 30 0.917 0.401 0,333 16.T.3 31 0.983 0.395 0.333 13.51. 32 1.60 0.337 0331 7.00 33 2.40 0,33,,1 0,329 2.44 34 3.20 0.326 0.327 -0A56 35 4.00 0313 0325 - 3.92 36 4.80 0-307 0,323 -5,23 37 5,60 0.301 0,320 -6.60 38 6,40 0.1301 0 318 - 5.88 39 7.20 0,294 0.316 -7.66 40 3,00 0.288 0,314 -9,16 4.1 8.80 0.288 0.312 -8.42 42 9.60 0.282 0.310 -9.98 43 12,00 0.276 0.303 -10.10 44 16-00 0.27(5 0,293 -6A2 45 2U,00 0,269 0.283 -5,54 46 24,00 0.263 0.274 - 4.33 47 28.00 0.257 0.265 -3.20 48 32.00 0.257 0.256 0,244 49 36,00 0.250 0.247 0.879 50 40.00 0.250 0.239 4,19 51 44,00 0.250 11231 7.39 52 49.00 0.218 0,223 5,97 CURRENT RESOLUTION MATWIX NOT AVAILABLE GEOSOL UTIONS AUG 10 ' 96 02= 16 CONCORD 6462" P02 -------------------- 108DRISE ---------. .._...— PAGE I DATA STET: 108DRISE CLIENT: TRC Envir€ rimenl.al DATE: 06-26-98 LOCATION: Anson County, NC WELL NO.: 108D COUNTY: Proposed Landfill Site INIT. HEAD: 2.20 feet PROJECT: Well Slug Test Data WELL DEFTFd: 45.00. feet AQUIFER: Bedrock (Diabasc) THICXNE4S: 2.00.00 feet WATER TABLE: 16.32 Feet DURATION OF SAILING_ 0,50 min WELL DIAMETER: 6.000 in CASING DIAMETER- 2.900 in 5C P,lZBN DIAMETER: 2,000 in EFFECTIVE DIAMETER; 3.464 in DEPTH TO AOUiFER: 30.000 feet PACKING POROSITY: 25.000 % WELL SCREENED FROM 39.00 TO 45.00 Feet Ail depclzs are from Surface FITTING ERROR. 6.818 PERCENT UNCONFINED PARTIALLY PENRiTRATaD AQUIFER {Bcawer y& Rico)ryPr MODEL PARAME:FERS; TRANSM: 1.54E-07cu mlcmlSec COND: 3.111E-05, c<'_ Iscr, m ]FREE FREE Na. TIME Head, H (Feet) DIFFERENCE (Mi-n) DATA SYNTHETIC (Perceui) 1 0.0330 1-9.1 2 0.(M'10 2,07 3 0.0600 1.91 4 0.0730 I.A6 5 0.0870 1,83 6 U.100 1.78 7 0.113 1.76 8 0.127 1.72 9 0,14€3 1_69 10 0.153 L68 11 0.167 1,64 12 0.180 1.61 13 0.193 1.59 14 0.207 1.57 15 0.220 L.55 16 0.233 1.53 17 0,247 1.51 GEOSOLUTIONS ' AUG 10 ' 96 02: 17 COh{CORD 6462 P03 \---•---------------- 108DRISE ------------------ PAGE 2 Nol TIME Head, H ([eel} DIFFERENCE 1`1 (min.) DATA SYNTHETIC (percent) 18 0,260 1.49 19 0,273 1.48 20 0,287 1.46 21 0.300 1.45 22 0313 1.44 23 0.327 1.42 24 0.367 1.38 25 0.433 1.32 26 0.500 1.28 27 0.567 1.24 28 0.633 1,21 29 0.700 1,17 30 0.767 1.15 31 01833 1.12 0.949 15.85 32 0.900 1.11 0.948 14,59 33 0.967 1A9 0.946 13,28 34 1.40 0.991 0.933 5.80 35 2.20 0.916 0.910 0.583 36 3,00 (1,878 0,888 -1,16 37 3.80 0,846 0.866 -2.44 38 4.60 0.821 0.845 -2.98 39 5.40 0.803 0.824 -2.7-, 40 6.20 0.777 0,804 -336 41 7.00 0.759 0385 -3.43 42 7.80 0.734 0.765 -4.34 43 8.60 0.715 0.747 -4,50 44 9.40 0.690 0.728 -5-64 45 11.00 0-652 0.693 -6.40 46 15.00 0.577 0,613 -6.24 47 19.00 0,508 0.541 - 6.64 48 23.00 0.451 0,478 -6.14 49 27A0 0-191 0.423 -7,09 50 31.00 0.351 0.373 -6,53 51 35.00 0313 0.339 -5.54 52 39.00 0,282 0.291 -3,51 53 43.00 0.257 0.257 -0.377 54 47.00 0,232 0.227 1.74 55 51.00 0.213 0,201 5.42 56 55.00 0-1as0A78 5.31 57 59.00 0-175 0.157 10,10 CURRENT RESOLUTION MATRIIX NOT AVAILABLE GED50LUTIONS ° SE1000C Environmental Logger 06/29 13:52 Unit# 00069 Test 2 Setups: INPUT 1 Type Level (F) Mode TOC I.D. 00001 Reference 0.000 Linearity 0.120 Scale factor 19.880 Offset -0.030 Delay mSEC 50.000 Step 0 06/26 12:35:44 Elapsed Time INPUT 1 0.0000 -0.006 0.0033 -0.006 0.0066 --0.006 0.0130 -0.006 0.0133 -0.006 0.0166 0.238 0.0200 0.508 0.0233 1.022 0.0266 1.775 0.0300 2.609 0.0333 1.944 0.0366 1.543 0.0400 2.258 0.0433 1.273 0.0466 2.070 0.0500 1.969 0.0533 1.976 0.0566 1.957 0.0600 1.919 0.0633 1.907 0.0666 1.894 0.0700 1.881 0.0733 1.869 0.0766 1,663 0.0800 1.850 0.0833 1.638 0.0866 1.831 0.0900 1.819 0.0933 1.812 0.0966 1.600 0.1000 1.767 0.1033 1.761 0.1066 1.775 0.1100 1.769 0.1133 1.762 0.1166 1.750 0.1200 1.743 0.1233 1.737 0.1266 1.725 0.1300 1.718 0.1333 1.706 0.1366 1.706 0.1400 1,693 0.1433 1.687 0.1466 1.681 0.1500 1.674 0.1533 1.681 0.1566 1.656 0.1600 1.643 0.1633 1.649 0.1666 1.643 0.1700 1.637 0.1733 1.631 0.1766 1.618 0.1800 1.618 0.1833 1.612 0.1866 1.605 0.1900 1.599 0.1933 1.593 0.1966 1.587 0.2000 1.587 0.2033 1.574 0.2066 1.574 0.2100 1.566 0.2133 1.562 0.2166 1.555 0.2200 1.555 0.2233 1.549 0.2266 1.543 0.2300 1.536 0.2333 1.536 0.2366 1.530 0.2400 1.530 0.2433 1.524 0.2466 1.516 0.2500 1.511 0.2533 1.511 0.2566 1.505 0.2600 1.499 0.2633 1.493 0.2666 1.493 0.2700 1.466 0.2733 1.486 0.2766 1.480 0.2600 1.474 0.2633 1.474 0.2866 1.467 0.2900 1.461 0.2933 1.461 0.2966 1.461 0.3000 1.455 0.3033 1.449 0.3066 1.449 0.3100 1.442 0.3133 1.442 0.3166 1.436 0.3200 1.436 0.3233 1.430 0.3266 1.424 0.3300 1.424 0.3333 1.417 0.3500 1:405 0.3666 1.386 0.3833 1.373 0.4000 1.355 0.4166 1.342 0.4333 1.329 0.4500 1.317 0.4666 1.311 0.4933 1.298 0.5000 1.286 0.5166 1.273 0.5333 1.267 0.5500 1.254 0.5666 1.248 0.5833 1.235 0.6000 1.229 0.6166 1.223 0.6333 1.210 0.6500 1.204 0.6666 1.198 0.6833 1.195 0.7000 1.179 0.7166 1.173 0.7333 1.166 0.7500 1.160 0.7666 1.154 0.7833 1.149 0.8000 1.141 0.8166 1.135 0.6333 1.129 0.8500 1.129 0.8666 1.123 0.9833 1.116 0.9000 1.110 0.9166 1.104 0.9333 1.104 0.9500 1.097 0.9666 1.091 0.9833 1.085 1.0000 1.079 1.2000 1.028 1.4000 0.991 1.6000 0.966 1.6000 0.947 2.0000 0.934 2.2000 0.916 2.4000 0.903 2.6000 0.897 2.8000 0.884 3.0000 0.679 3.2000 0.872 3.4000 0.865 3.6000 0.859 3.8000 0.846 4.0000 0.840 1.2000 0.834 4.4000 0.628 4.6000 0.821 4.8000 0.815 5.0000 0.809 5.2000 0.803 5.4000 0.803 5.6000 0.796 5.8000 0.790 6.0000 0.784 6.2000 0.777 6.4000 0.771 6.6000 0.765 6.8000 0.759 7.0000 0.759 7.2000 0.746 7.4000 0.746 7.6000 0.740 7.6000 0.734 8.0000 0.727 8.2000 0.721 8.4000 0.715 6.6000 0.715 6.8000 0.708 9.0000 0.702 9.2000 0.696 9.4000 0.690 9.6000 0.690 9.8000 0.683 10.0000 0.677 11.0000 0.652 12.0000 0.627 13.0000 0.614 14.0000 0.596 15.0000 0.577 16.0000 0.558 17,0000 0.539 18.0000 0.520 19.0000 0.508 20.0000 0.483 21.0000 0.483 22.0000 0.470 23.0000 0.451 24,0000 0.439 25.0000 0.420 26.0000 0.407 27.0000 0.395 28.0000 0.382 29.0000 0.370 30.0000 0.363 31.0000 0.351 32.0000 0.338 33.0000 0.332 34.0000 0.319 35.0000 0.313 36.0000 0.307 37.0000 0.294 38.0000 0.288 39.0000 0.282 40.0000 0.276 4i.0000 0.269 42.0000 0.244 43.0000 0.250 44.0000 0.250 45.0000 0.244 46.0000 0.244 47.0000 0.244 48.0000 0.238 49.0000 0.244 50.0000 0.244 51.0000 0.232 1o5D R i se SE1000C Environmental Logger 06/29 13:58 Unit# 00069 Test 0 Setups: INPUT 1 Type Level (F) mode TOC I.D. 00001 Reference 0.000 Linearity 0.120 Scale factor 19.880 Offset -0.030 Delay mSEC 50.000 Step 1 06/26 11:20:39 Elapsed Time INPUT 0.0000 -0.683 0.0033 --0.690 0.0066 -0.690 0.0100 -0.690 0.0133 -0.690 0.0166 -0.357 0.0200 -0.213 0.0233 --0.363 0.0266 --0.596 0.0300 -0.395 0.0333 -0.533 0.0366 -0.583 0.0400 -0.903 0.0433 --0.188 0.0466 2.796 0.0500 4.357 0.0533 1.160 0.0566 1.869 0.0600 1.336 0.0633 1.078 0.0666 1.461 0.0700 1.405 0.0'733 1.298 0.0'766 1.304 0.0800 1.304 0.0833 1.279 0.0866 1.241 0.0900 1.254 0.0933 1.241 0.0966 1.229 0.1000 1.210 0.1033 1.191 0.1066 1.185 0.1100 1.166 0.1133 1.154 0.1166 1.147 0.1200 1.129 0.1233 1.116 0.1266 1.103 0.1300 1,091 0.1333 1.078 0.1366 1.066 0.1400 1.053 0.1433 1.041 0.1466 1.028 0.1500 1.Oi6 0.1533 1.009 0.1566 0.991 0.1600 0.964 0.1633 0.972 0.1666 0.959 0.1700 0.947 0.1733 0.934 0.1766 0.928 0.1800 0,915 0.1833 0.903 0.1866 0,890 0.1900 0,884 0.1933 0.871 0.1966 0,859 0.2000 0.846 0.2033 0.840 0.2066 0.828 0.2100 0.615 0.2133 0.809 0.2166 0.796 0.2200 0.790 0.2233 0.777 0.2266 0.771 0.2300 0,759 0.2333 0.752 0.2366 0.740 0.2400 0•:733 0.2433 0.721 0.2466 0.715 0.2500 0.708 0.2533 0.696 0.2566 0.690 0.2600 0.683 0.2633 0.677 0.2666 0.664 0.2700 0.658 0.2733 0.652 0.2766 0.646 0.2600 0.639 0.2633 0,633 0.2866 0.627 0.2900 0.621 0.2933 0.614 0.2966 0.614 0.3000 0.608 0.3033 0,602 0.3066 0,595 0.3100 0.589 0.3133 0.589 0.3166 0.583 0.3200 0.577 0.3233 0.577 0.3266 0.570 0.3300 0.564 0.3333 0.564 0.3500 0.552 0.3666 0.539 0.3833 0.526 0.4000 0.514 0.4166 0.509 0.4333 0.495 0.4500 0.489 0.4666 0.483 0.4833 0.476 0.5000 0.470 0.5166 0.464 0.5333 0.464 0.5500 0.457 0.5666 0.451 0.5833 0.445 0.6000 0.445 0.6166 0.439 0.6333 0.439 0.6500 0.432 0.6666 0.432 0.6633 0.426 0.7000 0.426 0.7166 0.426 0.7333 0.420 0.7500 0.420 0.7666 0.414 0.7833 0.414 0.8000 0.414 0.6166 0.407 0.8333 0.407 0.8500 0.407 0.8666 0.407 0.8633 0.401 0.9000 0.401 0.9166 0.401 0.9333 0.401 0.9500 0.395 0.9666 0.395 0.9833 0.395 1.0000 0.395 1.2000 0.376 1.4000 0.370 1.6000 0.357 1.8000 0.351 2.0000 0.345 2.2000 0.345 2.4000 0.338 2.6000 0.332 2.8000 0.332 3.0000 0.326 3.2000 0.326 3.4000 0.319 3.6000 0.319 3.6000 0.319 4.0000 0.313 4.2000 0.313 4.4000 0.313 4.6000 0.313 4.8000 0.307 5.0000 0.307 5.2000 0.307 5.4000 0.307 5.6000 0.301 5.8000 0.301 6.0000 0.301 6.2000 0.301 6.4000 0.301 6.6000 0.301 6.8000 0.294 7.0000 0.294 7.2000 0.294 7.4000 0.294 7.6000 0.294 7.8000 0.294 8.0000 0.288 8.2000 0.288 8.4000 0.288 8.6000 0.298 8.8000 0.288 9.0000 0.268 9.2000 0.288 9.4000 0.282 9.6000 .0.282 9.8000 0.282 10.0000 0.262 11.0000 0.282 12.0000 0.276 13.0000 0.276 14.0000 0.269 15.0000 0.276 16.0000 0.276 17.0000 0.276 18.0000 0.276 19.0000 0.269 20.0000 0.269 21.0000 0.269 22.0000 0.269 23.0000 0.263 24.0000 0.263 25.0000 0.257 26.0000 0.263 27.0000 0.263 28.0000 0.257 29.0000 0.257 30.0000 0.257 31.0000 0.257 32.0000 0.257 33.0000 0.257 34.0000 0.250 35.0000 0.250 36.0000 0.250 37.0000 0.250 38.0000 0.250 39.0000 0.250 40.0000 0.250 41,0000 0.238 42.0000 0.263 43.0000 0.257 44.0000 0.250 45.0000 0.238 46.0000 0.238 47.000Q 0.232 48.0000 0.225 49.0000 0.219 50.0000 0.213 51.0000 0.213 52.0000 0.207 53.0000 0.200 54.0000 0.194 55.0000 0.188 56.0000 0.181 57.0000 0.175 58.0000 0.169 59.0000 0.175 60.0000 0.169 10 01 001 P1: ;hart 1 P13sl + 5eriesl`4 Page 1 oa 001 P1ti Chart 1 pl4dl } Seriesl Page t I n 01 001 0 001 pja hart 1 p14sl + Series 1 I page 1 01 001 0 001 Q 1 Chart I 0•37 �LL a.�U F / yp15d1 j [) \1 I +Sesiest Page 11 0 0.1 001 0 001 P , Chart 1 p15sl +seriesl Page 1 CLIENT* Allied kste COMPANY: GZA Geohv iromerta i LOCATION: AnKfi County PROJECT: 14876,00 a Anson County (P_101 _Test) 30. 66. 90. 120. 150. Time (min) DATA SET: P-101.DAT 07/21/97 AQUIFER MODEL: Unconfined SOLUTION METHOD: Bouwer--Rice ITEST DATA: He= 26.15 ft rc= 0.083 ft rW= 0.344 ft L = 8. ft b = 14. ft H = 5.65 ft PARAMETER ESTIMATES: K = 0,00488 ft/day y0 = 23.59 ft ' .. TESOI.t CL IENi : Allied Waste COMPANY* GZR Geobv ironmenta l LOCAT I Obi : Anson countg, MC PROJECT: Anson Co —Test DATA SET: P-1H2S.DAT IgO. 67i11/97 4., 4j ar U 12. 24. 36. 4B. 60. Time (rain) AQUIFER MODEL: Unconfined SOLUTION METHOD: Bower -Rice TEST DATA: H6=18.8ft r rc= 0.033 f t rw= 0.344 f t L=10.2ft b=25. ft H=8.2ft PARAMETER ESTIMATES: K = 0.04613 ftidag y6 = 18.34 f t AQTESOLU n- 0 CLIENT: Allied Waste ( COKPAHY: G2A GeeEnvirenmental LOCATION: Anson COURt , Hl+ PROJECT: 14876,00 A Anson ;, ,untg c 40, BB . 120. 160. zoo. Time (min) DATA SET: P-182D.DAT B7i11i97 AQUIFER MODEL: Unconfined SOLUTION KETHOD: Bouwer-Rice TEST DATA: HH= 20.14 ft rc= 0.883 ft rw= B .344 ft L=8.5ft L = 25, ft H=Z9.36ft PARAMETER ESTIMATES: X = 8.085775 ft/day yB = 34.52 ft A1-6 CLIENT: Allied Waste I COMPANY: GZA GeoEnvironmental LOCATION: APSon County, HC PROJECT: 14876.00 Ano-n County (P-103 —Test ) 100. E u c� b 30. 6B. 90. 120. 15B. Time (min) DATA SET: P-1B3.DAT B7i 1 L97 AQUIFER MODEL: Unconfined SOLUTION METHOD: Bouvier -Rice TEST DATA: HB= Z5.Z6 ft - rc= 0.063 ft rW= 0.344 ft L=19. ft b = 20. ft H = 16.74 ft PARAMETER ESTIMATES: E = 0.0BZZ05 ftiddy YO = Z3.4 ft TESOLI h:o CLIENT: Allied Waste I COMPANY: GZA GeoEnvironmental ILDCATION: Anson County, NC I PROJECT: 14876,80 41 I 0. Anson County (P-104 E—Test) 9 30. 60. 90. 120. 150. Time (min) h:: (D DATA SET: P-104.DAT 07/11/137 AQUIFER MODEL: Unconfined SOLUTION METHOD: Bouwer-Rice TEST DATA: HO= 28.85 ft r,= 0.063 ft ,rw= 0.344 ft L = 9.15 ft b = 15, ft 1H = 7.15 ft PARAMETER ESTIMATES: E = 0.009103 ft/day y0 = 21.33 ft z AQTESOLV I CLIEMT' Allied Waste I COMPANY: GZR GeoEnuirowntal 1 LOCAT I OM : Anson county, MG IPROJECT: 14876.00 Arson Count (P -i07 —Test ) DATA SET: P107.DAT AQUIFER MODEL: Unconfined SOLUTION METHOD: Bouwer-Rice TEST DATA: HB= 31.7 ft rc= 0.883 ft rw- 8.344 ft L=1. ft b=10. ft H=1. ft PARAMETER ESTIMATES: X = 0.81141 ft/day yB = 23.29 ft m 40. Be. 120. 160. 288, Time (min) wI I 4 CLIENT: Allied Waste COMPANY.' GZR GeoEnu ironmenta 1 4 LOCATION: Amu County, NC PROJECT: 14876.00 Anson County ( P �-- i08 - Test ) +, 10. a.. 0 40. 80. IZB. 160. zee. Time (min) DATA SET: P10B.DAT 0?/Z1/97 AQUIFER MODEL: Unconfined SOLUTION METHOD: Bouwer-Rice TEST DATA: HO= 14.73 ft rc= 0.003 ft r,= 0.344 ft IL = 0*5 ft b=10. ft H 0°5 ft PARAMETER ESTIMATES: H = 0.003224 ft/day YO = 10.Z3 ft F � g AQTESOL ........... CLIENT: Allied Waste COMPANY: GZA GeoEnuironmental qp f7 iLOCATION: PROJECT: 1�8Anson County, MC ��,�[I W.B. Anson County (P-109 -Test) 16. 36. 54. 72. 90. Time (min) DATA SET: P169SAT.DAT 67/21i97 AQUIFER MODEL: Unconfined SOLUTION METHOD: Bouwer-Rice TEST DATA: HO= 28.62 ft rc- 0.883 ft ray= 6.344 ft L = 7.62 ft h = 15. ft H = 7.62 ft PARAMETER ESTIMATES: X = 0.667413 ft/day y6 = 36.48 ft AQTESOLI CLIENT: Allied County COMPANY: GZA GeoEnvironmental ...................... IACAT IOht : Anson county, MC I PROJECT: 14876,00 100. Anson County (P -18 - Test ) 18. 36. 54. 72. 98. Time (min) (�,0 DATA SET: PZ-10Z.DAT 07/11/97 AQUIFER MODEL: Unconfined SOLUTION METHOD: Bouwer-Rice TEST DATA: H0= Z5 . f t rc= 8.083 ft rw= 0.344 ft L = S. ft b = Z8. ft H = 5. ft PARAMETER ESTIMATES: K = 0.002881 ft/day y8 = 20.24 ft AQTESOL€ i CLIENT: Allred Waste a I�LOCATION: RIM Nntg, MC CQMPAMY : GSA GeaEnu irenmental PROJECT: 14876 ,00 Anson County — 1 E —Test) 20 28. 48. 68. 86. 188. Time (min) DATA SET: Mil--21S . DAT 87/21/97 AQUIFER MODEL: Unconfined SOLUTION METHOD: Bouwer-Rice TEST DATA: H8= 18.88 ft rc= 8.883 ft rw= 8.344 ft L=1.9ft b = 6. ft H=1.42ft PARAMETER ESTIMATES: E = 0.03457 ft/day y8 = 7.359 ft TESOL CLIENT : Allied Waste COMPANY: GZA GeoEnu ironnuta 1 i3OCATION: Anson county, MC PROJECT: 14876,00 Anson Countq (MW— iD H--Test ) DATA SET: MW-21D.DAT 07/11/57 AQUIFER MODEL: Unconfined SOLUTION METHOD: Bouwer--R ice TEST DATA: H3= 10.61 ft rc= 9.083 ft rw= 8.344 ft L = 6. ft b = 6. ft H=4.89ft PARAMETER ESTIMATES: K = 6.82285 ft/day y6 = 7.843 ft ZH. 49. 69. 80. 100. Time (min) AQTESOL r p. ;hart 1 s p20 ®'l u 0I , +Seriest Page 1 1 J 0.1 0.01 0.001 o' k o {, l �jv TES S1 Chart 1 PD9 + Series 1 Page 1 a� I 4 0' �y11 0 0.1 7E' A Chart 9 4 R �,�Y �C �✓ P2SI F Seriesi Page 1 1 10 0.1 0.01 TEu ,1 Chart p3dl + 5eriesl Page 1 0,1 001 rt a ! p: ;,hart 1 'G L p3sl + Series I J Page 1 01 0.01 0 001 P,, :,hart 1 p4dl j + Seriesi Page 1 1 10 0,1 0.01 TES 1 Chart E �` p4sal + Sedes l Page 1 T � T t 0.1 0.01 P, Chart 1 p5d1 + Seriesl i Page 1 1 0.1 001 0-ON TE. A Chart 1 p5sl + Series 1 Page 1 ' | 1L .nart1 ../ pRd / w ---- 01 + ou1 Pagel 1 10 1 0.1 001 pt- .'hart 1 -7 r' , 7 p6sl + Series Page 1 C 0 OL.. p, , Chart 1 p7dl + Series1 Page 11 4. a.F + 001 0 001 + SefieS1 page 1 0.1 001 .;hart 1 ' p8d1 + Senesl Page 1 1 10 e 0.! 0.01 p Chart 2 j _ p8sl E +Series t page 1 10 1 01 0.01 F Chart 1 p9dl + Seriesi i Page 1( ,c I / _i � � e 0.0 0 no. P1G,. -'hart 1 p1Ud9 Sefiesl Pagel 1 0.1 0.01 n nn P1 :hart 1 PIOSI +5eriesl I Page 1 to 001 0.001 F 1 Chart 1 pl2dt + + + + + + + a—�—+_ + +Sexiest ' Page I 1 01 0.01 - P1.hart 1 P12sl -5eriesl Page 1 0 0.1 001 0 00 . u f ��^ Chart 2 pl3dl . 1 ; + Seriesl Page 1 APPENDIX 71) PRECIPITATION AND HISTORICAL GROUNDWATER ELEVATION - _ Site Groundwater Levels Proposed Anson County Landfill 320.00 315-00 310-00 c 305-00 0 0 300-00 295.00 290.00 285-00 2/14/92 311192 3/10/92 419192 5121196 11/6196 5/16/97 7I13197 10/19197 12/2- 1120I98 2/25198 3130- 3197 31198 Date 6I24- 25198 4 B-2 -- - -- ES1IGW Elev. (310.93') Top of Rock Elev. (290.5I') — - — - Proposed Liner Sub9ade (316.12') 310.00 305.00 300.00 29500 290.00 285,00 0 m 280.00 uU 275.00 270,00 265,00 260.00 255.00 250.00 ^\ \01 V Site Groundwater Levels Proposed Anson County Landfill \LO\I� M1'��\�� `7 �\ h\ h\ .\\ hp\ h�`L h\ ti \gyp' \ry1" 1 Date — # MW-32-OB __. --� — — — ESHGW Eiev.(293.79') lop of Rock E€ev.(258.27') — ProposedLinerSubgrade(306.37') Site Groundwater Levels Proposed Anson County Landfill 315 3D5 295 c 4 m 285 w 275 265 ------------- - -- - - I 255 , 2114/92 3/1I92 311D192 419f92 5/21/96 1116196 5116/97 7/13197 10/19/97 12f2- 1l20I98 2125198 3134- 6124- 3197 31198 25198 Date --BMW-32-SB — ESHGW Elev. (298.27') Top of Rock Elev. (258.27') — - - Proposed Lir3er Suhgrade(306.37`) Site Groundwater Levels Proposed Anson CountyLandfill 29500 290.00 285.00 28000 O m m 275.00 LLJ 0 270.00 265.00 260.00 — — — ESHGW Eiev.(278,67`) Top of Rock Elev.(263.38') — - — Proposed Liner Subgrade(290.33) 255.00 D14/92 311192 3/10192 419192 5/21196 1116/96 5116/97 7/13/97 10/19/97 12/2- 112019E 2/25/9B 3130- 6/24- 3/97 31/98 25/9B Date 295 290 285 c 280 0 Qj a w 0 275 270 265 Site Groundwater Levels Proposed Anson County Landfill --------------------------- 260 1-- r- 2114192 311192 3/10192 419192 5/21/96 11/8(96 5116191 1113197 10I19197 12/2- 1/20198 2/25/98 3130- 6124 3197 31198 25196 Date .::: MW-33-SB l -- ESHGW Elev.(277.63') Top of Rock Elev.(263.38') -T - Proposed Liner Suhgrade (290.66') 285 280 275 270 a 265 y m w 250 255 250 245 Site Groundwater Levels Proposed Anson County Landfill ------------------------- 240 2f14192 311/92 3110192 419192 5121196 1116/96 5l16I97 7113197 10119/97 1212- 1120/98 2/25/98 3l30- 6124- 3197 31198 25198 Date — — ESHGW Elev.(263.86') Top of Rock Elev.(243.09') -- - Proposed Liner Subgfade(279 81') 285,00 28000 275.00 270.00 o 265.00 cu v w Lf 280,00 255.00 250.00 245M 240.00 a Site Groundwater Levels Proposed Anson County Landfill h�`L Date $ P-25 — — - ESHGW Elev.(284.05') Top of Rocl( Elev.(24309') — - - Proposed Liner Supgrade(279.8l') Site Groundwater Levels Proposed Anson County Landfill 285 280 275 270 0 265 a m ur 260 255 250 245 240 2J14/92 911(92 3/10/92 4/9192 5/21,96 11/6l96 5/16/97 7/13/97 10/19/97 1212- ,M7 Date 1/20198 2/25/98 3;30- 6124- 31198 25/98 — 0 P-2D-R — -- -- ESHGW Elev.(265.15') ----------Tap of Rock Elev.(251.43') — - - Proposed Liner 5ubgrade(279 8t') Site Groundwater Levels Proposed Anson County Landfill 315 310 -- --- -- 305 300------- ___--- --_- - 0--P-5D -_— - -- -----_ _ ._ - --ESHGWElev.(304.98') 295-- - LL----.0Top of Rock Elev.(272.3l') m m proposed Liner Subgrade(311 99') iu C) 290 -- - - - - ------------------ -- -----------._-----.._--- _.____-----_-___.__---275 -----_--__....- - 270 2114192 311192 3/10/92 419192 5121/96 1116196 5116197 7113197 10119197 12/2-3/97 1120198 2/25198 3l30- 6124- 31/98 25198 Date Site Groundwater Levels Proposed Anson County Landfill 315,00 310.00 305,00 300.00 0 295-00 m a u� � 290.00 285.00 280,00 275,00 27D.00 _ _ 1 2114192 311(92 3110/92 419192 5121f96 11i6196 5/16/97 7/13/97 10119/97 1212- 112019E 2/25198 3130- 6124- 3197 31198 25198 Date — �- ESFIGW Elev.(305,12') Top of Rock E4ev.(272.31') - Proposed Liner Stibgrade(311.99') Site Groundwater Levels Proposed Anson (County Landfill 315-,_._.--.---- -....m w. r-� ....... 310---- ----------------- -- - - -- ------------------------------ 305 --- --- ----------- --------- --- -- --- -------- --- ----- -- 300 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - . - - , - - - - - - - - - - - - - - - - 0 P-5D-R 0295---------- -- --------------------------------- ------------ESHGWEIev,(307.40') —Top of Rack Eiev.(277.48') ai w — — Proposed Liner Subgrade(311.99') �290 --------------- --- ----------------- ---------- 285 ------------------------------,.,..--------------------------- 280-- ------- -- ----------- -- - - ----------- - - -- -- ---------------- 275---------------------- -- --- ------ --------- ---- -- -- ----- ------- 270 . —.— 1 a _ 2114192 311192 3110'92 419192 5121/96 1116196 5/16197 7/13/97 10119l97 122-3197 1120198 2i25198 3130- 6124- 31198 25198 Date Site Groundwater Levels Proposed Anson County Landfill 285 280 275 ---0 P-OD — — ESHGW Elev. (273 02') Top of Rock Elev.(262.52') — Proposed Liner Suhgrade(283 25') 270 265 260 - --------- 2/14192 3f1192 3110192 419192 5121196 1116196 5116197 7113197 10/19/97 12/2- 1120198 2/25198 3130- 6124- 3197 31198 25198 Date c 0 .6 m w Site Groundwater Levels Proposed Anson County Landfill 285.00 280.00 275.00 270.00 265.00 260.00 � 6 Date ESHGW Elev. (27284') Top of Rock Elev.(262.52') — - Proposed Liner 5ubgrade(283.25') Site Groundwater Levels Proposed Anson County Landfill 295.00 290,00 C P m 265,00 uj c7 280.00 275.00 -- ESHGW EWv.(267.95`) Top of Rock Etev.(288.63') — - Proposed Liner Subgrade(293.19') Date 320.00 315.00 c 305.00 0 a m ua 0 300.00 295.00 290.00 Site Groundwater Levels Proposed Anson County Landfill ----_ _-------------------------__---_._---------4-------- _ - -1 -----.,........__.__-------------------- _....----,a--------._..__/.-- - - - - __I 265.00 2114/92 311/92 3f10I92 4(9/92 5/21196 1116/96 5116/97 7/13197 10/19/97 1212- 1120198 2125198 3130- 6/24- 3I97 31198 25198 Date —$—P-101 — — — ESHGW Elev.(312.04') Top of Bock Elev.(286.36') - -- - Proposed Liner Subgrade(316.33) 290-00 295.03 280,00 275.00 270.00 G O .q m 265.00 111 U 260.00 255,00 250-00 Site Groundwater Levels Proposed Anson. County Landfill IMF__ _____ ____ 245.00 __... -------- - 240.00 4 \�L �\��b �`�o\�ti h\�^�o,�h\^� �o,1 ��� Date —P-103 `I — — — ESHGW Elev.(26B.60)' Top of Rock Elev.(245.75') - -- - Proposed Liner Subgrade(284.95.) Site Groundwater Levels Proposed Anson County Landfill 325.00 315.00 c 0 b c� 305M w 0 295.00 285.00 Date —�-- P-104 — — ESHGW Elev-(305.40') Top of Rock Edev.(287.75') - — Proposed Liner Subgrade(315_43') 290.00 285.00 280.00 0 275.00 C9 270.00 265.00 260.00 255.00 Site Groundwater Levels Proposed Anson County Landfill ----------------------- j1\�1 0P> ��o�� �\a rh\o,� Date —P7-102 ESHGW Elev.(269.02') Top of Rock Elev.(259.91') — Proposed Liner 5ubgfade(284.93') Site Groundwater Levels Proposed Anson County Landfill 325 320 315 a w 310 3)5 300 2114192 311192 3/10/92 4/9/92 5121/96 11/6196 5116197 7112- 10/19/97 1212- 1120198 2125/98 3130- 6130198 1311997 3197 31198 Date ---+--- B-1 GW Elev. Ground Surface E1ev.(323,69') -- — Top of Rock Elev.(307.19') • • • Total Well Depth Elev.(307.19') 335 330 325 320 315 w 310 305 300 295 290 211 C D a W Site Groundwater Levels Proposed Anson County Landfill 3-10 330 320 310 300 290 280 2I14192 311 i92 3110?92 4!9t92 5f21 f96 1116196 5116197 7112- 10119197 1212- 1120198 2126198 6130198 31198 13/1997 3197 Date ---4—B-4 GW Elev. Ground Surface Elev.(329.07') — — — Top of Rock Elev.(289AT) Total Well Depth Elev.(289.07') Site Groundwater Levels Proposed Anson County Landfill 2Bn 270 260 c 0 y 250 w 240 230 220 1 1 2/14192 311/92 3110/92 419192 5/21196 1116/96 5116197 7/12- 10/19/97 1212- 1/20/98 2125/98 3130- 6/30/98 13/1997 3197 31198 Date —� B-6 GW E1ev. Grocind Surface Elev.(26923') — — — Top of Rock Elev.(23423) - - - - - -Total Well Depth Elev.(234.23') Site Groundwater Levels proposed Anson County Landfill 295 290 285 280 c 275 a v 210 265 260 255 250 2/14/92 3111192 3110192 419192 5/21196 11t6196 51161.97 7f12- 10/19/97 1212- 1/20198 2/25198 3130- 6/30/98 1311997 3197 31198 Date --- f3-7 GW E1ev. Ground Surface Flev.(289.77') — Top of Rode Elev,(256.77') Total Well Depth Elev-(256.77') Site Groundwater Levels Proposed Anson County Landfill 280 270 260 C O } 250 m ur 240 230 220 2/ 14,192 311192 3110/92 419192 5121196 1116196 5115197 1311997 a tx rira r i cs c n n r 31198 Date -e-a GW Elev. Ground Surface Elev.(259.17') — — — Top of Rack Elev.(234.17') -Total Well Depth Elay.(234.17) 198 W 310 300 290 280 270 260 250 240 art Site Groundwater Levels Proposed Anson County Landfill - - 1311997 3191 aria° Date V98 --+--MW-8-S© GW Elev- Grnund Surface Elev.(304 99') -- — Top of Rock Elev.(234.17') - - Total Well Depth Eiev-(244.99') Site Groundwater Levels Proposed Anson County Landfill 265 255 245 235 c O ? 225 CI W 215 205 195 1 l35 211 A1U2 Jt 3roc " I-- ,....__ _. 1311997 Date i198 6- hAW 9-QFi GW EIeV Ground Surface Elev (258 01'] — — Top of Rock Elev.(255.21') Total Well Depth Elev.(194,51' Site Groundwater Levels Proposed Anson County Landfill 260 265 250 245 C O m 240 y W 235 230 225 220 ' 2114I92 311192 3110192 419192 5121196 1116/96 5/16/9.7 71t2- 10/19/97 1212- 1I20198 212519B 3130- 6130/98 1311997 3197 31 /98 pate -----MW-9-SB GW Elev. Ground surface Elev.(257.73') — — Tap of Rock Elev.(255.2t') - - - -Total Well Depth Elev.(224.73) w Site Groundwater Levels Proposed Anson County Landfill Son 290 280 270 260 250 240 230 2/14192 311192 3110l92 419/92 5/21196 11/6196 5f16197 7112- 1311997 Date 10119/97 12/2_ 1120198 212b/90 51.5u- 01.30I98 3/97 31198 • MW-So-D GW Elev. GCOUnd Surface Elev,(287.61') — Top of Rock Elev.(249.41') - - - -Total Well Depth Elev.(249.41'} 200 265 260 G 0 7 275 m w 270 265 260 211 V98 4 MW-10-OBS GW Eiev. — - Ground Surface Elev.(266.20') — --- — Tap of Rack Elev.(265.20') - - - -Total Well Depth Elev.(265.70') Site Groundwater Levels Proposed Anson County Landfill 300 290 280 270 0 } 260 m u� 250 240 230 220 ,,A YfJL-r�lr•+c yr r.....-.. .. _._- _.--. 13/1997 3197 31/98 Date V98 4—MW-10-5 GW Elev. Ground Surface Elev.(287.78') — --- --- Top of Rock Elev.(244.09') - - - -Total Well Depth Elev.(266.58`) inn 2S 2B 27, 26[ C O 7 25C w 240 230 220 21D 200 211, Site Groundwater Levels Proposed Anson County Landfill 1/1-1- 1 u/19197 12/2- 1 /20/98 2125/98 3/30- 6!3 D/98 13/1997 3f97 31198 Date —MW-10-SB GW Elev. Ground Surface Elev.(288.09') Top of Rock Elev.(244.09') - - - - - -Total Well Depth Elev.(214.09') Site Gro€tndwater Levels Proposed Anson County Landfill 35n __..... . 340 _.... ............ 330 .------.-,.. 320 310 c 0 a inn v 290 280 _ ............ 270 - - _.. -- 260 250 \gA rb 1 Date —� MW-9 i-SB GW Elev. Ground Surface Elev.(339.29') — — --- Top of Rock Elev.(N/A) . - - -Total Well Depth Elev,(274.29') Site Groundwater Levels Proposed Anson County Landfill 330 320 310 300 C D 290 y W 280 270 260 250 2f14I92 311192 3110192 419192 5/21/96 1116196 5/16/97 13119- 10119/97 2/2 3197 Rate 112ulyjb zfznItiO ur�J198 31 /98 W ——MW-12-SB GFlev Ground Surface Elev.(32363') — — Top of Rock Elev.(307,9S) Total Well Depth Elev.(263.63') Site Groundwater Levels proposed Anson County Landfill 280 270 260 250 c 0 240 w 230 220 210 200 1 , 2/14192 311192 3110192 419192 5121/96 1116196 5/16/97 7112- 1 D11 9197 1212- t120198 2125/98 31 0- 6130/98 1311997 3, 97 98 Date --,6 MW-13-DB GW Elev. Groarid Surface Etev.(271.23') -- -- Top of Rock Elev.(261.23') - - - - - -Total Well Depth Elev.(211.23`) Site Groundwater Levels Proposed Anson County Landfill Zan 270 260 c 0 m 250 v w 240 230 220 2/14/92 311192 3/10192 419192 5l21196 1116196 5116197 7112- 10/19/97 1212-3197 1120198 212bl9b 1311997 Date J1.10- W13uluo 31/98 Site Groundwater Levels Proposed Anson County Landfill 305 300 295 c 0 290 a ui 285 280 275 2114/92 311192 3110192 419192 5121/96 1116196 5/16197 7112- 10/19/97 13/1997 Date 1212- 112D/9B 2!25lyti JiJLI- of3u19B 3197 3119E .�-•MW-14-00 GW Elev. Ground Surface Elev.(303.31) — -- -- Top of Rock Elev.(2B3.61') - • - -Total Well Depth Elev.(2B3,61) Site Groundwater Levels Proposed Anson County Landfill 360 340 320 300 c 0 280 260 240 220 200 1 -.. 2114/92 311192 3/10/92 419192 5121196 1116/96 5/16/97 7112- 10/19/97 1212- 1120198 2125/98 3119E 6130198 13/1997 3197 Date MW-14A-BZW GW Elev. Ground Surface Elev.(337.75') — — Ground Surface Elev.(334.73') • . • .Total Well Depth Elev.(217.75') 3-10 335 330 325 ra 320 w 315 310 305 Site Groundwater Levels Proposed Anson County Landfill -------------- _ r .............. ........... i 300 2114/92 311192 3/10192 419192 5121 /96 1116196 5116/97 7112- 10119/97 1212- 1120198 2125f98 3130- 6130198 1311997 3197 31/98 Date — IV VV-10-0B GW Elev. ---Ground Surface Elev.(334.94') — — Ground Surface Elev.(334.73') - - - - - -Total Well Depth Elev.(303.94') Site Groundwater Levels proposed Anson County Landfill 340 330 320 340 C 0 M 7 v ui 300 290 280 2114/92 311192 3110192 419192 5/21/95 1116/95 5116/97 7112- 10/19/97 1212- 1/20198 2/25198 310- 31398 613n198 1311997 3/97 Dale 4-MW-14A-SB GW Elev. Ground Surface Elev.(334.73') — ---- — Top of Rock Elev.(300.73') - - - • • -Total Well Depth Elev-(282.33') Site Groundwater Levels Proposed Anson County Landfill 360 340 320 300 0 280 m w 260 240 220 200 2/14/92 311192 3110i92 419192 5121/96 1116196 5116197 7112- 10119/97 1212- 1120/98 2/25/98 3130- 6/30198 13/1997 3197 31198 Pate 14B-BZW GW Elev. Ground Surface Elev.(334.25`) — — Top of Rock Elev.(300-73') - - - -Total Well Depth Elev-(254.25') Site Groundwater Levels Proposed Anson County Landfill MO 3•10 320 300 C 2 7 280 d W 260 240 220 200 2114192 311192 3f 10192 419192 5/21 /96 1116196 5F16197 7112- 1 D/19/97 1212- 1120198 2/25/98 313gB 6130198 1311997 3197 Date —BMW-14B-DDL GW Bev. Ground Surface Elev.(333.69') — Top of Rock Elev.(300.73') ....Total Welt Depth Elev.(213.69') Site Grotindwater Levels Proposed Anson County Landfill 320 300 280 240 220 2DO 1 2/14192 311192 3/10/92 419192 5121196 11/6196 5116/97 7112- 10/1.9197 1212- 1120/98 2/25/98 31398 613019E 1311997 3197 Date --+--MW-15-DB GW Elev.f — Ground Surface Elev.(302.43') Top of Rock Elev.(255.43') • . • .Total Well Depth ElevJ212,93) 305 3M 295 c 0 290 m w 285 260 275 . 2/14192 311192 3110/92 419192 5121196 1116196 5116197 7112- 10/19/97 1212- 1/2019B 2/25198 3/30- 6/30198 1311997 3197 31198 Date Ground Surface Elev.(302.10') — — -- Top of Rock Elev.(255.43') - • • • Total Well Depth Elev.(277.10') Site Groundwater Levels Proposed Anson County Landfill 320 300 2©0 240 220 200 . 2114192 311/92 3/10/92 4/9192 5/21196 11/6196 5116197 13119- 10/19/97 1�9E2/7 112019E 212519E 3136130/9B Date —BMW-15-SB GW Elev. — Ground Surface Fiev_(302.26') — — Top of Rock l=lev.(255 43') Totat Well Depth Elev.(243.26') Site Groundwater Levels Proposed Anson County Landfill 3?0 300 280 c 0 260 v 240 220 200 2/14102 311192 3110/92 419192 5121/96 11/6/96 5116197 7112- 10/19/97 1212- 1311997 3197 Date 1 /20/98 2125198 31.5U- b1 iUdJ6 31198 [ 6 MW-16-DB GW Elev. I Ground Surface Elev.(312.37') — — Top of Rock Elev.(267.37') • • - . Total Well Depth Elev.(212.37') Site Groundwater Levels Proposed Anson county Landfill 320 310 300 C Q 7 290 E1 LL1 280 270 260 2/14192 311192 3110192 419192 5121195 1116196 5116197 7i12- 1011919/ 13/1997 bate 12JL- 1jzu770 L1Lj,�Q -I.- 3197 31 f9B VQR - , MW-16-OB GW Elev. Ground Surface Elev.(312.83') — — Top of Rock Elev.(273.B') Total Well Depth Elev.(267.83') Site Groundwater Levels proposed Anson County Landfill 320 310 inn 290 280 G 0 270 v W 260 250 240 230 220 2114192 311192 3/10192 419192 5/21196 1116196 5116197 7I12- 1UNIPW 3197 11,V u "J`vV 31I9B 13/1997 Date 119B Site Groundwater Levels Proposed Anson County Landfill 320 310 300 290 2B0 C O 7 270 w 260 2S0 240 230 220 2114192 3/1192 3110192 419192 5121196 11 /6196 5/16/9 7 7/12- 10/1515( 7Ll L-3!!J! iy[ulno 1311997 [late J198 31198 —4, MW-17-Sp GW Elev. Ground Surface Elev.(31.70') — — --- Top of Rock Elev.(283.10') _.. Total Well Depth Elev.(248.90') Site Groundwater Levels proposed Anson County Landfill 335 315 295 275 C 0 7 255 v LW 235 215 195 175 2/14/92 311192 3110/92 419192 5/21196 1116/96 5116197 7112- 10/19197 12J2- 1120198 2125/98 31398 6130198 13/1997 3197 Date -- 4—MW-17A-BZE GW Elev. Ground Surface Elev.(327.10') — -- Top of Rock Elev.(283.1 U) • - - - -Total Well Depth Elev.(209.10) Site Graaindwater Levels proposed Anson County Landfill 355 335 315 295 275 0 a m w 255 235 215 195 175 2114192 311192 3110192 419192 5121196 11 f6196 5116/97 7112- 1 u119191 13/1997 Date 3197 31198 )IqR ——MW-17A-f3ZW GW Elev, Ground Surface Elev.(328.01') — --- Top of Rock Elev.(283.10') - - • - - -Total Weli Depth Eiev, Site Groundwater Levels Proposed Anson County Landfill 340 320 300 280 C O a w 260 2.10 220 2aD t - I 2114192 311192 3/10/92 419192 5121 /96 1116196 5/16/97 7112- 10/19/97 1212- 1 /20/98 2/25198 3130- 3119E 613019B 13l1997 3197 Date BMW-17A-DD GW Elev. - -- Ground Surface Eleu(327.63') — — Top of Rock Eiev.(283.10') - - - -Total Well Depth Elev.(212.63') Site Groundwater Levels Proposed Anson County Landfill 265) 255 245 235 225 C a v w 215 205 195 185 175 2114192 311192 3110192 419192 5/21196 1116196 5/16/97 7112- IurzarU( 1311997 3197 LV JU LJI Ju 31198 Date )AS —l—MW-1B-p13 GW Elev. �— Ground Surface Elev.(256.06') — — Top of flock Elev,(246.06') Total WeH Depth Elev.(194.06') Site Groundwater Levels Proposed Anson COLinty Landfill 260 255 250 245 c 0 m m uj 240 235 230 225 2114/92 311192 3110/92 419192 5/21196 11 /6106 5116/97 7112- 1 L711 W91 11r2- 1311997 3197 Date 1 lLUp�!Jo Lf LJF �O 11- 31 /98 /Q R --+-—MW-18-SB GW Elev. _.. Ground Surface Ftev_(257.26') — -- --- Top of Rock Elev.(245.26') - - - - - -Total Well Depth Elev-(227.26') Site Groundwater Levels Proposed Anson County Landfill 270 250 230 190 170 150 2J14192 311192 3110l92 4f9192 5121196 1116/96 5116/97 7112- 1911yty( 1311997 Date J198 31198 --s-MW-19-SB GW Elev. G(arnd Surface Flev.(247.28') — -- — Top of Rock Etev.(235,68') • . • • • •Total Well Depth Flev.(195.28') Site Groundwater Levels Proposed Anson County Landfill Zen 215 270 260 255 250 2114192 3l1192 3110/92 4l9192 5/21196 1116196 5116197 7112- 10119/9 f 1212- 1311997 3197 Date U- ZL)1-�6 ZIZDfZJ❑ 111 w111199 31196 — M -20-O© GW Elev.(252.24') Ground Surface Elev.(27&37') — Top of Rock Elev.(252 57) Total Well Depth Elev.(252.57) Site Groundwater Levels Proposed Anson County Landfill 268 266 264 262 c 260 0 m w 258 256 254 252 250 2114/92 311192 3/10/92 419192 5/21196 1116196 5116197 7112- 10119/91 1212- 1311997 3197 Date tizu1uo LILJIzlU 11 1198 31198 —� MW-21-OB GW E1ev.(25o.48) Ground Surface Elev — — Top of Rock Elev. Total Well Depth Elev.(250.26') Site Groundwater Levels Proposes! Anson County Landfill 270 265 260 255 250 C 0 y 245 y W 240 235 230 225 220 2114192 M/92 3110/92 4/9/92 5f21196 1116196 5116191 1311997 31198 Date )/98 MW-21-SB GW Elev. Ground Surface Elev.(285.91') Top of Rock Elev.(249.71') - - - -Total Well Depth Elev.(230.11' Site GroUndwater Levels Proposed Anson County Landfill 280 270 260 240 230 220 2114192 311192 3/10192 419192 5/21196 11/6196 5116/97 7112- 1of1yw1 fL!L- 1311997 3197 Date ucuiZ7o f98 31198 —�— NAW-21 B-BZW GW Elev. Ground Surface Elev (270.33') — — Top of Rock Elev.(257.33') - - - - - -Total Well Depth Elev-(227.33') Site Groundwater Levels Proposed Anson County Landfill 266 264 . 262 ......... . _ ............ ............ 260 C 6 25fi ................ .......... ............... ........... ......... .. ..... 254 252 250 2/14192 311192 3/10192 419192 5121196 1116196 5/16197 7112- 10/19/97 1212- 1/20198 212519E 3130- 6130198 1311997 3197 31 /98 Date —0 MW-21 D GW Fiev. Ground Surface Elev.(266.93') — — --- Top of Rock Flev. - - - . Total Well Depth Flev.(251.43') Site Groundwater Levels Proposed Anson County Landfill Son 295 290 285 C O > 260 a to 275 270 265 260 2114192 3I1192 3/10192 419192 5121I96 1116196 5/16/97 ZJZ- 13l19- 10119/9/ 3 97 Date I LLUmio 414-1- -1-- ,,1,,J/98 31198 — 0 MW-22-OB GW Elev. ---Ground Surface Elev.(297.34') -- Top of Rock Elev.(262.34') • • . • Tota( Well Depth Elev.(263-54') Site Groundwater Levels Proposer! Anson County Landfill 275 27fl 265 260 C O 7 v W 255 250 245 240 2J 14192 311192 3l10192 419192 5121196 11 /6196 5116/97 7112- 10119/97 32/ � 1 /20/98 2/25/98 3136130/98 98 1311997 Dave —BMW 23-OB GW Elev. Ground Surface Elev.(272.99') — — Top of Rock Elev.(246.59') T- V V_ Totai Well Depth Etev_(246.559') Site Groundwater levels proposed Anson County landfill 290 280 270 C O 260 ui 250 240 230 2114/92 3t1192 3110/92 419192 512119B 11i6196 5116197 7112- 10/19/97 1212- 1311997 3197 Date U2Ulub 212wuo 15113u- r-1798 31 /98 ® MW-24-SB GW Elev. Ground Surface Elev.(280.08') — — --- Top of Rock Elev. - - - - - -Total Well Depth Elev (236.58') Site Groundwater Levels proposed Anson County Landfill 275 270 265 260 C O 7 LIJ 255 250 245 240 2114/92 311192 3f10/92 419192 5121196 11/6196 5/16/97 13112- 10/19/97 212 1120/98 2/25198 3130- 6/30/98 Date ---+--MW-25-OB GW Elev. J Ground Surface Elev.(273.18`) — — — Top of Rock Elev.(245.68') -Total Well Depth Elev.(245.68') Site Groundwater Levels Proposed Anson County Landfill 255 250 245 240 C O 7 G W 235 230 225 220 211,1192 311192 3110/92 419192 5121196 11/6f96 5/16/97 7/12- 10/1919/ 1212-31ul lfzur!Jo aclf'u 1311997 Date "1---1-1119a 31/98 ---*--MW-26-013 GW Elev, Ground Surface Elev.(251.44') -- — — Top of Rock Elev.(238.20') - - - - - -Total Well Depth Elev.(229.44 Site Groltndwater Levels Proposed Anson County Landfall 253 251 249 247 241 239 237 235 2114192 311192 3110/92 419192 5/21 /96 1116196 5116197 7112- 10/19/97 1211- 1311997 3197 Date llZurLori trtai�j❑ jiju- U 198 31/98 —4 MW-26-OBS GW Elev- Ground Surface Elev,(251.70') — - — Top of Rock Elev.(238.20') Total Well Depth Elev.(23d.70') Site Groundwater Levels Proposed Anson County Landfill 260 250 240 c 0 y 230 m w 220 21n 200 2114/92 311192 3110/92 419192 5121/96 1116196 5/16197 7112- 10/19/97 1212- 1311997 3197 Date inn 11dMjUd 21L-lytl 0113u- ul Ju 31198 MW 2fi-SB GW Etev. Ground Surface Elev.(251.67') Top of Rock Elev.(228.67') • • • - Total Well Depth Elev.(209.47') Site Groundwater Levels proposed Anson County Landfill 250 24) 230 220 210 C y 200 v w 190 180 170 160 150 2/14r'92 311192 3110192 419192 5121196 1 U6196 5116197 137112- 11997 10119197 12I2-3197 1120198 2125/98 3136130198 98 Date - 6 MW-27-DB GW Elev. Ground Surface Elev.(238.43') --• — ---- Top of Rock Eiev.(210.43') .. _ - - Total Well Depth Etev.(170.43') Site Groundwater Levels Proposed Anson County Landfill 240 235 230 220 215 210 r ' 2114192 311192 3110192 419192 5121196 1116/96 5116/97 7112- 10/19197 1212- 1 /20198 2/25/98 31308 6130/98 13/1997 3197 Date — 0 MW-27-OB GW E1ev. —� Ground Surface Elev (238.39') — — — Top of Rock Elev.(210,43') - - - -Totat Well Depth Elev (213.39') Site Groundwater Levels Proposed Anson County Landfill 245 235 225 195 185 175 2114/92 311192 3110192 419192 5121 /96 1116196 5/16/97 13119- 1 U11 JIJ f Date 3197 31198 1198 —MW 27-S13 GW Elev. Ground Surface Elev.(238.48') - - Top of Rock Elev.(210,43') Tots€ Well Depth Elev.(196.48') Site Groundwater Levels Proposed Anson County Landfill 280 240 220 200 c a ten W 160 140 120 100 2/14192 311192 3110i92 4/9192 5121196 1116196 5116197 7112- 10119/97 1212- 1/20l98 2125/98 3130- 5130/98 1311997 3197 31198 Date D-B GW Elev. Ground Surface Elev.(244.04') — Top of Rock Elev (185.54') - - - -Total Well Depth Elev.(144.04') Site Groundwater Levels Proposed Anson County Landfill 300 250 200 c 0 m w 150 100 50 2/14/92 311192 3110192 4/9f92 5/21/96 1116/96 5/16/97 7112- 10/19/97 12/2- 130 997 3/97 Date 1/20/9H 2/25/96 JIJU- bl7Ufyo 31198 - —4 MW-28-DBA GWWElev. Gfound Surface Etev.(244.53') — — — Top of Rock Elev.(i 05.54') • • - • TOW Weli Depth Elev.(61.53') Site Groundwater Levels Proposed Anson County Landfill 250 245 240 235 230 G 0 0 225 m w 220 215 210 205 200 1 ` 2/14/92 311l92 3/10192 419192 5/21196 1116/96 5f16197 7112- 10/19/97 1212- 1/20198 2t25198 31 0- 6130/98 1311997 3197 Date —*—MW-26-OB GW Elev. Ground Surface Elev.(245.30') — — Top of Rock Elev.(185.54') - • - -Total Well Depth Elev.(205.30') Site Groundwater Levels Proposed Anson County Landfill 250 240 230 2?0 210 c a 200 w 190 180 170 160 150 41 Date Site Groundwater Levels proposed Anson County Landfill 265 260 255 250 c 0 m 245 v w 240 235 230 225 41 1 Date \�,` p\�p �\�•a '\\pro O\p�., ——MW-29-08 GW Elev, Ground surface Elev.(262 92') — Top of Rock Elev.(243.72') - - • -Total Well Depth Elev.(244.92') w Site Groundwater Levels Proposed Anson County Landfill 272 270 268 264 262 260 Date —--MW-30-013 GW Elev. Gromd Surface Elev. (270,39') - — Top of Rock Elev.(265.39') - - - ,Total Well Depth Elev.(265.39') C O w w Site GroUndwater Levels proposed Anson County Landfill 270 250 230 190 170 150 2/14192 311/92 3/10192 419192 5/21196 1116196 6116197 7112- 10/19197 1212- 1311997 3197 Date 1120/98 212b/Ub JIJU- bf.Iul:io 31198 —BMW 31,DB GW Elev. �— Grournd Surface Elev.(246.7l') — — Top of Rack Elev.(231.2l') Tolal Well Depth Eley.(190.61`) Site GrOUndwater Levels Proposed Anson County Landfill 2SO 245 240 c O 7 61 W 235 230 225 1 ^J\ h\��,�� h �,\���'� hO\h�\�� ^�� �p�1 1 Date —® MW-31-0B GW Elev. Ground Surface Elev_(246.39') — - Top of flock Elev.(231.21') -Total Well Depth Elev (231.39') Site Groundwater Levels Proposed Anson County Landfill 250 245 240 0 } 235 v w 230 225 220 ON Date 1 ®ate Site Groundwater Levels Proposed Anson County Landfill 2Bn 275 270 c 0 7 265 w W 260 255 250 2114/92 311192 3110192 419192 5121/96 11/5195 5116197 7112- 10/19197 1212- 1120198 2125196 3130- 6/30/98 13/1997 3197 31198 Date — MW-34-0B GW Ground Surface Elev-(276.20') — — — Top of Rock Elev.(270.20') - - - .TotaE Well Depth Elev.(270.20') Site Groundwater Levels Proposed Anson Connty Landfill 280 275 270 265 c 0 260 a Lll 255 250 245 240 2114192 311192 3/10192 419192 5121/96 1116196 5116197 7112- 10/19/97 1212- 1/20198 2/25/98 3130- 6130198 1311997 3197 31198 Date — 6 MW-34-SB GW Elev. Ground Surface Etev (276.22') — — Top of Rock Elev.(266-22') - - • Total Well Depth Elev (244.72') Sile Groundwater Levels Proposed Anson County Landfill 31s 310 305 c 0 ro us 300 295 290 1\�ry Date —MW-101 GW Elev. Ground Surface Elev.(313.71') — -- -•- Top of Rack Elev.(294.2l') - - -- - - -Total Well Depth Elev (294.21') Site Groundwater Levels proposed Anson County Landfill 330 3,20 310 c a 7 300 m w 290 280 270 2114192 311192 3/10192 419192 5/21/95 11/6196 5116197 7112- 1011H)W 3197 13/1997 Date 31198 V98 0 p-10 GW Elev. Ground Surface Elev.(322.02') -- -- Tap of Rock Elev-(294.52') - - - - - -Total Well Depth Elev.(281.02') 325 320 315 310 c 0 w u+ 305 300 295 290 21l Site Groundwater Levels Proposed Anson County Landfill 300 290 280 270 260 0 250 v ►u 240 230 220 210 200 2A 4192 311192 3110192 419192 5/21 /96 1 1 /6196 5116197 7112- 10119/97 1212- 13/1997 3197 Date 1120198 2f25I9b 3rsu- oraurad 31198 —�— P-3D GW Elev.— Ground Surface Elev.(286.87') — --- Top of Rack Elev.(231.87') - - - - - -Total Well Depth Elev.(223,8T) Site Groundwater Levels Pfonosed Anson County Landfill 290 2H5 280 275 C O 27D m ui 265 26D 255 250 1 2/14/92 311192 3/10/92 4/9192 5121/96 1116196 5115/97 7112- 10/19/97 1212- 112019B 2/25/98 3/30- 613019E 1311997 3197 31198 Date 4 P-3S GW Elev. Ground Surface Elev (286 8T) — Top of flock Elev. (231 .87') - - - - - -Total Well Depth Elev.(259,8T) Site Groundwater Levels Proposed Anson County Landfill 310 ......... - 30n 29Q _ .... - ..-_ . ........, ., ---� — P-4D GW Elev. Ground Surface Elev.(297.31') ._.._.... ---- — -- Top of Rock Elev_(24B.3l') _....... _ - ................ 280 - - - - - -Total Well Depth Elev.(237.31') 270 c 0 v 250 240 230 Site Groundwater Levels Proposed Anson County Landfill 31€3 3an 290 280 270 C O m 7 al LL1 260 250 240 230 220 2114192 311192 3110l92 419192 5/21196 1116196 5116/97 7112- 10/19197 1212- 1311997 3197 Date ;12u1jo zizo) 90 arIU- ­J198 31 /98 —� P-4S GW Elev. Groupd Sufface Elev.(297.30') — — Tap of Rock Elev.(248.31') - • . Total Well Depth E1ev.(257.30') Site Groundwater Levels Proposed Anson County Landfill 300 29S 290 285 260 C O 21S y W 270 265 260 255 2503130- 2114102 311192 3110/92 4{9192 5121/96 11/6196 5/16197 7112- 10/19/97 212 1120/98 2125198 31198 6130/98 1311997 3/97 Date — P-45A GW Elev. Ground Surface Elev,(297.17`) — --- — Top of Rock Elev.(246.31') • ..Total Well Depth Elev.(259.1T) 290 280 270 260 C O 7 61 W 2sn 240 230 220 211 Site Groundwater Levels Proposed Anson County Landfill 200 280 270 C 0 260 v uA 250 240 230 ` 2/14192 311192 3110192 419192 5121196 1116196 516197 7112- 10/19/97 1212- 1120/98 2/25198 310- 31388 6130198 1311997 3197 Date ----P-6D-R GW Elev, Ground Surface Elev.(285.86') — -- Top of Rock Elev.(248.66`) - - - -Totat Well Depth Elev.(248.66') Site Groundwater Levels Proposed Anson County Landfill 290 285 280 275 F 0 270 w 255 260 255 250 2114192 311192 3/10/92 419i92 5121 /96 1116196 5116197 7112- 1 u11 ara 1 LZIZ- 3197 13/ 1997 Date 31198 )198 P Ground Surface Elev (285.73') — — Top of Rock Elev.(248.66') • - • • Total Well Depth Elev,(254.73') Site Groundwater Levels Proposed Anson County Landfill 290 285 280 275 G a > 270 v w 265 260 255 --.6 P-sS-R GW Elev. Ground Surface Elev.(285.69') Top of Rock Elev.(248.56) Total Well Depth Elev (261.59' 250 i I 2114192 311192 3/10/92 419192 5/21/96 11/6196 5116197 7/12- 10/19/97 1212-3/97 1120/98 2/25198 3/398 6130198 13/1997 Date 30 310 300 270 260 — 0 - W-71) GW Elev. Gfound 5ufface Elev.(309.43') — -- --- Top of Rock Elev (270.43') • - - -Total Well Depth Elev.(261.43') 250 2l14192 311192 3/10/92 419192 5121196 1118196 5116/97 7112- 10/19/97 1212-3197 1f20M 2/25198 3130- 6130/98 1311997 31198 Date 320 310 300 290 c a m a ua 280 270 260 2.50 2114192 311192 3110192 419192 5/21/96 1116196 5/16/97 7112- 10/19/97 12J2- 1120198 2125198 3130- 6/30/98 1311997 3197 31198 Date P-75 GW Elev. .,_ Ground Surface Elev (309.85') — Top of Rock Elev.(270.43') • • • • Total Well Depth Elev.(274.85) Site Groundwater Levels Proposed Anson Cotlnty Landfill 320 310 300 290 C O r6 y W 280 270 260 250 2114192 311192 3/10192 4/9192 5/21196 11/6196 5/16/9 7 7112- 10119/91 1111- 11207y❑ [ 4z)fLM 31,3v- 19B 1311997 3/97 31/98 Date 6_,._ P-8t7 GW Elev. f Ground Surface Bev-(310.13') — Top of Rock Elev.(271.13') - - - - - -Total Well Depth E1ev.(256.63') Site Gr011ndwater Levels Proposed Anson County Landfill 320 310 300 290 C O N W 280 270 260 250 2114/92 311/92 3110/92 419192 5121198 1116196 5/97 7112- 10/19/97 12/2- 1/20/98 2125/98 313D- 6130/98 1311997 3197 31198 Date Site Groundwater Levels Proposed Anson County Landfill 330 320 310 300 G 0 7 290 m w 280 270 260 250 2114/92 311192 3/10192 4f9192 5121196 1116/96 5/16197 7112- 10119197 1212- 1120198 2125198 3130- 6130198 1311997 3197 31195 Date --6 P-10D GW Etev, 4-- Ground Surface Elev.(321.65') — --- Top of Rock Elev.(285.65) - - - -Total Well Depth Elev,(275.65') 3-15 320 315 310 305 C O N w 300 295 290 285 280 2/1 Site Groundwater Levels Proposed Anson County Landfill 330 320 310 c 0 300 m w 290 ------------------------ 280 270 hLc'\�� � 6^gyp\ ❑ate Site Groundwater Levels Proposed Anson county Landfill 330 3-'5 320 315 0 310 m w 305 300 295 290 2114192 311192 3/10192 419192 5/21/96 11/6196 5116I97 7112- 10119!97 1212- t!20!98 2125/98 3130- 6/30198 1311997 3f97 31198 Date —0—P-115 GW Elev Ground Surface Elev.(326.84') — --- Top of Rock Elev.(290.93') 'Total Well Depth Elev.(296.84') w Site Groundwater Levels proposed Anson County Landfill 320 310 300 290 280 270 260 250 2114192 311192 3/10192 419192 5121/96 1116/96 511619 — 4 P-12D GW Elev, Ground Surface Elev.(307.71') -- — Top of Rock Elev.(277.71') Total Well Depth Elev.(265.71') 7 7112- 10/19/97 12I2-:31y1 112uiuo L1GZ)rJo J�-».- 1/98 13/1997 31198 Date 310 305 300 295 c a v 290 285 2B0 275 2114192 311192 3110192 419192 5121196 1116/96 5116197 7112- 10119197 1212- 1f20198 2f25f98 3130- 6130198 1311997 3197 31198 Date —® P-12S GW Ftev. Ground Surface Elev (307.44') — --- — Top of Rock Flev.(277.71') -Total Well Depth Elev.(278.44') Site Groundwater Levels Proposed Anson County Landfill 3110 33D 320 310 300 C O O1 w 290 280 270 260 250 . 2114/92 311192 3110/92 419192 5121/96 1116196 5116197 7112- 10/19197 1212- 1/20198 2/25/98 3130- 6130198 1311997 3197 31198 Date _ _ 0 P-13D GW Elev- GTwnd Surface Etev.(326.35`) — — — Top of Rack Elev.(282.35) • • .. • • Total Well Depth Elev.(271.35') Site Groundwater Levels Proposed Anson County Landfill 335 3_'S 315 c 0 305 a w 295 285 275 MI5 13/1997 3197 3i a❑ Date 198 4 P-13D-R GW Elev. Ground Surface Elev (326.30') -- -- Top of Rock Elev.(286.40') - • - - - -Total Well Depth Elev.(286.40') Site Groundwater Levels Proposed Anson County Landfill 340 330 3;20 310 c 300 0 w w 290 280 270 260 250 v1 Date G€ound Surface Etev.(326.61') — — Top of Rock Elev.(282.35') - - - - - -Total Well Depth Eley.(283.6l') /98 Site Groundwater Levels Proposers Anson County Landfill 330 325 320 315 C 0 310 w 305 300 295 290 1 2114/92 311192 3110192 419192 5121196 1116/96 5/16197 7112- 10119197 21 � 1120198 2125198 3130- 613D198 1311997 31196 Date — _PA3S-R GW Elev. Ground Surface Elev.(326.4l') — — Top of Rock Elev.(286.40`) - - - - - -Total Well Depth Elev.(295.41`) Site Groundwater Levels Proposed Anson County Landfill 330 320 310 3D0 c O 290 v w 280 270 260 b—P-14D GW Elev. Ground Surface Elev.(322.49') — — -•- Top of Rock Elev.(285.49`) • - • • • Total Well Depth Elev.(274-49') 250 2/14192 311/92 3110192 419192 5121196 111619E 5/16197 7112- 10/19/97 12/2-3197 1120l98 2125I98 31398 6130198 13/ 1997 Dale Site Groundwater Levels Proposed Anson County Landfill 325 320 315 310 305 C O 7 30n m w 295 290 2e5 280 275 2J14/92 311192 3110/92 419192 5121/96 1116/96 5116/97 7112- 10/19/97 1212- 1/20/98 2/25/98 3130- 6/30/98 1311997 3197 31198 Date =4=F-14S GW E1ev. Ground Surface Elev-(322.25) — — Top of Rock Elev.(285.49') - - - - - -Total Well Depth Elev.(286.25') Site Groundwater Levels Proposed Anson County Landfill 295 290 285 280 275 0 .m w 270 265 260 255 250 2114/92 311192 3110t92 419l92 5121196 1116196 Sf16/97 7112- 1oil 9(97 1212- 1/20/98 2/25198 3130- 6/30/98 13/1997 3197 31l98 Date ® P-150 GW Elev. Ground Surface Elev.(290 64') — — Top of Rock Elev.(271.64') -Total Well Depth Elev.(260.04') Site Groundwater Levels Proposed Anson County Landfill 293 291 2B9 287 285 0 7 �L 283 2B1 279 277 275 2114/92 3/1/92 3110192 4f9i92 5/21196 1116196 5116/97 13/19- 1u11J/W 12r2-a1a1 114UYZYo 31198 Date — # — p-155 GW Elev. Ground Surface Elev.(290.94') — — Top of Rock Elev.(271.64') - - - - - -Total Well depth Elev (272.947) 19B Site Groundwater Levels Proposed Anson County Landfill 320 3�n 300 290 C O ra Gl W 280 270 260 250 2114192 311192 3/10t92 419192 5/21/96 11/6196 5116/97 7112- 10119/97 12J2- 1120/98 2/25198 31198 6130/98 1311997 3197 Date P-102D GW Elev. Ground Surface Elev.(315.77') — — Top of Rock Elev_(275.27') -Total Well Depth Elev.(275.27`) 320 310 300 29n 0 a W 280 270 260 250 211 i198 -—P 1025 GW Elev. Ground Surface Elev,(315.95') — — — Top of Rock Elev.(275.27) - - - -Total Weil Depth Elev-(288.95') Site GFOLIndwater Levels Proposed Anson County Landfill 32S 320 315 310 305 C O j 300 295 290 285 280 275 7I4. 1311997 3197 31198 ❑ate '98 �.� P-107 GW Elev. Ground Surface Elev.(319.35') — --- ---- Top of Rock Elev.(287.35') - - - -Total Well Depth Elev.(287.35') Site Groundwater Levels Proposed Anson County Landfill 315 310 305 C 0 a ul 300 295 290 211 Date 198 —� F JOB GW Elev. — Ground Surface Elev (313.22') — — Top of Rock Elev.(298.22) - - -Total Well Depth E1ev.(298.22') Site Groundwater Levels Proposed Anson County Landfill 320 310 300 2M c a ro m [u 280 270 260 250 _ — ` 2/14/92 3l1192 3/10/92 419192 5/21/95 1116/96 5116197 7112- 10119/97 1212- 1120198 2/25/98 3130- 6130/98 13/1227 3197 31198 Date —6 P-109 GW Elev. Ground Surface Eiev.(312.08') -- — Top of Rock Elev.(273.08') - - - -Total Well Depth Elev.(273,08') 305 300 295 285 280 —0 P205 GW Rev. Ground Surface Elev.(302 87') --- — — Top of Rock Elev (28077') - . - - • • Total Welt Depth Elev.(280.77') 275 2114/92 311/92 3/10192 419192 5121195 11/6/961 5116197 7112- 10/19/97 1212-3197 1120198 2/2519B 3f30- 6130198 13/1997 31198 Date Anyone who listens to the news has heard numerous reports regarding El Nina. This phenomenon is receiving worldwide attention, and rightfully so as this year's episode is shaping up as one of the strongest ever. Serious attention to El Nino began about 30 years ago, escalating in 1982 when the event that year became the most powerful ever observed. Since then, scientists and researchers around the world have been striving to understand more about the global teleconnections of El Nino and its influence on weather and climate. View November 1997 Press Release regarding El Nino research at SCO. In response to concerns of El Nino's impact on North Carolina, the SCO formed an El Nino Research Team to study the effects on our weather. In September 1997, Ryan Boyles, Devdutta S. Niyogi, Brian Potter, and Orbita Roswintiarti combined their efforts as a research team led by Dr. Sethu Raman. The data used for this study comes from 101 years of precipitation and temperature records gathered from across North Carolina. Several approaches were investigated to measure the correlation of El Nino to temperature and precipitation patterns. This study indicated that EI Nft's largest impact will be felt during the winter season. Statistical results suggested that North Carolina would experience above normal precipitation and below normal temperatures during the winter season. Figure 1 shows the SCO's predicted precipitation anomalies. The coastal region was forecasted to be the most affected area. Findings suggested that anomalies decreased northward and inland. Observed precipitation patterns for November, December, and January are shown in Figures 2 through 4. There is good agreement with the predicted trends. For example, November's precipitation in the southern coastal region was more than two inches above normal ° This trend has continued throughout the winter so far. In fact, January precipitation at Raleigh -Durham was more than 100% above normal. In addition to precipitation, November and December temperature anomalies agree with the initial forecasts; however, January temperatures were above normal. What makes El Nino such a challenging topic is its wide variation from one event to the next. Although southern California and the Gulf Coast States have received the greatest attention, our observations indicate that the east coast is also significantly affected. The variability and complexity of this phenomenon demands new tools and knowledge so that we can gain better understanding and predictive skills. The SCO is intensifying its efforts to understand the physical processes that relate the effects of El Nino on North Carolina's weather and climate. For more information on El Nino, look at the SCO's official website: httpa/www.nc-climate.ncsu.edu . (i ; 1213/98 12:32 PM earth Caolina C11ina[e http://www,nc-climate,ncsu.edu/sc:o/clim,Lti,—irifo/rimo.htivi ................. .................... ........... Fig. 3. Precipitation anomalies (departure from normal) far December 1997. _argest anomalies are near the central coast. L.................................................................................................. € Fie. 4. Precipitation anomalies (departure from normal) for January 1 ELargest anomalies are. near the southerncoast. Pill III r s Last November. the State Climate Office released information concerning the potential of increased winter storms over North Carolina this winter. The research results were conveyed to the general public through a series of TV interviews and newspaper articles. In an interview with WNCN TV-17 News (Raleigh), Dr. Raman stated that findings indicate above normal precipitation will occur across the state with largest increases along the coast. This prediction of enhanced precipitation is attributed to an increased frequency of noreasters and coastal storms. This forecast has turned out to be accurate. Elevated frequency of winter storms is a major concern with regard to coastal erosion, property damage, and flooding. The SCO is expanding its investigation into this effect due to El Nino. l2/3/`,S 12:3w PM D:\webyage\ensoycars ht WrLicIb4.noaa.gov:SO/products/analysis_monitoring/ensostuff/enso years, html The following list of cold (La Nina) and warm (E1 Nino) episodes has been compiled to provide a season -by -season breakdown of conditions in the tropical Pacific. We have attempted to classify the intensity of each event by focusing on a key region of the tropical Pacific (along the equator from 150°W to the date line). The process of ciassification was primarily subjective using reanalyzed sea surface temperature analyses produced at the National Centers for Environmental Prediction/Climate Prediction Center and at the United Kingdom Meteorological Office. An objective procedure for classifying intensity is being explored at NCEP/CPC. In the following table, weak periods are designated as C- or W-, moderate strength periods as C or W, and strong periods as W+ or C+. -t.......................... ......... .................... .. ........ 11971 C C- C' .... C-F ...... 1972 .::..... .......: W F W W+ 1973 C+ 1974 i C+ C C- C- 11975 C- C —� [ L... + E 11976 C _ W —; ........................................... 1977 .....::.. ....... ................. .......:. W 11978 W- 1979 1980 i W-^ 1 of'- 12/3/98 12:16 PM D:Awebpa�,evensoyeurs http://nic,f b4. noaa. gov:80/products/analysis_monitorin g/ensostuff,lensoy=. htmi 1981 5 198 Wporml 1983 —<3 t......' W++ W � 'i 1984 A C > Z985 C— C— ,. 198 W W f ..:.,i 1987 W W _ ... W+ w 1988 i W- C+ 1 .. 11989 C+ .. C_... 31990 ...... .... W € W— !1991 ; W— W W . 1992 W+ .: .:: W.... W W W WW 3 J994 1995 W C '1996 11997 W W+ W 2 „E 2 12/3/98 12:16 PM 3mpranks.gif at nic.fb4.noaa.gov Page i of 1 HISTORICAL Winter (December -' c_LMArE PRED1CTlCN CENTER (CPQ NOAA NATIONAL CLMTiC DATA CENTER flVCDq NCAA Based on 2 data generated by the CPC: Cornparadve, aUgj toff c data generated by the W-D( This chart depicts the raking of the speadc paraneter, as measured olrring the period indicated, wiM respect to alloj?ersuch periods since 1895. 82 98 71 9 LEGEND DRY 1 -10 11 - 20 21-34 35 - G9 70 - 83 84 - 93 Awmtk 94 - 103 ip WET http://nic.fb4.noaa.-ov/products/analysis monitoring/regional_monitoring/3mpranks.gif 4/6/98 SCO of NC: Station informadon http://www-nc-climate,ncsu.edu/sco/starions/53 l .html Station Name Wadesboro County Anson >.. ............... . ... .. ......... F* ........... Latitude ................ ............................................................... 341158' N .............. -.._......................... Longitude :::: _.... ....................... ........... ....... ......... 80 ° 04' W ......::..... Elevation ....................... 480 feet .................... ...... ........... SCO Station Number ............................ ... ! 5.31 _.........................._...._.. Period of Record ................ FAugust 1948 - present ......... ....... .. . Available Data . ............................. Daily high temperature 3............_................_.... „ .... - ----------------------------- Daily low temperature ................................................... F Daily mean temperature ? Daily precipitation Daily degree days 3................................................................ I of 1 1213/98 12:34 PM 70.00 60,0 ► rZ 40.00 Cd 6J L. A� e 30.00 G 20.00 10.00 Annual Precipitation Levels, 1948 - 1997 Year National Climatic Data Center Precipitation Data A r Ma Jun Jul Au Se Oct Nov Dec Year Jart Feb Mar 1948 n.no 0.00 0.00 0.00 0,00 0.n0 0.00 1.91 5.48 0.75 3.24 0.00 1949 0.00 3.72 1.53 5.75 5.79 3.84 6.43 10.75 4.47 0.88 3,78 2.00 1950 1.29 1.12 0.00 1.46 2.01 4.84 5.87 1.56 3.14 2.71 0.00 0.00 1951 0.00 .33 3.88 3.76 .70 4.71 1.53 _5.60 2.83 1.68 T0.84 2,47 4.09 1952 2.65 4.65 6.35' 4.28 5,03 2.61 2.98 14.32 4.09 1.85 3.89 1953 2.58 5.09 5.29 2.28 3.84 3.13 5.49 5.84 5.82 0.11 0.56 6.86 1954 5.89 2.70 5.35 4.88 3.40 0.73 3.93 1.20 0.14 6.55 0.87 3.08 1955 3,69 2.27 2.44' 4.39 4.07 2.55 7.60 5.68 4.58 4.13 2.56 Q.Sf 1956 1,35 5.48 3.40 2.92 2.39 2.24 2.26 6.17 7.08 1.71 1.35 2.24 1957 2.22 274 3.94 1.06 8.39 5.87 1.67 4.29 4.n8 1.48 9.12 2.24 1958 5,28 3.44 3.81'' 6.06 4.43 5.6B 6,70 3.19 0.69 7,05 0.65 3.93 1960 5.57 6.89 5.50 4.07 2.40 6.33 4.04 5.78 3.35 1.96 1.45 2.04 1961 2.77 6.37 4.61' 5,03 4.06 6.84 4.30 8.25 0.18 0.92 2.46 3.87 1962 5.50 4.19 4.30 2.88 2.99 5.32 1.89 0,61 5.79 0.66 5.86 1 07. 1963 4.02 4.07 3,71' 3.45 6.73 3.80 2.41 3.95 4.99 0.35 6,67 3.34 1964 6.27 5.59 4.83. 3.53 1.66 3.70 9.99 6.64 328 8.50 1.36 3.94 1965 2.84 4.50 6.99 2.86 1.02 .7.01 4.76 3.05 2.35 2.29 2.22 0.54 1966 5.6B 4.03 3.34 2.37 6.08 2.1 B 3,4B 4.78 5.34 3.25 1.24 2,83 1967 2.63 4.71 126 1.96 4.19 2.35 5.09 10.33 4.90 0.83 3.35 4.91 1968 5.52 0.69 2.68 1.72 3.11 4.61 7.29 4.60 1.17 5.09 5.Q6 298 1969 2.07 5.03 4.36 3,03 1.52 6.41 5.07 5.65 5.27 1.31 0.74 3.68 1970 2,79 3.78 4.73 1.61 3,96 2.82 4.21 9.18 3.15 6.58 0.78 2.40 1971 5.37 4.10 6.76 3.03 6.92 6.61 11.50 7.55 262 8.84 1.73 1.94 1972 5.42 3.77 3.12 1.21 4.68 3.94 3.54 2.01 6.Q0 i.n5 5.04 7.41 1973 4.59 4.11 4,87 6.$0 3.29 6.93 5.45 2.44 0.0Q 1.58 0.49 6.10 1974 2.94 4.76 3.12 1.61 5.$1 2.01 1.84 6.33 5.31 0.13 2.81 5.58 1975 6.29 3.81 6.97 1.65 7.36 2.40 14.16 2.49 9.14 2.09 2.59 4.42 1976 2.89 1.22 3.75 0.31 6.13 8.03 3,07 1.48 3.64 5.04 3.50 4.32 1977 3.37 1.09 8.78 1.96 2 07 4.87 1.49 283 3.10 4.39 1.50 3.37 1978 8.77 0.80 4.35 3.36 4.31 7,67 6.92 4.25 0.56 0.59 2,97 2.22 1979 1 7.28 7.76 3.97 4.47 3.30 6.48 3.601 1,221 7.84 1.40 5.60 1.89 1980 4.64 0.77 8.951 99,11 2.04 1.56 3.651 2.86 6.69 4.. 2.241 1.49 Page 1981 1982 1983 1984 1985 1986 1987 1988 0.76 6.32 2.86 4.33 3.63 1,27 6,73 3.93 1.90 3.11 5.36 2.57 5.55 3.42 4A5 3.45 4,03 4.18 5.91 5,91 6.85 5.53 1 A 7 4.66 1,44 5.06 3.65 1.37 2.56 2,221 3.22 5.25 1.75 3.7$ 2A 5 2.72 8.39 6.44 0.91 2.74 5.50 1.94 5,65 3,38 6.12 2.70 7.30 4.86 2,16 5.00 4.47 0.40 4.94 3.09 4.22 0,59 0,31 1.69 1.76 4.96 2.59 4.64 2.63 6.72 1.01 0.70 3.47 2.96 2.33 4,98 1,62 5.69 4.39 3.47 1.28 1,69 7.60 4.28 1.37 2.69 1,46 2.50 2.33 1,80 3.75 3.40 6.55 1.02 2,82 5.76 0.51 5.75 1.58 4.86 0,72 3.94 9.63 2.13 7.33 9.65 2.92 4.4d1 12.02 4.95 1.95 8.01 5,19 1.96 5.15 3.30 8.48 3.02 4.45 1.54 5.44 5.62 4.50 4.53 4.94 4.47 2.47 2.73 1.29 10.98 10.27 5.09 6.60 3.28 228 9.34 6.29 2.62 4.60 5.60 6.50 5.�)`) 1.37 2.41 3.24 0.38 0.10 1.43 6.92 5.25 4.89 0.64 1.62 3.40 5.36 4.74 1,72 5.28 3.R3 2.21 5,61 1.91 1.51 6.82 2.42 1.50 3.08 4.80 12.98 0.87 5.54 3,83 3.14 822 4.05 3.29 0.70 1.85 3.86 1.43 4,10 4.81 3.87 3.78 3A6 2.07 1.91 7.75 3.09 2.83 4.35 3.01 2.96 5.21 4.27 7.33 1.59 0.92 3.64 2.83 1.16 3.61 2.71 2.81 2.42 3.10 2.70 1.26 2.23 3.24 1989 1990 1991 1992 1993 1994 1995 1996 Average _ Average Annual Preci itaion 46.7 Jan Feb Mar A r Ma Jun Jull Average Annual son Count - T58W4 Bedrock Wel�Data 1967 -1988 Preci itaign Rrage4.2z) 3.73 2.3fi 3.R2 4.2$ 5.43 4.R7 3.$3 3.i2 2.$S 3.fi2 46.6 Page 2 1 1.7 5 10.7 5 9.75 675 s~ 0 5,75 vu 7 Q 4.75 3.75 2.75 .tan. Waclesboro Average Monthly Precipitation, 1948 1998 Feb. Mar. Apr. May Julie July Aug. Sept. Oct. Nov. Month Avb 199R Dec. Date sent: 'Thu, 1d May 1998 15:39:46 -0500 From: State Climate Office of North Carolina <sco@cumulus.meas.ncsu.edu> Organization: NC State University To: tew@trene.treec.com Subject: Info Request Subject: monthl9.441 Date: Thu, 14 May 1998 15:42:54 -0400 (EDT) From: N C CLIMATE OFFICE <ncsu@cirrus.dnr.state.sc.us> To: sco@cumulus.meas.ncsu.edu Station: (318964) WADESBORO, NC From: 1998/1 to: 1998/1 yyyy mm dd prep (in) 199801 01 0.00 199801 02 0.00 1999 01 03 0.00 199801 04 0.00 199801 05 0.00 199801 06 0.00 199801 07 1.98 1998 01 08 3,05 1998 01 09 0.02 199801 10 0.00 1998 Ol I 0.00 199901 12 0.00 199801 13 0.02 199801 14 0,00 199801 15 0.50 199801 16 0,72 199801 17 0.89 199801 18 0.00 199801 19 0.85 1998 01 20 0.30 199801 .2.1.....0 00.... . 199801 22 0.00 199801 23 0.76 199801 24 0.29 199801 25 0.01 199801 26 0.00 199801 27 0.16 199801 28 2.00 199801 29 0,03 199801 30 0.00 199901 31 0.00 Tot/Avg 11.58 Data values are for 24 hours ending at 9:00 am The status of daily data in the CIRRUS database is as hollows: Weather wire data available through 05/14/98 Fri, 15 May 1998 08:50:27 Date sent: Thu, 07 May 1998 17:44.28 -0500 From: State CIimate Office of North Carolina <sco@cumulus.meas.ncsu.edu> Organization:' NC State University To: tew@trcnc.trcee.com Subject: wadeshoro update Subject: monthl.299 Date: Thu. 7 May 1998 17:33:02 -0400 (EDT) From: N C CLIMATE OFFICE <ncsu@cirrus.dnr.state.sc.us> To: sco@cumulus.meas.ncsu.edu Station: (318964) WADESBORO,NC Year-- 1998 Month=2: year mm dd tobs prcp tmax tmin mean (in) (F) (F) (F) (in) (in) 1998 02 01 8 0.00 49 25 37 0.0 1998 02 02 8 0.00 54 27 41 0.0 1998 02 03 8 0.00 59 32 46 0.0 1998 02 04 8 1.12 49 44 47 0.0 1999 02 05 8 0.74 44 38 41 0.0 199902 06 8 0.02 46 40 43 0.0 1998 02 07 8 0.00 47 37 42 0.0 1998 0208 8 0.20 41 35 38 0.0 1998 02 09 8 0.00 53 36 45 0.0 199802 10 8 0.00 54 29 42 0.0 199802 11 8 0.00 59 30 45 0.0 199802 12 8 0.29 57 43 50 0.0 199802 13 8 0.00 63 37 50 0.0 199802 14 8 0.00 ]2 38 45 0.0 199802 15 8 0.00 56 31 44 0.0 199802 16 8 0.18 53 34 44 0.0 1998 02 17 8 2.65 59 39 49 0.0 199802 18 8 0.02 74 47 61 0.0 199802 19 8 0.00 58 37 48 0.0 1998 02 20 8 0.00 66 42 54 0.0 1998.02 218 0.00 64 40_ 52 0.0 1998 0222 8 0.00 60 36 48 0.0 1998 02 23 8 0.44 56 41 49 0.0 1999 02 24 8 0.08 50 40 45 0.0 1998 02 25 8 0.00 64 43 54 0.0 1998 02 26 8 0.00 70 38 54 0.0 1998 0227 8 0.11 69 41 55 0.0 1998 02 28 8 0.19 64 50 57 0.0 snow depth 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 Av-/Sum 6.04 56.8 37.5 47.1 0.0 * Data values are for 24 hours ending at time of observation. The status of daily data in the CIRRUS database is as follows: Weather wire data available through 05/07/98 Preliminary data from National Climatic Data Center thru 02/28/98 Final quality -controlled data from National Climatic Data Center thru 10/31 /97 -- 1 - Thu. 14 May 1998 10:14:30 Date sent: Fri, 05 ,Tun 1998 16:08.12 -0500 From: State Climate Office of North Carolina <sco@cumuius.meas.ncsu.edu> Organization: NC State University To: tew@trcnc.trcec.com Subject: info request Subject: monthl.966 Date: Fri, 5 Jun 1998 15:53:15 -0400 (EDT) From: N C CLIMATE OFFICE <ncs@cimts.dnr.stste.sc.us> To: sco@cumulus.meas.ncsu.edu Station: (318964) WADESBORO, NC From: 199813 to: 199813 yyyy mm dd prcp (m) 1998 03 01 0,00 1998 03 02 0,00 199803 03 0.01 1998 03 04 0.00 1998 03 05 0.00 199803 06 0.00 1998 03 07 0.01 1998 03 08 0.83 1998 03 09 1.54 1998 03 10 0.00 1998 03 11 0.00 1998 03 12 0.02 199803 13 0.00 199803 14 a_00 199803 15 0,00 1998 03 16 0.00 199803 17 0.00 199803 18 0.46 1999 03 19 2.40 199803 20 0.02 1998 03 21 0.00 1998 03 22 0.00 1998 03 23 0.00 1998 03 24 0.18 199803 25 0.00 1998 03 26 0.00 1998 03 27 0.00 1998 03 28 0.00 1998 03 29 0.00 1998 03 30 0.00 1998 03 31 0.00 Tot/Avg/ 5.47 Data vaineslre for 24 hours ending at 8:00 am The status of daily data in the CIRRUS database is as follows: -- 1 -- Mon. 8 Jun 1998 10:28:28 SCO of NC: Station information http://www.nc-:lunau.neSu.zdui$co/sr uions/518.htm1 . . . .. ........ .. ........ .. Station Name ............ Monroe (4 SE) _ . ..... County F Union Latitude 34 58 N ......................... Longitude .. 80 ° 30' W _ Elevation ::: 580 feet ................................ ........... SCO Station Number:. Period of Record esent January1933 - resent pr .......... .. Available Data Daily high temperature .................. Daily low temperature _.................................................. . Daily mean temperature ........................................ ......... ... .........:.............:........................... < I Daily precipitation .............................................. Daily degree days ................................................... . ',f 1 I2/3/98 I2:33 PM 70.00 60.00 40.00 30.00 1 L, w-I Monroe Annual Precipitation Levels, 1957 - 1997 ..i Year National Climatic Data Center Precipitation Data Jul Au Se Oc# Nov Dec Total Year Janj Feb Mar AprAprI Ma Jun 194E 1949 0.00 0,00 0.00 3.72 0,00 1.53 0.00 5.75 0.00;0.00 5.79 3,84 D.00 6.43 1.91 10.75 5.4B 4.47 0.75 0.B8 3.24 3.78 0.00 2.00 11.38 48.94 1950 1.29 1.12 0.00 1.46 2.01 4.84 5.87 1.56 3.14 2,71 0.00 0,09 1951 1952 1953 0.00 2.65 2.58 -33 4.65 5.09 3.88 6.35 5.29 3.76 4.28 2.28 .70 5.03 3.84 4.71 2.61 3.13 1.53 2.98 5,49 5,60 14.32 5-84 2.83 4. -9 5.82 1.68 0.84 0.11 2.47 1.85 0.56 4.09 3.89 6.86 31.0 31.58 53.54 46.89 1954 1955 5.89 3.69 2.70 2.27 5.35 2.44 4.88 ' 4.39 3.40 4.07 0.73 2.55 3.93 7.60 1.20 5.68 0.14 4.58 6.55 4.13 0.87 2.56 3.08 0.56 38.72 44.52 1956 1.35 5.48 3.40 2.92 2.39 2.24 2.26 6.17 7.08 1.71 1.35 2.24 38.59 1957 1958 2.22 5,28 2.74 3.44 3.94 3.81 1.06 6.06 8.39 4.43 5.87 5.68 1.67 6.70 4.29 3.19 4.08 0.69 1.48 7,05 9.12 0,65 2.24 3.93 47.10 50.91 1960 5.57 6.89 5.50 4.07 2.40 6.33 4.04 5.78 3.35 1.96 1.45 2.04 49.3E 1961 1962 2.77 5.50 6.37 4.19 4.61 4.30 5.03 2.88 4.06 2.99 6.84 5.32 4.30 1.89 8.25 0.61 0.18 5.79 0.92 0.66 2.46 5.86 3.87 3.07 49.66 43.06 1963 1964 1965 1966 4,02 6.27 2.84 5.68 4.07 5.59 4.50 4.03 3.71 4.83 6.99 3.34 3.45 3.53 2.86 2.37 6.73 1.66 1.02 6.08 3:80 3.70 7.01 2.18 2.41 9.99 4.76 3.48 3.95 6.64 3,05 4.78 4.99 328 2.35 5.34 0.35 8.50 2.29 3.25 6,67 1.36 2.22 1.24 3.34 3.94 0.54 2.83 47.49 59.29 40.43 44.80 1967 2.63 4.71 1.26 1.96 4.19 2.35 5.09 10.33 4.90 0.83 3.35 4.91 46,51 1968 5.52 0.69 2.68 1.72 3.11 461 7.29 4.60 1.17 5.09 5.06 2.98 44.52 1969 1970 2,07 2.79 5.03 3.78 4.36 4.73 3.03 1.61 1.52 3.96 6.41 2.82 5.07 4.21 5.65 9.18 5.27 3.15 1.31 6.58 0.74 0.78 3.68 2.40 44.14 45.99 1971 5.37 4.10 6.76 3.03 6.92 6:61 11.50 7.55 2.62 8.84 1.73 1.94 66.97 1972 1973 5.42 4.59 3.77 4A 1 3.12 4.87 1.21 6.80 4.68 3.29 3:94 6.93 3.54 5.45 2.01 2.44 6.00 0.00 1.05 1.58 5.04 0.49 7.41 6.10 47.19 46.65 1974 1975 2.94 6.29 4.76 3.81 3.12 6.97 1.61 1.65 5.81 7.36 2.01 2.40 1.B4 14.16 6,33 2.49 5.31 9.14 0.13 2.09 2.81 2.59 5.58 4.42 42.25 63,37 1976 2.89 1.22 3.75 `' 0.31 6.13 8.03 3.07 1,48 3.64 5.04 3-50 4.32 43.38 1977 3.37 1 A9 B,78 1.96 2.07 4.87 1.49 2.83 3.10 4.39 1.50 3.37 38.82 197B 8.77 0.80 4.35 3.36 4.31 7.67 6.92 4.25 0.56 0.59 2.97 2.22 46.77 1979 7.28 7.76 3.97 4.47 3.301 6.48 3.60 1.22 7.84 1.40 5.60 1.89 54.81 19B0 4.64 0.77 8.95' 2.23 2,04 1.56 3.65 2,861 6.69 4.76 224 1.49 41.88 1981 1982 0,761 6.32 4.18 1 5.91 2.15' 2.72'' 0,40 4.94 2.33 4.98 3.40 6.55 12.02 4.95 4.Vj 2.47 1.37 2.41 2.21 5.61 0.70 1.B5 5.21 4.27 39.20 52.98 Page 1 Begin in 1957 1983 2,86 5.91 8.39 3.09 1.62 1.021 1.95 2.73 3.24 1,91 3,86 7.33 43.91 1984 4.33 6.$5 6.44 4.22 5,69 2.82 8,01 1.29 0,38 1,51 1.43 1.59 44.56 1985 3.63 5,53 0.91 0,59 4,39 5.76 5,19 10.98 0.10 6,82 4.10 0.92 48.92 1986 1.27 1.17 2.74 0.31 3.47 0. 11 1.96 10.27 1.43 2.42 4.81 3.64 34.00 1987 6.73 4.66 5.50 1.69 1.28 5.75 5.15 5.09 6.92 1.50 3.87 2.83 %97 1988 3.93 1.44 1.94 1.76 1.69 1.58 3,30 6.60 5.25 3,08 3.78 1.16 35.51 1989 1,90 5.06 5.65 4.96 7.60 4.86 8.48 328 4.89 4.80 3.06 3.61 58.15 1990 3,11 3.65 3,38 2.59 4.28 0.72 3.02 2.28 0.64 12.98 2.07 2.71 41.43 1991 5,36 1.37 6.12 4.64 1.37 3.94 4,45 9.34 1.62 0.87 1.91 2.81 43.8 1992 2.57 ::2,56 2`.70 . ;:2:fi3 2.69 9.63 1.54 6.29 3.40 5.54 7.75 2 42 : 49.72 1993 5.55 222 7.30 6.72 1.46 2.13 5.44 2.62 5,36 3.83 3.09 3,10 48.82 1994 3.42 3.22 4.86 1,01 2.50 7.33 5.62 4.60 4.74 3.14 2.83 2.70 45.97 1995 4,15 525 2.16 0.70 2.33 9.65 4.50 5.60 1.72 8.22 4.35 1,26 49.89 1996 3.45 1.75 5.00 3 47 :1 80 2.92 4.53 6.50 5.28 4,05 < 3.01 2.23 43.9 Average Annual 1997 4.08 3.81 3.41 3 65 1.46 3.41 10;15 0.62 4.02 5:36 5 09 4 A 49:46 Fred itaion Average 1957-1997 4.20 1.82 4.50 2.84 3.68 4.64 5.16 4.72 3.73 3,60 3.17 3.27 47.16 47.33 High 8.77 7.76 8.95 fi.80 8.39 9.65 14.16 10.98 9,14 12.98 9.12 7.41 fi6.97 Low 0.76 0.69 0.91 0.31 1.02 0.51 1,49 0.61 0.10 0,13 0.49 0.54 34 A0 Flange 8.01 7.07 8.04 6.49 7.37 9.14 12.67 10.37 9.04 12.85 8.fi3 6.87 32.97 Variance 3.70 3.84 4.70 3.11 4.19 6.71 11.24 9.09 5.83 10.28 3.93 3,08 58.85 Std Deviation 2.00 1.99 2.24 1.83 2.13 2,67 3.54 3.09 2.48 3.48 2.16 1.84 7.9$ Ave + St Dev 6.20 5.80 6.74 4.67 5.82 7.30 8.70 1 7.81 6,20 7.09 5.33 5.11 55.14 Janj Febj Marl A nson County - T58W4 Bedrock Well Data 1967 - 1 verage 1 4.29 1 3,73 4.48 2.___ Junes Juil Augl Sep( Oct 3.82 1 4.29 1 5.43 1 4.87 1 3.83 1 3.12 1 2.85 1 3.62 Page 2 Average Annual Precinitaion 5.50 5.00 4.50 C CL, U C7 4.00 0 3.00 2.50 1— Jan Monroe Average Monthly Precipitation, 1957 - 1998 ;Fell Afar Apr May Jun Jul Aug Sep Month Oct Nov Dee 9.50 8.50 7.50 0 6.5() u F. 5.50 G 0 w rn 4.50 M 3.50 2.50 ,fan Monroe Average Monthly Precipitation, 1957 - 1998 Feb Mar Apr May jun .lnl A119 Sup M IWI doww, APPENDIX 7E GEO TECHNICAL DATA AND REFERENCES Project Name ANSON COUNTY Project No. 14876.00 Project Engineer D. ADILMAN 'ET LABORATORY TESTING DATA SHE Assigned By P. LOCKWOOD Date Jul.97 Reviewed By Date Reviewed on Tests . Density._ St �nr 0 Water PL". pvc F lyd VOID D' unit ry PORosm peftt- V Stra n C Laboraioq Log d + Depth, L0 Colitot .LL : RATIO wt� Prt n Ability pq t Or T .. .. 1�criplfon No. %: % . - . .. .. .. Ps No::96 P- 103 22.1 22.1 2.7 94.4 0.44 8- 4 - I I ' P- 103 10 2 19,8 --- 2.7 103.8 0.38 0.5- 5'm AN11 'f tM' P- 104 2.5 3 20.0 2.7 92.0 0.45 8- Ar", Cay f P- 104 9 4 22.5 2-7 92,8 0.45 i D, f e4-' P- 105 3 23.4 2.7 1.6 0.46 --- 9- 1 :1 1 C (1", , D",'l ,,,I se, I sv P-105 9.8 7 17.3 2.7 — 93.8 0.36 1 1 1 --+— 1 5 Cwffzx GZA GmEnvironmenial, Inc. QVj:W10N1L,&ffiL,%DF0RM7 XUS Sample Depth Moisture No. Content (ft) M P-2D� t, 22-24 60.5 rg° p-5D _ r 5-6 12.9 P_6D -.'-l- 5-6.5 10.7 P-13D-R 15-17 49.7 MW-i OD 5-6 9-6 MW-16D 5-5.5 15.7 Summary of Geotechnical Laboratory Testing Container Corp. of Carolina Liquid Plasticity USCS Limit Index =PermeabilitySpecific Gravity 62 15 MH 2.1 x 10-5 2.73 65 37 CH 2.7 x 10-6 2,72 HP NP ML 4.2 x 10-4 2.74 60 17 MH 2.5 x 10-6 2.75 36 12 Sc 8.3 x 10-5 2,64 51 20 MH 1.9 x 10-4 2.94 * Estimated porosity = 1-(dry densityl(spec.gray.x 62.4)) Wet Dry Estimated Unit Wt. Unit Wt, Porosity" {g/cc) (pco (g/cc) (pcf) 1.65 103.20 1,03 64.30 0.62 1.76 109.69 1.56 97.16 0.43 1.78 110.94 1,61 100,22 0.41 1.66 103,38 1.11 69.06 0.60 2.07 128.92 1.88 117.63 0.29 2.00 124.67 1.73 107.76 0.39_ October 24, 1997 GEI Consultants, Inc. G:IMARKISUM.WB1 Project 97610 4.5 4 3.5 3 3 2.5 0 U- - 2 0 ~ 1.5 1 0.5 0 0,0 5.0 10.0 15.0 20.0 Elapsed Time [minutes] TEST SUMMARY PERMEABILITY: 2.1 x 10 -5 cm/sec SAMPLE INFORMATION Boring: - Type: Shelby tube specimen Sample: P-2D Depth: 22 - 24 fl Description: Sandy Elastic SILT (MH) SPECIMEN INFORMATION Height: 4.13 inch Water Content: 61.4 Diameter` 2.87 inch Tatal Unit Weight: iO3.9 pcf Area: 6.45 in' Dry Unit Weight: 64.4 pcf Consolidation Stress 1.4 ksf Permeant Tap Water B - Value 0.99 Remarks: Test by: D. Shuller Container Corp. of Carolina GEI Consultants, Inc. 10/28/97 TEST DATA Gradient Flow Rate Permeability cm'/min cm/sec Trial 1 4.360643 0,23372642 2.1 x 10 -5 Trial 2 4,025209 0.21939655 2.1 x 10 -5 Test Date: 10/21/97 Checked By: G. Robblee TRIAXIAL Container Corp. of Carolina PERMEABILITY TEST Sample P-2D, Depth 22 - 24 ft Project 97610 October 1997 F7 C 5 4 1 0 0.0 PERMEABILITY Boring: Sample: Depth: Height: Diameter: Area: 20.0 40.0 60.0 80.0 100.0 120.0 Elapsed Time (minutes) TEST SUMMARY 2.7 x 10 -b cm/sec SAMPLE INFORMATION Type: Shelby tube specimen P-5D 5 - 6 ft Description: Fat CLAY with Sand (CH) SPECIMEN INFORMATION 3.86 inch Water Content: 27.4 % .2.87..i.nch ........ Total Unit Weight: 122.2 pcf 6.48 in Dry Unit Weight: 96.0 pcf Consolidation Stress 0.4 ksf Per -meant Tap Water B - Value 0.97 Remarks: Test by: D. Shuller Container Corp, of Carolina 0GE1 Consultants, Inc. I M 8197 TEST DATA Gradient Flow Rate Permeability cm'/min cm/sec Trial 1 7,896824 0.05507052 2.7 x 10 -6 Trial 2 Not Perfromed Test Date: 7/13/96 Checked By: G. Robblee TRIAXIAL Container Corp. of Carolina PERMEABILITY TEST Sample P-5D, Depth 5 - 6 ft Project 97610 October 1997 6 5 4 1 r 0 ■- 0.0 0.5 1.0 - —i.5 2.0 Elapsed Time (minutes) TEST SUMMARY PERMEABILITY: 4.2 x 10 -4 cm/sec SAMPLE INFORMATION Boring: - Type: Shelby tube specimen Sample: P-6D Depth: 5 - 6.5 ft Description: Sandy SILT (ML) SPECIMEN INFORMATION Height; 4.63 inch Water Content: 24.7 % Diameter: _ _ 2.8.7 .inch Total Unit Weight:... 124.9 pcf Area: 6,46 in' Dry Unit Weight: 100,1 pcf TEST DATA Consolidation Stress 0A ksf Gradient Flow Rate Permeability Permeant Tap Water cm31min cm/sec B - Value 0.95 Trial 1 2.389521 2.565 4.2 x 10 .4 Trial 2 2.698211 2.905 4,2 x 10 -4 Remarks: Test by: D. Shuller Test Date: 10/21/97 Checked By: G. Robblee TRIAXIAL Container Corp. of Carolina Container Corp. of Carolina PERMEABILITY TEST Sample P-6D, Depth 5 - 6.5 ft GEI Consultants, Inc. Project 97610 October 1997 IM8197 5 -- 4.5 4 3.5 U U 3 3 ° 2.5 2 0 1.5 1 0.5 0 0.0 PERMEABILITY Boring: Sample: Depth: Height: Diameter: Area: s i7 ' - - Av, Flow 2 140.0 40.0 60.0 80.0 100.0 120.0 Elapsed Time (minutes) TEST SUMMARY 2.5 x 10 -6 cm/sec SAMPLE INFORMATION Type: Shelby tube specimen P-13D 15 • 17 ft Description: Sandy Elastic SILT (MH) SPECIMEN INFORMATION 4,10 inch Water Content: 56.9 1/16 2.88 inch Total Unit Weight`. 106.4 pcf 6.51 in' Dry Unit Weight: 67.8 pcf TEST DATA Consolidation Stress 1.0 ksf Gradient Flow Rate Permeability Per -meant Tap Water cm'/min cm/sec B - Value 0,99 Trial 1 5.398755 0,036551 2.6 x 10 -6 Trial 2 10.12266 0.06216325 2.4 x 10 •6 Remarks: Test by: D. Shuller Test Date: 10/21/97 Checked By: G. Robblee TRIAXIAL Container Corp. of Carolina Container Corp. of Carolina PERMEABILITY TEST Sample P-13D, Depth 15 - 17 ft 0GE1 Consultants, Inc. Project 97610 October 1997 10/28/97 5 4.5 4 3.5 U U. 3 3 ° 2.5 2 0 t-- 1.5 1 0.5 0 0.0 PERMEABILITY Boring: Sample: Depth: Height: Diameter: Area: 1.0 2.0 3.0 4.0 Elapsed Time (minutesl TEST SUMMARY 8.3 x 10 -5 cm/sec SAMPLE INFORMATION Type: Shelby tube specimen M W-1 OD 5 - 6 ft Description: Clayey SAND (SC) SPECIMEN INFORMATION 4.28 inch Water Content: 1.88 inch" Total Unit Weight: 6.49 in' Dry Unit Weight: TEST DATA 5.0 6.v 14.7 % 134.7 pcf 117.5 pcf Consolidation Stress 0.4 ksf Gradient Flow Rate Permeability Permeant Tap Water cm'/min cm/sec B - Value 0.96 Trial 1 4,203709 0.93682432 8.6 x 10 -5 Trial 2 3.880347 0.78684211 7.9 x 10'S Remarks: Test by: D. Sheller Test Date: 10/21/97 Checked By: G. Robblee TR.IAXIAL Container Corp. of Carolina Container Corp. of Carolina PERMEABILITY 'TEST Sample M W-10D, Depth 5- 6 ft 0GE1 Consultants, Inc. Project 97610 October 1997 10/28/97 5 4.5 4 3.5 U U 3 3 ° 2.5 U_ 2 0 t- 1 .5 1 0.5 0 0.0 0.5 1.0 1.5 2.0 Elapsed Time (minutes) TEST SUMMARY PERMEABILITY: 1,9 x 10 -4 cmisec SAMPLE INFORMATION Boring: _ Type: Shelby tube specimen Sample: MW-16D Depth: 5 - 5.5 ft Description: Sandy Elastic SILT (MH) 2.5 SPECIMEN INFORMATION Height: 4.05 inch Water Content: 22.3 % Diameter: 2 88 -inch Total .Uni.t.We.i.ght:.... 12.8.5 pcf Area: 6.53 in' Dry Unit Weight: 105.0 pcf TEST DATA Consolidation Stress 0.4 ksf Gradient Flow Rate Permeability Per -meant Tap Water cm'/min cm/sec B - Value 0.97 Trial 1 3.761467 2.26499999 2.3 x 10 -4 Trial 2 3.419515 1.35 1.5 x ]0-4 Remarks: Test by: D. Shuller Test Date: 10/21/97 Checked By: G. Robblee TRIAXIAL Container Corp. of Carolina Container Corp. of Carolina PERMEABILITY TEST Sample MW-16D, Depth 5 - 5.5 ft GEI Consultants, Inc. Project 97610 October 1997 10i28197 GRAIN SIZE DISTRIBUTION TEST REPORT C L C \ C C C o p O \ \ \ N V Q N 104 70 z �0 LJ Li �O 30 20 0 2 li!NM ��MIM III 11�M III 111H Icm 100 10.�IdW I i i ' � IiMHII,lkllhl� h III�!C 1.0 0. 1 0.01 , ,I GRAIN SIZE - mm Best( % -3" ( h GPcV7-L 1 % SAND S I LT CLAY m I 3 1 0.0 i 0.0 (( 33 . 1 5. a 20. 1 I � I (O . LL I ?I CS5 n ! C^0 I D-C E �i^ DI I Ca Cu e 72 w G.iCl 10.02-0�0.007�10.CC3510 00 26 0. ; 17.4 MA. T r-- 1 AL CSC I. T 1 CN I L'S C I r'.C'�T0 s Sandy Mastic SILT MH Rro;ect No 97�10 Rro;ect: Ccnteiner Location: Scrr„ 1 e Date: Octoter 2n Corp. of Ccretino ?-2D 1e97 GEI Consultants. Inc. i[ Rencrks: 1E I I j I l D . +: %fir, :-L 76 SOIL MOISTURE AND GROUND WATER T-2- DI- (� 0 0 100 �o 90 80 SANDY CLAY \ /\ SILTY CLAY CLAY -SAND CLAY-S EXPLANATION 5 Line of equal specific yield Interval I and 5 percent Particle size (mm) Sand 2-0.0625 Silt 0.0625-0.004 70 Clay <0.004 60 sue. sa o@ r °J 2 40 .3 30 `4 5 20 �0 SILTY SAND SANDY SILT to qND ZS�--�� 20 SILT 3o 0 D `Z, ti0 O PO �O b0 ^O �O q0 Qti Silt size (percent) FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the t lation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Surv. Water -Supply Paper 1662-D, 1967. from one void to another, thus circulating through the soil, sediment, and roc' It is the ability of a rock to transmit water which, together with its ability hold water, constitute the most significant hydrologic properties. There are son rocks that exhibit porosity but tack interconnected voids, e.g., vesicular basal These rocks cannot convey water from one void to another. Some sedimen and rocks have porosity, but the pores are so small that water flows through tl rock with difficulty. Clay and shale are examples. 4.3.1 DARCY'S EXPERIMENT In the mid -nineteenth century, a French engineer, Henry Darcy, mac the first systematic study of the movement of water through a porous mediu (24). He studied the movement of water through beds of sand used for wat! filtration. Darcy found that the rate of water flow through a bed of a "givc nature" is proportional to the difference in the height of the water between t} v 2b0 100 10.0 1.0 0.1 0.01 i � nrn ' GTA iN 5177 7 I i es 7 -S" a % S D I i S I LT CL^=Y y�.� k LL p 1 i Dc0 j D 50 D •6 :5 -'_ C.7'S7 . 1 P I ON f U�CS FAS�. 0 e F c C! =.Y w i i SC C 1 C r ¢� wrcjec: i1 IProjPc; Ccr. �4• ne Ccrc, c` Ccr�lirc( I� E_ccct i c❑ : 5cm? € e P-50 nJ� li i �,�cte: Cc.cVe' 20, �ac� I GEE Consultants. Ln j! ,i , I 76 SOIL MOfSTURE AND GROUND WATER G_ 100 �o a � � �a o SANDY CLAY 0 �0 CL -SAND M EXPLANATION 5 90 Line at equal specific yield interval 1 and 5 percent 80 Panicle size (mm) Sand 2-0.0625 Silt 0.0625-0.004 Clay c0.004 70 C' 60 v^. 50 J 40 10 ILTY SAND 15 SAND T 1a SANO 2.5 20 SILT 30 0 Slit size (percent) FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re- lation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Survey Water -Supply Paper 1662-D, 1967. from one void to another, thus circulating through the soil, sediment, and rock. It is the ability of a rock to transmit water which, together with its ability to hold water, constitute the most significant hydrologic properties. There are some rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt. These rocks cannot convey water from one void to another. Some sediments and rocks have porosity, but the pores are so small that water flows through the rock with difficulty. Clay and shale are examples. 4.3.1 DARCY'S EXPERIMENT In the mid -nineteenth century, a French engineer, Henry Darcy, made the first systematic study of the movement of water through a porous medium (24). He studied the movement of water through beds of sand used for water filtration. Darcy found that the rate of water flow through a bed of a "given nature" is proportional to the difference in the height of the water between the GRA I N SIZE DISTRIBUTION TEST REPORT Ill�i i I , I i I Ij I j ii II I i i I I �I� I I I� I i�!II j -- 0 200 100 10.0 1A 0.1 0.01 GRAiN SIZE - mm FTst I a T"% a CPAV= L i o SANI] % S l L i i7. CL�y 30.4 5 C1 •� 4 0.0 0. L.. LL _ .. �_ :- : � oC.. ._^.0 D�� D' I D 0 I D' i I s N? i I 0.127 0.0552 0.007a 0.00 i° I i h��r .I =R I �.... DESCRIPTION j USCG I e Scndy SILT Nf ^ . �-rcjec; Nc.: 9 7 610 i nemcres �rc;ec; Con;clner Corp. o s CcreEinc ® Loccticn:'-Scmple F-oD 11 1 jDote: Cctcter 20. 1997 � GE1 Consultants, Inc. li - e v 00, -0 76 SOIL MOISTURE AND GROUND WATER 'o 0 100 -10 �� Qv LT �o �O CLAY 1' 0 �k `Qv \¢ 'o c SAND LAY Y EXPLANATION 5 90 Line of equal specific yield Interval 1 and 5 percent 60 Particle size (mm) Sand 2-0.0625 Silt 0.0625-0.004 70 Clay [0.004 60 50 ILTY CLAY 2 ao J 30 a -2-'L' u 20 10 Si LT 0 Silt size (percent) 1�ry FIGURE 4.11 Textural r_lassification triangle for unconsolidated materials showing the re- lation between particle size and specific yield, Source: A.I. Johnson, U.S. Geological Survey Water -Supply Paper 1662-D, 1967. CLAY -SILT ,ON jSi SiLT SANDT5 SANDY 25— _ 20 from one void to another, thus circulating through the soil, sediment, and rock. - It is the ability of a rock to transmit water which, together with its ability to hold water, constitute the most significant hydrologic properties. There are some rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt. These rocks cannot convey water from one void to another. Some sediments and rocks have porosity, but the pores are so small that water flows through the rock with difficulty. Clay and shale are examples. z 4.3.1 DARCY'S EXPERIMENT In the mid -nineteenth century, a French engineer, Henry Darcy, made the first systematic study of the movement of water through a porous medium j (24). He studied the movement of water through beds of sand used for water filtration. Darcy found that the rate of water flow through a bed of a "give', nature" is proportional to the difference in the height of the water between the C RAI N SIZE DISTRIBUTION TEST REPORT 100 hIl 1,so I 70 1f �so \ OO L± ( \�ILI / \ ||� i & � ! ; I i H', 2CL(( �� i I GII��� C if, In , n o.l o.cl c.oc, �.. .__ GRAIN SIZE - mm Testis 93d « GEw«22 s S2&2 � Q SILT } 3 C C&Y O.O 0.0 ; 31.0 4E.4 22.E LL P! ess I Dec Aso C,30 Di 0 cc C; \ � �} ■ C� \ § i7� � �'6§f73 \ <C20 c«2073 � \ � <oJ32 C2w � � ?e2 2S 0— � \ } � ,ATEE;�L DEscEIP71ON usCs : 3aTo e Sznfy Elastic SILT | � eH Project Nc.: 97e;0 Project: c=elcloer e Low tion : scmgle ` i2on=te: cctc:er .�. Ccr9. P-122 !gS7 of Ccr0imc (13-77') I \ i ; ' Remcrks: Ficure NC. . . � GEƒ Consultants, LnC. . yes* LWA- E 0 SOIL MOISTURE AND GROUND WATER _�>- �7-,) D- R EXPLANATION 5 Line of equal specific yie#d Interval I and 5 percent Particle size (mm) Sand 2-0.0625 Silt 0.062_1�-0.004 clay <o.e44 • I O 1? Silt Vie (percent) FIGURE 4. i 1 Textural classification triangle for unconsolidated materials Showing the re- lation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Survey Water -Supply Paper 1662-D, 1967. from one void to another, thus circulating through the soil, sediment, and rock. It is the ability of a rock to transmit water which, together with its ability to hold water, constitute the most significant hydrologic properties. There are some rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt. These rocks cannot convey water from one void to another. Some sediments and rocks have porosity, but the pores are so small that water flows through the rock with difficulty. Clay and shale are examples. 4.3.1 DARCY'S EXPERIMENT In the mid -nineteenth century, a French engineer, Henry Darcy, made the first systematic study of the movement of water through a porous medium (24). He studied the movement of water through beds of sand used for water filtration. Darcy found that the rate of water flow through a bed of a "given nature" is proportional to the difference in the height of the water between the C 3 F x j 61411111111 GRAIN SIZE DISTRIBUTION TEST REPORT C C\ C d C aD O O O O C 100 o r N r 7 GQ F-o li I IIII11 1 111111 lIE'II I Illll I 70 gill►!►I 111) 1 III I!I Iill1'! I !I ! I z ►III I! l u l l Il,� i t I l l 60 L lilil 3 50 �I { Li I I I 1 1 I I I! I II I 1 II I! I CIl.I L 4071 I 71� 0 20 10 QI€ II�E I I illI 1 iI;II I III 3 200 100 1Q.0 T.a a.1 0,07 0.00- GRAIN SIZE _ mn est 7. -3" a OIR�--VEL % SAND % SIL1 ;a CLAY dl 6 I}} 0.0 E 5.3 69.7 I 16.4 � O i LL r; ( D'E5 D�,� D50 D3D I.... D.k?. .. D1 1 Cc i C.U..... .36 12 { 3,22 .44 I 0.919 1 O . ? 73 I 0 . 01 2E � 0 . 0061 2.37. 1 MATERIAL DESCR I FT € DN A,AS' ;T(D ® C I ayey Cr,1vD Sc i I F:rojeCt No, 976iG Remcrks: Fro;ect: Contcirer Ccrp. c` Ccrc€sna I 0 Lcccticr): 'Scmple mw-1CD (5-6,) Lcte7 octoner 2C, 19c7 i0 Inc.I GEI Consultants, In� T figure No. ft\w_4a-D Im SOIL MOISTURE AND GROUND WATER EXPLANATION 5 Line of equal specific yield Interval f and 5 percent Particle size Orn) Sand 2-0.0625 Silt 0.0625-0.004 Clay <0.004 1, 2 1" mF a" o Silt size (percent) FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re- lation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Survey Water -Supply Paper 1662-D, 1967. from one void to another, thus circulating through the soil, sediment, and rock. It is the ability of a rock to transmit water which, together with its ability to hold water, constitute the most significant hydrologic properties. There are some rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt. These rocks cannot convey water from one void to another. Some sediments and rocks have porosity, but the pores are so small that water flows through the rock with difficulty. Clay and shale are examples. 4.3.1 DARCY'S EXPERIMENT s In the mid -nineteenth century, a French engineer, Henry Darcy, made the first systematic study of the movement of water through a porous medium (24). He studied the movement of water through beds of sand used for water filtration. Darcy found that the rate of water flow through a bed of a "given nature" is proportional to the difference in the height of the water between the .... GRAIN ....... __ ........ ---� — SIZE DISTRIBUTION TEST REPORT - < << [ c c\ c n m o o a a o 0 100 � Q iiil� � i i �'� 4 i ii i I i i ii l► i ilil 1 1 F �� Eo Iiil i I iiii iliilli l I I�il�i i 1 �IIf1 70 EC Z 50 Li -0 c J0� 20 0 200 1OC 10.0 1.0 0.1 0.01 0.00 GRAIN SIZE - mm GRAVEL S,-,ND S 1 L T CLAY • 2 0.0 j 10.r- 27.5 30.0 02.0 o •0 LL Pi I D'5w I D60 DWO I D3C D15 D1O I Cc C,, • L 5.1 .. .,D_.. -,. _2C.. �.0...021 4_10.....GC d2 .. MATER IAL DESCR I PT I CN USCS P.AS , T 0 0 Scndy :Ics;tc SILT l MH F Frcject No.. °7C10 Remcrks: Project., Contciner Corp. of Cerelinc I I Loco ticn: Scmple YW-1ED (5-0.0') Dcte• Octc'oer 20, 1997 1 GEI Consultants, Inc, I7 i i� gu re No. t - 76 SOIL MOISTURE AND GROUND WATER o too EXPLANATION 5 Q4 90 Line of equal specific yield Interval 1 and 5 percent z.0 4v B0 Particle size (mm) Sand 2-0.0625 Silt 0A625-0A04 #'. 0 Clay <0.004 CLAY 7 50 O 50 + ILTY LAY 40 3 3 1, 0 9 30 2- CLAY -SA D �o SILT SAND SANDY SILT SgND 25 z0 SILT It o „a3: p 30 0 i fi.� 0 0 0 0 0 o p h0 (V Silt size (percent) (?) P1 4.11 Textural classification triangle G Efle for unconsolidated materials showing the re- lation r, lation between particle size and specific yield. Source: A.S. Johnson, U.S. Geological Survey '[ Water -Supply Paper 1662-D, 1967. _I I k, ., �: f; from one void to another, thus circulating through the soil, sediment, and rock. It is the ability of a rock to transmit water which, together with its ability to hold water, constitute the most significant hydrologic properties. There are some rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt. These rocks cannot convey water from one void to another. Some sediments and rocks have porosity, but the pores are so small that water flows through the I I. rock with difficulty. Clay and shale are examples. 1:S 4.3.1 DARCY'S EXPERIMENT x In the mid -nineteenth century, a French engineer, Henry Darcy, made the first systematic study of the movement of water through a porous medium a } (24). He studied the movement of water through beds of sand used for water 'L. filtration. Darcy found that the rate of water flow through a bed of a "given F' =! nature" is proportional to the difference in the height of the water between the i ,k :I l`. iiiiiiiiiiii as a C EO--ENVIRONMENTAL CONSULTANTS, INC. C July 6, 1998 Mr. Grant Tew TRC Environmental Corporation 6340 Quadrangle Drive, Suite 200 Chapel Hill, North Carolina 27514 Re; Report of Laboratory Testing Soil Samples Anson County/Allied Waste Project No. 98113 D ear Mr. Tew: As authorized by your verbal authorization, Geo-Environmental Consultants, Inc. (GCI) has completed the laboratory testing requested on the soil samples submitted to our laboratory. The samples discussed in this report are from the Anson County/Allied Waste project. Testing was performed according to the appropriate sections o£ • ASTM D5084 - Standard Test Method for Measurement of Hydraulic Conductivity of a Saturated Porous Materials Using a Flexible Wall Permeameters • ASTM D4318 - Standard Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils ASTM D422 - Test Method for Particle -Size Analysis of Soils O ASTM D698 - Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort • ASTM D2216 - Test Method for Laboratory Determination of Water Content of Soil and Rock ® ASTM D854 - Test Method for Specific Gravity of Soils GCI also performed calculations to determine the total porosity of the samples used for permeability testing, and the effective porosity, according to methods noted on the attached tables and discussed in conversations between GCI and Mr. Grant Tew of TRC. A Common Sense Approach To A Cleaner Environment 1 1704 Reames Road, Charlotte, NC 28269-7637 - 704-596-8788 - FAX: 704-596-8770 Mr. Grant Tew TRCEnvironmental Corporation July 6, 1998 Page 2 The results of our testing are summarized on the attached tables and enclosed test reports. As requested by TRC, GCI prepared a modified table and grain size distribution reports to match particle size distribution as stated in Applied Nyd_rogeology by C.W. Fetter. These modified reports are attached in the section labeled "Modified." We appreciate the opportunity to be of service to you with this project. If you should have any questions concerning this report, or if we may further assist you, please do not hesitate to call our office at (704) 596-8788. Sincerely, GEO-ENVIRON MENTAL CONSULTANTS, INC. kevenE wi E.I.T. Laboratory ervzces Engineer Attachments FW:\REPORTS1981 131ACLF7698.LET Via, a , "'� Keith A. Anthony, P.E. Project Engineer a GEO—ENVIRONMENTAL, CONSULTANTS, INC. July 22, 199S Mr. Grant Tew and IN-1r. Mike Babuin TRC Environmental Corporation 6340 Quadrangle Drive, Suite 200 Chapel Hill; worth Carolina 27514 Subject: Response to Laboratory Testing Results Comments from NCDEI R Letter Dated July 15, 1998 Anson County Solid Waste Management Facility GC1 Project number 98113 Dear Sirs: As requested, Geo-Environmental Consultants, Inc. (GCI) has responded to the J.aboratory Testing Results comments section in the NCDENR letter dated July 15, 199S, signed by Ms. Bobby Lutfy. A copy of Mr. Lutfy's comments are attached. Our responses, in the same order, are as follows: Depth ranges for the bulk samples were not clearly identified on the submitted buckets. Therefore, they were not listed on the tables to avoid confusion. Clarification on depths was made with NIr. Babuin and has been corrected. -- PZ-300 boring log comment not applicable to laboratory results. -- Plasticity Index and Liquid Limit for PZ-300-SB-2 were inadvertantly recorded wrong in the submitted table. Corrections were made in the tables. -- Total Porosity calculations were based on the properties determined from the samples used for permeability, The deternvnation of Effective Porosity from the textural classification triangle in Mr. Fetter's book could differ from person to person. -- This applies to above corrections. -- The changes tivere made on the "Fetter Modified" Grain Size reports to reflect totals of 1004'o for each sample. Effective porosity was replotted and revised on tables based on these new percentages. The revised report pages are attached. A Co niIII oI, Se115� A1)pr();keh To A CIe,kti,•r Ens iI-uI)inenI 11704 Reames PL)aci- Chi trIc)IIC, \C 21-,269-7(i 3 7 - 7O-4-�<)O-57titi - 17.AN: 7()-4-�')O-ti77() TRC Environmental Coloration OCT Job No. 98113 July 22, 199S Pap-e 2 GCI appreciates the opportunity to be of service to TRC Environmental Corporation. W'e apologize for anv inconvenience. If there are any questions regarding this information; or if GCI may be of further service, please do not hesitate to call. y Sincerely_ GEO-E\VIRO\'IE\TAL CONSULTANTS, INC. t% Stie�� n 4V�Cv'i ,E.I.T.Labora' Ces Engineer Attachments w: RE?O.RTs sa t 13 RYs=oNsF.%V?D Keith A. Anthony, P.E. Project EnQineer SUMMARY OIL LAIIORATORY TESTING (FEITrR MODIFIED) Ansan CorrnrylAllied Waste TRC Environmental Carlloration (GCI Project No. 98113) ran % "/a 11InitifllCC mIlple Depf11 IISCS hissInp Passing I`assing Il;"s€ng Content I11:€sticlfy 1.1Rtn[I ]�11n11111'€' Simple Type (f1) Clas,,Mrali on .]iH" No. 4 No. 200 0.002 111111 Index Lilt it 1 M111. ]ff {S-SII-I [Soli 25 25.15 Cl,--' lilt] [1 99.9 69. l 29.2 16.ti lS 33 I''/. 11111 511-2 It€111 2f1-30 ul. .-• loo.11 99.5 � 86.5 33.3 17.0 22 4,1 fM111. 11145-,ti11 Shelby Tubc 2-4 CL A, law] 100.0 70.1 21.6 29.9 8 26 1'l. 3i1[1-53? SIlclhy Tubu 100.f) _ 88.6 33-2 22,0 17 45 0111imum 11laxinnmi A4nkfnre Perm Sample I'crin sample Sample Depth Permeability Dry Dclrsily Crinlcnf Dry [hlit Weight11loislarc Cnn(cnf Total Isffed ivc Specific Nan€ber Sample Type (ff) (cullscc) (pro (fin) (per) (I)rfj I nrosi£y I orosify•, Gravity I M1l1. I0 S5-51s-t IS€11k 25-25.15 4,34 x 10 114.5 15.0 1089 17.9 0.344' 2.65 1'% 00515-2 II€€1k 20-30 1,32x 10 114.0 13.0 ]12.3 16.0 0.34* f)Hr�5,�d 2.72 TNI1,- Iox( _SI I Sl€dby Tube 2-4 7.61 x M 7 NA � NA 8-1.4 _ 29.9 0.49 0.05 2.62 V-300-SI2 Sbclby Tnhc �2-4 4 75 x M-6 NA NA 94.2 22.0 0.43 0.02 2.04 * = Kfihtf)LhliD 1`I:Rhq SAA11`L1iS I "* f ffccliVC Porllsify Docrminc€1 by nsc of fhc [cxtrlml cl;€ssificalioll Iriaol,ic (oritin;tl soarc(.; A.1. Johnson, U.S. Genlogieal S€jrvcy Water -Supply Paper 1662-D, 1907) ;Is slime€: in Applicd ]ly€Irogcology by C.W. Felter, and the Anson Counly specs supplied to GCi, which slates foal specific vidd ;lppm-6111;llcs effeclivv porosily. F.Irnls i l.til i 7 f'tlrr '15 LABORATORY TEST RESULTS MOISTURE -DENSITY RELATIONSHIP 0 114 108 106 L 10 12 Test specification 14 16 18 Water content, % ASTM 0 698-91 Procedure A, Standard 20 22 2AV For Sp.G.= 2.75 Eiev/ C)cssificQtion Not SP... 0. LL PI % > % < _ USCS _ _ _ AASHTO Depth N[o i s t . No. 4 No. 2C0 CL 9. s,.; 5_5 16.0 % 2.65 33 15 O. 1 % 69. 1 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density : 114.5 pcf TAN 9ROWN SANDY CLAY Optimum moisture = 15.0 % Remarks: Project No.: 98113 Project: ANSON COUNTY/ALLIED WASTE TRC ENVIRONMENTAL CORP. Location: TPIL-1085-SB1 BULK SAMPLE date: 6-29-1993 MOISTURE -DENSITY RELATIONSHIP Geo-Environmentof Consultonts, Inc. Sample ID: TML-108 MOISTURE ---DENSITY RELATIONSHIP 116 115 1 1 2 g 10 12 14 16 Water content, Test specification: ASTM D 698-91 Procedure A, Standard Elev/ Classification Nat. Sp G Dept}? USCS AASHTO Moist. CL 17.0 % 2.72 TEST RESULTS Maximum dry density = 114.0 pc€ Optimum moisture = 13.0 % Project No,: 98113 Project: ANSON COUNTY/AL.LIED WASTE Lccotion: PZ-300-SB2 _Date: 6-29-1998 MOISTURE -DENSITY RELATIONSHIP Geo-Environmentol Consultants, Inc ZAV for Sp.G.= 2.60 18 20 LL PI % 7 No 0 =4N 200 44 22 MATERIAL DESCRIPTION RED BROWN SILTY CLAY Remarks: TRC ENVIRONMENTAL CORP. BULK SAMPLE Sampie ID: PZ-300 Project Name Project No: Date: Sample ID: Material Description Sample Condition: Geo-Environmental Consultants, Inc. SUMMARY OF LABORATORY TESTING Flexible Wall Permeability Test ASTNI D 5084-90 Anson County/Allied Waste Proctor Data: 98113 Maximum Dry Density (pcf) 06/29/98 to 07/03/98 Optimum Moisture Content (%} TM-108S-SB-1 Tan Brown Sandy Clay (CL) (Remolded Sample Test Data: Initial Dry Density (pcf) Initial Moisture Content Sample Length (cm) Sample Area (cmz) Average Temperature (°C) Hydraulic Conductivity K (cm/sec) Saturated: 114.5 15.0 108.9 17.9 11.6 81.1 22.9 4.34E-09 Yes Project Name: Project No: Date: Sample ID: Material Description: Sample Condition: Geo-Environmental Consultants, Inc. SUMMARY OF LABORATORY TESTING Flexible Wail Permeability Test ASTM D 5084-90 Anson County/Allied Waste 98113 06/29/98 to 07/03/98 TM-108S-SI1 (2'-4) Tan Brown Sandy Clay (CL) Shelby Tube Proctor Data: Maximum Dry Density (pcf) : NA Optimum Moisture Content (%) : NA Test Data: Initial Dry Density (pcf) : 84A Initial Moisture Content (%) : 29.8 Sample Length (cm) : 8.8 Sample Area (cmz) : 42.1 Average Temperature (°C) : 22.1 Hydraulic Conductivity K (cm/sec) : 7.61 E-07 Saturated: Yes Geo-(Environmental Consultants, Inc. SUMMARY OF LABORATORY TESTING Flexible Wall Permeability Test ASTM D 5084-90 Project flame: Anson County/Allied Waste Project No: 98113 Date: 06/29/98 to 07/3198 Sample ID: PZ-300-SB-2 Material Description: Red Brown Silty Clay (CL) Sample Condition: 1dmoldedj 5amp Proctor Data: Maximum Dry Density (pcf) : 114.0 Optimum Moisture Content (%) : 13.0 Test Data: Initial Dry Density (pcf) : 112.3 Initial Moisture Content (%) : 16.0 Sample Length (cm) : 11.7 Sample Area (cm) : 81.1 Average Temperature (°C) : 22,6 Hydraulic Conductivity K (cm/sec) : 1.32E-08 Saturated: Yes Project Name Project No: Date: Sample ID: Material Description Sample Condition: Geo-Environmental Consultants, Inc. SUMMARY OF LABORATORY TESTING Flexible Wall Permeability Test ASTM ® 5084-90 Anson County/Allied Waste 98113 06/29/98 to 07/03/96 PZ-300-S12 (2'-4') Red Brown Sandy Silt (ML) Shelby Tube Proctor Data: Maximum Dry Density (pcf) : NA Optimum Moisture Content (%) : NA Test Data: Initial Dry Density (pcf) : 94.2 Initial Moisture Content (%) : 22.0 Sample Length (cm) : 9.3 Sample Area (cm 2) : 42.1 Average Temperature (°C) : 23.2 Hydraulic Conductivity K (cm/sec) : 4.75E-06 Saturated: Yes GRAIN SIZE DISTRIBUTION TEST REPORT C C C O T \ \ \ P N Y lJ • h 90 so 70 :n 20 10 200 1G°0 10.0 1 .0 G. 1 C.01 f C CC T e s t I o +3 k' I /% G= E:L I % sA.� w SILT o C'_A.Y � ®T 8 j G.G C. i i 31.1 32.4 i 36.4 1 [ LL ~' 0 5 { Doc ( D50 I ��� f'� C 1 5 0io Cc s I JJ I 15 10. 1 CE I 10.0120 10. 002] uscs AASH O s T,:,N w w G rr,v S.-,i": Y CLAY CL " r oj roj ec t 1C'ES-551 (HOLK SIMPLE) E'er._-'_E- W t2 .. 21, SSE r...S7P:EjTIS'1 TEST Gea-Env i ronmen to I Consultants, Inc. I i j I �3 13 _,C=S l I 76 SOIL MOISTURE AND GROUND WATER o too EXPLANATION r Q -TM1 O 7 90 Line of aquas specific yield Interval 1 and 5 percent i ao Q" 80 Panic€e size (mm) Sand 2-0.0625 .! 'o Silt 0.0625-0.004 Clay <0.004 �0 CLAY60 70 �. SD ' Z S Y CLAY ILTY CLAY 40 j' s d 30 3 AY -SILT q # �o CLAY -SA " j,'„ 2D l.' 10 SILT SANE) 75 ANl�Y51LT tD AND �5 �0 IILT -$ v 3Q 0 0 Silt size (percent) FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re- tation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Survey Water -Supply Paper 1662-D, 1967. from one void to another, thus circulating through the soil, sediment, and rock. It is the ability of a rock to transmit water which, together with its ability to hold water, constitute the most significant hydrologic properties. There are some rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt. These rocks cannot convey water from one void to another. Some sediments and rocks have porosity, but the pores are so small that water flows through the rock with difficulty. Clay and shale are examples. 4.3.1 DARCY'S EXPERIMENT In the mid -nineteenth century, a French engineer, Henry Darcy, made the first systematic study of the movement of water through a porous medium (24). He studied the movement of water through beds of sand used for water filtration. Darcy found that the rate of water flow through a bed of a "given nature" is proportional to the difference in the height of the water between the 1I I iI i I I 111 I I Is I HillI, I lk .i 2010 I�III I I �I I I I I III I I ! 0 200 lco 10.0 1.0 0.1 GRAIN S77:" 0.01 0.0 TesLl% �.3 io GRAVEL I % SAtiQ io 52LT € io CLAY .( 6 0.0 10.8- 37.4 1 46.7 I � l :l. LL r= i✓85 DEC D 50 � C ,C �I 44 ( 224 0.00L5I0.0015 Iva. T E�;-TAL CESCB=rT20N • RED E.RO"Ir^1 SILTY CLAY Frotect `lc.. G-ciiW Project: A?+SGt,' CCUN3 Y/:,LL -:'u '�L=ST: ® Lcc-C Cr r L-rUC-S__ (_ _ Ste`.'=L�� !,IGC'_-_r'D i !--- DUST, _DU�_C�: TESCC Geo--Environmentol Consultonts, Inc. ass i D,C I cc C,. UcCc �.c,c7 o CL ! i_-k__Ti i it EI f' 3 i Sc ,-1e _ D.. w^C 76 SOIL MOISTURE AND GROUND WATER 'P-Z `� - 5,92- 100 // 'o 4 EXPLANATION 5 90 Line of equal specific yield Interval I and 5 percent 80 Panicle size (mm) Sand 2-0.0625 Silt 0.0625-0.004 70 Clay <0.004 `ti sp C 60 SANDY CLAY SILT CLAY 3 o LAY -SILT 0o CLAY -SAND 5 60 Cry s, 50 @ p/ 40 30 20 110 SILTY SA D �5 SANDYSILT �0 S"ND 25 20 SILT o� 3a 0 �o po Silt size (percent) FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re- lation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Survey Water -Supply Paper 1662-D, 1967. from one void to another, thus circulating through the soil, sediment, and rock. It is the ability of a rock to transmit water which, together with its ability to hold water, constitute the most significant hydrologic properties. There are some rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt. These rocks cannot convey water from one void to another. Some sediments and rocks have porosity, but the pores are so small that water flows through the rock with difficulty. Clay and shale are examples. K! 4.3.1 DARCY'S EXPERIMENT In the mid -nineteenth century, a French engineer, Henry Darcy, made the first systematic study of the movement of water through a porous medium (24). He studied the movement of water through beds of sand used for water xi filtration. Darcy found that the rate of water flow through a bed of a "given nature" is proportional to the difference in the height of the water between the GRIN SIZE DISTRIBUTION TEST REPORT 100 I i �liiE co 11�H 01 70 60 -- 30 20 o 1 , �C'C iCC• 1C.O ,.G 0., C. G. GR ®l ,0 � D•.0 � O.0 � 31.3 � a1.� 27.E L._. r DF � Gcw i p,0 _3 26 i D. 2 3 0..,57 0,0-'1 E 1A.L CW-CP=�TTCN rcjPct ��G. 5=�1 rrcjec,. I S77=' TEST I Geo--Environmental Consultants, Inc U:CS �r S TC' CL rc 'd I� �v 77 cw le _.D.: 1,L-,CSS 76 SOIL MOISTURE AND GROUND WATER 1L- ( G'55 100 �o h Q Q4 �o �0 0� CLAY Q -,, �4c '�t• c h� ao SANDY CLAY o 00 / `CLAY -SAND '6 LSILTY SAND NDI7`— 25 90 SILTY w EXPLANATION 5 Line of equal specific yield Interval I and 5 percent 80 Particle size (mm) Sand 2-0.0625 Silt 0.0625-0.004 Clay <0.004 70 C� 60 �ro 1 50 4� �J Y 2 40 3 -� 30 zo 75 SA DY SILT 10 Si IT -0 30 0 0 o do ,�o ,,,., Jee � L'1/5iit size (percent) FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re- lation between particle si?e and specific yield. Source: A.I. Johnson, U.S. Geological Survey Water -Supply Paper 1662-D, 1967. from one void to another, thus circulating through the soil, sediment, and rock. It is the ability of a rock to transmit water which, together with its ability to q, ' hold water, constitute the most significant hydrologic properties. There are some rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt. ` These rocks cannot convey water from one void to another. Some sediments and rocks have porosity, but the pores are so small that water flows through the i - rock with difficulty. Clay and shale are examples. 4.3.1 DARCY'S EXPERIMENT In the mid -nineteenth century, a French engineer, Henry Darcy, made the first systematic study of the movement of water through a porous medium ' . (24). He studied the movement of water through beds of sand used for water sn filtration. Darcy found that the rate of water flow through a bed of a "given nature" is proportional to the difference in the height of the water between the E GRAIN SIZE DISTRIBUTION TEST REPORT C_ C 100 MUI i , } III I III I I III I I I ;a IIII �� I I II -10 L: z- 20 10 200 100 1G.0 1,0 0.1 0.01 J ll G' ATV S777 Tes tk� .o G 0.0 14.0 41A ^. LL F ��5 OCO l 05G OmW 015 Q'I+G Cc �cr_, 17 0.0050 0.c015 k DE-SC�_-T GN USCS �L.0 1Frojec. `ici cat k �0 Geo-Environmental Consultants, Inc. Scr..p i e - . . ��-_ f: li4 ! 76 SOIL MOISTURE AND GROUND WATER O 100 EXPLANATION 5 40 Line of equal specific yield c? Interval 1 and 5 percent 80 Panicle size (mm) ! Sand 2-0A625 Silt a.a625• 0.a04 Clay <a.004 CLAY 79 � 60 d� 50 } �m cro to SANDY CLAY SILTY CL 40 3 CLA ILT 30 11, ap CLAY -SAND 5 zo 70 90 SILTY $AND 15 SANDY SlLT to S NO ZS SILT 41!, -O 301l c, a Silt size (percent) {` FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re- "1: ' lation between particle size and specific yield. Source: A.i. Johnson, U.S. Geological Survey i'(1.�;''t Water -Supply Paper 1662-D, 1967. ilIl from one void to another, thus circulating through the soil, sediment, and rock. It is the ability of a rock to transmit water which, together with its ability to 4, hold water, constitute the most significant hydrologic properties. There are some 's1 rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt. These rocks cannot convey water from one void to another. Some sediments and rocks have porosity, but the pores are so small that water flows through the rock with difficulty. Clay and shale are examples. 4.3.1 DARCY'S EXPERIMENT In the mid -nineteenth century, a French engineer, Henry Darcy, made the first systematic study of the movement of water through a porous medium �..1 (24). He studied the movement of water through beds of sand used for water filtration. Darcy found that the rate of water flow through a bed of a "give, `r nature" is proportional to the difference in the height of the water between th, �j :i VAN ya PROPERTIES OF AQUIFERS can have a porosity of as high as 87�7c (Davis 1969), although the vesicles are not well interconnected. Pyroclastic deposits are formed by volcanic material thrown into the air when molten. They can have high porosities. Values of porosity of tuff[ ranging from 14% to 407c have been reported (Keller 1960), Recent volcanic ash may have a porosity of 50`7c. Weathering of volcanic deposits can increase the porosity to values in excess of 607c (Davis 1969). 4.3 SPECIFIC YIELD Specific yield (S,) is the ratio of the volume of water that drains from a saturated rock owing to the attraction of gravity to the total volume of the rock (Meinzer 1923b) (Figure 4.8). Water molecules cling to surfaces because of surface tension of the water (Figure 4.9). If gravity exerts a stress on a film of water surrounding a mineral grain, some of the film will pull away and drip downward. The remaining film will be thinner, with a greater surface tension so that, eventually, the stress of gravity will be exactly balanced by the surface tension. Pendular water is the moisture clinging to the soil particles because of surface tension. At the moisture content of the specific yield, gravity drainage will cease. If two samples are equivalent with regard to porosity, but the average grain size of one is much smaller than the other, the surface area of the finer sample will be larger. As a result. more water can be held as pendular moisture by the finer grains. FIGURE 4.8 A. A volume of rock saturated with water. B. After gravity drainage, 1 unit .1 - — ,: _ i ... .. c .h., 1—.1 of s are not o the air ranging nay have rosity to aturated 14ein zer ie water mineral film will f gravity noisture t of average he finer 5ture by 1 unit evel of owing SPECIFIC YIELD 91 FIGURE 4.9 Pendular water clinging to spheres owing to surface tension. Gravity attraction is pulling the water downward. The specific retention (Sr) of a rock or soil is the ratio of the volume of water a rock can retain against gravity drainage to the total volume of the rock (Meinzer 1923b). Since the specific yield represents the volume of water that.a rock will yield by gravity drainage, with specific retention the remainder, the sum of the two is equal to porosity: n = Sy + Sr (4-11) The specific retention increases with decreasing grain size, so that a clay may have a porosity of 50% with a specific retention of 48%. Table 4.4 lists the specific yield, in percent, for a number of sediment textures. The data for this table were compiled from a large number of samples in various geographic locations. Maximum specific yield occurs in sediments in the TABLE 4.4 Specific yields in percent Specific Yield Material Maximum Minimum Average Clay 5 0 2 Sandy clay 12 3 7 Silt 19 3 18 Fine sand 28 10 21 Medium sand 32 is 26 Coarse sand 35 20 27 Gravelly sand 35 20 25 Fine gravel 35 21 25 Medium gravel 26 13 23 Coarse gravel 26 12 22 Source: Johnson ;196i1. PROPERTIES OF AQUIFERS FIGURE 4.10 Specific yield of sediments from the Humboldt River Valley of Nevada as a function of the median grain size. Source: Data from P. Cohen, U.S. Geological Survey Water -Supply Paper 1975, 7965. medium -to -coarse sand -size range (0.5 to 1.0 mm). This is shown graphically in g Figure 4.10, which plots specific yield as a function of grain size for several hundred samples from the Humboldt River Valley of Nevada. Both soil formed by weathering processes at the surface and sediments that are depositional generally contain a mixture of clay, silt, and sand. Figure 4.11 is a soil classification triangle showing lines of equal specific yield (Johnson 1967). It is apparent that the specific yield increases rapidly as the percentage of sand increases and as the percentages of silt, and especially clay, decrease. Specific yield may be determined by laboratory methods. A sample of sediment of known volume is fully saturated. This is usually done in a soil column 4.4 that is flooded slowly from the bottom, allowing air to escape upward. Water is then allowed to drain from the column (Johnson, Prill, & Morris 1963). Care must be taken to avoid evaporation losses; even for sand -sized grains, columns must be allowed to drain for very long time periods (months) before equilibrium is reached (Prill, Johnson, & Morris 1965). The ratio of the volume of water drained to the volume of the soil column is the specific yield (multiplied by 100 to express the E value as a percentage). The specific yield of sediment and rock can also be determined in the field. Water wells are pumped, and the rate at which the water level falls in nearby wells is measured (Wenzel 1942; Ferris et al. 1962; Prickett 1965). Chapter 7 includes a discussion of such pumping -test methods. HYDRAULIC CONDUCTIVITY OF EARTH MATERIALS 0 Ica 'o Ek PLANAT�O.A 90 _�; __� U" eof' equal ;Peon, yiFfd Q i anh g percenl &0 Pariete sire :mmf Sand 1'J-0625 20Silt D_0625' ,004 C� CLAY 70 Clav c0.004 c, r 4- 60 tip' J s 0 o SANDY CLAYSILTY CLAY 3 as a CLAY -SILT 3D CLAY -SAND 5 4rvey 10 20 5/iN SILTY SAND 15 SANDY r �r 33�'1p SILT 30 i0 SILT :ally in 1 �` h 0 ieveral Sur size (percenl} invents FIGURE 4.1I Textural classification triangle for unconsolidated relation between panicle size -e 4.11 ands materials showing Survey Water -Supply paper 1662-D p967. yield. Source: A. 1. the i967. lohnsan, U.S. Geological 1967). sand )le of lump ter is 4.4 HYDRAULIC CONDUCTIVITY must OF EARTH MATERIALS st be h We have seen that earth materials near the surface generally contain space and thus exhibit e the the s porosity. Moreover, in some void interconnected to some degree. Water contained in most cases, these voids are from one void the voids is ca able to another, thus circulatingthroe P of moving is the ability of a rock to through the soil, sediment, the rby and rock. It transmit water that, together with its ability water, constitute the most significant hydrolo hty to hold that exhibit porosity but properties. bygvoproids, r lack interconnectedDt There are some rocks rocks cannot convey e. vesicular nd These water from one void to another. Some sediments have porosity, but the pores are ag., difficulty. Clay and shale are examples. rocks so small that water Bows through the g rock with 93 �(D) SOIL MOISTL,RE AND GROL1ti`DWATER ing film will be thinner with a greater surface tension so that, eventually, the stress of gravity will be exactly balanced by the surface tension. Hygroscopic water is the moisture clinging to the soil particles due to surface tension. At that moisture content, gravity drainage will cease. The specific yield is approxi- mately equal to the effective porosity, If two samples are equivalent with regard to porosity, but the average grain size of one is much smaller than the other, the surface area of the finer sample will be larger. As a result, more water can be held as hygroscopic moisture by the finer grains. The specific retention of a rock or soil is the ratio of the volume of water a rock can retain against gravity drainage to the total volume of the rock (15). Since the specific yield represents the volume of water that a rock will yield by gravity drainage, with specific retention the remainder, the sum of the two is obviously equal to porosity. The specific retention increases with decreasing grain size, so that a clay may have a porosity of 50 percent with a specific retention of 48 percent. Tabie 4.2 lists the specific yield, in percent, for a number of sediment textures. The data for this table were compiled from a large number of samples in various geographic locations. Maximum specific yield occurs in sediments in the medium -to -coarse sand size range (0.5 to 1.0 millimeter). This is shown graphically in Figure 4.7, v,,hich plots specific yield as a function of grain size for several hundred samples from the Humboldt River Valley of Nevada. TABLE 4.2. Specific yields in percent (16) Specific Veld Material N12ximurn Minim urn Average cia}' a 2 Sandy clay 72 3 7 Silt Fine sand 14 2g 3 Medium sand 32 10 Coarse sand 3; Gravell}, sand 35 Fine gravel Medium grave{ Coarse travel 3� 26 26 1� zo 20 ?1 13 ]2 18 21 26 27 25 2� 23 22 AkGrLLt 7¢ i-u r�_ W A Or SBoa � /DC..r{z- Both soil formed by weathering processes at the surface anc sediments that are depositional generally contain a mixture of cla�y, silt, and sand. Figure 4.8 is a soil classification triangle showing lines of equal specific yield (16). It is apparent that the specific yield increases rapidly as the percent- age of sand increases, and as the percentages of sift, and especially clay, de- crease. Specific yield may be determined by laboratory methods. A sam- ple of sediment of known volume is fully saturated. This is usually done in a soil `.column that is flooded slowly from the bottom, allowing air to escape upward. 68 v'D MOVEM� OF GROUNDWA� «rUTtREN� A kA Table S.] Porosities for al Common Consolidated and Unconsolidated Nlaterials ® Unconsolidated Sediments 96 Clay Sandstone Consolidated Rocks Silt dstone } Sand 35--450 Limestone/dolomite (original & 5-30 5 Grave} secondary porosity 25--40 Shale 1-�20 Sand &gravel mixes - Glacial till 10-35 Fractured crystalline rock 0-I0 10-25 vesicular basalt 10 Dense, solid rock 10-50 volume of water an aquifer can hold < I will Yield. , it does not indicate how much water _ When water is drained from the aquifer material releases onlym a maturated material under the force of . water that a u pan of the total volume stored in its gravity, the nit volume of unconfined aquifer gives u b pares. The yield (Figure 5.5 . P y gravity is calleditss quantity of ( g Specific yields for certain rocks and sediment t in Table 5.2. Some water is retained c the presented is cal. The amount of water that a unit volume Pores faquifer retains after rare presented Y moleculaz attraction and capil_ xs callity ed its specific retention. The smaller the average percent of retention; the cogiavitydrainage arser the sediment, the grain size, the greater is the When COmpared to the greater showta in Table 5.3. Porosity. The surface area° be the specific yield Note the large increase ins are different the e As the surface area increases, a larger sand grains is surface tension orotheradhesive forces. here ore, finer sediments finest sediment. n1age of the water in the pores is held by Yields compared to coarser sediments, even if they have lower specific Yield plus specific retention equals they both have the same Yield and specific retention are expressed as decimal Traporosity. yields Porosity of an aquifer, Both specific of unconfined aquifers (equivalent to their storage coefficients$ 0.01 to 0.30. or Percentages. Specific Specific yields cannot be determined for confined aquifers because t aquifer materials are )range from Storage coefficientnaraewatered during pumping, he drained during much lower in confined aquifers because they are not g pumping, and any water released from storage is obtained by compression of the aquifer and expansion of the water when p; rrtarily Table 5.2. RUresentative Pumped. During Spec Yield Ranges for Selected E Sediment arch Materials Clay Specific Ylel % Sand 1-10 Gravel 10-30 Sand and Gravel 15-30 Sandstone 15-25 Shale 5-15 FI pJ Limestone 0.5- 5 (Wallorz, 1970) 0.5- 5 coe '73efftcient of storage is fully defined in Cbaptrr 9. Briefly, it is the volume of,�t� rtleascd from stomgc per unit change in head per unit area. taken into or o L C, F. ,�.�,�a t,,►n WELLS, I� 37 01 P. L .fines id /.1Vr. s nd the Physical Properties and Principles / Ch. 2 figure 2,11 Relation between texture and porosity. (a) Well-sortedsedimen- tary deposit having high porosity ; (b) poorly coned sedimentary deposit having low porosity; (c)wet;-sorted sedimentary deposit consisting of pebbles that are themselves porous, to that the deposit as a whole has a very high porosity; (d) welf-sorted sedimentary deposit whose porosity has been diminished by the deposition of mineral matter in the interstices; (e) rock rendered porous by solution; (f) rock rendered porous by fracturin8 (after Meinter, 1923). soil or rock matrix Fi gure 2A Ya),b c and d and seco»dszr nrosit which may be due to such h sQluti l tue2.1 .e rail fracturing Figure 2.11(f)]. Table 2A, based in part on data summarized by Davis (1969), lists representa- tive porosity ranges for various geologic materials. In genera(, rocks have lower porosities than soils; gravels, sands, and silts, which are made up of angular and Fable 2.4 Runge of Yafues Porr,sr*y J n(%)-- Unconsolidated deposits Gravel Sand Silt as y Rocks FraLtted basalt Karst limestone Sandstone Limestone, dolomite Sha]e Fractured crystalline rock Dense crystalline rock 25-40 25-50 35-50 40-70 5-50 5-50 5-30 �W kSa 0-20 0-10—RaC•CLL'Tr ' 0-107 as . rREEI_,c � CHf~-Aay, 1� 7 R PP 37 3 8 G,�oU►so w a— Physical ProperPres and Principles 1 Ch. 2 38 , rounded particles, have lower porosities than soils rich iner platy tiesclay mi eralsorted s; and poorly sorted deposits [Figure 111(b)] ha deposits r igure 2.11(a)]. 'nf;uence on h draulic con - The orosit n can be an im ortant c ctiv' sampling programs carried out within deposits of wail -sorted sand her en or in fractured rock formations, samples does withhold higher nagreg regional bass across have ibe K. Unfortunately, the relationship Cla -rich soils for example, usually have Spectrum of possible rock and soil types. hi her < than sandy or gravell soils but lower draulic nductivities. In Section 8.7 techniques will be presented for the estimation of hydraulic con- ductivity from porosity and from grain -size analyses. hich is The porosity n is closely related to the void ratio e,ande its related den bysed in soil mechanics. The void ratio is defined as e = V.� V,, e (2.40) e= n or n =1+e 1—n Values of e usually fall in the range 0-3. The measurement of porosity on soil samples in the laboratory will be treated in Section 8.4. 2,6 Unsaturated Flow and the Water Table Up until this point, DarcyyIs law and the concepts of hydraulic head and hydraulic that conductivity have been developeddsar filled with waterwith respect to .Itclear that someus eso ls,,espe- is, one in which a.l t_ arc usually cially those near the groundsurface, rthe remainders of the poom re space being. Their staken up by ,only partially filled with w air. The How of water undersuch cone °a` s is ed termed has �n the tdoma n ofsoill saturated. Histoncally, the Y ...... ts nd ground - physicists and agricultural engineers, but recently both their talentssin the develop - water hydrologists have recognized the need to pool ment of an integrated approach to the study of subsurface flow, both saturated and unsaturated. Our emphasis in this section will be on the hydraulics of liquid -phase transport ill not discuss w water in the unsaturatedewater-plant s. These latter topics areransport, nor of particular will we considers an important role in the interpre- interest in the agricultural sciences and they play Cation of soil geochemistry. More detailed consideration of the physics and chem- und at an level istry of moisture transfer in unsaturated soils ran level in fo Kirkham kham and powers( in Baver et al. (1972) and at a more advanced and Childs (1969). F � C,Re-49V APPENDIX 7F RELEVA►.NT SECTIONS OF GROUND -WATER BULLETIN NUMBER 5 dOLOGY AND GROUND -WATER RESOURCES of the HONROE AREA, NORTH CAROLINA Division of Ground Water GROUND -WATER BULLETIN NUMBER 5 NORTH CAROLINA DEPARTMENT OF WATER RESOURCES .. `��}�y���• t. .fir' -.4, .. v RE�l1`nES GOiAM, i RALEI GH IV P W North Carolina Board of Water Resources J. R. TOWNSEND, Chairman .................. ...... DURHAM GLEN M. TUCHER, Secretary ................CAROLINA BEACII P. D. DAVIS ............................... .... Dl1R}IAM WAYNE IYMADRY ........ ................. ....'.... ALBEMARLE C. H. PRUDEN, ,JR. ........................... .... WINDSOR S. VERNON STEVENS, JR. ........................... BROADWAY J. AARON PREVOST ............... . ........... WAYNESVILLE a Letter of Transmittal The Honorable Dan K. Moore Governor of North Carolina Dear Governor Moore: I am pleased to submit Ground -Water Bulletin Number 5, "Geology and Ground -Water Resources of the Monroe Area, North Carolina." This report gives the results of an investigation made by the U. S. Geological Survey in cooperation with the North Carolina Department of Water Resources, as a part of the program of reconnaissance investigations to evaluate the ground -water re- sources of the State. It presents the data collected and describes the general geological and ground -water conditions in Angon, Stanly and Union Counties. This report is a valuable contribution to the knowledge of the ground -water resources of the area. It will be available to all persons and agencies concerned with the development and con- servation of those resources. 'respectfully submitted, L, Walter E. Fuller CONTENTS Page Abstract ....................................... 1 Introduction ....... ........................ 3 Acknowledgements .... ...................... ........ .. 5 Geography ...... ....................................... 5 Area and population ......... ....... ............. ... 5 Economy ....................... 5 Mineral resources ................................. 6 Climate ... ........ ...... .........:....... 6 Drainage ,.. ....................... 8 Geology ......... . ..................... 9 Introduction ........ ......... 9 Aeral distribution and character of rock units ........ 9 Sands and clays of Quaternary age .... 9 Triassic (Newark Group) .............. . • . - Granite...................................I.1 10 Diorite-gabbro................................ 12 Phyllite and mica schist _ ........... ......... 12 Gneiss................................ 13 Carolina volcanic -sedimentary group .. ....... 13 Upper volcanic unit ....................... 14 Tuffaceous argillite unit .R........... ....... 15 Laminated argillite unit ............. 16 Lower volcanid unit ....................... 17 Geologic structure ................................ 18 New London syncline ...18 ... . Troy anticline ................................ 18 Jonesboro fault .....................,.......... 19 Gold Mill fault ........ .............. ,.......... 19 CONTENTS Page Ground water ......................................... 20 Introduction ............. ...................... 25 Source ............................................ 20 Occurrence and movement ......................... 20 The water table ............ ....... ..............:. 21 Quality of water ........ r Introduction .... , r Mineral composition of ground waters ............... 26 Tly(lrogen-ion concentration (plI) ............... 26 11-01, (Te) ...................26 Calcium and magnesium (Ca and Mg) ........... 26 Sodium (Na) and Potassium (K) ............... 26 Bicarbonate (HCO,) and carbonate (CO,) ........ 27 Sulfate (SO') L ............................... 27 Chloride (Cl) ..... ........................ . 27 Nitrate (NO,) ....... ........ 27 Hardness .................................... 28 Rock units and their water -bearing properties ........... 28 Introduction ...................................... 28 Relative water -bearing properties of the rock units .... 29 Sands and clays of Quaternary age .................. 29 Triassic (Newark Group) ......................... 30 Granite.......................................... 32 Diorite-babbro.................................... 32 Phyllite and mica schist unit .......... . ............ 32 Gneiss........................................... 35 Upper volcanic unit ............................... 35 Tuffaceous argillite................................. 35 Laminated argillite ............................... 38 CONTENTS ILLUSTRATIONS Page Lower volcanic unit ................................ 40 Utilization of ground water ............. . ... •.... ...... 42 Dugwells.......... .................... .......... 42 Bored wells ........................ 42 Drilled wells ...................................... 42 Factors to be considered in selecting a well site ........... 44 Effect of topographic location ...................... 45 Relation of well depth to yield ...................... 48 Completion and testing of drilled wells ........:........... 50 County descriptions ................................... 51 Introduction .................. .........:........... 51 Anson County ....................... 51 Geography and physiography ................... 51 Geology ....... ................. 52 Ground watch C3:, Municipal supplies .............................. 54 Stanly County .................................... ru Geography and physiography . ......',........... 70 Geology...................................... 70 Ground water ................... . ........ 73 Municipal supplies ............... ..j ........... 75 Union County .................................... 91 r. Geography and physiography .................... 91 Geology........ ........... ................... 91 Ground water ............................. . . 93 Municipal supplies ........................... 94 Selected references ............... I........ ......108 A Page Plate 1. Porphyritic granite with included fragments of gneis§.................................... 11 2. Slump bedding; laminated arg,Yillite. From quarry on the Rocky River near highway No. 52 ........ 17 Figure 1. Index map of North Carolina showing areas covered by reconnaissance ground -water investigations ................................ 4 2. Climatic summary for Monroe, Union County 7 3. Diagramatic section illustrating the relation of the water table to topography .............. 22 4. Hydrographs of selected observation wells in the Monroe area ......................... 24 5. Average yield per foot of well in gallons per minute ................................. 47 A. Average yield, per foot of well, of wells in the different rock units ............... 47 B. Average yield, per foot of well, according to llopogy aphir. location . . . . . . . . . . . . . . . . . . . 47 C. Average yield, per foot of well, according to range in depth ....................... 47 G. Average yield, per foot of well, of wells in Clio different rock units, according, to range in depth .................... 49 7. Geologic map of Anson County ............... 56 8. Map of Anson County showing the location of ground -water supplies ....................... 57 9. Geologic map of Stanly County .. ....... 71 10. Map of Stanly County showing the location Of g1'0u11d-wate1' supplies ...... ' 11, Geologic Map of Union County ............... 96 12. Map of Union County showing the location of ground -water supplies .................... 97 Table 1. Average yield of wells according to rocky type ... 29 2. Average yield of wells in rocks of Triassic age ... 31 Ea ILLUSTRATIONS Page 3. Average yield of wells in granite ............... 33 4. Average yield of wells in the phyllite and mica schist unit ....... 34 5. Average yield of wells in tuffaceous argillite ..... 37 6. Average yield of wells in laminated argillite .... 39 7. Average yield of wells in the lower volcanic unit .. 41 8. Average yield of wells according to topographic location ............... .......... ......... 46 9. Average yield of wells according to depth . ...... 48 10. Summary of data on wells in Anson County ..... 55 11. Records of wells in Anson County ........ e ..... 58 12. Chemical analyses of ground water from Anson County .................... ......... 69 13. Summary of data 'on wells in Stanly County ..... 74 14. Records of wells in Stanly County ............. 76 15. Chemical analyses of ground water from Stanly County .......... ......1 90 16. Summary of data for wells in Union County .... , . 95 17. Records of wells in Union County ................ 98 18. Chemical analyses of ground water from Union County .................... .',.......... 107 0 Geology and Ground -Water Resources of the Monroe Area, North Carolina. By EDWIN 0. 1+ LOYD ABSTRACT The Monroe area includes Anson,. Stanly, and Union Counties in the south-central part of North Carolina. It has an area of 1,575 square miles and had a population of 109,746 in 19G0. The economy is both agricultural and industrial. The area consists mainly of low rounded hills with gentle slopes in the southeastern part of the Piedmont province. The altitude of land surface ranges from about 150 feet to 936 feet above mean sea level, and the land surface slopes generally toward the southeast. The surface is underlain mainly by metamorphic and igneous rocks, chiefly tuffaceous argillite, laminated argillite, tuff, phyl- lite, gneiss, granite, and diorite-gabbro. A belt of Triassic rocks in Anson County contains sandstone, shale, and other sedi- mentary rocks. The tuffaceous argillite is the chief aquifer of the area be- cause it has a relatively high permeability and wide area] extent. The yield of individual wells in this aquifer averages about 13 gpm (gallons per minute), and may he as much as 200 gpm. The yield of wells in the area is related to topography. The average yield of wells on hills is about half the average yield of wells in valleys. The majority of the wells in this area are drilled on upland sites where conditions are unfavorable for ! obtaining more than 5 to 10 gpm from a well. Generally, the yield of wellx is determined by the secondary permeability of the rocks, which decreases with depth, There is usually little increase in the yield of wells below a depth of about 250 feet. The present utilization of ground water in the area is only a fraction of that available from the aquifers. Recharge and dis- charge are apparently in natural balance because there is no evidence of perennial lowering of the water table. I The chemical quality of the ground water in the area ranges from a sodium -bicarbonate type to a calcium -bicarbonate type' The over-all qualify is usually good, and the water is acceptable for domestic or municipal uses with little or no treatment. Iron concentration is generally less than 0.3 ppm. Hardness is some- times an objectionable property of waters from the argillite and sandstone units. INTRODUCTION This report is the tenth in aisal ieofdesigned ground -water o give a l r sources or reconaissance-type app throughout the entire State (fig1) . The area described in this . report compriseQ Anson, Stanly, and Union Counties. The area takes its name from the City of y the Gr undnWatert Branch, The investigation was made eration with the North Carolina U. S. Geological Survey, in coop Department of Water Resources. The report was prepared under, the immediate supervision of P. M. Brown 4VD�str'tct Geologist, Ground Water Branch, U The fieldwork in the Monroe area was done between July 1960 and March 1962. The work consisted mainly of collecting and interpreting data from about llsarnples of waterswere mapping of the geology. Representative collected and analyzed by J. D. Thomas, Chemist, Quality of Water Branch, U. S. Geological Survey. W d� Figure i Index map of North Carolina showing areas covered by recon- naissance groulid-water investigations. 0 d p ACKNOWLEDGMENTS The assistance of well owners, well drillers, school superin- tclident4, acid municipal ollicials is gratefully ncl(newledged. Particular acknowledgment is made to .lames F. Conley of the North Carolina Division of Mineral Resources for his advice and suggestions, which facilitated the geologic mapping. Also, par- ticular acknowledgment is made to the Aycock Well Drilling Contractors and the Harrill and Myers Company for the assist- ance they rendered in furnishing well records and drill cuttings. The Quality of Water section of this report was written by 3. D. Thomas, Chemist, U. S. Geological Survey. GEOGRAPHY Area and Population The area discussed in this report covers 1,575 square miles. According to the preliminary report of the'U. S. Census Bureau, the area had a population of 109,746 in 1960.'Urban population is centered in six cities or towns, each having a population in excess of 1,000. The urban population is 31,258, or approxi- mately 28 percent of the total population. The remaining 72 per- cent of the population is considered rural and is centered in or near 29 incorporated and unincorporated towns and villages in the area. Lconomy The economy of all three counties in the area is predominantly agricultural. According to the 1951 farm census, 88.6 percent of the total area was in farmland. Crops and pastures covered 46 percent of the total area and 42.5 percent was covered by forests. The agricultural crops that provide the main source of income are cotton, lespedeza, corn, wheat, and soybeans. In southeastern Anson County, peaches are an important crop. The total annual income from these products is about $15,000,000,00. During the last decade, poultry, beef, and dairy cattle have become an im- portant industry of the area. Annual income from these sources almost equals that of farm crops. Textile manufacturing is the most important industry in all three counties, employing well over half of all industrial workers in the area. Other industries in the area include lumber, stone 11] a and clay products, aluminum smelting, and the manufacture of furniture and hardware. Mineral Resources Izo Crushed stone for road metal and for general construction purposes is produced from a large quarry near Monroe in Union �t00 County and from smaller quarries scattered throughout the three °- counties of the Monroe area. Brick clays are mined and bricks 80 produced at Norwood and Isenhour in Stanly County and near i Monroe in Union. Light -weight aggregate for construction pur- 0 60 poses is produced from rock mined near Aquadale in Stanly CL County. Sand and gravel are mined in Anson County, particu- E 40 larly in the vicinity of Lilesville. The above mentioned mineral products constitute the bulk of the mineral resources currently 20 being mined in the Monroe area. A few small quarries that pro- duce stone for fl igging purposes are operating in Stanly County. I 0 In the past, gold and copper were mined in Stanly and Union t Counties. Climate i The annual precipitation ranges from a maximum of 46.1 # e inches at Albemarle in Stanly County, to a minimum of 43.5 inches at Monroe in Union County, according to records from s the U. S. Weather Bureau stations at Albemarle, Monroe, and C Wadesboro. The monthly distribution of precipitation at the Monroe station is plotted in figure 2. The mean monthly precipi- o a tat:on ranges between 3 and 4 inches during the. first 6 months of the year. July and August are the months of greatest pre- cipitation, having mean totals in the magnitude of 5 inches. The a 2 lowest mean total precipitation occurs during October. The average annual temperature in the Monroe area is 61 de- , a 0 faces. Rv.coVds from the ithove-menflonecl weather stations indicate there is little varii►tion ill ►tveragb temperatures between stations. The lowest temperatures occur during'' December and January, and the highest temperatures are recorded during July, August, and September. figure 2. Climatic summary for Monroe, Unioot County. M AXIMUM emPer f�\e f r 0 MINtIAUM ti � ry t-on -ter —ar 1 1� Jost. Fob. Mar. Apr. Moy June Juiy NuIj. �PeyI. v�'• ��� (1961) 7 6 Topography The Monroe area lies within the upland section of the Pied- mont physiographic province, which is an uplifted, submaturely to maturely dissected peneplane. The sedimentary rocks in the area strike generally northeast - southwest. The igneous intrusives are generally elongated and strike northeast -southwest. The relative resistance of different rock types to erosion controls the topographic expression in the area. Average altitude of the upland surface ranges from about 150 feet above mean sea level in the southeastern. part of Anson County to about 800 feet in western Stanly County. The highest altitudes of the area are in northwestern Stanly County, in the Uwharrie Mountain range. The highest of these hills is Morrow Mountain, whirl; has an elevation of 936 feet above mean sea level. Drainage The area is drained by the Pee Dee and the Waterce Rivers and their tributaries. Mast of Anson County is drained to the north by the Rocky River, which flows into the Pee Dee River, or to the east by the Pee Dee River, which forms the eastern border of the county. A small part of southwestern 'Anson County ts drained to the south by several small streams that empty into the Great Pee Dee River in South Carolina. The southern part of Stanly County is drained by the Rocl{y River, which flows along its southern boundary. Most of the eastern part of the county is drained into Badin Lake, the Pee Dee River, and Lake Tiller, which forms the. eastern boundary of Stanly County. About three -fourths of Union County is drained in a north- easterly direction to the Rocky River. Approximately 20 percent of the county, the southwestern part," is drained to t15e south- west into the Wateree River in South Carolina. The remainder is drained to the south into Lynches River, which empties into the Great Pee DM River ill South Carolina. The courses of the individual streams within the area are diverse; and the drainage pattern is largely eontrolled by the geology of the area. GEOLOGY Introduction During the fall and winter of 1961-62 a reconnaissance survey was made of the geology in the area. With the exception of the mapping of the Albemarle quadrangle (Conley, J. r., 1962), little geologic mapping in the area had been clone prior to this time. The existing geologic maps were inadequate for the pur- poses of this investigation; therefore, reconnaissance geologic mapping was a necessary part of the project work. (See lig. 7, 0, 11). The rock units shown on the maps are generalized in some cases and usually contain more than one: tyl)e of rock. The differ- ent rock types were grouped into mappable units oil the basis of similarity in age, petrology, or water -bearing properties. They are discussed in the following section in the same order as they appear on the geologic maps. Area Distribution and Character of Rock Units Sands and clays of Quaternary age Sand and gravel of Quaternary age are considered generally to be the youngest geologic unit in the area. The unit occurs at elevations ranging from about 400 feet above mean sea level in the vicinity of Lilesville to about 250 feet east of Morven. Out- crops are in isolated patches and pockets of various size through- out the southeastern part of Anson County. The unit consists of varicolored, laminated, crossbedded, kaolinitic sands and clays and deposits of well-rounded stream gravels, all apparently of continental origin. The gravels of this unit range from pea size to small boulder size. The thickness of the deposits ranges from a feather edge to more than 50 feet. Excellent exposures of this unit can be seen along Highway 74 about 3.5 miles east of Liles- ville and, in the same vicinity, in a commercial gravel pit where the gravel is mined for road metal. Triassic (Newarl( G"OLIP) Rocks of the Newark Group were named for Triassic expo- sures near Newark, New Jersey. In 1875, W. C. Kerr (1875) correlated these rocks with the triassic exposures in North Caro- lina. Three formations are distinguishable within the Newark Group (Campbell, M. R., and Kimball, K. W., 1923). In descend- P the Sanford, Cumno'ck, and Pelcin ing order of age, they are Formations. These formations form one water -bearing unit and were mapped as one unit during this investigation. Rocks of Triassic age are exposed in the Monroe area in a belt, ranging in width from about G to 10 miles, that extends in a northeast -southwest direction across the central', part of Anson County and into the southeastern corner of Union County. The Triassic rocks are bordered on both sides, and probably underlain, by rocks of the Carolina volcanic -sedimentary group. QuaLernary depotiiLs of sand and clay overlie small areas of the Triassic rocks along their eastern edge. The rocks of Triassic age consist generally of red, brown, and cular ds ored gray sandstone cud r beds of fiale to siltstone an`mediume--grained, copurple r ssbed- claystone. Lent ded, arkosic sandstone that are conglomeratic in places are scatLered throu>;houL Lhe unit. Several exposures of a basal fan - glomerate occur along the wesL.orn boundary. The basal fanglom- eraLe usually consists of angular to well-rounded fragments of rocks from Lhe Volcanic-SedisnelsLit l•y grouts 'a110119 will' red, brown, and purple sandstone pebbles and cobbles. The matrix is clay and arkosic sand. Dikes of dense black diabase, ranging from a few feet to more than one hundred feet in width, have intruded these rocks. These dikes are considered generally to be of late Triassic age. The Triassic sediments in Anson and Union Counties were deposited in a graben, and are thickest along the eastern side of the basin where the greatest vertical displacement occurred. Subsequent upheaval and erosion of the area have exposed the basal conglomerate on the western edge but not on the eastern edge of the graben. weathered to Most of the outcrops of Triassic rocks are deeply a red, gray, purple, or brown residual clay. Typical exposures of this group can be found on Highway D between Wadesboro and Ansonville in Anson County. Granite Granite occurs in three widely separate localities in the Mon- roe area. The largest body of granite is in eastern Anson County where it has intruded rocks of the volcanic -sedimentary group and the gneiss unit. The other two granite bodies occur along the western border of Union County where they have intruded 10 Jam' • t .1� .!- ,. " �. Plate I. Porphyritic Granite 1VW, Included Fragments of Gaieiss. rocks of the lower volcanic unit. King (1955) considers these granites to be a part of the igneous rocks in the Charlotte Belt_ In Anson County the granite is porphyritic and is exposed in an area of about one -fifth of the county. In many places it is overlain by Quaternary deposits. Xenoliths of gneissic rocks occur in the granite near the granite -gneiss contact (pl. 1) . A highly metamorphosed contact zone of phyllite and schist is transitional between the granite and the volcanic -sedimentary group, indicating that the granite intruded the rocks of the volcanic -sedimentary group and the gneiss unit. The granite in this body is light gray and medium -to very coarse -grained. -It contains large phenocrysts of feldspar, and biotite is prominent. Large well-rounded granite boulders are found frequently on hillsides and in stream valleys. The weathered zone ranges in thickness from a few inches to several feet. The soil produced by weathering is recognized by its coarse texture and characteristic buff to reddish -yellow color. Several outcrops of granite can be seen along Highway 52 between Wadesboro and Morven in An- son County. 11 The two granite bodies in Union County differ from the Anson County granite. They are non-porphyritic and contain less bio- tite, also they vary from light -gray, coarse -grained rocks to dull - gray, fine-grained rocks. The weathering properties of the Union County granite are similar to those of the An County gran- ites, and a similar soil is produced. Diorite-gabbro The diorite-gabbro unit, which covers an area of about six square miles, has the smallest areal extent of the geologic units mapped in the Monroe area, It intrudes a granite body near the western extremity of Union County and extends in a north - south -trending belt, one to two miles wide, from Mecklenburg County into South Carolina. The rocks in this unit range in com- position from diorite to gabbro. The diorite-gabbro is a massive, coarse -textured rock composed mainly of hornblende, feldspar, augite, and varying amounts of quartz and accessory minerals. These rocks usually crop out as rounded boulders that are rela- tively unweathered. On the surface these rocks are black or dark -:gray and pitted, apparently due to differential weathering among the constituent minerals. Laney (190, p. 59) explains their pitted surface as follows-, "This is probably caused by the resistance of the purer phenocrysts of augite which withstand weathering better than the hornblende 'sponges' and hence are left as projecting masses." On a freshly fractured surface, these rocks have a glossy luster. The unit is covered generally by a thick layer of dark -red or brown residual soil. Phyllite and mica schist' The phyllite and mica schist unit occurs in both Anson and Union Counties. In Anson County it forms a narrow contact zone between the porphyritic granite and the tuffceous argillite. The width of this contact zone ranges from about a hundred yards to about three -fourths of a mile. In southwestern Union County this unit forms a contact zone between the :lower volcanic unit and the southern granite body in that county. It extends as a belt, one --half mile to three and one-half miles in width and about ten miles in length. The unit is composed principally of phyllite and mica schist, but in some places it contains other rocks including rhyolite, 12 granite -gneiss, and lithic tuff. The phyllites and schists were apparently derived from the volcanic rocks with which they are associated and were altered by contact metamorphism at the time of the granite intrusion. Due to extensive weathering, out- crops of fresh rock are scarce. The thick layer of residual soil consists of clay. mixed with fragments of quartz and mica. The soil color is usually dark -red or reddish -yellow. Gneiss Within the Monroe area, gneissic rocks were mapped;as a unit only in the southeastern part of Anson County where they crop out in an irregular -shaped area of about 10 square miles that is surrounded by the porphyritic granite. This unit consists mainly of biotite-gneiss and some sericite schist. There are many g tions between the gneiss and the schist in the unit. Quartz, horn' blende, and garnet are the principal accessory minerals Typically, the rock has gray color and a medium to coarse tex ture. Where the biotite content increases, the color become: darker. Banding is common in this unit. Massive boulders crol out on hillsides and along creek beds; the residual soil mantle is generally only a few feet thick and dark red in color. Ther is a contact zone, usually less than one -quarter mile lto intensely weathered gneiss between the gneiss and granite un Carolina Volcanic -Sedimentary group The rocks of the Carolina volcanic -sedimentary group underli all of Stanly County, most of Union County, and approximate] one-third of Anson County. They are a part of what has bee popularly known as the "Carolina Slate Belt," a northeas trending band of volcanic, sedimentary, and low rank met morphic rocks that crop out across the entire State in the eastei and central Piedmont. Numerous writers have pointed out th the term "Slate Belt" is misleading since slate is not the pr dominant rock type of this group. Stromquist all(' Conley (195' used the name "Carolina Volcanic -Sedimentary group" simply, "Volcanic -Sedimentary group" in describing these rocl This terminology is used in this report. Conley (1962) established roupan� ��� Albemarle quadrang c sequence for roc of the volcanic -sedimentary g part of which is in northeastern Stanly County. Due to t reconnaissance scale of the present mapping, the units described in this report corrc;apond only in part: to those mapped by ('On - ley. llowcver, the writer follows really of the st•atigraphic and lithologic concepts advanced by Conley in the description of rock units that follow. Upper Volcanic Unit In the Monroe area,, rocks of the upper volcanic unit crop out in scattered areas in northern and northeastern'' Stanly. County. The outcrop areas normally correspond to topographic highs. Conley (19G2) referred to these rocks as the "Upper Volcanic sequence" and mapped them in three separate units. In descend- ing order of age, Conley's units were composed primarily of rhyolite, basaltic tuff, and andesitic tuff. Because of the relatively small areas underlain by these rocks, they are grouped into one unit for the purpose of this report. All three of the units differ- entiated by Conley are not present in any single outcrop area but their interrelationship is apparently conformable. Rocks of the upper volcanic unit unconformZlbly overlie the rocks of the tuffaceous argillite unit and the laminated argillite unit. The rhyolite of the upper volcanic unit caps Morrow Moun- tain and it few nearby hills. Conley (19G2) indicates that the rhyolite is as much as 200 feet thick. Typically, it is a dedise, fine- grained Flow rock that breaks with a conchoidal fracture. The fresh rock is gray to darlt-gray in color. The rhyolite flows 111•c sometimes porphyritic and contain phenoeryAs',of feldspar and betaquartz crystals. The {low lines are well preserved. Usually, the rock is well jointed but resistant to weathering and erosion. The soils produced by weathering range from light gray to buff and vermilion in color. Good exposures of this mock can he seen along the approach road to, and at the apex of, Morrow Moun- tain. The largest outcrop area of basaltic tuff of the upper volcanic unit extends in a north -south directioli from'', Badin Lake to Morrow Mountain. This outcrop area comprises about seven square miles. Numerous smaller outcrops are scattered through- out northern and northeastern Stanly County. According to Conley (IJG2), the basaltic tuffs attain a max- imum thickness of 200 feet. They are composed typically of basaltic lithic-crystal tuffs and some interbedded basaltic flows. These rocks are well jointed, exhibit spheroidalweathering, and produce a dark -brown clayey soil. Andesitic tuff occurs in the upper volcanic unit i. .ne area south and east of New London. Conley (1.962) indicates that the andesitic tuff has a maximum thickness of 140 feet in this area. It consists of dark -gray, massive andesitic tuff that often has a scoriaceous appearance. It weathers readily to produce a clayey, maroon -colored soil. Tuffaceous Argillite Unit The tuffaceous argillite unit is the most extensive geologic unit that was mapped in the Monroe area; it is exposed over about one-half of Anson County, three -fourth of Stated hanly County, and two-thirds of Union County, covering an of over eleven hundred square miles. It conformably overlies the laminated argillite unit. The tuffaceous argillite unit, composed predominantly of felsic tuffaceous argillite and graywacke, contains basic tuffaceous argillite, felsic tuff, mafic tuff, and flow material interbedded with the two predominant rock types. The unit has been intruded by diabase and rhyolite dikes and gabbro sills. These rock types were mapped as one unit because of the similar hydrologic prop- erties of the two major rock types• art of the unit and Graywacke is more typical of the upper pear New London in crops out along the axis of a large syncline Stanly County. The graywacke is composed typically of sand -sized quartz and chloritized rock le`;bE,massl� The freshfeldspar rock isand dark argillite fragments in a fin ground green but weathers to a light maroon color. rr�ades to As pointer' Out by Conley (1962) the graywacke b finer -grained equivalents to the southeast along the synclinal axis. The finer -grained material is indistinguishable from argil- lite in hand specimen. With the exception of the graywacke described above, the remainder of the tuffaceous argillite unit, as mapped for this report, is composed principally of felsic tuffaceous argillite. The unweathered rock is medium -gray ill color; it weathers to a light -gray color. In the Monroe area the tliicicness of individual beds ranges from about one inch to sev- er,,] feet. In hand specimen, the rock appears to be a fine-grained tuff, the only identifiable minerals being scattered fragments of feldspar crystals. Conley (1962) indicates, that in thin section, the rock is a microcrystalline tuff, the most readily identifiable minerals being quartz and orthoclase. 1 14 P The above -described graywacke and felsic tuffaceous argillite, with related interbedded rocks, comprise the tuffaceous argillite ullit. ftej�inn:cl structure consisl:s or gentle open folds in most of the Monroe area except in the area of the Gold Hill fault in wester11 Union County where the rocks have been tightly folded and sheared. The rocks of the tuffaceous argillite unit are of low metamorphic ratilc, except in the areas adjacent to the Gold Hill fault or to various intrusive bodies, where the rocks are of medium meLamorhhic rank. Laminated Argilli,te Unit The laminated argillite unit is exposed in all thee counties of the Monroe area, where it overlies conformably the lower vol- canic unit and is overlain conformably by the tuffaceous argillite unit. The writ is composed primarily of thin beds, or laminae, of clay and silt -sized material. The laminae, less than one -eighth inch in thickness, give the rock a banded or striped appearance. The fresh rock is dark -gray in color; it weathers to shades of red and yellow and produces light -gray and yellow soils. The rock usually has a well -developed bedding -plane cleavage and sometimes has an incipient axial -plane cleavage: The contact between the laminated argillite unit and the tuff- aceous argillite unit is gradational. For the purposes of this re- port the contact was placed where the thicker beds of the over- lying tuffaceous argillite unit become predominant over the laminae of the laminated argillite unit. Structurally, regional open folds predominate, but isoclinal and overturned folds occur. ]Metamorphism is low rank, except where the unit has been up - faulted on the western side of the Gold Hill fault in Union County. Here the rocks of the laminated argillite; unit have been metamorphosed to phyllite and slate, and traces', of the original bedding planes have been largely obliterated. Slump bedding in the laminated argillite has been observed in several outcrops. Plate 2 is a photograph of such bedding made in a small quarry by the Rocky River in northern' Anson County. Pettijohn (1949, p. 145) describes and explains slump structure in rocks similar to those of the laminated argillite unit as fol- lows. "These structures are confined to a single bed or zone between undisturbed beds. In many cases the: disturbance is restricted to layers a mere inch or two thick. Such deformation is usually due to subaqueous slump or gliding. Piate 2. Slump bedding in laminated argillite. From quarry on the Rocky River near Highway No. 52. Lawer Volcanic Unit Rocks of the lower volcanic unit crop out in the western and southwestern parts of Union County in two large irregular shaped outcrop areas. They are the oldest rocks exposed in the area. The dominant rock types of the lower volcanic unit are fine- grained felsic tuffs and crystal tuffs that occur interbedded with rhyolite flows. These rocks are usually light -gray in color. The unit is frequently intruded by mafic dikes, quartz dikes, and rhyolite dikes. Rocks of the lower volcanic unit generally are deeply weath- ered. About one-half mile south of Indian Trail in Union County, a drilled well penetrated highly weathered felsic tuff' to a depth of one hundred and thirty-five feet. This is an extreme case, but the unweathered rock is usually so deeply buried as to make out- crops a rarity. The lack of unweathered outcrops is character- istic of the unit. 17 16 ® usually to a deep red color and Union County. The center of the structure contains the oldest the lower volcanic unit. According to The rocks of this unit weather in some instances to a creamy -yellow color. Some of the felsic rocks exposed in the area, Conley (1959), this unit represents an old land mass built up tuffs weather to a clean white kaolinic clay that contains sand- from the sea floor by a series of volcanic eruptions and Bows. size quartz fragments. A good exposure of this material can be Near the axis of the anticline several outcrops of rhyolite por'- seen about one-half mile west of Trinity in Union Counter. phyry have been. observed that indicate the proximity of the Agriculturally, the soils of this unit are not very productive; center of vulcanism. their primary use is for pasture land. The western clank of the antiichne, in Union County, is tightly folded, and a part of that flank has been altered structurally by Geologic Structure minor faults. The structure plunges to the northeast ;in the The Carolina volcanic sedimentary group has been folded vicinity of Altan, where the lower volcanic unit is overlain by the tufFaceous argillite unit. regionally with the Monroe area. The general structure is a the laminated argillite unit and of northeast -trending synclines and anticlines; the larger series ones have wave lengths of ten to fifteen miles. Two major faults Jonesboro fault have been mapped in the area. The largest one: is the Jonesboro and into The Jonesboro fault forms the contact between Triassic and fault, which extends act most of North Carolina boundary of Triassic Pre -Triassic rocks along the eastern edge of the Triassic basin South Carolinas. it forms the eastern exttheends The fault is the Gold Ilia[ fault, which extends from Jones - for more than one hundred miles. In the Monroe area, the Jones - trending line. basin. other Davidson County through Ullion County and into South Caro- boro fault bisects Anson County along a nOrthCaSt to determine the vertical displace - ling. )Jvidence of several minor faults has also been observed. Monroe area, No attempt has been made meet of this fault in Anson County. However, it is known that There are probably other sizable faults in the little evidence of their about thirty miles northeast of Anson County the vertical dis- Large displacements could exist and show thickness of the stratigraphic placement is at least 6,000 to 8,000 feet, (Reinemund, J. A., presence because of the great 1955} . No border ,conglomerate has been observed along the units. fault in Anson County. New London syncline Northern Stanly County and a part of Union County contain Gold Hill fault a large southwest plunging synclinal structure known as the The tuffaceous argillite unit wraps around The Gold Hill fault has been traced from Guilford County Union County into South Carolina. New London syncline. this structure, and graywacke is exposed in its center (Conley, through the western part of In Union County the fault zone is bounded on the eastern side J. F,, 1959). The structural axis of this syncline can be traced by parts of the tuFfaeeous argillite unit, the laminaLe(1 argillite from northwestern Montgomery County through Stanly County unit, the lower volcanic unit, a►ul tale phyllite and mica schist and into the sorithwestel n gru t (1i' Union (;ouilty. unit. Along; the westel'n side of tare fault lisle, Lhruug�11c1uL Lhc a area, it is bounded by a part of the laminated argillite unit, that Troy anticline often has an almost vertical dip and has thin s1aLy cleavage. The Troy anticline is the most extensive structural unit within Mineralization has been observed in many instances in relation minor faults. In the the Monroe area. Conley (1962) noted that the width of this County to the Gold Hill fault and to the associated watt charred in oat 1casL six different structure is about 30 miles, and it extentla from Moore Longitudinally, the structural e;lrly 11a1•t of the (:entury 901(1 ail the western part of Union County. One of the oldest westwardly to the Pee Dee River. been traced from central Randolph '',County .into South Hullos mines in the county was located eight and three -tenths mile: axis has distance of more than 80 miles. Within the Monroe southeasL of Waxhaw oil property now owned by Brady Green Carolina, a the structure is -exposed only in the southwestern part of E area, 18 This mine is worthy of mention because it is situated near the Porosity and permeability are not necessarily related. A clay, little water, axis of a large anticline previously mentioned, and it provides for example, may have a high porosity yet yield for e interstices result ill water being; evidence supporLing the theory LhaL many smaller faults were with the Gold Hill fault. se the small size of the retained by molecular attraction. Ora the other hand, , coarse developed in this area in conjunction At this same location and reportedly extending for one-half sand or fractured consolidated rocic may have a considerably more water because mile along a ridge paralleling Can Greelc is a deposit of PYrO- lower porosity thYet it may yield an the clay, interconnection of fractures. phyllite and soapstone. of the size and degree of rlou of formations, or a part "An aquifer is a formation, gi p 0 E.1942}. a formation that is water -bearing (Meinzer, , GROUND WATER For the purposes of this report, an aquifer is considered to be unit that is capable of storing and transmitting sufficient Source a rock quantities of water to serve as a source of supply for human be The source of ground water in the Monroe area is precipita- consumption. The available water in an aquifer may said tion in the form of rainfall and snow. That part of total to be the amount of water that may be safely and economically wator- precipitation which becomes ground water percolates downward it the zone of satura- withdrawn. This depends upon the water -storing and of the aquifer and the amount of under the influence of gravity until reaches the interstices are filled with water. The top of transmitting characteristics recharge water available to the aquifer. If discharge exceeda tion where all the zone of saturation is the water table except where that sur- recharge in an aquifer, over a period of time, the water level face is formed by an impermeable body. in the aquifer will decline. Occurrence and Movement The Water Table Ground water occurs in the openings or interstices in the The water table is not a stationary surface of fixedconfiigur a natural influ rocks below the water table. `These openings range in size from tion but varies considerably according to certain table i minute pores in clays to large caverns in some limestones. Inter- ences. In the Monroe area the depth to the water valleys n in unconsolidated sedimentary rocks such as gravel, sand, governed largely by the topography. In stream stices and clay are primary pores or openings between the }articles. de- swamps the water table usually is at or very near the surface table varies fror Consolidation of a sedimentary rock results generally in a through On wide flat uplands the depth to the water On hills and ridges nea crease in size and amount of primary interstices In rocks, whether a few feet to thirty or forty feet. steep the depth to the water table may be as grea compactimi and cementation. consolidated igneous, or metamorphic in origin, secondary in- large streams, 100 feet. Figure 3 illustrates the relation of the water tabl sedimentary, terstices such as solution channels, bedding planes, joints, and as to the topography. of schistosity, generally have greaterinfluence on the Because the source of ground water is precipitation, the Ovate planes movement of ground water than do primary table fluctuates with the amount of rainfall. The intensity an occurrence and interstices. duration of the rainfall has a considerable bearing upon tt A measure of the capacity of a rock to store water, under is the volumetric proportion of water that runs off directly, evaporates, or reach( diner in their ability to transmit water 1 non -artesian conditions, is its porosity, which that is occupied by interstices. Perinea- the water table. Soils table or ground -water reservoir; those in the Monr( percentage of the rock bility is a rock's capacity for transmitting fluids in response to the water area generally have low permeability. Thus a heavy rainfa variations in hydrostatic pressure- Permeability is governed by degree of interconnection of inter- of short duration will result in a high percentage of surfa( The same amount of rain, falling over a longer perio the size, shape, amount, and runoff. in a much larger proportion of water reaching tl stices. will result ground -water reservoir. 20 a Figure 3. Diagrammatic section illustrating the relation of the Nvuter table to topograPhy. iv/iii, o Temperature affects movement of water to the water table, because the viscosity of water varies inversely with the temper- aLuiec. cold water will move Llit•ougb the interstices more Slowly than warm water. In general, however, ground -water tempera- tures do not fluctuate widely. Evaporation and transpiration by plants also nflcet the eleva- tion of the water table. The amount of water, lost by evaporation from the soil is dependent upon the temperature, humidity, and rate of air movement. During warm windy seasons of the year, evaporation may be considerable. During the growing season, transpiration losses are greatest. The water lost by evaporation and transpiration generally comes from the zone of aeration above the water table. Nevertheless this loss must be replenished either by intercepting rainfall as it percolates toward the zone of saturation or by absorbing water by capillary action from the zone of saturation ; either results in a lowering of the water table. Even though rainfall is greatest during the summer and fall months, the water table is at its lowest elevation because of evapotranspiration effects. During; this investigation, monthly records were kept of wat2r- level fluctuations in 24 wells in the Monroe area. Hydrographs of six of these wells shown in figure 4, illustrate typical water - table fluctuations in various parts of the area. The hydrographs show that the trend of the seasonal fluctuations is consistent. However, there is considerable difference in the range of fluc- tuation between wells. Apparently, this is due to permeability variations between the materials in which the wells were drilled and to variations in the porosity. The seasonal cycle of water -table fluctuations in the Monroe urea is Lyl)ical of the cycle in other parts of the State. It begins usually, with a marked rise in water levels in December or Jan- uary which continues until the beginning of the growing season in April or early May. From May to December, there is a con- tinuous decline in water levels unless unusually heavy rainfall causes slight, local rises. K 22 figure 4. Hydrographs of selected observation wells in the Monroe area- 7- 2c 22 u T 0 it QUALITY OF WATER I n LroducLion Analyses of certain chemical constituents of ground water commonly are an integral part of ground -water investigations. The chemical quality of ground water may determine the usabil- ity of the water. In addition, chemical quality may reflect the geologic environment from which the water was obtained. Rainwater contains dissolved gases, principally carbon diox- ide and oxygen, which make it a weathering agent that interacts chemically with mineral compounds that make up the racks of the earth's crust. This interaction results in some mineral con- stituents going into the aqueous solution of ground water and partial or total disintegration of some of the rocks involved. The amount and type of these mineral constituents, or dissolved solids in ground water determine the characteristic taste of the water. The quantities of absorbed gases and dissolved solids that occur in a ground water at any one time are dependent upon several factors which include (1) the hydrostatic and atmos- pheric pressures present in the system, (2) the temperature of the water, (3) the chemical composition and physical charac- teristics of the rocks, and (4) the length of contact time between the water and the mineral constituents of the rocks. Salts of common metals, which include potassium, sodium, calcium, magnesium, and iron, make up a large percentage of the dissolved solids in ground waters. True salts are ionic in character, being composed of cations and anions. Chemical analyses of ground water involve the quantitative measurement of the various ionic constituents that are present in the aqueous solution. The proportionate amounts and chemical relationships of the anions and cations present in the solution determine such characteristics of the water as hardness and hydrogen -ion con- centration. The results of the chemical analyses are expressed in parts per million (ppm) by weight in this report. Most of the ground waters from the Monroe area, that were analyzed as pars; of this investigation, were calcium bicarbonaLe waters. A few waters, primarily from localized areas in the Triassic rocks, were calcium chloride waters. These calcium chloride waters usually contained, for the Monroe area, anomo- lously high amounts of total hardness. The following discussion concerns the chemical constituents, that were determined for ground waters from the Monroe area, in relation to their occurrence. 24 1 25 Mineral Composition of Ground Waters ilydrageEi-ion Concentration (1)1.1}', The hydrogen -ion concentration is a measure of the acidity or alkalinity of water. Water having a p1=I of 7.0is regarded as neutral, a pH higher than 7.0 indicates alkalinity, and a pH lower than 7.0 indicates acidity. Iron (Fe) Waters percolating through rocks and soils that contain iron - bearing minerals dissolve iron from these minerals. Acidic waters have a greater tendency. to dissolve iron than alkaline waters. Water with an iron content of less than 0.3 ppm is suitable for most domestic purposes. Excessive iron in water is respon- sible for the yellowish brown stains on white enamel and porce- lain fixtures and laundry with which the water comes in contact. Ground water contains dissolved iron in the ferrous state. A water that contains excessive iron may be clear when pumped from a well. Exposure to the atmosphere allows the oxidation of the ferrous iron and the formation of ferric hydroxide which is responsible for iron -staining. The majority of the ground waters analyzed from the Monroe area contained less than 0.3 ppm of iron. Only 7 of the water samples contained over 0.5 ppm of iron. Calcium and Magnesium (Ca and Mg) Calcium and magnesium in ground water are dissolved to some extent from practically all rocks in the Monroe area. These two elements are the major contributors to the hardness of water and also the chief constituents of the scale formed in boil- ers or other vessels in which water isnheated or 'evaporated. The highest calcium and magnesium contents, 287 ppm and 108 ppm, respectively, in ground waters analyzed from the Monroe area were in water obtained from Triassic rocks - Sodium (Na) and Potassium (K) Sodium- and potassium -bearing minerals are present in nearly all types of rocks and soils. The sodium content 'of ground water is generally higher than the potassium content. High concen- trations of sodium will cause foaming -in stream boilers and will. limit the use of a water for irrigation. Only three water samples analyzed from the Monroe area contained .more than 50 ppm i sodium. The highest potassium content of water analyzed from the area was 5.2 ppm. Bicarbonate (IIC0;,) and Carbonate .(CO:,) Bicarbonate and carbonate in ground waters produce alka- linity. Ground waters sampled in the Monroe area contained no measurable amounts of carbonate. The bicarbonate content of water samples from the Monroe area rantred from 4 pprn to 301 ppm. The highest bicarbonate content was in water from the Triassic rocks. Bicarbonate has little effect on either the domes- tic or industrial utilization of the water. However, when water that contains bicarbonate is heated, the bicarbonate is converted to carbonate which is relatively insoluble. The carbonate con- tributes to scale formation in containers and boilers. Sulfate (SO4) Sulfate in ground water is dissolved from various sulfate minerals which are readily soluble in water. Sulfate may also be derived from the oxidation of the iron sulfide minerals and organic matter. High concentrations of sulfate in waters impart a noticeable taste and odor to the water and contribute to scale formation. Only 6 water samples from the Monroe area con- tained more than 20 ppm sulfate. Chloride (Cl) Small amounts of chloride in ground water are dissolved from the weathering of chloride -bearing minerals. Chloride in ground water may also be derived by pollution, from sewage and indus- trial wastes. Only 8 water samples from the Monroe area con- tained more than 50 ppm chloride. The highest chloride content, 744 ppm, was in water from the Triassic rocks. Nitrate (NOO Nitrate in ground water is considered to be the final oxidation product of nitrogenous organic materials. The U. S. Public Health Service recommends that waters intended for human use should not contain more than 45 ppm nitrate. However, a con- 26 27 centration of greater than 3.0 ppm is generally considered to indicate the presence of a source of pollution. Dug wells and improperly cased wells are most subject to nitrate pollution by infiltration of surface water. The presence of small seams of coal and other organic: mate- rial in the Triassic rocks may be the cause of higher than nor- mal nitrate concentrations in water samples from three wells in Anson County. Hardness Hardness is the property of water attributable to the pres- ence of dissolved alkaline elements, and is expressed in analyses as equivalent calcium carbonate (CaCO3). Calcium, magnesium, and other polyvalent cations are responsible for the hardness of water. Hard water is objectionable because of its soap - consuming properties and because it forms seal in boilers and containers in which it is heated. The hardness of water samples from the Monroe area ranged from 8 to 1,160 ppm. The harder waters were from Triassic rocks. The U. S. Geological Survey classifies water''with respect to hardness as follows Hardness as CaCO:, (pPm) Classification 0-60 Soft water 61-120 Moderately hard water 121-180 Hard water 181-i- Very hard water DOCK UNITS AND THEIR WATER -BEARING PROPERTIES Introduction There are seven principal water -bearing rock units in the Monroe area. Tables are presented and discussed to allow com- parison of the water -bearing properties of the various rock units and to illustrate the effects of well depth .and topographic location on the yield of wells in the Monroe area. The comparisons discussed in this section are believed to be representative of the rock units mentioned. However, compar- isons based on such a small number of wells cannot be consid- ered highly accurate, mathematically. Table 1- Average 'Yield of Wells According to Ruck Type. No. ofJeld we llage allons er minute Average Per foot of cell All Wells 40700 14 0,11 Rock unit 2 5 0,18265 Sand uaternar 16 0:10 C.,n a l5 95 1-€00 l8 0.19 Pis Mite and mica schist 5 236 2 -90 37 0,15 Tuifaceous ar illl[a 302 114 -200 l3 0.11 1.ominatcd ar i€]itc 39 113 1 -75 15 0.13 Lower volcanic unit €8 128 1-60 l2 0.09 Relative Water -Bearing Properties of the Rock Units Data on depth and yield were compiled for 407 wells in the Monroe area. Table 1 shows the average yield per well and per foot of well for both the total number of wells and the number of wells in each rock unit. As shown by the data in Table 1, the 407 wells inventoried in the Monroe area have an average depth of about 120 feet, an average yield per well of about 14 gpm, and an average yield per foot of well of 0.11 gallons per minute (gpm) . Comparison of the average yield values in Table 1 indicates that the highest average yield per well is obtained from wells in the phyllite and mica schist unit and that the lowest average yield per well is obtained from wells in Quaternary sand. The highest yield per foot of well is obtained from wells in the gran- ite unit and the lowest yield per foot of well is obtained from wells in the lower volcanic unit. Sands and Clays of Quaternary Age The sand and clay unit of Quaternary age covers most of the southeastern part of Anson County. It consists of interbedded kaolinitic sands and clays and well-rounded stream gravel. The gravel ranges from pea -size to large cobbles. The thickness of 29 28 the unit ranges from a featheredge to more than 50 feet. Ground water is container) in the pore spaces, or primary inter- stices of these unconsolidated sediments and in some of the thicker parts of this unit ground water occurs under semi -ar- tesian conditions; the clay strata acting as semiconfin'sng layers above and below sand or gravel strata. Because this unit is relatively thin, it has minor importance as an aquifer. Yield figbres are available for only two wells in this unit. Most of the existing wells are either dug or borecl and are less than 50 feet deep. Chemical analysis was made of water frorn one well in this unit. Except for a moderately high nitrate content, the water was of very good quality. The nitrate content was probably due to contamination by surface water. The analysis showed the content of iron and hardness in this water to', be 0.08 ppm and 48 ppm, respectively. However, some owners of wells in this same unit have reported objectionable amounts of iron. Triassic (Newark Group) Rocks of Triassic age are exposed in the Monroe area in a belt - ranging in width from about 6 to 10 miles and extending in a northeast -southwest direction across the central part of Anson County and into the southeastern corner of Union County. These rocks consist of sandstone, siltstone, claystone, and conglom- crate. Primary porosity of the sandstone and conglomerate has been -reduced by rpost depositional compaction and cementation, and the occurrence and movement of water in.these rocks are con- trolled mainly by secondary interstices, or fractures. The data in Table 2 indicate that the rocks of Triassic age have an average yield per foot that is about the salrle as that for the-tuffaceous argillite and rocks of the lower volcanic unit. Table 2 gives data for wells in the rocks of Triassic age accord- ing to depth and topographic location. The Triassic rocks generally yield adequate supplies of water for most domestic purposes. The diabase dikes that have intruded these rocks yield little water but the rock adjacent to a dike often is highly fractured and many of the higher yielding wells in the: Triassic rocks are drilled adjacent to dikes. Chemical analyses of.water from the Triassic rocks indicate Table 2, Average Yield of Wells ill Rocks of Triassic Age A�[nrdSn�tn dc3+Lh___� _. ---^---___ - Range in depth Eeet Ne• of wells Average depth Yield Range 3-40 aliens er Average minute�__ Per foot of well .. U-100 9 18 0.20101-150 7 L12 5-65 - 1B 21 U.14 0.12 151-200 6 165 -6-50 201-250 - -� 251-300 _---� Greater than JUL) W. 2 2 295 _- 145- 4-1d `S•-7 11 2—.V- 10.04 0.004 All wells 26 156 ll-65 17 O.11 Accordln to Co c'ra hlc lo[at [an . Topographic location Nu, of wells Avc r�l;• depth feet Yield Range _ •allons icr A�crage ml Ootc� 4'er foot of we1L IlfL1 17 137 3-65 14 0.10 Plot T 5 116 4-50 21 43.H3 slope 2 299 3-40 22 0.07 Draw None_ Valley None 31 30 that the water is frequently hard and, locally, may contain objec- tionable amounts of iron and chloride. Granite There are three separate bodies of granite within the Monroe area. The largest body is in the eastern section of Anson County where it has intruded the rocks of the voleanic-sedimentary group and the mica -gneiss unit. Two smaller bodies of granite occur along the western border of Union County. The granite in Anson County is light -gray in color and por- phyritic in texture, containing large phenocrysts of feldspar and a considerable amount of biotite. About one -fifth cf Anson County is underlain by this granite body. The porphyritic gran- ite usually provides sufficient water for domestic and small industrial supplies. According to the data in Table 3, the yield of individual wells in granite ranges from 1 to 100 gpm. The granite in Union County differs from the granite in An- son County in that it is fine-grained and contains less biotite. The combined data for all wells in granite from both counties indicate that the average well depth is about', 91 feet, and the average yield is about 19 gpm. Chemical analyses of water from the granite bodies indicate that the water is soft and low in iron. Diorite-Gabbro The Diorite-gabbro unit is the smallest geologic unit mapped in the Monroe area. Diorite-gabbro intrudes. the granite unit and crops out in a belt one to two miles wide. which extends in a north -south direction from Mecklenburg County into South Carolina. Locally, the rocks range from diorite to gabbro, but as a whole, the rocks of this unit are intermediate between dio- rite and gabbro. No information is available on wells drilled in this unit in Union County. However, just west df the Union County line in Mecklenburg County, LeGrand and Mundorff (1952) reported that wells in this unit had an average yield of 13 gpm. The aver- age depth was 135 feet, and the average yield per foot of well was 0.10 gpm. Phyllite and Mica Schist Unit This unit occurs in the southwestern part of Union County forming a contact zone between granite and the rocks of the Table 3, Average Yield of Wells ill Granite. According, to depth Rouge in depth (feet) No. of wells Average depth (feet) Yield gal lons Per minute Range Average Per foot of yell 0-100 11 12 1-45 i5 0.20 101-150 3 130 5-100 36 0.28 151-200 1 102 - 7 0.04 All vella 15 91 1-100 19 0.20 According to topographic location _ _.— Topographic location No. of veils Average depth (feet) Yield allons per mtnute) flange Average Per foot of uelJ Hill 1 95 3j-30 9 0.10 Flat 4 112 7-100 47 0.42 Slope J 70 3-15 8 0.11 32 33 '1"able 4, Average afield of Wells ill tile Phyllite and '',Mica Schist Unit ('1'u�iugra)�bicully, all tvvllti are 4, it atones) -- Range in depth (feet) No. of uella Averega depth (feet) Yield Range aildns Aveeage er minute per foot of cell 101-L50 1 150 - 2 0.02 201-250 1 250 - 50 0.20 251.300 2 231 5-40 21 0.09 Greater than 300 i 301 - 90 0.30 ' All .+ails 5 235 2k-90 17 0.16 lower volcanic unit. In Anson County this unit ''forms a contact zone between the granite and the tuffaceous argillite unit. In Union County, the contact zone is from one-half to three and one-half miles wide. In Anson County, the width of this contact zone varies from a few hundred yards to about three -fourths of a mile. The unit is principally a phyllite with subordinate occurrences of mica schist and minor occurrences of rhyolite and lithic tuff. Water occurs in the fractures and along the planes of schistosity. Data are available for only five wells drilled in the phyllite and mica schist unit. Only one of the five wells is in. Anson County. It was drilled to a depth of 275 feet and yields 3 gpm. The areal extent of the phyllite and mica achist unit in Anson County is too small to be of any importance as an aquifer except for domestic purposes. Three of the four wells in this unit in Unison County were drilled for the town of Waxhaw and yield 40, 50, and 90 gpm. Other data on these wells are given in Table 4. Analyses of water from the phyllite and mica schist unit: indi- cate that the water has a low iron content and a total hardness of less than 60 ppm. Gneiss (;rli:i:lSic r0ck4 crap out in the sou theastcI'll part of Ammon County in an irregularly shaped body covering about 10 square milts. This unit is composed of biotite gneiss with small amounts of sericite schist :.Ground water moves through fractures and along schistose planes in this unit. The only ground -water supplies drawn from this unit are obtained from a few dug wells. The outcrop area is in a prac- tically uninhabited section of Anson County. Since it has little use as an aquifer, there are few data available on its hydrologic properties. Upper Volcanic Unit in the Monroe area, the upper volcanic unit crops out only in Stanly County. It has been mapped in two principal bodies cov- ering areas of about eleven and' nine square miles, two secondary areas of orie and one -tenth and eight -tenths square miles, and at least three dozen minor bodies of less than one square mile in the area. The largest body extends from Badin Lake to Mor- row Mountain. The second largest outcrop extends from about one mile southwest of, and including, New London to the Yadkin River. Small outcrops 'are scattered over the northern half of the county from the vicinity of Millingport to about four miles southeast of Albemarle. The dominant rocks of the upper volcanic unit are lithic tuffs and lithic-crystal tuffs of massive andesitic composition and basaltic composition. Rhyolite flows cap the highest hills in the eastern part of the unit. As in the other rock units of the area, topography should be given careful consideration when selecting a well site. According to Conley (1962) the basaltic tuffs of this unit have it maximum thickness of 200 feet, and the andesitic tuffs do not exceed 140 feet in thickness. During this investigation, no drilled 'wells were found which derived water from these rocks. Apparently all the drilled wells in this unit obtain water from the underly- ing argillite units. Tufl'aceous Argillite The tuffaceous argillite unit crops out in all three counties in the Monroe area, covering an area of more than 1,100 square 35 34 miles. The unit contains several types of related'roclis, the most common of which are interbedded felsic and mafic tuffaceous ar- gillites, fine-grained tuft's, breccias, and flows. The tuff aceous argillites are overlain in some areas by graywacke sandstones and siltstones with some interbedded mafic tuffs, breccias, and conglomerates. The rocks of this unit are largely :made up of fine ash and other volcanic ejecta which were deposited in water with very little reworking and sorting. Because of its areal extent, the tuffaceous argillite unit is the most important aquifer in the Monroe area. The movement of ground water in this unit is along cleavage planes, bedding planes, joints, and quartz veins. Adequate supplies for small municipal and industrial users as well as domestic users are available in all parts of the unit. Data collected on 304 wells in this unit indicate that, yields of up to 200 gpm may be expected and that the yield per foot ratio de- creases below a depth of about 150 feet. Topographic location is also an important factor in selecting`, a well s tem a ils unit. The best yields have been obtained from wells drilled in draws, valleys, and on slopes, respectively. Table 5 illustrates the results of the tabulation of pertinent -' data for wells in the tuffaceous argillite unit. Analyses of several water samples from this: unit show that the water is generally hard and contains moderate amounts of iron. Apparently, much of the objectionable ironreported in the water by some well owners is secondary and is derived from rusting of the well casings and pipes in the water systems. 36 Fable 5. Average Yield of Wells in Tuffaceous Argitlite According to depth Range in depth fee[ No. of wells Average depth feet Yield allons er minute) Range Average Per foot of yell 0-I00 ., 148 75 �-90 12 0.15 101-150 91 118 §-100 12 0.11 151-200 41 M 3/4-90 13 0.07 201-25U 6 235 1�-15 6 0.03 251-300 11 278 1-30 5 0.02 Greater than 300 7 353 �-200 68 0.19 All wells 304 119 �-200 1J O.E1 Aeeordin Co to o ra hie location Topographic location No, of wells Average depth feet Yield al Sons er minuCe Range Average Per foot of well Hill 163 110 �-75 10 0.09 Flat 34 109 �-95 11 0.10 slope 24 123 2-180 20 0.16 Draw 6 75 7�-90 29 0.39 Valley 7 194 5-200 46 o.24 Laminated Argillite Laminated argillite i:l exnaticd in a111 three ei1t111tie:1 in the area where it Iies conformably upon the rocks of the: lower volcanic unit. The predominant rock is fine-grained, laminated argillite showing graded bedding; the laminae are commonly less than one -sixteenth inch in thickness. Over most of its outcrop area, the rocks of this unit, are open folded. However, west of the Gold Hill fault in Union County, the laminated argillite has been tightly folded and metamorphosed to a phyllite with thin slaty cleavage. The metamorphism has in many places almost completely destroyed the bedding planes. The occurrence and movement of water in this unit is in the bedding planes, joints, and cleavage planes. Many domestic wells obtain water from laminated argillite, and their yields range from 1 to 75 gpm, with the average yield being about 14 gpm. The highest average yields for. wells in this :unit have been obtained from wells drilled in flat areas. The data in Table 6 show the comparative yields according to depth and topographic location, for wells in the 'laminated argil- lite unit. The rocks of the laminated argillite unit are similar in chern- ical composition to the rocks of the tuffaceous argillite unit. As would be expected, the quality of water in the 'laminated argil- lite unit i5 very similar to that of water in the tuffaceous argil- lite unit. It is generally hard and contains low to moderate amounts of iron. D Table G. Average Yield of wells in LaTnlnnted Argillite ....... Accu%aI1 9 Co daPT11 Range in depth feet No. of wlis Av®rage dcpCh feet Y1cid shone er minute Ifango AVL'Ca� 1'ur fooC of yell 0-LUO 2U 84 1%-40 13 0.16 101-15U €2 Lib 5-75 16 0.14 -200 3 L73 6-30 14 0.08 E2U[-250 1 2U3 - 35 l7 251-300 1 257 - 1. .004 Greater than 300 1 330 2 004 All yells ]b =L161-75 14 .12 AMORIITNC TO TOPOGRAP1i1C_ LOCATION Topographic locaCian Nu. of wells Average depth feet Yield allons ,er mi%1ULV Range Averagu Per foot of veil I1i11 28 116 1}-75 13 U,11 Flat 6 104 5-4U 20 0.19 slope 3 135 1-10 6.0 0,04 Dray _:� D 92 5-20 10.0 0.11 3 9 38 Lower Volcanic Unit Within the Monroe area, rocks of the lower volcanic unit crop out only in the western and southwestern parts of Union County. The unit is composed primarily of fine-grained felsic tuffs, and felsic and mafic crystal tuffs with interbedded rhyolite flows. The unit is 'frequently intruded by diabase, rhyolite, and quartz dikes. The occurrence of ground water is in the fractures and along cleavage planer. Generally, -()cics of this unit are deeply we.sth- ered, but, because of the low permeability of the weathered material, it is frequently necessary to drill into the unweathered rock before satisfactory supplies of water can be obtained. Data collected for 19 wells in* this unit show: that individual wells yield as much as 60 gpm. The average yield is slightly more than 11 gpm, and the average depth for the 19 yells is 121 feet. The relation of yield to depth and the relation of yield to the topographic location for the wells in the lower volcanic unit are shown in Table 7. Analyses of five water samples from this unit show the water to be of very good quality. The water is usually soft and the iron content is seldom greater than 0.3 parts per million. i Table 7. Average Yield of Yells ill the Lover Volcanic Unit Accurdin' to de'l6 Range in p Jeth fvUL tio, o[ uella Average JePth feet Yield Range •allo cr Average minute} Per fuoC of Well U-lUU 9 65 3-12 7 0.10 lul-150 6 137 2-30 15 0.11 E5i 2UU 3 I9di 1-60 2l U.11 201-250 - - 251-300 Grouter that' JUU i 3U3 All -ells 14 l21 1-60 !1 0.04 Accardine to topographic location -_- Topographic location No, of Wells iereragc depth (feet) Yield allonv cr minute Range Average Per foot of We11 Hill 13 134 1-6 15 0.11 Flat 1 100 12 0.12 slope 1 195 - 1 0.01 41 40 ® UTILIZATION OF GROUND WATER The shot -drill method employs a bit G to 8 feet long and from 2 to 4 inches in diameter. The bit is attached to the end of a In the Monroe area, ground water is obtained from wells and (It -ill stem, usually -2/1, to 1 inch in diameter, and rotated by ma- ypring's. While the use of spritt},�s :eti a source.or �r�uu«rl-waLei' chine- The bit is slotted on the bottom to hold the chilled shot supply is not uncommon in this area, the use of ;wells is far more .vhielh is poured down the hole outside of the drill stem and common. Three types of wells —dug wells, Bored wells, and bit. The rotation of.Che bit causes the shot to cut the rock. Water, drilled wells are used in this area. 1 forced down the inside of the drill stem, cools the bit and brings j the drill cuttins to the surface. Cores are removed from the bit Dug Wells i when it is witbdrawn from the hole. This drilling method is Dug wells are large diameter holes that are ldug deep enough very slow, however, it is still used by a few drillers. to intersect the water table. They are constructed manually The cable -tool drill rig is basically a derrick, sheave, cable, using pick, shovel, and, in places, dynamite. A cribbing of wood, drum, a string of drilling tools, and engine, The drilling tools brick, stone, or cement is placed against unstable material in- and a short bit are attached to the cable. This string of tools is side the well to prevent it slumping and to retard seepage of repeatedly raised and dropped by the machine at a rate of 25 water or foreign matter into the well. The depth of dug to 30 times per minute. The percussion action causes the rock to surface wells ill the Monroe area ranges between 20 'and GO feet. Fro- be broken or crushed in the hole. When cuttings have accumu- quently, and for best results, they are dug in the fall season laced in the hole, the tools are withdrawn and the cuttings are when the water table is at its lowest level. removed by a bailer. The bailer is a long cylindrical bucket with a valve at the bottom which permits free entrance of water and Bored Wells drill cuttings when the bailer is lowered but closes when the Within the Monroe area the use of bored wells is limited to bailer is lifted. The air -rotary drilling method is relatively new. The initial ', Chose parts of Anson County that are coveredby the sands and nigh cost of this equipment has limited its use to the larger dVill- clays of Quaternary age. Bored wells are constructed with a ing companies. However, the cost of a well drilled by this method machine -driven auger which bores a hole ranging in diameter is usually no more than the cost of any other method of drilling from 12 inches to about. 42 inches. These holes are usually lined a well. In effect, the air -rotary method is similar to the cable - the and tap a strata of sand or gravel below the water tool method in that the rock is broken by percussion. The air - of table. The depth of a bored well is dependent upon the nature of rotary bit is driven by compressed air which is forced down the the material penetrated and the depth to the water table. In this inside of the drill stem. The bit strikes the rock several blows per area the depth of bored wells is seldom more than 40 feet-. second, and the drill cuttings are forced to the surface, either Bored wells are better protected against pollution .from sur- dry or in suspension with water, by the compressed air. Liven in face seepage than dug wells because they are more tightly cased hard rock, some air -rotary drills can drill 18 to 20 feet per hour, and covered. Bored wells can be constructed to a deeper depth A11 drilled wells in the Monroe area are cased. In properly than dug wells, therefore, they are less likely to go dry during constructed wells, the casing is driven into and seated in solid periods of drought. rock so that water from the surface cannot enter the well. In addition, cement or clay is usually poured around the casing at Drilled Wells the surface to prevent the entrance of surface water. There are three methods used for drilling wells in the Monroe area. The smaller diameter wells (2 to 4 inches) are constructed by core drilling with chilled shot. The larger'', diameter wells are drilled by percussion methods, using either a cable -tool drill or the more modern air -rotary drill. 43 42 FACTORS TO BE CONSIDERED IN SELECTING A WELL SITE Many well sites are selected for their convenience to the place where the water will be used or to an available source of electric current for operating the pump. This usually is clone because money may be saved by not installing extra wiring or pipe. However, in the Monroe area the cost of drilling a domestic well is from $3.00 to about $6.00 per foot. Several feet of small pipe can be laid at the surface or several feet of electrical wiring can be installed for the cost of one foot of drilling. Thus, taking a chance on a poor site in order to save several feet of wiring or pipe may be poor economy. Certain geologic factors call give a strong indication of the existence of favorable conditions for obtaining a suitable water supply. For instance, coarse -textured rocks are generally better aquifers Chan ['sn+-textured rocks. C;lcavage planes and plalles of schistosity often provide small channels through which ground water can move. Where these planes are numerous and where they have some degree of connection, the rock will yield more water. Many of the rocks in the Monroe area, are of sedimentary origin and have bedding planes along which water may move. The porosity is greater in areas where the rocks have been folded because the bedding planes are slightly separated and become more open. Most of the rocks in the area are also fract- ured to some extent. Water occurs and moves through most of these fractures, and therefore, they are more favorable water bearers than the more massive rocks. Several wells within the area obtain substantial amounts of waterfrom i,artz veins. Quartz is hard and brittle and frequently has been highly fract-� ured by subsequent earth movements. The quartz veins, when fractured, provide excellent channels through which water may move. Similarly, areas adjacent to Fikeshave been made more brittle and fractured by the intense heat and intrusion of the molten rock. The dike itself generally yields little water to wells, but wells drilled in the fractured zones near the dikes have proved to be better than average producers. The tworaphica features,n of an area reflect the character of the underlying rock and are good indicators of conditions favor- able for well sites. Topography is controlled by erosion, which, in turn is controlled largely by the relative resistance of the rocks. Depressions such as valleys were cut where the rock is i less resistant, and hills are left at places where the rock is more resistant. In many cases the rock in these depressions is less resistant because of the presence of fractures and other types of openings which permit the entrance and circulation of water and thus promotes weathering. Wells drilled in a depres- sion thus have a better chance of intersecting more fractures and openings thereby yielding more water. The natural move - meat of ground water is toward depressions and away from hills. The depressions serve as catch basins for the water moving into them. Thus, wells drilled in such depressions would have a greater source of supply to draw upon and would be capabje of a I greater sustained yield. I Another factor which may be considered in selecting a well site is the thickness of the soil cover above solid rock. Thick soil cover overlying its parent rock strongly suggests relatively permeable underlying rock. In addition, a thick layer of residual I soil serves as a reservoir to feed water into the underlying rock. Effect of Topographic Location The topographic locations were compared for 372 wells with- in the Monroe area. The number of wells, average depth, range in yield, average yield per well, and yield per foot of well in five different topographic locations are given in Table 8. The aver- age yield per foot of well for wells in the different topographic locations is shown graphically in figure 5. The topographic terms used here may require some explana- tion. The terms "hill' and "valley" are readily understood. How- ever, the other topographical terms used may cause some con- fusion. Whether a low gentle rise should be listed as "hill" or "flat" is a matter of personal opinion. Similarly, a well a short distance from the crest of a hill might be considered to be on a hill by one observer and on a slope by another. The term "draw" is used for a slight to moderate depression leading downward to a stream valley, but draws grade into valleys and the distinction between the two becomes arbitrary and is based on personal opinion. Generally speaking, valleys are much larger than draws and usually have a floodplain or bottom land along a perennial stream. Table 8 indicates the influence of topography on well yield. The yield per well and per foot of well for wells drilled in 45 44 I'able 8. Arerngc field of Wells According to Topographic T.ncation Topographic locAtion No, of yells Aversgc dcpeh fee[ Yield 1 a110a+ er minute) _ Range Average Per foot of yell ]fill 226 114 1-15 11 0.10 Flet 71 123 h-100 14 0.12 S lope S9 131 1-1i10 18 0.14 arsu 9 lli 5-90 23 0.30 Valley 1 194 5-200 46 0.24 All vekis 312 119 4-2;00 14 O.lk valleys and draws is significantly higher than for wells drilled on •hills. As mentioned previously, drainage and topography in the Monroe area are usually influenced by rock type and structure. Interstices in rocks provide storage space for ground water and avenues for its movement. Chemical weathering of the rocks by their contained ground water results in partial disintegration. Thus, fractured zones, which constitute good aquifers, are usual- ly expressed as valleys and draws. The more resistant, less fractured rocks are less susceptible to weathering and form ridges and hills. Thus, wells drilled in valleys and draws are apt to penetrate more interstices and yield more water than wells drilled on hills. In addition, the natural movement of ground water is from a higher to a lower :elevation. Thus, wells drilled in valleys have a larger ground -water reservoir, or re- charge area, from which to draw vtater than do wells drilled on the hills. In most parts of the Monroe area, fiat areas are usually rem- nants of an old uplifted peneplane and give no indication of the resistance of the underlying rock. Mundorff (1948) theorized that wells drilled in flat areas should have the same yield as the average for wells in all topographic locations. This is sub- stantiated in Table 8. Data in Table 8 show that the highest yields would be ex- F f l Figure 5. Average yield per foot of well in gallons per m'suuta. i A. Average yield, per foot of well, of well:[ in the di€fereli rock knits. 11, Average yield, per foot of wall according to topograph' 1 lorotioll. C. Average yield, per foot of well, nccording to range in deptl i N N r 1 O la O U O U ]a CO 0u01+r00r7 sands 0 0 1 0 y 3 Triassic (Neworh group) Granite Phylllts 9 mica Schist Tuffaccous argilllte Laminated argll€ils Lower volcanic unit Hill slope Valley 0-100' 350' than 30 ' 2 01' — 2 5 0' 2 51'— 300' Iol-- l5l'-- 200' 0aspar 46 4� Table 9. Average Yield of Wells According to Depth Itango ill dep tl+ feet No. of valla Average dep tl+ Eeet Yield 6iangc a€€ona Avers ga Per foot o€ vell 0-100 200 75 5-75 12 0.16 ----� Jul-l50 llB 120 1'f�140 lt'.. 0.11 153-,i0u 54 1I7 I-7i t41, 0.09 201-250 8 Y27 15-35 7'. 0104 251-300 l4 284 1-30 6. 0.02 Gre. ter than 300 11 354 i-200 44. 0.12 . All voila 407 120 5-200 13 0.11 petted from wells drilled in draws and valleys ,and the lowest yields would be expected from wells drilled on hills. RelaLion of Well Depth to Yield' The relation of well depth to well yield is given in Table 9, and shown graphically in figure 5. Figure 6 shows the average yield, per foot of well, for wells in the different rock units ac- cording to range in depth. As shown in Table 9, wells less than 100 feet deep have a greater average yield per foot of well than wells in any greater depth range. Also, the yield per foot ratio decreases with depth. A few wells greater than 300 feet deep in the area have been excellent producers. However, when the 'driller's records have been available, they have shown that most of the total yield was obtained from that part of the aquifer above 300 feet. The reason for the decrease in yield per foot with increase in depth is that fewer fractures and other openings exist at depth. Little is to be gained by drilling to depths greater than 300 feet in the rocks in the Monroe area as most water in individual wells is obtained above a depth of 300 feet. If', a well has been drilled to -t250 feet, and a substantial supply of water has not been encountered, it would generally be inadvisable to continue drilling at that site. 48 Figure S. Average yield, per foot of hell, of Nrells in the different rock units, according to range in depth, o a o a = n Avtrays maid par loot of wall 19p+nl o v O N o A s - f 0-loo n �n ;mao o- 100 101 -15 ❑ 151 - 2oo 2o1-25o 251-300 300 + ' s Hnn. 0 -- 10 0 tot-150 151-200 c n + lot-151 20€-250 251-300 3 u -s- 5P 300+ o --100 101-150 151-200 201-25o 251-300 Soo+ -1 ° - 0- to l 150 151 -200 201-250 251-300 30o+ _ 3 _ e, 0 — 100 101-150 151-20o 201-250 251-3oo 300+ e r -- t n Non[ Hong 4� COMPLETION AND TESTING', OF DRILLED WELLS The casing of a drilled well should be driven tightly into solid rock to sea] out direct entrance of water fromthe residual soil cover. This lessen~ the dajsgcr of coil Lamination and preve)ILS entrance of turbid water into wells in which the casing is not properly seated. Cement or clay should be placed around the casing.to provide a seal to prevent surface water from running down along the outside of the casing. Surface drainage should be dil-CCLed away from the well, and the casing should extend several inches above ground level and be tightly closed. An accurate yield has been determined for only a small per- centage of wells drilled in the Monroe area. Most drillers measure the discharge during the time the well is being developed, but this provides, at best, only an estimate of the well's capacity. The cost of conducting an accurate pumping Lest is a small per- centage of the total cost of a well, and in many cases it would be worth several times the additional expense. Much of the supposed pump trouble could be eliminated with the data obtain- ed from an accurate pumping test because such data allows determination of proper pump size and setting, In conducting a pumping test, the static water level should be measured sicc€irately before starting the pump. The pumping level and yield should be measured at intervals during pumping, and the yield should be held to a constant rate during the test. In aquifers where the number and size of interstices are irreg- ular, it is also useful to pump a well at different rates and de- termine the pumping level, or drawdown, for each rate. In this manner an average specific capacity for the. well can be de- termined which is more representative of the. wells productive potential. The specific capacity of a well is determined by divid- ing its yield by the drawdown during a period of uniform pump- ing rate. After pumping has ceased, the water level should be measured periodically for several hours to determine the rate of recovery. The length of time for which a pumping test should be conducted depends upon the intended use' of the well. For instance, for a domestic water supply for an average family, the length of the test should be at least six hours. For a munici- pal supply, the test should be run at least 48 hours. In order to obtain the most satisfactory service and to facilli- tate any maintenance which may be needed on the pump or well, the well owner and driller should record certain essential facts About it. These include the depth of the well, diameter of casing <ind of the well below casing, depth of casing, static water level, quantity of water yielded, and drawdown at the maximum yield. Depths at which water was encountered during drilling and depths at which the lump intakes are set should Also be known. Pumps should also be installed in such a way as to permit the periodic measurement of static and pumping water levels. COUNTY DESCRIPTIONS Introduction In the following pages the ground -water resources, geography, j and geology of the Monroe area are discussed by counties in alphabetical order. A geologic map and a well inventory map iPre included for each county. Tables of well data and chemical analytical data follow each county description. Anson County (Area: 533 square miles; population in 1060: 24,811) Geography and physiography Anson County forms the southeastern part of the Monroe Area. It has the second largest area of the three counties but has the smallest population. It is bounded on the west by Union County and on the north and east by the Rocky River and the Pee Dee River. The southern boundary is the North Carolina - South Carolina border. The topography is typical of the Piedmont province. The county is an upland plane moderately dissected by streams. The highest land surface altitude is slightly in excess of 500 feet above mean sea level in the northwest corner of the county. The land surface slopes south-eastward, and the lowest altitude is about 150 feet along the Pee Dee River at the South Carolina border. Anson County is drained by the Pee Dee River. The larger streams in the county empty either into the Rocky River on the north or directly into the Pee Dee River on the north and cast. The Rocky River in turn empties into the Pee Dee River. Several small streams in the southern part of Anson County flow into South Carolina before emptying into the Pee Dee River. 60 1 51 Geology A. considerable part of the southeastern one-half of Anson County. is covered by sands and clays of Quaternary age. These sands and clays form the youngest geologic unit in the Monroe area. The unit, occurring between the altitudes of 250 feet east of Morven and about 400 feet in the vicinity of Lilesville, con- sists of varicolored, laminated and cross -bedded kaolinitic sands and clays interlayered with deposits of well-rounded stream gravel. The gravel ranges from pea -size upto large cobbles. The thickness of the deposits ranges from a feather edge to more than 50 feet. hocks of the Newark Group of Triassic age are exposed in a belt 6 to 10 miles in width which extends in a northeast -south- west direction across the central part of Anson County. Typical- ly, these rocks consist of red, brown, and gray sandstone and siltstone with lenticular beds of red to purple mudstone. Lenticu- lar beds of arkosic sandstone occurring throughout the forma- tion, are usually cross -bedded and become' conglomeratic in places. Basal conglomerate crops out at several places along the western edge of the Triassic.. belt.. About one fifth of Anson County is underlain by porphyritic granite that has intruded the rocks of the volcanic -sedimentary group Intl the gneiss unit in the east -central and southeastern part of the county. The granite in Anson County is generally of light gray color and medium- to very coarse -grained. Biotite and large phenocrysts of feldspar are prominent.', The zone of contact between the granite and the rocks of the volcanic -sedimentary group is a zone of metamorphosed phyllite and subordinate amounts of mica schist. The width of the contact zone varies from a few hundred yards to about three - fourths of a mile. The gneissic rocks mapped in the Monroe area occur in the southeastern part of Anson County kvhere they crop out over an area of about ten square miles. This unit, composed mainly of biotite gneiss with minor amounts of sericite schist, shows prominent banding. The tuffaceous argillite unit crops out over approximately the northwestern one-half of Anson County. It' is the most exten- sive member of the volcanic -sedimentary group mapped in the Monroe area. The unit contains several types of related rocks, the most abundant of which are interbedded mafic and felsic 52 tufraceous argillites, fine-grained tuffs, breccias and flows, The tufl'aceous argillite is overlain and in some places interbedded with graywacke sandstone and siltstone. The argillites contain °' individual beds ranging from several inches to several feet in th ickness. The laminated argillite unit is exposed in an area of about ten square miles in the northern part of the county north of Ansonville. This unit occurs along the flanks of an anticlinal structure where it conformably overlies the lower volcanic unit. It is usually open folded but also is found isoclinally folded and sometimes overturned. The unit is composed primarily of fine- grained, laminated argillite. The laminae are commonly less than one -sixteenth inch in thickness and have graded bedding. Ground water Most of the domestic supplies and two municipal supplies are obtained from drilled wells. A few domestic supplies are obtain- ed from springs, and some are obtained from dug wells. Nearly all the dug wells obtain their water from the weathered and disintegraged rock zone lying above unweathered rock, except in the south-eastern part of the county where they obtain water from deposits of sand and gravel. Dug wells are frequently un- satisfactory. Because of their shallow depths they usually have low yields, and are subject to contamination from surface water. In periods of drought, they often become dry. Some domestic water supplies are obtained from bored wells. Most of these wells were bored in the sand and gravel deposits, but some have been bored in the weathered zone of granite and in the sedimentary rocks of Triassic age. The bored wells are usually satisfactory for domestic supplies. Most wells in Anson County are drilled wells ranging from Z to 8 inches in diameter. They have been drilled by various methods from core -drilling with chilled shot to the modern air - rotary drilling method. Records for more than 160 wells are included in the table of well data. Complete records for 89 wells were used in compiling Table 10, a summary of data for wells in the county. The data in Table 10 indicate that the highest yield per well is obtained from wells drilled in the sandstone and conglomerate of Triassic age. The highest yield per foot of well is obtained from wells drilled in the sand and gravel deposits. However, this value is based on data from only two wells and may be r, a misleading. Granite has the next highest yield per foot of well. The data in Table 10 also indicate that wells tapping the phyllite and mica schist unit have both the lowest yield per well and per foot of well. Analyses of 17 water samples from wells in Anson County are given in Table 12. Of these, seven are from wells in tuffaccous argillite, one in laminated argillite, five 1n granite, one in sand and gravel of Quaternary age, and three in sandstone and con- glomerates of Triassic age. Hardness of water ranged from 22 ppm in granite to 1,160 ppm in Triassic rock. Obviously, this extreme hardness in water from the rocks of Triassic age is anomolous. The two other water samples from the same unit had hardness concentrations of 64 and 71 ppm. The iron con- centrations ranged from 0.02 ppm to 1.0 ppm ; both extremes occurred in waters from rocks of Triassic age. Abnormally high concentrations of nitrate were found in samples from three wells, each in a different rock unit. The high nitrate in water from Well No. 161 which penetrates Triassic rocks is likely to he caused by the well having penetrated thin seams of low rank coal reported by well drillers to be found occasionally in this unit. The other high nitrate concentrations may be caused by a source of pollution near the wells. Municipal supplies There are three municipal water supplies. in Anson County. Que of these, Owned by the city of Wadeshoro, uses surface water. Lilesville and Morven obtain their municipal water sup- plies from wells. The town of Lilesville, population 605 (1960 census), obtains its water supply from two wells. The olderwell was drilled in 1939 to a depth of 300 feet, and it supplies 40 gpm. The newer well was drilled in 1953 to a depth of 472 feet, and it also supplies 40 gpm. Both wells are drilled in granite and obtain water of a satisfactory chemical quality that requires no treat- ment. The town of Morven, has a population of 601 (1960 census) and obtains its water supply from two wells that are drilled in granite. Both wells were drilled in 1936, and both yield 35 gpm. One well is 210 feet deep, and the other 186 feet deep. Analyses of water samples from both wells are essentially the same. The water is or good chemical duality and is not treated prior to use. Table 10. Summnry of Data on Yells in Anson County According to rock type Type of rock No. of wells Average depth feet Yield allons er minute Range Average v7r foot of veil Sand and Lravel (Quaternary) ' 2 27 5 0.10 Sandstone and conglomerate (Triassic) 26 156 314-65 16 0.10 Granite 14 92 1-45 13 .0.14 Phylllte and ,pica schist 1 275 - 3 0.01 Tuffaceous argillite 42 112 1-60 10 0.09 Laminated argillite 4 94 3-15 9 0.09 All -ells 89 L21 3/4-65 13 0.11 According to to2ographic location Topographic location No. of wells Average depth feet yield salons er Ti uLe Range Average per foot of well ]sill 54 113 1-65 to 0.09 slope 11 128 3-40 12 0.10 Plat 18 116 1-60 20 0.17 S4 Sf o� C a o a`�� 8 � Ia t Richmond Cnun Iy N '$ e Ansonville ge ©urns - ville to t a' Scale of mites 4 [] i.e iov z` t o 4 0 2 4 or L). E Tau = 6101rel! falls EXPLANATION r ;OI'I4i.On � Lake ¢ 35' aR z sz z ec ° � C a �� Sb Qsc': w " Peachlan Sands a clays 0 �I_ilesville: gr a Wadesboro U 7• Un Qs Qsc Poe uy O gr - t { Dee Undivided — aC O Granite 4 o- WhOe Store tit C}sC t°° Phyltilc t mica schisl Z o Q e°t - - or ten ga _ c% y _ Gneiss z x[ .�� O Qsc 3n•so' to Y m 3s'So_ ,Y r J O3 to - Tuffaceous orgillite 'r t o 1 l a U _ la=McFa-rrla,� LLJ Laminated orgilliie - �- sortill Carolina Geologic Map of Anson County Anticline Fault Iroco Fil;ttre 7- GvuloKic malt of Ansim Comity. Oasa mop adaptad ffom N C- — Stole Iligt�way co--ssicn. Contact 56 i S€anIy CaUn1g i • y, o I m }5• ra' 2 •10 + 9 Cedor 3-4 07 Oil Hill e5 "6 14 a aD es� 19n5onv11� Burnsville , * 612 (a��; ., •16 �\ 0 e28gr., Explanation °19 b • • 3 • 17 � 2a 25 30 ^J • 24- -Wett and number , 52 1 •2 0 6 •24 _ °2l •22 V, prawn G%°{k •° 27 29 Scale of miles °31 • 37 0 I 2 3 4 41 •40 39 ° - 35 3ji 320 l • 42 47 Tu 38 313 34 606€ .62 4 87 •4B °50 ° ° @lewetl `�49 n 56 \��alkt0il 59 Falls 10� Clll4n C88 °51 52• e 53 57 Lake 35.of 4 44 91• 1 - s54 �6 ••6B/ 6- 89-90 B6 84 8 ,. 80° ` " °55 72 6g •64 63 94 93 ®92 ° 085.. 1Nadesb0r0 \ Liles le:, �73 65 6� •66 ° • 6l a • • °75 71 70 •9798 •99 •101 *104 7g 7B ®. 76 112.•74 7118e € 0100 0102 •0105 77 e0113 It6 Poe Dea 10-3 •106 w9 Il0• Ille 0114 117 1339 132 • •109 °I1 e131 107° 105 • Z 6115 •120 135 126 125 a° e13 White Store 7rQVi$.130 a 127 • 122 e5 a Cairo 0 f29 0137 136 e38 139 a142 ' 14 ®126 124 123 150 121 1 146 - Qo 14 L9sveys 144 °147 149 6471 •t6B •141 0143 146 156 , Worven e ' ••163••164 155 ° 154 � 151 169 166•0 0 159 157 °152 165 ° 34• st] 3'-y •t�2 170 0160 l58 McFarlon ®162 °153 5 DU 111 Cor OtIno -0 a O O O m m Figure 8. A1ap of Anson County slsasving the location of ground-w-itcr Bose map adapted Irom supplies. N-C. Stole Nighaoy Cammisaian 57 Table 11.. Records of Wells in Anson County C.n Cp Trp< prpth e ❑ism- - - ----------- aSer Wait loruian Ornrr II %v o. T*,omas-___ pri11_ 50 3urnsvill!---- E. N- Taylor, Sr --do-- 105 2 3.3 K. !NW of �urnsvills---- --do-- 3.0ii. H!IS of W. C. Allen^- -_ 261 3 Burn sville^-- --do-- W. C. Allyn-- -^ 1.30 L 3 0 Mi NNEor 5 Burnsv ille---- --do- 1.7 Mi. V of 52 6 8urftville--- --do-- 2.0 Mi. !� of •7< r`'leet LPe ---- 70 ? Purnsville---- _ do- 3.3 Mi. NE of Julian Lee-____- 102 9 ?urnsv ille--- 2.3 Mi- M" oC Mrs. S. C. - r1a-- 70 `,ed`: Hill- ..avell-------- Hendia;, __do__ bb g 0.2 �ti. FN aC A. Cedar Hill__-_ r. ?n--- --do-- H. A. 5imsa 175 ) J 1.1 i i. ME of { ,? Cedar ! ll--'- __do-- I.o Mi. E5E of ice A. Dunlap- 65 Gedar Hill--- 1.L Hi. EYE of 'rlalter wards__ _moo-- l00 12 Ansarn ill -do _do Dorton 5i1------ 125 13 L At Ansonville___ 0.2 Mi. H of Oideoa Dui1 -- --do_- bo 15 Anaorrr ille---- At tvi.11e - Gay Sullivan_-- -moo-- 125 15 .4r.v 2.2 :`i. N of Kary Y. sdwards 110 1' Ans�nvillP---- 2.L Mi. SE of Jot,, Curran-__-- --do- 176 1? 3urnsville---- -do-- O.L Hi. N 'q of^.omas----- 07 _ L L 6 L L L 6 6 L 6 6 L 6 6 6 6 6 L pepth seater Y-d Orr*'• Tips. pl ca+inC lSa[rr•he xr- inC maSrr sal Irrrk £it) CLPb) damn L phr (ftS yo 6-7 11- -- arg it l ite- LO-50-do---- 30 L ---30--^- Lo so -___- 20 6 _ - -do- -- _-__ _ LC La7inated y LO '-- arill].te- 30 1affaoeou5 10 3 ---- _-cc- _ argillite- 50-75 l5 --- 20 --sic -------- ''^ 35 10 --- L.0 ------ 15-20 20 10 LL Slope_-- 20 -moo-^- - -_ ,.-20 3 --- - r'lat____ L0 102 --:o---_ ____ 25 20 ----- '-do-^- 30 6 ---- Knoll—. 3a -�a-----___ 2G 1.-r -- - Fill— 20 --co^__-_-__ - - - %,Z ley - ---- -�o----_--- ---- _- F Table 11. Records of Wells in Anson County (Continued) Rrma rks }vril o. Lantiay o�nrr Y}-pr °( W ell Depth (ft} Diam• rSrr Lin) Do eh r rasinL L(tP leairr-brsr- i.r materiai xtrr lexrl £ft) Yirld UP-) Dra�- d°-n Lft} Tap- Cfaphr Rema+kr 3 8-- LB ------' T.:f:Mceous 20-25 3-- ------ Hill_ - 19 2.0 15i. '.�5W CC P•_ P,. Tho?as-_- t"--- a.rsillite-- 20 Burnsv.ille--- 3.L Hi. SW of ;lev Home=aptist rillod 103 6 27 ...._ -_a„--------- .. - ---- ;. Burnsville--- CSurch------- L 21 3.3 Mi. S91 of a. Ee Heacha -» -do-- 95 Sur r%^rille--- 6 18 ^moo---___"- 12-15 6 ----- -moo -' 22 3.2 'U. SSE Of M. H. Tarlton-_ --do--IBA 9urnsville--- !?. B. Porter--- -do-- 200 6 23 3.3 MI- x5u of 2L Ansonville--- 3.L Mi. WSa of Unknown -------- --do-- L2 L ---_-.-... --do__------- 3.72 "-_ ----- Fiet--- 25 Ansorfvi?le--- 2.0 Mi. c`E of Fi. V. Lockhai- Dug.._ 25 2L ------ rr='ssic 17 '---- ------ Ansom ille--- sandstone- 26 L•.9 !`•i. Sit of H. P., Dennis--- Drilled 227 L L19 --do-------- 17 ----- ----' --do--- 37 Ingra� ------ L.5 Mi. 54 of Lee C. Colson- 96 5 LO --ca-------- ----- ----- ---- Slope_- Ing r ago---•----- 2tl 1.7 Md. H of Ineran------- L. L. Rc lister -tea-- 120 6 70 --do--_----- _----- --- - ---- 29 3.1 Mi. 534 of Dus Litte ------ -- do-- 210 6 90 --ca_-_-» _ 30 1wam------- 0.7 Mi. 55: of 2eb Fate --'io-- 85 L L•0 -moo-------- 20 15 -- - 31 Irigram------- }� of 3.2 i. SSM ,!cel Dower---- n -moo-- 1Dr1 6 ______ Ttffat!ou5 ____ _____ _____ 32 - InAi. 5 of L.l Hi. of ,oe_ Pricc----- _-do-- 130 6 25 --^ .3'-----'- ----- ---- ----- Ingrar----- L.B Mi. M of W. T. Porie --- __do-- 9L 3 20 7riasS=c is 3-L' - -- Hill--- 33 Lilesville--- 70 -- - - SA,4: tr _.,�� ------ ----- _____ Slo?e-- 3t, 5.L Mi. VMJ of $. H. Deans-- a. --do-- __-_.__,. Lilesville--- O 1Yrll \o Ipraf isn O.nsr T)'or of W.I n•cth ((t) Dia m' etrr (in) Depth f ra t) ({F) H-.tcr-tzar• inY material VV'eter krrl rld Up.) nraw• dawn Ta ph Lraphr Rrma,U tdi• qv? of B. ?!. Dennis---- ri'_le� t3.5 6 19 Triassic 2L. --__ ---. S1ooc-- 35 5.8 LSlesville---- J. '. yoYl.in---- -do-- 1,5 6 -----_- a^dstane _ _o-•__..__-_ ---.._.. 15-2 ----' Level-- 34 5.L ?ii. S5- of Ars sc:;4 i11e- ^ 5 LC 37 L.8 i41. i� of Lester ]. Little -io--- Ansonvi11a-- 5e __,,,-------_ .-__-_ 15 ^---- Xnol):- 3B L.8 N.i. 51 of y J. 3. •rl-.rs--- -dO 0 Ansonville--- LO 2L 4 _ ='o--^'---- 21. __ _ ^- Flat--- 37 L.1 Ni. SS: or !ester D.. -ittl NF.1-_- Anscnvillr.--- 9L 2• 66 T'. faceo�s --- - --- ---- '�{° ho L.0 Mi. s , of Robert Turner--- rilled sr�+llitt- Ansanville___ 6 18 L1 3.5 Ki• k. z of Sandy 1.; 5 gi2 Yolkian-� _ ).q Hl. NW of Dewey F.. !'core- -do--W 6 21 - ----^_ 20 3.5 ----- ----- of R. F. Wrig-'tt--- do^- 57 Polktca-----' E. W. Caudle--- _dc-- l}z -- 6 20 _ -ao-------- L•0-L5 7 ^---- hL 2.7 Hi. WSW of Poikton--- '--_ 1'S 6 ---- - --^--- 50-' L5 At Folktaw_-..^_ Mrs. Floyd Roar --do-- sandstone- L6 p i At a-k an---- G. W. Presslar- --do-- 2'0 6 55 --dc-------- 30 - 18 IC ----- --- - Hill--- --do--- L7 2.1 Mi. tih•4 of ivy R. 'duarls- --d°'^ 82 >rallLita Polktan---- Due- __ LS L8 ------ --d°-------- 27 ---^- ----- --do---- L8 2.5 Mi. N= °f W. 0. Lorne---- Polkvon---- - "gilled 123 L 7' Tr_a>sit cnne- 3-5 10 ----- ridse-- )t9 3.a xi. S:;E of H. C. Ha -trick- szis4 Polktnn----- � 5 5G 3.5 !�i. `i of Anscn County--- --do-- 77 L ------- -=a-------- ------ Wadesborc--- Table 11. Records Of `Vel1S in Anson Countp (Continued) 1Vdl Fa_ I�calion Owner Ttpr of 6'c11 Oi(Ijh Diam• r[rr (in} Depth ca sirV C(t) tCater-6rar- I.m It'ial N.crr I'el (rt) Yirid (CGS) Draw- down (it) To po- Lrnphq FsmarLs 51 2.7 Mi. 7'm'E of Pine Davis----- .lug- 35 36 ----- Triassic 12 --- ®_®^ Flat— Wadesbora----- 5and�tane-- 52 3•L Mi. NE of C. F. terns- -- Ori41e ----- 6 ------ __ 0-------^ ----- 5 ----^ Slope_.....: 53 Wadesbcro---- 3.8 Hi. tf3 of C. A. Green^--- -do--- 110 6 20 --.�a-------- ----- 10 ---- bill--- 5L uadestcro----- 2.9 Mi. EYE of Bill'Williams-- --do --- 95 6 33. --do-------- ---- - Go-'-- 55 Wadezboro----- 3,2 N1, =?rE of iSer.�it R. Pratt -da--- JCC 6 270 --- 10 s,-[ __ - ca __ 56 Wade sboro--- 3.9 Mi. nth•' of Eugene e7eecan••- -do-- 92 L. -------- ----- 12 --- --do--- 57 Lilesville--- ?S 2.2 Hi. . f °f W. 5. Lindsey--- --' 35 2L _--- stern -y 21,• 5 ---- Slaae- Lilesville- saT- -- 56 2.0 Y.i. Y.;A of J_ T. Lyon----- ril.ied 135 6 -_---- ^.-iacc_o -- ----- ----- ----- Hill--- Lilesrill--- sandstcrt- 5g 2.S - N't`- cf 'il:°n 1)Air---^ -dc-- 275 6 24 �c;llite-I ------ 3-L ----- Lllesville--- erica stiffs' ho 3•7 Hi.. ,.z of Billy Tice----- -do-- l90 8 190 .`faccous 60 5 130 Lilery lle-^- zr�illita- 61 L.b :41. I:WE or Jerry Ingramn -{(c-- 1L5 6 1 --30-------' 50 2 ----- 62 Liiesville--- 5.15 Hi• N' of W. L, inQram--- -do-- 71 6 71 - Jc-------- 25-30 ---- ----- n3 Lile'r, i lle-- 3.1 i?i. ;3~S cc Carolina ?o,er -do-- 9L L 6: -anite----- 34 _^_- -__-- Hill --- Pee Det----- i Light Co.-- 1.0 ___ --do--- 6L 3.0 N}. E1� or ecrr{e '4. :!rk Zcred 60 20 p0 ;gate nary ^. 1-lesvilie--- r"-d - 6$ 2.9 !ti. :. or ""ill Tucker---- Drilled 127 5 1 Y :r a::itn ------ ----- -^__- _-___ Fiat-^- Li1e w ille--- WcU �°- (shen .5 Mi. FEE of 0rner Ruby Or d:arda-- Trp- °f Well rilled Depth iLt) 170 ❑ism• tter (in) 6 Depth °( i L af(tI 59 R'ate r.benr- inC maieria) anite----- tYaler Sere! L(t3 ----- Tield (term) --- 0rs..- d° n (ft) -- - Top° _ graph? phy Rrrmsrka 66 Lilesville-- - 57 6 57 -tea-^ - _^_ _--_ --_ ----- Fill---- 67 2.8 Mi. =� of --do-^^----- ^_ -do--- Liles+ille---- 55 6 25 _do----- -- 6 --- ----- --- 68 2.1 Ki. H= of Dr. F. Y. -do--- Lilesvills---- Sorrell------ b9 2.0 1•i. h: of lo5 6 �7 =-------- 25 -5 ---- --do--- Lilesville---- - 10-----__^- do--- 90 6 90 :u tnd^am^- ^ -^-25 --- -- - 70 1.7 Mi. ra''E oC "iM 7urker---- -do- Lilesville---- 71 1.5 Ki• E of -• G. Chevnine- - -do•,- Ll L 2 r:nite---_^ ---- 35 ---- Flat--- 72 Lilesville---- At Lilesville-- Twrt of do--- 3 - LO L lesville--- LO __ 73 t At liesv-lle--- --do-^--------- -do--_ L72 6 L2 - ---- --do--`- -- --do- - - - ------ 22 5 -- - slope-- IL 1.L ii. SSW of C. M. Leonard-^ g__-_ 25 ------ 75 I 'U. FSle--- 2.L Ml. ESw a! Cw ton Line- riled 70 ------ -__»_- __r_�__...._--- rlovs- 5 -_ - - �rav--•- :[adesboro_--__ berry-------- Mrs. G. W. o "' w 1" 6 ___--' 'i39s IC ____ 5 76 1.2 K. SE of sa^dstone^ WadesWro-- -- McInnis----- 77 1.6 !'i. S5. of J. 0. Griggs.._ .-pia--- 2,L 6 1:9 renitc----- 0 ----- --- Slope-- Made»Coro---^------ -78 1.6 M- 6''5d of Robert D. -dc - 1LL 6 30 .ria ssic 1L 7 Hill- Wadesborc---- Atkinson----- sandstcre- 79 2.2 ?i. hsi of V P.o crs�-- g --do- 105 6 60 - ' o-------- 12-15 65 --_» --do-_ 80 Wadesboro--- - 2.2 Mi. 4'!3 of V. S. Goodvir.-- -do-- 18C 6 -- ---- --do --------- --- -- 10 ----- E1 3.6 Ki. 55E of J. W. Parker-- 100 b ------- --==-------- -^_-- _---- ----- Fill--- Wade eboro- -^- Table 11. Records of Yells in Anson County (Colit)nued) {t"AI �, Ipasti°n Owner T>"� a( tVe11 pepth ((t) Diam• rer (in) ❑apth ( fa si r C(t) R'm er-bear- inr inv,i.! Water lace) (A) Yield (Lpm) Dr.-.Tapa- d.f trsyhy R2Pr'rt" 52 2.3 Y1. 55E of H. Hyatt---- Drilled 95 L. LC; ..L_-ic ---- 12 ----- Pill --- PolY.ton--- -- --- 5_ndwtone- E3 2.L :i. ESE of Jvitnrsy i'ocre--- -do-- 70 6--- j, -_-- - Polkt.on-^^....--- " 8L 1.6 :i. SSE of Paul E. Fg 6 LL " f.`zcecus ---- 20 ----- -fill--- Polkton --- --- tP- e5 2.6 ui. S5?• of V.oard Frcusler -do-- 80.5 6 36 r ass_. 6 ----- ----- -do--- Fclktan---•_^- sanLs� nc- E6 1.7 Hi. S of Paul E. '.igh--- d r- 147 6 '-CYO .affa:eaus 57 20 ----- Flat--- ?Olktan-------- ar3ii'_ite- E7 At Polkton------ Polkton Sc.^ool-- -do^- 115 6 ------- ---a_------- -^---- ^---- ----- eE--do------------ --do----------- -de-- 115 6 ------- "riass'_c [G -_--- ----- ------ sart_sicne- Ey 2,1 N.i.. `45E of W. kshe Caudle -dca 110 6 LC 10 ----- Slope— PoLkto n------ ara' 11 it e ;'C 2.1 tii. WFW as 165 6 LC - -^---- 15 2C-25 ---__ ---10-_- Palktan------ 91 1.3 Mi. WS+� of Norman F. Huttq -do-- 58 6 2j ------ L ----- Flat--- Polkton--_____ s nistct;e- y2 2.5 Mi. SW of J. D. uerne---- -do-- 57 6 25 Tnfface t,_1 ------ 16-20 ----- Slope-- Polkton------- ar;:llite 93 2.9 lr . SW of J. B. Forne---- -da--- 59.5 6 L2 --do -------- ------ 5 ___-- Hill--- Polkvn------^ 5L L.b Mi. WFW of J, D. Kem ----- -do-- Loo 6 ------- --do-------- 1G ----- ----- --do--- Polk, an______- 95 At Feacl:land-- - Anson Co. Baard --do --- ----- 6 ------- __d--------- 15.L2 ----- ----^ Knoll -- of Fd11C2Li0n- 56 --do ------- _-_ Peackland srhoo --do-- 100 6 -- -io-------- Lo - 97 L.2 Y. NN,; of ar_s °arse---- -moo-- 88 6 IE --do --------- 11,-15 6o ----- Flat - White Store--- ^� Ty pr p pth Diam• D JAh \ia ttr.h.•ar" %V.trr 1t 1 }•arid D a.. d -n Taphy p W.11 (oi Blinn O*'ner �( (11) ilrr CifinL in{ malt rial ((ll (LPnt) ((S) Rr 98 .8 Hi. ;i?: of 7rarit M. Sikes d 7L 6 21 -- 21 16 ---- :evel- k'Yite Store---- - ----- ----- i11--- 99 .2 '.`ii. NNE of Waite Store---- 93 L -- _ - .�;_ ------ ---- -- d ape--- 1Co 8 Yi. Nfr- of C. !. Johnson— rilied =„__ White Stor e--- - 101 0 Mi. S. of -' B. Bunder- -dc•- _ �Cl 6 L,---- Poikton------- turke------__ 6 __ _______ ______31cpe--- 102 .7 Ki. S of e •:.ck Fund�r:t_" i:e -do--- 92 - ?olkton------- 235 •L, 9G -••io--------- -----" ----- -'---- -_"0---- 103 2.9 Hi- r4 ^_f Thomas L. -do--- Travis------- Yzmiltc-_--_- 6 67 LC 1CL 2.9 Ki. Mw of 5oss Sikes----- - Travis-------- L5 L 1C _a-- ---_-_» - __-- 2G Flat---- 105 2.E Mi. HN'R of . B. Bennett-- -ca--- Travis-------- 56.5 6 L•2 --'c-- ---- - - --- ----- ----- !(;6 2.0 tli- Lid of °, -_ ,'ee tortcft -dc--- Travis------ - 4 -___ 1b ----- ------- ---^--------- ---- - ----- "- -- --co--- 107 1.2 Ki. N of ueorge Craig--- 1C5 Travis-------- ca Ki. Wh-_ of Paul Little---- riMed 136 5 ?6 __,� _ _----- �' 15 ----- --do---- Travis----- - ?Si. ENE of Paul H,ldret4-- -do-- 92 6 -0 „ ----- 12 ----- Flat--- log2.0 Travis- --_-___ - ------ 30 11C 2.5 Mi. 5 of ddie Gi'^ore-- �a-- 95 - ---- ---- ite------ -' - " Wadesboro---- ?. Eddins, J De4-- 3%, 3� ---- 2d 6 ----- --do--- ill 3.3 Mi. SSE of ?t. wadesboro__»__ 2.5 !', SSi of ri s. W11a ;-".enry riileri IDD.2 6 3D _:---------- ------ ------ 3 ----- -- o4- 112 Lilesv4lle---- I 126 6 LC -:o__------- ------ 3 ----- Slope-- 113 2.6 Hi.. SSW of W. W, . u enry---- -do-- Lilesville--__ i M Lti Table 11. Records of 'Yells in Anson County (Continued) Arm a r4s .-•- Wdl Iv e- Leta Eion O+rner T7pe Wry Depth (it7 Dii m• 'Ur 9av�h of rsiinY (ft) \i'ater•hear• in matrri�l S<it er i(fe)! Tirid (Lpm) Dra" do+•n Cfq TIP, prtch7 Rrmirli 11L 0 Mi. S of Paul Clemons---- rifled 90 6 g Granite------ ------ L5 -__ - Flat-- Life sv iil a --- ?lr 2.9 Ki. WE of H. S. Hedricks g--- 32 -- - ...... ----- --do --------- ------ ----- ------ Slope-- Korven--------- _ _. 116 2.5 Ki. SE of W. W. Marks---- -do- 38.5 26 20 Quaternary 5.91 ----- ------ Hill -- Lilesville---- sand------- 117 3.2 Hi. SSW of Garrett W. -do-- 20 2L - ----- - --------- 8-10 ----- --- Level-- 118 Lilesville---- .L 'n X of Y-ccomicS(- County 3oard of -de--- bo L5 ------- Iirranite------ 16.15 ---- ------ Hill-- Pee Dec------- Education---- L19 1.6 ! s of fee Dee------- C. A. 3oggan--- rilled 100 6 L5 --do --------- - ---- 10 --- --do--- 120 1.9 :`i. SSd or F. H. Cho m ell- da--- 200 6 ----- __do--------- 36.1L ----- ------ Hill ---- Fee Dee------- 121 At Cairo --------- L. R. Diggs----- -do--- 100 L 9'a --do --------- 7 1 60 122 2.9 Mt. N'E of C. B. Ratliff_ -- -do--•- 150 6 22 --ric--------- 25 5 ------ Hill--- Morv�n---_____ 123 1.5 mi. `Nd of J. B. Covinston --_-- 19 ----- ------ --do--------- 2 ----- ------ Flat•-- 12L 1.6 Mi. ?liV of C. 0. Oulledge-)Tilled RO 6 65 --do--------- ---- 6 ----_ Hill-_ Harven-------- 125 2.8 Ki. NW of V. L. 'loll----- -du--- 103 b 36 _ o--------- ------ ----- ------ slope-- Morver,-------- 126 3.6 11. wNw or George Robinson -dc--- 58 6 3; __do --------- 10.6 15 --- --de- Mnrven-------- 127 3.1 Mi ESE of N'aa Hope Bethel -do--- 253 6 50 Turfac-eus ------ Z ----- Travis-------- zt'hodist aroillite-- w,urci------- 125 2.6 Mi. E of R. Lee ?.at1Lf- g---- L5 ----- ------ "urterrary 15-20 ---- --_- Hill --- Travis- -------- sand -_---_- 179 2.0 Ni. c-S-c of .'i. G. Dzlla gored 50 2L -__-- ---------- 20 -__ - .---- ---do ---- Travis-------- Poxxa--------- Table 11. Records of Wells in Anson County (Continued) Well Loci ties Fo. 0.'rtrr Type of Well D<Pth ([t7 Di.m- etet (in) Depth e( t.S;.K (11) R'ster•bear• inL matrrial tCate • Ir.'el (n) Yield (FY-) Drsw- 4a 1 (!t) Togo- Lnp hr Rrn�ork. W. T. catlings-- Dug--- 30 2L --�" ` uaternarr sond------ 27 ----_ ---- 130 1.3 Mi. FSE of Travis-------^ H. F. crank----- Drill 98 6 --- 'I'riassir 30 --^^ - ---- rlat---- 131 N5 of sa�staae-- White Store-- 132 3.0 Mi. NE of .'4. G. Frank ----- --do-- 75 6 35 --do--------' ----- ----- ----- Hil,-" - White Store--- 2.7 Kim ;r, sr of r . C. Harrington --do-- 167 6 --do--"------ 2o-25 1 ---- --co-__ 133 13L White Store--- 2.3 Yti. WNW of F. M. raulkner-- --d0-- 93 6 20 T}tffaceous araillite-- ----- ----- ----- --do---- 135 White Stare--- 1.0 Mi. Nti'W of J. S. Griffin--- Eared 30 24 _-- ^- Triassic 7.P -_-_ _-__- --do---- White tare--- sandstone 13b „t White Store-- Jazrea Et:ntiey--- Drill 120 155 6 L IC-12 100 --do--------- -,io------- - ---- ---- -- - E - --- ---- --do--- --Go--- 137 l.0 Mi. Word of TYey-V Fivers--- -moo-_ 1;.8 White Store--- 2.2 Hi. WIN cf George l,ouery--- --do-- 161 6 21 --do--------- 20 6 ----- - 139 1.2 w1. Nof .._W Yrs. oe --do-- 113 6 20 --do--------- ------ ----- ----- --do--- LCVrys------ Grif fin--_---_ 1L0 0.3 Mi. Id of tf. C. �ayfield - do-- a 2 5 L 60 T4:faceous 30 - ---- ----- --do--- :,oxrys------- zr�illi:P-- 1L1 0.2 YS. S of --do ------------ -- do- 1c0 L ------- ---10--------- ------ 8 ----^ --dc -- n2 «o`rz"ys------- 0.9 Mi. HE of �acf g-_ ° C: ewzlin Dug--- 30 J6 ----- - - -�!Q^------'- 20 ---- " - --- Flat--- Lowus ------- Fart -"do--30 --_-_ ------- Quaternary 12 -----I - --- Hi11--- 1L3 1.9 Ki. �E of ,ice sand------- IL.0 3.2 Mi. EN' of Ceorge CaPel--- r !led 90 6 ------- Tuffaceeus argil'_ite-- 30 7 --"-- -- J,Ow y5----_� Table 11. Records 0£ Wells in Anson County (Continued) Well Na. 1-tion 0.- Type of !Nell Dr th 9 (tt) Diam- tier (in) DrptA of t L e(Iq 41I ter•hear• inL mxtrrisi 41'ater J re! =(t) `pid E m} Dra J.- (ft} Lropo- r. h!' RcmarAs lL5 L,7 Mi. E cx Robert atten-- Drilled 100 6 !,0 :':ffaceous LO 25 Plat---- Lorarys - argillite-- 1)J6 La Mi. ESE of Grady Fa.cliff-- -do__- IL 6 107 --do-----__ 25 -_-- ----- gill-- IL7 L.3 Mi. WSW of E. T. .Iarnan--- --do-- 86 6 5(r60 --do --------- l8 _---- ----- --do---- Morven-------- 1LA At Morven------- Tcvn of Koryen-- --do-- 210 6 90 --do--------- ----- 35 --_-_ 119 At Sor�ren------- --do------------ --do-- 156 6 90 --do--------- ----- 55 ----- 150 0.8 `:i. NE of 17. )[. Thomas---- --do-- 182 L 110 urarite------ 19.6 7 ----- level--- Morven-------- 151 L.7 Mi. SSE of ra_,nie C. --do-- 190 6 9 --do--------- 160 ---- ---- Hill ---- Morven-------- Fatcliff------ 152 2.5 Mi. SE of Rob paddy ------- pug--- 38. ----- ------ --do--------- 22.6 -__-_ _-"-- Flat --- ,ior v en-- --- _-_ 153 L.2 Mi. SSE of S. J. Carter---- Drillec 10L L 80 Tulfacecus 75 ---- --- L'erven------»- argillite-- 15L 1.3 Mi. SSE of R. F. uannes---- -- do-- 100 LC --do ----------------- 1 10o Hi_U--- 155 1.0 Hi. SS.* of pe'_ia Johnson--- Bared 36 24 ----- quaternary 20 ----- ----- Flat--- 'lorven-------- sand -------- 156 0.7 Mi. SW of Harris Chapel pug-- 33 36 ------ -_do ---------- 13.5 ----- ----- Hill--- '4orven-------- C�;urc.-------- 157 2.3 K.i. SSW of A. P. Freeman--- rilled 135 L 100 Tuffacecus ----- S ----- --do-__ :iorvan------- irgit 1ite-- 158 L.7 Mi. SW of H. R. tiraug!xn--- ug-- 2e L2 ------- ,uaternax-y 16 516 ---- Flat-- `tor+en---____ sand------- 159 L.9 Mi EASE of E. 7. 3atcliff-- rilled 165 6 100 Tuffaceous ---- ---- ;---- Hill--- Loyrys------- arEillite-- 160 6.2 Mi. SE of J. `, -]Addy--- --do-- 0L 30 __ do L2 5 ----- --do--- iaveys------- 161 3.9 Mi. SSE; of C. L. 3addy---- Dug--- LO " --- -^-- --do--------- 35 ----- IoO Flat---- ;,cvrps--_ -- Table 11. - Records of Wells in Anson County (Continued) e"� cc W'11 �a Incatian O�-ner Type a( Writ Ccath Ctt) Di m• rlrr (ia) Ce�yth ( canine au 14+trr•brar- inC tn+terisl Rater €erel (ro Yirld C[Ot^) Craw. da�.a ((t7 Tana• Cra ohr Remark+ 162 3.7 ki. Si a: Levine ?rivette g--- --- __.__ L5 'tuffzccous - ----- ---- argil to-- 163 Low ry 3--_ _ 1.5 i of Deep Creek gilled 90 6 ------ --do________ _____ __-- _____ itL :0'•r7s--___-_ 1.6 Ili. Ss of srX:ool dl---- Deep Creek -do-- 10C 6 ------- --do--------- ;0 --- - --___ Lok,is-------- School #2---- t�' - 165 1.6 ,`4i. 5_W of Pauline cllia-- io-- 60 6 ------- -^10--------- ------ ----- ----- 166 Lwrrys----- - 1.6 Y.i. S5l of Pauline Allis -do-- 92 6 ------_ ---do --------- _-___ 2L 157 Lovnrs L.3 Mi. S4 of Dr. Williamson- g--- 50 ------ ------ -- do L_c 168 iaveys------- 3.0 H,-. 'n5u at W. Z. Hjntley-- rilled 250 6 L2 'Triassic LC ----- ---- ---I sandstone-- L"wrys-------- I 169 ).2 yi. AS? of Clinton F,dwards -do-- 155 6 30 --do--------- 30 30 --- -'a- E Lowrys-"----- 7 170 3.8 1. 5 of ,:ohn McCrey---- --do-'^ L00- L ------- - -- do--------- ------ ------ -- c 171 i.thite .;tore__ 2.5 :ri. S34 of B. B. Austin--- -do- 500 L66 6 Lo --do --------- _____ 3 ____ (Kooe-- 'White store-- 5•0 Hi. 5.S. cr How-d i2rtlZ_- -_do...- 71 6 51 Tu-f.'aceuus '0 la 172 '.,'hits Stare-- arjillite-- Table 12. Chemical analyses of ground `eater from Anson County OVe11 numbare ......nnad to .rll numbers in table of .d€ d+ta) No`€ Date of Ca€• _Um tiara lax (SIDr Iraq (Fr) Total Cal• clam (G) AL y. Ott) SodW. {N+) Pa... (R) Bic+o- banau (H C0,7 SO- i+te (SO.) Ch€o- ride (Cl) NI• tnte (N Od Hard - DeanFPEFR'atrt as)f (CLCO.) 8earin[ and:I 9 3/62 0.27 1L 18 li 1.1 25 7-4 36 62 110 6.0 nateG a-_illite------ 17 29 3/62 .26 23 6.1 7.5 .3 116 3.6 L.0 .1 90 7.1 _'.1" Tcffaceeus argillite----- 3/62 .08 13 7.5 IL 3 i36 5.0 12 6.7 6L 6.6 Triassic saadstcrna------- 5d 62 3/62 .33 7.3 2.3 1.9 2.9 36 .6 1.0 1.5 28 6.e T,t.fraceans argillite---- 3/62 .OB 17 1.7 3.7 11 L2 8.6 3.0 21 Le 7.1 4uater.^.ary sand------- 72 L/55 I1 .09 13 3.3 13 2.2 83 6.7 3.2 --- _- _ L7 7.3 Granite-------------- 73 L/55 19 .07 10 2.7 8.2 1.6 L1 1.5 7.2 to 36 7.0 --�o--------------------- 77 3/62 o2 1L 8.7 7.5 .7 99 5.0 2.L 1.3 71 6.9 T-rizssit sa,.dstone------- 86A 3/62 .10 85 L8 68 2.0 277 12 220 .8 L10 7.2 Tufraccous argillite----- l08 3/62 .09 5.L 2.0 12 2.8 L 9.6 15 20 , 22 a L I13 3/62 .2L 13 3.9 13 L.9 36 1.2 11 35 L9 6.2 --_c------- .-----._____-_ 116 3/62 .09 8.0 3.5 7.9 2.5 40 6.2 3.0 18 3L 6.9 --do --------------------- ?L8 L/55 36 .05 6.2 L.8 3.1 7.L 52 8.1 1.8 .6 35 7.1 Tutfaceous argillite----- 119 L/55 38 .22 D.9 5.2 3.2 7.7 % 7.3 2.0 .0 38 7.1 --do --------------------- 166 3/62 20 Lb V . 47. 75. .8 163 19 226. 9L. L20 7.0 --do------------- 169 3/62 18 1.0 287. 108. 156. L.6 )91 18 7LL. 89. 1160 6.9 Triassic sa^4st..E1e------- APPENDIX 7G GEOPHYSICAL, DATA AAA APPALACHIAN RESOURCES Eastern U.S. Geologic Services 205 Providence Road P.O. Box 3810 Chapel Hill, N.C. 27515 (919) 408-0069 (919) 408-0538 fax June 12, 1998 Mr. Michael Babuin Solid Waste Program Manager TRC Environmental Corporation 6340 Quadrangle Drive, Suite 200 Chapel Hill, NC 27514 Re: Ma netic Data Site TML 108 Dear Mike: The following is the interpretation of Blair Salisbury for drill site TML-108. Ground magnetic profile Line 0+00, as confirmed by its two bounding parallel lines, arises from a dikelike magnetic body whose apex is likely located in a zone between 275 East and 300 East. The magnetic portion of this body lies shallower than 25 feet beneath the magnetometer sensor, and 1 expect around 10 feet below surface. Anomaly shape and amplitudes are consistent with the 7.6 meter diabase dikes reported in "Diabase Dikes in the Haile -Brewer Area, South Carolina" in USGS Professional Paper 1123C. if singular, the diabase dike is around 25 feet thick, dips very steeply to the west (around 75 degrees), and strikes about N 13 degree west. The anomaly width is somewhat greater than 1 might expect from the gradients, possibly suggesting that the anomaly arises from two parallel dikes rather than just one. Based upon these information, I would collar in the zone from 285 to 300 East. The magnetic profiles show a more vertical dike on Line IS and a more shallowly west dipping dike on Line 1 N. This could also be the affect of a change in remanence related to chemical and/or grain size variances along strike. Such an affect could also diminish the amplitude of the anomaly, as seen on 1 S. Sincerely, Dennis'J. LaPoint Attachment: Profiles Lines 100S, 00, 100N 51750 AWRI 1 100 200 300 400 500 -• LINE 1 +OOS T L 108 51950 51750 51700 .......................................................................................................................... "I ............... ..................... * ................... * ...... ............ ............. �1 1 ........................................... .............y 51900 51850 51750 51700 1 11 11 11 �11 1 •11 --O-,LINE 0+00 '1