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NC0001422_LVSuttonSARP_Rev0_AppendixC_20161201
Appendix C Geotechnical Subsurface Stratigraphy and Material Properties Package GEOTECHNICAL SUBSURFACE STRATIGRAPHY AND MATERIAL PROPERTIES L.V. SUTTON ENERGY COMPLEX SITE ANALYSIS AND REMOVAL PLAN December 2016 Revision 0 Prepared for Duke Energy Progress, LLC 526 South Church Street Charlotte, North Carolina 28202 Prepared by Geosyntec Consultants of NC, PC 1300 South Mint Street, Suite 300 Charlotte, North Carolina 28203 License No. C-3500 Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 i TABLE OF CONTENTS 1 INTRODUCTION ............................................................................................................... 1 2 SITE INVESTIGATIONS ................................................................................................... 1 2.1 Historical Investigations in the Basin Areas ........................................................................... 1 2.2 Historic Investigations in the LOLA ........................................................................................ 2 2.3 Geosyntec Investigations in the Basin Areas ......................................................................... 2 2.4 Geosyntec Investigations in the LOLA ................................................................................... 4 3 SUBSURFACE STRATIGRAPHY .................................................................................... 4 4 PHREATIC SURFACE INTERPRETATION ..................................................................... 6 5 MATERIAL PARAMETER INTERPRETATION ............................................................... 6 5.1 Index Parameters ................................................................................................................... 6 5.1.1 Dike Fill and Foundation Soils ................................................................................. 6 5.1.2 CCR within the Basins ............................................................................................. 7 5.2 Shear Strength ....................................................................................................................... 8 5.2.1 Dike Fill and Foundation Soils ................................................................................. 8 5.2.2 CCR ....................................................................................................................... 10 5.2.3 Selected Strength Parameters ............................................................................... 10 5.3 Compressibility ..................................................................................................................... 10 5.4 Hydraulic Conductivity .......................................................................................................... 11 5.5 Compaction .......................................................................................................................... 11 5.6 CCR Flow Potential .............................................................................................................. 11 5.7 Shear Wave Velocity ............................................................................................................ 12 5.8 Total Unit Weight .................................................................................................................. 12 5.8.1 Dike Fill and Foundation Soils ............................................................................... 12 5.8.2 CCR ....................................................................................................................... 13 5.8.3 Selected Total Unit Weight .................................................................................... 13 6 REFERENCES ................................................................................................................ 13 Tables Table 1. Summary of Field Investigation in Basins and LOLA Soil and CCR Analytical Data Table 2. Summary of Index Test Results Table 3. Summary of CU Test Results Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 ii Table 4. Selected Material Parameters Table 5. Summary of Consolidation Test Results Table 6. Summary of Hydraulic Conductivity Test Results Table 7. Summary of Compaction Test Results Table 8. Summary Test Results for Flow Potential Evaluation Table 9. Summary of Total Unit Weight Test Results Figures Figure 1. Field Investigation Location Figure 2A. Subsurface Sections – Cross Section A through C Figure 2B. Subsurface Sections – Cross Section D through F Figure 3A. Grain Size Distribution Test Results for Dike Fill and Foundation Soils Figure 3B. Grain Size Distribution Test Results for the CCR within the Basins Figure 4A. Fines Content Data for Dike Fill and Foundation Soils Figure 4B. Fines Content Data for the CCR within the Basins Figure 5A. Natural Moisture Content Data for Dike Fill and Foundation Soils Figure 5B. Natural Moisture Content Data for the CCR within the Basins Figure 6A. Atterberg Limit Data for Dike Fill and Foundation Soils Figure 6B. Atterberg Limit Data for the CCR within the Basins Figure 7A. Specific Gravity for Dike Fill and Foundation Soils Figure 7B. Specific Gravity for the CCR within the Basins Figure 8A. SPT N-Blow Count for Dike Fill and Foundation Soils in the Basin Areas Figure 8B. SPT N-Blow Count for Dike Fill and Foundation Soils in the LOLA Figure 9A. Effective Friction Angle of Dike Fill and Foundation Soils in the Basin Areas Estimated from SPTs Figure 9B. Effective Friction Angle of Dike Fill and Foundation Soils in the LOLA Estimated from SPTs Figure 10. Effective Friction Angle of Dike Fill and Foundation Soils in the Basin Areas Estimated from CPTs Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 iii Figure 11A. Undrained Shear Strength Ratio Estimated from CU Tests (Clayey Foundation Soils) Figure 11B. Undrained Shear Strength Ratio Estimated from CU Tests (CCR) Figure 12A. Effective Strength Parameters Estimated from CU Tests (Clayey Foundation Soils) Figure 12B. Effective Strength Parameters Estimated from CU Tests (CCR) Figure 13A. Preconsolidation Pressure for CCR Figure 13B. Modified Compression Ratio (Ccε) for CCR Figure 13C. Modified Recompression Ratio (Crε) for CCR Figure 14. pH Test Results for CCR Figure 15A. Shear Wave Velocities for Dike Fill and Foundation Soils Figure 15B. Shear Wave Velocities for CCR Figure 16A. Unit Weight of Dike Fill and Foundation Soils Figure 16B. Unit Weight of CCR Attachments Attachment 1. Historical and Geosyntec Boring Logs Attachment 2. Historical and Geosyntec CPT Sounding Logs, Dissipation Test Results, and Shear Wave Velocity Measurements Attachment 3. Laboratory Testing Results Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 1 1 INTRODUCTION This calculation package was prepared to present a subsurface stratigraphy and geotechnical material properties selected for the engineering analyses of the CCR Basins and Lay of Land Area (LOLA), located at the L.V. Sutton Energy Complex (Sutton). This calculation package is an appendix to the Site Analysis and Removal Plan (Removal Plan) prepared by Geosyntec Consultants (Geosyntec). The remainder of this calculation package is organized to present the: (i) site investigations; (ii) subsurface stratigraphy; (iii) phreatic surface interpretation; and (iv) material parameter interpretation. 2 SITE INVESTIGATIONS This section includes the historical and Geosyntec site investigations with a focus on the CCR Basins (1971 Basin, 1984 Basin, and 2006 Interior Containment Area (ICA)) and LOLA areas. Details on the field investigations performed in these areas are summarized in Table 1, and the field investigation locations along with site features are shown on Figure 1. The site investigations performed outside the referenced areas are described in the Removal Plan. 2.1 Historical Investigations in the Basin Areas Three previous investigations were performed in the Basin areas prior to Geosyntec’s recent investigations. In April 2006, Withers & Ravenel performed a subsurface investigation in support of the design of the 2006 ICA within the 1984 Basin. The investigation consisted of six borings with Standard Penetration Tests (SPTs) and 14 Cone Penetration Tests (CPTs) at 16 locations (both SPTs and CPTs were performed at four of these locations). The borings were advanced from the 1984 dike crest and within the 1984 Basin to a depth of 15.5 to 70 ft bgs using the Hollow Stem Auger (HSA) and mud rotary drilling methods. The CPT soundings were located at the dike crest and within the 1984 Basin and terminated at a depth of 13 to 70 ft bgs. In addition, pore pressure dissipation tests were conducted and shear wave velocities were measured at selected CPT locations. At the selected five investigation locations within the basin, a CPT sounding or boring was advanced through the clay liner with a casing installed into or through the clay liner. The purpose of the casing installation was to prevent migration of CCR below the clay liner. The boring logs, CPT sounding logs, dissipation test results, and shear wave velocity measurement results are presented in Attachment 1.1, Attachment 2.1, Attachment 2.2, and Attachment 2.3, respectively. During the borings, representative, bulk, and undisturbed CCR samples were collected for laboratory testing. The laboratory program for this investigation consisted of grain size distribution, dry unit weight, Atterberg Limit, Standard Proctor, consolidation, permeability, and consolidated undrained (CU) triaxial compression tests. No laboratory testing was conducted on the clay liner. The laboratory test results are presented in Attachment 3.1. In February 2009, MACTEC installed piezometers in support of a seepage investigation in the 1984 Basin [MACTEC, 2010]. The investigation consisted of the advancement of six exploratory geoprobe borings and six hand-auger borings, followed by 18 piezometer Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 2 installations. The geoprobe borings were located along the dike crest and advanced 30 ft below ground surface (bgs) with continuous sampling in 5-ft-long increments. The collected samples were visually classified in the field, but no additional laboratory testing was conducted. Near the geoprobe boring locations, six pairs of piezometers (i.e., twelve in total) were installed in boreholes advanced using the hollow-stem auger (HSA) drilling method. Of these twelve, six were screened from 10 to 15 ft below the dike crest surface and the other six were screened from 20 to 25 ft below the crest surface. At the toe of the downstream slope, six hand auger borings were advanced to a depth of 4.5 ft and a piezometer was installed in each of the hand- augered boreholes. The logs for the six geoprobe borings and the six hand augers along with twelve piezometer as-built construction details are included in Attachment 1.2. In December 2010, MACTEC performed a subsurface investigation in support of slope stability analyses of the 1971 Basin [MACTEC, 2011]. The investigation included three soil test borings with SPTs generally at 2.5 to 5 ft intervals. In addition, it included six hand augers on the downstream slope, three at approximately mid-slope and the other three at the toe of the slope. The borings with SPTs were located at the dike crest and advanced to a depth of 30 ft bgs. The hand augers were advanced to a depth of 9 to 10 ft at the mid-slope and 3 ft to 7 ft at the toe. The logs of the soil test borings and hand augers are included in Attachment 1.3. During the SPTs, samples were collected by means of a split-spoon sampler for laboratory testing. The laboratory program for this investigation consisted of grain size distribution, moisture content, and Atterberg Limit tests. The laboratory test results are presented in Attachment 3.2. 2.2 Historic Investigations in the LOLA Blasland, Bouck, and Lee, Inc. (BBL) performed Phase I and II investigations in the LOLA in support of a voluntary Administrative Agreement signed by Duke Energy Progress, LLC (DEP) and Inactive Hazardous Sites Branch of the North Carolina Department of Environment and Natural Resources (NCDENR), Division of Waste Management [BBL, 2005]. The BBL investigations included the installation of monitoring wells as well as the installation of temporary piezometers, hand auger borings, and test pits. The explanatory borings for the monitoring well installations were advanced to a depth of 11 to 52 ft bgs using the HSA and mud rotary drilling methods. No geotechnical laboratory testing was conducted. The boring logs for those monitoring wells are presented in Attachment 1.4. 2.3 Geosyntec Investigations in the Basin Areas Geosyntec conducted three investigations in the Basin areas in support of the conceptual closure plan project, the dewatering plan, and the final closure plan. As part of the Conceptual Closure Plan project, Geosyntec conducted geotechnical investigations in May and June/July 2014 [Geosyntec, 2014a; Geosyntec, 2014b; Geosyntec, 2014c; Geosyntec, 2014d] to: (i) characterize geotechnical properties of the dike materials and foundation soils for the basins; (ii) characterize CCR geotechnical properties; and (iii) estimate the horizontal and vertical delineations of the CCR within the 1971 Basin. The field investigations consisted of nine mud rotary borings [ASTM D 1586] (two additional borings were performed in the proposed Landfill Area but are not included in this package), 14 CPT soundings [ASTM D 5778] (including six Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 3 seismic CPT (SCPT) soundings) and 20 geoprobe borings (GPs) [ASTM D 6282]. Pore pressure dissipation tests were also performed at nine selected CPT and SCPT locations. Additionally, two piezometers were installed, one within the 1971 Basin and one within the 2006 ICA. Six of the nine borings were advanced to a depth of 35 to 50 ft bgs through the perimeter dikes and the three borings were advanced to a depth of 12 to 49 ft bgs within the CCR basins. Seven CPTs and three SCPTs were performed through the perimeter dikes, and those soundings were terminated at 6.7 to 71 ft bgs. One CPT and three SCPT soundings were advanced within the CCR basins, and those soundings were terminated at 12 to 70 ft bgs. Nineteen geoprobe borings were located within the 1971 Basin and terminated at 8 to 88 ft bgs. One geoprobe boring was advanced to a depth of 60 ft bgs through the divider dike between the 1971 and 1984 Basins. The boring logs along with the well construction logs, CPT sounding logs, pore pressure dissipation test results, and SCPT shear wave velocity measurement results are presented in Attachment 1.5, Attachment 2.4, Attachment 2.5, and Attachment 2.6, respectively. During the mud rotary and geoprobe borings, representative and undisturbed samples were collected for laboratory testing. The laboratory program for this investigation consisted of index property testing (grain size distribution, fines content tests, Atterberg limit tests, moisture content tests, and specific gravity tests), total unit weight, consolidation, and CU triaxial compression tests. The laboratory test results are presented in Attachment 3.3. As part of the Dewatering Plan project, Geosyntec performed field investigations in October/November 2014 to: (i) confirm water levels through the dike centerlines interpreted during the Conceptual Closure Plan project; (ii) evaluate the potential for existence of perched entrapped water within the 1971 Basin; and (iii) evaluate surface erosion potential for washout of CCR. The field investigations consisted of nine piezometer installation and four hand-auger borings. Prior to the installation of each piezometer, an exploratory boring was performed with SPTs using the mud rotary drilling method. The borings were advanced through the dike centerline and within the CCR basins, and terminated at 18 to 30 ft bgs. Four hand-auger borings were conducted at the toe of the 1971 southern dike and advanced to a depth of 5 to 9.5 ft bgs. The boring logs along with as-built piezometer construction details are presented in Attachment 1.6. Representative samples were collected during the exploratory and hand-auger borings. The samples were visually classified in the field, but no additional laboratory testing was conducted on those samples. As part of the Final Basin Closure Plan project, Geosyntec performed field investigations in March 2015 to characterize the foundation soils below the CCR for deep excavation design within the 1971 Basin. The field investigations consisted of three borings with SPTs within the 1971 Basin, and the installation of one 4-inch diameter extraction well and four 2-inch diameter monitoring piezometers for a pumping test within the basin. The three within-basin borings were advanced to a depth of 85 to 100 ft bgs using the mud rotary drilling method. The pumping test well and piezometers were installed in boreholes advanced to a depth of approximately 40 to 70 ft bgs using the mud rotary drilling method. Only during two of the five exploratory borings for the pumping test, samples were collected and logged due to the proximity between the borings. The boring logs along with the well construction logs are presented in Attachment 1.7. It is noted that this package presents only the geotechnical data collected during the installations of Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 4 the extraction well and monitoring piezometers and that hydrological data obtained from the pumping test data are presented as an Appendix of the Removal Plan. During the Final Basin Closure borings, representative and undisturbed samples were collected for laboratory testing. The laboratory program for this investigation consisted of index property testing (grain size distribution, fines content tests, Atterberg limit tests, moisture content tests, and specific gravity tests), total unit weight, and CU triaxial compression tests. The laboratory test results are presented in Attachment 3.4. 2.4 Geosyntec Investigations in the LOLA Geosyntec conducted two investigations in the LOLA. In July 2014, Geosyntec performed a field investigation to delineate the vertical boundaries of CCR in the areas, as part of the Conceptual Closure Plan project. The field investigation included 15 geoprobe borings within the LOLA and the borings were terminated at 12 to 24 ft bgs. The boring logs are included in Attachment 1.8. Representative samples were collected during the geoprobe borings. The samples were visually classified in the field, but no geotechnical laboratory testing was conducted. In March 2015, Geosyntec performed six borings with SPTs along the LOLA dike to obtain geotechnical data for the LOLA dike and foundation soils, as part of the Final Basin Closure Plan project. The six borings were advanced to a depth of 50 ft bgs using the mud rotary method. The boring logs are included in Attachment 1.9. During the borings, representative samples were collected for laboratory testing. The laboratory program for this investigation consisted of grain size distribution, fines content tests, moisture content tests, and specific gravity tests. The laboratory test results are presented in Attachment 3.4. 3 SUBSURFACE STRATIGRAPHY The subsurface stratigraphy at Sutton was developed based on the information obtained from the investigations described above. The findings from these investigations indicate that the subsurface soils primarily comprise, from top to bottom, the CCR (within the basins) or Dike Fill (on the perimeters of the basins), Clay Liner (only within the 1984 Basin), and the Foundation Soils, which are described as follows: • CCR: The CCR consist predominantly of gray/black/dark tan silt-sized particles with varying amounts of sand-sized particles and exhibit no to low plasticity. The CCR were generally reported to be very loose to loose, and occasional pockets of medium dense CCR were encountered. In general, the thicknesses of CCR or CCR and soil mixtures were found to be approximately 18 to 84 ft within the 1971 Basin, 18 to 19 ft within the southern part of the 1984 Basin, up to 13 ft in the northern part of the 1984 Basin, 26 to 38 ft within the 2006 ICA, and up to 15 ft thick in the LOLA. The SPT and CPT results are available only within the basin areas (i.e., no in-situ test results for within-LOLA). The reported SPT N-values for the CCR typically ranges between 0 (i.e., weight of hammer) and 10. The tip Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 5 resistance and sleeve friction measured from CPTs range typically between 10 and 50 tsf and between 0.1 and 0.7 tsf, respectively. • Dike Fill: The 1971 and 1984 dikes are approximately 24 ft and 32 ft high, respectively. The Dike Fill for the 1971 and 1984 Basins is predominantly sand with varying amounts of fines content and is generally reported to be loose to dense. The reported SPT N-values for the Dike Fill for the basins typically range between 10 and 46. The tip resistance and sleeve friction measured from CPTs range typically between 150 and 300 tsf and between 1 and 3 tsf, respectively. The 2006 ICA dikes were constructed of compacted CCR and are approximately 14 ft high on top of impounded CCR in the 1984 Basin. The reported SPT N-values for the 2006 ICA dike typically range between 7 and 14. The tip resistance and sleeve friction measured from CPTs range typically between 50 and 150 tsf and between 1 and 4 tsf, respectively. The LOLA dike is approximately 10 ft high, although the vertical extent of the dike is not clear based on the borings. It was found from the six LOLA dike borings that the LOLA dike consists of sand, or/and CCR and sand mixture. The reported SPT N-values for the LOLA dike typically range between 3 and 18. The MACTEC [2011] and Geosyntec field investigations [Geosyntec, 2014a] found CCR or/and CCR and soil mixture below the southern portion of the 1971 perimeter dike. Along the dike centerline, the thickness of this material is up to 15 ft. The hand-augers at the mid-slope and dike toe found this material to be 5.5-ft and 10-ft thick, respectively. • Clay Liner: The historical design drawings provided by DEP indicate that the 1984 Basin was constructed with a 1-ft thick clay liner at the basin bottom which extended along the side slopes. The drawings also show the side slopes were protected by a 2-ft thick sand layer. Based on the boring logs from the Withers & Ravenel investigation and one sample collected during the investigation, the Clay Liner was observed to be fine sandy clay to clay with a thickness of 4.5 to 7 inches. • Foundation Soils: The Foundation Soils consist primarily of sand with varying amounts of fines content. According to a regional geologic study [USGS, 2014], the Foundation Soils at Sutton can be classified into two geologic units: Surficial Aquifer and Peedee Aquifer. The discontinuous Peedee confining unit with a thickness of 10 ft or less separates those two aquifer units, which consists of silt or clay. The Foundation Soils are reported to be very loose to very dense and the reported SPT N-values range between 2 and 80. The tip resistance and sleeve friction measured from CPTs range typically between 50 and 300 tsf and between 0.2 and 2.5 tsf, respectively. The USGS regional geologic study referenced above indicates the Peedee aquifer extends to a depth of approximately 400 ft bgs, underlain by the Black Creek confining unit. Considering the thickness of the Peedee aquifer, the characterization of geotechnical properties for the Black Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 6 Creek confining unit was not considered necessary for the final closure and decommissioning design of the basins and LOLA. Six cross sections of the basin areas and LOLA were developed based on the subsurface stratigraphy described above and the results of the topographic survey provided by DEP in 2014 (the topographic survey performed by WSP USA Corp. in 2015 shows similar results, and as such, the cross sections were not updated with the 2015 survey results). The locations of these cross sections are shown on Figure 1 and the cross sections are presented on Figures 2A and 2B. 4 PHREATIC SURFACE INTERPRETATION The phreatic surfaces in the CCR basins area and the LOLA were estimated based on: (i) the water levels measured in piezometers and monitoring wells; and (ii) the results of the CPT pore pressure dissipation tests. These estimated phreatic surfaces are presented in the Removal Plan. It is noted that an elevated phreatic surface was observed within the 2006 ICA and ranged from Elevations 22 ft to 35 ft (NAVD88). 5 MATERIAL PARAMETER INTERPRETATION The geotechnical properties of the CCR, Dike Fill, and Foundation Soils were interpreted from the available laboratory and in-situ test results as follows. 5.1 Index Parameters 5.1.1 Dike Fill and Foundation Soils As part of Geosyntec’s laboratory testing programs, 40 grain size distribution tests [ASTM D 422] were conducted on the Dike Fill and Foundation Soils. Nineteen of these tests included the hydrometer tests [ASTM D 422]. Forty-two additional tests to determine fines content were also conducted [ASTM D 422]. In addition, the results of eight grain size distribution tests are available in the historical investigation report prepared by MACTEC [2011]. The grain size distribution data are plotted on Figure 3a. The results of the measured fines contents are plotted on Figure 4a. The results indicate that the Dike Fill and Foundation Soils typically consist of 44% to 98% sand and 1% to 52% fines (i.e., silt and clay). The fines content ranges were obtained specifically from the fines content tests, and as such, the fines content ranges do not directly correspond to the range of sand-sized particles (which came from grain-size distribution tests). Because the Dike Fill and Foundation soils are predominantly sandy, the natural moisture content and Atterberg limits tests were conducted by Geosyntec for selected samples only. As part of Geosyntec’s laboratory testing program, seven natural moisture content tests [ASTM D 2216] and nineteen Atterberg limits tests [ASTM D 4318] were conducted on the Foundation Soils. In addition, the results of eight natural moisture content tests and five Atterberg limits tests are available in the historical investigation reports [MACTEC, 2011]. The measured natural moisture contents and Atterberg limits are presented on Figure 5a and Figure 6a, Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 7 respectively. The data indicate that the four cohesive Foundation Soils have moisture contents of 34% and 107%. Historical moisture content tests by MACTEC [2011] indicate that the Dike Fill moisture content typically ranges from 13% to 29%. The cohesive Foundation Soil samples have liquid limits ranging from 26 to 152, plastic limits ranging from 14 to 66, and plasticity indices ranging from 4 to 95. Historical Atterberg limits tests performed by MACTEC [2011] on Dike Fill show it is generally non-plastic. Historical Atterberg limits tests performed by MACTEC [2011] on CCR samples collected below the 1971 dike show the materials have liquid limits ranging from 46 to 52, plastic limits ranging from 40 to 42 and plasticity indices ranging from 6 to 10. As part of Geosyntec’s laboratory testing program, fifteen specific gravity tests [ASTM D 854] were conducted on Dike Fill and Foundation Soil samples. The specific gravity test results are plotted on Figure 7a. The results indicate that the Dike Fill and Foundation Soils generally have a specific gravity of 2.51 to 2.73. Two specific gravity test results for the LOLA dike that consists of soils and CCR range between 2.42 and 2.49. All the index test results are summarized in Table 2. 5.1.2 CCR within the Basins As part of Geosyntec’s laboratory testing programs, six grain size distribution tests were conducted on the CCR samples. Four of those tests included a hydrometer test. Eleven additional tests to determine the fines content were also conducted. In addition, the results of four grain size distribution tests are available in the historical investigation report prepared by Withers & Ravenel (2006). The results of the grain size distribution and fines content tests are plotted on Figures 3b and 4b, respectively. The results indicate that the CCR typically consist of 6% to 82% sand-sized particles and 16% to 97% fines (i.e., silt and clay-sized particles). The stated fines content range was obtained specifically from the fines content tests, and as such, the fines content range does not directly correspond to the range of sand-sized particles (which came from grain-size distribution tests). It is noted that the test results indicate the CCR in the 1971 Basin contains a higher percentage of sand size particles when compared to those in the 1984 Basin/2006 ICA. As part of Geosyntec’s laboratory testing programs, 15 natural moisture content tests, and 19 Atterberg limits tests were conducted on the CCR samples. In addition, one historical Atterberg limits test is available (Withers & Ravenel, 2006). The results of the natural moisture content and Atterberg limits tests are plotted on Figures 5b and 6b, respectively. The data indicate that the CCR samples tested have natural moisture contents between 24% and 75% and that the CCR samples tested are mostly non-plastic. One sample tested as part of Geosyntec’s laboratory testing program has a liquid limit of 32, plastic limit of 26, and plasticity index of 6. As part of Geosyntec’s laboratory testing programs, five specific gravity tests were conducted on the CCR samples. The specific gravity test results are plotted on Figure 7b. The results indicate that the CCR generally have a specific gravity of 2.27 to 2.35. All the index test results are summarized in Table 2. Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 8 No laboratory tests were conducted on the CCR samples collected from the LOLA. Based on the LOLA investigation report [Geosyntec, 2014b], the CCR samples observed consisted of silt and clay-sized particles as well as sand-size particles. 5.2 Shear Strength 5.2.1 Dike Fill and Foundation Soils The Dike Fill and Foundation Soils are predominantly sandy, and will, therefore, exhibit drained behavior in general. The drained shear strength parameters, i.e., an effective stress friction angle (ϕ′) and a cohesion intercept (c’), for those geotechnical units were estimated using in-situ test results as follows. During the historical and Geosyntec investigations, SPTs were conducted at less than a 5-ft interval at selected boring locations in the field. The SPT N-blow counts for the Dike Fill and Foundation Soils in the basin areas and the LOLA are plotted on Figures 8a and 8b. The drained friction angle for the non-cohesive materials (i.e., the Dike Fill and Foundation Soils) was calculated using an empirical correlation with the corrected N-blow count ((N1)60) from an SPT [Hatanaka and Uchida, 1996] as follows: ϕ′= �15.4×(𝑁𝑁1 )60 +20 Equation 1 where: ϕ’ = drained friction angle (degrees); and (N1)60 = corrected N-blow count. The friction angles of the Dike Fill and Foundation Soils in the basin areas and the LOLA estimated from the empirical correlation are plotted on Figures 9a and 9b. As shown on Figure 9a, the estimated friction angles for the Dike Fill and Foundation Soils in the basin areas typically vary from 30 to 55 degrees and 25 to 50 degrees, respectively. The empirical correlation presented in Equation 1 was also used to estimate the strength of the Soil-CCR mix found under the 1971 dike. In this case, the calculated friction angles were adjusted depending on the material type. The estimated friction angles for the Dike Fill and Foundation Soils in the LOLA typically vary from 25 to 45 degrees, as shown on Figure 9b. For the Soil-CCR mix found in a portion of the LOLA dike, the estimated friction angles range from 25 to 40 degrees in general. As part of the historical (Withers & Ravenel, 2006) and Geosyntec conceptual closure investigations [Geosyntec, 2014a], CPTs were conducted on the 1971 and 1984 dikes. These measurements were used to estimate the drained friction angle (ϕ’) of the subsurface materials. The estimation was based on an empirical correlation with a normalized corrected cone tip resistance (qt1) [Kulhawy and Mayne, 1990] as follows: Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 9 ϕ′= 17.6°+11.0 log(𝑞𝑞𝑡𝑡1 ) Equation 2 where: ϕ’ = drained friction angle (degrees); and qt1 = normalized corrected CPT cone tip resistance; is given by: 𝑞𝑞𝑡𝑡1 =𝑞𝑞𝑡𝑡𝜎𝜎𝑎𝑎𝑡𝑡𝑎𝑎��𝜎𝜎𝑣𝑣𝑣𝑣′𝜎𝜎𝑎𝑎𝑡𝑡𝑎𝑎� where: σatm = atmospheric pressure; and σvo’ = effective vertical stress; and qt = corrected CPT cone tip resistance; is given by: qt =qc +(1 −an )u2 where: qc = measured CPT cone tip resistance; and an = area correction; and u2 = measured pore water pressure. The Dike Fill and Foundation Soils friction angles estimated from this empirical correlation are plotted on Figure 10. As shown in this figure, the estimated Dike Fill and Foundation Soils friction angles typically vary from 36 to 56 degrees and 30 to 44 degrees, respectively. As part of Geosyntec’s laboratory testing program, in addition, one set of three CU triaxial compression tests [ASTM D 4767] was conducted on one sample of clayey Foundation Soils. The sample was collected from within the 1971 Basin. During the CU triaxial tests, the sample was trimmed into three specimens and each specimen was tested under a different initial effective confining stress (σc’). The undrained shear strength (Su) measured in each CU test corresponded to the σc’ applied to the specimen. The loading conditions for the CU tests are summarized in Table 3. From the CU test results, the undrained shear strength ratios (Su/σc’) were calculated. A plot of the Su/σc’ calculated from these CU tests is shown on Figure 11a. Also, the effective normal (σnf’) and shear stresses (τf’) at failure obtained from the CU test results are plotted to estimate the drained strength parameters and are presented on Figure 12a. Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 10 5.2.2 CCR The undrained and drained shear strengths of the CCR were interpreted from CU test results. As part of Geosyntec’s laboratory testing program, one set of two CU tests was conducted on one sample of the CCR. In addition, the results from two sets of three CU tests are available from the historical report (Withers & Ravenel, 2006). The loading conditions for those CU tests are summarized in Table 3. From the CU test results, Su/σc’ were calculated and is presented on Figure 11b. Also, the σf’ and τf’ obtained from the CU test results are plotted to estimate the drained strength parameters, and are presented on Figure 12b. 5.2.3 Selected Strength Parameters Based on SPT-based and CPT-based estimations, representative drained shear strength parameters were selected to be ϕ′ = 38 degrees and c’ = 0 psf for the Dike Fill in the basin areas, and ϕ′ = 34 degrees and c’ = 0 psf for the Foundation Soils in the basin areas. For the CCR and soil mix found below the 1971 dike, representative drained shear strength parameters were conservatively selected to be ϕ′ = 25 degrees and c’ = 0 psf. For the LOLA Dike Fill and Foundation Soils, the drained shear strength parameters were selected to be ϕ′ = 34 degrees and c’ = 0 psf from the SPT-based estimations. For the CCR and soil mix found in a portion of the LOLA dike, ϕ′ = 31 degrees and c’ = 0 psf were selected as drained shear strength parameters. The strength parameters for the clayey Foundation Soils were selected based on the CU test results. A representative Su/σc’ of 0.35 and ϕ′ = 20 degrees and c’ = 288 psf were selected as undrained and drained shear strength parameters for the clayey Foundation Soils, respectively. The CCR strength parameters were selected based on the CU test results. A representative Su/σc’ of 1.0 and ϕ′ = 34 degrees and c’ = 0 psf were selected as undrained and drained shear strength parameters for CCR, respectively. In general, compacted CCR have a higher friction angle than impounded CCR, as indicated in SPT results and CPT soundings. Geosyntec conducted CU tests on compacted CCR samples (collected from another site) and selected representative strength parameters of ϕ′ = 36 degrees and c’ = 0 psf. Those values can be used for slope stability analyses for the 2006 dike. The selected shear strength parameters are summarized in Table 4. 5.3 Compressibility The preconsolidation pressure (Pc), the modified compression ratio (Ccε), and the modified recompression ratio (Crε) were estimated from the 1-D consolidation test [ASTM D 2435]. The overconsolidation ratio (OCR) was calculated as the ratio between Pc and in-situ effective overburden stress. As part of Geosyntec’s laboratory testing program, one 1-D consolidation test was conducted on one CCR sample collected from the 2006 ICA. In addition, the results of two 1-D consolidation tests on the CCR samples collected from within the 1984 Basin are available in the historical Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 11 investigation report prepared by Withers & Ravenel (2006). These consolidation test results are plotted on Figures 13a through 13d. The test results for the CCR samples indicate that the estimated Pc generally ranges from 1,500 psf to 5,500 psf, the estimated Ccε ranges from 0.03 to 0.09, and the estimated Crε ranges from 0.004 to 0.008. With the estimated Pc, the calculated OCR is 2.0 or greater. The 1-D consolidation test results are summarized in Table 5. A representative Ccε of 0.06 and a representative Crε of 0.006 was selected for the CCR in the 1984 Basin and the 2006 ICA. The OCR can be conservatively assumed to be 1 (i.e., normally consolidated) for those CCR. The selected compressibility parameters are summarized in Table 4. 5.4 Hydraulic Conductivity The result of one hydraulic conductivity test [ASTM D 5084] for the CCR bulk sample (remolded) collected from the 2006 ICA is available in the historical investigation report (Withers & Ravenel, 2006). The measured hydraulic conductivity is 2.0x10-4 cm/s. The information on the sample tested is summarized in Table 6. The hydraulic conductivities of Foundation Soils and CCR estimated from in-situ tests and using a correlation with grain size distributions are presented in the Removal Plan. 5.5 Compaction The Standard Proctor test [ASTM D 698] or a variation is used to evaluate the moisture-density relationship for cohesive soils in general. The results of two Standard Proctor tests for the CCR bulk samples collected from within the 1984 Basin is available in the historical investigation report (Withers & Ravenel, 2006). Those test results are summarized in Table 7. The test results for the CCR samples indicate that the estimated maximum dry densities are 51.8 pcf and 61.2 pcf, and the corresponding estimated optimum moisture contents are 56.1% and 45.7%, respectively. No compaction testing was conducted on the Foundation Soil samples due to sandy nature. Typical ranges of maximum dry unit weights and optimum moisture contents for different soil types are presented in Naval Facilities Engineering Command (NAVFAC) Design Manual 7.02 [1986]. From the presented range, a representative maximum dry density of 110 pcf and a representative optimum water content of 15% were selected for Foundation Soils. 5.6 CCR Flow Potential As part of the Geosyntec conceptual closure investigation, pH [ASTM D 4972] and calcium content tests [ASTM D 4373] were conducted on 13 CCR samples collected from the 1971 Basin, 1984 Basin, and 2006 ICA to evaluate the flow potential. The results are summarized in Table 8. Each set of pH tests was conducted with two types of test solutions (i.e., distilled water and calcium chloride). The results show that the type of test solution used did not have a significant impact on the measured pH values. The average pH value for each set of tests is plotted on Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 12 Figure 14. The calcium content test results indicate that no calcium was found in the tested samples. This is consistent with the information that flue gas desulfurization (FGD) materials were not removed from the flue gasses and disposed in the CCR Basins at Sutton. 5.7 Shear Wave Velocity As part of the Geosyntec conceptual closure investigation, shear wave velocity measurements were taken at 1.3-ft to 5-ft intervals at selected locations using a seismic CPT (SCPT) in the field. These measurements were used to calculate the shear wave velocities (Vs) of the subsurface materials. The Vs values were calculated by the Mid-Atlantic Drilling (the CPT contractor) based on the direct SCPT measurements and provided to Geosyntec. The Vs for the Dike Fill and the Foundation Soils was also estimated using an empirical correlation with sleeve friction from CPT soundings [Mayne, 2006] as follows: Vs = 118.8 log(fs)+18.5 Equation 3 where: Vs = shear wave velocity (m/s); and fs = sleeve friction (kPa). The results of Vs calculated using the direct SCPT measurements and the Vs profiles estimated from the empirical correlation are plotted on Figure 15a for the Dike Fill and the Foundation Soils. The results of Vs calculated based on the direct SCPT measurements are plotted on Figure 15b for the CCR in both the 1971 and 1984 Basins, and the 2006 ICA. 5.8 Total Unit Weight 5.8.1 Dike Fill and Foundation Soils As part of Geosyntec’s laboratory testing program, the dry unit weight and initial moisture content were measured during the shear strength testing for one sample of the clayey Foundation Soils. The total unit weight was calculated using the measured dry unit weight and initial moisture content. The measured dry unit weight and moisture content along with the calculated total unit weight are presented in Table 9. No total unit weight tests on Dike Fill or the sandy Foundation Soils were conducted as those are predominantly sandy. However, as part of the Geosyntec conceptual closure investigation, shear wave velocity measurements were taken at 1.3-ft to 5-ft intervals at selected locations using SCPT in the field. These measurements were used to estimate the saturated unit weight (γt) of the Dike Fill and sandy Foundation Soils. The estimation was based on an empirical correlation with a shear wave velocity (Vs) [Mayne, 2005] as follows: γt =8.32× log Vs −1.61× log z Equation 4 where: Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 13 γt = saturated total unit weight (kN/m3); and Vs = shear wave velocity (m/s); and z = depth (m). The results of unit weight calculated using the direct SCPT are plotted on Figure 16a for the Dike Fill and the Foundation Soils, along with the total unit weight measurement for the clayey Foundation Soil sample. 5.8.2 CCR As part of Geosyntec’s laboratory testing program, the Bulk Density test [Modified ASTM D 2937] was conducted on one CCR sample collected from the 2006 ICA to measured dry unit weight and moisture content. The total unit weight was calculated using the measured dry unit weight and moisture content. In addition, three total unit weights of the CCR samples collected from within the 1984 Basin were: (i) reported in bulk density tests; or (ii) calculated from the dry unit weights and initial moisture contents measured in the shear strength and 1-D consolidation tests (Withers & Ravenel, 2006). The total unit weights of those CCR samples are summarized in Table 9 and presented on Figure 16b. The results indicate that the total unit weight of the CCR ranges from 87 pcf to 97 pcf. 5.8.3 Selected Total Unit Weight Representative total unit weights of 120 pcf and 115 pcf were selected for the Dike Fill and Foundation Soils, respectively. A representative total unit weight of 95 pcf was selected for the CCR. The selected total unit weights are summarized in Table 4. 6 REFERENCES ASTM Standard D 1586 (2011), "Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils," ASTM International, West Conshohocken, PA, DOI: 10.1520/ D1586-11, www.astm.org. ASTM Standard D 2216 (2010), "Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass," ASTM International, West Conshohocken, PA, DOI: 10.1520/ D2216-10, www.astm.org. ASTM Standard D 2435 (2011), "Standard Test Methods for One-Dimensional Consolidation Properties of Soils Using Incremental Loading," ASTM International, West Conshohocken, PA, DOI: 10.1520/D2435_D2435M-11, www.astm.org. ASTM Standard D 2937 (2010), "Standard Test Method for Density of Soil in Place by the Drive- Cylinder Method," ASTM International, West Conshohocken, PA, DOI: 10.1520/D2937-10, www.astm.org. Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 14 ASTM Standard D 422 (2007), "Standard Test Method for Particle-Size Analysis of Soils," ASTM International, West Conshohocken, PA, DOI: 10.1520/D0422-63R07, www.astm.org. ASTM Standard D 4318 (2010), "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils," ASTM International, West Conshohocken, PA, DOI: 10.1520/D4318-10, www.astm.org. ASTM Standard D 4373 (2007), "Standard Test Method for Rapid Determination of Carbonate Content of Soils," ASTM International, West Conshohocken, PA, DOI: 10.1520/D4373- 02R07, www.astm.org. ASTM Standard D 4767 (2011), "Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils," ASTM International, West Conshohocken, PA, DOI: 10.1520/D4767-11, www.astm.org. ASTM Standard D 4972 (2007), "Standard Test Method for pH of Soils," ASTM International, West Conshohocken, PA, DOI: 10.1520/D4972-01R07, www.astm.org. ASTM Standard D 5084 (2010), "Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter," ASTM International, West Conshohocken, PA, DOI: 10.1520/D5084-10, www.astm.org. ASTM Standard D 5778 (2012), "Standard Test Method for Electronic Friction Cone and Piezocone Penetration Testing of Soils," ASTM International, West Conshohocken, PA, DOI: 10.1520/ D5778-12, www.astm.org. ASTM Standard D 698, (2012), “Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort,” ASTM International, West Conshohocken, PA, DOI: 10.1520/D698-12e01, www.astm.org. ASTM Standard D 6282 (1998), "Standard Guide for Direct Push Soil Sampling for Environmental Site Characterizations," ASTM International, West Conshohocken, PA, DOI: 10.1520/ D6282-98R05, www.astm.org. ASTM Standard D 854 (2010), "Standard Test Methods for Specific Gravity of Soil Solids by Water Pycnometer," ASTM International, West Conshohocken, PA, DOI: 10.1520/D0854-10, www.astm.org. Blasland, Blocking & Lee, Inc (2005), “Phase II Remedial Investigation Report for the Former Ash Disposal Area, L.V. Sutton Steam Electric Plant, Wilmington, NC” Geosyntec Consultants, Inc. (2014a), “Preliminary Site Investigation Data Report, Conceptual Closure Plan, L.V. Sutton Plant.” Geosyntec Consultants of North Carolina, PC Duke Energy Coal Combustion Residuals Management Program Appendix C – Geotechnical Subsurface Stratigraphy and Material Properties Revision 0 December 2016 15 Geosyntec Consultants, Inc. (2014b), “Preliminary Site Investigation Data Report Addendum No. 1, Conceptual Closure Plan, L.V. Sutton Plant.” Geosyntec Consultants, Inc. (2014c), “Data Interpretation and Analysis Report, Conceptual Closure Plan, L.V. Sutton Plant.” Geosyntec Consultants, Inc. (2014d), “Data Interpretation and Analysis Report Addendum No. 1, Conceptual Closure Plan, L.V. Sutton Plant.” Hatanaka, M. and A. Uchida (1996), "Empirical Correlation between Penetration Resistance and Internal Friction Angle of Sandy Soils," Soils and Foundations, Vol. 36, No. 4, pp. 1-9. Kulhawy, F.H. and P.W. Mayne (1990), "Manual on Estimating Soil Properties for Foundation Design," Report EPRI EL-6800, Electric Power Research Institute, Palo Alto, California, 306 pp. MACTEC Engineering and Consulting, Inc. (2010), “Report of Piezometer Installation and Observations, 1984 Ash Pond – Sutton Plant, Wilmington, North Carolina” MACTEC Engineering and Consulting, Inc. (2011), “Ash Pond Dike Stability Analysis, Progress Energy – Sutton Plant, New Hanover County, North Carolina” Mayne, P.W. (2005), “Integrated ground behavior: In-situ and laboratory tests”, Deformation of Geomaterials, Vol. 2, pp.155–177. Mayne, P.W. (2006), “The 2nd James K. Mitchell Lecture: Undisturbed Sand Strength from Seismic Cone Tests”, Geomechanics and Geoengineering, Vol. 1, No. 4, pp.239–247. Naval Facilities Engineering Command (1986), “Foundations & Earth Structures,” Design Manual 7.02. U.S. Gelogical Survey (USGS) (2014), “Hydrogeology, Hydraulic Characteristics, and Water- Quality Conditions in the Surficial, Castle Hayne, and Peedee Aquifers of the Greater New Hanover County Area, North Carolina, 2012-13.” TABLES 1 of 12 Table 1. Summary of Field Investigation in Basins and LOLA ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks B-1 30 Mud Rotary 1971 Dike 199047.7 2304123.9 MACTEC (2010) Piezometer B-2 30 Mud Rotary 1971 Dike 198633.0 2304359.2 MACTEC (2010) Piezometer B-3 30 Mud Rotary 1971 Dike 198308.0 2305057.9 MACTEC (2010) Piezometer HA-1-1 10 Hand Auger 1971 Dike Mid- Slope Not Available Not Available MACTEC (2010) HA-1-2 5 Hand Auger 1971 Dike Toe Not Available Not Available MACTEC (2010) HA-2-1 9 Hand Auger 1971 Dike Mid- Slope Not Available Not Available MACTEC (2010) HA-2-2 3 Hand Auger 1971 Dike Toe Not Available Not Available MACTEC (2010) HA-3-1 10 Hand Auger 1971 Dike Mid- Slope Not Available Not Available MACTEC (2010) HA-3-2 7 Hand Auger 1971 Dike Toe Not Available Not Available MACTEC (2010) PZ-1 15 HSA 1984 Dike 201335.8 2305416.9 MACTEC (2009) PZ-1A 30 HSA 1984 Dike 201341.2 2305414.9 MACTEC (2009) PZ-2 15 HSA 1984 Dike 201700.7 2305280.1 MACTEC (2009) PZ-2A 30 HSA 1984 Dike 201705.6 2305277.9 MACTEC (2009) PZ-3 15 HSA 1984 Dike 202050.7 2304950.4 MACTEC (2009) Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 2 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks PZ-3A 30 HSA 1984 Dike 202048.1 2304944.6 MACTEC (2009) PZ-4 15 HSA 1984 Dike 201882.3 2304533.1 MACTEC (2009) PZ-4A 30 HSA 1984 Dike 201880.1 2304528.3 MACTEC (2009) PZ-5 15 HSA 1984 Dike 201598.9 2304324.9 MACTEC (2009) PZ-5A 30 HSA 1984 Dike 201593.0 2304324.1 MACTEC (2009) PZ-6 15 HSA 1984 Dike 200991.4 2304343.4 MACTEC (2009) PZ-6A 30 HSA 1984 Dike 200985.5 2304343.6 MACTEC (2009) PZ-1B 4.5 Hand Auger 1984 Dike Toe Not Available Not Available MACTEC (2009) PZ-2B 4.5 Hand Auger 1984 Dike Toe Not Available Not Available MACTEC (2009) PZ-3B 4.5 Hand Auger 1984 Dike Toe Not Available Not Available MACTEC (2009) PZ-4B 4.5 Hand Auger 1984 Dike Toe Not Available Not Available MACTEC (2009) PZ-5B 4.5 Hand Auger 1984 Dike Toe Not Available Not Available MACTEC (2009) PZ-6B 4.5 Hand Auger 1984 Dike Toe Not Available Not Available MACTEC (2009) Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 3 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks WR-4 70 HSA & Mud Rotary, CPT Within the 1984 Basin (2006 ICA) 200805.1 2305178.0 Withers & Ravenel (2006) CPT only for top 13'; GPS Coordinates WR-5A 65 HSA & Mud Rotary Within the 1984 Basin (2006 ICA) 200643.3 2304829.1 Withers & Ravenel (2006) Two offset borings to collect Shelby Tube samples; GPS Coordinates WR-5B 64 HSA, CPT Within the 1984 Basin (2006 ICA) 200683.4 2304845.4 Withers & Ravenel (2006) Boring only for top 15.5'; Shear Wave Velocity Measurements during CPT; GPS Coordinates WR-6 70 HSA & Mud Rotary, CPT Within the 1984 Basin (2006 ICA) 200174.0 2305092.8 Withers & Ravenel (2006) CPT only for top 13'; GPS Coordinates WR-7 70 HSA & Mud Rotary 1971/1984 Divider Dike 199682.3 2304881.3 Withers & Ravenel (2006) GPS Coordinates WR-11 66 HSA, CPT Within the 1984 Basin (2006 ICA) 199943.1 2304265.7 Withers & Ravenel (2006) CPT only for top 18.5'; GPS Coordinates MW-13 13 HSA LOLA Dike 197948.1 2305008.2 BBL (2004) MW-13D 42 Mud Rotary LOLA Dike 197965.4 2305017.5 BBL (2005) MW-14 11 HSA LOLA 197252.2 2306178.4 BBL (2004) MW-15 11 HSA LOLA 196475.7 2306044.0 BBL (2004) MW-15D 48 Mud Rotary LOLA 196477.0 2306061.1 BBL (2005) Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 4 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks MW-16 12 HSA LOLA 196975.9 2306753.2 BBL (2004) MW-16D 47 Mud Rotary LOLA 196962.7 2306758.1 BBL (2005) MW-20 14 HSA LOLA 196258.0 2305318.1 BBL (2005) MW-20D 52 Mud Rotary LOLA 196256.9 2305326.1 BBL (2005) GP-01 40 Geoprobe Within the 1971 Basin 198282.9 2305487.8 Geosyntec (2014) GP-02 84 Geoprobe Within the 1971 Basin 198829.2 2305479.9 Geosyntec (2014) GP-03 88 Geoprobe Within the 1971 Basin 199020.4 2305207.6 Geosyntec (2014) GP-04 28 Geoprobe Within the 1971 Basin 198013.2 2306204.1 Geosyntec (2014) GP-05 24 Geoprobe Within the 1971 Basin 199238.5 2304436.7 Geosyntec (2014) GP-06 28 Geoprobe Within the 1971 Basin 199016.4 2305634.6 Geosyntec (2014) GP-07 36 Geoprobe Within the 1971 Basin 197980.6 2305972.0 Geosyntec (2014) GP-08 32 Geoprobe Within the 1971 Basin 198603.9 2304725.8 Geosyntec (2014) GP-09 40 Geoprobe Within the 1971 Basin 198963.0 2304385.6 Geosyntec (2014) Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 5 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks GP-10 24 Geoprobe Within the 1971 Basin 199091.6 2304846.3 Geosyntec (2014) GP-11 24 Geoprobe Within the 1971 Basin 199364.0 2304729.4 Geosyntec (2014) GP-12 40 Geoprobe Within the 1971 Basin 199302.5 2305001.6 Geosyntec (2014) GP-13 80 Geoprobe Within the 1971 Basin 199150.5 2305092.7 Geosyntec (2014) GP-14 84 Geoprobe Within the 1971 Basin 198621.2 2305747.4 Geosyntec (2014) GP-15 84 Geoprobe Within the 1971 Basin 198295.2 2305863.3 Geosyntec (2014) GP-16 8 Geoprobe Within the 1971 Basin 199205.8 2305531.9 Geosyntec (2014) GP-16A 16 Geoprobe Within the 1971 Basin 199203.7 2305516.8 Geosyntec (2014) GP-17 60 Geoprobe 1971/1984 Divider Dike 199099.6 2305644.4 Geosyntec (2014) MB-1 36 Geoprobe Within the 1971 Basin 198663.1 2304987.5 Geosyntec (2014) MB-2 84 Geoprobe Within the 1971 Basin 198526.3 2305458.9 Geosyntec (2014) SPT-01 40 Mud Rotary 1971 Dike 198394.4 2304871.1 Geosyntec (2014) Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 6 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks SPT-02 45 Mud Rotary 1971/1984 Divider Dike 199661.1 2304984.0 Geosyntec (2014) SPT-03 49 Mud Rotary Within the 1971 Basin 198480.3 2305994.5 Geosyntec (2014) PZ-1971 22 Mud Rotary Within the 1971 Basin 198492.4 2305987.6 Geosyntec (2014) Abandoned in 2015 SPT-04 35 Mud Rotary 1984 Dike 199524.4 2306083.5 Geosyntec (2014) SPT-05 40 Mud Rotary 1984 Dike 200793.1 2305614.9 Geosyntec (2014) SPT-06 50 Mud Rotary 1984 Dike 201169.8 2304341.6 Geosyntec (2014) SPT-07 12 Mud Rotary Within the 1984 Basin 199252.5 2305887.9 Geosyntec (2014) SPT-08 45 Mud Rotary 1984 Dike 199898.8 2304200.6 Geosyntec (2014) SPT-09/ PZ-INT 18 Mud Rotary Within the 2006 ICA 200420.5 2304536.3 Geosyntec (2014) Boring and Piezometer Co- located PZ-101 22 Mud Rotary 2006 Dike 200675.4 2304779.8 Geosyntec (2014) PZ-102 22 Mud Rotary 2006 Dike 200868.2 2305186.9 Geosyntec (2014) PZ-103 30 Mud Rotary 1984 Dike 200329.2 2305784.8 Geosyntec (2014) PZ-104 30 Mud Rotary 1984 Dike 200008.4 2304134.3 Geosyntec (2014) PZ-105 25 Mud Rotary 1971 Dike 198085.0 2305518.7 Geosyntec (2014) PZ-106 25 Mud Rotary 1971 Dike 198414.9 2304821.4 Geosyntec (2014) Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 7 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks PZ-107 25 Mud Rotary 1971 Dike 198966.6 2304088.7 Geosyntec (2014) PZ-108S 18 Mud Rotary Within the 1971 Basin 198487.7 2304871.2 Geosyntec (2014) PZ-108D 30 Mud Rotary Within the 1971 Basin 198492.2 2304861.1 Geosyntec (2014) THB-1 9 Hand Auger 1971 Dike Toe 198299 2304924 Geosyntec (2014) Coordinates from Hand-held GPS THB-2 9.5 Hand Auger 1971 Dike Toe 198299 2304924 Geosyntec (2014) Approximate Coordinates THB-3 5 Hand Auger 1971 Dike Toe 198442 2304651 Geosyntec (2014) Coordinates from Hand-held GPS THB-4 7 Hand Auger 1971 Dike Toe 198442 2304651 Geosyntec (2014) Approximate Coordinates SPT-12 100 Mud Rotary Within the 1971 Basin 199189.8 2304359.6 Geosyntec (2015) SPT-13 85 Mud Rotary Within the 1971 Basin 198345.9 2305184.2 Geosyntec (2015) SPT-14 100 Mud Rotary Within the 1971 Basin 198316.1 2306206.3 Geosyntec (2015) EW-1 49 Mud Rotary Within the 1971 Basin 198440 2306217 Geosyntec (2015) Abandoned in 2015; Approximate Coordinates PT-1 41 Mud Rotary Within the 1971 Basin 198434 2306217 Geosyntec (2015) Abandoned in 2015; Approximate Coordinates Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 8 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks PT-2 40.3 Mud Rotary Within the 1971 Basin 198428 2306217 Geosyntec (2015) Abandoned in 2015; Coordinates from Hand-held GPS PT-3 70 Mud Rotary Within the 1971 Basin 198435 2306226 Geosyntec (2015) Abandoned in 2015; Coordinates from Hand-held GPS PT-4 70 Mud Rotary Within the 1971 Basin 198431 2306227 Geosyntec (2015) Abandoned in 2015; Approximate Coordinates F-DPT-1 16 Geoprobe LOLA 196875.5 2306640.9 Geosyntec (2014) F-DPT-2 12 Geoprobe LOLA 197079.5 2306716.4 Geosyntec (2014) F-DPT-3 12 Geoprobe LOLA 197022.7 2306385.9 Geosyntec (2014) F-DPT-4 20 Geoprobe LOLA 196505.8 2305220.2 Geosyntec (2014) F-DPT-5 20 Geoprobe LOLA 197182.6 2305313.3 Geosyntec (2014) F-DPT-6 20 Geoprobe LOLA 197155.9 2305004.4 Geosyntec (2014) F-DPT-7 20 Geoprobe LOLA 197035.6 2305560.4 Geosyntec (2014) F-DPT-8 20 Geoprobe LOLA 197251.1 2305892.6 Geosyntec (2014) F-DPT-9 20 Geoprobe LOLA 197173.0 2306258.2 Geosyntec (2014) F-DPT-10 24 Geoprobe LOLA 197915.9 2305065.0 Geosyntec (2014) F-DPT-11 20 Geoprobe LOLA 197706.3 2305633.3 Geosyntec (2014) F-DPT-12 20 Geoprobe LOLA 197519.4 2305959.0 Geosyntec (2014) Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 9 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks F-DPT-13 12 Geoprobe LOLA 196602.1 2306104.6 Geosyntec (2014) F-DPT-14 20 Geoprobe LOLA 197495.7 2305270.0 Geosyntec (2014) F-DPT-15 16 Geoprobe LOLA 196723.8 2305805.9 Geosyntec (2014) LO-SPT- 1 50 Mud Rotary LOLA Dike 196830.7 2305008.2 Geosyntec (2015) LO-SPT- 2 50 Mud Rotary LOLA Dike 197296.3 2304961.1 Geosyntec (2015) LO-SPT- 3 50 Mud Rotary LOLA Dike 197662.0 2304949.4 Geosyntec (2015) LO-SPT- 4 50 Mud Rotary LOLA Dike 197890.4 2305246.0 Geosyntec (2015) LO-SPT- 5 50 Mud Rotary LOLA Dike 197711.7 2305633.1 Geosyntec (2015) LO-SPT- 6 50 Mud Rotary LOLA Dike 197519.1 2306018.7 Geosyntec (2015) WR-1 20.8 CPT Within the 1984 Basin (2006 ICA) 199689.7 2305659.7 Withers & Ravenel (2006) Dissipation Tests @ 13.0' bgs; GPS Coordinates WR-2 17.7 CPT Within the 1984 Basin (2006 ICA) 200400.7 2305553.9 Withers & Ravenel (2006) Dissipation Tests @ 7.1 and 16.7' bgs; Shear Wave Velocity Measurements; GPS Coordinates Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 10 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks WR-3 70 CPT 1984 Dike 200475.8 2305723.6 Withers & Ravenel (2006) GPS Coordinates WR-8 16.4 CPT Within the 1984 Basin (2006 ICA) 199775.1 2304903.0 Withers & Ravenel (2006) Dissipation Tests @ 16.4' bgs; GPS Coordinates WR-10 70 CPT 1984 Dike 199905.4 2304199.2 Withers & Ravenel (2006) GPS Coordinates WR-12 70 CPT 1984 Dike 200353.3 2304140.0 Withers & Ravenel (2006) GPS Coordinates WR-13 18.4 CPT Within the 1984 Basin (2006 ICA) 199824.9 2305788.3 Withers & Ravenel (2006) GPS Coordinates WR-14 17.6 CPT Within the 1984 Basin (2006 ICA) 200549.5 2305461.9 Withers & Ravenel (2006) GPS Coordinates WR-15 17.2 CPT Within the 1984 Basin (2006 ICA) 199830.1 2304294.5 Withers & Ravenel (2006) GPS Coordinates WR-16 18 CPT Within the 1984 Basin (2006 ICA) 200051.4 2304183.2 Withers & Ravenel (2006) GPS Coordinates CPT-1 59.4 CPT 1971/1984 Divider Dike 199089.0 2305654.6 Geosyntec (2014) CPT-2 40.0 CPT 1971 Dike 198736.6 2304157.1 Geosyntec (2014) Dissipation Tests @14.9', 24.9', and 34.9' bgs Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 11 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks CPT-3 70.9 CPT 1984 Dike 198855.7 2306324.2 Geosyntec (2014) Dissipation Tests @35.1', 40.7', and 60.5' bgs CPT-4 39.9 CPT 1984 Dike 201961.8 2304729.9 Geosyntec (2014) Dissipation Tests @15.1', 18.5', and 34.9' bgs CPT-5 6.7 CPT 1984 Dike 200480.1 2304183.8 Geosyntec (2014) CPT-6A 19.9 CPT 2006 Dike 200492.7 2305640.8 Geosyntec (2014) Dissipation Tests @ 20.0' bgs CPT-7A 19.9 CPT 2006 Dike 200775.7 2305010.9 Geosyntec (2014) Dissipation Tests @ 20.0' bgs CPT-8 70.2 CPT Within the 1971 Basin 198459.5 2306009.7 Geosyntec (2014) Dissipation Tests @ 34.9', 49.9', and 65.0' bgs SCPT-1 49.9 CPT Within the 1984 Basin 198324.2 2306263.9 Geosyntec (2014) Shear Wave Velocity Measurements SCPT-2 70.1 CPT 1984 Dike 201744.4 2305260.9 Geosyntec (2014) Dissipation Tests @ 14.9', 30.0', 40.0, and 65.1' bgs; Shear Wave Velocity Measurements SCPT-3A 19.7 CPT 2006 Dike 199955.1 2304248.6 Geosyntec (2014) Dissipation Tests @ 19.8' bgs; Shear Wave Velocity Measurements SCPT-4 11.8 CPT Within the 1984 Basin 198965.3 2306083.4 Geosyntec (2014) Shear Wave Velocity Measurements SCPT-5A 20.8 CPT 2006 Dike 199742.4 2304973.5 Geosyntec (2014) Dissipation Tests @ 21.0' bgs; Shear Wave Velocity Measurements Table 1. Summary of Field Investigation in Basins and LOLA (Continued) 12 of 12 ID Depth (ft, bgs) Investigation Method Location Northing (NAD 83) Easting (NAD 83) Consultant (Year) Remarks SCPT-6 19.9 CPT Within the 2006 ICA 199780.1 2305143.7 Geosyntec (2014) Shear Wave Velocity Measurements Note(s): [1] bgs: Below Ground Surface; HSA: Hollow Stem Auger; ICA: Interior Containment Area. [2] The official nomenclature for the piezometers installed on the 1971 and 1984 dikes includes a State Dam ID “NEWHA-004” and “NEWHA- 005,” respectively. [3] The postfix ‘a’ indicates the investigation was performed along the 2006 dike. [4] WR-9 was not performed. 1 of 6 Table 2. Summary of Index Test Results Sample ID Sample Type [1] Depth [2] (ft bgs) Material Natural Moisture Content [3] (%) LL (%) PL (%) PI (%) Gravel (%) Sand (%) Silt (%) Clay (%) Fines Content (%) Specific Gravity USCS [4] SPT-1-SS-2 SS 4.3 Soil - - - - - - - - 25.3 - SM SPT-1-SS-4A SS 9.1 Soil - - - - - - - - 5.7 - SP-SM SPT-1-SS-6 SS 14.3 Ash & Soil - - - - - - - - 19 - SM SPT-1-SS-7 SS 16.0 Ash & Soil - - - - 0 57 38.6 4.4 43 - SM SPT-1-SS-8A SS 17.8 Ash & Soil - - - - 0.4 23.1 72.1 4.4 76.5 - ML SPT-1-SS-8B SS 18.8 Ash - - - - - - - - 36.7 - SM SPT-1-SS-9 SS 20.0 Ash - NP NP NP - - - - 65.7 - ML SPT-1-SS-10 SS 22.0 Ash & Soil - - - - - - - - 51.5 - ML SPT-1-SS-11A SS 23.8 Ash - - - - - - - - 79.5 - ML SPT-1-SS-12 SS 26.0 Soil - - - - 0 96.7 - - 3.3 - SP SPT-1-SS-14 SS 34.3 Soil - - - - - - - - 37.6 - SM SPT-1-SS-15 SS 39.3 Soil - - - - - - - - - 2.683 SM SPT-2-SS-3 SS 6.8 Soil - - - - - - - - 7.6 - SP-SM SPT-2-SS-6 SS 19.3 Soil - - - - - - - - 3.5 - SP SPT-2-SS-8 SS 29.3 Soil - - - - 0 97.1 - - 2.9 - SP SPT-2-SS-10A SS 39.3 Soil 77.8 95 45 50 - - - - - - CH SPT-2-SS-10B SS 40.3 Soil - - - - - - - - 6.1 - SP-SM SPT-3-SS-3 SS 5.0 Ash 26.8 - - - - - - - 52 - ML SPT-3-SS-6 SS 11.0 Ash 28.5 - - - - - - - 50.2 - ML SPT-3-SS-8 SS 15.0 Ash - - - - 9.9 62.4 24.3 3.4 27.7 - SM SPT-3-SS-12 SS 23.0 Ash - NP NP NP - - - - 88.2 - ML SPT-3-SS-13 SS 25.0 Ash - - - - - - - - 84.7 - ML SPT-3-SS-14A SS 26.9 Ash 46.1 - - - - - - - - - ML SPT-3-SS-16B SS 31.5 Ash - - - - - - - - 92.4 - ML Table 2. Summary of Index Test Results (Continued) 2 of 6 Sample ID Sample Type [1] Depth [2] (ft bgs) Material Natural Moisture Content [3] (%) LL (%) PL (%) PI (%) Gravel (%) Sand (%) Silt (%) Clay (%) Fines Content (%) Specific Gravity USCS [4] SPT-3-SS-17A SS 32.5 Ash 43.4 - - - - - - - - 2.343 ML SPT-3-SS-17B SS 33.5 Soil - - - - 1.2 82.5 - - 16.3 - SM SPT-3-SS-18 SS 35.0 Ash - NP NP NP 0.2 8.8 80.5 10.5 91 - ML SPT-3-SS-19 SS 37.0 Ash & Soil - - - - - - - - 24.5 - SM SPT-3-SS-20B SS 40.0 Ash - - - - - - - - 77.3 - ML SPT-3-SS-21 SS 42.0 Ash & Soil - - - - 1.3 64.9 32.2 1.6 33.8 - SM SPT-3-SS-23 SS 46.0 Ash - - - - - - - - 44.9 - SM SPT-3-SS-24 SS 48.0 Ash - NP NP NP - - - - - - ML SPT-4-SS-3 SS 6.8 Soil - - - - - - - - 3.2 - SP SPT-4-SS-6 SS 19.3 Soil - - - - 0.4 96.6 1.6 1.4 3 - SP SPT-4-SS-7 SS 24.3 Soil - - - - - - - - 2.3 - SP SPT-4-SS-9 SS 34.3 Soil - - - - - - - - 2.7 2.694 SP SPT-5-SS-3 SS 6.8 Soil - - - - - - - - 8 - SP-SM SPT-5-SS-4 SS 9.3 Soil - - - - 0 97.4 - - 2.6 - SP SPT-5-SS-6 SS 19.3 Soil - - - - 0.9 97.4 1.1 0.6 1.7 - SP SPT-5-SS-8 SS 29.3 Soil - - - - - - - - 4.1 - SP SPT-6-SS-6 SS 19.3 Soil - - - - - - - - 3.9 - SP SPT-6-SS-8 SS 29.3 Soil - - - - 0.1 97.1 2.2 0.6 2.8 - SP SPT-6-SS-9 SS 34.3 Soil - - - - - - - - - 2.693 SP SPT-6-SS-11 SS 44.3 Soil - - - - - - - - 4.7 - SP SPT-7-SS-2 SS 3.0 Ash 31.1 - - - - - - - - - ML SPT-7-SS-4 SS 7.0 Ash 52.9 NP NP NP - - - - - - ML SPT-7-SS-5 SS 9.0 Ash - - - - 0 9.5 - - 90.5 - ML SPT-7-SS-6 SS 11.0 Ash - - - - - - - - 81.2 2.354 ML SPT-8-SS-2 SS 4.3 Soil - - - - - - - - 4.4 - SP Table 2. Summary of Index Test Results (Continued) 3 of 6 Sample ID Sample Type [1] Depth [2] (ft bgs) Material Natural Moisture Content [3] (%) LL (%) PL (%) PI (%) Gravel (%) Sand (%) Silt (%) Clay (%) Fines Content (%) Specific Gravity USCS [4] SPT-8-SS-6 SS 19.3 Soil - - - - 0 94.6 3.1 2.3 5.4 - SP-SM SPT-8-SS-7 SS 24.3 Soil - - - - 0.3 96.3 2.5 0.9 3.4 - SP SPT-8-SS-10 SS 39.3 Soil - - - - - - - - 3.3 - SP SPT-9-SS-2 SS 3.0 Ash 73.7 - - - - - - - - - ML SPT-9-SS-4 SS 7.0 Ash - NP NP NP - - - - - - ML SPT-9-SS-5 SS 9.0 Ash - - - - - - - - 97 - ML SPT-9-ST-6 ST 11.0 Ash 54.7 NP NP NP 0 6 88 6 94 2.268 ML SPT-9-SS-7 SS 13.0 Ash - - - - - - - - 92.8 - ML SPT-9-SS-8 SS 15.0 Ash 45.8 NP NP NP - - - - - - ML GP-1-S-5 GP 18.0 Ash 60.1 - - - - - - - - - ML GP-1-S-10 GP 38.0 Soil 20.6 - - - - - - - 1 - SP GP-2-S-7 GP 26.0 Ash 51.3 - - - - - - - - - ML GP-2-S-19A GP 73.9 Ash - 32 26 6 - - - - - - ML GP-3-S-15 GP 58.0 Ash - NP NP NP - - - - - 2.316 ML GP-3-S-20 GP 78.0 Ash 41.1 NP NP NP - - - - - 2.31 ML GP-3-S-21 GP 82.0 Ash - NP NP NP - - - - - - ML GP-4-S-6 GP 22.0 Soil 19.9 - - - - - - - - - SP GP-5-S-4B GP 15.0 Soil 106.9 152 57 95 - - - - - - CH GP-13-S-17 GP 66.0 Ash - NP NP NP - - - - - - ML GP-13-S-18 GP 70.0 Ash - NP NP NP - - - - - - ML GP-14-S-18 GP 70.0 Ash - NP NP NP - - - - - - ML GP-14-S-19 GP 75.0 Ash - NP NP NP - - - - - - ML GP-15-S-16 GP 62.0 Ash - NP NP NP - - - - - - ML GP-17-S-11 GP 43.7 Soil - 85 40 45 - - - - - - OH GP-17-S-12A GP 44.9 Soil - 126 60 66 - - - - - - OH Table 2. Summary of Index Test Results (Continued) 4 of 6 Sample ID Sample Type [1] Depth [2] (ft bgs) Material Natural Moisture Content [3] (%) LL (%) PL (%) PI (%) Gravel (%) Sand (%) Silt (%) Clay (%) Fines Content (%) Specific Gravity USCS [4] GP-17-S-12B GP 46.2 Soil - 67 31 36 - - - - - - CH GP-17-S-13 GP 50.0 Soil - 50 24 26 - - - - - - CH GP-17-S-14 GP 54.0 Soil - NP NP NP 0.1 58.8 24.7 16.8 41.1 - SM GP-17-S-15 GP 58.0 Soil - 26 22 4 - 44.4 33.8 21.8 55.6 - CL-ML MB-2-S-14 GP 66.0 Ash - NP NP NP - - - - - - ML MB-2-S-17 GP 78.0 Ash - NP NP NP - - - - - - ML B-1-SS-5 SS 11.8 Soil 17.1 - - - 0 95.5 - - 4.5 - SP B-1-SS-10 SS 24.3 Soil 19 - - - 0 98.2 - - 1.8 - SP B-2-SS-2 SS 4.3 Soil 13.2 - - - 0 95.9 - - 4.1 - SP B-2-SS-8 SS 19.3 Soil & Ash 71.1 52 42 10 0.4 19.8 - - 79.8 - MH B-3-SS-4 SS 9.3 Soil 25 NP NP NP 0 69.4 - - 30.6 - SM B-3-SS-5 SS 11.8 Soil 25.3 NP NP NP 0 74.7 - - 25.3 - SM B-3-SS-6 SS 14.3 Soil 28.7 NP NP NP 0 70.5 - - 29.5 - SM B-3-SS-8 SS 19.3 Soil & Ash 62.1 46 40 6 0 18.2 - - 81.8 - ML WR-5A ST 3.1 Ash - - - - 0 6.4 - - 93.6 - ML WR-5A ST 13.0 Ash - - - - 0 7.3 - - 92.7 - ML Bulk Sample 1 BU 1.5 Ash - NP NP NP 0 27.4 - - 72.6 - ML Bulk Sample 2 BU 7.5 Ash - - - - 0 34.5 - - 65.5 - ML SPT-12-S-3 SS 4.5 Ash 24 - - - - - - - - - ML SPT-12-S-8 SS 24.25 Soil - 147 66 81 0 0.6 27.5 71.9 99.4 2.513 MH SPT-12-S-9 ST 26 Soil 102.6 90 48 42 1.1 1.8 30.5 66.6 97.1 - MH SPT-12-S-14 SS 46.75 Soil - - - - 0 94.7 - - 5.3 2.713 SP-SC SPT-12-S-15 SS 51.75 Soil - 30 14 16 - - - - 39 - SC SPT-12-S-18 SS 59.25 Soil - - - - 0.2 93.5 - - 6.3 - SP-SC SPT-12-S-19 SS 64.25 Soil - - - - - - - - 7 - SP-SC Table 2. Summary of Index Test Results (Continued) 5 of 6 Sample ID Sample Type [1] Depth [2] (ft bgs) Material Natural Moisture Content [3] (%) LL (%) PL (%) PI (%) Gravel (%) Sand (%) Silt (%) Clay (%) Fines Content (%) Specific Gravity USCS [4] SPT-12-S-23 SS 74.25 Soil - NP NP NP 0.2 82.2 11.7 5.7 17.6 - SC SPT-12-S-27 SS 94.25 Soil - NP NP NP 0 69.7 22.2 8.1 30.3 2.725 SC SPT-13-S-2 SS 3 Ash 38.1 - - - - - - - - - ML SPT-13-S-12 SS 44.25 Soil - - - - 0 95.2 - - 4.8 2.668 SP SPT-13-S-17 ST 53 Soil 33.8 50 24 26 0 7 36 57 93 2.701 CH SPT-13-S-20 SS 59.25 Soil - NP NP NP 0 95.7 3.3 1 4.3 - SP SPT-13-S-24 SS 79.25 Soil - NP NP NP 0.1 85.6 - - 14.3 - SC SPT-14-S-3 SS 5 Ash 35.8 - - - - - - - - - ML SPT-14-S-9 SS 29.25 Soil - - - - 0 95 - - 5 - SP SPT-14-S-12 SS 44.25 Soil - - - - 0.4 96.6 - - 3 - SP SPT-14-S-15 SS 51.75 Soil - 54 24 30 0 4.6 57.3 38.1 95.4 - CH SPT-14-S-19 SS 64.25 Soil - - - - 0.2 95.1 - - 4.7 - SP SPT-14-S-23 SS 84.25 Soil - NP NP NP 0 79.8 - - 20.2 2.695 SC PT-2-S-7 SS 34.25 Soil - - - - 0 94.2 5.6 0.2 5.8 - SP-SC PT-3-S-11 SS 49.25 Soil - - - - - - - - 2.2 - SP PT-3-S-12 SS 51.75 Soil - - - - 0 93.3 6.3 0.4 6.7 - SP-SC PT-3-S-13 SS 54.25 Soil - - - - - - - - 2.6 - SP PT-3-S-17 SS 69.25 Soil - - - - 0.3 87.9 7.1 4.7 11.8 - SP-SC LO-SPT-1-S-3 SS 5 Soil & Ash 24.1 - - - 1.4 55.9 - - 42.7 2.418 SM LO-SPT-1-S-9 SS 29.25 Soil - - - - 0.2 96.7 - - 3.1 2.693 SP LO-SPT-1-S-12 SS 36.75 Soil - - - - - - - - 2.4 - SP LO-SPT-2-S-3 SS 6.75 Soil & Ash - - - - 0.8 72.2 - - 27 - SM LO-SPT-2-S-6 SS 19.25 Soil - - - - 0 98 - - 2 - SP LO-SPT-2-S-10 SS 39.25 Soil - - - - - - - - 1.9 - SP LO-SPT-2-S-11 SS 44.25 Soil - - - - - - - - 2.2 - SP Table 2. Summary of Index Test Results (Continued) 6 of 6 Sample ID Sample Type [1] Depth [2] (ft bgs) Material Natural Moisture Content [3] (%) LL (%) PL (%) PI (%) Gravel (%) Sand (%) Silt (%) Clay (%) Fines Content (%) Specific Gravity USCS [4] LO-SPT-3-S-2 SS 4.25 Soil & Ash - - - - 0.3 49.6 - - 50.1 2.485 ML LO-SPT-3-S-5 SS 14.25 Soil - - - - 0 96.8 - - 3.2 - SP LO-SPT-3-S-9 SS 34.25 Soil - - - - - - - - 2.1 2.678 SP LO-SPT-4-S-2 SS 4.25 Soil & Ash - - - - 1.4 70.8 - - 27.8 - SM LO-SPT-4-S-7 SS 24.25 Soil - - - - 0 97.2 - - 2.8 - SP LO-SPT-4-S-9 SS 34.25 Soil - - - - - - - - 3.4 - SP LO-SPT-5-S-4 SS 9.25 Soil - - - - - - - - 1.2 2.673 SP LO-SPT-5-S-7 SS 24.25 Soil - - - - 0 91.3 - - 8.7 2.697 SP-SC LO-SPT-6-S-3 SS 6.75 Soil - - - - - - - - - 2.681 SP LO-SPT-6-S-4 SS 9.25 Soil - - - - - - - - 2.7 - SP LO-SPT-6-S-5 SS 14.25 Soil - - - - 0 96.7 - - 3.3 - SP LO-SPT-6-S-9 SS 34.25 Soil - - - - - - - - 2.5 - SP LO-SPT-6-S-10 SS 39.25 Soil - - - - - - - - 2 - SP Note(s): [1] SS: Split-Spoon; ST: Shelby tube; GP: Geoprobe; BU: Bulk Sample [2] Mid-depth of the sample; bgs: Below Ground Surface [3] Additional moisture content tests were conducted as part of grain size distribution tests. However, these samples were excluded from the above table since they are affected by drilling mud used in the field. See Appendix 3 for these additional results. [4] USCS classification is determined based on a combination of visual-manual classification and laboratory data. [5] For SPT-9-ST-6 and SPT-13-S-17, the natural moisture content was also measured as part of additional laboratory tests. See Appendices 3.3 and 3.4 for these additional results. 1 of 1 Table 3. Summary of CU Test Results Boring ID Sample ID Source Sample Location Depth[1] (ft, bgs) Elevation[2] (ft, NAVD88) Material Moisture Content (%) Dry Unit Weight (pcf) σ'consol.(psi) Deviator Stress[3] (σ'1 - σ'3) (psi) WR-5A Not Available Withers & Ravenel 1984 Basin (2006 ICA) 12.6 16.2 Ash 101.2 49.1 8 50 13.6 15.2 Ash 55.8 63.7 15 100 13.1 15.7 Ash 62.5 62.1 25 72 N/A Bulk 2 [4] Withers & Ravenel 1984 Basin (2006 ICA) 7.5 21.2 Ash 49.5 57.0 5 33 Ash 49.5 57.0 12 43 Ash 49.5 56.9 24 51 SPT-9 ST-6 Geosyntec 2006 ICA 11.0 28.9 Ash 55.3 62.1 3 104 54.5 62.4 8 105 SPT-13 S-17 Geosyntec 1971 Basin 53 -19.5 Silty Clay 53.5 67.9 19 14 Silty Clay 48.2 64.6 27 19 Silty Clay 33.8 88 32 19 Note(s): [1] Mid-depth of the sample; bgs: Below Ground Surface; N/A: Not Applicable. [2] NAVD88: North American Vertical Datum of 1988. [3] Deviator stress at an axial strain of 15%. [4] The CU tests were conducted on the remolded samples. 1 of 1 Table 4. Selected Material Parameters Area Material Total Unit Weight (pcf) Drained Shear Strength Undrained Shear Strength Ratio Su/σc'[5] Undrained Shear Strength Ratio Su/σv'[5] Compressibility Cohesion, c' (psf) Friction Angle, φ' (degrees) Overconsolidation Ratio, OCR Modified Compression Ratio, Ccε Modified Recompression Ratio, Crε Basin Dike Fill 120[1] 0 38 - - - - - Basin Sandy Foundation Soils[7] 115[1] 0 34 - - - - - Basin Clayey Foundation Soils 115[1] 288 20 0.35 0.24 - - - Basin Impounded CCR 95[2] 0 [2] 34 [2] 1.0 0.6 1 [2], [6] 0.06 [2] 0.006 [2] Basin CCR and Soil Mix[8] 95[2] 0 [3] 25 - - - - - Basin Compacted CCR 95[2] 0 36[4] - - - - - LOLA Fill and Foundation Soils 115[1] 0 34 - - - - - LOLA CCR and Soil Mix 95[2] 0 [3] 31 - - - - - Note(s): [1] These parameters were selected as representative values for the given material. [2] These parameters were selected based on the test results for the impounded CCR samples collected from within the 1984 Basin and the 2006 Interior Containment Area. [3] A cohesion can be used for shallow depths to consider vegetation effects if any. [4] These parameters were selected based on the CU tests conducted on CCR at another confidential site located in the southeastern US. [5] Su/σ’v is the ratio between the undrained shear strength and vertical effective stress. It was obtained based on Su/σ’c (i.e., the ratio between the undrained shear strength and laboratory confining stress) after correcting for anisotropic effects. The Su/σ’v should be used for the slope stability analyses. [6] The OCR was conservatively selected to be 1 (i.e., normally consolidated). [7] The selected parameters are applicable for the material above Elevation -20 ft (NAVD88). [8] This material was encountered below the 1971 dike. [9] Due to sandy nature, no compaction testing was conducted on the Foundation Soil samples. Typical ranges of maximum dry unit weights and optimum moisture contents for different soil types are presented in Naval Facilities Engineering Command (NAVFAC) Design Manual 7.02 [1986]. From the presented range, a representative maximum dry density of 110 pcf and a representative optimum water content of 15% were selected for Foundation Soils. 1 of 1 Table 5. Summary of Consolidation Test Results Boring ID Sample ID Source Sample Location Depth[1] (ft, bgs) Elevation[2] (ft, NAVD88) Material Moisture Content (%) Dry Unit Weight (pcf) Pc (psf) OCR[3] Ccε Crε WR-5A Not Available Withers & Ravenel 1984 Basin (2006 ICA) 3.4 25.3 Ash 78.16 51.5 3800 1.0 0.088 0.008 12.2 16.5 Ash 101.17 41.11 5500 1.0 0.2526 Note 4 SPT-9 ST-6 Geosyntec 2006 ICA 11 28.9 Ash 54.6 60.3 1500 1.0 0.0309 0.004 Note(s): [1] Mid-depth of the sample; bgs: Below Ground Surface [2] NAVD88: North American Vertical Datum of 1988. [3] The OCR was calculated to be 2.0 or greater but is conservatively assumed to be 1.0. [4] No deformation was measured during the reloading, which indicates a malfunctioning gauge or inaccurate data. [5] Pc: preconsolidation pressure; Ccε: modified compression ratio; and Crε: modified recompression ratio. 1 of 1 Table 6. Summary of Hydraulic Conductivity Test Results Boring ID Sample ID Source Sample Location Depth[1] (ft, bgs) Elevation[2] (ft, NAVD88) Material Average Permeability (cm/s) N/A Bulk Sample 2 Withers & Ravenel 1984 Basin (2006 ICA) 7.5 21.2 Ash 2.0E-04 Note(s): [1] Mid-depth of the sample; bgs: Below Ground Surface; N/A: Not Applicable. [2] NAVD88: North American Vertical Datum of 1988. [3] The hydraulic conductivity tests were conducted on the remolded samples. 1 of 1 Table 7. Summary of Compaction Test Results Boring ID Sample ID Source Sample Location Depth[1] (ft, bgs) Elevation[2] (ft, NAVD88) Material Optimum Water Content (%) Maxiumum Dry Density (pcf) N/A Bulk Sample 1 Withers & Ravenel 1984 Basin (2006 ICA) 1.5 27.2 Ash 56.1 51.8 N/A Bulk Sample 2 Withers & Ravenel 1984 Basin (2006 ICA) 7.5 21.2 Ash 45.7 61.2 Note(s): [1] Mid-depth of the sample; bgs: Below Ground Surface; N/A: Not Applicable. [2] NAVD88: North American Vertical Datum of 1988. 1 of 1 Table 8. Summary Test Results for Flow Potential Evaluation Boring ID Sample ID Source Sample Location Sample Type[1] Depth[2] (ft, bgs) Elevation[3] (ft, NAVD88) Carbonate Content (%) pH Method 1[4] Method 2[4] SPT-1 SS-8B Geosyntec 1971 Basin SS 18.8 8.8 0% 6.1 6.0 SS-9 SS 20.0 7.5 0% 5.6 5.2 SPT-3 SS-13 1971 Basin SS 25.0 20.2 0% 5.0 5.1 SS-18 SS 35.0 10.2 0% 5.4 5.3 SS-23 SS 46.0 -0.8 0% 5.3 5.2 SPT-7 SS-5 1984 Basin SS 9.0 23.8 0% 6.5 6.2 SPT-9 SS-5 2006 ICA SS 9.0 30.9 0% 6.4 6.3 SS-8 SS 15.0 24.9 0% 6.0 6.0 SS-9 SS 17.0 22.9 0% 6.1 6.0 GP-2 S-7 1971 Basin GP 26.0 19.1 0% 6.1 6.0 S-19A GP 73.9 -28.8 0% 6.0 6.0 GP-3 S-20 1971 Basin GP 78.0 -30.7 0% 6.3 6.1 S-21 GP 82.0 -34.7 0% 6.2 6.1 Note(s): [1] SS: Split-spoon; GP: Geoprobe. [2] Mid-depth of the sample; bgs: Below Ground Surface. [3] NAVD88: North American Vertical Datum of 1988. [4] The solution used to conduct the test for methods 1 and 2 are distilled water and calcium chloride, respectively. 1 of 1 Table 9. Summary of Total Unit Weight Test Results Boring ID Sample ID Source Sample Location Material Depth[1] (ft, bgs) Elevation[2] (ft, NAVD88) Moisture Content (%) Dry Unit Weight (pcf) Total Unit Weight (pcf) WR-5A Not Available Withers & Ravenel 1984 Basin (2006 ICA) Ash 3.4 25.3 78.16 51.5 91.8 WR-5A Not Available Withers & Ravenel 1984 Basin (2006 ICA) Ash 9.2 19.6 74.69 49.8 87.0 WR-5A [3] Not Available Withers & Ravenel 1984 Basin (2006 ICA) Ash 12.8 15.9 80.16 54 97.3 SPT-9 ST-6 Geosyntec 2006 Basin Ash 11.0 28.9 54.9 61.5 95.3 SPT-13 S-17 Geosyntec 1971 Basin Soil 53 -19.5 33.8 86.8 116.1 Note(s): [1] Mid-depth of the sample; bgs: Below Ground Surface. [2] NAVD88: North American Vertical Datum of 1988. [3] The moisture content and dry unit weight presented are an average of the values measured during one 1-D consolidation and three CU tests. FIGURES 3 0 30 3 0 20 2 0 2 0 20 20 2 0 20 2 0 20 20 20 1 0 10 50 40 40 40 40 4 0 4 0 30 30 30 30 3 0 20 20 3 0 30 30 3 0 3 0 30 3 0 3 0 30 10 3 0 1 0 10 2 0 20 2 0 20 20 2 0 20 20 2 0 2 0 20 2 0 2 0 20 2 0 2 0 20 2 0 20 20 20 20 20 20 2 0 2 0 20 2 0 20 2 0 20 2 0 20 20 20 30 20 20 2 0 10 10 10 1 0 1 0 0 2 0 5 0 40 20 4 0 4 0 4 0 40 40 40 4 0 40 40 4 0 40 4 0 4 0 1 0 30 30 30 10 30 3 0 1 0 30 3 0 3 0 30 30 2 0 20 20 50 2 0 2 0 20 20 40 2 0 20 20 20 3030 30 30 3 0 30 4 0 30 3 0 40 3 0 3 0 10 10 40 2 0 20 20 40 20 2 0 4 0 20 20 2 0 20 2 0 2 0 40 20 20 2 0 20 40 20 2 0 20 20 20 20 20 20 30 20 10 1 0 30 1 0 1 0 0 50 5 0 30 40 40 40 40 40 4 0 40 40 40 40 40 40 40 4 0 20 40 40 40 40 40 20 30 3 0 30 30 30 30 20 30 3 0 30 30 30 30 2 0 20 20 20 1 0 20 20 20 2 0 10 2 0 0 10 0 1 0 1 0 10 10 10 1 0 1 0 1 0 10 10 10 1 0 1 0 1 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 E 2 3 0 3 0 0 0 E 2 3 0 4 0 0 0 E 2 3 0 7 0 0 0 N 201165 N 200165 N 199165 N 198165 N 197165 N 196165 E 2 3 0 6 0 0 0 N 202165 x x x x x x x x xxx x x x x x x xx xx x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x COOLING POND APPROXIMATE SITE PROPERTY BOUNDARY (NOTE 5) N 195165 E 2 3 0 2 0 0 0 E 2 3 0 1 0 0 0 WR-11 WR-6 F-DPT-10 PZ-1 PZ-2 PZ-3A PZ-4 PZ-6A PZ-6 PZ-1A PZ-2A PZ-3 PZ-4A PZ-5 PZ-5A PZ1971 PT-1 PT-2 PT-3 PT-4 PZ-2B PZ-3B PZ-5B SPT-12 SPT-13 F-DPT-1 HA-1-1 PZ-105 PZ-106 PZ-107 HA-1-2 HA-2-1 HA-2-2 HA-3-1 HA-3-2 EW-1 PZ-INT GP-13 F-DPT-2 F-DPT-3 F-DPT-4 F-DPT-5F-DPT-6 F-DPT-7 F-DPT-8 F-DPT-9 F-DPT-11 F-DPT-12 F-DPT-13 F-DPT-14 F-DPT-15 LO-SPT-1 LO-SPT-2 LO-SPT-3 LO-SPT-4 LO-SPT-5 LO-SPT-6 WR-1 WR-2 WR-3 WR-8 WR-10 WR-12 WR-13 WR-14 WR-15 WR-16 WR-5A WR-5B WR-7 WR-4 MW-13 MW-13D MW-14 MW-15 MW-15D MW-16MW-16D MW-20 MW-20D AERIAL SURVEY LIMIT (NOTE 11) I N T A K E C A N A L C A P E F E A R RI V E R 1971 BASIN LAY OF LAND (LOLA) APPROXIMATE LOCATION OF LAY OF LAND AREA (LOLA) APPROXIMATE OUTLINE OF 1971 BASIN APPROXIMATE OUTLINE OF 1984 BASIN APPROXIMATE OUTLINE OF COOLING BASIN (NOTE 5) CAPE FEAR RIVER HEADWALL AND GATE STRUCTURE OUTFALL 001 WEST RETENTION POND OUTFALL 004 OUTFALL 002 OUTFALL 008 E 2B D 2B C 2A B 2A A 2AF 2B DRAFT WORK IN PROGRESS - FOR REVIEW ONLY, NOT FOR CONSTRUCTION LEGEND x x x x x x x x x x x 10 NOTES: 1.THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION. 2.BATHYMETRIC SURVEY WAS PROVIDED BY WSP, TITLED "GEOTECHNICAL / ENVIRONMENTAL INVESTIGATION LOCATIONS & BATHYMETRIC SURVEY", FILE NAME SUTTON WELL BASE.DWG, DATED JUNE 12, 2014. THE BATHYMETRY SURVEY AREA PRESENTED ON THIS DRAWING IS REPRESENTED BY SHADED AREA IN PLAN. 3.COORDINATES AND DIRECTIONS SHOWN ON THIS DRAWING ARE BASED ON NORTH CAROLINA STATE PLANE COORDINATE SYSTEM NCGRID/NAD83 (2011). 4.ELEVATIONS ON THIS SURVEY ARE REFERENCED TO NAVD88 VERTICAL DATUM. 5.APPROXIMATE PROPERTY LINE BOUNDARY AND COOLING POND OUTLINE WERE OBTAINED FROM THE NORTH CAROLINA NEW HANOVER COUNTY GIS WEBSITE: HTTP://WWW.NHCGOV.COM/GIS-DATA-AVAILABLE-FOR-DOWNLOAD/, PARCEL SHAPE FILE DATA AND MISC PROPERTY LINES RESPECTIVELY, LAST UPDATE ON AUGUST 10, 2005. 6.DISCHARGE TOWER AND PIPE LOCATIONS ARE APPROXIMATE BASED ON AERIAL IMAGES AND HISTORICAL DRAWINGS. 7.PZ-1971, EW-1, AND PT-SERIES WERE ABANDONED IN MARCH / APRIL 2015. 8.HA-SERIES, THB-SERIES, AND PZ-B SERIES POINTS ARE SHOWN AT APPROXIMATE LOCATIONS. 9.POST-FIX 'A' IN THE GEOSYNTEC INVESTIGATION IDS INDICATES A POINT ON THE DIKE OF 2006 INTERIOR CONTAINMENT AREA. 10.THE OFFICIAL NOMENCLATURE FOR THE PIEZOMETERS INSTALLED ON THE 1971 AND 1984 DIKES INCLUDES A 67$7('$0,'³1(:+$´$1'³1(:+$´5(63(&7,9(/< 11.CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP. PROJECT NO: FIGURE FIELD INVESTIGATION LOCATION L.V. SUTTON ENERGY COMPLEX WILMINGTON, NORTH CAROLINA 28401 NOVEMBER 2015 1 GC5770 N 0 800' SCALE IN FEET HISTORICAL HAND AUGER HISTORICAL PIEZOMETER HISTORICAL CONE PENETRATION TEST HISTORICAL CONE PENETRATION TEST / SOIL TEST BORING GEOSYNTEC CONE PENETRATION TEST GEOSYNTEC GEOPROBE GEOSYNTEC HAND AUGER GEOSYNTEC PIEZOMETER GEOSYNTEC SEISMIC CONE PENETRATION TEST GEOSYNTEC SOIL TEST BORING B-1 MW-13 MW-13D PZ-1 HA-1-1 PZ-1B WR-1 WR-4, WR-5A WR-5B, WR-6 WR-7, WR-11 EW-1, PT-1 PZ-1, PZ-101 PZ-108S, PZ-108D PZ-INT, PZ-1971 THB-1 SCPT-1 CPT-1 F-DPT-1 GP-1 MB-1 LO-SPT-1 SPT-1 A 2A AERIAL SURVEY LIMIT (NOTE 11) APPROXIMATE COOLING POND/CANAL OUTLINE APPROXIMATE LOLA AND ASH BASIN OUTLINE APPROXIMATE PROPERTY BOUNDARY DIRT/UNPAVED ACCESS ROAD EDGE OF WATER EXISTING MAJOR CONTOUR ELEVATION FENCE MISCELLANEOUS STRUCTURE / CONCRETE PAVED ACCESS ROAD RAIL ROAD AREA REPRESENTING BATHYMETRY SURVEY (NOTE 2) APPROXIMATE SUBSURFACE SECTION LOCATION EL E V A T I O N ( F E E T ) EL E V A T I O N ( F E E T ) DISTANCE (FEET) -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 PERIMETER DAM PERIMETER DIKE LOLA 1971 BASIN DISCHARGE CANAL EL E V A T I O N ( F E E T ) EL E V A T I O N ( F E E T ) DISTANCE (FEET) -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 0+00 1+00 2+00 PERIMETER DAM DISCHARGE CANAL 1971 BASIN EL E V A T I O N ( F E E T ) EL E V A T I O N ( F E E T ) DISTANCE (FEET) -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 PERIMETER DAM INTERIOR DIKE 1971 BASIN COOLING POND DRAFT WORK IN PROGRESS - FOR REVIEW ONLY, NOT FOR CONSTRUCTION A SCALE: 1"=160' (HORIZONTAL); 1"=40' (VERTICAL) SECTION SUBSURFACE CROSS SECTION1 B SCALE: 1"=160' (HORIZONTAL); 1"=40' (VERTICAL) SECTION SUBSURFACE CROSS SECTION1 C SCALE: 1"=160' (HORIZONTAL); 1"=40' (VERTICAL) SECTION SUBSURFACE CROSS SECTION1 LEGEND CCR CONCRETE SHORELINE ARMORING SANDY FILL SANDY FOUNDATION SOIL WATER APPROXIMATE BOTTOM OF SURFICIAL AQUIFER (UPPERMOST STRATIGRAPHIC UNIT) ESTIMATED WATER TABLE LINE AND SYMBOL PROJECT NO: FIGURE SUBSURFACE SECTIONS L.V. SUTTON ENERGY COMPLEX WILMINGTON, NORTH CAROLINA 28401 NOVEMBER 2015 2A GC5770 160'0 HORIZONTAL SCALE IN FEET 40'0 VERTICAL SCALE IN FEET NOTE: 1. IT WAS REPORTED THAT THE DOWNSTREAM SLOPES OF 1971 DAM AND LOLA DIKE WERE COVERED BY TOPSOILS WITH ORGANIC MATTER AND/OR VEGETATION DURING GEOSYNTEC'S INVESTIGATIONS IN 2014 AND MARCH 2015. EL E V A T I O N ( F E E T ) EL E V A T I O N ( F E E T ) DISTANCE (FEET) -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 PERIMETER DAM CLAY LINER COOLING POND 2006 ICA EL E V A T I O N ( F E E T ) EL E V A T I O N ( F E E T ) DISTANCE (FEET) -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 0+00 1+00 2+00 3+00 4+00 5+00 6+00 PERIMETER DAM CLAY LINER 1984 BASIN COOLING POND EL E V A T I O N ( F E E T ) EL E V A T I O N ( F E E T ) DISTANCE (FEET) -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 0+00 1+00 2+00 3+00 PERIMETER DIKE LOLA COOLING POND D SCALE: 1"=160' (HORIZONTAL); 1"=40' (VERTICAL) SECTION SUBSURFACE CROSS SECTION1 DRAFT WORK IN PROGRESS - FOR REVIEW ONLY, NOT FOR CONSTRUCTION PROJECT NO: FIGURE SUBSURFACE SECTIONS L.V. SUTTON ENERGY COMPLEX WILMINGTON, NORTH CAROLINA 28401 NOVEMBER 2015 2B GC5770 160'0 HORIZONTAL SCALE IN FEET 40'0 VERTICAL SCALE IN FEET E SCALE: 1"=160' (HORIZONTAL); 1"=40' (VERTICAL) SECTION SUBSURFACE CROSS SECTION1 F SCALE: 1"=160' (HORIZONTAL); 1"=40' (VERTICAL) SECTION SUBSURFACE CROSS SECTION1 LEGEND CCR CONCRETE SHORELINE ARMORING SANDY FILL SANDY FOUNDATION SOIL WATER APPROXIMATE BOTTOM OF SURFICIAL AQUIFER (UPPERMOST STRATIGRAPHIC UNIT) ESTIMATED WATER TABLE LINE AND SYMBOL Figure 3a. Grain Size Distribution Test Results for Dike Fill and Foundation Soils Note(s): [1]The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2]When a hydrometer test was not performed for the sample, percent compositions of silt and clay are not plotted. See Figure 4a for fines content data. [3]The data for the CCR encountered below the 1971 Dike are included in the plot above as the material was considered as a foundation material. [4]The data collected from the divider dike between the 1971 and 1984 Basins were considered to belong to the 1984 Basin for plotting purpose. [5]The elevation of the Geosyntec data points is referenced to the NAVD88. Figure 3b. Grain Size Distribution Test Results for the CCR within the Basins Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] When a hydrometer test was not performed for the sample, percent compositions of silt and clay are not plotted. See Figure 4b for fines content data. [3] The Withers & Ravenel (2006) data were represented by 1984 Historical. [4] The elevation of the Geosyntec data points is referenced to the NAVD88. Figure 4a. Fines Content Data for Dike Fill and Foundation Soils Note(s): [1]The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2]The data shown above include the results from grain size distribution testing and fine content testing. [3]The data for the CCR encountered below the 1971 Dike are included in the plot above as the material was considered as a foundation material. [4]The data collected from the divider dike between the 1971 and 1984 Basins were plotted as 1984 Basin for plotting purpose. [5]The elevation of the Geosyntec data points is referenced to the NAVD88. Figure 4b. Fines Content Data for the CCR within the Basins Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The data shown above include the results from grain size distribution testing and fine content testing. [3] The Withers & Ravenel (2006) data were represented by 1984 Historical. [4] The elevation of the Geosyntec data points is referenced to the NAVD88. Figure 5a. Natural Moisture Content Data for Dike Fill and Foundation Soils Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The data for the CCR encountered below the 1971 dike and along the LOLA dike are included in the plot above as the material was considered as a foundation material. [3] The data collected from the divider dike between the 1971 and 1984 Basins were plotted as 1984 Basin for plotting purpose. [4] The elevation of the Geosyntec data points is referenced to the NAVD88. Figure 5b. Natural Moisture Content Data for the CCR within the Basins Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The elevation is referenced to the NAVD88. Figure 6a. Atterberg Limit Data for Dike Fill and Foundation Soils Note(s): [1]The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2]The Dike Fill and Foundation Soils are predominantly sandy. As such Atterberg limits tests were conducted for selected cohesive samples only. [3]Historical Atterberg limits tests performed by MACTEC [2011] on Dike Fill show it is non- plastic. Also, the data for the CCR encountered below the 1971 Dike are included in the plot above as the material was considered as a foundation material. [4]The elevation of the Geosyntec data points is referenced to the NAVD88. Figure 6b. Atterberg Limit Data for the CCR within the Basins Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The elevation of the Geosyntec data points is referenced to the NAVD88. [3] The Withers & Ravenel (2006) data were represented by 1984 Historical. Figure 7a. Specific Gravity for Dike Fill and Foundation Soils Note(s): [1] The elevation is referenced to the NAVD88. [2] The specific gravity data circled above are the results for the soil and CCR mix collected from the LOLA dike. Figure 7b. Specific Gravity for the CCR within the Basins Note(s): [1] The elevation is referenced to the NAVD88. Figure 8a. SPT N-Blow Count for Dike Fill and Foundation Soils in the Basin Areas Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The elevation of the Geosyntec data points is referenced to the NAVD88. [3] The Withers & Ravenel (2006) data were represented by 1984 Historical. Figure 8b. SPT N-Blow Count for Dike Fill and Foundation Soils in the LOLA Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The elevation of the Geosyntec data points is referenced to the NAVD88. Figure 9a. Effective Friction Angle of Dike Fill and Foundation Soils in the Basin Areas Estimated from SPTs Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The effective friction angles for the Dike Fill and Foundation Soils were estimated using a correlation proposed by Hatanaka and Uchida [1996]. [3] The effective friction angle for the CCR & Soil Mix was estimated using the correlation proposed by Hatanaka and Uchida [1996] and adjusted with soil type. [4] The elevation of the Geosyntec data points is referenced to the NAVD88. [5] The Withers & Ravenel (2006) data were represented by 1984 Historical. [6] The following energy ratios were used to correct N values for the friction angle estimations shown above. Boring ID SPT Hammer Energy Reported (%) Boring ID SPT Hammer Energy Reported (%) SPT-1 through -9 86.1 PT-series 82.5 SPT-12 and -14 87 PZ-series 79.8 SPT-13 82.5 B-series 85 WR-series 73 (assumed) Figure 9b. Effective Friction Angle of Dike Fill and Foundation Soils in the LOLA Estimated from SPTs Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The effective friction angles for the Dike Fill and Foundation Soils were estimated using the correlation proposed by Hatanaka and Uchida [1996]. [3] The effective friction angle for the CCR & Soil Mix was estimated using the correlation proposed by Hatanaka and Uchida [1996] and adjusted with soil type. [4] The elevation of the Geosyntec data points is referenced to the NAVD88. [5] The following energy ratios were used to correct N values for the friction angle estimations shown above. Boring ID SPT Hammer Energy Reported (%) Boring ID SPT Hammer Energy Reported (%) LO-SPT-1 87 LO-SPT-4 82.5 The other LO-SPT- series 86.3 MW-series 73 (assumed) Figure 10. Effective Friction Angle of Dike Fill and Foundation Soils in the Basin Areas Estimated from CPTs Note(s): [1] The effective friction angles were estimated using a correlation proposed by Kulhawy and Mayne [1990]. [2] The elevation is referenced to the NAVD88. [3] The plot presented above includes the Geosyntec CPT data only. The CPTs performed by Withers & Ravenel (2006) show similar results to the Geosyntec data and the Withers & Ravenel CPT data are presented in Appendix 2.1 of this package. Figure 11a. Undrained Shear Strength Ratio Estimated from CU Tests (Clayey Foundation Soils) Note(s): [1] The undrained shear strength ratio shown above is taken with respect to an effective confining stress (σc’). For slope stability analyses, however, a undrained shear strength ratio with respect to an effective vertical stress (Su/σv’) should be used. After applying a correction factor, a Su/σv’ ratio of 0.24 can be used for the slope stability analyses. Figure 11b. Undrained Shear Strength Ratio Estimated from CU Tests (CCR) Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The undrained shear strength ratio shown above is taken with respect to an effective confining stress. For slope stability analyses, however, a undrained shear strength ratio with respect to an effective vertical stress (Su/σv’) should be used. After applying a correction factor, a Su/σv’ ratio of 0.6 can be used for the slope stability analyses. Figure 12a. Effective Strength Parameters Estimated from CU Tests (Clayey Foundation Soils) Figure 12b. Effective Strength Parameters Estimated from CU Tests (CCR) Note(s): [1]The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. Figure 13a. Preconsolidation Pressure for CCR Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The elevation of the Geosyntec data points is referenced to the NAVD88. Figure 13b. Modified Compression Ratio (Ccε) for CCR Note(s): [1] The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2] The elevation of the Geosyntec data points is referenced to the NAVD88. [3] In the test corresponding to the result circled above, no deformation was measured during the reloading, which indicates a malfunctioning gauge or inaccurate data. Figure 13c. Modified Recompression Ratio (Crε) for CCR Note(s): [1]The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2]The elevation of the Geosyntec data points is referenced to the NAVD88. Figure 14. pH Test Results for CCR Note(s): [1] The elevation is referenced to the NAVD88. Figure 15a. Shear Wave Velocities for Dike Fill and Foundation Soils Note(s): [1] The individual data points represent the measurements from seismic cone penetration tests (SCPTs) and the dotted profiles represent the data estimated using an empirical correlation proposed by Mayne for using CPT data [2006]. [2] The measured Vs values shown above were calculated by the Mid-Atlantic Drilling (the CPT contractor) and provided to Geosyntec. [3] The elevation is referenced to the NAVD88. Figure 15b. Shear Wave Velocities for CCR Note(s): [1] The data points shown above are the measurements from seismic cone penetration tests (SCPTs). [2] The measured Vs values shown above were calculated by the Mid-Atlantic Drilling (the CPT contractor) and provided to Geosyntec. [3] The elevation is referenced to the NAVD88. Figure 16a. Unit Weight of Dike Fill and Foundation Soils Note(s): [1] The data point circled above was measured during the shear strength testing for one sample and the other data points were estimated using a correlation proposed by Mayne [2005]. [2] The elevation is referenced to the NAVD88. Figure 16b. Unit Weight of CCR Note(s): [1]The solid points represent the Geosyntec investigation data, while the hollow points represent the historical data. [2]The elevation of the Geosyntec data points is referenced to the NAVD88. ATTACHMENTS Attachment 1 Historical and Geosyntec Boring Logs Attachment 1.1 Withers & Ravenel Boring Logs WIT F EIRS & RAIVEINEL ENa INEEES I ILA IINERS I SURVEYa I! LOG C R aC RIN C WR-4 111 L1aaKenan ➢nivs Cary, NarLA Carolina V1511 let: 919-4N-4(06 fa)r 91➢-935-4145 (PBIge •I OI 2) www.wW c s. avan sl.com Pnogress9nergy,lLA.:luttonMani DateSlarled : W4106 Drilling Ccimpany :Grahan &Clurrie 84-ROndCleoieatnicalEvaluation DateCampleted :4114,106 Drillee :EadMoaley New F anoven County, North Carolina Hole Olameter : 9" & 4" Nortl in 9 Co( rd. 20080 3.06 Dr1111r g Method : FSA & MINI Rotary Ea sting Ooord. : 23051 i i.95 Samplir g Methoa : SPT Surla ce Elevation : —29.9' NAI% D 18 W&R Project P o. 02050412.03 c De pit = m -61 cl In a DIESCRIP-(IIC N Ell faBMARKS Feet (n (/I 1 M 6 S IL1Y SA N DI / S ANDN S It 1; Very Fine Vile II Rounded E and, -50 to 60% Fines, LoH to Medium Rlasticity, Very) Loose, Moist to Wet, 1 Clrauted Bor'ng to Surace Lpon Cclmplel'a n Blacl (AShj 1 O Samples are SaIL rated Belov —1.0' BLS O C Bulk Soil Sa —1.0 cIlleated rR II le to 2.0' BL S 5-5— Not Reldei ad St elby Tub( Sample —1.75 to 3.75' BLS (Hand Pusl ad) SM/NIL > 4❑ O 'I 0 1 1 O O ❑6 O 15 1 isua Ily Clt served —7.0" of Olal liner in SPT Sample at this I ocation 3 CH Z Z Z CLAN WAIF SAND; —9111A Fines, Figh Fllasticty, Dense, Valet, Ligi 7 .: Brown (ClayLiner 2' :let 4-inct Tampgrary Steel Clasen g to —18.5' i`. SA Is El; V eryl Fine to Fine Subangular, —5% Fine s, Non-fllaslic, t 8LS Dense to Very Dense, title t, Light Brown and White, N inon Shell 1 19 i • Fragments N oted -�33.11 to 40.0' BLS Clonverler fnorn hSA to b ud Ra tary at 20 10 ❑9 10 2;1 14 SP 11 10 11 30 10 10 11 9 39 . _........................................................................_......_..._........................................ ..._......-..._........_...... 'AITHEIRS &' WVOhELJ III IIPI III IS I PIAPill III I Sa n,I n'le nS LCG OF BORING WR-4 111 MaaKenan Drime Carl, NorLh lkralke 271L1 tat: 91e-4613-e0e9 fax: All-9aa-451;1 (Rage 2 al Jl m vw.wilhensraveneLaam Rrogiiess Energy / L.V. E ulton Plant Date Started :4/2, /98 0n'lling Clompan)l : drat am & Clurrie 84-Flond Geotechnica I E valLlation Date Clomple to d : 4/24/96 ❑r'llel : Ead N asley INeHlFanclverCounty, llorl Clanolina Hole Dian 4ter :9"&1" NarttingCloord. :Iaa805.06 Drilling Me it oc : HSPI & N ud Fla tary Eastin g Cloord. : 7 305177.95 Sarngling h ethcd : SPT Surface Elevation 78.9, N PN0 88 W81R Project IN o. 02050412.03 U � Depth = a (S m DESCRIIPTICIN El 3 REMARKS Feet v,I n a 35 ., ............... _......... _....... ---....... ... .-.._.............._... ----......... .......... _._...... _._..._...__.. �R 9 12 10 40 t1 SAl` ❑; Fine to Me dium Sut angulan, Nan-Rlastia, Medium Dense, :•'' Wet, White and Ligt t Gllay 13 8 7 49 7 EIP 8 14 9 50 10 15 7 CLAN E Y 1: ILI ; —950% Hines, Ver)l Ellastic, E ofll, Wet, Tan, QQp = 55 1 MF Kg/cm9 , Qt = 0.75 to 1.0 H g dcm2) SPIN WITF CILAY; \,eryl Fine to Hine aubangulan, —5 to 10% Fines, Non-Rlastia, er}I Stif11, Wet, Light Bilovin 5 ' E16 'q 60 SIC 18 SILTY SPIND; Very) Fine Elubangular, —204/ Fines, Somewhat Rlaatic to Low RIasIIcity, \, eryl Dense, V1let, Darl (I ray, Somewhat 8 Nicaceous IlPee Dee Flanmatlon) 17 ❑ 12 65 25 SM 20 T. 18 31 WITHERS & RAN13NEU 9�aIh EIFI I I LA RR IF 91:11 R VEY(1! LC CFI EIC RING VAR-5A III MaaKanea lnive Cary, Nanth Ceneline 17511 tel: 119-484-41308 h w 919-535— 1145 (flagEl ' 01 Z; m .wA,arsrsveael.com Rllogress On ergy I LA . Sutton Pliant Dale Started : 1 /35/06 Drilling Clam pany : Gral am & Clurrie 84-Pond Cleoteai nical Evaluation Date (le m f feted : 1 /15/06 Driller : Earl Mos ley New Hanovell County, North Carolina Hole ❑iameten : 9" & 4" Northing CoaIKI. : 2000 3.37 Drilling Method : HSA & Mud Rotary 9asting Clooad. : 2181329.10 Sampling Mail a (l : SPTI Surface Elevation : -28.7' N Pb D 88 W81R Project No. 02050412.03 Deplt C aa) In L a DESCRIFFICIN Cj REMARKS FIE at U) n o C7 UI o0 0 SILTY SAIND,19AN DY SILT; Very1 Fine Well Rounded Sand, -40 to 6CI% Fines, Law to Medium Plasticity, Ver)l Loclse, Moist to Wet, 1 Clrauted Baring to Surace L pon Clompletian Blasi (Ash) El' 1 Vol 1 Relriew d St a Iby Tlube Sara ple -2.5 to 3.79' E'Vol- 1 BA (Han(I Pti, had) rVol- SIML I 1 O 'i a I 'I I E o 19 \ isually Clt a erved — .9" of Clla)l Liner in 5 SPTI Elampla at this I ocation SAN ❑Y CI —A); -t 10e/a Fines, High Rlastla ty, \ eq Fine to Fine ':: Suban ular Sand, Stiff, 1It et, Light Brown (ClayLiner 7] 17 SPIN ❑; Very Fine to Fine Subangulall, -5% Fines, N on-Rlastia, .` Set 4-1oaf TIE m f oaary Steel Clasing to -18.5' Medium ❑ense, Wet, Tan BLS fIR g❑ �j Clonvertec front HSAta fvudilot<ryat 20 19 -18.5'BIS SILTY SHIN ❑; fiery Fine Subangulall, -,Ia% Fines, N on-Rlastic, Medium ❑ense, Wei, Tan and White s❑ e 25 a 9M 11 [1]012 30 17 SAN❑; Very1 Fine to Fine Subangutar, -51/e Fines, Non-Rlastic, ? . Medium Dense, Wet, 1 an 9P 11 Fil 8 .: ...:, 39 WITHERS &- RAVENEL eP IINe9P9 1 PLAN r1 e.e 1 SaI,laIII es LOG OF BORING WR-5A 111 Mil aKenan Dnivi (uj, NoaLl ceinrne 21flit Lei: IL8-460-6egf fail: 919-•135-45,11 (Rage 2 al2) —w.withvnna,ienal.aom Rnogness Elmengy ) L.V. Sutlon Rant Date Started : 41@5M 9 0dllingl Company : Graham & (lurq'e 84-Pond Geotechnlcal Elvaluation IlaN Completed : 4425M 9 1161len : Earl Nosle)l New Hanover County, N or h C analina H ale [Ilarnetelt : 9" & 4' N orthing Cloord. ::00643.21 Drilling N e thod : F SPI & Mud F c I. ry Easting (to( rc . : 2304821.10 Sampling N ethod : SPT Surfaca Elevation : -28.7' NFIVO 88 Vt 8IR Project No. 020504'12.03 U ° Depth = m 14 In a D9SCIRIFITION 9 3 REMARKS Feet m j cm .... ... .. 35 _.................. ...... ............. ....... ....... _.._._..._._..._..._...__ SR 10 12 14 40 18 SILTY SAN ❑; )wery Fine Subangulan, -20% Fines, Non-Rlasllc, MecliLlm Den ae, Wet, Vt I ite, Somewhat b Ica t ecuse 1 fIM 13 u 4.°I 6 , IVIND; Very Fine to Meclitlm Subangular, N on-Rlasllc, Loose, We :• Ian and Vt I ite, Minon Shell Fnagments N otec 4 14 9 50 5 `w 4 15 3 55 3 5 16 5 it f 11 T) fIAND; Veal Fine Subangular, -19 to 2°1141 Fines, Somewh 60 t- - 5 Rlastic to Low Plasticity, Veal ❑ense, Wet, Dare Clnay, Somewhat Micaceous (Ree Dee Formation) f Ib F1729 5 25 65 70 W IT F 13RE1 C- RAV ON 8L ENG III EIRS 1 IIAll 11115 1 Ski VEYOFS LOG OF BORIC\ G WR-.IA-C ffsietl 111 hlacKIII ar Drine Car], ilarLh Cano6na 27511 till: 019— IIQ- 40011 tax: 919-539— 145 IFlaige 'I cdl 'I; W".X;thal5na Vlnel.cam Flnogress One rgy,l L A. Elt tton Ran t ❑ate Started : 41251106 On'lling Clomps nIl : Ufa l F rn & Cluurie 84-Fond tie otechnlcal Evaluation [late Clam pleted : 41251106 On'ller : Earl Mosley tewFanoverCounty, Nortt Carolina FoleDiametan :9" NarltingClaold. :2aa943.27 Drilling Melt a : HSAI Eastin g Cooad. : N4829.10 Sampling Melt oc : 11PT Surface Elevation : —24.7' NAIL D 88 WWI Flro ect IN o. 02050412.03 U 3 Denit r alCl In v DESCRIPTICN g' 3 REMARKS Feel j C7 U) CI at 0 SLIY .IAIN D J SANCI`1 MILT; Ver)l Fine Well Rounded nd, —40 to 60% Fines, Low to Medit m Plasticity, Ver) Loose, Moist to Wet, Elaal QAsh) (]routed Boring to Surface L pon Clompletion 5 CallecledBull Sarnnle5.010'Ia.0'BL:I (AI ig e n Cluttin i sl SM1ML Alttempted 9helb)l Tube gam pie --13.9 to 15.19' EL S (N o Recavery) 10 (TI is Offset 9oont Coadualed to ClolleaI She It y Tube Samples) I °I WITHEhl9 & RAIVENOL INaINeeF.1 1 P4ANNDRI t SU111a`IIS LCC CF ®CRINC WR-5A—Cfilset2 1I1 MacKenaa Daiva aa>t11, NoaUl aaralite 211111 lei: 919-480-8(14t ta:i: 91e-1aa-45-1a (Rage 1 of 1) iron w.witl ananaaenol.com Progress Onerg)I I L.V. Sutton Plant Di le Stariad : 4d25Aa9 Drilling Company : Graham 8 Ct nie 84-Rond Geotaehnical 9valuation Date Completed : 4d75Ac 9 ❑dller : Eatl N asle�l New H anover County, Norlh Clanolina Hole Diameter :9" Northing Cloord. : 2C0643.27 W&R Project No. a20504'12.03 On'lling Iuethod : HSA Easlirg Claard. : 2304829.1a Samplina N ethod : SPT Surface Elevation : - 78.7' NAVD 88 11 C a Oell tt � a�i In a CL DESCRIPTION E REMARKS Feet a m SUML 1 SILTY SAN O / SPIND) SIL11; VerY1 Fine V1 ell Rounded Eland, -40 0 60% Fines, Low to Medium Rlasticity, Very Loan e, Moist tot Wet, 91ack (Ash) Grouter Borit c to Surface U got Con p letion Samples are Salt rafted Be lovi -1.0' BLS Retrletied St elby Tit t e Sample —8.5 to 9.75' BLSI Retrle ved Sheibt I tube Sa re p)e—1,1.79 to 14.0' BLSI Retrieved Shelt y llube Sample -•14.0 to 16.0' Bt S 15 (This Offset Boring aondt Died to Clolleat Slhelb)Ilube Samples) CH SPIND1 CIL.F Y; -90% Fines, F igh Rlasticty, Ver)l Fine to Fine Suban ular Sand, Stiff, Wet, Light Brown(Clay Liner .HAND; Ver)l Fine to Fine Subangulan, -5% Fines, Non-Rlasllc, Medium Dense, Wet, Tan 'AITHEREI & RAVENEILI 11 a11111A5 I FLAF111111 I IL PIV all LCG OF BORING WRI-EIB 111 NeaKannr Driaa Uer'l. Ncrth 4eraliaa 2'Ill tal: 919-46C-00t rex: 119-5;a-4541 (Rage'1 (1111J www.wilheisiavendxarr Finogress Energy J L.)w. . 9LItton Plant Date Started : 4/20/06 Dli lling Oompan)l : Clre t am n aume 84••RondGeotechnical9valuation DateClompleled :4/20/06 Culler :Earl6aeley N ew F anoven County, N or t Clanolina Fole Clametf r Drilling Method Sampling Melhcx : s" Narlt Ing Cloord. : H SP & aPT Easting aoord. : SPT Surface Ele, a tlon : 300683.38 : 1304845.41 : -27.9' N AV 111 a W&R Project No. 02050412.03 Depth in Feet 0- 0 0 x 5 U N SMA1v L 6 3 at 01 DESCRIPTICIN Ell ? RENARKS N co ICIILTY SAND J SAN DY 91L11; Ver}l Fine Well Rclunded Eland, —10 0 600% Fines, Low to Medium Plasticity, Ver}l Loo-se, Moist to Vt et, Black V st) GraL led Boring to Surfaaa Upon Clompletion Sample s are Saturated Below -1.0' BLS E O 0 O Set 4-Inst TernporarySteel Clasing to 1 -15.7U 91 S CIPT Plclivliel to be Clamplelad Belav, CKlsing WIT H ERJ &- RAVB 1, EL ENC IIIEER9 I ILA IINERe I f1111VEY099 LCG CH BORING WR-6 III MaaKenan ➢alva Cary, Naatb Canchna M11 tel: 919-484-1190B fur 91➢-535— 1145 (Pagel 'I a] 211 m o wiLl enravenal.com P9ogness 9nengy •I L.V. Elution filar t C ate St,, red : 4/19106 Criting (IQ mil: any : Graham & (lun'a 84-Aond Clecdeat nical Evaluatior ❑ate(larnpleted :4/19/06 ❑riper : Earl Mosle�l N ew H anclveu County, North Cailallr a F ole Cliameler : 9" & 4" Northing Cloord. : 200174A4 ❑rillinc Method : HSA & Mud notary Ea sting Cloord. : 23050A 3.76 Sampling Methad : SPT Surface Elevalian : -31.0' NAN ❑ 88 W&R Project No. 02050412.03 U � lie 10 = w m In v DESCRIPTION CL E 3 RE NA RKS Feet j ` cm m SILTY :1PIl\DASAN 13Y SILT; Very Fine Well Rounded Eland, -40% Fines, Medium Plasticity, Very Loose, Moist to Wet, 9laaF QAsh; Grouted 9 sling to Surface U pon Completion Samples are Saturated Below - 3.9' Bl. S Altlemple( Shelf y Tube Sample -3.0 to 5.0' c BLS (No Recol e ry ) Alttempte( She Iby Tube Sample -9.a to 7.0' BLS (No Recce ery) SMIML 15 CLA) WI11H SAN ❑/81AN01 CILP Y; Clay Linen IN aterial CH Set 4linchTenlarary Steel (Ilsing to-17.4' Bl S 10 :.: SAN ❑ WITH CLP Y ; Very( Fin a to Fine Subangulat, -•5%o Fir es, 1 SIC Non-Rlasfa, Dense, VI ell, I. igi t Bnown 21 from F SAI to h ud Roo ry a t (I17 2(I Be:d SPIN ❑; Very Fine to Fine Subar gulat, -5% Fines, N on-Alastic, Me(Ilurn Der se, Wet, VI hite and Ligt t Gray 12 14 2°I 15 9P 13 3 ❑ 19 3Q 20 14 4 :.::.,.• ....:.......... . . ......... .... . .. .......... . ........... . .......... -------- 'A ITH Oq5 & RAIV On OL 1111G11111111I I RLAlnl11! I SUP) HAIRS LCG CFI ®CRING WR-6 III NacKanan Dime (Wil, NoiLh (larallnz 21911 tel: 919-4e0-6044 fan: 919-115-45d9 (Rage �I of A)—.mitha nsr anm anel.aa Rroglles s 9neag)l A L.V. Sutton Plant Date Started : 4/19/01 Grilling Con I any : Graham & ( line 84-Rand Geotechnical Evaluation Date Cempleled :4/19/01 ❑riller : Ea Noslell tewlranoven County, r orh Clanolina HoleLlianiater :9"&'I" NodtingCoord. :100174.04 Dulling A altlod : H SF & N Lid Re 4 r) Easting Coe rd. : 23050.92.79 Sarnplix( N ettod : SP71 Surface Elauadom : -31.0' NAVO 88 W61H Project No. 0209041<`1.03 Depth U = al a In 0 IL a DOSC Rip noi\ a 3 REMP RKS Feel rn a a 9 � C7 N CO 35 ------.—___.......... _....... _..._... .... _.................. _...---... _............. ........... _..._.. 14 14 40 16 SP 10 11 45 1� HAND- Very Fine to Very Caanse Subangulan, Non-Rlastin, Medtu Dense, V1 et, White 112 9(I 15 SW 5 ❑8 9 99 13 11 15 60 18 Driller Repgded Serlid itholid Lens at -66.0 to 61! A' BI. S SAP D; Very Fine to Fine Sut angulan, Nan-FllasFc, Medium Dons,, SFII V1et, White 6 SILT) SAND; Veryl Fine Flubangular, -MI5% Illlnes, Somewhat 10 23 Fllastic to Low Plasticity, Dense to Very Dense, VI et, Dan) Clnay, Micaceous (Flee Dee Follrniation) �IIv 41 F 31 WITHORI9 & RAIVIE NIEL ENO IN eEA.1 1 ILANNI RI 1 IU RV 1)01I [] ^ /� LOG OF BORI1 V WR-7 lit Meaflenan Dnive Carp, NDdh Camlina 211911 tel: 919-487-II(106 rem: 919-135-45, 9 iareraNenfl.aom Page I a1211 ,rti -it Proglless 9nerg)l / L.V. Sutton Rlant Ilate Started : 4/14/40 Drilling Clan pany : Graham & Clurlie 84-Pond Geotechnical 9valuation Dale Con pleted :4/14/00 Driller : Ella It tuosle)l New Hanovell County, N arlh Canolina Hale Diameter : 9" & 4" Northing Coord. : 199682.20 Dn'lling N elhod : HSA & Mud Rotary Easting C oord. : 2304881.33 Sampling Nethod : SPT Surface Elevatiar : -33.4' NPND 88 W&R Project No. 02050412.03 Depth T In a D93C RIFITION E 3 REMA RKS Feet U) 7 C7 m V7 m 0 SAP�- 6 (Irouted 8odna to Surface U pon(laropletton usher -Run Read ppafeftine Subangular, -5% Fines, Non- lastic, SAND; Very Fine to Medium ❑ense to ❑ense, Son ewhat Moist to 1, ery Moist, Light Id 5 Bnown 17 I f 13 5 Apparent Ash-ImpaatedSand Begins at -5.4' BI S as Dark badage lions it SPT 9 Samples. SP 15 1 II 9 I 15 s 14 19 6 3A ND; Fine Subangulai, on -Plastic, Medium Dense, to et, Dart 9R Bnown s ❑ 9 15 16 Alit augt Pand Is I ocated apgraxmately 15' ❑felt nt from Us Bori ng t ocatlan, and Pond NAND; Very Fine to Fine Elubangulan, -5% Finel: , N on -Plastic, ;. Medium Dons to Dense, Wet, L ght Bnown, �It ell Fragments and 7 ❑ 1 Sur ace is -za' Below Top of Barin g V1 ood Faagment: N oted 14 such ca -Soils Samples were Not Clbserved to be Saturated until - 5.5' Bl S. SR 8 8 ❑ 7 20 21 SAND With- aLAY; Very Fine to Fine 9ubangult n, - 100% Organic Fines, Somewhat Rlastia, Him, Wet, Light Bnovlrl SCI 25 6 C(Inverted from HSPI to Mud Rota ry at ? . SAN❑; Vel)l Fine to Fine 9ubangulan, --5% Fines, P on-Rlastic, s ❑ 5 -25.0' BI 9 U sing Hollow Stem Augers as Medium Dense, Wet, White and Light Bnown s Clasing. 3a e SR 1f1 a �a 39 wi-nF ORS & RAIVENEL El GIIIIIRS I ILA IIHIIS I :IURVENICAI LOC C F aORIN C WR-7 111 6 acl(°aan Dai"t Cary, Hord Camline 21511 tel: 919-18a-8((8 tan: 919—e35-45-0(1 QPage 21 al 2) mnx.w itl ennxemil.aom HrogressEnergy/ L.V.Sutlorl slant DateStarled :018.106 Drilling (ion pany :Grahanl81CLIME 84-Ron d Geoteal nical Evaluatlon Dale (larnpleled : M18.106 Driller : Earl Mosley N ew F anoven County, N ortF Clarolina 1- a le Dlametel : 6 ^ 814" Northing Cloord. : 19969 3.a6 MR Project N o. 020504,121.03 11dilln( Nethod : FSA 81 Muc Rotary Ea sting Claorc. : 2304441.33 Sampling Metho( : SPT Surlace 9levaliarl : —33A NPN D 88 U a Ila P nU a DESCRIPTION E 3 Fleet U) m n C N M 9R 4'I ,16 SM 9'1 ofCl 96 61 a A 15 91LlIY SAND; Very Fine Out a ngula r,—15% Fines, N on -Plastic, 11 III 38 Dense, Wet, White L J 9 SM D; Fine to Coarse :lubangulaaIN, —5% Finels, on-Riastic, 12 12 N edium Dense to Loose, Wet, Gnay and Light Brown O `IW 13 1 3 5 14 4 77 JAIND W17F CILAY; Very Fine to Fine Subangulal, — 10% Fines, ;ICI Non-RlasGc, Loose, t, Olange :IILIIY :IAIN D; Very Fine Sut a ngulan, —CIO°/x Fines, Son ewhat SIN Mastic, MedlLlm Dense, Wet, Dark Grail, Micaceo( s (Pee De( .; Fonmatior) 15 io HEINARKS WIT H EREI & RAVENEL. ENGIIIEeRS I ILANN9n9 I fU11MVIC13 LOG OF BORING WR-11 111 f ecKanan Dalva Ctuy, North aaralina U511 tat: M—dill—e(06 fen: 8]4-935-95A: QPagEl 1 all eww.witf eusre menal.aom Progress BnergyIL.V.ElutonFllant Date Starled :,I/a0/08 Drilling(lam gany :Graham &Clume 84-Rond Cleoteat nical Bvaluation Date (la rnpleled : ,I/a0/08 grille r : Earl Mosley N ev F anclver County, N orlh Carolina Hole Iliameter : V Northing Cloord. : 199943.11 W&R Project N o. 020504'12.N Drilling Method : NSA &(IPT Ea sting (Iaord. : 23047E 9.73 Sampling Melha d : SP7 Surlaae Rlevalia n : -31.0' NAN D 88 U Q Dent[ c a DESCRIPTION E 3 Feet �] a (; to m '15 SFI SILTY SAN DJSAN IP SILT; -•40 to 60% Fines, Medium Elasti Very Fine Well Rounded Sand,%eD Loose, Ver) h oist to "let, Black (Ash) :IFIN D; Ver) Fine to Fine Sut angulan, Non-Rlastla, Loose, Wet, Dart Gray (Ash Impacted; OR 3 REMARKS El rot Baring to Surface Lpon Clomplellan Samples are Saturated Below -1.5' 9LS Driller Reported f and SLIr ace at - 'H .5' 9LS 4 O (" ood7) 10 — Set 4-inahTemporary Ste aI (la sIngto-19.a' 4 BLS 5 3 4 (IRT Aa livities to t a Completed Belov (lasing Attachment 1.2 MACTEC 2010 Boring Logs & As-Built Piezometer Construction Details c ea 0— �{ U ri3 L11 d R7 Ci U a orz S ca t2o C < c { I G ~ as C." a+ M w � In w o+�Wasa0Eg� a`nwb r, as �. " � y QGo � LID �•mom r°3 P s.. +1 .i A - al V - �. kn Cl U W 5 f r e "A c. m c C car U 04 A ss' �A bl+ Z q� L ml G U W K d p 6 C tSS "'r 47ir � � � � y � •� �7 �, �. �p y L? � d ate. � E5 � � _ - 3�+1 C7 rn 7 �•, C �" py w 4i � 9 N ,�., �? a3 j as w T 7+ Cul yWy.. vi •O 1 'Gp 'C 47 �i ro � � � 'r a � � 4^ ' � • y ° ' � u �h� � •='fin ° i� '� a y., �� � T � � � y _� C � � N � �• ` m �.w ~ ' � .� � vt ttAFl � '-�^'. � � Q 1tij �p W � O � n A W� blltsy 3 P 8 as C3 a r m C3 o u 0 a ar m C� P. a. 8 03 a [=7 0 a as � N G o % CA C o Ln W w W s, s � +. cr] Lr)o r4 v �' a 4 C 1 CaU7 [CIO 3 w p n� :v °�u [� 00 A � urn aa)i o a 0 E9 rz A t aGo D E P T H {p) 5 10 MI 20 25 30 35 4( 4 SOIL CLASSIECATION AND REMARKSG SEE KEY SYMBOL SHEET FOR ICI ANAT10N OF SYMBOLS ANT] ABBREVIATIONS BELOW. L E N O E E v (ft) 34.Q SAMPLES PL 10 {�rIN1(%) LL %} IQQ E N T T Y P E A3•1' CoLTN Rec%WRQD% a �b o � , 20 30 1 0 40 FAVES SPT 54 {`trmj l'bp17 50 70 80 90 Moist to saturated, brown, gray and white, fine to medium SAND (SW) with trace clay and &iit ;•; 29.0 5 -;•; 24,0 10 19.0 15 14.0 20 Moist to mwasted, brown, Say etU1 Wrote, fine to medium �, SAND (SW) with trace clay and silt •. 9.0 4.0 30 Boring terminated. at 30 feet. _1.0 35 -6 © 40 DRII.LER Carolina Drilling Co. EQU2M NT: Geopmbe Rig Mi CD: CPT -Direct Push HOLE DIAL: 2 inch REMARKS: Used Direct Push Mathod-Ming a 5 £pat long Plastic sleeve with soil (sample intervals 0 s" 5-141, 10-15` eta. to 30 feet) THIS RECORD IS A RFASONABLE 11MRPREI'ATTON OF StJJ SD ACE CO IDTHONS AT THE EXPLGRATION LOCATIC31�1'_ SUBSURFACE CONDITIONS AT OTPER LOCATIOIWS AND AT QTHERTfMES MAY DIFFER BTrEUACFSBEWEENSTRATAAREAPPAOXDdiTE TRANSrrIONS BMVEEN STRATA MAYBE GRADUAL Project: Progress Energy -Sutton Bike BD ring No.: PZ-1A Locatiou: Wile ington, NC Drilled: February 11, 2009 Project #: 6468-09-2340 Page 1 of 1 :ref C TEC i D SOIL CLASSIFICATION L SAMPLES 1 T N-COUNT or •FINES {9vj E P AND R E O L g T EV D Y Ree°/olRQD% SEE KEY SYMBOL SBBEi' FOR EXPLANATION OF N N P a � � � 5PT {�� SYIYMOLS AND ASBREVIAT[ONS BELOW. D (ft) 34 a T E f � .-. ne No 10 20 30 40 50 60 70 80 90 100 Moist to saturated, brown,. ,gray and write, fine to tnediuut SAND (SW) with trace clav and silt e `.�e•e 5 k 1 �9.0 5 10 24.0 la 15 19.0 is 20 14.0 � Moist to satawzd, brown, gray and white, fine to medium SAND (SW) with trace clay and silt 25 • • ref 9.0 35 30 4.0 30 Bor-ing terminated at 30 ;eet I i I 35 -1.0 35 40 _6.0 40 's a Ac -11.I} 9An DRILLER Carolina Drilling Co. EQUIPM] N : Geoprobe Rig blETH01): CPT -Direct Pash HOLE DL4L-. 3 itch REMARKS: Used Direct Push Method -Fining a 5 foot long plastic sleevewith soil (Sample intervals 04, 540" 10-15` etc. to 30 feet) REVIEWED BY - TIES RECORD IS AREASONABLEIIJPERFMATION OF SUBSURFACE CONI moNSATTEEEXPLORATIONLOC:ATION SUBSURFACE CONDITIONS AT OrMLOCATIONS AND AT OTBERTINIES MAY DUT R. II3TERFACES BEWEEriI STRATA ARE APPROXIMAT - TR.AI Sm NIS BETWEEN STRATA MAY BE GRADUAL f .�. 'WP�ae4 A. �i= t .�4`y,'+ �l� �;iY-^r`ti'ME Project- Progress Energy -Sutton Dike Boring No.: PZ-2A Location: Wiimn.gton, NC Drilled: ]Febmary 11, 2009 Project #: 6468-49-2340 Page 1 of I OMACTEC D B P T H (1) 5 10 15 20 25 30 35 4� 45 SOIL [' T.A SSiFICAT ON L E SAWLE$ IL [%j NM (�} LL (96} I T N-CO' or e _ A F1hlE5 AND REMARKS E G L E V D Y P Wa SEE KEY SYMBOL SKhbI FOR E ?LANATION CIF N N P 'a = -" 0 SPT (bpi SYMBOLS AND ABBREVIATIONS BELOW. D (ft) 34.0 T E n � v 10 20 30 40 50 50 7d 80 40 ] 00 Moist to samratcd, brown, Bray and white, tsne to medium SANf3 (SW) with trace clay and ss7t 39.0 5 24.0 14 ;•� 19.0 15 Moist to sattueted., rowo, gray and white, fine to mcdit- SAND (SW) with trace clay and At 14.0 20 9025 4.0 30 Boring termivated at 30 feet 35 -6.0 40 DR]LLF.1L'. Carolina Drilling Co. EQUIPMWr: Geoprobe Rig METHOD: CPT D reef Push HOLE D1A: 2 ineb REMARKS: Used Direct Pusb Method -Filling a 5 foot long plasde sleeve with sail (Sample intervals 0-5`, AV, 10-15' etc.. to 30 feet) REIffiWED BY: THIS RECORD TS A REASONABLE B PREI'ATION OF SUBSVMAC£ COi DMONS AT7BE EKPLORA.TION LOCATdON. SUBSURFACE CONDMONS AT OTHER, LOCATIONS AND AT OTHER TWEE MAY DUTEL MEP.FACE5 BEWEEN STRATA ARE APPROXIMATE TRANSUIONS BETWEEN STRATA MAY BE GRADUAL Project: Progress Energy -Sutton Dike Boring, No.: PLr3A Location: Wilmington, NC Drilled: February 11, 2009 Project#: 6468-09--2340 Page l of 1 A 'o IMAICTEC D SOIL CLA,SSIRCATIQN L E SAMPLES I T N cor3Nl ONES (�) P AND IZENL4ItK�S o E T E V D Y Rec%IRQDII H SEE = SYINSOL 9f=FORE)M ANATTON OF N N n SPT (bpf) {�� SYMEOLS AND ABBREVIATIONS BELOW. D' (it) 34.0 T r+ . ; 10 24 30 40 50 60 70 80 90 100 Moist to saturated, brown, gray and white, fins to medium SAND (SW) with trace clay and silt I �r 5 I i 29.0 5 i — 10 i 24.0 10 15 19.0 IS Moist to saturated, brawn, gray and white, fine to medium SAND (SW) with trace clay and silt 20 14.0 20 ?� "''• 9.0 25 30 4.0 30 Boring terminated at 30 feet. 35 -1.0 35 40 . i -5.0 44 e 1 t a do _tr_0 DR,1I.r Wit• Carolina Drilling Co. EQUIPMENT: GeoprobeRig METHOD: CPT -Direct Pusb HOLE DIA.: 2 inch REMARKS: Used Direct Push Method Filling a 5 foot long plastic sleeve: with soil (Sample intervals 0-5, 5-1U,10-15 etc. to 30 feet) REVIEWED BY: --� THIS RECORD IS A REASONABLE HRM?RETA-nON OF SUBSURFACE CONI)InONSATTHE,EeLORATIONLOCATTON SUBSURFACE CONDITIONS AT OTHER LOCAT ioNS AND AT OTHER TM ES MAY DUTE& II+TFE1iFACES BEWEEN STRATA ARE APPROXIMATE TRA14SMONS BETWEEN STRATA MAY BE GRADUAL V av •.v av +v .�� +++• �v �v ry •vim Project: Progress Energy -Sutton Dike Boring No.: PZ-4A J� Location: WAmirlgton, NC Drilled: Febraary 11, 2009 Project #: 646M9-2340 Pave 1 of 1 L"OA 4tMACTEC p P T { } SOIL CLASSIFICAMN AND4�1aiP SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW E E N D V (fkj 34.0 SAMPLES PL 14 {�;y} 1 nvt (�s} LL {%� IO© 1 E N T T Y P E rl-�o i�rr ar Rec%Io IQD% � r n n rn ra v £) 34 A • +l4 e FINES 5PT 54 (°10) idpfi! 64 70 84 cc 94 Moist to saturated, brown, gray and white, fine to medium SAND (SW) with trace clay end silt 5 29.0 5 r r 10 24.0 10 15 19.4 15 20 14.0 20 Moist to anutated, brows:, gray and white, flue to medium SAND (M wilt trace clay and stet 2S 9.0 75 30 4.4 30 Boring tmminsted at 30 feet. 35 -1.4 35 40 -6.0 LL 44 k DRILLER Carolina Drilling Co. EQU1Ph ENTE Geoprobe Rig h=0D: CPT -Direct Push ROLE DiA.: 3 inch REMAM- Used Direct Pusb Method -Filling a 5 foot long plastic Sleeve with sail [Sample intervals 4-5% 5-10', I4-15, etc. to 34 feet) IiEVIE WED BY:- J179- THIS RECORD IS A REASOT, II i IERPRET'ATTON OF SUBSURFACE Cf NOTr[ONS ATT13B1D�PLORAnON LOCATION. SUBSURFACE CONDMIONS AT OTTIER LOCATIONS AND AT OMER TES MAY 1DiFEEiL 1NTERI=ACES BTiWEEN STRATA ARE APPROXIIvG m TRANSMONS BETWEEN STRATA MAY BE GRADUAL V 1V zV Jv "v .lV w • !V UV 7v - We r���n k"litx �� - +` .+ , r,`6.k5-7':dk�i'� .L w'r64". Project: Progress Energy -Sutton Dike Boring No.: PZ-5A Location; Wilmington, NC DrMed: February 12, 2009 Project #: 6468-09-2344 Pagel of 1 4YMA %C-JTE D SOIL CLASSIFICATION E L 5ds�'L�'S PL{°t5} NM(l} LL[°!a) D T N-COUNT or A FINES (%) P AND REMARKS CI E T E V Y Ret%&QD% H SEE KEY SYJvMOL S#= FOR EXPLANATION OF N N P 0� SYNMOLS AND ABBREG"IA'NONS BELOW. A (ft) T E -a '8 r r a 10 20 30 40 50 60 70 BO gip 100 34.0 Moist to Saturated brown, grayand white, fine to medium SAND (SW) with trace clay and silt 5 29.0 5 10 24.0 10 15 19.0 15 20 Moist to serrated, brown, grayand white, fine to medium 20 SAND (SW) with two clay and silt 14.0 25 9.0 25 30 4.0 30 Haring termimatcd at 30 feet 35 I -I.0 35 i 40 Y -6.0 40 i s a DRILLER: Carolina Dzilliag Co. EQUTMENT: Creolxobe Rig NMTHOD: CPT-AiradPasb HOLE DIA: 2 iach REMARKS: 'Used Direct Push 1W &od- illi.Ag $ 5 foot long.plastic sleeve with soil (Semple intervals 4 5`, 3-1 a', 10-15, etc. to 30 feet) TMSREOORDISAIREASONABLP-DTrERPMA,nC)NOFSMURFACE CONDMONS ATTHE EFLORATION LOCATION. SUBSURFACE CONWMONS AT OTHER. LOCATIONS AM AT OTHER 'TIIv ES MAY 17IF M DTrERFACES BEVMEN STRATA ARE APPROX NATE.. T RANSMONS BETWEEN STRATA MAY BE GRADT7AT., r,•R y ct.'+'4- •5' a .. ,..4�xi±��+�p ". ;i�lra S.f��r]�Sj�s,,w,�ti,� ar,�`��� �.GZ`t3Ar.U7d.a�y}•-is-.Ft'y -ry �e ; Project: Pragmss Emergy-Sutton Riles Location: WiLmington, NC Boring No.: PZ-6A Drilled: February 12, 2009 Project #: 6468-09-2340 Pane 12f I JI 4tMACTEC PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ-1 INSTALLATION DATE February 11, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION " Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE O.D1 SCREEN MATERIAL Schedule 40 PVC RISER MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER DIAMETER 2 inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock KEY CODE/COMBINATION No. 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR LENGTH OF GROUT xSn`r SOLID SECTION 10 feet, DEPTH TO TOP OF BENTONITE SEAL 6 feet bgs BENTONITE DEPTH TO TOP OF GRANULAR MATERIAL____-- ATERIAL RISER 8 feet bgs LENGTH OF SLOTTED SECTION 5 feet REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL 15 feet STABILIZED WATER LEVEL —No water in well MEASURED ON February 18, 2009 Progress Energy — Sutton Plant MArTEC TYPE -II MONITORING WELL 4JJ Wilmington, North Carolina INSTALLATION RECORD Project No.6468-09-2340 PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ-1A INSTALLATION DATE February 11, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER MATERIAL Schedule 40 PVC RISER DIAMETER 2 Inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock KEY CODEICOMBINATION No. 0536 LOCKABLE COVER NOT TO SCALE VENTED CAP GROUND WELL PROTECTOR SURFACE GROUT DEPTH TO TOP OF BENTONITE SEAL 16 feet bgs DEPTH TO TOP OF GRANULAR MATERIAL_ 18 feet bgs SCREEN GRANULAR BACKFILL * REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE LENGTH OF SOLID SECTION 20 feet BENTONITE RISER LENGTH OF SLOTTED SECTION 5 feet MProgress �� Energy — Sutton Plant Wilmington, North Carolina Project No. 6468-09-2340 TOTAL DEPTH OF WELL 25 feet STABILIZED WATER LEVEL 21.90 FEET BELOW TOP OF CASING MEASURED ON February 18, 2009 TYPE II MONITORING WELL INSTALLATION RECORD PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ-2 INSTALLATION DATE February 12, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER MATERIAL Schedule 40 PVC RISER DIAMETER 2 inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock KEY CODE/COMBINATION No. 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR GROUT DEPTH TO TOP OF BENTONITE SEAL 6 feet bgs DEPTH TO TOP OF GRANULAR MATERIAL- 8 feet bgs SCREEN LENGTH OF SOLID SECTION 10 feet BENTONITE RISER LENGTH OF SLOTTED SECTION 5 feet NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL 15 feet STABILIZED WATER LEVEL No water in well GRANULAR BACKFILL MEASURED ON February 18, 2009 " REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE Progress Energy —Sutton Plant � M A c EC APE II MONITORING WELL Wilmington, North Carolina '' INSTALLATION RECORD Project No. 6468-09-2340 -'" N PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ- 2A INSTALLATION DATE February 12, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER MATERIAL Schedule 40 PVC RISER DIAMETER 2 inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock KEY CODE/COMBINATION 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR GROUT DEPTH TO TOP OF BENTONITE SEAL . 16 feet bgs DEPTH TO TOP OF GRANULAR MATERIAC— 18 feet bgs * REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE LENGTH OF SOLID SECTION 20 feet BENTONITE RISER LENGTH OF SLOTTED SECTION 5 feet aM_AxC.JTE Progress Energy — Sutton Plant Wilmington, North Carolina Project No. 6468-09-2340 NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL 25 feet STABILIZED WATER LEVEL 21.68 FEET BELOW TOP OF CASING MEASURED ON February 18, 2009 TYPE II MONITORING WELL INSTALLATION RECORD PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ- 3 INSTALLATION DATE February 12, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 Inch RISER MATERIAL Schedule 40 PVC RISER DIAMETER 2 Inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock SIZEIMODEL KEY CODE/COMBINATION 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR - GROUT DEPTH TO TOP OF BENTONITE SEAL 6 feet bgs DEPTH TO TOP OF GRANULAR MATERIAL- 8 feet bgs * REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE LENGTH OF SOLID SECTION 10 feet BENTONITE RISER .LENGTH OF SLOTTED SECTION 5 feet NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL 15 feet STABILIZED WATER LEVEL — No water in well MEASURED ON February 18, 2009 Progress Energy —Sutton Plant J���� �� TYPE II MONITORING WELL Wilmington, North Carolina J INSTALLATION RECORD Project No. 6468-09-2340 �'"�- PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ-3A INSTALLATION DATE February 12, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. .34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER MATERIAL Schedule 40 PVC RISER DIAMETER 2 inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock KEY CODE/COMBINATION 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR GROUT DEPTH TO TOP OF BENTONITE SEAL 16 feet bgs DEPTH TO TOP OF GRANULAR MATERbkL' 18 feet bgs * REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE LENGTH OF SOLID SECTION 20 feet BENTONITE RISER LENGTH OF SLOTTED SECTION 5 feet Progress Energy — Sutton Plant M A TE Wilmington, North Carolina Project No. 6468-09-2340 NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL 25 feet STABILIZED WATER LEVEL 22.05 FEET BELOW TOP OF CASING MEASURED ON February 18, 2009 TYPE II MONITORING WELL INSTALLATION RECORD PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ-4 INSTALLATION DATE February 12, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER MATERIAL Schedule 40 PVC RISER DIAMETER 2 inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock KEY CODE/COMBINATION No. 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR - GROUT DEPTH TO TOP OF BENTONITE SEAL 6 feet bgs DEPTH TO TOP OF GRANULAR MATERIAf_ 8 feet bgs SCREEN GRANULAR BACKFILL * REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE LENGTH OF SOLID SECTION 10 feet NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL 15 feet STABILIZED WATER LEVEL -No water in well MEASURED ON February 18, 2009 Progress Energy— Sutton Plant t�� 1. TYPE II MONITORING WELL Wilmington, North Carolina INSTALLATION RECORD Project No. 6468-09-2340 PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ-4A INSTALLATION DATE February 12, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER MATERIAL Schedule 40 PVC RISER DIAMETER 2 inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock KEY CODE/COMBINATION No. 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR• LENGTH OF GROUT !; <.z> SOLID SECTION 20 feet DEPTH TO TOP OF BENTONITE SEAL 16 feet bgs BENTONITE DEPTH TO TOP OF GRANULAR MATERI RISER 18 feet bgs tENGTH OF SLOTTED SECTION 5 feet * REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE MArTE Progress Energy — Sutton Plant O Wilmington, North Carolina Project No. 6468-09-2340 NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL -25 feet STABILIZED WATER LEVEL 22.87 FEET BELOW TOP OF CASING MEASURED ON February 18, 2009 TYPE II MONITORING WELL INSTALLATION RECORD PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ-5 INSTALLATION DATE February 12, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER MATERIAL Schedule 40 PVC RISER DIAMETER 2 inch DRILLING TECHNIQUE hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock KEY CODE/COMBINATION No. 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR GROUT DEPTH TO TOP OF BENTONITE SEAL 6 feet bgs DEPTH TO TOP OF GRANULAR MATERIA1_ 8 feet bgs * REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE LENGTH OF SOLID SECTION 10 feet BENTONITE RISER tENGTH OF SLOTTED SECTION 5 feet Progress Energy — Sutton Plant AMcik,1L Wilmington, North Carolina Project No. 6468-09-2340 NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL 15 feet STABILIZED WATER LEVEL — No water in well MEASURED ON February 18, 2009 TYPE Il MONITORING WELL INSTALLATION RECORD PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ-5A INSTALLATION DATE February 12, 2009 LOCATION _Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER MATERIAL Schedule 40 PVC RISER DIAMETER 2 Inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth 1 LOCK BRAND Master Lock KEY CODEICOMBINATION No. 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR - GROUT DEPTH TO TOP OF BENTONITE SEAL 16 feet bgs DEPTH TO TOP OF GRANULAR MATERI' 18 feet bgs SCREEN GRANULAR BACKFILL * REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE LENGTH OF SOLID SECTION 20 feet BENTONITE RISER —LENGTH OF SLOTTED SECTION 5 feet NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL 25 feet STABILIZED WATER LEVEL 22.71 FEET BELOW TOP OF CASING MEASURED ON February 18, 2009 Progress Energy —Sutton Plant aMArTEC TYPE II MONITORING WELL Wilmington; North Carolina INSTALLATION RECORD Project No. 6468-09-2340 PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ-6 INSTALLATION DATE February 12, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC RISER MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER DIAMETER 2 inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock KEY CODE/COMBINATION No. 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR - GROUT DEPTH TO TOP OF BENTONITE SEAL 6 feet bgs DEPTH TO TOP OF GRANULAR MATERIAL- 8 feet bgs SCREEN GRANULAR BACKFILL * REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE Progress Energy —Sutton Plant Wilmington, North Carolina Project No. 6468-09-2340 LENGTH OF SOLID SECTION 10 feet BENTONITE RISER LENGTH OF SLOTTED SECTION 5 feet) NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL 15 STABILIZED WATER .LEVEL — No water in well MEASURED ON February 18, 2009 MIALCTECITYPE 11 INSTALLATION ORECORDELL PIEZOMETER INSTALLATION RECORD JOB NAME Progress Energy- Sutton Plant JOB NUMBER 6468-09-2340 WELL NUMBER PZ-6A INSTALLATION DATE February 12, 2009 LOCATION Wilmington, North Carolina GROUND SURFACE ELEVATION Approx. 34 feet REFERENCE POINT ELEVATION * Top of PVC GRANULAR BACKFILL MATERIAL Sand SLOT SIZE 0.01 SCREEN MATERIAL Schedule 40 PVC SCREEN DIAMETER 2 inch RISER MATERIAL Schedule 40 PVC RISER DIAMETER 2 inch DRILLING TECHNIQUE Hollow Stem Auger DRILLING CONTRACTOR Carolina Drilling BOREHOLE DIAMETER MACTEC ENGINEERING 7 inch FIELD REPRESENTATIVE Peter Worth LOCK BRAND Master Lock KEY CODEICOMBINATION No. 0536 LOCKABLE COVER VENTED CAP WELL PROTECTOR - GROUT DEPTH TO TOP OF BENTONITE SEAL 16 feet bgs DEPTH TO TOP OF GRANULAR MATERIAL 18 feet bgs SCREEN GRANULAR BACKFILL * REFERENCE POINT SHOULD BE TOP OF INNER CASING IF POSSIBLE LENGTH OF SOLID SECTION 20 feet BENTONITE RISER LENGTH OF SLOTTED SECTION 5 feet NOT TO SCALE GROUND SURFACE TOTAL DEPTH OF WELL 25 feet STABILIZED WATER LEVEL 23.31 feet BELOW TOP OF CASING MEASURED ON February 18, 2009 Progress Energy — Sutton Plant MAr EC TYPE II MONITORING WELL'`�. Wilmington,. North Carolina INSTALLATION RECORD Project No. 6468-09-2340 Hand Auger Burin;/'Dell Log Job Name: Progress Energy -Sutton Plant Date: February 11, 2009 Client: Progress Energy MACTEC Job No. 6468-09-2340 Piezometer No. PZ- 113 Boring Location: See boring location plan -toe of the dike slope Depth. feet Blow. Counts one Taken Visual Soil Description 0 to 0.2 Dry Light brown/gray silty fine SAND with root fibers 0,2} 4.5 Motet to wet, light brown and gray fine to medium sand, trace (-) silt S Bottom of auger boring at 4.5 feet Note: Installed 1 inch PVC piezometer at 4 feet, 2.5 feet of slotted wellscreen and 2.5 feet solid riser. Bentonita chips placed at top of piezometer. No groundwater encountered after installing iezorneter. Piezometer dry to bottom. on February 18, 2009. Hand Auger Boring/ Well Log Job Name: Progress Energy -Sutton. Plant Date: February 11, 2009 Client: Progress Energy MACTEC Job No. 6468-09-2340 Piezometer No. PZ- 2B Baring Location: See boring location plan -toe of the dike slope Depth feet Blow Counts one Taken Visual Soil Description 0 to 4 Dry to slightly moist light brown/tan slightly si!jy fine 'SAND (SW) 4 to 4.5 Moist to wet brownhan slightly silty fine SAND (SW, trace (-) clay Note: Installed 1 inch PVC piezometer at 4 feet, 2.5 feet of slotted wel.lsereen and 2.5 feet solid riser. Bentonite chips placed at top of piezometer. No groundwater encountered after installing piezometer. Piezometer dry to bottom on February 18, 2009. Prepared by: _11 ±tol N _rr � 7`/� Reviewed by: �T C Hand Anger Boring/ Well Log Job Name: Progress Energy -Sutton Plant Date: February 11, 2009 Client: Progress Energy MAC'TEC Job No. 6468-09-2340 Piezometer No. PZ- 3B Boring Location: See boring location plan -toe of the dike slope Depth (feet) Slaw Counts LNone Taken Visual Soil Description 0 to 4 Dry to slightly moist light brownhan slightly si!ty fine SAND (SW) 4 to 4.5 Moist to wet brown/tan fine to medium SAND SW), trace clay and silt Nate: Installed I inch PVC piezometer at 4 feet, 2.5 feet of slotted wellscreen and 2.5 feet solid riser. Bentonite chips placed at top of piezometer. No groundwater encountered after installinS piezometer. Piezometer dry to bottom on February 18, 2009. Hand Auger Boring/ Well Log Job Name: Progress Energy -Sutton Plant Date: February 11, 2009 Client: Progress Energy MACTEC Job No. 6468-09-2340 Piezometer No. PZ- 4B Boring Location: See boring location plan toe of the dire slope Depth feet Blow Counts Qiqne Taken Visual Soil Description 0 to 4 Dry to slightly moist light brown/tan slightly silty fine SAND S 4 to 4.5 Moist to wet brown/tan slightly fine to medium SAND (SW), trace clay and silt Note: Installed I inch PVC piezometer at 4 feet, 2.5 feet of slotted wellscreen and 2.5 feet solid riser. Bentonite chips placed at top of piezometer. No groundwater encountered after installing piezometer. Groundwater noted at 3.6 feet below top of casing on February 18, 2009. Hand Auger Boring /WeIl. Log Prepared by:[ 'Reviewed by: �V 0 /V 1_%_JTEt Job Name: Progress Energy -Sutton Plant Date: February 11, 2009 CIient. Progress Energy MACTEC Job No. 6468-09-2340 Piezometer No. PZ- 5E Boring Location: See boring location plan -toe of the dike slope Depth feet Blow Counts one Taken Visual Soil Description 0 to 4 Dry to slightly moist light brown/tan slightly si!V tine SAND (TAO 4 to 4,5 Moist to wet brown/tan fine to medium: SAND (S with trace clay and silt Dote: Installed 1 inch PVC piezometer at 4 feet, 2.5 feet of slotted wellscreen and 2.5 feet solid user. Bentonite chips placed at tap of piezometer. No groundwater encountered after installing piezometer. Piezometer dry to bottom can February 18, 2009 Hand Auger Boring/ Well Log Job Dame: Progress Energy -Sutton Plant Bate: February 11, 2009 Client: Progress Energy AIACTEC Job No. 6468-09-2340 Piezometer No. PZ-6B Boring Location: See boring location plan. -toe of the dike slope Depth feet(None Slow Counts Take� Visual Soil Description 0 to 4 Dry to slightly moist light brown/tan slightly silty faze. SAND (SW) 4 to 4.5 Moist to wet brown/tan fine to medium SAKI] (SW), with trace clay and. silt Note: Installed 1 inch PVC piezometer at 4 feet, 2.5 feet of slotted wellscreen and 2.5 feet solid riser. Bentonite chips placed at tog of piezometer. No groundwater encountered after installing piezometer. Piezometer dry to bottom. on February 18, 2009 Prepared by:1 -1 G . c Reviewed. by: , 4 A rMA Attachment 1.3 MACTEC 2011 Boring Logs � q � O 1' b Lry 3 La Q) 73 h U 4 - Irk o u C} a � � o } M .. 4� W fY U' C7 LL r O N W z J � J 111 � z CL ❑ 111 # 7- VJ 4 { zr 0 _ L'}-jIr CLr� L L) � L) W � Z Y 702 0�� LLJ J 0. Z (fi J' ux z V Z z u� F 57 �Slw 47 dij -' w i3 5u r 47 t"Y d ' L.ASSHICATION L C SAMPLES PT w N, i1 1 � — i3 P D I�EKAL1�ICS C L I_ C;a C7[9l:tt�f C G I. p i Or A EINCSC';w9 KEY SYMW—L SHLUT 1-UR F XPIANA l ION OF N C ,,, qs a tim {krill} pJ SYMBOLS hNF3 Aki9iICFVIA-nfm,. + HIJ ow 1) C f11 f '4 1(1 20 R 4r) 5[t w ill W +,1L1 I llo tiler F111, LN sD GRA'VEL, moil 26 G Mr. MW malwill ONO96 pay, sar 11r1e9 w inabum SAND !.S r I+l•I]'I I (NMi. marl Tj Dike Fill- Vrr} denim h+r€ W iJet�. ali�plt{'ly silly 17iL1ii�l7k'SANIJ{?'FC''' }' IVMLfir448f W&'haW- rrra+n Dikt (till: `-f to rnttiatlm 4"04i0lit ► v rel]ry lime to mvtium RAND (SP), Wel - -3 .'...�-12-40 - mz 1 t,-2t.3 - il :r�+•� 11E-�7 r Cf, I1348-25 +S-' II.1444 Cmml Flat Dcrh ms; MWruni L,iomw, (oar to Ughk gmy, fms la raoftTa S IJ ('�Fo wtllr tray: of sill, sra[uaa wd ti -ii l�F 55-4 i.A•i4 :�ti-N1 S-t+�fl I.a SS•11 ;•7.7 CSr�trrx tcrstirrcarcd 5t 1U C�ta. i arJ ' 14.6 DRQJ.F.A: L] }loins EQUIPMENT. C ME45 LC M . YI1-01): %-iud R4,lary HOLE DIA.: Y RFMA NS: C mundwalar Ind upon campiotuytr n(Ikxmg nol mewLLT-ei since drilling slum• was LwA. A casioE was inslallal m the t+c7eho1o. A (kandwalcr Ia4,rl of 13.2 raei was mms fired in Lac r mhi ! on ?A I T2{Il 1. 'RF'lrlr'wn ay.. TJ [rS REOURD IS A REASONABLE 1NTERPR£1 A 10K OF S ULISVRFACE (UNU[T[U]NtiAJ"rliJ:IJCI']J}RAT[{1N]!]('14T1()Tx i11ELSlJ]S]`A{'k•. € AT (MIF,R LCK'Al'Ighf.S AND Al OT14ER T[ME. MAY NITFIR TNII!�.RFUTS BF,1`TFN STRAI A ARL;APMOXIMATU .WL4Sl fIDNS BETWUN STRATA MAY Bi-. 0R,%[RJA1. (r Irl 3n fin' 0W 10 {,{I 7O 90 W HXI 11 S011. TEST BO IN G RECORD I I Project: Sutton Plant Ash Pond Dike Stability Boring No.: B-j Location: Wilmington, Rlorttl Carolina Drilled: Dccembt r 16, 2010 I-r°o t #: 6468-10-0: 74 Page l of 1 ACT C DRQJ.F.A: L] }loins EQUIPMENT. C ME45 LC M . YI1-01): %-iud R4,lary HOLE DIA.: Y RFMA NS: C mundwalar Ind upon campiotuytr n(Ikxmg nol mewLLT-ei since drilling slum• was LwA. A casioE was inslallal m the t+c7eho1o. A (kandwalcr Ia4,rl of 13.2 raei was mms fired in Lac r mhi ! on ?A I T2{Il 1. 'RF'lrlr'wn ay.. TJ [rS REOURD IS A REASONABLE 1NTERPR£1 A 10K OF S ULISVRFACE (UNU[T[U]NtiAJ"rliJ:IJCI']J}RAT[{1N]!]('14T1()Tx i11ELSlJ]S]`A{'k•. € AT (MIF,R LCK'Al'Ighf.S AND Al OT14ER T[ME. MAY NITFIR TNII!�.RFUTS BF,1`TFN STRAI A ARL;APMOXIMATU .WL4Sl fIDNS BETWUN STRATA MAY Bi-. 0R,%[RJA1. (r Irl 3n fin' 0W 10 {,{I 7O 90 W HXI 11 S011. TEST BO IN G RECORD I I Project: Sutton Plant Ash Pond Dike Stability Boring No.: B-j Location: Wilmington, Rlorttl Carolina Drilled: Dccembt r 16, 2010 I-r°o t #: 6468-10-0: 74 Page l of 1 ACT C ' $OILCLA CLASSIFICATION L F Sl iT��S YL��.E I�hllC:� LL��o, h �. I T lr I Al-i i7#fMi LR � ;rr � � � * 20 36 8 411 E) RN ifl ok� lbpff dry WL M F u(J 1' H ffii - AND REMARKS 'SPIE KEYSYMBULltiIWEI 1-0kii LAran't'IIIN0l SY"b,AW S AND AKflRFVLATInNS HFl riW L. G N 13 L F (H? 26.0 W hUU Dike nil: Ca y, mrA - (AILA V I-,J- ilrfmki NU bill: Mcdiw lkuwJ gmy} srlly Jns 111 FM m* SA I:I - - I)lke UIV. Very &-rw.1.1ghl brr no For I 1 rtlrslnmr SAND - ISP1� W11In1FY4C$�IlIE.S CJ - SS' 1.1 1a . f,. 1 { SS•} 21-N-40 -- 13Lke Fill: Lmue'. rmy- uly fla. ND rSMI, .s11w2kd p, I l.0 - -r = .-_, _ P&e fill �ww,a yh sll u: elss lwalar SATIfi 1rP-%M1, mcurwed %*i4 I'fKseblc Ash: 'k'elvsz�l9 Ir' iv�w.e � . ge�y, uyeia w Sal T (MI IL wo 20 I 3�3 I.CE ; sAf 24-3 i �4i1Jr:1 Plara iAelver�lw: hdr3lrum denJ�, lx+a�'>s�ra}', Jllt}' YiJtx - kS�xSrANLk{.^ylA1:F.selqui�Iral 14 ?tl -tu — Tlmnp ianTFlnalcd al 30 1' a. 40 -1 r-u AS - —� --- -ion IkRIr,I.I R 1). W111ty FQIJrPVFEN'f. C'ME-451-€' Firl'11011: MUJR�1taT4' RLMARKS: (iroundwacu 1-nel ulxm co mplrlion vPtkmng not nsCasurrcl since drillirr;� glurrywsk u�rcl .� c8s1R}'. u•a: installed ir. the haTrholG A C,roundu'mir- level c'r 14.1 f"L less lro-catlrr"1 in tlrc eniri2 no 2.11 2011. " TF415RF"} OR4}ISARFAS N'AM-FIVkT TFJ1'Rf1:tiS: kT1 N0BS RI�,10' Wrivifl(JOS AT THE. EXPLAI ATIQ.14 ICK.knON SrJ'KLJRFAC'L COND1 1ONSA'I {}]}IEKLSlC'l'1'll}'} ANE)Al'{ilEiF:kTlw#CSxi 1' DIFF.M. 1vu:RF'A( nrwE°r:NsrRATA AREAP1']k[ XIMAIk Tpx► NS1T10'QS RLTWF.r:N STRATA -MA Y BF: CiRADLIAI- II 110 'I .w� +M1 :Ma M M MAP 'A] I1i11 SOIL TEST BORING RECOIL V Project., Sutum Plunt AQi Pond Uike Srability Location: Wilmin&lon, North Carolina Boring No.: B-2 Drilled: December 16, 2010 PFOJcct #; 6468-10-0274 Page 1 of i MACTEC 4 r 1 ly SOIL CLASSIFICATION AND RIEWRKS SO' I(JEN ;5YFu1BOL SI If el'FOR f VULAN I Kr h OF tiYMUULIiAND AI3I4Rk'+IAT1f 1iF1,OW I]i7 rein: GmyftncBandy GRAVEL N Et r1l) SAMPLES 111I1 Px koc�1 Qr"V � 'c t�, '� � � � rlk aug P`4t r Y d" f' '�U • i aG 1TP1 SPT 54l tiS{9s9 fbpD 7U KU fPt1 SS b nl.l i bike AD: Vnydl>ir, gray-Feowri, mi'lyfiiW t+', mmlWtl5 SAND Mi, cl►ortl to 1 +w `TxT a ye+TY`"W $S-3 y f.3C'.13 r ik'� fill AteAiirm dL�se to lorzre, �}', sligiill}` cliiycy, scl9} It fine le nickl mn :ANV fSa+il, wi111 possib9c ash, +24unled S,r-A '5-&N w 4. SS-S 4-1`� 17M � � • D&071H Wry k I flay, ilIcy Am to maxllum SAND�. %wiLb pLLgnbk asb, P{.ltllnmd IM Possible Ad i4hW:iwm a71fr, d2pi; Im}" t Inc, P31ndy SILT (M )r Sir"3 7i1=3 - � - I 1_usaw .Plain I"trlS: misdival dglikL`,, btowtl 14'Visy. - rliolly i[It'Y r[TW Iu 0Mg5X SATr'I7 (57.5MI, Atimi wal 7-1tt-t5 i 5.5.1p �71f1 fl .4.5 - 13ttrlltir tei[>ilnatcd st.0 fim. 9.a1 LS - -ice. DRILLER: 1). title EQUA,1411<T: CMi--a 5 LC 4iFTHOD: Mud Roiarp IIOLE DIA.: }" RrmkRKS: Groundwaicr level urxm complumn ofbortng clot manlxd s1a4t! dr Ill1n� shirry wM used. ,M1 CASPV was inslal led to the Exvehotu A Crrouodwatcr Lcvr1 cr 1d_fL rneL waS msusiLTtd in 14e calstne Un 7 11120I 1. I � 1 r �d-- i4LIL-L:U i}im f / -V I I US R=- RD IS A RRASONARLE 1.YTERPRL-7ATION Or SUBLSURTACT. U(NNUfilONSAT'i-E1E— IPLIkJta.'f7C}tiLll4"Afn0K MiuSP:Rk'A{1 ♦'()NDITIONS AT OTHER L]f CA71UNS AND AT�M[F?R'r7MrN MAY D1177E.R V4T-- ;AC7-:`; a7a:wLEN S1-KATA A.RE APPR{ rMATL' TRANSMONS M V-rEFN S1RATA MAY BE: GkADUAL - 0 ill ?{I HI 011`1 10 41I F{l UP M1 PD11 Projecl: SWIDD Pint Ash Pond Oft Stability Huring Nof : B-3 Location Wilmiangtoti,.North Carolina Drilled: Decem>cr 16. 010 � Frcrjt et M 6468-10-0274 Ipuge I or I �MA,--vCTE C j 142nd Auger Log Jnb Name- Sutton Ash Pond Stability Date! 12JI512010 - - - Client: Progress Energy MACTLC,flab No. 646 -11} 274 Boring No. HA -I -I [coring Iation: On slope at B-1 - Depth (feet) Blow Counts Visual Soil Description 0-4 NA Tan Slightly Silty Pine to Coarse. SAND (SP- 4-10 NA dray Slightly Silty Fine io Coarsc SAND (SP-SM). Moist Boring dry at completion of hand auger. Dry on 1 16/ 10, 117111 and 2J ] 1111 Hand Auger Log - Jab Name- Sutton Ash Pond Stab iIiIv : 12lI5110 LIZ(TEC Job No. 6468-10-0274 Client! Progress Energy Boring No. HA-1-2 Boring L eation: Near Toe of slope a[ $-1 Depth (feet) Blow Counts Visual Soil Description Tan Slightly Silty Fine to Medium SAND ( P-SM), [Moist to Wa (1- 1tiA Groundwater at 4.0 feet at hand auger completion. - - Groundwater at 3,3 feet an 12115Y10 �evenin�� _ Groundwater at 3.4 feet on 1V16Y10 Groundwater at 3.9 feet on 117f 1 t Groundwater at 3.2 feet on 2J I I I I 1 Prepared by; *� `��' reviewed by. 04MCrC Hand Auger Log job Name, Sutton Ash Pond Stability Date: 12115121110 Client. Progress Energy MACTEC Job No. 6468-10-0274 Boring No. HA-2-1 Boring Location: On slope M B-2 Depth (feet) Blow Counts Visual Sail Description 0-4 NA Tarr Slightly Silly Fine to Coarse SAND (SP), dry to Moist Tan to Brown Slightly Silty Fins: to Coarse SAND W), moist Gray Silly Finc to ?Medium SAND (SM). moist co wCt 4-5 NA 5-9 NA Boring dry at completion of hand auger, Ground water at 7,3 feet on 12/15110 (-UvcninIz) Groundwater at 7.2 feet on 12/ 16/10 Ground water at 7.7 Feet on 1)7/1 1 Groundwater at 7,3 feet on 21t If 1 I Hand Auger Log Job Name. Sutton rash Fond Stability Date: 12/1512010 Client: Progress Energy MACTEC Job No. 6469-1"274 Boring No. HA-2-2 Boring Location: Near Toe of Slope at S-2 Depth (fett) Blow Counts Visual Soil Description 0-1.5 NA brown -tan to Gray Silty Fine to Coarse SANND (SF-SM), moist to wet 1.5-3 NA Gray Silty Fine SAND (SM), with trace organic 11xatter, wet Groundwater at 1.1 foot at hand auger completion. Groundwatcr at 1.5 Feet on 12/15110 (evenine) Groundwater at 1,4 feet tin 12/1N10 — Croundwateral L8 feet oa W111 Groundwater at IA feet on 211111 1 Prepared by: Reviewed by. IMACTEC Band Auger I.og job Name: Sutton Ash Pond Stability Date: 12115/ 010 Client: Progress Energy MACTIRC Job Nip. 6468-10-0274 Boring No. HA-3-1 Boring Location. On Slope bear B•3 Depth (feet) Blow Counts Visual Soil Description 0-2 NA Possible Ash; Gray Silty Fine SAND, ( M), moist 2-5,5 NA Possibly: Ash: Garay fine Sandy SILT' (ML), MC3isi Gray and Tan Slightly Silty Fine to Coarse SAND (SP-SM), moist 5,5-8 IAA 8-10 NA Gray Silty Fine Sand (SM), With SIII Seams, wet Boring dry at completion of hand auger_ Dry on 121161I0, 1l7111 and 2f1 III t Hand Auger Log ,fob Name: Sutton Ash Pond Stability bate: 12JI512010 Client: Progress Energy MACTEC Job No. 6468-10-0274 Bolting No. HA-3-2 Boring Location: (Year Toe of slope at AB-3 Depth - - [feet Blow Counts Visual Soil Description 0-L5 NA Possible Ash; Gray Fine Sandy SILT (ML), moist NA Gray Silty Fine to lvledium Sand (SM), moist 5.5.7 NA Gray Fine Sandy SILT (ML), wet Groundwater at 5,5 feet at hand auger completion Groundwater at 4,9 feel on 12J 1.5110 eveli n Groundwater at 4,8 feet on 12f lei110 Groundwater at 5,4 feet on 11?! 1 l Groundwater at 4.8 feet on 211 1111 Prepared by, _ _-- reviewed by; o4MCTC Attachment 1.4 Blasland, Bouck, & Lee Logs _ _Y._......... .....vrv- rrunn1148c raraYo.re rraurrounnyrv: rvrvv- rokriwn/ Drilling Company: Geologic Exploration Easting: 2305008.16 Drillees Name: Mike McConahey Casing Elevation: 18.21 ft Client: Progress Energy Carolinas Inc. Drilling Method: HSA Bit Size: NA Borehole Depth: 13 ft bis Location: Auger Size: 4.25-inch I.D. Surface Elevation: 15.09 ft Progress Energy L.V. Sutton Steam Rig Type: B-61 Mobile Rig Electric Plant Sampling Method: 24-inch splitspoon Logged by: Daniel C.H. Peterman Wilmington, NC E Well/Boring p Stratigraphic Description Construction t- Q d o co CL E $ In > X rL `� a °° z a o W protective above ground steel casing (+3.0'-0.01) Cement Pad (21x2') 0 15 Sentonite grout rjgj} ; Topsoil, Irace coarse gravel, low organic content, dry to slightly damp, no odors. ------------------------------------ SAND and ASH, dark grey, silt to flne grained, very loose, slightly damp to 0.0 damp, no odor. Bentonile chips (2.0'-1.0') 0.0 ::. 2-Inch SCH 40 PVC riser i .. K! 825-Inch nominal borehole lr �e. (13.0'-00) SAND and ASH, dark grey, silt to flne grained, very lame, slightly damp 19 2 3 0.0 S ' Well Gravel Pack No. 2 (13.0' - 2.0') 1 to damp, no odor. y�': x 3 5 .to - 2-inch 0.010 slot PVC screen _;', (13.0'-3.0') _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ — — 1 r{ SR y . �' •r clayey SAND (SC), dark grey, flne grained, low plasticity, very soft, wet, �. no odor. 24 3 1 5 0.0 �x clayey SAND SC), dark grey, flne grained, low plasticity, medium soft, Y Y ( Bre P tY, 10 5 4 y> wet, no odor. 5 ":� Tni-------------------------------- vc., M4. ," SAND (SM), grey, mottled tan, flne grained, loose, wet, no odor. 19 5 9 0.0 dew t»i C? .i; ' SAND (SM), dark brown, flne grained, loose, saturated, organic sulphur 5^ odor. 4 h Boring terminated at 13.0 ft bis t•• Remarks: Water Level Data HSA: Hollow Stem Auger NA: Not Applicable Date Depth Elev. ft bis: feet below land surface 6/22/04 8.96 9.26 Air Monitoring Equipment: PID, V-RAE, and PDR-1000 BBL PID: Photoionization Detector BLASLAND, BOVCK &LEE, INC, V-RAE: Multi -Gas meter e n ! v e e r s& s e l e n t t s t s PDR-1000: Particulate meter g Depth measured from top of casing • Project: 04010 Template:bodng_wellWt2003.idf rayrr. I vI I Data File:MW-13 Date: 06/01/04 Northing: 1979 5.38 WelUBoring ID: MW-13D (FADA) Drilling Company: Parratt Wolffe Easting: 2305017.45 Driller's Name: Arnold Chapel Casing Elevation: 18.16 Client: Progress Energy Carolinas Inc. Drilling Method: Mud Rotary Bit Size: 5.87-inch roller -bit Borehole Depth: 42 It bgs Location: Progress Energy L.V. Sutton Steam Auger Size: Surface Elevation: 15.53 Electric Plant Rig Type: B-61 Mobile Rig Wilmington, NO 'ampiing Method: 24-inch splitspoon Logged by: Brian Lovgren gyp y .A E Well/Boring p m c � d Stratigraphic Description Construction Z Q C > m rn m > CL Oh W E o 'm Z Q a q' protective above ground steel casing (+2.63'-0.0') Cement pad (2'x2') 0 15 Topsoil, trace coarse gravel, low organic content, dry to slightly damp, no odors. -----------------------------------• 2-InchSCH40 SAND and ASH, dark grey, silt to fine grained, very loose, slightly damp to PVC riser damp, no odor. (33.0' - +2.6') eentonite grout (27.0.0.01) 0.8' 2 2 3 0.0 SAND and ASH, dark grey, slit to fine grained, very loose, slightly damp 5 1 to damp, no odor. 10 3 clayey SAND (SC), dark grey, fine grained, tow plasticity, very soft, wet, s no odor. 64nch nominal 10 2.0' 9 5 0.0 borehole (42.0'-00') i ' + clayey SAND (SC), dark grey, fine grained, law plasticity, medium soft, 4 f' n� wet, no odor. 5 5 :;'.-— ----- ---- --- --- ---- --------- -- --- -♦ 1 .,,:: SAND (SM), grey, mottled tan, fine grained, loose, wet, no odor. 0.8' S 9 0.0 • ?� ' SAND dark brown, fine grained, loose, saturated, (SM), organic sulphur 4 5 4 w; t r: odor. %fro'-`• ` aft SAND (SM), brown to dark brown, fine to medium grained, loose, wet, no : Y.• 1.0' 2 3 6 0.0 7 odor. 15 0 iR R'+� SAND (SM), tan, fine to medium grained, medium dense, wet, no odor. 1.0' 7 14 0,0 7 s ,�4 20BB g y wK: Remarks: Water Level Data L NA: Not Applicable ft bgs: feet below ground surface Date Depth Elev. PID: Photolonization Detector 2/4/05 7.81 10.35 BLASLAND, BOUCK & LEE, INC. engineers, scientists, economists It pth measured from top of casing' Project: 04015 Template:boring_weilWL2005.1df Page: 9 of2 Data File:MW-13D Date: 3116/05 1 • Client: • �7� Progress Energy Carolinas Inc. Site Location: Progress Energy L.V. Sutton Steam Electric Plant WelliBoring ID: MW-13D (FADA) Borehole Depth: 42 ft bgs m E '" a 8 z z a M CL 0 M o Well/Boring O a' S a S Stratigraphic Description Construction t= Jr Q a 0. >8 y (0 y +� a. E9 i_ y I ; Cp pO LU Ltl l fn t tl' m Z Q 0. 2 N U 1.0' 4 31 0.0 SAND (SM), tan, fine to medium grained, dense, wet, no odor. 20 2S 20 Syyr t•ei -10 + xu i l 1.0' 8 22 0.0 �^% ,�;, SAND (SM), tan, fine to medium grained, medium dense, wet, no odor. 12 x Bentonite chips (31.0'-27.0') 3 0 13 -15 Well Gravel Pack (- No. 1 (42.0' - 31.01) Sri gat. • +;+..' g4 s+{ SAND (SM), tan to light gray, fine to medium grained, medium dense, wet,no y� r t 3 5 0 -20 IN a , `f' ; f• _ 2-Inch slot screen PVC seen t �� - 33.0') i NZ(38.0 � rw'7.---.--.------------------------------\ 2.0' 3 6 0.0x clayey SAND (SC), brown, mottled orange, low plasticity, medium dense,z'11 2 r wet, no odor. clayey SAND (SC), gray, low plasticity, medium dense, wet, no odor. 4 ?F 40-25 t "5°tf -- - - - ----- ------- -- -- -------- ----- - - CLAY (CL) observed on roller bit upon completion of drilling activities. BBL BLASLAND, BOUCK & LEE, INC. engineers, scientists, economists Remarks: NA: Not Applicable ft bgs: feet below ground surface PID: Photolonixation Detector Roject: 04015 Tempfate:bor)ng_weIiWL2005.1df Data File:MW-13D Date: 3116/05 Water Level Data Date Depth Elev. 2/4/05 7.81 10.36 measured from top of casing* Page: 2 of 2 0 Drilling Company: Geologic Exploration Drlllees Name: Mike McConahey Drilling Method: HSA Bit Size: NA Auger Size: 4.25-Inch'I.D. Rig Type: B-61 Mobile Rig Sampling Method: 24-Inch splitspoon Easting: 230617843 Casing Elevation: 14.15 ft Borehole Depth: 11.0 ft bis Surface Elevation: 10.96 ft Logged by. Daniel C.H. Peterman Client: Progress Energy Carolinas Inc. Location: Progress Energy L.V. Sutton Steam Electric Plant . Wilmington, NC v ,• a �L G f3 E Well/Boring p Z, y U Stratigraphic Description Construction 1= 5 > 5 r- m z a A protective above ground steel casing (+3.V-0.01) Cement pad (2'x2') 0 Topsoil, high organic content, damp, no odor. Bentonite grout ej h Benlonlle chips s%d (0.525� .t SAND (SM), 9raY. mottled white, tine grained, loose, damp, no odor, 10 0.0 r,- -' = i:�%:s :x . 2 Ind, sc 40 iry s PVC riser '�wsr 825•inch nominal `n SAND (SM), gray, mottled white, fine grained, loose, wet, no odor. 0.0 < :" borehole (11.0.-0.0) Gravel Pack ;tr EliWell No. 2 01.0' - 0.5') 21 4 9 0.0 24nch 0.010 slot SAND (SM), light gray, mottled white, fine to medium grained, loose, wet, rir 4 r no odor. y'r` z ' ((111 0,-Iscreen SAND (SM), light gray, mottled white, fine to medium grained, loose, wet, no odor. 24 5 10 1 0.0 ");': SAND (SM), dark brown, fine to medium grained, medium dense, 8 a'` saturated, no odor. 4 "r �$ 10 Boring terminated at 11.0 ft bis Remarks: Water Level Data HSA: Hollow Stem Auger NA: Not Applicable Date Depth Elev. ft bis: feet below land surface 6/22104 5.16 It 8.99 Air Monitoring Equipment: PID, V-RAE, and PDR-1000 PID: Photolonization Detector PSLAND,BOUCK & LEE, INC. V-RAE: Multi -Gas meter rs &sc lentlsts PDR-1000: Particulate meter . Depth measured from top of casing Project: 04010 Template:boring_weIIWL2003.idf Page: 1 of 9 Data File:MW-14 Date: 06/01/04 vwao .awl VI-u11S0: A/LA/U4 Drilling Company: Geologic Exploration Driller's Name: Mike McConahey Drilling Method: HSA Bit Size: NA Auger Size: 4.25 I.D. Rig Type: B-61 Mobile Rig Sampling Method: 24-inch splitspoon Easting: 230604401 Casing Elevation: 11.47 ft Borehole Depth: 11.0 ft bls Surface Elevation: 8.53 ft Logged by: Daniel C.H. Peterman Client: Progress Energy Carolinas Inc. Location: Progress Energy L.V. Sutton Steam Electric Plant Wilmington, NC y .^ � - a g _� Well/Boring z O .i va, C) Stratigraphic Description Construction 6. rom CO UJI A -1 0 di z a 10 5 10 0.0 0.0 24 1 5 18 1 0.0 24 ( 4 17 10.0 Topsoil, high organic content, slightly damp to damp, no odor. . SAND (SM), gray, One to medium grained, loose, moist to wet no odor. SAND (SM), gray, tine to medium grained, loose, saturated, no odor. SAND (SM), light gray, mottled white, fine to medium grained, loose, saturated, no odor. SAND ISM), dark brown, fine grained, loose, saturated, no odor. SAND (SM), tan, fine grained, loose, saturated, no odor. protective above ground steel casing (3.0'-0.0') EF Cement pad (2'x2') - Bentonite grout --- Bentonite chips - 0.5'-0.25')) -Inch SCH 40 PVC riser (10 -+3.0') ---- 8.25-Inch nominal borehole (11.0--0.01) Well Gravel Pack No. 2 (11.0' - 0.5') 2-Inch 0.010 slot PVC screen (11.0- -1.0') Remarks: Water Level Data HSA: Hollow Stem Auger NA: Not Applicable Date Depth Elev: ft bls: feet below land surface 6/22/04 2.94 8.53 iBBI-J Air Monitoring Equipment: PID, V-RAE, and PDR-1000 PID: Photoionization Detector BLASLAND, BOUCK & LEE, INC. V-RAE: Mufti -Gas meter e n I n e e r s & s c/ e n t l s t s PDR-1000: Particulate meter Depth measured from top of casing Project: 04010 Tempiate:bodng weIIWL2003.ldf Page: 1 of 1 Data File:MW-15 n.+o• na/n, lne Drilling Company: ParrattWolffe Driller's Name: Arnold Chapel Drilling Method: Mud Rotary Bit Size: 5.87-Inch roller -bit Auger Size: Rig Type: B-61 Mobile Rig sampling Method: 24-Inch splitspoon Northing: 196476.98 Easting: 2306061.06 Casing Elevation: 11.21 Borehole Depth: 48 ft bgs Surface Elevation: 8.61 Logged by. Brian Lovgren Client: Progress Energy Carolinas Inc. Location: Progress Energy L.V. Sutton Steam Electric Plant Wilmington, NC y + d C � Well/Boring a��i �, U Stratigraphic Description Construction _o a, E Q O. f0 > Q Q2 _O W W m � Z Q d p UJ protective above 10 ground steel casing (+2.6'-0.V) 0 Cement pad (2'x2') - Topsoil, high organic content, slightly damp to damp, no odor. SAND (SM), gray, fine to medium grained, loose, moist to wel, no odor. .w 2anch SCH 40 ;.; ;• PVC riser (40.0' -+2.5) SAND ISM), gray, fine to medium grained, loose, wet, no odor. g:r Bentonite grout S ° `' (35.5- - 0.0') 2.0' S 2 6 0.0 .Y 'S " { SAND (SM), light gray, mottled white, fine to medium grained, loose, wet, 5 4 no odor. 5� SAND (SM), dark brown, fine grained, loose, wet, no odor. 2.0' 4 7 0,06-Inch nominal 3 borehole 10 5 s' (45.0'-0.0q SAND (SM), tan, flne grained, loose, wet, no odor. -S 1 SAND (SM), tan, fine to medium grained, very loose, wet, no odor. 1 ';v�. 1.2' 9 25 0.0 a -10 12 :•j aj SAND (SM), tan, fine to medium grained, medium dense, wet, no odor. 13 13 y, 20 Ks PVC dserH 40 v i : (40.0' - +2.5') 0.8 1 3 6 0.0 ? SAND (SM), tan, fine to coarse grained, loose, wet, no odor. -IS 3 BBFA','•', L Remarks: Water Level Data NA: Not Applicable ff bgs: feet below ground surface Date Depth Elev. PID: Photolonization Detector -- NR: No Recovery 2/4/05 3.13 8.08 BLASLAND, BOU X & LEE, INC. engineers, scientists, economists epth measured from lop of casing' Project: 04015 Template:boring_weilWL2005.idf Page: 1 of2 Data File:MW-15D Date:3/16105 Client: Progress Energy Carolinas Inc. Site Location* Progress Energy L.V. Sutton Steam Electric Plant Well/Baring 10: MWA 51) (FADA) Borehole Depth, 48 ft bgs E E z z C s o ck o Well/Boring 0 CE, —E 4) Stratigraphic Description Construction CL W -J W co U) co IX IM• 22 —2S Bentonite grout (35.6-0.0') III ' � f. 0.8' 3 6 0.0 4%: -20- 3 3 4 30 ii 6-inch nominal borehole (45.0'-0.0') 1% SAND (SM), tan, fine to coarse grained, medium dense, wet, no odor. -25- 1.01 5 8 is 0.0 11 13 —3S Bentonite chips -30- 1.01 10 11 is, 0.0 ;I (38.0'-35.S) SAND (SM). brown, mottled orange, one to coarse grained, medium 14 r4, r. dense. wet. no odor. I I Well Gravel Pack -40 15 1, " N. 2 (4o6.01.38.0-) SAND (SM). brown, fine to coarse grained, medium dense, wet, no odor. 1.2' 3 2 6 0.0 KX 2-inch 0.010 slot PVC screen = tty• SAND (SM). brown, mottled orange, fine to coarse grained, loose, wet, no -35- 4 •odor. (45.0- -40.0') 3 SAND (SM). dark gray, slit to fine fine grained, very dense, wet, no odor. 45 N; 1.2' 24 79 0.0 z 2 nominal 45 bc rench hole , (48.0 -45.0 I NR I — Natural Collapse ....'' BBL BLASLAND, BOUCK & LEE, INC. engineers, scientists, economists Remarks: NA: Not Applicable ft bgs: feet below ground surface PID: Photolonizatfion Detector M No Recovery Project: 04015 Template:boring_.yvellWL2005.ldf Data File-MW-M Date: 3116/05 Water Level Data Date Depth Elev. 2/4/05 3.13 8.08 lepth measured from top of casing* Page: 2 of 2 D urromg company: SAEDACCO Driller's Name: Rich Lemire Drilling Method: HSA Bit Size: NA Auger Size: 4.25-Inch I.D. Rig Type: B-61 Mobile Rig Sampling Method: 24-inch splitspoon ..vruuu�: rao:it093 Easting: 230675316 Casing Elevation: 16.91 ft Borehole Depth: 12.0 ft US Surface Elevation: 14.11 ft Logged by: Daniel C.H. Peterman Client: Progress Energy Carolinas Inc. Location: Progress Energy L.V. Sutton Steam Electric Plant , Wilmington, NC ro m a r� a ° c E Well/Boring O in U Stratigraphic Description Construction x Q a QQ> y m � a m z a o 0 (9j •5 •10 15 SAND (SM), brown, fine grained, very loose, trace organics, dry, no odor. 2.9 0.0 I (,.:-! ; t� SAND (SM), white, mottled tan, fine, very loose, dry, no odor. 20 { 24 ; 4 0.0 IJY SAND (SM), white, mottled tan, fine, very loose, wet to saturated, no odor. 24 1 1 l 12 1 OA SAND no odoM) mottled white, floe to medium grained, medium dense, BBL BLASLI4ND, BOUCK &LEE, INC. eriglneers & sClentiStS Boring terminated at 12.0 ft bts Remarks: HSA: Hollow Stem Auger NA: Not Applicable ft bis: feet below land surface Air Monitoring Equipment: PID, V-RAE, and PDR-1000 NO: Photolonization Detector V-RAE: Multi -Gas meter PDR-1000: Particulate meter protective above ground steel casing z Cement pad (2'&) -- Bentonite grout - Bentonite chips 2-inch SCH 40 PVC riser (2.0' - +3,01) ---- 8.25•inch nominal borehole (120-0.0') Well Gravel Pack No. 2 (12.0'- 1.0') 24nch 0.010 slot PVC screen (12.0'-2A') Water Level Data Date Depth Elev. 06/22/04 7.60 9.31 ft Depth measured from top of casing 0 Project: 04010 Template:bor1ng_weIIWt2003.1df raga: r ur r Data Fife:MW-16 Date: 06/30/04 uate o arurinlsh: 1/26 05 Northing: 196962.70 We111Boring ID: MW-16D (FADA) Drilling Company: Parratt Woiffe Easting: 2306758.11 Driller's Name: Arnold Chapel Casing Elevation: 16.43 Client: Progress Energy Carolinas Inc. Drilling Method: Mud Rotary Bit Size: 5.87-inch roller -bit Borehole Depth: 47 It bgs Location: Progress Energy L.V. Sutton Ste Auger Size: Surface Elevation: 14.00 Electric Plant Rig Type: B-61 Mobile Rig Wilmington, NC 1ampiing Method: 24-inch splitspoon togged by: Brian Lovgren N `- 2 Well/Boring p S �—. U Stratigraphic Description Construction Q _c ' $ - _ a Lu w E a� � s m Z a d protective above ground steel casing 15 (+2.4V-O.V) 0 Cement pad (25c2') ;•, ,�. . SAND (SM), brown, tine grained, very loose, trace organics, dry, no odor. 2.9 ter: 24nch SCH 40 0.0 e; ; , PVC riser (42.0'-+2.5') i4r :. SAND (SM), white, mottled tan, fine, very loose, dry, no odor. l; f Bentonile grout 10 2.0' 1 2 4 0.0 r'=, , _ SAND (SM), white, mottled tan, fine, very loose, wet. no odor. 5 2 •. riy{ ' ,'•ti 2.0' 1 6 12 0.0 .. SAND (SM), light gray, mottled white, fine to medium grained, medium ' dense, wet, no odor. 6-inch nominal 10 7 ' ^ i' borehole (47.0'-0.0') asp 'T, 4a 0 1.0' 4 26 0.0 i". t i 4' e 16 15 13 in i K, `�• ra' rti i _5 1.0' 5 9 0.0 4 SAND (SM), tan, fine, loose, wet, no odor. 4 kt " 20 4 ? "' . 1 :nr -20 1 2' 5 S 9 0.0 SAND (SM), tan, One to coarse grained, loose, wet, no odor. Remarks; Water Level Data L NA: Not Applicable ft bgs: feet below ground surface Date Depth Elev. BB PID: Photoionization Detector 2/4/05 6.38 10.05 BLASLAND, BOUCK & LEE, INC. engineers, scientists, economists epth measured from top of casing' Project: 04015 Template:bodng weIIWL2005.idf Page: i Of Data File:MW-16D Date: 3/15105 0 • Client: Progress Energy Carolinas Inc. Site Location: Progress Energy L.V. Sutton Steam Electric Plant Well/Boring ID: MW-16D (FADA) Borehole Depth: 47 ft bgs `- E •^. N E v z c— c o o Well/Boring Qre; m Stratigraphic Description Construction a E E > s W tY m z 0. C� 25 30 35 40 45 -15 -2 0 -25 -30 -35 BBL BLASLAND, BOUCK & LEE, INC. gineers, scientists, economists Remarks: NA: Not Applicable ft bgs: feet below ground surface PID: Photolonfzatlon Detector Project: 04015 Template:boring_weIIW L2005.Idf Data File:MW-16D Date: 3/15105 Benlonite chips (40.0'-36.0') Well Gravel Pack No. 2 (47.0' - 40.0') 2-Inch 0.010 slot PVC screen (47,0' - 42.0') I.54nch nominal borehole Hai&-4b131lapse Water Level Data Date Depth Elev. 4/05 6.38 10.05 measured from top of casing' Page: 2 of 2 veto start/Finish: 2/2105 Drilling Company: Parratt Wolffe Drlllees Name: Arnold Chapel Drilling Method: HSA Bit Size: NA Auger Size: 3.25-inch (ID) Rig Type: B-61 Mobile Rig 'ampling Method: Easting: 2306318.10 Casing Elevation: 13.70 Borehole Depth: 14 ft bgs Surface Elevation: 10.78 Logged by: Brian Lovgren Client: Progress Energy Carolinas Inc. Location: Progress Energy L.V. Sutton Electric Plant Wilmington, NC y yy et y G Well/Boring p Z U Stratigraphic Description Construction a >RR Q W w f`ri a z a 0 10 5� I1.0'1 2 5 10.0 io 01 11.011 i I to j 0.0 SAND (SM), black, One to medium grained, loose, damp, no odor. SAND (SM), brown, mottled orange, One to medium grained, loose, wet, no odor. SAND (SM), brown to light gray, fine to medium grained, loose to medium dense, wet, no odor. Remarks: HSA: Hollow -Stem Auger NA: Not Applicable BBL ft bgs: feet below ground surface PID: Phololonlzation Detector BLASLAND, BQUCK & LEE, INC. engineers, scientists, econornists Project: 04015 Template:boring_welIWL2005.1df Data File:MW-20 Date: 3/16105 protective above ground steel casing (+2.92'-0.0') Cement pad (2'x2') Bentonite grout (1.0' - 0.0) Bentonite chips 2-inch Sch 40 PVC riser (4.0' - 0.0') Well Gravel Pack No.1 (14.0' - 3.0') 74nch nominal borehole (14.0'-0.0') 24nch 0.010 slot PVC screen (14.0' - 4.(Y) Water Level Data Date Depth Elev. 4/05 7.92 5.78 measured from top of casing' Page: 9 of i _ ___. _.......... "4jv;a Northing: 196256.89 WeillBoring ID: MW-20D (FADA) Drilling Company: Parratt Wo)ffe Easting: 2305326.09 Drilier's Name: Arnold Chapel Casing Elevation: 13.66 Client: Progress Energy Carolinas Inc. Drilling Method: Mud Rotary Bit Size: 5.87-inch roller -bit Borehole Depth: 52 ft bgs Location: Progress Energy L.V. Sutton Stea Auger Size: Surface Elevation: 10.73 Electric Plant Rig Type: B-61 Mobile Rig Wilmington, NC `ampling Method: 24-Inch sp)itspoon Logged by: Brian Lovgren Qy N ++ Well/Boring p `' _E Stratigraphic Description Construction S Q > y33 m a U w E m w lY z ii protective above ground steel casing (+2.93'-0.0') Cement pad (2'x2') t gi SAND (SM), black, fine to medium grained, loose, damp, no odor. 24nch SCH 40 .> ! PVC riser its (43.0'-+2.9) 2 ;,.t Bentonite grout .x .r' (37.0'-10.0') 5 1.0' 3 5 0.0 r^= yne, y, •c 5 2 3 f Ln 2 i' -��� SAND (SM), brown, mottled orange, fine to medium grained, loose, wet, no odor. 6•inch nominal 10 1.0' S 10 0.0 4 n borehole x �� fine to loose to 0 i SAND (SM), brown to light gray, medium grained, medium 5 ? dense, wet, no odor. 7 -_'t Ya 1; p�ik F•.K� 15 6 7 15 0.0 : 7" SAND (SM), brown to tan, One to medium grained, medium dense, wet, no -5 odor. 6`? ,` S la . Y� i? 20 1.V 13 17, 34 0.0 24nch SCH 40 PVC riser • SAND (SM), tan, fine to medium grained, dense• wet, no odor. _ x 0 17 ; (43.0' - +2.9') 18 •i T' Remarks: NA: Not Applicable ft bgs: feet below ground surface Water Level Data Date Depth Elev. BBL PID: Photolonizatlon Detector NR: No Recovery 214/05 7.90 5.76 BLASLAND, BOLICK & LEE, INC. engineers, scientists, economists epth measured from top of casing' Project: 04015 Template:boring welIWL2005.1df Page: 1 of Data File:MW-20D Date: 3/16105 6� Client: 4 Progress Energy Carolinas Inc. Site Location: Progress Energy L.V. Sutton Steam Electric Plant Weil/Boring ID: MW-20D (FADA) Borehole Depth: 52 ft bgs 6 & 2 o. a E z c � c CU a c 8 Well/Boring m 'c Strat(graphic Description Construction as CU 0 -1 p W cn ticpp m m Z 4 25 t. C^, j`r r SAND (SM), tan, One to medium grained, medium dense, wet, no odor. 1.6 4 10 18 0.0 Bentonita grout (37.0'-0.0') -15 13 ?; IW t 30 1.0' 3 3 6 0.0 bore h nominal borehole n• '• ° ` SAND (SM), tan, One to medium grained, loose, wet, no odor. _20 � 1 � 35 1.01 i 2 0,0 SAND (SM), dark brown, One to medium grained, very loose, wet, no odor. _ 25 , b Y-i Y 5 ;; f `a. , Bent00lte chips r�. �i • 40 1.0' 1 2 0.0 ,T -30 j a ,j Well Gravel Pack (48 i 2-Inch 0.010 slot 45 o a 4i« E{' PVC =een ;t a (48.01-43.0') ,« - SAND (SM), dark brown, One to medium grained, medium dense, wet, no 0.6' 4 7 14 0.0 <ti - (g^i -35 7 odor, % r 1.6-Inch nominal e ,* t borehole (46.01-45.0') 'e: ;xi.i=t F +` Natural Collapse 50 1,5' 14 26 50 0,0 a ref _ _; ' s`r SAND (SM), green to dark gray, silt to fine grained, very dense, wet, no -40 24 odor. 19 t` l3oring terminated at 52.0 it bls BBL BLASLAND, BOLICK & LEE. INC. Remarks: NA: Not Applicable ft bgs: feet below ground surface PID: Photolonization Detector NR: No Recovery inject: 04015 iemplate:bodng_weI1W L2005.Idf Data File:MW-20D Date: 3/16105 Water Level Data Date Depth Elev. 2/4105 7.90 5.76 measured front top of casing' Page: 2 of 2 Attachment 1.5 Geosyntec 2014 May through July Boring Logs & As-Built Piezometer Construction Details Legend for Soil Classification Symbols Pattern Description SP – poorly graded sands SW – well graded sands GP – poorly graded gravels GW – well graded gravels SM – silty sands SP-SM – poorly graded sand with silty sand SP-SC – poorly graded sand with clayey sand MH – elastic silts ML – inorganic silts with slight plasticity SC – clayey sands CL – lean clays CH – fat clays OH – organic clays Ash Well Screen Bentonite Granular Backfill PVC Riser 40 35 30 25 20 15 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant SILT (ML) (ash); gray; moist SILT (ML) (ash); gray; moist SILT (ML) (ash); gray; moist SILT (ML) (ash); gray; moist SILT with fine sand (ML) (ash); trace silt; gray/black; moist SILT (ML) (ash); gray; wet (bottom 0.7' moist) SILT with fine sand (ML) (ash); gray (scattered dark tan at 27' bgs); moist to wet fine sandy SILT (ML) (ash); gray; wet; sand (soil) at tip 3.5' 3.0' 2.7' 2.8' 2.5' 4.0' 3.0' 4.0' Sample collected Sample collected 60.1% MC 05/16/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 40 ft bgs 198282.90 2305487.83 44.89 ft (NAVD88) GP-01 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Dual-Tube 2.25" 10 5 -35 -40 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant fine to medium SAND (SP) (soil); trace silt; white/brown (occasionally black); wet fine to medium SAND (SP) (soil); trace silt; white/brown; wet 2.8' 3.0' Sample collected Sample collected Boring terminated at 40' bgs 20.6% MC, 1.0% FC 05/16/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 40 ft bgs 198282.90 2305487.83 44.89 ft (NAVD88) GP-01 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Dual-Tube 2.25" 45 40 35 30 25 20 15 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant SILT (ML) (ash); gray; moist SILT (ML) (ash); gray; moist SILT (ML) (ash); gray; moist to wet (wetter at bottom) silty fine SAND (SM) (ash); gray/black; moist silty fine SAND (SM) (ash); black; moist fine sandy SILT (ML) (ash); black; moist to wet fine sandy SILT (ML) (ash); gray/black; moist to wet fine sandy SILT (ML) (ash); gray/black/dark tan; wet 2.8' 2.5' 2.5' 2.5' 2.5' 2.6' 3.7' 4.0' Sample collected Rod falls by 1' Sample collected 51.3% MC 05/16/2014, 05/19/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 84 ft bgs 198829.21 2305479.90 45.08 ft (NAVD88) GP-02 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Dual-Tube / Macro-Core 2.25" 10 5 0 -5 -10 -15 -35 -40 -45 -50 -55 -60 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant fine sandy SILT (ML) (ash); gray; wet silty fine SAND (SM) (ash); gray (scattered black); wet silty fine SAND (SM) (ash); gray/black; wet silty fine SAND (SM) (ash); gray/black; wet silty fine SAND (SM) (ash); gray/black; wet SILT (ML) (ash); dark tan (occasionally black); wet SILT (ML) (ash); dark tan/gray/black; wet silty fine SAND (SM) (ash); gray/black (occasionally dark tan); wet 4.0' 3.0' 3.5' 3.5' 4.0' 4.0' 4.0' 3.5' Environmental Sample: SS-GP2 (52.0-56.0)-20140516 05/16/2014, 05/19/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 84 ft bgs 198829.21 2305479.90 45.08 ft (NAVD88) GP-02 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Dual-Tube / Macro-Core 2.25" -20 -25 -30 -35 -65 -70 -75 -80 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 3 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant fine sandy SILT (ML) (ash); gray/dark tan; wet SILT with fine sand (ML) (ash); dark tan (occasionally gray/black); wet Top 3.8': SILT (ML) (ash); dark tan (occasionally gray/black); wet Bottom 0.2': silty fine to medium SAND (SM) (soil & ash); white/gray; wet fine to medium SAND (SP) (soil); trace silt; white/gray; wet fine to medium SAND (SP) (soil); trace silt; white; wet 2.5' 4.0' 4.0' 2.5' 3.7' Sample collected Resume boring on 5/19/14 Sample collected Environmental Sample: SS-GP2 (72.0-76.0)-20140519 Heaving sand in the borehole Sample collected Switch from Dual-Tube to Macro-Core Sample collected Boring terminated at 84' bgs Top: LL=32, PL=26, PI=6 05/16/2014, 05/19/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 84 ft bgs 198829.21 2305479.90 45.08 ft (NAVD88) GP-02 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Dual-Tube / Macro-Core 2.25" 45 40 35 30 25 20 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant SILT (ML) (ash); gray; moist SILT (ML) (ash); gray; wet SILT with fine sand (ML) (ash); gray; moist; sandier at top SILT (ML) (ash); gray; moist to wet SILT (ML) (ash); gray; moist to wet; scattered roots SILT with fine sand (ML) (ash): gray/black; wet (occasionally moist); scattered roots SILT (ML) (ash); trace fine sand; gray (scattered black); moist (occasionally wet); scattered roots SILT (ML) (ash); trace fine sand; gray (scattered black); wet (occasionally moist); scattered roots and wood debris 3.1' 2.8' 3.2' 2.5' 2.8' 3.5' 2.9' 3.1' Sample collected Environmental Sample: SS-GP3 (24.0-28.0)-20140520 05/20/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 88 ft bgs 199020.37 2305207.57 47.32 ft (NAVD88) GP-03 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Dual-Tube / Macro-Core 2.25" 15 10 5 0 -5 -10 -35 -40 -45 -50 -55 -60 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant SILT (ML) (ash); trace fine sand; dark tan (scattered black); wet SILT (ML) (ash); trace fine sand; black (scattered dark tan); wet Top 2.1': silty fine to medium SAND (SM) (ash & soil); gray; wet Bottom 1.5': SILT with fine sand (ML) (ash); gray; wet No Sample Recovery fine sandy SILT (ML) (ash); black/gray (occasionally dark tan); wet SILT with fine sand (ML) (ash); black/gray (occasionally dark tan); wet SILT with fine sand (ML) (ash); black/gray (occasionally dark tan); wet SILT with fine sand (ML) (ash); black/gray (occasionally dark tan); wet 4.0' 3.5' 3.6' NR 3.0' 3.5' 4..0' 3.5' Sample collected Environmental Sample: SS-GP3 (32.0-36.0)-20140520 Sample collected Sample collected NP, SG=2.316 05/20/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 88 ft bgs 199020.37 2305207.57 47.32 ft (NAVD88) GP-03 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Dual-Tube / Macro-Core 2.25" -15 -20 -25 -30 -35 -40 -65 -70 -75 -80 -85 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 3 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant SILT with fine sand (ML) (ash); black/gray/dark tan; wet SILT (ML) (ash); gray (occasionally dark tan); wet SILT (ML) (ash); dark tan (occasionally gray); wet SILT (ML) (ash); dark tan (occasionally gray); wet SILT (ML) (ash); dark tan (occasionally gray); wet No Sample Recovery 2.0' 3.5' 2.3' 4.0' 3.8' Clean out the borehole Sample collected Environmental Sample: SS-GP3 (72.0-76.0)-20140520 Environmental Sample: SS-GP3 (76.0-80.0)-20140520 Clean out the borehole Environmental Sample: SS-GP3 (80.0-84.0)-20140520 Clean out the borehole (sand is collected during cleanout) Switch from Dual-Tube to Macro-Core Boring terminated at 88' bgs Sample collected 41.1% MC, NP, SG=2.310 Sample collected NP 05/20/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 88 ft bgs 199020.37 2305207.57 47.32 ft (NAVD88) GP-03 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Dual-Tube / Macro-Core 2.25" 25 20 15 10 5 0 0 -5 -10 -15 -20 -25 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant sandy SILT (ML) (ash); gray/black; moist silty fine to medium SAND (SM) (ash & soil); gray/black/brown; moist (top 0.5' wet) fine sandy SILT (ML) (ash & soil); gray/brown; moist SILT with fine sand (ML) (ash); gray; moist (bottom 1' wet) Top 2': SILT (ML) (ash); gray; wet Bottom 0.3': silty fine to medium SAND (SM) (soil); white; wet fine to medium SAND (SP) (soil); trace silt; brown/white; wet fine to medium SAND (SP) (soil); trace silt; brown; wet 3.0' 3.0' 2.2' 2.5' 2.3' 3.4' 3.7' Sample collected Sample collected Easier push @ 12' Sample collected 19.9% MC 05/21/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 28 ft bgs 198013.19 2306204.12 27.49 ft (NAVD88) GP-04 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Dual-Tube 2.25" 20 15 10 5 0 0 -5 -10 -15 -20 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant SILT (ML) (ash); gray; moist (bottom 1.3' wet) fine sandy SILT (ML) (ash); gray/black; wet SILT with fine sand (ML) (ash); gray (occasionally black); wet Top 1.5': SILT (ML) (ash); gray; wet Bottom 2': organic CLAY (OH) (soil); gray; moist; roots at tip Top 3.2': SILT with fine sand (ML) (ash & soil); gray; wet Bottom 0.8': fine to medium SAND (SP) (soil); trace silt; brown; wet fine to medium SAND (SP) (soil); trace silt; white (bottom 1.3' brown); organic matter at 22.8' 2.5' 1.5' 2.5' 3.5' 4.0' 3.5' Sample collected Sample collected Switch from Dual-Tube to Macro-Core Environmental Sample: SS-GP5 (20.0-24.0)-20140521 Boring terminated at 24' bgs Bottom: 106.9% MC; LL=152, PL=57; PI=95 05/21/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 24 ft bgs 199238.51 2304436.73 22.85 ft (NAVD88) GP-05 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Dual-Tube / Macro-Core 2.25" 35 30 25 20 15 10 0 -5 -10 -15 -20 -25 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant fine sandy SILT (ML) (ash); gray; moist sandy SILT (ML) (ash): gray; moist sandy SILT (ML) (ash): gray/black; moist (wet at tip) fine sandy SILT (ML) (ash & soil); gray (scattered dark tan); moist (occasionally wet) SILT (ML) (ash&soil); gray/black/dark tan; wet; scattered organic matter Top 0.3': SILT (ML) (ash); gray (occasionally tan); moist to wet Bottom 2.7': fine to medium SAND with silt (SP- SM) (soil); white/dark brown/brown; moist fine to medium SAND with silt (SP-SM) (soil); brown/white; wet 3.2' 3.0' 3.8' 3.8' 3.8' 3.0' 2.5' Sample collected Sample collected Environmental Sample: SS-GP6 (24.0-28.0)-20140521 Boring terminated at 28' bgs 05/21/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 28 ft bgs 199016.35 2305634.55 35.76 ft (NAVD88) GP-06 (within the 1971 Pond) Direct Push 5400 Track Rig (Serial # CFA00199) Macro-Core 2.25" 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" sandy SILT (ML) (Ash); gray; moist sandy SILT (ML) (Ash); gray; moist SILT with sand (top 1.4' sandier) (ML) (Ash); gray (occasional black); moist to wet Top 0.3': SILT (ML) (Ash); gray; moist to wet Middle 2.2': Sand with silt (SP-SM) (Possible Ash); brown; moist Bottom 0.4': SILT with sand (ML) (Ash & Possible Soil); gray; moist sandy SILT (ML) (Ash & Possible Soil); gray/brown; moist SILT with sand (ML) (Ash); gray/brown/black; wet SILT with sand (ML) (Ash); gray/black; wet Top 1.5': SILT with sand (ML) (Ash); gray/black; wet Bottom 2.5': fine to medium SAND with silt (SP- SM) (Soil); brown; wet 3.5' 3.1' 3.2' 2.9' 3' 4' 0.8' 4' Sample Collected (12.3' - 14.5') Sample Collected (28' - 28.9') 7/2/2014 Michael Martin 36 ft 197980.6 2305972.0 33.3 ft (NAVD88) GP-07 (within the 1971 Pond) Dual Tube 0 -35 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" fine to medium SAND (SP) (Soil); brown; wet 4' Boring Terminated at 36 ft 7/2/2014 Michael Martin 36 ft 197980.6 2305972.0 33.3 ft (NAVD88) GP-07 (within the 1971 Pond) Dual Tube 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT (ML) (Ash); gray; moist; occasional organic matter SILT with fine sand (ML) (Ash); gray; moist; occasional roots at top 0.3' SILT with fine sand (ML) (Ash); gray (occasional black); moist SILT with fine sand (ML) (Ash); gray/black (occasional dark tan); moist (wet at middle 0.3 ft) SILT (ML) (Ash); gray; wet SILT (ML) (Ash); gray/dark tan (occasional black); wet Top 2': SILT (ML) (Ash); gray (occasional black); wet Bottom 2': fine to medium SAND (SP) (Soil); gray/brown/white; wet fine to medium SAND (SP) (Soil); brown/white; wet 2.5' 2.6' 4' 3' 4' 4' 4' 2.5' Start using water Boring Terminated at 32 ft 6/26/2014 Michael Patinkin 32 ft 198603.9 2304725.8 32.6 ft (NAVD88) GP-08 (within the 1971 Pond) Dual Tube 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" Top 1.0': Top Soil (SP) (Soil); brown; dry; occasional gravels Bottom 3.0': SILT (ML) (Ash); gray; moist SILT (ML) (Ash); gray; moist SILT (ML) (Ash); gray; moist SILT (ML) (Ash); gray; moist SILT (ML) (Ash); gray; moist to wet; occasional wood chips and roots sandy SILT (ML) (Ash); gray/black/dark tan; wet Top 2.5': SILT (ML) (Ash); dark tan (occasional black); wet Bottom 1.5': sandy SILT (ML) (Ash); gray/black; wet; occasional wood chips SILT with sand (ML) (Ash); gray/dark tan/black; wet 4' 3.5' 3.0' 3.3' 2.5' 4' 4' 3.3' 6/26/2014 Michael Patinkin 40 ft 198963.0 2304385.6 34.1 ft (NAVD88) GP-09 (within the 1971 Pond) Dual Tube 0 -5 -35 -40 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" Top 2.0': SILT (ML) (Ash); gray/black/dark tan; wet Middle 0.5': organic CLAY (OL) (Soil); gray to black; moist Bottom 1.5': fine to medium SAND (SP) (Soil); brown; wet fine to medium SAND with silt (SP-SM) (Soil); white/brown; wet 4' 2.3' Sample Collected Start using water Boring Terminated at 40 ft 6/26/2014 Michael Patinkin 40 ft 198963.0 2304385.6 34.1 ft (NAVD88) GP-09 (within the 1971 Pond) Dual Tube 20 15 10 5 0 0 -5 -10 -15 -20 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT with fine sand (ML) (Ash); gray; moist to wet; occasional organic matter at top 0.3' SILT (ML) (Ash); trace fine sand; gray/tan; moist to wet SILT (ML) (Ash); trace fine sand; gray/dark tan; wet (moist at top 1') SILT with fine sand (ML) (Ash); gray/black/dark tan; wet; occasional roots at bottom 0.3' Top 2': silty SAND (SM) (Ash); gray; wet Bottom 1.5': fine to medium SAND (SP) (Soil); gray/white; wet fine to medium SAND (SP) (Soil); white/brown; wet 2.5' 3' 4' 4' 3.5' 3' Start using water Boring Terminated at 24 ft 6/26/2014 Michael Patinkin 24 ft 199091.6 2304846.3 23.4 ft (NAVD88) GP-10 (within the 1971 Pond) Dual Tube 20 15 10 5 0 -5 -10 -15 -20 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" Top 1.5': silty SAND (SM) (Ash); gray; moist; occasional organic matter Bottom 1.0': sandy SILT (ML) (Ash); gray; moist to wet Top 1.5': silty SAND (SM) (Ash); gray; moist to wet Bottom 1.0': SILT with fine sand (ML) (Ash); gray/black; wet SILT with fine sand (ML) (Ash); gray/dark tan/black; wet SILT with fine sand (sandier at bottom 1 ft) (ML) (Ash); gray/dark tan/black; wet Top 2.7': SILT (ML) (Ash); gray/dark tan; wet; occasional organic matter Bottom 0.6': fine to medium SAND (SP) (Soil); white/gray; wet fine to medium SAND (SP) (Soil); white/gray/brown; wet 2.5' 2.5' 2.5' 3' 3.3' 2.5' Sample Collected Start using water Boring Terminated at 24 ft 6/26/2014 Michael Patinkin 24 ft 199364.0 2304729.4 24.6 ft (NAVD88) GP-11 (within the 1971 Pond) Dual Tube 40 35 30 25 20 15 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT with fine sand (ML) (Ash); gray; moist SILT (ML) (Ash); trace fine sand; gray; moist SILT (ML) (Ash); trace fine sand; gray; moist (top 1' wet) SILT with sand (ML) (Ash); gray; moist; occasional organic matter SILT with sand (ML) (Ash); gray/tan; moist (occasionally wet) Top 1.0': SILT (ML) (Ash); gray; wet Bottom 1.8': sandy SILT (ML) (Ash); gray; moist (occasionally wet) SILT (with fine sand at top 1.5') (ML) (Ash); gray/dark tan; wet (top 1' moist); occasional organic matter SILT with fine sand (ML) (Ash); dark tan/gray/black; wet 3.2' 2.7' 2.3' 3.1' 2.8' 2.8' 4' 4'Sample Collected Environmental Sample: SS-GP12 (28-32)-20140702 7/2/2014 Michael Martin 40 ft 199302.5 2305001.6 41.5 ft (NAVD88) GP-12 (within the 1971 Pond) Dual Tube 10 5 -35 -40 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" Top 2.5': SILT (ML) (Ash); dark tan/gray/black; wet Bottom 1.0': fine to medium SAND (SP) (Soil); gray/white; wet fine to medium SAND (SP) (Soil); gray; wet 3.5' 1.8' Boring Terminated at 40 ft 7/2/2014 Michael Martin 40 ft 199302.5 2305001.6 41.5 ft (NAVD88) GP-12 (within the 1971 Pond) Dual Tube 40 35 30 25 20 15 10 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT (ML) (Ash); gray; moist SILT (ML) (Ash); gray; moist SILT with fine sand (top 1' sandier) (ML) (Ash); gray/brown; moist SILT (ML) (Ash); gray; moist to wet; occasional organic matter SILT with fine sand (ML) (Ash); black/gray; moist (bottom 0.7' wet); occasional wood chips sandy SILT (ML) (Ash); gray; moist (occasionally wet); occasional organic matter SILT with sand (ML) (Ash); dark tan; wet; 0.4' of sand at 25' bgs SILT with fine sand (ML) (Ash); dark tan/black/gray; wet 3.5' 3.2' 2.5' 3.4' 3.1' 2.7' 4' 4' 6/30/2014 to 7/1/2014 Michael Martin 80 ft 199150.5 2305092.7 40.0 ft (NAVD88) GP-13 (within the 1971 Pond) Dual Tube 5 0 -5 -10 -15 -20 -35 -40 -45 -50 -55 -60 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT with fine sand (ML) (Ash); dark tan/black; wet SILT with fine sand (ML) (Ash); dark tan/black; wet No Recovery SILT (with fine sand at top 1') (ML) (Ash); dark tan/black; wet SILT with fine sand (ML) (Ash); dark tan/black/gray; wet No Recovery SILT (ML) (Ash); dark tan; wet No Recovery 4' 4' NR 3.5' 2' NR 3.7' NR Clean out the borehole with water Resume boring on 7/1/2014 Sample Collected 6/30/2014 to 7/1/2014 Michael Martin 80 ft 199150.5 2305092.7 40.0 ft (NAVD88) GP-13 (within the 1971 Pond) Dual Tube -25 -30 -35 -40 -65 -70 -75 -80 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 3 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT with fine sand (ML) (Ash); dark tan; wet SILT with fine sand (ML) (Ash); dark tan; wet No Recovery No Recovery 3.3' 4' NR NR Sample Collected; NP Environmental Sample: SS-GP13 (64-68)-20140701 Sample Collected; NP Environmental Sample: SS-GP13 (68-72)-20140701 Trace sand (soil) is observed in the annulus between the sampler and outer casing Boring Terminated at 80 ft 6/30/2014 to 7/1/2014 Michael Martin 80 ft 199150.5 2305092.7 40.0 ft (NAVD88) GP-13 (within the 1971 Pond) Dual Tube 45 40 35 30 25 20 15 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT with fine to medium sand (ML) (Ash); gray; moist SILT with fine sand (ML) (Ash); gray ; moist sandy SILT (ML) (Ash); gray/brown; moist SILT with fine to medium sand (ML) (Ash); gray (occasionally brown); moist SILT with fine sand (ML) (Ash); gray/brown/black; moist SILT with fine to medium sand (ML) (Ash); gray/black; wet SILT with fine sand (ML) (Ash); gray/black/dark tan; wet SILT with fine sand (ML) (Ash & Soil); dark tan/gray/black; wet; soil mix at bottom 0.7' 3.4' 3' 3.5' 3.3' 3' 4' 4' 3.5' 7/2/2014 Michael Martin 84 ft 198621.2 2305747.4 45.2 ft (NAVD88) GP-14 (within the 1971 Pond) Dual Tube 10 5 0 -5 -10 -15 -35 -40 -45 -50 -55 -60 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" sandy SILT (ML) (Ash & Possible Soil); gray/brown/black; wet; soil mix at middle 0.7' sandy SILT (ML) (Ash & Possible Soil); gray/black; wet SILT with fine sand (ML) (Ash); dark tan/gray/black; wet sandy SILT (ML) (Ash); black/gray; wet Top 1.0': medium SAND (SP) (Possible Soil); brown/black; wet Bottom 3.0': SILT with fine sand (ML) (Ash); gray/black/dark tan; wet sandy SILT (ML) (Ash); gray; wet No Recovery SILT (ML) (Ash); dark tan/black; wet 3.5' 3.6' 3.8' 3.7' 4' 0.6' NR 4' Sample Collected (48'-49') Sample Collected (60'-62') Environmental Sample: SS-GP14 (60-62)-20140702 7/2/2014 Michael Martin 84 ft 198621.2 2305747.4 45.2 ft (NAVD88) GP-14 (within the 1971 Pond) Dual Tube -20 -25 -30 -35 -65 -70 -75 -80 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 3 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" No Recovery SILT (ML) (Ash); dark tan/black; wet SILT (ML) (Ash); dark tan; wet Top 2.8': SILT (ML) (Ash); dark tan/black; wet Bottom 1': sandy SILT (ML) (Soil); gray; wet No Recovery NR 4' 3.5' 3.8' NR Sample Collected; NP Environmental Sample: SS-GP14 (68-72)-20140702 Sample Collected (74.5'-75.5'); NP Clean out the borehole with water Trace sand (soil) is observed in the annulus between the sampler and outer casing Boring Terminated at 84 ft 7/2/2014 Michael Martin 84 ft 198621.2 2305747.4 45.2 ft (NAVD88) GP-14 (within the 1971 Pond) Dual Tube 40 35 30 25 20 15 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT with fine to medium sand (ML) (Ash); gray; moist SILT with fine to medium sand (ML) (Ash); gray; moist SILT with fine to medium sand (ML) (Ash); gray; moist SILT with fine to medium sand (ML) (Ash); gray/black; moist SILT with fine sand (ML) (Ash); gray/black; moist SILT with fine sand (ML) (Ash); gray/black; moist (bottom 0.9' wet) SILT with fine sand (ML) (Ash); black/gray/dark tan; wet sandy SILT (ML) (Ash); black/gray/dark tan; wet 3' 0.5' 2.8' 2.8' 3.1' 3.9' 3.3' 4' 7/1/2014 Michael Martin 84 ft 198295.2 2305863.3 43.9 ft (NAVD88) GP-15 (within the 1971 Pond) Dual Tube 10 5 0 -5 -10 -15 -35 -40 -45 -50 -55 -60 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" Top 2.0': SILT (ML) (Ash); dark tan/black; wet Bottom 1.5': fine to medium SAND (SP) (Possible Soil); gray; wet SILT with fine sand (ML) (Ash (possible soil mix at bottom)); black/dark tan/gray; wet sandy SILT (ML) (Ash); dark tan/black; wet sandy SILT (ML) (Ash & Possible Soil); dark tan/black/brown; wet sandy SILT (ML) (Ash); dark tan/black; wet SILT with fine sand (ML) (Ash); dark tan/black; wet SILT with fine sand (ML) (Ash); dark tan/black; wet SILT (ML) (Ash); dark tan; wet 3.5' 3.8' 3.5' 2.5' 3.6' 3.8' 1.5' 3.5' Sample Collected Sample Collected Sample Collected; NP Environmental Sample: SS-GP15 (60-64)-20140701 7/1/2014 Michael Martin 84 ft 198295.2 2305863.3 43.9 ft (NAVD88) GP-15 (within the 1971 Pond) Dual Tube -20 -25 -30 -35 -40 -65 -70 -75 -80 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 3 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT (ML) (Ash); dark tan (occasionally black); wet SILT with sand (ML) (Ash); gray/dark tan/black; wet SILT with sand (ML) (Ash); gray/black; wet Top 3.6': SILT with sand (ML) (Ash); dark tan/black; wet Bottom 0.2': fine to medium SAND (SP) (Soil); brown; wet fine to medium SAND (SP) (Soil); brown; wet 3' 2.7' 1.7' 3.8' 1.1' Sample Collected (68.7'-70.7') Environmental Sample: SS-GP15 (68.7-70.7)-20140701 Boring Terminated at 84 ft 7/1/2014 Michael Martin 84 ft 198295.2 2305863.3 43.9 ft (NAVD88) GP-15 (within the 1971 Pond) Dual Tube 30 25 0 -5 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" Top 2.2': SILT (ML) (Ash); gray; moist Bottom 1.3': fine to medium SAND (SP) (Soil); brown; moist fine to medium SAND (SP) (Soil); brown; moist 3.5' 2.5' Boring Terminated at 8 ft 6/30/2014 Weston Shin 8 ft 199205.8 2305534.9 31.6 ft (NAVD88) GP-16 (within the 1971 Pond) Dual Tube 30 25 20 0 -5 -10 -15 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT (ML) (Ash); trace fine sand; gray; moist SILT with fine sand (ML) (Ash); gray; moist Top 0.4': SILT (ML) (Ash); trace fine sand; gray; moist Bottom 2.4': fine to medium SAND (SP) (Soil); brown; moist fine to medium SAND (SP) (Soil); brown/white; moist 2.5' 2.7' 2.8' 3.2' Boring Terminated at 16 ft 6/30/2014 Weston Shin 16 ft 199203.7 2305516.8 31.6 ft (NAVD88) GP-16A (within the 1971 Pond) Dual Tube 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" Top 1': fine to medium SAND (SP) (Road Fill Material); gray; dry Bottom 3': fine to medium SAND (SP) (Soil); brown; moist fine to medium SAND (SP) (Soil); brown; moist fine to medium SAND (SP) (Soil); brown/white/black; moist fine to medium SAND (SP) (Soil); brown/gray; moist to wet fine to medium SAND (SP) (Soil); brown/white/gray; wet fine to medium SAND (SP) (Soil); brown; wet fine to medium SAND (SP) (Soil); white/brown; wet fine to medium SAND (SP) (Soil); white (occasional orange); wet 4' 4' 4' 4' 4' 3.5' 4' 4' 6/27/2014, 6/30/2014 M. Patinkin, W. Shin 60 ft 199099.6 2305644.4 32.5 ft (NAVD88) GP-17 (on the 1971 Pond Dike) Dual Tube/Macro Core 0 -5 -10 -15 -20 -25 -35 -40 -45 -50 -55 -60 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" fine to medium SAND (SP) (Soil); white; wet fine to medium SAND (SP) (Soil); white/brown; wet Top 0.3': fine to medium SAND (SP) (Soil); brown; wet; occasional wood chips Bottom 0.7': organic CLAY (OH) (Soil); gray; moist Top 3': organic CLAY (OH) (Soil); dark brown; moist; abundant wood chips; top 1.3' cave-in Bottom 1': fat CLAY (CH) (Soil); gray; moist; abundant wood chips fat CLAY (CH) (Soil); gray; moist; occasional wood chips silty fine to medium SAND (SM) (Soil); gray; wet; occasional wood chips silty CLAY to clayey SILT (CL-ML) (Soil); gray; wet 4' 2' 1' 2.7' 4' 4' 3.2' Start using water Switch to Macro Core Sample Collected; Bottom - LL=85, PL=40, PI=45 Resume drilling on 6/30/14; Switch to Dual Tube Sample Collected; Top - LL=126, PL=60, PI=66; Bottom - LL=67, PL=31, PI=36 Sample Collected; LL=50, PL=24, PI=26 Sample Collected; 0.1% Gravel, 58.8% Sand, 24.7% Silt, 16.4 Clay; NP Sample Collected; 44.4% Sand, 33.8% Silt, 21.8% Clay; LL=26, PL=22, PI=4 Boring Terminated at 60 ft 6/27/2014, 6/30/2014 M. Patinkin, W. Shin 60 ft 199099.6 2305644.4 32.5 ft (NAVD88) GP-17 (on the 1971 Pond Dike) Dual Tube/Macro Core 20 15 10 5 0 -15 -20 -25 -30 -35 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT with fine sand (ML) (Ash); gray; moist (wet in the middle 0.3') SILT with fine sand (ML) (Ash); gray (occasional black); wet SILT (with fine sand at the bottom 0.3') (ML) (Ash); dark tan (black/dark tan at the bottom); wet SILT (with fine sand at the bottom 0.5') (ML) (Ash); dark tan/gray/black; wet; scattered wood chips Top 1': sandy SILT (ML) (Ash); dark tan/gray/black; wet Bottom 1': fine to medium SAND (SP) (Soil); white; wet fine to medium SAND (SP) (Soil); gray/white; wet 2.6' 4' 4' 4' 2' 3' Start drilling from access path and skip sampling top 12 ft Sample Collected Boring Terminated at 36 ft 6/25/2014 Weston Shin 36 ft 198663.1 2304987.5 35.6 ft (NAVD88) MB-1 (within the 1971 Pond) Dual Tube 30 25 20 15 10 5 -15 -20 -25 -30 -35 -40 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT with fine sand (ML) (Ash); gray; moist SILT with fine sand (ML) (Ash); black/gray; moist SILT (with fine sand at top 1 ft) (ML) (Ash); gray; wet (moist at top 1 ft) SILT (with fine sand at bottom 0.2 ft) (ML) (Ash); gray; wet SILT with fine sand (ML) (Ash); dark tan/black/gray; wet SILT with fine sand (ML) (Ash); dark tan/black/gray; wet silty SAND (SM) (Ash); black/dark tan/gray; wet Top 2.5 ft: silty SAND (SM) (Ash); black; wet Bottom 1.5': SILT with fine sand (ML) (Ash); dark tan/black; wet 2.5' 3' 4' 4' 4' 4' 4' 4' Start drilling from access path and skip sampling top 12 ft 6/25/2014 Michael Patinkin 84 ft 198526.3 2305458.9 44.6 ft (NAVD88) MB-2 (within the 1971 Pond) Dual Tube 0 -5 -10 -15 -20 -25 -45 -50 -55 -60 -65 -70 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT (ML) (Ash); dark tan (occasional black); wet No Recovery SILT (ML) (Ash); dark tan (occasional black/gray); wet; occasional gravel No Recovery SILT with fine sand (ML) (Ash); dark tan (occasional black/gray); wet SILT (ML) (Ash); dark tan (occasional black/gray); wet No Recovery No Recovery 4' NR 4' NR 4' 4' NR NR Sample Collected; NP Environmental Sample: SS-MB2 (64.0-68.0)-20140625 6/25/2014 Michael Patinkin 84 ft 198526.3 2305458.9 44.6 ft (NAVD88) MB-2 (within the 1971 Pond) Dual Tube -30 -35 -75 -80 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 3 of 3 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Electric Plant Mid-Atlantic Drilling Mike Small Direct Push 6600 Track Rig (Serial # 99103P66) 2.25" SILT (ML) (Ash); dark tan (occasional black/gray); wet; occasional gravel fine to medium SAND with silt (SP-SM) (Soil); gray; wet 3.5' 2.5' Sample Collected; NP Environmental Sample: SS-MB2 (76.0-80.0)-20140625 Clean out the borehole with water Boring Terminated at 84 ft 6/25/2014 Michael Patinkin 84 ft 198526.3 2305458.9 44.6 ft (NAVD88) MB-2 (within the 1971 Pond) Dual Tube 25 20 15 10 5 0 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant Top 0.6': poorly graded fine to medium SAND with silt (SP-SM) (possible ash); gray; moist; medium dense; Bottom 0.5': poorly graded fine to medium SAND (SP) (soil) (Dike Fill); brown; moist, medium dense silty fine to medium SAND (SM) (soil) (Dike Fill); white/brown/black; moist to wet; medium dense poorly graded fine to medium SAND with silt (SP- SM) (soil) (Dike Fill); white/brown/black; moist to wet; medium dense Top 0.8': fine to medium SAND with silt (SP-SM) (soil) (Dike Fill); brown (occ. white and black); wet; medium dense; Bottom 0.4': SILT with sand (ML) (ash); dark gray; moist; medium dense SILT (ash) with fine to medium sand (soil) (ML); dark gray/brown; wet; loose silty fine to medium SAND (SM) (soil & ash); brown/gray; wet; occasional wood chips silty fine to medium SAND (SM) (soil & ash); gray/brown; wet; scattered wood chips; very loose Top 0.6': fine to medium sandy SILT (ML) (soil & ash); brown/gray; wet; very loose Bottom 0.5': silty fine to medium SAND (SM) (ash); gray; wet; very loose SILT (ML) (ash); gray; wet; very loose; stone at tip fine to medium sandy SILT (ML) (ash with soil); gray; wet; very loose Top 0.7': fine sandy SILT (ML) (ash); gray; wet; loose Bottom 0.5': poorly graded fine to medium SAND with silt (SP-SM) (soil) (Foundation Soil); white; wet; loose poorly graded fine to medium SAND (SP) (soil) (Foundation Soil) ; trace silt; white; wet; medium dense poorly graded fine to medium SAND with silt (SP- SM) (soil) (Foundation Soil); dark brown; wet; medium dense 6-7-11 7-11-12 9-11-13 8-9-10 3-3-2-2 2-2-2 1-2-1-2 1-1-1-2 1/12"-1-2 1-1-2-1 1-2-5-6 4-5-7-7 6-8-6 1.1' 0.7' 0.8' 1.2' 0.7' 0.7' 0.7' 1.1' 1.3' 0.7' 1.2' 0.9' 0.9' Start using drilling mud25.3% FC 5.7% FC 19.0% FC 0.0% Gravel, 57.0% Sand, 38.6% Silt, 4.4% Clay Top: 0.4% Gravel, 23.1% Sand, 72.1% Silt, 4.4% Clay Bottom: 36.7% FC 65.7% FC; NP 51.5% FC Top: 79.5% FC Thicken mud in drilling fluid 0.0% Gravel, 96.7% Sand, 3.3% FC 05/08/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 40 ft bgs 198394.35 2304871.05 27.53 ft (NAVD88) SPT-01 (on the 1971 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" -5 -10 -35 -40 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant silty fine to medium SAND (SM) (soil) (Foundation Soil); brown; wet; loose silty fine to medium SAND (SM) (soil) (Foundation Soil); white; wet; medium dense 4-4-6 7-9-14 0.7' 1' 37.6% FC SG=2.683 Boring terminated at 40' bgs 05/08/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 40 ft bgs 198394.35 2304871.05 27.53 ft (NAVD88) SPT-01 (on the 1971 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown; moist; medium dense; top 0.6' road material poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown; moist to wet; medium dense poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); brown (occasionally gray); dense poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); brown/gray; moist to wet; medium dense poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); white/brown/black; wet; medium dense; top 0.2' gravel fine to medium SAND (SP) (Dike Fill); trace silt; white/brown/black; wet; dense poorly graded fine to medium SAND (SP) (Foundation Soil); brown/gray; wet; medium dense fine to medium SAND (SP) (Foundation Soil); trace silt; dark brown; wet; medium dense 10-15-10 5-10-7 11-15-17 11-13-15 7-9-15 12-17-21 6-7-9 5-5-6 1.2' 0.6' 1.0' 0.9' 1.2' 1.3' 0.8' 0.8' Start using drilling mud Thicken mud in drilling fluid 7.6% FC 3.5% FC 0.0% Gravel, 91.7% Sand, 2.9% FC 05/09/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 45 ft bgs 199661.14 2304983.99 32.86 ft (NAVD88) SPT-02 (on the 1984 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 0 -5 -10 -35 -40 -45 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant silty fine to medium SAND (SM) (Foundation Soil); dark brown/white; wet; medium dense Top 1.5': fat CLAY (CH) (Foundation Soil) with abundant wood chips; firm Bottom 0.5': fine to medium SAND with silt (SP- SM) (Foundation Soil); white; wet; loose poorly graded fine to medium SAND (SP) (Foundation Soil); trace silt; white; wet; medium dense 6-7-8 1-1-6-12 10-12-13 1.0' 2.0' 0.8' Drive the Split Spoon by 2' to collect additonal samples Boring terminated at 45' bgs Top: 77.8% MC; LL=95, PL=45, PI=50 Bottom: 6.1% FC 05/09/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 45 ft bgs 199661.14 2304983.99 32.86 ft (NAVD88) SPT-02 (on the 1984 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 45 40 35 30 25 20 15 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant sandy SILT (ML) (ash); gray; moist; loose silty fine to medium SAND (SM) (ash); gray; moist; loose SILT with fine to medium sand (ML) (ash); gray; moist; medium dense silty fine to medium SAND (SM) (ash); gray; moist; loose silty fine to medium SAND (SM) (ash); gray; moist; very loose SILT with fine to medium sand (ML) (ash); gray; moist; very loose silty SAND (SM) (ash); gray; moist; very loose silty SAND (SM) (ash); gray; moist; very loose; occasionally iron-oxidized SILT with sand (ML) (ash); gray; moist; very loose SILT with sand (ML) (ash); trace clay; gray; moist; very loose SILT with sand (ML) (ash); gray; moist (wet at tip); loose SILT (ML) (ash); gray; wet (top 0.2' moist); very loose; scattered brown matter and leaves SILT (ML) (ash); gray (occasionally dark tan); wet; very loose; abundant roots Top 1.8': SILT (ML) (ash); gray/dark tan; wet; very loose; Bottom 0.2': fine to medium SAND (SP) (soil); gray; wet; very loose Top 0.5': fine to medium SAND (SP) (soil); gray; wet; very loose; potential cave-in; Bottom 1.5': SILT (ML) (ash); gray/dark tan; wet; very loose Top 1': poorly graded fine to medium SAND (SP) 2-4-6-5 4-4-5-6 5-5-6-7 4-4-5-4 3-2-2-2 2-1-1-1 1-2-2-2 2-2-2-2 1-1-1-2 2-2-1-3 1-2-3-2 WOH/18" -1 WOH/12" -1/12" 1/12"-1-1 1-1-1-1 1-1-1-1 1.5' 1.7' 1.7' 1.6' 1.7' 1.5' 1.2' 1.5' 1.5' 1.6' 1.7' 1.5' 1.8' 2.0' 2.0' 2.0' Environmental Sample: SS-SPT3 (10.0-12.0)-20140509 Drilling using a 3" bit with water 26.8% MC; 52.0% FC 28.5% MC; 50.2% FC 9.9% Gravel, 62.4% Sand, 24.3% Silt, 3.4% Clay 88.2% FC, NP 84.7% FC Top: 46.1% MC 05/09/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 49 ft bgs 198480.27 2305994.51 45.15 ft (NAVD88) SPT-03 (within the 1971 Pond) Continuous SPT / Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 10 5 0 -35 -40 -45 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant (soil); trace silt; gray; wet; very loose Bottom 1': SILT (ML) (ash); gray; wet; very loose Top 1': SILT (ML) (ash); gray/dark tan; wet; very loose; Bottom 1': silty SAND (SM) (soil); gray; wet; very loose SILT (ML) (ash); gray; wet; very loose; scattered leaves silty fine to medium SAND (SM) (soil); gray; wet; very loose Top 1': poorly graded fine to medium SAND with silt (SP-SM) (soil); gray; wet; very loose; black ash particles Bottom 2': SILT with sand (ML) (ash); gray/black; wet; very loosesilty SAND (SM) (ash & soil); gray; wet; very loose SILT with sand (ML) (ash); gray; wet; very loose silty SAND (SM) (ash); gray; wet; very loose SILT with sand (ML) (ash); gray; wet; very loose 1/18"-1 1-1-1-3 4-2-1-1 1-1/30" 1-2-1-2 2-1-2-1 2-1-1-1 1-1-1-2 2.0' 1.4' 1.8' 2.1' 2.0' 1.4' 1.5' 2.0' The last blow drives the split spoon by 2.5' Boring terminated at 49.0' bgs PZ-1971 installed after completion of boring; Screened from 17.0 - 22.0 ft bgs Bottom: 92.4% FC Top: 43.4% MC; SG=2.343 Bottom: 1.2% Gravel, 82.5% Sand, 16.3% FC 0.2% Gravel, 8.8% Sand, 80.5% Silt, 10.5% Clay; NP 24.5% FC Bottom: 77.3% FC 1.3% Gravel, 64.9% Sand, 32.2% Silt, 1.6% Clay 44.9% FC 47'-49': NP 05/09/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 49 ft bgs 198480.27 2305994.51 45.15 ft (NAVD88) SPT-03 (within the 1971 Pond) Continuous SPT / Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 0 -5 -10 -15 -20 45 40 35 30 25 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) A stickup protective outer casing extends to approximately 3 ft above ground surface. PZ-1971 was installed approximately 15 ft from SPT-3. See SPT-3 for lithologic description. 05/09/2014 Weston Shin Mid-Atlantic Drilling Jeffery Stewart 22 198,492.4 2,305,987.6 45.3 PZ-1971 (within the 1971 Pond) Rotary Wash CME 45C Track Rig (Serial # 273964) Not Sampled 4" 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant poorly graded fine to medium SAND (SP) (Dike Fill); brown; moist; medium dense; top 0.3' road material poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown; wet; medium dense poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown; wet; medium dense poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown; wet; medium dense poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown (occasionally black); dense poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown/black; wet; medium dense poorly graded fine to medium SAND (SP) (Foundation Soil); trace silt; light gray; wet; medium dense poorly graded fine to medium SAND (SP) (Foundation Soil); trace silt; brown; wet; medium dense 8-11-9 8-10-17 7-6-6 5-9-11 9-17-22 8-11-14 7-5-6 9-11-14 1.1' 0.7' 0.7' 0.7' 0.8' 1.0' 0.5' 1.0' Start using drilling mud Thicken mud in drilling fluid 3.2% FC 0.4% Gravel, 96.6% Sand, 1.6% Silt, 1.4% Clay 2.3% FC 05/06/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 35 ft bgs 199524.41 2306083.54 34.29 ft (NAVD88) SPT-04 (on the 1984 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 0 -35 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant poorly graded fine to medium SAND (SP) (Foundation Soil); trace silt; brown; wet; dense 11-16-22 1.4' Terminated at 35' bgs 2.7% FC; SG=2.694 05/06/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 35 ft bgs 199524.41 2306083.54 34.29 ft (NAVD88) SPT-04 (on the 1984 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); brown; dry to moist; medium dense; top 0.3' road material poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); brown; wet; loose poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); brown; wet; very loose poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; gray/brown; wet; medium dense poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown; wet; medium dense poorly graded fine to medium SAND (SP) (Foundation Soil); trace silt; brown; wet; loose fine to medium SAND (SP) (Foundation Soil); trace silt; brown; wet; medium dense fine to medium SAND (SP) (Foundation Soil); trace silt; brown; wet; medium dense 7-9-7 4-3-4 2-1-1 2-6-12 9-11-14 3-5-5 5-6-7 12-11-12 0.9' 0.8' 0.5' 0.9' 1.0' 0.7' 0.7' 0.8' Start using drilling mud 8.0% FC 0.0% Gravel, 97.4% Sand, 2.6% FC 0.9% Gravel, 97.4% Sand, 1.1% Silt, 0.6% Clay 4.1% FC 05/08/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 40 ft bgs 200793.06 2305614.87 33.84 ft (NAVD88) SPT-05 (on the 1984 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 0 -5 -35 -40 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant silty poorly graded fine to medium SAND (SM) (Foundation Soil); brown; wet; dense silty fine to medium SAND (SM) (Foundation Soil); brown; wet; medium dense 12-14-19 8-10-11 0.9' 1.1' Boring terminated at 40' bgs 05/08/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 40 ft bgs 200793.06 2305614.87 33.84 ft (NAVD88) SPT-05 (on the 1984 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant poorly graded fine to medium SAND (SP) (Dike Fill); brown; dry to moist; medium dense; top 0.3' road material poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown; wet; medium dense; top 0.2' gravel lense fine to medium SAND with clay (SP-SC) (Dike Fill); trace fine gravel; brown; wet; dense poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); brown; wet; medium dense poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); trace gravel (1" lense); brown; wet; very dense poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown (occasionally gray); wet; dense fine to medium SAND (SP) (Possible Dike Fill); brown (occasionally gray); wet; dense fine to medium SAND (SP) (Foundation Soil); trace silt; brown/white; wet; medium dense 5-6-7 5-9-12 10-17-24 8-12-14 9-22-32 12-19-22 10-15-21 6-7-7 1.2' 1.0' 1.3' 0.9' 0.9' 0.7' 0.8' 0.8' Start using drilling mud Thicken mud in drilling fluid 3.9% FC 0.1% Gravel, 97.1% Sand, 2.2% Silt, 0.6% Clay SPT N-value = 54 05/06/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 50 ft bgs 201169.82 2304341.56 33.68 ft (NAVD88) SPT-06 (on the 1984 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 0 -5 -10 -15 -35 -40 -45 -50 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant fine to medium SAND (SP) (Foundation Soil); dark brown; wet; medium dense fine to medium SAND (SP) (Foundation Soil); brown; wet; medium dense fine to medium SAND (SP) (Foundation Soil); trace silt; white/brown; wet; dense fine to medium SAND (SP) (Foundation Soil); brown; medium dense 6-8-12 5-6-11 9-19-21 5-6-8 0.8' 0.8' 1.0' 1.0' Thicken mud in drilling fluid Boring terminated at 50' bgs SG=2.693 4.7% FC 05/06/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 50 ft bgs 201169.82 2304341.56 33.68 ft (NAVD88) SPT-06 (on the 1984 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 30 25 0 -5 -10 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant sandy SILT (ML) (ash); gray; moist; scattered wood chips; loose SILT with sand (ML) (ash); gray; moist; scattered wood chips; medium dense SILT (ML) (ash); gray; moist (wet at tip); loose SILT (ML) (ash); gray; moist (wet at bottom 0.7'); very loose SILT (ML) (ash); gray; moist; very loose SILT (ML) (ash); gray/dark tan; moist (top 0.7' wet); very loose 2-2-4-6 5-7-5-8 4-4-3-2 1-2-1-1 1-1-1-1 1/12"-1-1 1.5' 1.8' 1.8' 1.7' 1.1' 1.3' Environmental Sample: SS-SPT7 (4.0-6.0)-20140507 Boring terminated at 12' bgs 31.1% MC 52.9% MC; NP 0.0% Gravel, 9.5% Sand, 90.5% FC 81.2% FC; SG=2.354 05/07/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 12 ft bgs 199252.49 2305887.88 32.81 ft (NAVD88) SPT-07 (within the 1984 Pond) Continuous SPT CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 2.0" 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown; dry to moist; medium dense; top 0.4' road material poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown; wet; medium dense poorly graded fine to medium SAND (SP) (Dike Fill); trace silt; brown/gray; wet; medium dense poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); brown/white/gray; wet; medium dense poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); brown; wet; dense poorly graded fine to medium SAND with silt (SP- SM) (Dike Fill); brown; wet; very dense poorly graded fine to medium SAND (SP) (Foundation Soil); trace silt; brown/dark brown/white/gray; wet; medium dense poorly graded fine to medium SAND (SP) (Foundation Soil); brown; wet; medium dense 8-5-8 10-14-16 10-15-15 5-10-13 9-19-24 14-21-30 6-6-5 6-9-10 0.9' 0.6' 0.7' 0.9' 1.1' 0.8' 0.6' 0.8' Start using drilling mud Thicken mud in drilling fluid 4.4% FC 0.0% Gravel, 94.6% Sand, 3.1% Silt, 2.3% Clay 0.3% Gravel, 96.3% Sand, 2.5% Silt, 0.9% Clay SPT N-value = 51 05/07/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 45 ft bgs 199898.75 2304200.60 33.14 ft (NAVD88) SPT-08 (on the 1984 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 0 -5 -10 -35 -40 -45 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 2 of 2 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant poorly graded fine to medium SAND (SP) (Foundation Soil); white; wet; medium dense poorly graded fine to medium SAND (SP) (Foundation Soil); trace silt; white; wet; medium dense poorly graded fine to medium SAND (SP) (Foundation Soil); white; wet; dense 10-11-16 10-12-10 11-15-18 1.0' 0.7' 1.1' Boring terminated at 45' bgs 3.3% FC 05/07/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 45 ft bgs 199898.75 2304200.60 33.14 ft (NAVD88) SPT-08 (on the 1984 Pond Dike) Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 3.5" 35 30 25 0 -5 -10 -15 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 110 Bl o w s L.V. Sutton Steam Electric Plant SILT with fine sand (ML) (ash); gray; moist; very loose; scattered leaves SILT (ML) (ash); gray; moist (bottom 0.4' wet); very loose; scattered leaves SILT (ML) (ash); gray; wet; very loose SILT (ML) (ash); gray; wet; very loose SILT (ML) (ash); gray (occasionally dark tan); wet; very loose SILT (ML) (ash); gray/black; wet; very loose SILT (ML) (ash); gray; wet; very loose SILT (bottom 0.3' sandier) (ML) (ash); gray; wet; very loose 1/12"- 1/12" WOH WOH WOH WOH WOH WOH- 1-1-2 2-2-1-1 1.3' 0.7' 1.5' 1.6' 1.7' 2.0' 1.8' 1.5' 1.7' Shelby Tube (10.0 to 12.0 ft bgs) Environmental Sample: SS-SPT9 (12 to 14)-20140507 Boring terminated at 18' bgs Piezometer PZ-INT installed after completion of boring. Screened depth from 13.0 - 18.0 ft bgs 73.7% MC NP 97.0% FC 54.8% MC; 6.0% Sand, 88.0% Silt, 6.0% Clay; NP; DD=61.6 pcf; SG=2.268 92.8% FC 45.8% MC; NP 05/07/2014 Weston Shin Mid-Atlantic Drilling Jeffrey Stewart 18 ft bgs 200420.50 2304536.30 39.86 ft (NAVD88) SPT-09 (in 2006 Containment Area) Continuous SPT CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 4.5" 0 -5 -10 -15 35 30 25 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) A stickup protective outer casing extends to approximately 3 ft above ground surface. PZ-INT is co-located with SPT-9. See SPT-9 log for lithologic description. 05/07/2014 Weston Shin Mid-Atlantic Drilling Jeffery Stewart 18 200,420.5 2,304,536.3 39.9 PZ-INT (in 2006 Containment Area) Continuous SPTs/Rotary Wash CME 45C Track Rig (Serial # 273964) SPT with Split Spoon 4" Attachment 1.6 Geosyntec 2014 October/November Boring Logs & As-Built Piezometer Construction Details Legend for Classification Symbols Pattern Description SP – poorly graded sands SW – well graded sands GP – poorly graded gravels GW – well graded gravels SM – silty sands SP-SM – poorly graded sand with silty sand SP-SC – poorly graded sand with clayey sand MH – elastic silts ML – inorganic silts with slight plasticity SC – clayey sands CL – lean clays CH – fat clays OH – organic clays Ash 40 35 30 25 20 15 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 410 Bl o w s L.V. Sutton Dewatering Design Top 0.4' SAND (SW)(soil); grey; moist; medium dense Bottom 0.8' fine sandy SILT (ML) (ash); grey; moist; medium dense; wood chips SILT with fine sand (ML) (ash); grey; wet; medium dense SILT with fine sand (ML) (ash); grey; wet; medium dense SILT with fine sand (ML) (ash); grey; wet; loose SILT with fine sand (ML) (ash); grey; wet; medium dense; occasional organic matter SILT with fine sand (ML) (ash); grey; wet; medium dense fine sandy SILT (ML) (ash); grey/ black; wet; loose SILT with fine sand (ML) (ash); grey/black; wet; very loose SILT (ML) (ash); trace fine sand; grey; wet; very loose 6-8-9 7-6-6 6-6-8 4-3-5 4-6-7-8 6-9-10-12 4-3-3-2 WOH-1-1/12" WOH 1.2' 1.0' 1.0' 1.1' 1.4' 1.5' 1.4' 1.9' 1.4' Start using Drilling Mud Boring Terminated at 22.0' BGS Water level at least 24 hours after piezomenter development: El. 27.9 ft. (NAVD88) 10/29/2014 M. Martin, W. Shin Mid-Atlantic Drilling William Wiggins 22.0 200,675.44 2,204,779.79 42.0 PZ-101 (on the 2006 Dike) Rotary Wash CME 45B (SN 221904) SPT with Split Spoon 4.0" 40 35 30 25 20 15 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 410 Bl o w s L.V. Sutton Dewatering Design Top 1.0' SAND (SW)(possible soil); grey; moist; medium dense Bottom 0.5' SILT with fine sand (ML) (ash); grey; moist; medium dense; wood chips SILT with fine sand (ML) (ash); grey; wet; loose SILT with fine sand (ML) (ash); grey; wet; loose SILT with fine sand (ML) (ash); grey; wet; medium dense SILT with fine sand (ML) (ash); grey; wet; medium dense SILT with fine sand (ML) (ash); grey; wet; loose SILT with fine sand (ML) (ash); grey; wet; medium dense SILT (ML) (ash); trace fine sand; black; wet; very loose SILT (ML) (ash); grey; wet; very loose 3-5-7 2-3-4 2-2-6 5-5-8 3-7-6-4 2-5-5-11 7-7-5-4 1/12"-1/12" WOH 1.5' 0.9' 1.1' 1.0' 1.25' 1.8' 1.1' 2.0' 2.2' Start using Drilling Mud Wood debris was observed in the return fluid between 2'-3' BGS Boring Terminated at 22.0' BGS Water level at least 24 hours after piezometer development: El. 28.5 ft. (NAVD88) 10/29/2014 M. Martin, W. Shin Mid-Atlantic Drilling William Wiggins 22.0 200,868.15 2,305,186.86 41.4 PZ-102 (on the 2006 Dike) Rotary Wash CME 45B (SN 221904) SPT with Split Spoon 4.0" 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 410 Bl o w s L.V. Sutton Dewatering Design SAND (SW) (dike fill); brown/white; moist; medium dense fine to medium SAND (SP) (dike fill); brown; wet; medium dense fine to medium SAND (SP) (dike fill); brown; wet; medium dense fine to medium SAND (SP) (dike fill); brown; wet; medium dense fine to medium SAND (SP) (dike fill); brown; wet; dense fine to medium SAND (SP) (foundation soil); brown; wet; medium dense fine to medium SAND (SP) (foundation soil); brown; wet; loose fine to medium SAND (SP) (foundation soil); brown; wet; medium dense 9-6-7 7-13-16 9-12-15 5-8-9 5-15-27 4-6-8 4-5-5 9-9-11 1.4' 1.0' 1.0' 1.0' 0.8' 0.9' 0.6' 0.8' Start using Drilling Mud Boring Terminated at 30.0; BGS Water level at least 24 hours after piezometer development: El. 10.5 ft. (NAVD88) 10/30/2014 M. Martin, W. Shin Mid-Atlantic Drilling William Wiggins 30.0 200,329.16 2,205,784.76 34.3 NEWHA-005-PZ-103 (on the 1984 Dike) Rotary Wash CME 45B (SN 221904) SPT with Split Spoon 4.0" 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 410 Bl o w s L.V. Sutton Dewatering Design fine to medium SAND (SP) (dike fill); brown; moist; loose fine to medium SAND (SP) (dike fill); brown; wet; medium dense; organic material fine to medium SAND (SP) (dike fill); brown/grey; wet; medium dense fine to medium SAND (SP) (dike fill); grey; wet; very loose fine to medium SAND (SP) (dike fill); brown; wet; dense fine to medium SAND (SP) (dike fill); brown; wet; very dense; trace organic material fine to medium SAND (SP) (possible dike fill); brown/grey; wet; dense fine to medium SAND (SP) (foundation soil); dark brown; wet; medium dense 4-3-5 8-11-15 11-14-15 5-2-2 11-17-29 13-23-34 14-20-22 4-7-10 1.3' 1.0' 0.8' 1.1' 1.0' 1.1' 0.8' 0.9' Start using Drilling Mud Boring Terminated at 30.0' BGS Water level at least 24 hours after piezometer development: El. 8.5 ft. (NAVD88) N=57 11/4/2014 M. Martin, W. Shin Mid-Atlantic Drilling William Wiggins 30.0 200,008.41 2,304,134.25 32.9 NEWHA-005-PZ-104 (on the 1984 Dike) Rotary Wash CME 45B (SN 221904) SPT with Split Spoon 4.0" 25 20 15 10 5 0 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 410 Bl o w s L.V. Sutton Dewatering Design fine to medium SAND (SP) (dike fill); brown; moist; medium dense fine to medium SAND (SP) (dike fill); trace silt (possible ash); grey; wet; medium dense fine to medium SAND (SP) (dike fill); grey; wet; medium dense fine to medium SAND with silt (SP-SM) (soil and possble ash); grey; wet; loose fine to medium SAND with silt (SP-SM) (soil and possble ash); grey; wet; loose fine to medium SAND with silt (SP-SM) (soil and possble ash); brown/grey; wet; loose SILT with fine to medium sand (ML) (soil and ash); grey; wet; loose SILT (ML) (soil and ash); trace fine sand; grey; wet; very loose Top 0.4' SILT (ML) (soil and ash); trace fine sand; grey; wet; loose Bottom 0.6' fine to medium SAND (SP) (foundation soil); brown; wet; loose fine to medium SAND (SP) (foundation soil); brown, wet; medium dense 3-5-7 12-13-15 5-6-5 3-2-3 2-2-3 2-2-3 2-3-3 1-1-2 1-2-4 6-8-9 1.2' 1.3' 1.1' 0.7' 0.9' 0.7' 1.5' 1.0' 1.0' 0.8' Start using Drilling Mud Boring Terminated at 25.0' BGS Water level at least 24 hours after piezometer development: El. 8.5 ft. (NAVD88) 11/3/2014 M. Martin, W. Shin Mid-Atlantic Drilling William Wiggins 25.0 198,085.02 2,305,518.66 27.7 NEWHA-004-PZ-105 (on the 1971 Dike) Rotary Wash CME 45B(SN 221904) SPT with Split Spoon 4.0" 25 20 15 10 5 0 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 410 Bl o w s L.V. Sutton Dewatering Design fine to medium SAND (SP) (dike fill); brown/black; moist; medium dense; large piece of gravel fine to medium SAND (SP) (dike fill); brown/black; wet; medium dense fine to medium SAND (SP) (dike fill); brown/white; wet; medium dense Top 1.3' fine to medium SAND (SP) (dike fill); brown; wet; medium dense Bottom 0.2' SILT with fine to medium sand (ML) (soil and ash); grey; wet; medium dense SILT (ML) (soil and ash); trace fine sand; grey; wet; loose silty fine to medium SAND (SM) (soil and ash); grey/brown; wet; very loose SILT (ML) (soil and ash); grey; wet; very loose SILT with fine sand (ML) (ash); grey; wet; very loose; gravel size debris SILT with fine sand (ML) (ash); grey; wet; very loose; gravel size debris Top 1.1' SILT with fine sand (ML) (ash); grey; wet; very loose Bottom 0.4' fine to medium SAND (SP) (foundation soil); brown/black; wet; very loose; trace organic matter 4-4-7 6-7-13 8-11-14 7-9-12 3-3-3 2-2-2 1-1-1 1-1-1 1/9"-1/9" 1/12"-3 0.4' 1.0' 0.9' 1.5' 0.8' 1.0' 0.7' 1.1' 0.3' 1.5' Start using Drilling Mud Boring Terminated at 25.0' BGS Water level at least 24 hours after piezometer development: El. 8.6 ft. (NAVD88) 11/3/2014 M. Martin, W. Shin Mid-Atlantic Drilling William Wiggins 25.0 198,414.87 2,304,821.39 27.3 NEWHA-004-PZ-106 (on the 1971 Dike) Rotary Wash CME 45B(SN 221904) SPT with Split Spoon 4.0" 25 20 15 10 5 0 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 410 Bl o w s L.V. Sutton Dewatering Design fine to medium SAND (SP) (dike fill); grey/brown; moist; loose fine to medium SAND (SP) (dike fill); brown; wet; medium dense fine to medium SAND (SP) (dike fill); brown; wet; dense; small piece of coal fine to medium SAND (SP) (dike fill); brown; wet; dense fine to medium SAND (SP) (dike fill); brown/grey; wet; very dense fine to medium SAND (SP) (possible foundation soil); trace silt (possible ash); grey; wet; medium dense fine to medium SAND (SP) (foundation soil); white/brown; wet; loose 5-5-5 9-12-17 11-16-20 11-14-20 12-23-35 9-11-17 4-4-6 1.1' 0.9' 0.9' 1.0' 1.0' 1.1' 0.9' Start using Drilling Mud Boring Terminated at 25.0' BGS Wood chips were observed in the return fluid from 2.5' to 3.5' BGS Wood chips were observed in the return fluid from 10' to 13' BGS Water level at least 24 hours after piezometer development: El. 9.1 ft. (NAVD88) N=58 10/31/2014 M. Martin, W. Shin Mid-Atlantic Drilling William Wiggins 25.0 198,966.56 2,304,088.68 27.0 NEWHA-004-PZ-107 (on the 1971 Dike) Rotary Wash CME 45B(SN 221904) SPT with Split Spoon 4.0" 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 410 Bl o w s L.V. Sutton Dewatering Design sandy SILT (ML) (ash); grey; moist; medium dense sandy SILT (ML) (ash); grey; wet; loose sandy SILT (ML) (ash); grey; wet; very loose sandy SILT (ML) (ash); black; wet; very loose sandy SILT (ML) (ash); grey/black; wet; very loose sandy SILT (ML) (ash); grey; wet; very loose 2-5-7 4-5-4 2-2-2 2-2-2 2-1-1 1/18" 0.8' 0.6' 1.2' 1.0' 0.6' 1.4' Start using Drilling Mud Boring Terminated at 18.0' BGS. Piezometer was dry at least 24 hours after development. 10/28/2014 M. Martin, W. Shin Mid-Atlantic Drilling William Wiggins 18.0 198,487.71 2,304,871.17 33.8 PZ-108S (within the 1971 Ash Basin) Rotary Wash CME 45B(SN 221904) SPT with Split Spoon 4.0" 30 25 20 15 10 5 0 -5 -10 -15 -20 -25 -30 SAMPLING METHOD: 0 10 20 30 40 50 All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft) Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft)SP T N-Value Re c o v e r y Comments Suite 410 Bl o w s L.V. Sutton Dewatering Design fine to medium sandy SILT (ML) (ash); grey; wet; very loose fine to medium sandy SILT (ML) (ash); grey; wet; very loose; organic material Top 1.8' fine sandy SILT (ML) (ash); grey; wet; very loose; organic material Bottom 0.2' organic CLAY (OH); brown; wet; very soft 1/12"-1 1-1-1 1-1-1 0.6' 1.5' 2.0' Start using Drilling Mud Boring Terminated at 30.0' BGS See Log for PZ-108S for 0' to 18' BGS Water level at least 24 hours after piezometer development: El. 9.1 ft. (NAVD88) 10/28/2014 M. Martin, W. Shin Mid-Atlantic Drilling William Wiggins 30.0 198,492.19 2,304,861.07 33.8 PZ-108D (within the 1971 Ash Basin) Rotary Wash CME 45B(SN 221904) SPT with Split Spoon 4.0" 0.8 FT BELOW GROUND SURFACECEMENT-BENTONITE GROUT 1 INCH DIAMETER RISER SCH. 40 PVC BENTONITE SEAL 5 FT 4 FT BOTTOM CAP/SUMP NOMINAL BOREHOLE DIAMETER: 4 INCH 1 FT 5 FT X 1 INCH DIAMETER SCREEN (0.010 INCH SLOT) GRANULAR BACKFILL (#2 FILTER SAND) 8 INCH DIAMETER BOLT-LOCKING MANHOLE LEAN CONCRETE PAD 2 FT X 2 FT (SLOPE TO DRAIN) LOCKING CAP WITH EXPANSION PLUG 3 INCH 2 INCH DIAMETER BOLLARD (MARKER POST) 17 FT 1 FT GROUND SURFACE ELEVATION (42.0 FT) (NAVD 88) NOTE: 1.THE PIEZOMETER WAS INSTALLED ON THE 2006 DIKE. PROJECT NO: FIGURE PZ-101 AS-BUILT CONSTRUCTION DETAIL L.V. SUTTON PLANT, WILMINGTON, NC NOVEMBER 2014 D.1 GC5650 NOT TO SCALE 0.8 FT BELOW GROUND SURFACECEMENT-BENTONITE GROUT 1 INCH DIAMETER RISER SCH. 40 PVC BENTONITE SEAL 5 FT 2 FT BOTTOM CAP/SUMP NOMINAL BOREHOLE DIAMETER: 4 INCH 1 FT 5 FT X 1 INCH DIAMETER SCREEN (0.010 INCH SLOT) GRANULAR BACKFILL (#2 FILTER SAND) 8 INCH DIAMETER BOLT-LOCKING MANHOLE LEAN CONCRETE PAD 2 FT X 2 FT (SLOPE TO DRAIN) LOCKING CAP WITH EXPANSION PLUG 5 INCH 2 INCH DIAMETER BOLLARD (MARKER POST) 17 FT 1 FT GROUND SURFACE ELEVATION (41.4 FT) (NAVD 88) NOTE: 1.THE PIEZOMETER WAS INSTALLED ON THE 2006 DIKE. PROJECT NO: FIGURE PZ-102 AS-BUILT CONSTRUCTION DETAIL L.V. SUTTON PLANT, WILMINGTON, NC NOVEMBER 2014 D.2 GC5650 NOT TO SCALE 0.8 FT BELOW GROUND SURFACECEMENT-BENTONITE GROUT 1 INCH DIAMETER RISER SCH. 40 PVC BENTONITE SEAL 5 FT 10.4 FT BOTTOM CAP/SUMP NOMINAL BOREHOLE DIAMETER: 4 INCH 1.1 FT 5 FT X 1 INCH DIAMETER SCREEN (0.010 INCH SLOT) GRANULAR BACKFILL (#2 FILTER SAND) 8 INCH DIAMETER BOLT-LOCKING MANHOLE LEAN CONCRETE PAD 2 FT X 2 FT (SLOPE TO DRAIN) LOCKING CAP WITH EXPANSION PLUG 4 INCH 2 INCH DIAMETER BOLLARD (MARKER POST) 25 FT 1 FT GROUND SURFACE ELEVATION (34.3 FT) (NAVD 88) NOTE: 1.THE PIEZOMETER WAS INSTALLED IN GENERAL ACCORDANCE WITH THE REQUIREMENTS SPECIFIED IN THE APPROVAL OF INSTALLATION OF INSTRUMENTATION GRANTED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL AND NATURAL RESOURCES DATED ON 1 OCTOBER 2014. PROJECT NO: FIGURE NEWHA-005-PZ-103 AS-BUILT CONSTRUCTION DETAIL L.V. SUTTON PLANT, WILMINGTON, NC NOVEMBER 2014 D.3 GC5650 NOT TO SCALE 0.8 FT BELOW GROUND SURFACECEMENT-BENTONITE GROUT 1 INCH DIAMETER RISER SCH. 40 PVC BENTONITE SEAL 5 FT 2.1 FT BOTTOM CAP/SUMP NOMINAL BOREHOLE DIAMETER: 4 INCH 1.1 FT 5 FT X 1 INCH DIAMETER SCREEN (0.010 INCH SLOT) GRANULAR BACKFILL (#2 FILTER SAND) 8 INCH DIAMETER BOLT-LOCKING MANHOLE LEAN CONCRETE PAD 2 FT X 2 FT (SLOPE TO DRAIN) LOCKING CAP WITH EXPANSION PLUG 4 INCH 2 INCH DIAMETER BOLLARD (MARKER POST) 25 FT 1 FT GROUND SURFACE ELEVATION (32.9 FT) (NAVD 88) NOTE: 1.THE PIEZOMETER WAS INSTALLED IN GENERAL ACCORDANCE WITH THE REQUIREMENTS SPECIFIED IN THE APPROVAL OF INSTALLATION OF INSTRUMENTATION GRANTED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL AND NATURAL RESOURCES DATED ON 1 OCTOBER 2014. PROJECT NO: FIGURE NEWHA-005-PZ-104 AS-BUILT CONSTRUCTION DETAIL L.V. SUTTON PLANT, WILMINGTON, NC NOVEMBER 2014 D.4 GC5650 NOT TO SCALE 0.8 FT BELOW GROUND SURFACECEMENT-BENTONITE GROUT 1 INCH DIAMETER RISER SCH. 40 PVC BENTONITE SEAL 5 FT 2.3 FT BOTTOM CAP/SUMP NOMINAL BOREHOLE DIAMETER: 4 INCH 1 FT 5 FT X 1 INCH DIAMETER SCREEN (0.010 INCH SLOT) GRANULAR BACKFILL (#2 FILTER SAND) 8 INCH DIAMETER BOLT-LOCKING MANHOLE LEAN CONCRETE PAD 2 FT X 2 FT (SLOPE TO DRAIN) LOCKING CAP WITH EXPANSION PLUG 5 INCH 2 INCH DIAMETER BOLLARD (MARKER POST) 20.5 FT 1 FT GROUND SURFACE ELEVATION (27.7 FT) (NAVD 88) PROJECT NO: FIGURE NEWHA-004-PZ-105 AS-BUILT CONSTRUCTION DETAIL L.V. SUTTON PLANT, WILMINGTON, NC NOVEMBER 2014 D.5 GC5650 NOT TO SCALE 0.8 FT BELOW GROUND SURFACECEMENT-BENTONITE GROUT 1 INCH DIAMETER RISER SCH. 40 PVC BENTONITE SEAL 5 FT 2.1 FT BOTTOM CAP/SUMP NOMINAL BOREHOLE DIAMETER: 4 INCH 1.5 FT 5 FT X 1 INCH DIAMETER SCREEN (0.010 INCH SLOT) GRANULAR BACKFILL (#2 FILTER SAND) 8 INCH DIAMETER BOLT-LOCKING MANHOLE LEAN CONCRETE PAD 2 FT X 2 FT (SLOPE TO DRAIN) LOCKING CAP WITH EXPANSION PLUG 5 INCH 2 INCH DIAMETER BOLLARD (MARKER POST) 20 FT 1 FT GROUND SURFACE ELEVATION (27.3 FT) (NAVD 88) PROJECT NO: FIGURE NEWHA-004-PZ-106 AS-BUILT CONSTRUCTION DETAIL L.V. SUTTON PLANT, WILMINGTON, NC NOVEMBER 2014 D.6 GC5650 NOT TO SCALE 0.8 FT BELOW GROUND SURFACECEMENT-BENTONITE GROUT 1 INCH DIAMETER RISER SCH. 40 PVC BENTONITE SEAL 5 FT 3.2 FT BOTTOM CAP/SUMP NOMINAL BOREHOLE DIAMETER: 4 INCH 1 FT 5 FT X 1 INCH DIAMETER SCREEN (0.010 INCH SLOT) GRANULAR BACKFILL (#2 FILTER SAND) 8 INCH DIAMETER BOLT-LOCKING MANHOLE LEAN CONCRETE PAD 2 FT X 2 FT (SLOPE TO DRAIN) LOCKING CAP WITH EXPANSION PLUG 3 INCH 2 INCH DIAMETER BOLLARD (MARKER POST) 19.5 FT 1 FT GROUND SURFACE ELEVATION (27.0 FT) (NAVD 88) PROJECT NO: FIGURE NEWHA-004-PZ-107 AS-BUILT CONSTRUCTION DETAIL L.V. SUTTON PLANT, WILMINGTON, NC NOVEMBER 2014 D.7 GC5650 NOT TO SCALE 5 FT 3.6 FT 2 FT 13 FT LOCKING CAP WITH EXPANSION PLUG GROUND SURFACE ELEVATION (33.8 FT) (NAVD 88) CEMENT-BENTONITE GROUT BENTONITE SEAL 1 INCH DIAMETER RISER SCH. 40 PVC GRANULAR BACKFILL (#2 FILTER SAND) SLOTTED 1 INCH DIAMETER SCREEN (0.010 INCH SLOT) BOTTOM CAP/SUMP NOMINAL BOREHOLE DIAMETER: 4 INCH 1 FT NOTES: 1.THE PIEZOMETER WAS INSTALLED ON THE INTERNAL ASH BERM OF THE 1971 ASH BASIN. 2.DUE TO TEMPORARY NATURE, THE PIEZOMETER WAS NOT COMPLETED WITHIN A CONCRETE PAD AND/OR PROTECTIVE CASING. PROJECT NO: FIGURE PZ-108S AS-BUILT CONSTRUCTION DETAIL L.V. SUTTON PLANT, WILMINGTON, NC NOVEMBER 2014 D.8 GC5650 NOT TO SCALE 5 FT 3.7 FT 3 FT 25 FT LOCKING CAP WITH EXPANSION PLUG GROUND SURFACE ELEVATION (33.8 FT) (NAVD 88) CEMENT-BENTONITE GROUT BENTONITE SEAL 1 INCH DIAMETER RISER SCH. 40 PVC GRANULAR BACKFILL (#2 FILTER SAND) SLOTTED 1 INCH DIAMETER SCREEN (0.010 INCH SLOT) BOTTOM CAP/SUMP NOMINAL BOREHOLE DIAMETER: 4 INCH 1 FT NOTES: 1.THE PIEZOMETER WAS INSTALLED ON THE INTERNAL ASH BERM OF THE 1971 ASH BASIN. 2.DUE TO TEMPORARY NATURE, THE PIEZOMETER WAS NOT COMPLETED WITHIN A CONCRETE PAD AND/OR PROTECTIVE CASING. PROJECT NO: FIGURE PZ-108D AS-BUILT CONSTRUCTION DETAIL L.V. SUTTON PLANT, WILMINGTON, NC NOVEMBER 2014 D.9 GC5650 NOT TO SCALE 0 -5 -10 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING METHOD: BOREHOLE DIA: Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: LOCATION: Depth (ft)Re c o v e r y Comments Suite 410 L.V. Sutton Dewatering Design Top SOIL and organic matter fine sandy SILT (ML) (ash); grey; moist silty fine SAND (SM) (ash); grey; wet Water level observed between 3' to 4' BGS Higher water content in the sample from 6' to 8' BGS. Little sample recovery Boring Terminated at 9.0' BGS 11/05/2014 M. Martin, W. Shin 9.0 Lat: 34.2906, Long: -77.9905 (Handheld GPS) THB-1 Hand Auger Grab 3" 0 -5 -10 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING METHOD: BOREHOLE DIA: Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: LOCATION: Depth (ft)Re c o v e r y Comments Suite 410 L.V. Sutton Dewatering Design Top SOIL and organic matter silty fine SAND (SM) (ash); grey; moist fine sandy SILT (ML) (ash); grey (occasionally black); moist to wet (wet at bottom) SILT with fine sand (ML) (ash); grey; wet Water level observed bwtween 3' to 4' BGS Higher water content in the sample from 6' to 8' BGS. Little sample recovery Boring Terminated at 9.5' BGS 11/05/2014 M. Martin, W. Shin 9.5 Approximately 10 feet Southwest from THB-1 THB-2 Hand Auger Grab 3" 0 -5 -10 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING METHOD: BOREHOLE DIA: Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: LOCATION: Depth (ft)Re c o v e r y Comments Suite 410 L.V. Sutton Dewatering Design Top SOIL and organic matter silty fine to medium SAND (SM) (ash); grey; moist; brown fine to medium sand (SP) (soil) at 2.5' BGS fine sandy SILT (ML) (ash); grey; wet Water level observed between 3' to 4' BGS Little to No Sample Recovery below 3.5' BGS Boring Terminated at 5.0' BGS 11/05/2014 M. Martin, W. Shin 5.0 Lat: 34.2910, Long: -77.9914 (Handheld GPS) THB-3 Hand Auger Grab 3" 0 -5 -10 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING METHOD: BOREHOLE DIA: Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n Page 1 of 1 GC5650 Wilmington, North Carolina BOREHOLE ID: LOCATION: Depth (ft)Re c o v e r y Comments Suite 410 L.V. Sutton Dewatering Design Top SOIL and organic matter fine sandy SILT (ML) (ash); grey; moist fine sandy SILT (ML) (ash); grey; wet Water level observed betweeen 3' to 4' BGS Higher water content and little to no sample recovery between 5.5'-7' BGS Boring Terminated at 7.0' BGS 11/05/2014 M. Martin, W. Shin 7.0 Approximately 10 feet Southwest from THB-3 THB-4 Hand Auger Grab 3" Attachment 1.7 Geosyntec 2015 March Boring Logs LEGEND FOR SYMBOLS Pattern Description GW – Well graded GRAVEL or Well graded GRAVEL with sand GP – Poorly graded GRAVEL or Poorly graded GRAVEL with sand SW – Well graded SAND or Well graded SAND with gravel SP – Poorly graded SAND or Poorly graded SAND with gravel SP-SM – Poorly graded SAND with silt or Poorly graded SAND with silt and gravel SP-SC – Poorly graded SAND with clay or Poorly graded SAND with clay and gravel SM – Silty SAND or Silty SAND with gravel SC – Clayey SAND or Clayey SAND with gravel ML – SILT, SILT with sand (or with gravel), or Sandy (or Gravelly) SILT MH – Elastic SILT, Elastic SILT with sand (or with gravel), or Sandy (or Gravelly) elastic SILT CL – Lean CLAY, Lean CLAY with sand (or with gravel), or Sandy (or Gravelly) lean CLAY CH – Fat CLAY, Fat CLAY with sand (or with gravel), or Sandy (or Gravelly) fat CLAY OL – Organic SILT or CLAY with low plasticity OH – Organic SILT or CLAY with medium to high plasticity Ash Topsoil Well Screen Grout Bentonite Granular Backfill PVC Riser MOSITURE CONTENT DEFINITIONS Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table RELATIVE DENSITY Sands, Gravels, Non-plastic Silts Blows/Foot (N-Value) Very Loose 0-4 Loose 5-10 Medium Dense 11-30 Dense 31-50 Very Dense > 50 CONSISTENCY Silts & Clays Blows/Foot (N-Value) Very Soft 0-2 Soft 3-4 Medium Stiff 5-8 Stiff 9-15 Very Stiff 16-30 Hard 31-50 Very Hard > 50 PROJECT NO: GC5770 April 2015 FIGURE 1.7.1 SOIL CLASSIFICATION AND LOG KEY Start using drilling mud at begining of boring Trace organic wood was observed at 4.9 ft bgs 1-2-1 1-1-1 5-6-7 4-3-5 5-7-7 8-7-10 0.9 1.5 1.1 0.9 1.0 0.9 SILT (ML) (Ash); gray; wet; very loose SILT (ML) (Ash); gray; wet; very loose Top 0.5': Silty SAND (SM) (Ash and Surficial Aquifer); gray; wet; medium dense Bottom 0.6': fine to medium grained SAND (SP) (Surficial Aquifer); brown and gray; wet; medium dense Top 0.75': fine to medium grained SAND (SP) (Surficial Aquifer); gray and tan; wet; loose Bottom 0.15': fine to medium grained SAND (SP) (Surficial Aquifer); tan and brown; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); gray and tan; wet; medium dense Fine to coarse grained SAND (SP) (Surficial Aquifer); gray and tan; wet; medium dense Grout Bentonite seal (Continued Next Page) Well Construction BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:PT-2 (within the 1971 Basin) BOREHOLE DIA:4" RIG TYPE:CME 45C Track Rig (Serial # 273964) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/11/2015 NORTHING:198428 (Hand-held GPS) EASTING:2306217 (Hand-held GPS) GROUND ELEVATION:33 ft (NAVD88) (Approximate) All depths referenced to ground surface. Total Depth: 40.3 ft bgs Page 1 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 30 25 20 15 10 5 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Gravel=0.0%, Sand=94.2%, FC=5.8%, Silt=5.6%, Clay=0.2% Gravel was observed at 38.5 ft bgs 10-15-18 6-6-7 1.1 0.8 Fine to coarse grained SAND with clay; (SP-SC) (Surficial Aquifer); gray and tan; wet; dense Fine to coarse grained SAND (SP) (Surficial Aquifer); gray and tan; wet; medium dense End of Boring at 40.3 feet bgs. Filter Pack (Sand) Screen Well Construction BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:PT-2 (within the 1971 Basin) BOREHOLE DIA:4" RIG TYPE:CME 45C Track Rig (Serial # 273964) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/11/2015 NORTHING:198428 (Hand-held GPS) EASTING:2306217 (Hand-held GPS) GROUND ELEVATION:33 ft (NAVD88) (Approximate) All depths referenced to ground surface. Total Depth: 40.3 ft bgs Page 2 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 0 -5 De p t h (f t ) -35 -40 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Start using drilling mud at begining of boring 2-1-2 2-1-1 4-6-6 3-3-5 7-8-8 10-9-9 1.0 1.5 1.0 1.0 1.1 1.1 SILT some gravel; (ML) (Ash); black; wet; very loose SILT (ML) (Ash); black to gray; wet; very loose Top 0.2': SILT (ML) (Ash); gray; wet; medium dense Bottom 0.8': fine to medium grained SAND (SP) (Surficial Aquifer); black to tan; wet; medium dense Fine to medium grained SAND (SP) (Surficial Aquifer); tan; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); tan; wet; medium dense Fine to medium grained SAND (SP) (Surficial Aquifer); tan; wet; medium dense Grout (Continued Next Page) Well Construction BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Michael Martin DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:PT-3 (within the 1971 Basin) BOREHOLE DIA:6" RIG TYPE:CME 45C Track Rig (Serial # 273964) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/9/2015 NORTHING:198435 (Hand-held GPS) EASTING:2306226 (Hand-held GPS) GROUND ELEVATION:33 ft (NAVD88) (Approximate) All depths referenced to ground surface. Total Depth: 70 ft bgs Page 1 of 3 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 30 25 20 15 10 5 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Grout between 41' and 53' bgs may contain cave-in native soils (predominantly sand) FC=2.2% Gravel=0.0%, Sand=93.3%, FC=6.7%, Silt=6.3%, Clay=0.4% FC=2.6% 10-18-20 6-5-5 5-4-5 4-3-4 3-1-2 2-1-1 1-2-1 2-3-5 6-5-5 1.0 0.7 0.8 0.5 0.5 0.4 0.9 0.5 0.9 Fine to coarse grained SAND (SP) (Surficial Aquifer); gray to tan; wet; dense Fine to coarse grained SAND (SP) (Surficial Aquifer); gray and tan; wet; loose Fine to coarse grained SAND (SP) (Surficial Aquifer); tan and orange; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); gray and tan; wet; loose Fine to medium grained SAND (SP) (Possible Surficial Aquifer); gray and tan; wet; very loose SAND with clay; (SP-SC) (Possible Surficial Aquifer); gray and tan; wet; very loose Fine to medium grained SAND (SP) (Possible Surficial Aquifer); gray to tan; wet; very loose Fine to medium grained SAND (SP) (Possible Surficial Aquifer); orange and brown; wet; loose Fine to medium grained SAND (SP) (Possible Surficial Aquifer); orange; wet; loose Bentonite seal (Continued Next Page) Well Construction BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Michael Martin DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:PT-3 (within the 1971 Basin) BOREHOLE DIA:6" RIG TYPE:CME 45C Track Rig (Serial # 273964) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/9/2015 NORTHING:198435 (Hand-held GPS) EASTING:2306226 (Hand-held GPS) GROUND ELEVATION:33 ft (NAVD88) (Approximate) All depths referenced to ground surface. Total Depth: 70 ft bgs Page 2 of 3 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 0 -5 -10 -15 -20 -25 De p t h (f t ) -35 -40 -45 -50 -55 -60 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Gravel=0.3%, Sand=87.9%, FC=11.8%, Silt=7.1%, Clay=4.7% 7-9-10 4-6-7 0.8 1.0 Fine to coarse grained SAND (SP) (Possible Surficial Aquifer); orange and gray; wet; medium dense SAND with clay; (SP-SC) (Peedee Aquifer); gray; wet; medium dense End of Boring at 70.0 feet bgs. Filter Pack (Sand) Screen Well Construction BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Michael Martin DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:PT-3 (within the 1971 Basin) BOREHOLE DIA:6" RIG TYPE:CME 45C Track Rig (Serial # 273964) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/9/2015 NORTHING:198435 (Hand-held GPS) EASTING:2306226 (Hand-held GPS) GROUND ELEVATION:33 ft (NAVD88) (Approximate) All depths referenced to ground surface. Total Depth: 70 ft bgs Page 3 of 3 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -30 -35 De p t h (f t ) -65 -70 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description MC=24.0% Start using drilling mud at 5.5 ft bgs Water level was measured to be at 12 ft bgs at the end of boring Gravel=0.0%, Sand=0.6%, FC=99.4%, Silt=27.5%, Clay=71.9%; LL=147, PL=66, PI=81; SG=2.513 MC=102.6%; Gravel=1.1%, Sand=1.8%, FC=97.1%, Silt=30.5%, Clay=66.6%; LL=90, PL=48, PI=42 2-4-3 6-9-8-9 5-8-12-15 3-4-5-5 2-2-2 1-1-1 WOH-1-WOH WOH-WOH-2 4-9-15 1.4 1.6 1.4 1.5 1.1 1.4 1.5 1.5 1.3 0.3 Top 0.2': TOPSOIL; black; moist; medium stiff Bottom 1.2': Lean CLAY (CL) (Ash and Fill); black and brown; moist; medium stiff Top 0.8': Clayey SAND (SC) (Ash and Fill); black and brown; moist; medium dense Bottom 0.8': SILT (ML) (Ash); black; moist; medium dense SILT (ML) (Ash); black; moist; medium dense SILT (ML) (Ash); black; wet; loose SILT (ML) (Ash); black; wet; very loose SILT (ML) (Ash); black; wet; very loose SILT (ML) (Ash); black; wet; very loose Elastic SILT (MH) (Possible Fill); black; wet; very soft Elastic SILT (MH) (Possible Fill); Shelby Tube (25 to 26.3 ft bgs) SAND with silt; (SP-SM) (Ash and Fill); black; wet; medium dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:R. Warrier/M. Erten DRILLING CONTRACTOR:ConeTec DRILLER NAME:David White BOREHOLE ID:SPT-12 BOREHOLE DIA:4" RIG TYPE:CME 55LC Track Rig (Serial # 331145) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/6/2015 NORTHING:199189.79 EASTING:2304359.62 GROUND ELEVATION:33.4 ft (NAVD88) All depths referenced to ground surface. Total Depth: 100 ft bgs Page 1 of 4 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 30 25 20 15 10 5 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Gravel=0.0%, Sand=94.7%, FC=5.3%; SG=2.713 FC=39.0%; LL=30, PL=14, PI=16 Gravel=0.2%, Sand=93.5%, FC=6.3% 4-6-8 9-15-17 14-15-17 10-11-10 14-9-10 5-2-3 8-8-9 7-7-9 7-7-9 1.0 1.3 1.3 1.2 1.0 0.5 0.6 0.5 0.8 Fine to medium grained SAND (SP) (Possible Surficial Aquifer); brown; wet; medium dense Fine to medium grained SAND (SP) (Possible Peedee Aquifer); gray and tan; wet; dense Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; dense Fine to medium grained SAND with clay; (SP-SC) (Peedee Aquifer); greenish gray; wet; medium dense Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; medium dense Clayey SAND (SC) (Peedee Aquifer); greenish gray; wet; loose Fine to coarse grained SAND with gravel; (SP) (Peedee Aquifer); greenish gray; wet; medium dense Fine to coarse grained SAND (SP) (Peedee Aquifer); greenish gray; wet; medium dense SAND with clay; (SP-SC) (Peedee Aquifer); greenish gray; wet; medium dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:R. Warrier/M. Erten DRILLING CONTRACTOR:ConeTec DRILLER NAME:David White BOREHOLE ID:SPT-12 BOREHOLE DIA:4" RIG TYPE:CME 55LC Track Rig (Serial # 331145) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/6/2015 NORTHING:199189.79 EASTING:2304359.62 GROUND ELEVATION:33.4 ft (NAVD88) All depths referenced to ground surface. Total Depth: 100 ft bgs Page 2 of 4 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 0 -5 -10 -15 -20 -25 De p t h (f t ) -35 -40 -45 -50 -55 -60 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description FC=7.0% Sand was observed at the bottom of the Shelby Tube Gravel=0.2%, Sand=82.2%, FC=17.6%, Silt=11.9%, Clay=5.7%; LL=NP, PL=NP, PI=NP Blow Count (N-Value)=80 2-1-2 3-5-6 12-12-13 31-37-43 50/4" 12-11-16 8-7-12 0.2 1.0 1.0 1.2 1.2 0.3 1.4 1.5 SAND with clay; (SP-SC) (Peedee Aquifer); dark gray; wet; very loose Shelby Tube (65 to 66 ft bgs) Clayey SAND (SC) (Peedee Aquifer); gray and brown; wet; medium dense Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; medium dense Clayey SAND (SC) (Peedee Aquifer); dark greenish gray; wet; very dense Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; very dense Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; medium dense Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; medium dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:R. Warrier/M. Erten DRILLING CONTRACTOR:ConeTec DRILLER NAME:David White BOREHOLE ID:SPT-12 BOREHOLE DIA:4" RIG TYPE:CME 55LC Track Rig (Serial # 331145) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/6/2015 NORTHING:199189.79 EASTING:2304359.62 GROUND ELEVATION:33.4 ft (NAVD88) All depths referenced to ground surface. Total Depth: 100 ft bgs Page 3 of 4 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -30 -35 -40 -45 -50 -55 De p t h (f t ) -65 -70 -75 -80 -85 -90 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description >> Gravel=0.0%, Sand=69.7%, FC=30.3%, Silt=22.2%, Clay=8.1%; LL=NP, PL=NP, PI=NP; SG=-2.72511-7-7 8-10-12 1.5 1.5 Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; medium dense (continued) Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; medium dense Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; medium dense End of Boring at 100.0 feet bgs. BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:R. Warrier/M. Erten DRILLING CONTRACTOR:ConeTec DRILLER NAME:David White BOREHOLE ID:SPT-12 BOREHOLE DIA:4" RIG TYPE:CME 55LC Track Rig (Serial # 331145) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/6/2015 NORTHING:199189.79 EASTING:2304359.62 GROUND ELEVATION:33.4 ft (NAVD88) All depths referenced to ground surface. Total Depth: 100 ft bgs Page 4 of 4 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -60 -65 De p t h (f t ) -95 -100 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description MC=38.1% Organic wood found in the split spoon at 7.7 ft bgs Start using drilling mud at 8.5 ft bgs 2-4-5-6 5-5-5-6 3-4-3-3 2-1-2-2 1-2-1 1-1-1 1-2-1 1-1-WOH 3-7-10 2.0 2.0 2.0 1.6 0.9 1.2 1.4 1.0 1.2 TOPSOIL; brown; dry; stiff SILT (ML) (Ash); black and gray; dry; loose SILT (ML) (Ash); black; dry; loose SILT (ML) (Ash); black; dry; loose SILT (ML) (Ash); black; dry; very loose SILT (ML) (Ash); dark gray; wet; very loose SILT (ML) (Ash); dark gray; wet; very loose SILT (ML) (Ash); dark gray; wet; very loose SILT (ML) (Ash); dark gray; wet; very loose Top 0.3': Sandy SILT (ML) (Ash and Fill); dark gray; wet; medium dense Bottom 0.9': fine to coarse grained SAND (SP) (Ash and Fill); gray; wet; medium dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:SPT-13 BOREHOLE DIA:4" RIG TYPE:CME 45C Track Rig (Serial # 273964) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/5/2015 NORTHING:198345.9 EASTING:2305184.23 GROUND ELEVATION:33.5 ft (NAVD88) All depths referenced to ground surface. Total Depth: 85 ft bgs Page 1 of 3 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 30 25 20 15 10 5 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Gravel=0.0%, Sand=95.2%, FC=4.8%; SG=2.668 Clay was observed in the shoe of the sample Gravel=0.0%, Sand=7.0%, FC=93.0%, Silt=36.0%, Clay=57.0%; LL=50, PL=24, PI=26; SG=2.701 Gravel=0.0%, Sand=95.7%, FC=4.3%, Silt=3.3%, Clay=1.0%; LL=NP, PL=NP, PI=NP 3-4-4 9-8-12 7-6-8 8-11-12 4-5-2 2-4-6 1-1-1 1.1 1.1 1.3 1.1 1.2 0.0 2.0 1.0 0.5 0.5 Fine to coarse grained SAND (SP) (Possible Ash and Fill); brown and black; wet; loose Fine to coarse grained SAND (SP) (Surficial Aquifer); gray; wet; medium dense Fine to medium grained SAND (SP) (Possible Surficial Aquifer); greenish gray and tan; wet; medium dense Fine to medium grained SAND (SP) (Possible Surficial Aquifer); light gray and tan; wet; medium dense Fine to coarse grained SAND (SP) (Possible Surficial Aquifer); light greenish gray; wet; loose Lean CLAY (CL) (Possible Peedee Confining Unit); reddish brown; wet Shelby Tube (50 to 52 ft bgs) Fat CLAY (CH) (Peedee Confining Unit); Shelby Tube (52 to 54 ft bgs) Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; loose Shelby Tube (55.5 to 56 ft bgs) Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray and dark gray; wet; very loose (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:SPT-13 BOREHOLE DIA:4" RIG TYPE:CME 45C Track Rig (Serial # 273964) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/5/2015 NORTHING:198345.9 EASTING:2305184.23 GROUND ELEVATION:33.5 ft (NAVD88) All depths referenced to ground surface. Total Depth: 85 ft bgs Page 2 of 3 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 0 -5 -10 -15 -20 -25 De p t h (f t ) -35 -40 -45 -50 -55 -60 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Lost drilling fluid at 62 ft bgs until the end of boring Gravel=0.1%, Sand=85.6%, FC=14.3%; LL=NP, PL=NP, PI=NP Blow Count (N-Value)=63 3-3-4 3-3-5 10-13-29 10-14-20 11-17-46 0.8 0.9 0.9 1.5 1.3 Fine to coarse grained SAND (SP) (Peedee Aquifer); greenish gray and brown; wet; loose Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; loose Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; dense Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; dense Clayey SAND (SC) (Peedee Aquifer); dark gray; wet; very dense End of Boring at 85.0 feet bgs. BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:SPT-13 BOREHOLE DIA:4" RIG TYPE:CME 45C Track Rig (Serial # 273964) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/5/2015 NORTHING:198345.9 EASTING:2305184.23 GROUND ELEVATION:33.5 ft (NAVD88) All depths referenced to ground surface. Total Depth: 85 ft bgs Page 3 of 3 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -30 -35 -40 -45 -50 De p t h (f t ) -65 -70 -75 -80 -85 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description >> MC=35.8% Start using drilling mud at 6 ft bgs Water level was measured to be at 8 ft bgs at the end of boring Gravel=0.0%, Sand=95.0%, FC=5.0% 4-3-2-4 2-2-3-2 2-2-2-2 2-2-1-2 3-2-2-2 WOH-1-1 3-3-5 3-5-8 9-13-16 1.9 1.3 1.5 1.3 1.8 0.7 0.6 0.6 1.3 SILT (ML) (Ash); dark gray; moist; loose SILT (ML) (Ash); dark gray; moist; loose SILT (ML) (Ash); dark gray; moist; very loose SILT (ML) (Ash); dark gray; wet; very loose SILT (ML) (Ash); dark gray; wet; very loose SILT (ML) (Ash); dark gray; wet; very loose Silty SAND (SM) (Ash and Fill); brown and tan; wet; loose Fine to medium grained SAND trace silt; (SP) (Ash and Fill); gray; wet; medium dense Fine to medium grained SAND (SP) (Possible Surficial Aquifer); gray; wet; medium dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Rohit Warrier DRILLING CONTRACTOR:ConeTec DRILLER NAME:David White BOREHOLE ID:SPT-14 BOREHOLE DIA:4" RIG TYPE:CME 55LC Track Rig (Serial # 331145) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/4/2015 NORTHING:198316.06 EASTING:2306206.33 GROUND ELEVATION:32.8 ft (NAVD88) All depths referenced to ground surface. Total Depth: 100 ft bgs Page 1 of 4 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 30 25 20 15 10 5 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Gravel=0.4%, Sand=96.6%, FC=3.0% Gravel=0.0%, Sand=4.6%, FC=95.4%, Silt=57.3%, Clay=38.1%; LL=54, PL=24, PI=30 Organic peat layer of wood was observed in the split spoon between 55.7-56 bgs 6-10-13 10-10-11 6-6-11 6-5-5 5-10-15 WOH-WOH- WOH 1-3-3 8-15-11 0.7 0.7 0.8 0.8 0.7 1.5 0.5 1.3 1.0 Fine to medium grained SAND (SP) (Possible Surficial Aquifer); gray; wet; medium dense Fine to medium grained SAND (SP) (Possible Surficial Aquifer); gray; wet; medium dense Fine to coarse grained SAND (SP) (Possible Surficial Aquifer); dark greenish gray; wet; medium dense Fine to coarse grained SAND (SP) (Possible Surficial Aquifer); dark greenish gray and dark gray; wet; loose Fine to coarse grained SAND (SP) (Possible Surficial Aquifer); dark gray; wet; medium dense Fat CLAY (CH) (Peedee Confining Unit); dark gray; wet; very soft Shelby tube (52.5 to 53.0 ft bgs) Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; loose Clayey SAND (SC) (Peedee Aquifer); greenish gray and dark gray; wet; medium dense Clayey SAND (SC) (Possible Peedee Aquifer); greenish gray; wet; very stiff (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Rohit Warrier DRILLING CONTRACTOR:ConeTec DRILLER NAME:David White BOREHOLE ID:SPT-14 BOREHOLE DIA:4" RIG TYPE:CME 55LC Track Rig (Serial # 331145) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/4/2015 NORTHING:198316.06 EASTING:2306206.33 GROUND ELEVATION:32.8 ft (NAVD88) All depths referenced to ground surface. Total Depth: 100 ft bgs Page 2 of 4 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 0 -5 -10 -15 -20 -25 De p t h (f t ) -35 -40 -45 -50 -55 -60 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Gravel=0.2%, Sand=95.1%, FC=4.7% Driller indicated 6" of cemented sand at 81 ft bgs Gravel=0.0%, Sand=79.8%, FC=20.2%; LL=NP, PL=NP, PI=NP; SG=2.695 18-15-16 13-13-18 6-11-10 6-5-8 11-14-16 13-21-25 21-24-21 0.8 0.8 0.8 1.1 1.3 1.3 1.1 Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray and dark gray; wet; dense Fine to coarse grained SAND (SP) (Peedee Aquifer); gray; wet; dense Clayey SAND (SC) (Peedee Aquifer); dark greenish gray; wet; medium dense Clayey SAND (SC) (Peedee Aquifer); dark greenish gray; wet; medium dense Clayey SAND (SC) (Peedee Aquifer); dark greenish gray; wet; medium dense Clayey SAND (SC) (Peedee Aquifer); dark greenish gray; wet; dense Clayey SAND (SC) (Peedee Aquifer); dark greenish gray; wet; dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Rohit Warrier DRILLING CONTRACTOR:ConeTec DRILLER NAME:David White BOREHOLE ID:SPT-14 BOREHOLE DIA:4" RIG TYPE:CME 55LC Track Rig (Serial # 331145) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/4/2015 NORTHING:198316.06 EASTING:2306206.33 GROUND ELEVATION:32.8 ft (NAVD88) All depths referenced to ground surface. Total Depth: 100 ft bgs Page 3 of 4 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -30 -35 -40 -45 -50 -55 De p t h (f t ) -65 -70 -75 -80 -85 -90 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Blow Count (N-Value)=56 18-24-32 12-12-9 1.5 1.5 Clayey SAND (SC) (Peedee Aquifer); dark greenish gray; wet; very dense Clayey SAND (SC) (Peedee Aquifer); dark greenish gray; wet; medium dense End of Boring at 100.0 feet bgs. BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Rohit Warrier DRILLING CONTRACTOR:ConeTec DRILLER NAME:David White BOREHOLE ID:SPT-14 BOREHOLE DIA:4" RIG TYPE:CME 55LC Track Rig (Serial # 331145) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/4/2015 NORTHING:198316.06 EASTING:2306206.33 GROUND ELEVATION:32.8 ft (NAVD88) All depths referenced to ground surface. Total Depth: 100 ft bgs Page 4 of 4 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -60 -65 De p t h (f t ) -95 -100 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description >> Attachment 1.8 Geosyntec 2014 July Boring Logs (LOLA Investigation) Legend for Soil Classification Symbols Pattern Description SP – poorly graded sands SW – well graded sands GP – poorly graded gravels GW – well graded gravels SM – silty sands SP-SM – poorly graded sand with silty sand SP-SC – poorly graded sand with clayey sand MH – elastic silts ML – inorganic silts with slight plasticity SC – clayey sands CL – lean clays CH – fat clays OH – organic clays Sand and CCR Mixture CCR 0 -5 -10 -15 10 5 0 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-1 (3-4) 20140630 (submitted) Collected SS-F-DPT-1 (7-8) 20140630 (submitted) 60% 60% 90% 25% Tan medium SAND (SP), with trace roots and trace CCRs Very fine gray CCRs, saturated Very fine gray to tan CCRs, saturated Fine to medium tan SAND (SP), saturated 06/30/14 Rachel Donahue SAEDACCO Will Keyes 16 196875.5 2306640.9 11.9 F-DPT-1 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 10 5 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-2 (3-4) 20140630 Collected SS-F-DPT-2 (7-8) 20140630 30% 50% 25% Medium to fine brown to gray and orange well graded SAND (SW), trace black specks Fine orange to tan SAND (SW), trace black specks, saturated 06/30/14 Rachel Donahue SAEDACCO Will Keyes 12 197079.5 2306716.4 14.2 F-DPT-2 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 10 5 0 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-3 (1.5-2.5) 20140630 (submitted) Collected SS-F-DPT-3 (5-6) 20140630 (submitted) 75% 100% 75% Medium brown to tan SAND (SP), dry, trace black specks Medium brown to tan SAND (SP), saturated, trace black specks CCRs, saturated Medium tan SAND (SP), saturated, trace black specks 06/30/14 Rachel Donahue SAEDACCO Will Keyes 12 197022.7 2306385.9 10.3 F-DPT-3 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 -20 5 0 -5 -10 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-4 (2-3) 20140701 Collected SS-F-DPT-4 (7-8) 20140701 Collected SS-F-DPT-4 (18-20) 20140701 (submitted) 70% 75% 75% 60% 75% Dark gray medium silty SAND (SM) with a silt layer at 3 ft bgs, some roots, damp Medium to dark gray medium SAND and CCR mixture, saturated, layer of hard silt at 6.5 ft bgs Light gray medium SAND (SP), trace black specs, saturated Dark brown medium silty SAND (SM), saturated Dark brown medium silty SAND (SM), saturated, becoming lighter color with depth Gray medium SAND (SP), saturated Gray medium SAND (SP), saturated, transitions to dark gray organic silt layer 07/01/14 Rachel Donahue SAEDACCO Will Keyes 20 196505.8 2305220.2 8.7 F-DPT-4 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 -20 5 0 -5 -10 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-5 (2-4) 20140701 and MS and MSD (submitted) Collected SS-F-DPT-5 (6-8) 20140701 and duplicate SS- F-DPT-5 (6-8) 20140701 (submitted) 75% 100% 0% 50% 60% Very fine gray black silty material, possibly CCR's, some areas have a sheen Very fine gray black silty material, possibly CCR's, some areas have a sheen, saturated No recovery fine to medium gray SAND (SP) with staining of core at top of core Medium brown SAND (SP) with some silt Fine to medium light tan SAND (SP) 07/01/14 Rachel Donahue SAEDACCO Will Keyes 20 197182.6 2305313.3 9.7 F-DPT-5 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 -20 10 5 0 -5 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-6 (3-4) 20140701 Collected SS-F-DPT-6 (8-9) 20140701 100% 40% 100% 100% 100% Fine tan and orange SAND (SP) with some gray silt (possibly CCRs) and trace organics (roots) Gray CCRs, saturated Dark brown medium SAND and CCR mixture Medium to dark brown silty SAND (SM), saturated 07/01/14 Rachel Donahue SAEDACCO Will Keyes 20 197155.9 2305004.4 10.9 F-DPT-6 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 -20 5 0 -5 -10 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-7 (3-4) 20140701 (submitted) Collected SS-F-DPT-7 (7-8) 20140701 (submitted) Collected SS-F-DPT-7 (15-16) 20140701 (submitted) 100% 75% 75% 75% 60% Medium brown SAND (SP) with some gray silty material (possibly CCRs) Light to dark gray CCRs, compact, saturated Medium brown silty SAND (SM), trace black specks Dark brown silty SAND (SM) Medium brown SAND (SP), some brown silt 07/01/14 Rachel Donahue SAEDACCO Will Keyes 20 197035.6 2305560.4 9.0 F-DPT-7 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 -20 5 0 -5 -10 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-8 (3-4) 20140701 Collected SS-F-DPT-8 (3-4) 20140701 Drill bit got stuck during drilling and core between 16 and 20 ft bgs was unable to be recovered. 50% 75% 80% 60% 0% Fine to medium tan and gray SAND (SP) with gray silty material (possibly CCRs) Gray fine SAND (SP) with CCRs, saturated Gray fine CCRs Gray medium SAND (SP) with black staining Medium brown SAND and CCR mixture, transitioning to dark brown silty SAND (SM) at 10 ft bgs Fine tan SAND (SP), saturated, trace black specks 07/01/14 Rachel Donahue SAEDACCO Will Keyes 20 197251.1 2305892.6 9.9 F-DPT-8 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 -20 10 5 0 -5 -10 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-9 (1-2) 20140701 Collected SS-F-DPT-9 (3-4) 20140701 100% 75% 100% 50% 30% 75% Dark brown SAND and CCR mixture Dark brown SAND and CCR mixture, saturated Fine to medium tan SAND (SP), saturated, some black specks Brown SAND and CCR mixture Fine tan SAND (SP), saturated 07/01/14 Rachel Donahue SAEDACCO Will Keyes 20 197173.0 2306258.2 10.0 F-DPT-9 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 -20 10 5 0 -5 -10 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-10 (3-4) 20140702 Collected SS-F-DPT-10 (8-9) 20140702 100% 50% 100% 25% 50% 50% Very fine gray sand and CCR mixture, dry Very fine gray SAND and CCR mixture, saturated Very fine gray SAND and CCR mixture, saturated Gray coarse SAND and CCR mixture, saturated Fine to medium tan SAND (SP) transitioning to brown, saturated Fine to medium tan SAND (SP), saturated 07/02/14 Rachel Donahue SAEDACCO Will Keyes 24 197915.9 2305065.0 13.2 F-DPT-10 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 -20 15 10 5 0 -5 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-11 (7-8) 20140702 (sumbitted) Collected SS-F-DPT-11 (7-8) 20140702 (submitted) 100% 50% 50% 50% 50% Fine orange to gray SAND and CCR mixture fine orange SAND and CCR mixture, damp fine orange SAND and CCR mixture, saturated Medium brown SAND (SP), saturated Medium brown SAND (SP), saturated, trace black specks 07/02/14 Rachel Donahue SAEDACCO Will Keyes 20 197706.3 2305633.3 15.0 F-DPT-11 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 -20 10 5 0 -5 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) No samples collected during drilling 100% 25% 50% 50% 75% Dark brown silty SAND (SM), topsoil Fine tan SAND (SP) Fine orange SAND (SP) Fine orange SAND (SP), moist Fine tan SAND (SP), saturated, trace black specks 07/02/14 Rachel Donahue SAEDACCO Will Keyes 20 197519.4 2305959.0 11.4 F-DPT-12 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 5 0 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) No samples collected during drilling 50% 50% 20% Possible CCRsMedium tan and brown SAND (SP) with some staining, moist Medium brown SAND (SP) transitioning to tan SAND (SP) with depth, saturated Medium tan SAND (SP), saturated 07/02/14 Rachel Donahue SAEDACCO Will Keyes 12 196602.1 2306104.6 7.5 F-DPT-13 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 -20 10 5 0 -5 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) Collected SS-F-DPT-14 (3-4) 20140702 (submitted) Collected SS-F-DPT-14 (7-8) 20140702 (submitted) 100% 50% 50% 50% 50% CCRs CCRs, saturated Coarse gray SAND and CCR mixture, saturated Medium dark brown SAND (SP), saturated Medium gray SAND (SP), transitioning to dark gray SAND (SP) with depth, saturated 07/02/14 Rachel Donahue SAEDACCO Will Keyes 20 197495.7 2305270.0 12.5 F-DPT-14 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" 0 -5 -10 -15 5 0 -5 SAMPLING METHOD: All depths referenced to ground surface. 1300 South Mint Street Charlotte, NC 28203 BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME: PROJECT NO: BORING DATE: GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR: DRILLER NAME: DRILLING METHOD: RIG TYPE: BOREHOLE DIA: Elev.Lithologic Description SITE LOCATION: Total Depth: Pa t t e r n (ft Page 1 of 1 GC5592 Wilmington, North Carolina BOREHOLE ID: NORTHING: EASTING: GROUND ELEVATION: Depth (ft) Re c o v e r y Comments Suite 110 L.V. Sutton Steam Plant Well Construction Details NAVD88) No samples collected during drilling 100% 75% 75% 75% Fine gray SAND and CCR mixture Coarse gray SAND and CCR mixture, saturated Medium tan SAND (SP), saturated Dark brown and black coarse SAND and CCR mixture, iridescent sheen, saturated Medium brown SAND (SP), transitioning to tan SAND (SP), saturated 07/02/14 Rachel Donahue SAEDACCO Will Keyes 16 196723.8 2305805.9 7.3 F-DPT-15 Direct Push Technology Geoprobe 7822DT Direct Push Technology 2" Attachment 1.9 Geosyntec 2015 March Boring Logs (LOLA Investigation) LEGEND FOR SYMBOLS Pattern Description GW – Well graded GRAVEL or Well graded GRAVEL with sand GP – Poorly graded GRAVEL or Poorly graded GRAVEL with sand SW – Well graded SAND or Well graded SAND with gravel SP – Poorly graded SAND or Poorly graded SAND with gravel SP-SM – Poorly graded SAND with silt or Poorly graded SAND with silt and gravel SP-SC – Poorly graded SAND with clay or Poorly graded SAND with clay and gravel SM – Silty SAND or Silty SAND with gravel SC – Clayey SAND or Clayey SAND with gravel ML – SILT, SILT with sand (or with gravel), or Sandy (or Gravelly) SILT MH – Elastic SILT, Elastic SILT with sand (or with gravel), or Sandy (or Gravelly) elastic SILT CL – Lean CLAY, Lean CLAY with sand (or with gravel), or Sandy (or Gravelly) lean CLAY CH – Fat CLAY, Fat CLAY with sand (or with gravel), or Sandy (or Gravelly) fat CLAY OL – Organic SILT or CLAY with low plasticity OH – Organic SILT or CLAY with medium to high plasticity Ash Topsoil Well Screen Grout Bentonite Granular Backfill PVC Riser MOSITURE CONTENT DEFINITIONS Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table RELATIVE DENSITY Sands, Gravels, Non-plastic Silts Blows/Foot (N-Value) Very Loose 0-4 Loose 5-10 Medium Dense 11-30 Dense 31-50 Very Dense > 50 CONSISTENCY Silts & Clays Blows/Foot (N-Value) Very Soft 0-2 Soft 3-4 Medium Stiff 5-8 Stiff 9-15 Very Stiff 16-30 Hard 31-50 Very Hard > 50 PROJECT NO: GC5770 April 2015 FIGURE 1.7.1 SOIL CLASSIFICATION AND LOG KEY MC=24.1%; Gravel=1.4%, Sand=55.9%, FC=42.7%; SG=2.418 Water level was measured to be at 4.5 ft bgs at the end of boring Start using drilling mud at 6 ft bgs Gravel=0.2%, Sand=96.7%, FC=3.1%; SG=2.693 4-7-7-7 6-7-8-8 6-8-10-8 5-4-3-4 2-3-6 4-6-8 6-7-7 5-8-10 9-9-9 2.0 2.0 1.7 1.7 1.3 0.8 0.8 0.8 1.0 CONCRETE Sandy SILT (ML) (Ash and Fill); gray; moist; medium dense Silty SAND (SM) (Ash and Fill); gray; moist; medium dense Silty SAND (SM) (Ash and Fill); gray; moist; medium dense Sandy SILT (ML) (Ash and Fill); gray; wet; loose Sandy SILT (ML) (Ash and Fill); gray; wet; loose Fine to medium grained SAND (SP) (Possible Surficial Aquifer); reddish brown; wet; medium dense Fine to medium grained SAND (SP) (Surficial Aquifer); brown; wet; medium dense Fine to medium grained SAND (SP) (Surficial Aquifer); brown and gray; wet; medium dense Fine to medium grained SAND (SP) (Surficial Aquifer); light gray; wet; medium dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR:ConeTec DRILLER NAME:David White BOREHOLE ID:LO-SPT-1 BOREHOLE DIA:3" RIG TYPE:CME 55LC Track Rig (Serial # 331145) SAMPLING METHOD:SPT with Split Spoon EASTING:2305008.19 NORTHING:196830.72 DRILLING METHOD:Mud Rotary GROUND ELEVATION:13 ft (NAVD88) BORING DATE:3/10/2015 All depths referenced to ground surface. Total Depth: 50 ft bgs Page 1 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 10 5 0 -5 -10 -15 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description FC=2.4% 5-6-7 4-4-6 3-3-4 4-6-8 5-5-7 4-4-7 8-8-14 1.0 0.8 0.8 0.8 0.8 0.8 1.0 Fine to medium grained SAND (SP) (Surficial Aquifer); light gray and tan; wet; medium dense Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; loose Fine to medium grained SAND (SP) (Peedee Aquifer); light greenish gray; wet; loose Fine to medium grained SAND (SP) (Peedee Aquifer); light greenish gray; wet; medium dense Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; medium dense Fine to coarse grained SAND (SP) (Peedee Aquifer); dark gray; wet; medium dense Clayey SAND (SC) (Peedee Aquifer); greenish gray; wet; medium dense End of Boring at 50.0 feet bgs. BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE: DRILLING CONTRACTOR:ConeTec DRILLER NAME:David White BOREHOLE ID:LO-SPT-1 BOREHOLE DIA:3" RIG TYPE:CME 55LC Track Rig (Serial # 331145) SAMPLING METHOD:SPT with Split Spoon EASTING:2305008.19 NORTHING:196830.72 DRILLING METHOD:Mud Rotary GROUND ELEVATION:13 ft (NAVD88) BORING DATE:3/10/2015 All depths referenced to ground surface. Total Depth: 50 ft bgs Page 2 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -20 -25 -30 -35 De p t h (f t ) -35 -40 -45 -50 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Start using drilling mud after 2.5 ft bgs Water level was measured to be 5.4 ft bgs at the end of boring Gravel=0.8%, Sand=72.2%, FC=27.0% Organic wood found in split spoon at 10 ft bgs Gravel=0.0%, Sand=98.0%, FC=2.0% 3-5-8 7-9-8 5-6-5 2-2-1 3-4-6 4-5-6 3-5-6 6-9-9 1.4 1.1 1.0 1.3 0.8 0.7 0.7 0.9 CONCRETE TOPSOIL; light brown; moist; stiff Sandy SILT (ML) (Ash and Fill); gray; moist; medium dense Silty SAND (SM) (Ash and Fill); gray; wet; medium dense Silty SAND (SM) (Fill and Ash); gray; wet; medium dense SILT (ML) (Ash); gray; wet; very loose Fine to medium grained SAND (SP) (Surficial Aquifer); gray and brown; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); brown; wet; medium dense Fine to medium grained SAND (SP) (Possible Peedee Aquifer); brown and gray; wet; medium dense Fine to coarse grained SAND (SP) (Peedee Aquifer); tan and greenish gray; wet; medium dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:LO-SPT-2 BOREHOLE DIA:3" RIG TYPE:Diedrich D-25 Track Rig (Serial # D-25152) SAMPLING METHOD:SPT with Split Spoon EASTING:2304961.07 NORTHING:197296.27 DRILLING METHOD:Mud Rotary BORING DATE:3/23/2015 GROUND ELEVATION:13.1 ft (NAVD88) All depths referenced to ground surface. Total Depth: 50 ft bgs Page 1 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 10 5 0 -5 -10 -15 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description FC=1.9% FC-2.2% 3-4-4 2-1-2 1-1-1 4-6-7 0.8 0.4 0.5 0.6 Fine to medium grained SAND (SP) (Peedee Aquifer); tan and greenish gray; wet; loose Fine to coarse grained SAND (SP) (Peedee Aquifer); dark gray; wet; very loose Fine to coarse grained SAND (SP) (Peedee Aquifer); dark gray and greenish gray; wet; very loose Fine to coarse grained SAND some gravel; (SP) (Peedee Aquifer); dark gray; wet; medium dense End of Boring at 50.0 feet bgs. BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:LO-SPT-2 BOREHOLE DIA:3" RIG TYPE:Diedrich D-25 Track Rig (Serial # D-25152) SAMPLING METHOD:SPT with Split Spoon EASTING:2304961.07 NORTHING:197296.27 DRILLING METHOD:Mud Rotary BORING DATE:3/23/2015 GROUND ELEVATION:13.1 ft (NAVD88) All depths referenced to ground surface. Total Depth: 50 ft bgs Page 2 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -20 -25 -30 -35 De p t h (f t ) -35 -40 -45 -50 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Organic wood found in the split spoon at 1.8 ft bgs Started using drilling mud at 2.5 ft bgs Gravel=0.3%, Sand=49.6%, FC=50.1%; SG=2.485 Water level was measured to be at 5.5 ft bgs at the end of boring Gravel=0.0%, Sand=96.8%, FC=3.2% 1-6-9 7-8-9 4-7-7 3-5-4 1-2-3 3-3-4 8-8-9 5-7-8 1.3 1.2 1.0 1.0 0.9 1.0 0.8 1.0 CONCRETE Silty SAND (SM) (Ash and Fill); dark gray; dry; medium dense Sandy SILT (ML) (Ash and Fill); dark gray; wet; medium dense Silty SAND (SM) (Ash and Fill); dark gray; wet; medium dense SILT (ML) (Ash); dark gray; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); gray; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); tan; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); gray and tan; wet; loose Fine to medium grained SAND (SP) (Possible Peedee Aquifer); greenish gray; wet; medium dense Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray and brown; wet; medium dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:LO-SPT-3 BOREHOLE DIA:3" RIG TYPE:Diedrich D-25 Track Rig (Serial # D-25152) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/25/2015 NORTHING:197662.01 EASTING:2304949.38 GROUND ELEVATION:13.3 ft (NAVD88) All depths referenced to ground surface. Total Depth: 50 ft bgs Page 1 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 10 5 0 -5 -10 -15 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description FC=2.1%; SG=2.678 5-4-4 5-6-6 3-4-4 4-3-3 0.7 0.9 0.8 0.6 Fine to medium grained SAND (SP) (Peedee Aquifer); gray; wet; loose Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; medium dense Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; loose Fine to medium grained SAND (SP) (Peedee Aquifer); dark gray; wet; loose End of Boring at 50.0 feet bgs. BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:LO-SPT-3 BOREHOLE DIA:3" RIG TYPE:Diedrich D-25 Track Rig (Serial # D-25152) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/25/2015 NORTHING:197662.01 EASTING:2304949.38 GROUND ELEVATION:13.3 ft (NAVD88) All depths referenced to ground surface. Total Depth: 50 ft bgs Page 2 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -20 -25 -30 -35 De p t h (f t ) -35 -40 -45 -50 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Start using drilling mud at 2.5 ft bgs Gravel=1.4%, Sand=70.8%, FC=27.8% Water level was measured to be at 6.2 ft bgs at the end of boring gravel piece found in the split spoon at 13.5 ft bgs Gravel=0.0%, Sand=97.2%, FC=2.8% 1-1-2 2-2-2 2-3-4 3-3-5 2-5-5 6-8-10 8-9-11 8-11-15 1.3 1.2 1.1 1.0 1.0 1.0 0.8 1.0 Silty SAND (SM) (Ash and Fill); gray and brown; moist; very loose Silty SAND (SM) (Ash and Fill); gray and brown; wet; very loose Silty SAND (SM) (Ash and Fill); gray and brown; wet; loose Sandy SILT (ML) (Ash and Fill); gray and brown; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); tan and brown; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); tan and brown; wet; medium dense Fine to medium grained SAND (SP) (Surficial Aquifer); gray and tan; wet; medium dense Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray and tan; wet; medium dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:LO-SPT-4 BOREHOLE DIA:3" RIG TYPE:CME 45C Track Rig (Serial # 273964) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/20/2015 NORTHING:197890.43 EASTING:2305246 GROUND ELEVATION:15.9 ft (NAVD88) All depths referenced to ground surface. Total Depth: 50 ft bgs Page 1 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 15 10 5 0 -5 -10 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description FC=3.4% gravel was found between 49.8 ft bgs and 50 ft bgs 3-2-2 6-6-6 4-5-6 7-4-2 0.7 1.0 1.0 1.0 Fine to coarse grained SAND (SP) (Peedee Aquifer); greenish gray and tan; wet; very loose Fine to coarse grained SAND (SP) (Peedee Aquifer); gray; wet; medium dense Fine to coarse grained SAND (SP) (Peedee Aquifer); greenish gray and dark gray; wet; medium dense Fine to coarse grained SAND (SP) (Peedee Aquifer); greenish gray and dark gray; wet; loose End of Boring at 50.0 feet bgs. BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:LO-SPT-4 BOREHOLE DIA:3" RIG TYPE:CME 45C Track Rig (Serial # 273964) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/20/2015 NORTHING:197890.43 EASTING:2305246 GROUND ELEVATION:15.9 ft (NAVD88) All depths referenced to ground surface. Total Depth: 50 ft bgs Page 2 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -15 -20 -25 -30 De p t h (f t ) -35 -40 -45 -50 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Started using drilling mud at 2.5 ft bgs Water level was measured to be at 5.2 ft bgs at the end of boring Between 7.5-8.5 ft bgs return fluid seemed to consist of ash FC=1.2%; SG=2.673 Gravel=0.0%, Sand=91.3%, FC=8.7%; SG=2.697 1-3-3 2-3-3 2-2-2 1-2-2 2-4-4 2-4-4 6-6-7 2-3-3 1.4 0.9 0.8 0.6 0.9 0.7 1.3 1.2 Top 0.4': TOPSOIL; black; moist; loose Bottom 1.0': fine to medium grained SAND (SP) (Ash and Fill); trace silt; brown and gray; moist; loose Fine to medium grained SAND (SP) (Fill); brown and gray; wet; loose Top 0.6': fine to medium grained SAND (SP) (Ash and Fill); brown; wet; very loose Bottom 0.2': Sandy SILT (ML) (Ash and Fill); gray and black; wet; very loose Fine to medium grained SAND (SP) (Surficial Aquifer); gray; wet; very loose Fine to medium grained SAND (SP) (Surficial Aquifer); gray and tan; wet; loose Fine to medium grained SAND (SP) (Possible Surficial Aquifer); reddish brown; wet; loose SAND with silt; (SP-SM) (Possible Surficial Aquifer); light gray and tan; wet; medium dense Fine to coarse grained SAND (SP) (Possible Peedee Aquifer); gray and tan; wet; loose (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:LO-SPT-5 BOREHOLE DIA:3" RIG TYPE:Diedrich D-25 Track Rig (Serial # D-25152) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/25/2015 NORTHING:197711.71 EASTING:2305633.12 GROUND ELEVATION:15.2 ft (NAVD88) All depths referenced to ground surface. Total Depth: 50 ft bgs Page 1 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 15 10 5 0 -5 -10 -15 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description 3-5-4 3-3-5 3-3-4 4-7-19 0.9 0.8 0.8 1.1 Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; loose Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; loose Fine to coarse grained SAND (SP) (Peedee Aquifer); greenish gray and light gray; wet; loose Fine to coarse grained SAND (SP) (Peedee Aquifer); with gravel; dark gray and brown; wet; medium dense End of Boring at 50.0 feet bgs. BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:LO-SPT-5 BOREHOLE DIA:3" RIG TYPE:Diedrich D-25 Track Rig (Serial # D-25152) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/25/2015 NORTHING:197711.71 EASTING:2305633.12 GROUND ELEVATION:15.2 ft (NAVD88) All depths referenced to ground surface. Total Depth: 50 ft bgs Page 2 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -20 -25 -30 De p t h (f t ) -35 -40 -45 -50 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Started using drilling mud at 2.5 ft bgs SG=2.681 Water level was measured to be at 6.3 ft bgs at the end of boring FC=2.7% Gravel=0.0%, Sand=96.7%, FC=3.3% 1-2-3 4-6-7 5-6-7 2-2-3 3-5-5 7-8-8 9-12-13 8-8-8 1.1 1.1 0.9 0.9 1.0 1.1 0.9 0.8 Top 0.2': SILT (ML) (Ash and Fill); black; moist; loose Bottom 0.9': fine to medium grained SAND (SP) (Fill); reddish brown; moist; loose Fine to medium grained SAND (SP) (Fill); dark yellow and dark brown; wet; medium dense Fine to medium grained SAND (SP) (Fill); reddish brown; wet; medium dense Fine to medium grained SAND (SP) (Surficial Aquifer); gray and tan; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); light gray; wet; loose Fine to medium grained SAND (SP) (Surficial Aquifer); light gray and tan; wet; medium dense Fine to medium grained SAND (SP) (Surficial Aquifer); gray and tan; wet; medium dense Fine to medium grained SAND (SP) (Peedee Aquifer); greenish gray; wet; medium dense (Continued Next Page) BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:LO-SPT-6 BOREHOLE DIA:3" RIG TYPE:Diedrich D-25 Track Rig (Serial # D-25152) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/24/2015 NORTHING:197519.1 EASTING:2306018.74 GROUND ELEVATION:15.1 ft (NAVD88) All depths referenced to ground surface. Total Depth: 50 ft bgs Page 1 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) 10 5 0 -5 -10 -15 De p t h (f t ) -5 -10 -15 -20 -25 -30 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description FC=2.5% FC=2.0% 2-2-2 2-1-2 3-4-3 WOH-WOH- WOH 0.6 0.6 0.6 0.0 Fine to coarse grained SAND (SP) (Peedee Aquifer); greenish gray; wet; very loose Fine to coarse grained SAND with gravel; (SP) (Peedee Aquifer); greenish gray; wet; very loose Fine to medium grained SAND with gravel; (SP) (Peedee Aquifer); greenish gray; wet; loose No Recovery End of Boring at 50.0 feet bgs. BORING LOG GENERAL INFORMATION TECHNICAL INFORMATION PROJECT NAME:L.V. Sutton Final Closure Plan PROJECT NO:GC5770 SITE LOCATION:Wilmington, North Carolina GEOSYNTEC REPRESENTATIVE:Mustafa Erten DRILLING CONTRACTOR:Mid-Atlantic Drilling DRILLER NAME:William Wiggins BOREHOLE ID:LO-SPT-6 BOREHOLE DIA:3" RIG TYPE:Diedrich D-25 Track Rig (Serial # D-25152) SAMPLING METHOD:SPT with Split Spoon DRILLING METHOD:Mud Rotary BORING DATE:3/24/2015 NORTHING:197519.1 EASTING:2306018.74 GROUND ELEVATION:15.1 ft (NAVD88) All depths referenced to ground surface. Total Depth: 50 ft bgs Page 2 of 2 Geosyntec Consultants 1300 South Mint Street #410 Charlotte, NC 28203 El e v . (f t , NA V D 8 8 ) -20 -25 -30 De p t h (f t ) -35 -40 -45 -50 CommentsSP T Bl o w s N-Value 10 20 30 400 50 Re c o v e r y ( f t ) Pa t t e r n Lithologic Description Attachment 2 Historical and Geosyntec CPT Sounding Logs, Dissipation Test Results, and Shear Wave Velocity Measurements Attachment 2.1 Withers & Ravenel CPT Sounding Logs Test: WR-1 Date: 4/J 9/gnnF erajert: I .v. Su+t=o 21aot - 8d-Pond 2roje,-t Wn.: 0')05d12.03 Location: Wilmington, NC Client: Prooress Enerov Sleeve Stre« fs (tsf) 3 2.5 2 1.5 1 0.5 0 10 20 30 t d0 a m r, 50 an 70 80 0 Description of 58T Classification Tones CQUe I.D.: 0 1- Sensitive, fine grained 6 - Saads: clean sands to Silty sands Cone Ci7e: j 5 rM'? 2 - Qrganir soik-peatS 7 - Gravelly sand to sand W'ter I evel. ft. 9 5.0 3 - Clays-rlay tQ Silty clay 8 - Very rtiff can i to clayey sand Northing: 199689.7 A - citt mixt-r°s clayey silt to silty clay 9 - Verystiff fine grained Easti ng: 2305659.7 5 - '�aa i =ixtures,, silty sand to sandv silt (after Robertson 1990)1 Elevation, ft: U.n Tip Resbstanre Bore 2resvrre Friction Ratio SST Classtftrattpn 0- (tsf) UZ (tsf) I-' (0 1 Znne 50 100 150 200 250 300 0 1 2 3 4 5 0] 2? A 5 6 7 8 910 1 2 3 4 5 6 7 8 9 1. Water level iS estimated based n_a field measuremeatc oar+ =r correlation with pore pressure da Maximum sounding depth: 20.8 ft 2. Sail Behavior Type (SBT) rlassifiration based ao aormali7ed CPT data after Rn_berts_a 19z' CIT crew: Co-eTec (T. Shiflet'S. Lucord) 3. r=rouart surface elevation and northino and eastino coordinates were determined with (,PS unit/.softwa CPT no: P4/15-ton Track Test: VVR-2 Description of SBT Classification Tones Con,- M.: 0 Hate: d/j a/2Ma 1- Sensitive, fine grained 6 - Sands; clean sands to silty Sands Cooe Si7P: ] 5 r-m2 Proje,-t: i Y. Sutton Plant - 84-Pond 2 - Organic Soils -peaty 7 - G•a�epy Saad to Saad Wn+er I ownl. ft. J 2.5 pr_ject No.: 0205412.03 3 - Clays -clay to Silty clay 8 - Very Stiff saa,+ to clayey sand Northing: 200400.7 Location: Wilmington, NC d - Silt =i-tins clayey silt to siltv clav 9 - Very stiff fine grained Easting: 2305553.9 Client: Progress Energy 15-Sand mixtures; silt_vsand tosandy silt (afterRabertsnn 1990)1 Elevation, ft: I].- Sleeve Sfrgee -1e Becictance Enre Ere -sure Friction Ratio SST Classification f5 (tsf) q_ (tsf) UZ (tsf) P- (%) Zone 3 2.5 2 1.5 1 0.5 0 0 50 100 ] 50 200 250 300 0 1 2 3 4 5 09 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 20 30 E d0 Q n 50 60 70 nn l i Notes: 1. Water level is estimated based nn field meas,, amentS and/or correlati-a Uyth pore pres£ure "2 2. Soil Behavior Tyne (SBT1 rlassifiration based on normalized CPT data after Robertson 19£ 3. Ground ourf2^e elevation and northing and eastino coordinates were determined with GPS unit Maximum soundina depth: 17.7 ft r,Prcre,-c conerec (r I „r,e,A) CaT rio: Q4/15-ton Track Cone Penetration Test Test: VVR-'1 Description of SR Classification 76ne_c r'one I.n.: 0 hate: 4/9 2/2006 1- Sensitive, fine grained 6 - Saads; dean sands to silty s2nr+s C_oe ciao: 9 5 cm2 2roject: L.V. Sutton Plant - 84-Pond 2 - organi^ snits -peals z - r-=v=11y sand to sand Water Level. ft. 20.0 Project No.: 0205412.03 3-Clays-clay tosiltvclay 8- Very stiff sand tonlayey.zand Northing: 200475.8 Location: wilmiogtoo, WC 4 - Silt mixtures clayey silt to silty clay 9 - Very stiff fine grained Fnctinp: 7'�QF791.6 Client: eragresc Energy 15 - Sand mixtures; silty sand to sandy silt (after RQbertsnn 1990) Flavntipn, f+: 4d.n Sleeve Sfrg-- rip gee;eraane eo►e Erece"re Friction 2atin SRT Claccifit-atinn fs (tsf) qT (tqf) U. (tsf) E- (°/u) 7.,ne 3 2.5 2 1.5 1 0.5 0 0 5Q J QQ ] 50 200 250 300 0 1 2 3 4 5 0 1 2 3 4 5 6 7 8 9 10 1 2 3 d 5 F 7 u 8 IQ 20 30 ^0 m 50 60 70 8V I I I I I I_ _. Notes: 1. Water level is estimated based ^_n fie + measarements as +i r nnrrelatioa with pore pressure da 2. Sail Behavior Type (SBT) classi{catioa based on anrmalized CPT data after RQbartsoa 1W _SBT FR SBT PP Maximum soundina death: 70.0 ft C27 c-e,•r Co-elec (I.. Shitlet/S. Lucord) CPT ria: P4/15-ton Track Cone Penetration Test Test: VVR-4 Date: d/99/2nn11 Project: I .\/. Cutton Plant - 8d-Pond ernject d=.: n2n5d12.03 Location: VVlmington, NC Client: Prociress Enerov sleeve Strecc f= ltsfl 3 2.5 2 1.5 1 0.5 0 0 10 20 30 a 40 50 6t] 70 80 Wth,pr s R a Mr Description of SET Clacsifiration 70nec Cr_+ne I.n.: 0 1- Sensitive, fine grained 6 - Sands; c1Aan sands to silky s-n,�a Cone Si-e: 15 cm2 2 - Organic spill-ppnts 7 - Gravelly s=nrl to sand Water Level, ft. 8.0 3 - Clays -clay r_ silty cl=y 8 Very stiff sand to clayey sand Northing: 200805. 9 4 - S;It mixtures clayey silt to silty clay 9 - Very stiff fine grained Facti n9: 2,inr 9 7A.0 5 - Sand mixtures; silty sand to sandy -tilt (aftpr RObertsn_n 1990) FlevatiL+p, ft: 2F.9 Tie Recictanre Bare ereGCNre Friction Ratio SET Clacclfiratton qr (tsf) UZ (tSt) F- M 7.2ne 0 50 100 150 200 21;0 IN 0 1 2 3 4 5 0 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 1. water level is estimated based on field measurements -nr+I�- r cp—elation with pow pressure da 2. Soil Behavior Type (SBT) rla.csittrratjon based on normnli,ed CPT data after Robe•ts=n 19$ 3. G nund surface elevation and northing and easting coordinates -- determined with GPS unit Maximum soup ring Hepth: 1 ".1 a CPT crew: Cone Tec (T. Shiflet/S. Lucord) CPT rig: P4/1 ';-ton Track Con Test: WR-5B Description of SBT Classification Tones Cone I.D.: 0 Date: 4/18/2006 +- Sensitive, fine orained 6 - SaadS; clean San& to Silty sands Cone Gi-e: ] R rpm? Project: L.V. Sutfou 21not - R4-2❑od 2 - Organir. snits-peatS 7 - Gravelly saad to Saad Wnier I awal, ff. 12.5 2rojert Np,: n?nRajo.nR 3-Clays-rlaytn ziltyrlav 8- Vervstiffsaa+t=cla-veysaad Northing: 200683.4 1 or`atioa: 1^IJImington, NC d - Silt mi,tures clayey silt to silty clay 9 - Very stiff fine grained Easting: 0mdpdr.A Client: Progress Energy 15-Saar'silb[ saad to sandy silt (afterRnbertSrn 1990)1 Elevation, ft: 97F Sleeve Stress Tip Resistance pore pressrlre Friction Ratio SBT Cla5tifiratian f-- (tQfl gr (t-fl w, (t-f) F• (%) Znne z 2.5 2 1.5 1 0.5 0 0 50 100 150 200 250 300 0 1 2 3 4 5 0] 4 z e 5 6 7 8 910 1 2 3 4 5 6 7 8 9 10 20 10 v 40 a am 50 60 70 80 1 1 1 1 1 1 i 1 1 1 1 1 1 1 Notes: 1. Water level is estimated based oa field measuremeatS aad/ar raq—latina with p=Iepressures da 2. So'l Behavior Type fSBT1 rlassifiratinn based nn anrmalized CPT data after RnbertSna 195 --------------------------------------- II Maximum soundina denth: 63.8 ft Car ^ = c Co -exec (r. ShiflebS. Lucord) CPT no: P4/15-ton Track Te-t: WR-6 Description of SBT Classifiration 70nes r,Que l.D.: 0 Date: 4/19/2006 1- Sensitive, fine grained 6 - SaadS; clean sands to Silty Sands (-_^ne Gi-e: 9 r, r'm') Project: L.V. Sutton Plant - 84-Pond 2 - orgaair Soils -pears 7 - Gravelly San,' to San,' water I e%rel, ft. 12.0 Project No.: 0201;4] 2.0- 3 - Clays- Iay to silty day 8 - Very stiff sand to clayey sand Northing: 200174.0 1 oration: IAFIImington, d' 4 - Silt mixtures clayey silt to silty day 9 - Very stiff fine grained Easting: 2301;092.8 Client: Progracc Poergv 15- Sand mixtures; silty sand to sandy silt (after Robertson 1990)1 Elevation, ft: -19.0 Sleeve Stress Tip Racistanre EQra Eraccnra Friction Ratio SBT Classifiration f. (tcfl qT (tcf) U2 (tsfl Fr M gone 3 2.5 2 1.5 1 0.5 0 0 50 100 150 200 250 300 0 ] 2 q d 5 0 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 ,)0 30 a 40 d 0 so 60 70 80 1 1 1 1 1 Notes. '. '^rater level is estimated based on field measurements andlor rorrelatinn with pare pressure da 2. Seil Behavin_r Type (SRTD nla=ificatioa based oa ao,=alized CPT data after Robertson 19f 3. Ground surface elevation and northino and eastino coordinates were determined with GPS unit Maximum sounding Hepth: 19.7 ft CPT crew: ConeTec (T. Shiflet/S. Lucord) CPT no. P4/1 rton Track Cone Penetration Test I L rtr�r-.�.: ,4. ,t;l_rr, !M wj Test: VVR-R Description of SBT Classification Zones Gone I.D.: 0 Date: all Q/?nnR 1- Sensitive, fine grained 6 - Sands; clean sands to silty sands Cone Size: 15 cm? erojent: I _\/_ Cuttnp Plot - 84-Pond 2 - Orgaoir..coik-peatc 7 - Gravelly saad to sand Watar I oval, ft. j 7.n_ Prajart Wo.: 0205412.03 3 - Clays -clay to silty clay 8 - Very Stiff saad to clayey Saa^' WarFhi ng: 199775.1 Location: Wilmington, NC a -Silt mi tur_s clayey Silt to Silty clay 9 - Vent stiff fine grained Easting: 2304903.0 Client: Progress Energy 15 - Saaq mirtares; �atc saad to sandy silt (after Robertson 1990) Elevation, ft: 31.0 Sleeve Strecc Tit Recictanre Pore Pressure Friction Ratio SBT Classification f5 (tsf) qT (tSf) UZ (tsfl F• (°/) zone 3 2.5 2 1 5 1 0.5 0 0 50 100 150 200 250 300 0 1 9 a s 0] 2 z d 5 6 8 9 10 1 2 3 4 5 6 7 8 9 0 11 1 1' .1' .1' 'I' � 10 20 30 t d0 Ex d r, 50 60 70 80 J I 1 1 1 1 1 1 1 1 1 1 1 I L Notes: 1. Water level is estimated based on field measuremeatS aad/ r c=rrelati=a with pare pre��ure da 2. Soil Behavior Type (SBT) rlac.cifratioa bated on 12orM2li7ed CPT data after RobertSoa 195 3. r=wund surface elevation and northing and easting coordinates were determined with GPS unit Maximum soundino death: 16.4 ft c0 nZr cre—.- L—T— IT S�,�ne1/S. ' u'd2 CPT ^o: P4/15-ton Track W11hers Ravenel. Inc. Cary: NC Test: wR-1 n Description of SPT Classification Tones Cone I.n.: 0 hate: d/1 Q/?Mil 1- Sensitive, fine grained 6 - Sands; clean wads tM silty wads Cppe Gi-e: 1 r r-M? proje^t: L.V. Sutton Plant - 84-Pond 2 - organir Sails -peaty 7 - Gra,zelly saarq t_, saa 1 wntnr I e%lel. ft. 20.0 Project No.: 0205412.03 3 - Clays -clay to silty clay & - 11en(stiff sand to clayey sand Northing: 199905.4 Location: Wilmington, NC A- Silt mixtures clayey silt to silty clay 9 - Very stiff fine grained Easting: 2304199.? Client: Progress Energy 15-Sand mixtures; silty sand to sandy silt (afterRabertcnn 19901 Elevation, ft: -�4.n Sleeve S±recc Tip Be zictanre Bore Ere-wre Friction Ratio SBT Classification f5 (tsf) q- (tsf) U2 Of) E. (%) zene 3 2.5 2 1.5 1 0.5 0 0 50 100 ] 50 200 '50 I00 0 1 2 3 4 5 0]') 31 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 20 30 t AO d r, 50 a0 70 I 52r) 1 I I 1 I I___j Notes. 1. Water level is estimated based as field correlation with pore pressure da 2. Soil Behavior Type (SBT) classifiratinn based oa aacmali7ed CPT data after Rnbertsaa 1 a-' 3. Ground surface elevation and northing and easting coordinates were determined with GPS unit 1 SBT FR SBT PP Maximum sounding depth: 70.0 ft COT c�e... : ConeTec (T. Shiflet/S. Lucordl CPT rin: P4715-ton Track lad im - Test: WR-11 Descriotioo of SBT Classification Zones Cone I.D.: 0 Date: 4/20/200r, I- Sensiti-e, fine grained 6 - Sands; clean sands to silty sands Cone Size: 1 S cm2 2roj,-rt: I .\/. Suttr)o 21nut - Rd-2nod 2 - Oroanir. soils -seats 7 - Gravelly _sand to Sand Watar I PVPI, ft. j 7.5 2rpioctNo.:n7nFd19-.n3 3-Clays-clay tosiltyclay 8-Verystiff Rand taclayey sand N--rfhln_g: 199943.1 1 o-ation: Wilmington, NC 4 - Silt mixtures clayey silt t_ silty clay 9 - UL-n( stiff Fine grained Easting: 2304265.7 Client: Progress Energy 5 - Sand miytues; silty man,'ta san,+ymilt (after Robertson 1990) Elevation, ft: 31.0 Sleeve Stress Tip Resistance Pore Pressure -CrirfiQn Ratio SBT Classification f-- (tsf) aT (tSf1 V2 (*efi Fr No Zone 3 2.5 2 1.5 1 0.5 0 0 50 100 150 200 250 300 0 1 2 3 4 5 0 1 2 3 d 5 E 7 R 9] 0 1 2 3 4 5 6 7 8 9 �:i.Qa� 10 20 30 o. 40 d n 50 60 70 80 1 1 1 1 1 1 1 I I I I I Notes: 1. Water level is estimated based an field measurements and!, carrel=tian u4th po a pressure da 2. Soil Behavior Tyoe (SBT) rlaSSifiration based on narmali>ed CPT data after Robefs=n 195 3. Ground surface elevation and northina and eastina coordinates were determined with GPS unit SBT FR SBT PP Maximum sounding death: 65.5 ft cpT c�e,•c C-neTec (T. S!:;"et1S. Lucordl CPT no: P4/15-ton Track wj Lution F Test: WR-12 Date: 4/20/2006 Project:) I V. Suttoo 21aot - Rd-2oorI erojert No.: 02nrd9 i m I ocation: Wilmington, NC Client: Progress Energy Sleeve Stress f_ (4cf) 3 2.5 2 1.5 1 0.5 0 0 10 20 ?0 a 40 0 50 60 70 80 nescrigtion of SBT Classification Zones Cone I.n.: 0 4- Sensitive, fine grained 6 - Sands; rlean .z2nd_z to Silty Sands rove Size: rm9 2 - Oroanir. soils -newts 7 - Gravelly sand to Sand Wntar I evel. ft, 9J.0 3 - Clays-rlay to .zilty clay 8 - Very Stiff Sand to clayey sanr/ WL.rfh iog: )n0 353.3 4 - Silt mi,n,Ls clayey silt tn_ misty tray 9 - Irery stiff fine Grained Easting: 2304140.0 5 - San-' m»h—,es; silty sand to sandv silt (after Robertson 1990)1 Elevation, ft: 33.0 Tip Resistanre Bore eressure Eriction Ratio SST Classification gT (tsf) L12 (tSf) F- (%) Zone 50 100 150 200 250 300 0 1 2 3 4 5 0' 2? d 5 r 7 8 9 40 1 2 3 4 5 6 7 8 9 1. Water level is estimated bated on field meas'Irements and/or cprrelatipp 1-4th p "%- press,,r,e da Maximum sounding depth: 70.0 ft 2. Snit Behavior Tvpe (SBT) rlassifiration based on no=li7ed CPT data after Robertcn_n 19S CQT cre-. ConeTec (T. Shinet/S Lucord) 3. Ground surface elevatio= and northino and eastinn r:nnrdinates were detprmined with GPS unitLcnftwa CPT rin: P4115-ton Track nuaJamnala-Ion -- Test Te4zt: WR-13 Qesr.[iption of SBT Classirtration 7pne!� roue I.Q.: 0 nfl+e: 4/20/2006 1- Sensitive, fiae gcaiaed 6 - Saar+s; c'eaa saar+s t_ silty saads Cone Size: 15 =2 Project: L.V. Sutton Plant - 84-Pond 2 - Orgaaic waits-peats 7 - Gravelly sand to sand Water Level, ft. 14.0 Project No.: 0205412.03 3 - CtayS-Ltay to siu ^lay 8 - Very stiff sand to rlayey sand Northing: 199824.9 t ocntion: lntilmiogton, Ur. 4 - Silt mixtures rlayey.cilt to silty rlay 9 - Very stiff fiae grained Fas_tipg: giy7PP.3 rlieot: 2rogress Energy 15-Sand mixture-c; silty sand to sandy silt (afterRobertsoa 1990)1 Plevntipp ft: Q Baia-Q etrecc 72 RQcictaprQ EQre Prec—ra Friction Ratio SBT Claccifiratipp fs (tef) 9T (tcf) U2 (tSf) Er M 7one 3 2.5 2 1.5 1 0.5 0 0 50 100 ] 50 200 250 300 0 1 2 3 a 5 0 1 2 3 4 5 6 7 8 9 10 1 2 3 a 5 6 7 8 9 10 20 30 r 40 a m 50 60 70 I A0 -: Notes: +. M^%ter level is estimated based on field measurements and/or rorrelation with pore pre —lire da 2. Soil Behavior Type (SBT) Lia-6, Latina based oa normalized CPT data after Robertson 19£ 3. Groltad surface elevation and northing and easting coordinates were 4ata—iae,4 with GPS unit IIII'i�ll ^^aximum soun,+�ng aepfh: —ft CPT crew. ConeTec (T. Shineric. / u� ) r2r rig: 2dH tton Track Cone Penetration i est: WR-1a Qescription of S13T c►assificaton Tones Cone I.D.: 0 Date: 4/20/2006 1- Seasiti e, fine grained 6 - Sands; dean candc to cilty candc Cone Size: 15 =2 Project: L.V. Sutton Plant - 84-Pond 2 - ❑udaaic c_as-pews 7 - Gravelly Saad to Sand Water Level, ft. 12.0 Project No.: 0205412.03 3 - Clays -clay to silty clay 8 - Venc Sfiff Saad t_ clayey Sar,d Northing: 200549.5 i anntion: InrImiogt❑o, (yam 4- Silt mixturecclayeysilttosiltvclav 9- Very stiff fine grained Fn-ztinq: onnr�da9.9 Client: 2r❑gre---- Energy 5- Sand mixtures; silty sand to sandy silt (after Robertson 19901 Ele-ati❑n, ft: in.9 Rlee-e Rtress Tip Resistance pare Prgectirc Friction Ratio ET CIMCCiflrn±lQo is (tsf) 9T (tSf) U2 (t--f) F. (0o) Zone z 2.r 2 ].5 ] 0.5 0 0 50 100 150 200 250 300 0 ] 2 d r 0 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 20 30 a 40 m Gn 60 70 80 Notes: 1. Water level is estimated based on field measurementm an,+ro=co-,�-iatia da 2. Soi' Reba-ior Type (SRD crassif C24La based oo normalized CPT data after RGbertSw 19� 3. Ground surface elevation and northing and easting coordinates were determined With GPS unit rreT crew. r'oneTec (r %ifleriC , "coral n2 r rig, p,d /15. n T . Cone Penetration Test Test: vVp-1--� Date: a190t900F Prpjert: I .\/. Cuttnp Onut - 84-Pond Praje,-t No.: 020'-412.03 Location: Wilmington, NC Client: Proaress Fnerav Sleeve Strecc f5 (tsf) 3 2.5 2 1.5 1 0.5 0 0 ]0 20 30 50 60 70 80 0 W;Piers ,:a yrnl7; i if i o- Description of SRT Classification pones Cone I.D.: 0 1- Sensitive, fine grained 6 - Sands; rleaa Sands t_ silty saads Cooe Gi-,e: 15 cm2 2 - Organir Soils -peat 7 - Gravelly Saar' t_ maar+ Water Level. ft. 13.0 3 - Clays -clay t= Silttv day 8 -'rent stiff sand to clayey sand Northing: 199830.1 4 - S;It mixtures clavev silt to silty clay 9 - Verystiff fine grained FastiOg: gsnaoaa.5 5 - Sand mixtures; silty sand to sandy _silt (after RobertRQa 1990) Fle-atiQo. ft: 11).0 TiR Recictance Eare ereccnre Friction Ratio SRT Ctaccificafipn qr (tsf) U, (tsf) E- M lone 50 ] 00 ] 50 ')00 250 300 0 1 2 3 d 5 0 1 2 3 4 5 6 7 8 9 10 1 2 3 d F F 7 n 9 1. Water level is estimated baser+ oa tiet.a measurements and/or correlation with none pressure da 2. Soil Behavior Type (SBT) rlassificatine based ca nprmatize + CPT rat after eobertson 195 3. Ground surface elevation and northino and eastine coordinates were determined with GPS unit Maximum sounHing r+epthh: 17." ft CPT crew: ConeTec (T. SbifletrS. / ucorr�) reTng• PA" 't-On Traci Cone Penetration pest Te-t: IA/R-16 Date: 4/20/2006 Project: L.V. Sutton Plant - 84-Pond Project No.:020_492.0� QratiOn: 1AIJImiogtoo, ►SIC Client: Progre-- Foergy Slee-e Stress fs (tcf) 3 2.5 2 ].G 0.5 0 0 0 10 20 30 a 40 v sn 60 7Q 80 lie-crn j2tipn Qf S6T Claccifiratipn 7pnes r=^e I.D.: 0 1- Seasitive, fiae grained 5 - Izaa +s; clew= sands to silty sands Cone Size: 15 =2 2 - Orgaaic s_iis_peafS 7 - Gravelly sand to sand Water Level, ft. 12.0 3 - Clays -clay to silty clav 8 - Very stiff sand to rlayey sand Northing: gnn0r�9.4 4 - Silt mixtures clayey silt to silty day 9 - Vern Stiff fiae grained F2-tiug: ')30d9 83.2 5 - Sand mixtures; silty Sand to Sandy Silt (after Robedsoa +990) Fle'rati=n, ft: 31.4 Lo Re-i-tance Pyre Pre--ure Frirtion Ratio CRT (`lassifiration 9T (t--f) UZ (tcf) Fr (%) Zone 50 100 150 200 250 300 0 ] 2 z d s 0 1 2 3 4 5 6 7 8 9 10 2 '- d G a' 8 9 Notes: '. '^pater level is estimated based on field measurements andlar rorrelatioa with pore pressure da ^Iaxim• �m so• �n-+;no -+-Q;: 12.^- H 2. Sou Behavior Type (cB T1 classification based on nonnali7ed CPT data after Robertson 195 CPT crew: roneTec (T. I ucor,) 3. Ground surface elevation and northing and eastinq co=rdaafes were determined with GPS unit/softwa, reTrig: e�114-ion Traci, Attachment 2.2 Withers & Ravenel Dissipation Test Results Hole: WB-+ ci+odm:STn inT on_ Ir1r, R Location:Sutton Plant Date:04:19:06 09=45 30. "I PORE PRPSSUBR nTS4TPOTTON Rpongn 0-0 1na.a ?nn.n TIME (sec) 300.0 T iMe : i90 . 00 U C t) : 15. 1208 File: 9230POi.PPD Death (m) : 3.95 tfi- N= 47,C1ia Duration 225.Os U-min : 5.26 225. Os U-tax : 213.95 O.Os Q_ Hole: WR-2 Cone:STD 20T AD-i66 iY i ocnI- io.+:tub#or+ @Itant Date:04: i9:06 11:59 LORE eRESSURE DISSIPATION RECORD 20.O .............................. .............................. 4. m i � 7 10.O ............................................................... DJ 0 0.0 0.0 100.0 200.0 TIME (sec) Time! imO .On 40.000 mile! 923CP05.PPD Depth Col: 9 , t3 (ft )' 7.05 Duration : i95.Os U-rein : 1.08 190.0s -me+= 4R.30 O.Os Un le ! MR-2 Oone : STD 2OT AD-166 YY �G R Locatfon:Sutton Plant nste:na;49:nA 44;ss BORE PRFSSURTF nTSSTEQTTnu RECORD 60.0 ...................................................,--....�.... 50.0 .i...._.�.....�.---.�.... _ ...............}.....� L 40.0 ... ....;---..d......F.... ....4......f.....;.....I...... 0 30.0 ... ... ...'.. .. ... ... .. - f 20 - 0 0 .010 . 90.21n , -Agn , ern - 30.00 - M . 00.9M . OK T I ME (se- ) T i me : 50O.00 U t t) : 3O.000 File: 923OPO5.PPO Depth (m) : 5.10 (ft): 16.73 nu -at i nn SSO .Os U-min; 20.99 960-04 U-max : 54.39 5.Os Hole; WR-4 Cone:STO 20T AD-166 R Location:Su++-om plant nate,04;19:06 11:0r- E=W BQBP P-RPSSURE DISSIPATION RECORD 12.0 . ................................. ........... ..r ................ ilL.0 . . .............................. ................................. 10.0 . .. ............. ........ ................ ...... .......ti ca. 0 . ..... ........ ............... ................. ............ a. 0- .... ..... .......... ................ ............ . ................ ................ .............. ....... ......... 6.0 ....................... ......... ................ 5.0 Oso IDO. 0 200.0 300.0 400.0 TIMVZ fomenl T 4 200.00 Uf f! File: 9930en4.eED ngapth am)- 4.00 (ft): 13.12 Duration : 330.Os U-min: 5.35 330.04 U-n--: 41-83 R. Os Hole: WR-6 Cone:STD 2nT an-4r1r, tY l o-a±ao-:Sut±on Plant Date:04: 19:05 09:36 40. 30 - u 2 20. a a� a 4n _ PORE PRESSURE DISSIPATION RECORD 200.0 30n.n TIME C-ec) Time: 4=m.B0 UCt): 2Q.000 Mile; W30e02.PPD Depth CM2: 3- 44 eft): 4n.q-q Duration : 285.0s U-min : 7.51 285 - Os U-me- : 3 i . Sd O.Os Hole: WR-8 Cooe_STn 20T nn-1r1r, Location:Sutton Plant Date:O4:2O:O6 12:17 PORE ERECSURE DTSSTPATION RP0080 p.................................. ............................. ; w20.0 ......... .................... ; m IL a to , 0 .......... -------- ••••.......... :...................... ' 0 IL ; ; ; ; 0.0 0.0 100.0 2On=O 300.0 TIME (sec) T7ee' 45n.O0 U(t): 15.000 File: 923CPO9.PPD nemtN r.w % : s.00 Duration : 205=Os U-Min: 5.68 205-Os u-Max: 28.95 O.Os Attachment 2.3 Withers & Ravenel Shear Wave Velocity Measurements CONE EC 9heauWave Veloclgj-"R-59 L.V.9utlon Ash Pond - 06-923 Apoil 20, 2006 Shear W aue V e locity (Po s) 0 500 1000 1100 jam I y i 10 -- — 15 i , I 70 79 � 30 i cl } n m cl 40 l 45 if I I � i 50 i � I 55 ao � i i - I E5 I i as I CONE EC Cc nellec Elhear W ave Velocity E ata Reductic n SIheE t I� Hale: WR-EIB Uaaalion: UV Suttan Ash Ponc C onEI: AD 1671 Dada: 21a-A pr-a6 Sou ucEI: Beam Source Depth 0.00 m Source Offset 21.1E m Tip Derlth (MI C Eianhane Depthilrri; Travel Path llr-r( Interval llirria Ilrris) VEdaaity (m/s) Velaaity (ftia; Interval Derft Ilm; Indewal DEintF Qft) 0.00 6.70 6.50 ELM 71.710 7.50 71.8(1 3.98 214a.3 788.E A.aa 20.91 8.715 8.55 8.82 2.5E 3971.6 1302.3 8.(12 20.33 9.71E 9.95 S1.1Sl 3.83 Z4.2 834.'1 Sl.(15 ZLEK1 1(I.19 1(1.95 10.71 4.5f1 2,12.El EK18.6 I(LOE 321.971 11.15 11.E 5 11.7E 3.98 e146.8 8a9.8 11.(19 3ELZ 1235 12LE5 '12.73 11.1(1 x9.6 E1871.6 121.(15 3fl.53 13.715 13.99 13.321 4 .EIE aa3.6 EIE17.9 13.(15 121.81 14.710 14.90 1 z .6C 4 .E 9 2041.5 EI10.8 14.(12 ELGI 1E.710 15I.90 1E.EIE 4.34 A28.3 148.9 19.(10 9.211 1ELM 1A.E0 16.64 3.83 2159.0 E149.8 1E1.(10 3149 17.70 17.90 1a.E13 4118 243.1 797.4 171.00 99.717 1E1.70 18.90 18.021 3.E3 259.5 891.3 18.(10 99.a5 'IREO '19.30 1E1.221 a a 34E1..1 1139.9 1a.90 E12.a'1 0 v 0 N CI a ca E a CQI cl x ' c F U. CA al N al CI F C/I U al a) £_ CI I a ail 0 It c m m 0 c N Z Cn 0 cn 0 fu illli I IIV Hlcma CONE EC Ccnellec Shear Wave Vc lcici4 Data) Rec uctieri Sheet Hale: CPT-3 tl aaa t ion: LV SL ti oni P sE Ponc Cane: P D '16i Dade: 20-P An-06 SOL IIGEI: Beam Source Depth 0.00 rn SOL nce Offset 0.19 rn Tip Depth Ceaphane Tna%el Pact[ Inlerval time Velocity Velaaity Inilervall Interval 11M] Ce[INIrn] (mj (m.i; (mils; (fbs) Deftl- qm; Dept[ (fl) 0.00 '1I.00 1.80 2.8(I 3.00 2.80 3.5:1 8.67 E13.7 014.7 2.30 11.99 .00 3.80 .3r1 9.'I8 51'1.a 098.E 3.30 10.8:1 5.39 5.115 5.58 14.14 89.9 081.9 4.47 '14.68 v uu v v- CI C al al C 0 d 0 N V CI CI III � cl S f0 a Cl W O UI Q ♦- .. n al 0 1 E" U al 4'I a 0 A & a7 O 0 0 It O 1133) Hld=1a O N Attachment 2.4 Geosyntec CPT Sounding Logs MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: CPT 1 Cone Used: DSG0867 CPT Date/Time: 5/13/2014 10:17:48 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 59.38 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 45000 10 20 30 40 50 60 Depth (ft) Local Friction Fs TSF 50 Pore Pressure Pw PSI 50-30 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 900 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: CPT 2 Cone Used: DSG0867 CPT Date/Time: 5/14/2014 7:50:49 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 40.03 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 40000 5 10 15 20 25 30 35 40 45 Depth (ft) Local Friction Fs TSF 40 Pore Pressure Pw PSI 12-4 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: CPT 3 Cone Used: DSG0867 CPT Date/Time: 5/14/2014 9:11:24 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 70.87 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 50000 10 20 30 40 50 60 70 80 Depth (ft) Local Friction Fs TSF 60 Pore Pressure Pw PSI 25-5 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 900 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: CPT 4 Cone Used: DSG0867 CPT Date/Time: 5/14/2014 3:21:39 PM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 39.86 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 40000 5 10 15 20 25 30 35 40 Depth (ft) Local Friction Fs TSF 40 Pore Pressure Pw PSI 8-2 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 700 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: CPT 5 Cone Used: DSG0867 CPT Date/Time: 5/15/2014 7:47:26 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 6.73 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 60000 1 2 3 4 5 6 7 Depth (ft) Local Friction Fs TSF 40 Pore Pressure Pw PSI 1-4 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 900 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: CPT 6a Cone Used: DSG0867 CPT Date/Time: 5/16/2014 7:37:57 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 19.85 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 18000 2 4 6 8 10 12 14 16 18 20 Depth (ft) Local Friction Fs TSF 60 Pore Pressure Pw PSI 20-40 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 700 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: CPT 7A Cone Used: DSG0867 CPT Date/Time: 5/15/2014 8:53:03 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 19.85 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 30000 2 4 6 8 10 12 14 16 18 20 Depth (ft) Local Friction Fs TSF 50 Pore Pressure Pw PSI 10-4 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 600 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: CPT 8 Cone Used: DSG0867 CPT Date/Time: 5/13/2014 9:01:52 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 70.21 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 30000 10 20 30 40 50 60 70 80 Depth (ft) Local Friction Fs TSF 40 Pore Pressure Pw PSI 40-5 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 600 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: SCPT 1 Cone Used: DSG0867 CPT Date/Time: 5/13/2014 11:41:00 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 49.87 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 40000 5 10 15 20 25 30 35 40 45 50 Depth (ft) Local Friction Fs TSF 40 Pore Pressure Pw PSI 30-5 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 700 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: SCPT 2 Cone Used: DSG0867 CPT Date/Time: 5/14/2014 1:12:36 PM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 70.05 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 40000 10 20 30 40 50 60 70 80 Depth (ft) Local Friction Fs TSF 40 Pore Pressure Pw PSI 120-20 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 700 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: SCPT 3 A Cone Used: DSG0867 CPT Date/Time: 5/15/2014 9:56:01 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 19.69 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 25000 2 4 6 8 10 12 14 16 18 20 Depth (ft) Local Friction Fs TSF 60 Pore Pressure Pw PSI 20-5 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 800 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: SCPT 4 Cone Used: DSG0867 CPT Date/Time: 5/16/2014 8:33:45 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 11.81 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 5000 2 4 6 8 10 12 Depth (ft) Local Friction Fs TSF 10 Pore Pressure Pw PSI 16-2 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 160 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: SCPT 5 A Cone Used: DSG0867 CPT Date/Time: 5/15/2014 10:56:56 AM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 20.83 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 30000 5 10 15 20 25 Depth (ft) Local Friction Fs TSF 60 Pore Pressure Pw PSI 30-5 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 700 MID-ATLANTIC DRILLING Operator: Ron Stewart Sounding: SCPT 6 Cone Used: DSG0867 CPT Date/Time: 5/15/2014 12:31:53 PM Location: DUKE Sutton Job Number: GC5592 Maximum Depth = 19.85 feet Depth Increment = 0.164 feet *Soil behavior type and SPT based on data from UBC-1983 Tip Resistance Qt TSF 12000 2 4 6 8 10 12 14 16 18 20 Depth (ft) Local Friction Fs TSF 30 Pore Pressure Pw PSI 16-4 Soil Behavior Type* Zone: UBC-1983 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) 120 SPT N* 60% Hammer 350 Attachment 2.5 Geosyntec Dissipation Test Results Pressure (psi) Time: (minutes) Footer 1 Footer 2 P.S.I. MID-ATLANTIC DRILLING Operator Ron Stewart Sounding: CPT 2 Cone Used: DSG0867 CPT Date/Time: 5/14/2014 7:50:49 AM Location: DUKE Sutton Job Number: GC5592 Maximum Pressure = 7.996 psi 0 1 2 3 -4 -2 0 2 4 6 8 Selected Depth(s) (feet) 14.928 24.934 34.941 Pressure (psi) Time: (minutes) Footer 1 Footer 2 P.S.I. MID-ATLANTIC DRILLING Operator Ron Stewart Sounding: CPT 3 Cone Used: DSG0867 CPT Date/Time: 5/14/2014 9:11:24 AM Location: DUKE Sutton Job Number: GC5592 Maximum Pressure = 16.863 psi 0 2 4 6 8 10 12 4 6 8 10 12 14 16 18 Selected Depth(s) (feet) 35.105 40.682 60.532 Pressure (psi) Time: (minutes) Footer 1 Footer 2 P.S.I. MID-ATLANTIC DRILLING Operator Ron Stewart Sounding: CPT 4 Cone Used: DSG0867 CPT Date/Time: 5/14/2014 3:21:39 PM Location: DUKE Sutton Job Number: GC5592 Maximum Pressure = 6.119 psi 0 1 2 3 4 -2 -1 0 1 2 3 4 5 6 7 Selected Depth(s) (feet) 15.092 18.537 34.941 Pressure (psi) Time: (minutes) Footer 1 Footer 2 P.S.I. MID-ATLANTIC DRILLING Operator Ron Stewart Sounding: CPT 6a Cone Used: DSG0867 CPT Date/Time: 5/16/2014 7:37:57 AM Location: DUKE Sutton Job Number: GC5592 Maximum Pressure = 9.081 psi 0 1 2 3 4 0 1 2 3 4 5 6 7 8 9 10 Selected Depth(s) (feet) 20.013 Pressure (psi) Time: (minutes) Footer 1 Footer 2 P.S.I. MID-ATLANTIC DRILLING Operator Ron Stewart Sounding: CPT 7A Cone Used: DSG0867 CPT Date/Time: 5/15/2014 8:53:03 AM Location: DUKE Sutton Job Number: GC5592 Maximum Pressure = 10.256 psi 0 1 2 4 5 6 7 8 9 10 11 Selected Depth(s) (feet) 20.013 Pressure (psi) Time: (minutes) Footer 1 Footer 2 P.S.I. MID-ATLANTIC DRILLING Operator Ron Stewart Sounding: CPT 8 Cone Used: DSG0867 CPT Date/Time: 5/13/2014 9:01:52 AM Location: DUKE Sutton Job Number: GC5592 Maximum Pressure = 21.323 psi 0 1 2 3 4 0 5 10 15 20 25 Selected Depth(s) (feet) 34.941 49.869 64.961 Pressure (psi) Time: (minutes) Footer 1 Footer 2 P.S.I. MID-ATLANTIC DRILLING Operator Ron Stewart Sounding: SCPT 2 Cone Used: DSG0867 CPT Date/Time: 5/14/2014 1:12:36 PM Location: DUKE Sutton Job Number: GC5592 Maximum Pressure = 20.339 psi 0 1 2 3 4 5 6 0 2 4 6 8 10 12 14 16 18 20 22 Selected Depth(s) (feet) 14.928 30.02 40.026 65.125 Pressure (psi) Time: (minutes) Footer 1 Footer 2 P.S.I. MID-ATLANTIC DRILLING Operator Ron Stewart Sounding: SCPT 3 A Cone Used: DSG0867 CPT Date/Time: 5/15/2014 9:56:01 AM Location: DUKE Sutton Job Number: GC5592 Maximum Pressure = 3.996 psi 0 1 2 3 4 Selected Depth(s) (feet) 19.849 Pressure (psi) Time: (minutes) Footer 1 Footer 2 P.S.I. MID-ATLANTIC DRILLING Operator Ron Stewart Sounding: SCPT 5 A Cone Used: DSG0867 CPT Date/Time: 5/15/2014 10:56:56 AM Location: DUKE Sutton Job Number: GC5592 Maximum Pressure = 11.35 psi 0 1 2 3 4 5 6 7 8 9 10 11 12 Selected Depth(s) (feet) 20.997 Attachment 2.6 Geosyntec Shear Wave Velocity Measurements Depth 4.921ft Ref* Delay 12.50ms Velocity* Depth 10.007ft Ref 4.921ft Delay 23.94ms Velocity 403.34ft/s Depth 14.928ft Ref 10.007ft Delay 37.38ms Velocity 353.77ft/s Depth 20.013ft Ref 14.928ft Delay 44.33ms Velocity 718.59ft/s Depth 24.934ft Ref 20.013ft Delay 55.47ms Velocity 437.39ft/s Depth 29.856ft Ref 24.934ft Delay 62.34ms Velocity 710.75ft/s Depth 34.941ft Ref 29.856ft Delay 68.55ms Velocity 814.63ft/s Depth 39.862ft Ref 34.941ft Delay 74.29ms Velocity 853.80ft/s Depth 45.112ft Ref 39.862ft Delay 78.86ms Velocity 1145.23ft/s Depth 50.033ft Ref 45.112ft Delay 85.58ms Velocity 730.77ft/s 0 20 40 60 80 100 120 140 160 180 200 Time (ms) Hammer to Rod String Distance 1 (m) * = Not Determined Depth 10.007ft Ref* Delay 15.39ms Velocity* Depth 14.928ft Ref 10.007ft Delay 20.62ms Velocity 908.18ft/s Depth 20.013ft Ref 14.928ft Delay 26.83ms Velocity 804.46ft/s Depth 24.934ft Ref 20.013ft Delay 32.58ms Velocity 848.00ft/s Depth 30.020ft Ref 24.934ft Delay 39.53ms Velocity 726.21ft/s Depth 35.105ft Ref 30.020ft Delay 45.82ms Velocity 804.55ft/s Depth 40.026ft Ref 35.105ft Delay 49.61ms Velocity 1293.94ft/s Depth 45.112ft Ref 40.026ft Delay 56.95ms Velocity 690.46ft/s Depth 50.033ft Ref 45.112ft Delay 63.24ms Velocity 780.70ft/s Depth 54.954ft Ref 50.033ft Delay 70.70ms Velocity 658.36ft/s 0 20 40 60 80 100 120 140 160 180 200 Time (ms) Hammer to Rod String Distance 1 (m) * = Not Determined Depth 3.445ft Ref* Delay 3.24ms Velocity* Depth 6.726ft Ref 3.445ft Delay 12.19ms Velocity 304.77ft/s Depth 10.007ft Ref 6.726ft Delay 17.73ms Velocity 549.43ft/s Depth 13.287ft Ref 10.007ft Delay 23.40ms Velocity 557.19ft/s Depth 16.568ft Ref 13.287ft Delay 28.47ms Velocity 630.88ft/s Depth 19.849ft Ref 16.568ft Delay 36.33ms Velocity 411.21ft/s 0 10 20 30 40 50 60 70 80 90 100 Time (ms) Hammer to Rod String Distance 1 (m) * = Not Determined Depth 3.609ft Ref* Delay 9.49ms Velocity* Depth 4.921ft Ref 3.609ft Delay 13.48ms Velocity 260.36ft/s Depth 6.890ft Ref 4.921ft Delay 16.99ms Velocity 488.26ft/s Depth 9.022ft Ref 6.890ft Delay 22.65ms Velocity 347.70ft/s Depth 11.975ft Ref 9.022ft Delay 27.73ms Velocity 554.58ft/s 0 10 20 30 40 50 60 70 80 90 100 Time (ms) Hammer to Rod String Distance 1 (m) * = Not Determined Depth 3.445ft Ref* Delay 3.36ms Velocity* Depth 6.726ft Ref 3.445ft Delay 11.21ms Velocity 347.22ft/s Depth 10.007ft Ref 6.726ft Delay 16.83ms Velocity 541.80ft/s Depth 13.123ft Ref 10.007ft Delay 22.50ms Velocity 529.08ft/s Depth 16.568ft Ref 13.123ft Delay 31.33ms Velocity 380.93ft/s Depth 19.849ft Ref 16.568ft Delay 37.89ms Velocity 491.99ft/s 0 10 20 30 40 50 60 70 80 90 100 Time (ms) Hammer to Rod String Distance 1 (m) * = Not Determined Depth 3.445ft Ref* Delay 4.34ms Velocity* Depth 6.726ft Ref 3.445ft Delay 14.88ms Velocity 258.49ft/s Depth 9.843ft Ref 6.726ft Delay 24.69ms Velocity 294.95ft/s Depth 13.287ft Ref 9.843ft Delay 32.97ms Velocity 399.91ft/s Depth 16.732ft Ref 13.287ft Delay 45.08ms Velocity 277.86ft/s Depth 20.013ft Ref 16.732ft Delay 52.93ms Velocity 411.33ft/s 0 10 20 30 40 50 60 70 80 90 100 Time (ms) Hammer to Rod String Distance 1 (m) * = Not Determined Attachment 3 Laboratory Testing Results Attachment 3.1 Withers & Ravenel Laboratory Testing Results WITHERS CN RAVEN EL TABLE A9: SIIMMARY r)F I ARr1RATr1RY TFRT RFRI II TS IWTFRIr)R ASd POWD DIKE PROJECT PROGRESS ENERGY I V. SI ITT11W el ALIT We— damo-er County. North Carolina W&R Project No. 02050412.03 INDEX TESTING RESULTS COMPACTION, STRENGTH AND DRAINAGE TESTING RESULTS SAMPLE I.Q. SAMPLE nr oTd (ft) SAMPLE Qccrotg�Qd UNIT "'�IG�T (gaff ATTERBERG LIMITS GRAIN SIZE ANALYSIS CLASSIFICATION STANDARD PROCTOR C.U. TRIAMAL CONSOLIDATION PERMEABILITY (cem/sec) LL PL PI % gravel % sand % silticlay USCR Usn® maximum Dry Density Optimium Moist ron+ee+ (%) Cohesion (psi) Qbi (degerees) r_ C_ 1d'R-5A 2.5 - 3.75 Dark Grav Acb — — 0 a za oz.a" nAI cn T i Qnm _ _ 0.377 0.01 WR-5A 8.5 - 9.75 Dark Grav Acb as R _ _ _ _ VVR-5A 12.0 - 14.0 Dam Gray A,b — — _ n 7 27 02 71 CGL SILT LOCK — — 2.68 31.a9 ].75 ns 0.__ BULK ] J_0 - 2.0 Oa& r=ray A-b — de WP d12 Q 27.1 ] 72.G UL SILT LOCK 51.8 56.1 RUI K 2 5.0- ]0.0 Oak r=ray A�b — — _ _ n '" G" c5."6 ML SILT LOAM 61.2 a5.7 0 34.33 WQTF; 1) All laboratory testing was eertonned by sup consultant lahoratory; r-eote hnics. 2) — is"irate= teat not ge V ned -4) U'-re classification bawd oo g air, ai-- ar+alvaia �a�Pa, ^��" -g limits -enults and/o- visual observations. USDA classification basest on grain size analysis results. a) % silt/clay inr+icates percent passing the no. 200 sieve 5) germeability test was conducted on a remolded sample technics In ]If GRITY In 71ESTIr Cl S191VE AND F YDROMETER ANA LNSIS A3111v D 422-EI3 (SOP-S3; Client \A ITH9RS & RWUENE L Elaring No. V1 WA Client Reference SU-HTCN PLANT E epltr Qftj � .E'-3.7.' Riojeal No. 0000.5� 91411 Salmple Na. NA Lat IE J(10(1-5� 9kl141I Sail Colcui DARK C RAY USCS USCIA SIEIVE A NA L YSIS HYDROMETER cobbles) g ravel sand silt and cilay fraciticlr cobbles) I gravel varic 91111 Iclay 12" 6" 3" 314" 3,lil" #4 *110 00 #40 #140 #200 ,100-. 777 `777--IT,7�k I I I I 90- H H 77" 80 i10 i rn gl 60 a m `al :10 a ti a a 0. al d 30 1 20 1 ll U 1000 100 10 1 0.1 0.01 0.001 Particle Diameter (mm) USCS Summary Sieve Siaes (mm) Relrec ritage Grealer Tl•an #41 Gmveil (Mla #4 To #� 0(l Sari E1.1I9 Finer llhari ciao Si111 & C,ky 93.6� LSCS Symbol ml, A SSUMEILI USCS C leissifiaallion San Iago I cif DCN:CT.7PBATE:U2l1auSRavi510PI1Babllc13006PROJEC11S120a-549W11HIFISBRAVENEdV2d06l549-01-02tlYARO.)Is]ShMI 220CI "mIinghowe Eoulevand • 1,luile 1C1.`I • Raleigh, � C :176Ch • Phone) 919: E17EI-04 CI5 • Flax 1<11f1) 879-01�80 eotechnics INTEGRITY IN MAW, GI USDA C UASSIF ICATICIN CHART Client WITHERS & RAVENOU 9aning No. WR-5.4 Client REliIE111E1nuE1 Sl TTCIN PLANT DeF It till) Paojeat Na. ACIC16-949-CH Sarriple Na. � A Lab ID ACIa6-949-al-•C12 Mail Calou DARK GRAY '100 90 80 70 60 !10 40 30 21) '10 0 PEIRCE h T flAP Ell Particle Simi (mm) Percent Ririeil USDA SUMMARY Actual Percenta E1 Corrected % of Mirls 2.0 mm matenial for USDA Classificall. G Ilab e,l CI.(ICI CUM 2 1 CIO.O(I Sand '13.51 113.51 O.CI9 8EI.4� Shill 79.4� 7�1.4f1 C1.002 7.CIO Clay 7.(ICI 71.CIa USDA Clasallioallioni: STILT M4 M p aqe a of 11 DCN: CT-S3P 0 A TEt021 105 RE\AW0N19_al 1k \2006 A fl 0JECTSG 100&5a9'N ITHERS & RAVE P EI JI 009-W -01-05 HYDRa.xlsl9 F ee11 220(1 VAes ting hour e E aulevand • Cluite 1105 • Raleigh, � C 276ae • A hone 11919, 817E-ae 05 • Flax 119 19) 876-a� 6a OWE DIMENSIONAL CONSOLIDATION ACTpd n 2d-A=-96 (Snp-S2d) (:iiant IALiIHER-q R PAVENEL Bring Un. Clieut Reference 5,UTTOy 2LAdT DeQth (ft) PrQierrt Nn, 9nnr1-rAQ-n1 '-ample No. Lab ID 2006-5d9-01-02 Visual Description Sample Conditions: UNDISTURBED, INUNDATED AND DOUBLE DRAINED 2.30 2.25 2.20 2.15 0 2.10 O 2.Os 2.00 1.95 1.90 0.1 gage 1 of 2 0 Log P (tsf) W R-5A 3.3'-3.5' N,& DARK GRAY ASH 10 �eotechnics 100 Tested By MCW ❑ate 1;1112nn6 Approved By AV W Date DCN: CT-S24F Date: 1112a105 Revision: 5 Lt.-- `TSI2006.569 W"-RS & RAVENELV2QQS';AI�1-02 CONXINAI (2ALE'('1V.xs]'Zhe0H 2200 Westinghouse Boulevard • Suite JQr) • Raleigh, do 9713na • 2hnoe (919) R7a-ndns • FnY (919) 876-0460 ONE DIMENSIONAL CndSOLIDATION ASTM D 2435-96 (SOP-S24) Client WITHERS & RAVENEL Boring No. Client Reference SUTTON PLANT Depth (ft) Project No. 2006-549-01 Sample No. Lab ID 2006-549-01-02 Visual Description Sample Conditions: UNDIRTURRFD, iNUNDATi=n AND DOI IRi i= DRAINFn Consolidometer No. 97A 1 Division = n,nnnj (io) Sfimple Pro erties Water Content Tare Number Wt. Tare & WS (gm) Wt. Tare R n.q (gm) Wt. Water (gm) Wt. Tare (gm) Wt. nc (gm) Water Content (%) Sample Parameters Sample Diameter (in) Sample Height (in) Sample Volume (cc) Wt. Wet Sample + Ring (gm) Wt. of Ring (gm) Wt. of Wet (gm) Net r)An-zity (Qcf) Wet nAnzity (g/cc) +tinter Content (%) Wt. ^--f Dry Sample (gm) Dry Density (pcf) Dry Density (g/cc) Void Ratio Saturation (%) Specific Gravity Initial Final RRQ.Q� �RQ.7Q 1 nn.RR 910.50 128.79 78.16 7,F 1,nnn RQ,aa A�R.QQ q] n.79 1 ] 8.28 91.75 1.47 78.16 66.39 51.50 O.R3 2.271 A 2.Q9 2.70 Rn7 91 Q, Rn 17a,Q8 aa.32 109.97 65.01 68.17 7,F n Q�1 7a na R77_RR 210.71 111.65 94.07 1.51 68.17 66.39 .r;r).9A n,9n 9,n11 g Q1.AQ Assumed 9teChniCs W R-5A 3.3'-3.5' NA DARK GRAY ASH Test Data Summary Applied Final nial Mar-hioe C_orrer-ted Height of Volume Dry Void ereccure Rendioa Deflection Reading Sample (cc) Density Ratio (tsf) (div) (div) (div) (mm) (g/cc) Seating 0 0 0 25.400 RQ.AA0 Q,R9F14 2.271'k7 0.25 8.1 12.1 -4.0 95 A1Q AQ,a79 Q,R2snj 2.272aR 0.5 39.9 9R.2 1R.7 75,R58 Rn.105 0.R?r_79 2.26590 1 1a7,R 39.R jn,).s 25.140 79.615 0.83389 2.23784 2 29a,n sg.5 934.5 24.804 78.553 0.84516 2.19465 A R08.2 81.2 427.0 24.315 77.005 0.86216 9.131 RR 1 4A3.3 54.9 388.4 24.413 77.316 0.85R69 2.1AA11 0.25 354.2 30.3 323.9 24.577 77.RRa Q,AF297 2.1 ARAI 0.5 373.7 35.6 338.1 2a,5A1 77,7'?Q Q,AFa22 2.1 Rn7R 1 411.9 47.4 364.5 2a.A7A 77,5QR Q,8rFsa 9.15213 2 462.0 RWI� 39A_F 2a,ARA 77.9Aa O.Rr;9r'0 2.14100 4 550A 89.7 AAA,7 9a.91Q 7a.F70 O.R6593 2.11804 8 79F.'? 1 nR.R a01.0 9-A.a43 74.874 0.88669 2.04502 16 9 9 7F.9 9 2A.S 9 QA9.a 22.734 71.997 0.92213 1.92801 A 1 nAq,A 1 n1.7 981. J 22.908 72.548 0.91513 1.95041 9 9s7.s A7.R R89.9 23.140 73.281 0.90596 1.9Rn25 0,75 R15.3 42.1 793.2 23.385 74.059 0.89645 2.n11RR Tested By MCW [late 9/112QQS Ingut Checked By 1#0f Date 4 _ k _ p 6 gB-aQ 2 of 2 DCN: CTS24F Date: 11126MI; Revision: 5 I iIICL4pnc 2RO uraNERS & I VENELV2006.549w0leQ2 CONF/NAL(RALE)GN),x1s)SlxeeN 2200 m'r tinab_uoe Boulevard • Suite 105 • Raleigh, NC 27604 - Phone (M) 876-04n.,; - FaY (aja) 87F_nArn eotechnics INTEGRITY IN TE:I Tit, CI UNIT WEIGHT (30P - &P) Client Vl ITHEIRS & RAN ENEL Client RefElllerIOEI SUTTON PLP� T Puajaal Na. 2CIC16-949-CI,I N CIISTURE CONTENT Latj ID C19 Banin,I o. W R-•9A DEIrli h 8.9'44' SarnKIIEI Na. NA Tane � c mbE11 201 Wt. Tkule & WS(Igm.) IC18(1.721 Wt. Tkme & IDS rr( -I C11.88 Wt. Tane(c m.) 194.67 IVaislurEl CaritEini(I°ra; 74.69 UNIT WEIGHT Wt. N cdc & uV EL(gms.; 'I3,'MAEI Wt. C fl IV (11C Qc ms.: z '111.79 Wt. Cfl W,I.tCms.; E198.07 Lerlgih 'I Qin.) ELCI21 Leri(IR 2 Qin.) EI.CI4 LerlgV 311in.) ELCIB llopl DiametEM (Jin.) 21.87I Mic C 10 DliamatEir (in-) a.89 Bati om Diarrmtem (Iin.; a.88 C amIFIIEI V alume (cc' E144.33 Maistu re CoritEinit(ION ] Te .69 Urlil Vt ei "1.(grrls/ac; 1.39 Urlii "el "l.(Klat' 87.0 Unit Ilryl A 1.Qgmalcc; (1.80 Unit Dry AI.Qpcll.; 49.8 TeSIE1c By ) GC DcltEl 5/1112006 CIt EMk ec By 6or Dale page 1 of 1 aaN:ClH:371 DP1E1-03-99HEbISI0N: Original I"t 11a12a 06 f V 1a1f 1C1 S12a06-549 WITH ERS d RAVEt• SLv700615d9-01 UP 0 WEIGIHTA SJSN ell 720CI Vtiestinghm se Boulevanc • Suite 103 - Raleigt , t CI ,'I-EICP • Mane (M1 1) 81(1-0409 • Fax (919) 871E1-a4E10 eotechn is s SIEu9 A ND HYDRGIV 019R ANALYSIS 11nTEGRITY In TEST7r a ASTM D 42121-EI- (ISCIFt-S2 ) ChEInt WITI- ERS & RAVENEL Bonincl Na. VAR-9A Client REIfElllence SUTTCIN PIJANT ElegltH fill; 'I2.a'- 14.0' Riiojocl No. 2CIa6.949411 Sample No. NA Lat ID 21CIa6-549-a' -a' Soil Calar DARK C RAY SiIEIVEIAAAL MS/S HNLIROMETER USCS IUSLLA cobbles graivel Banc sill and alay fraction cobbles gravel stand sill jcIaj 12" 9" 3" 3A4" 3/8" #4 #10 #210 #40 #140 #200 'I 00 90 jff 80 - a0 TV Rd, L L1f Sao L, m Q, 90 a LL a 40 m a 38 20 — - 1 14 d 1000 100 10 1 0.11 0.01 8.001 Fla la le aiarr eten (mm ) Sieve) E iaes (mm) C SCS Su rT maoy Percentage Gneaier Than #41 Gravel 0.00 #4 Ta #X10 San d 7.27 Firier TV an #20(I SiM & Clay 921.1r 3 LSCSEymtcl m4ASSNMED USCIS C lasisification IIMJT /laC,jE 1 Oi4 DVI:CT.WA DATWOZISM REvR10NVM A02006PRQIEC71SCO G549WIMILERS&RAVENEIV2d0654.9-01-07h)10RO.YJ4S�eatI 220C V�estin(lh(iuse 9oul(lvand • Suite 'la5 • Raleiclh, � CI .17(1(1� • Rhone 119191) 876-T all • Flax 1191Q 879-049(1 eotectinics INTEGRITY IN TEDING USDA CLASSIFICATION CFARIII Clielni "ITHERS & RANj9NEL 9clririg No. WR-5A Cliani RellererlaEl SUTTON PLAN I CIEIPIih Ift) 'IJL(1'-'1 .(1' Prajeai b a. 210(18-1149-Ch Salmple No. NA Lab 10 210(IEI-549-CH-Ch Sail Colan EIARk C RAY 100 9a 80 lU 60 50 40 30 2a '10 0 PERCEINI SAN 0 Particle) Percent USDA SUMMARY AcltuaI Corrected % of Mims 2.0 mm Ste mrn Finer Peirmintage material for USDA Classificat. GlravcJ1 C .Cla (1.(1a 2 -1(MACI San C '16.5'3 '16.53 C1.05 83.4 7 � iN1 78.7z 718.74 01.CIC12 4.73 G,lay 4.73 4.7121 LSDAClassificaliar: SIILTLOAN page 2 of 4 OCN: CT-9'P oa TICov1s1a5 HEV191OMUaI 1k 12006 flHQIECTSG10061549 WITHERS & RAVENEI 1j2W& 549-01L 1 HAIRO.AsISI enn 220(1 Weslinghause E aulevaid • Suite 'ICI5 - Raleigh, NG 27E104 • Rhane (El'M) 87(1-0409 • Flax JEHEI) 876-046a ndl= DIM-bIRIMIAI CMISOLIDATION ASTM n 2A'3r�08 (cne_c2Aj r'lient WITHER- & RAVENEI Boring No. Client Reference SUTTON PLANT Degth (ft) Project No. 200E-FAQ-01 -ample wo. Lab In 2QQR_FAQ_n1_n1 Vic -al Descriptioc Samele r=odifinost: uNnlcTUraRFn. IMUNnATFn AND nOUBLF DRAINED 3.20 3.00 2.R0 C em ^' 2.60 a .Q 2.4n 2.20 2.00 4- 0.1 W R-5A 12.9'-9 2.*I' NA DARK GRAY ASH 90 Ceotechnics 100 Log P (tsf) Tester, 6v WMAi natA 412812006 Approved By ,of Date r _ d- _a'd a gaae 1 of 2 DCN: CT S2aF pate: ] ]f2arn5 RevI510n: S 11Lab1tc=0`- PROJECM2006-S48 WTHFRC 4 Ra VFNFI V200R-Sea-01-01 GnNcnl Ipn rinu rfmA 2200 Westinghouse Boulevard • Suite 105 • Raleigh. NC 27604 • Phone (919) 87R-0405 • Fax (9]9) 876-n460 eoter-hnics ('lien+ Client Reference Project No. Lab ID ONE DIMENSIONAL CONSOLIDATION ASTM D 2435-96 (SOP-S2A) WITUPP.q R. RA\/FWFI SUTTON PLANT 2006-549-01 2006-549-01-01 Sample (nnrlitinps; 11WDI.qTURRFn, IL11 ILJDATFn AbJn I](11 IRI F nRAIbJFn Coaso!ido-L-+er ti^_. 900 9 Di-iclon = 0.0001 (in) Boring No. Depth (ft) Sample No. Visual Description w R-RA ]2.]'-]2.q' NA DARK GRAY ASH Sample 2roperties Initial Final Test Data Summary water Content Applied Final Dial Machine Corrected Height of Volume Dry Void Tare Number Z-14 308 Pressure Reading Deflection Reading Sample (cc) Density Batio Wt. Tare & WS (gm) 179.57 205.56 (tsf) (div) (div) (div) (mm) Wt. Tare & DS (gm) 139.79 162.01 Wt. Water (gm) 39.78 43.55 Seating 0 n n 95,4nn Rn.AAQ n,RSRgg q,na7AA Wt. Tare (gm) 100.47 110.94 0.25 35.1 ] n.2 24,Q 95,-137 Rn,9An n.aan52 3.08768 Wt. DS (gm) 39.32 51.07 0.5 F1.0 22.R -IR,9 9F,inR An. 1RR n.RR1A0 3,082-29 Water Content (7o) 1 n1,17 85,2R ] ] 2R.0) QJ A 25.169 79.707 0.66494 3.06055 2 2nn.0 A7.0 2] 3.0 24.859 78.726 0.67322 3.01059 Sam,Qle 2arameterc 4 637.6 60.1 577.5 23.933 75.794 0.69926 2.8s123 qampla rliamatar (in) 2.5 2.5 1 615.3 45.7 569.6 23.953 75,8r;8 0,69867 9,RR44R Ramgle weight (in) ].000 0.802 0.25 592.9 30.3 562.6 23.971 75.914 n,5AR1F 9.8A711 -qample Volume (cc) 80.44 64.54 0.5 595.8 33.2 562.E 91.971 75,A14 n,R4R1R 9,RA71R 1N+. \A/e+ Izamp!e ±Ring (gm) 318.02 309.60 1 601.5 40.4 58].] 93,Q75 75,49E n,FQRp4 9sa79s Wt. of Ring (gm) 211.40 211.40 2 613.1 50.5 562.E 91,971 75.914 n a9A1a 9,Ra733 !A -It. of Wet Sample (gm) 106.62 98.20 4 715.5 61 A FSa,J 91,714 7R.17R 0.7nagg 9,8998A Wet Density (pcf) 82.71 94.93 8 ]45g,R 7A.9 JRRS,a 21,RR1 69.29A 0.76486 2.53008 Wet Density (glcc) 1.13 ].52 ]6 22AR.7 Q0.] 2]73.6 19.R79 62.955 0.84187 2.20716 Water Content (%) 1n1,J7 Ar%2R A 2]95." 70.3 2125.0 20.003 63.346 0.83667 2.2-2708 vvt, rif my Ramr)le (gm) 5,i,nn F'A.00 1 2095.8 52.2 2043.6 20.209 64.001 0.82811 2.26n44 nry nencit_v (Ur-fl AJ .] ] 5].24 0.25 2012.0 35.8 1976.2 20.380 64.543 0.82115 9,2RRQR my Density (glrr) 0.66 0.82 Void Ra+in 'A.0979 2.2881 saturation (%) 88.18 100.63 Specific Gravity 2.70 Assumed Taster( RV AA('IA1 nate 412W2006 Input Checked By Date page 2 of 2 Md: rT_C2AP Date: iiaemG ae-isi-c: G "II --1.200s42L'�CTSL200s-sA9 W?HERSB RALMAIELV2006-549.01-01 CONSOLIDATIONFINAL.xlsiSheet! 2200 Westinaho,,se Gtnule„m-i . C�tite 1nr, • Raleigh Mr`. 97RrIA . 2hnng (4J4) R7R-n4n5 • Fax (Q]G) R7R-0460 eotechn is s INTEGRITY It\ TESTI, CI CONSOLI❑ATBCI UNDRAINBD TIRIAXIAL TESII WITIh RORB RRESISIUIRE READINGS ASTM D - 4167 (ISCIR-8;I8f Clielnt WITHERS & RAUE N9L Clielnt Relerence SL TTON PLANT Pnojecl No. ,aw-949-w Lat ID xw-949.01-C'1 Elpleciflc Gravity jasscmed; 2.Aa visual Duscniptian: ❑ARK C RAY AEIH SAMPLE CION I]IITIC N SUMMARY Baning Na. w R-,'IA WR-9A Wn-EIA ❑eptt Ifl; '12.3-17.E1 121.21-121.E1 1181-12L"1 Sample No. NA NA IN Test No. T1 T2 T3 ❑Efanr ialior Rate Ilin/mire; a.a07 (IMC171 (1.0(I71 Back Are ssu ne (F1si) "I Ul 2.1.2 2e1.1 C ansolic atian Time (c ays) I '1 11 Initial Stale (A%; 101.111 5911 6,LE1 Total LOt\A eight ilpal') 9811 %.:1 1t]'1.0 Dry Unit Weight (p(ff 49.11 621.7 6,e1.1 Final Slale (m %I 4 EL9 19.21 i 9.e1 Init'a1 State uoic Ralia,e 2.43,'0 1.6415 'I.1'13 -lestec % MPS Date 091101110E1 Inpul Checked By fAC\,d Data 05I151 G Flage'I cif 'I DCN:CT-S28DATE 1-75-18R81A80811PRCJECTS\1018-S19WRHERSBRAVINEI\j2801-54MIAITdaxIunmary.x1IISHeatl 22CICI N,estinclhuuse BOLleVaad • ;uile latl • Raleigh, EC 2160, • Phana (919 f116-0405 - Rax (919'' C71641460 COS SOLIDMED UNDRAINED TRIAXIAL TESL WITH PCIRB PRESSURE READINGS A STM D41071-99 d AASHTO Ta97414 iJSOP-SM] Client W ITHERS & Rffi�ENEIL Baninlg � a. WR-9A C lienl RelerElrlcle SLITTON PLA � T Deplhil l.; 1J.3-'13.8 PraJECI No. .I m-E149-Cil Sarr plc No. NA Lab ID 'IC106-.549-a,i-CI'1 Consellidatec Undrained Triaxial Test with Rore Ruissurel E10 SING=API\ a _ a C= — _ C09 41 50 �4 °130 Ci 20 1 CI L9 a 1 19 i a I 19 i I I I it (I 10 20 30 40 50 60 70 P, (psi) eoile c hnics INTICIAITY IN TEVING 80 90 '100 --®--Ma). 9fllea Stress Ratio Points Failwle Er velope — e—Test No. 1 —c—Test No. 2 Test No. 3 a = 2.29 = 2.68 Cc 27.6 = 31.4 �l TaSlEld By N PS Dale 0540C MO A IzIpi-cmic % Wa Dale 05161,6 F c' a 1 of 8 DCN: CITSBE DATE 4-15-1 a REVISION 1 N(ICI Westinghouse Baulevaid • Suilel '105 • Raleigh, NC 37604 - Rt anei (SYISI) 816-0409 • nax (Elll) flAd-CAE101 COP 901- MATED UNDRM E D TRIAXIAL TE ST WITH POR9 PROM RE RBADIPG9 ASTM D4767-0/A/191-TOM17-94 Q;IOP-928) Client W I111-9R9 81 RA VENEL Baring P ci. CHUM REIfEirenae SUT10P PLANT Dap(h(fl.) Piiojecl N a. 2IXI61549 a1 Samplo P 0. Lab I❑ 2a(161545i al-a1 Visual Desaniptiarr ❑ARK GW Y AISF QUNDISTI RE190) 120 100 8a 40 20 0 0 5 —0 Test No. 1 10 15 Strain (°k) — 0 Test Is o. 2 W R- 5A '12.3- 13.8 PA 20 —6—Te3t�o.7 Testec % MPS Datu C194(1'um ApFlnciveid 9y Dale D5/ 3/4 f 1age 2 of 61 eotechnics 11� IEGRITY It, TESTING 79 220(I Westinghouse Ellaulevand - SuitEI 109 • Raleigh, NC 27EI04 • Pharie (9'19) 87(1-(14(19 • Aax (919) 87EI-(4E10 SIEIV E A E D MDRd M E TER A E A L OISIS A9TM 0 <<121-6211j9CIF1-S:1; eotechrics INTEGRITY It, TESTINCI CHEInt "ITHER9 & RAIVENEII Hanimg No. BULK IIAMFILE 'l CHEInt Reference SUTTON FILANT DEIEItl- Ilfl) PmjEld h a. 30(1-94EI-01 Sample Na. NA LaL ID 3 06-94(I-01-a3 :lail Color DARK CRAY (JSGS USE/ SIEVE ANALYSIS HYDROMETER cobbled gravel ;land sill and clay fraction cobblesi gravel saric sill Iclay '12" 0" :I" 3d4" 3/8" #4 A110 420 #40 #'140 A1200 10U 90 - so — 70 t Iti a1 ao a al 50 a ii 40 `a1 a 30 - 20 '10 0 1000 '100 10 '1 0.11 0.011 0.001 Particle EliameldI(mm) USCS Su mmarr Sieve Sizes (rr m) Percentage (hlealElr Thar ##4 Grzivo1 0.00 #41 To #2(Ia Sar d 371.41 Finen TF an #2100 sAl & Clkly U.(Ig t SIC S Symbol MLI, 71ESTEID U'ICS Claslslificaliar SILI7 W17HSIAND pa9p •1 c f 4 DCN:4I-SIP DA11E:1 V151H RE111910hMbl1C12006 PRO-IECTSC 01161549 W17LLIERS d RAVENEI �124061549-01-0] HYLIRO.)ds/Shee11 .19(1(1 Westinghouse Baulevard - Ek iie 109 - Raleigh, ICI T11E104 • Hhane 11919) 810-NM • Fax 11919) 816-a48(1 eofechnics INTIUM ITr 11' TEJ1lIn a UE DA CLASSIFICATION CHART Clierii W111HERS & RAIVONEL Boring Na. BL L K SAIv PLE CIIEIrI REIfEIrEInCEI SUTTON PLANT Depilh Ift) 1.(I'-2.C1' RIIII No. 2(ICIEI-f14M' SamKIIEI No. NA La]t ID 2006-N9-CI' -013 Soil Calcm DARK GRAY 10(1 90 80 70 60 50 40 00 20 10 0 P9RCG II I SIAN El Particle flizei (mm) Perclent I Em USDA SUMMARY Actual FercElnta a Corrected % of Minus 2.0 mm material fai USDA Classifical. Grave l CIA13 0.0(1 2 951.971 Sand 3� .8e1 .'114.83 (111.05 6fl_19 Silt 6,eI.41 (121.43 a.0C12 3.714 Clkiy a.714 2.7� USDA Cla:iviflaation: SILIT LOAM gage 2 oil 00DI:CIS9PDA110:02115101REVI9iONILaI ika 10011 a eOJECIISC 0061549 WITHHe8 & RAVENEU]Y106-54 - 3HYDRO.A ]ehee It 22CIO Westinghouse Bal IEvard • Suite 'I OE • Raleigh, NC Xdaz • Rhone (919) 87E1-CI4CI5 • Ram (919) 87EI-Ch EIO Al1TERSE RG LIM IT ASTM 11 4316-00 1 SOP - S4) Cherll V� ITF ERS 81 RAVEI\ EL Baring No. Clieril REdenamEl SUTTON PLIANT Darltf Qfl) Prajeal Na. M00-949-01 Sample f\ o. L eb 10 006-949--q1-q3 V isu E I EIElsatliplfar i NON - PLJASTIC MATERIAL 9 eotechnics INTECIRITY IN TESTIt, (3 BULK 3AMPL 9 1 rA BLAICH AISH I Mlnus N o. 40 sieve mate rial, Wet IN ethod) Tbadec By jGC Data 5312006 Chechec By Dato 1, ilA pI gel 9 OtI 1 DCN:CT-&IO DA119:7-17.97REVISION:2 ILL A A 11a12A 06 PROJECTSli1046.549 W11FIEISBRAVEA ELV,OA615,19-01-07 L1mA1-(NA).)dsJSA a ell 22(ICI "estinghaLse Batlevand • Suitu iw • Raleigh, b C 276(14 • Phane (91q £17E1414(19 • Rax (5119j f176-C1460 MOISTURE DEIN SII1 Y RELATIONSHIP A.17K4 D698-t19 SOP-S112 CHEirit WITHE RS & RPN E NEIL CliEint RE66nenae SUTTOf PL.P NT Rnojeat Na. 20CIEI-94 9-0PI Lat I❑ 20(IEI-,149-(PI-CI13 Visual DEisCiniglion DARK GRAN SILT "ITN SAND 65 60 a 59 5U 4-5 L! eollechlnics INTACIAITY IN TAXIING Baning � a. BUL k SP fv PL E 'I Dep111 (ft; -I.CI'-2.0' SamgI1EI No. NA TEIsI ME1111CIC STANDARD C Fltimu m W ateir Clonteiril Max imu m Dry Belrisity 5(1.1 51.8 i jSPEICiflc 1 Gravity 2I.71CI I I satimed _ i I I I I i I I 1 I I I I I 50 55 60 I& atom Contcr 1 1%) 65 710 7t isiled By DLIG Daile 1)3/21006 Clleclded By & i , CIatE1 0-c� p ge 11 CUI 2 DCN:CT-912 DATE: 61V,9U REV SKIN J IV.111aL20116 ARC VAM121101F5d9 W1THiARS& RAGIENEAI(200d-J,19a 1413 Aro f4mXLSJ.1l+aet1 22(ICI Westinghause Bclulavand • SOO 105 • Raleigh, NC 217804 • Phone (£119; 87EI-04(19 - R�1x JEHR 876.046CI S19VE ANSI HYDRCIN ETER ANALYISIS ASTV D 42,'I-6.1 IJSCIP-SI3) 9 eotlechnics 1t` T9CINITII It, 1E911NG Clianl W 11HERS & RAIVEINEL Bol ing t a. BUL I SAN F1L 9 ,I Clienl Hellanerica SUTTON PLAN I Depth lit Piajecl Nu. 20(10-549-G1 Sampla No. NA Lab ID 2(ICIEI-5419-CI'1-04 Suit Calcln DARK CIRAY US CS US DLA &EIAS AA A L YS IS HYDROMETER clot tlelsl gravel sand silt and clay 1raclticn c1clt t lees gravel sand I silt julay 'I il" 6" 3" 3,14" :U8" #4 A110 X,10 & 0 A1140 4200 100-. 777`0777- 7i"7N E11H 90 80 70 r 3 60 m `m 50 c LL 111.140 d � I 30 I 20 1 I i '10 I i 0 .I as a '100 -10 1 0.1 0.011 0.001 Hari tale EliamietAln (mm) Sieve Sliaels (mm) L SCS Summary Perclentage ChealEIr V an #4 Grs veal 0.0(1 #4 To #112(ICI S8 r d :14.94 Firlan Thar 92I0(I SM & Clay EI9.46 LSCIS SNmbol ry1t ASSUMED LSCIS Classificallon 11ANDYS&A pa g1e it Of 4 DUN: C"ht U DKIEI:02115/01 REMSIONIE al A6200A PRCUECTW1& fr549 NVTFERS 6 RAVENEI V7000-549a I-0,1HYCIRCii I eatl 22CICI Aestinghcluse Baulevoiid • guile 1CI5 • FalE69H, NC 217604 • Ph cane 1919) 876-0405 • flax (919) f17E1-C14E10 eoiechnics II, TeGINITY IN Te9TING USE CLASSIFICATION CHART Clienl WITHERS & RAVEI` EL Boring No. BULk SANFIL9 2 Clianl Rellarencle SUTTON PLANII Daplh QH) GA' -'I CIA' Prajeal No. 20(la-54 9-CI-I Sample) No. NA Leib ID 20CIa-549-Ch-CI4 Soil Colcul DARK GRAN 100 90 80 70 60 50 40 30 20 10 4 FIERUEN Ti MAN D Particle Percent USDA SUMMARY Actual Corrected % of Minus 2.0 mrrl Size (mm) Rirlar Percentage material for L SDA Clavaiflclat. GrziVElt 0.08 (1.(I(1 2 99A2 Sara Z 9.9111 45.97 C1.05 53.99 Silt 51.0 91.31 O.CICI2 21.712 Glay 2.712 S 3a USDA Clasaificadian: SILITLICAM page 2 oil 4 DV I: CTfi13M DATEAW5105 REASIONUL t AO; 1006 PR0.IECTS1e006-549 WITHOIRS& RAVENED 2006-549-01-01 F 110 RCA91S1 ee 11 2200 Weslinghcu se 9aulevaad • Sui e 10,11 - Raleigh, � C 276CIx • Phane (919) 87EI-Cli 0:1 • F ax (919) 876-046CI Clieni Clienl Rellerenca Puajec II No. Lati IL Visual Dles(ooiptian 70 E5 v Q E0 N C CI 95 90 MOI�97U RE LIEN SITY RBLATIION SHIP ASTIM DE19EI- H SCP-S12 V� ITHERS & RAVENEII Baring No. SUTTON PLIANT C Eiplih I1ft) Z100-94CI-01 Sample h a. Z00E1-9<1-01-04 Test IVeihoc DP RM G RAY SP NDY SILT IJASH' C rIlirTic m Watan Clonteril 411 N alximum Dry DeirlalN 61.3 eotechlnics It 119GRITr It IIESTIt Cl BULK SPIV FlUEl'I 9.CI'-1 CIA, NP STA h DARD I 1 Specific Grelvily Asslumed i 1 i j i I I i I i I � I I 215 40 45 50 55 Waler Clon9elrit (°ial Te riled By EIL G Dak 5/2/2100 I C hec kE 0 By Date U .1 " t 1 page A 0f �l DCN:CT-S17 DAME: 6-75-IIA REVISION ] IU4IEIic13UOd PROAECf51100615aI 97THEA9& RA6IENEAI,pa061.1a19-al-a4PROCTOA.XLIISUejI 220(1 VWslinghause 8oLlevaic • SLile 10E • Raleigh, �C 27EIGA • Rh(Inei 119 9) 076-04(15 • Fax (9'9', EI76-(14E10 eollecHnics INT11CIAITY IN TEJ1V G CC NSC umfi,rED UN DRAINED TRIAXIAL 1 EISIT IMI1H PORE PRESISILRE REIADINGSI A:II M C14a61-515 ,I AAfIHTC T,19a-f14 (SCR-S281] C liurll WITHERIS & RAN E NEL C IiEirll Rleilerarlca SUTTON PLANT Prc Iec11 Nc . SIC C 6-949-C'I Lal; ID 2( C 6-949-01-C4 SFleaifia Clrm its Ilassumec ; A.7 u is(al DEiscrigiic n: BLACK ASH 1IRIEM C L DED; SAMPLE CONDITICN SUMMARY Boning Nc. BULK BAG a EJULK BAG 2 B(IIL1k BAG 21 DepiP Ilil, EI.0 -11(.0 EI.0 -'1(.0 E1.0-110.0 Samplla No. � A NA NA Test No. T1 11,11 T<1 Dafanmalicrl Rage Ilin,lruirl; OX02 O.0O2 C.(C2 Baak PreissurEi 1IFIsi) ME 6C.6 (IC.(I C amuck atian Time (( ays) 11 11 .1 Initial S teiki 1Iw /ua 49.8 49.9 49.19 Toial Lnii"EngW Ilplail) 89.3 85.2 8E1.1 Dry L rlil Weighi (paf; M.0 87.0 EI6.9 Final S iale Iw(/,; 631.3 62.2 (1,111 Initial State Voic Ralia,e 11.958 1.997 1.961 TeutEic % JCM DatEl 5111111,ICC6 Irlpc l Cf Eickec By " D a i e 6-� c6 page'1 of t DCN:CITSI4DAT3ffid,'Wtft&fidMNJSntU0.ocalSettingsMimparary1ntfinelFilEik on1ent.119\S19NG1YPoID878AflS1eelt .12(14 Westinclhouse Boulevard • cluile 105 • Raleigh, IN CI ,'elWG4 • Flhane (919) 8361(1� CI5 • Flax 11919) 836-Ge 9(1 e otle c h n i c s INT9aRIT11 IN 1199111NG CCINSCIL (DATED UNDRAINED TRIAXIA U TES1 Will H PCIREI PRESSURE READINGS ASTM D47(Ici-f19 )IAASHTCI T29i-9z ij9C P-S,'IEI C HEinl WITHEIRS & RAVENE L Elaning � a. BULK EIAC 2 C 1161nil Refeirenaa SUTTON F L.A NT DeF ft IIfl.; 5.0-10.0 Projacl No. 2006-f 49-01 SeirTirIlei No. NA Leib ID 2006-94 9-('1-04 Consc lid ated U ndrained T 0axial Test with Pc me PneSSL re 45 SIN 4 = TAN cc _ e 0 C = --- _ COI Q 35 30 29 0 A d 20 15 Io �y Fol C '10 20 30 4( 50 a0 70 A, (risi) --0— Max. Effec. Stress Ratio Roints Failure Envelope 9 lest l`a. I —) 'lest IN o. 2—a-7est � o. 3 a = 0.00 = 0.00 al = 29.4 = 34.33 Testa( Ely JCN Delle Ell 1j12C1C16 Appravei( By A1j Deila Flacle 1 of CI Dare alls24 DAIe11-35-98REvISICN 1 320CI \Aestinghouse Baulevand • Suite 105 • Raleigh, NCI WEIC4 • Flhcine (919) E76-0401 • Flax (cl'19) 876-046CI sa Client Client Reference Rioject N a. Lab 10 Visual DEIS Cdpltian 60 . 50 40 Y a e rn 30 20 10 0• 0 CIONfI OLIDAIISD h N GRAIN SE1 IFIWIIAU 11Ef111 WITH POREI PRUf SI h RE RE ADINGS A911M D4767-95 4 AA9F -00-0,197-94 (90Fi 9a8) WITF BR9 81 RP VENEL Boning N o. .ILTl1ON PLANT Depith(fl.) 2(10615451-C11 Sample Na. 2(1(16-549-C11-(14 BLACIk ASH QREMOLDED) 5 —0 Test No. 10 15 9irain 1%) —9 Test ha.2 BL Lk BAG 2 5.(1-1(I.a NA 20 —6-- Te s t N o. J e fe c hnics INTACIR" IN IMAIIING TEI91Eic By JCM Dates 9/1%12CU ArIFIrcmid By ,M Da1El page 2 cif E 7 t1 2M \AestinghausEi Boulevard • Suite 1U1 • Raleigh, N C 21604 • Phane (919) 87EI-C4C51 • Fax 1919) 8161-C461C C lierlt C lient Pncljela. Projela No. LaE ID Na. 20.0 '18.0 16.0 14.0 12.0 10.0 8.0 6.0 4.0 2.0 0.0 FERN EAB11 UITY TEST eotechlnics INr4CIRI7Y IN 11M IIING ASTM D EDE4-9(IIIReaFpraveld '19W,' ISOP-S221A & S2126) WITHEIRS; & RAC E NE L Elaning Na. BULK SP M FIL E 2 SUTT01\ PL.A � T DE1F if IIfl.; 9.Cl'-1 Cl.(I' 20CIE-549-01 9amFlle T a. NA 2(1(IE-Ei49-(I'I -(14 AVERAGE PERM EABIL ITY = 3.(1E• a4 cIm/9ec1 @ a0°C AVERAGE PERM EABIL ITY = 2.(IH-06 m/aec @ a0°C TOTAL RIJOW vs. 9LAPSOD TIME 0.0 0.0 0.0 0.0 0.0 O.l ELAPSE D TIM0, has -6- INFL4V\ -f- OUIIFLOW 1.00-03 t� m N E v } F- J_ a w 2 Ix w a - PC RE VOIJUMES EXCHANGED vs. PERMEAE111JIITYI 0.00 0.011 0.011 0.03 0.04 0.05 0.06 0.07 0.08 PORE VCILUMES EXCHANGED TElsllec By: MC" Dale: 9/9/21006 Cheaked By: C j�( Dale: G ,y I -c Page 'I of 3 [IMCIP] DATE: Ul-OaMI0MB)'fMJECTS1�006549WI11H9RS&RAVENEU120U&54MI-04P9RN.AalSHeel1 22a0 Westinghausel Elaulevanc • Suite '1(15 • Ra leligh, N C 217E(14 • PhanEI 1EllI 1, W(141409 • Fax Ell El' 87EKIAlaa Attachment 3.2 MACTEC 2011 Laboratory Testing Results Summary of Laboratory Test Resuits-See page and Stability Evaluation -Ash Pored Dikes -Sutton Plant, Wilmington. North Carolina Bdrl Rg No• Sample No. Sample Depth �{'�� Natural Moisture Content � O! Grarn�lie Atterb Qrg Limit's USICS 3Yd1 !S[rlptlon Comments From To— or200 FL 4L pl 91 SS-5 11.0 12.5 17.1 4-5 SP* TarrslightlysiltyfineturrindjumSAND 5.1 55-10 23.5 25.0 19.0 1.8 SR* T,3n slirthtly silty ring to mediurn SW40 g- SS-2 3.$ 5-0 13.2 4-1 SP* Light 6rown fiine tp medium SAND with trace of silt $-7 S5-$ 18.5 20.0 71.1 79.8 42 S2 10 MJI Grdvtine Sa n-dy SILT 63 544 8.5 110-0 75.0 30,6 MP MV NP 5M Gray sli htl cluyEwrSilkyfirletomedium$AN 6.3 55-5 11.0 12.5 25.3 25-3 NF MV NP SM Gray�IikhtlwelaveY3iltyfi-netomediUM5AND B•3 55-6 13.5 15.0 28.7 213.5 NPI NV NP SM Gray siityfine tomedium SAND — _- Dark way firociandy SILT 83 SS S 18,5 2 .Q 62.1 82-8 41) 45 6 MI tJS-S- un,fled&aitClassiticatbr%System6ro41pSymbol Prepared6y:--- PL = Plastic I imiI 1j. _ Liquid Limit Checked By. P.I. = Pf15[rGi#y Index NO = Non Plastic ND = Not DPtormini!d ,Viw7l ClaWfica Wn Ald GRAIN SIZE DISTRIBUTION TEST rIATA 2JU2011 Client, Progress Encrgy Project- Sutton Plana .ash Pond Dike titability Project Number. 6469100274 Locatlon_ %ri:ng B-1 Depth: 11.0 Sampie Nurnber 9S-5 Material Description: Tan slightly Silty Fine Io tnediLull SAND (visual) Date: 12i22r10 Natural Moisture' 17.1 USCS Class.- S i, Testing Remarks: NI) - Not Detennined Tested by. CS Checked by, iAM Past 0204 hash Test Weights (grams): Dry Sample and Taw!! _575.12 Tare Wt. = 0.00 Minus N200 from wash = 0.0% Dry Curnulatiwe Cumulatlye Sample Pan Sieve Weight and Tare Tare Tare Weight Opening Retained Peroant (9rik-s) (grams) (grams} Size �gram6) Finer 5?5.13 0.00 0.00 t4 0.00 100-0 N10 038 99-9 Pr20 19.09 96.7 Vr40 20?.40 63.9 460 454.90 20.9 P100 535.00 7.3 4140 $44_00 5.4 4200 $49.30 4.5 Graval Sandi Finmr Cobbles C6arSt Fine Total Coarse Medium Finn+ Total Sill Clay Total o.0 0.0 I 0.0 1 0.0 0.1 3#}.0 1 59.4 95.5 1 4.5 010 O15 D20 D20 DSO D&D D80 055 094 095 0.1857 0.2214 0.21161 0.2853 0.3W 4.4N8 0.5401� 0.59.67 0.6726 0.?900 rinenes; rite Cu Oc 1-75 2.18 1 08 MA TEC Engineering and Consulting, Inc. LIOUID AND PLASTIC LIMITS TEST REPORT ASTM D4318 (05) 50 40 x w 0 z c� F- 20 is Dashod litre Indicates the approximato upper limit boundary for natural sails 0 rxx r� zir r ` NIL oT OL � II MH or OH [i t0 2�3 31) 40 MATERIAL DESCRIPTION Tar. S:ightiY Silty tir,c In rr,dikun SA.ND {v;ua1} UQ UU ru MU UU LIQUID LIMIT LL PL PI 1 W40 1 %40204 G_9 1 4.5 Project No, 646F100274 Client' Pru1,13+CSS F-31croy Project; 5uu�}n f'It�r.� :1sf� Pond ]?ikr. S�ahil.t� •S aurce of Sample: Ilarin H-I Depth: 1 1.0 Sample Number: SS-3 MACTEC: Engineering and Consulting, Inc. I Ralelg�. NDrth Carolina WU -70 USCS SP Tested By: CS _ Checked By; I AM LIQUID AND PLASTID LIMIT TEST DATA cliont, Progress Enmy Project, Sutton Plans Asks Pond Dike Slabill(v Project Number: 64681 W'-)74 Location: Baring; B-1 Depth; 11.0 Sample Number: SS-5 MaterlaI Description; Tail AiLghtly Silty fine to mediam SAND [visan]) %<#-40; 63.9 Wt4206' 4-5 USCS; SP Tested by, 0 Checked by- 1AN1 DOWN Natural Moisture :Data 19I8.15 I 719.79 1, 144A7 �.-- 17.➢ W2312011 AASHTG. ND Liquid Limit= _ Plastic Limit Plasticity lndex= _ Natural Malsture= 17-1 MACTEC Engineering and Consulting, Inc. 4LU - ■ � E t Z �GF zm w r u 4 � {Fj r'a C a} . LL. 4-- Tl. uu a � I � r I LL vl Lf � " s :'I DQ �q C r, ' r. t ;t - -I CG w Q p 4.5 ! 3N1� 13JJ3d CL C- �1 GRAIN SIZE DISTRIBUTION TEST DATA Client: Progmss hnergy Project: Swton Plant Ash Pond Dike Stabibly Project Number. 6468100274 Location: Baring B-1 Depth: 23.5 Sample Number. SS. 10 Material Description; -fan sCighlly Silly lute 10 inodiutn SAND (vi.swal) Date_ 12.122.`10 Natural Moisture, 19.0 USCS Class,: SP Testing remarks: A'13=' of Det=iincd Tested by: CS Checked by; LALM Dry Cumulaliv& Cumulative Sample Pan siev-e Weight and Tare Tara Tare Weight Opening Retained Per -cent {grams} (91rams) (grams) $ixl� (grams) Finar 526_50 0.00 Q.W Y4 o_00 100.0 430 0-06 100.0 4'2() 28-11 94.7 440 328.70 56.6 069 462_10 ]?.? 4 100 510.00 3.1 9140 514.50 2.7 P 200 516_80 1.8 212a=11 Cobbles Gravel Sand Final - Coar52 Fine I Total I Caarsa Meditrm Flne I Total Silt Clay Total 0.0 0.0 1 0.0 1 0.0 1 0.0 43.4 54.9 t 9 .# 1.9 D10 a15 020 03.0 E150 aw I D80 DE5 a90 DQ5 0.2398 0.2621 0.2917 0.3178 0.31947 0.4;29 I 0.5929 O,6535 I 0.731 0_S920 Flnene55 _1 1.94 -95 0.96 MACTEC Engineering and Consulting, Inc LIQUID AND PLASTIC LIMITS TEST REPORT Ak TIVI D431 (05) 60 Dashed line indicates the appmxirnate upper limit boundary for natural soils 50 r I f� 40 .f w { I � ao J J 10 e f ML or OL MH or OH � I 0 10 20 3C 40 50 60 70 80 90 100 110 LIQUID LIMIT MATERIAL DESCRIPTION LL PL PI %<#40 %-4200 Uses dill AighlIy �Iltk' Fine to rnediLh.n 1;AiqD�kLii13I) 56.6 U. I JProjeet No_ 64W00274 Client: Pro(,recS Energy Remarks: Project: SuLur: FIan1 :317 ]'nnd i)ike 4Lzbility • Source of Sample; Borinp. li-1 Depth: 23,5 Sample Number: SS-10 MA TED Engineering and Conijulting, Inc_ - Raleigh. North Carolina Figure Tested By; CS, Checked By: IAM LIQUID AND PLASTIC LIMIT TEST DATA Client_ Progress Encrgy Project- Sutton Plant A-J- k Yuitd Dike S1ab[ILiv Project Number, 646810027-4 Location, Boring B • I Depth; 23.5 Sample Number- SS-10 Material Description- Tan slightly: SiRv fins~ ao modium SAND (vvikial) %<940; 56-6 %0290; 1.8 UsC _ Sl' Tested by: CS Checked by, IAMI B low% Tare 723.37 1 623.57 1' 97.07 1 19.0 212312011 AASFITO= ND Liquid Limit= Plastic Limit= Plasticity Index; --- Natural Moisture= MACTEC Engineering and Consulting; Inc. it us S 7— Fm � � U LN= Z{ I 4i N C in i} +mot Qf •OF �, i tn U ER 3 �I W u H� Ky � R NLU Oft rz 6F �i La �i GRAIN SIZE DISTRIBUTION TEST DATA Cllerit; Pmgxss Lrier9y ProJact. Sutton Plant Ash Pond Dike Stability Project Number. 6468100274 Location- Boring B-2 Depth: 3-5-5.0' Sample Dumber: SS-2 MaterlaI Description: Light Brown Eine to mcdis4m SAN1) with trace OF sill (visual) Date: 12/22 l0 natural Moisture: 11.2 USCS Class P Testing Remarks- 1 T) Not Dieterminfid Tested by, CS Cheaked by-. L M 212=011 Dry Cumulative Cumulative Sample Parr Siawa Welght and Tare Tara Tara Weight Oprtning Retained Percent (grarrr5M (grarns) (grams) Size (gramsl Finer 629.0 0.00 0-00 q10 0-00 100.0 #20 23.20 96.3 #40 251.20 60.1 #?60 5! 3.20 19.4 ti 100 589.00 6.4 i1140 548.40 4.9 4260 602.30 4.1 ig Gabbles Gravel Sand Fines Coarse Firm Total Coarm Madlurn Fine Total Slit clay Total 00 0-0 0..0 00 0-0 39.9 56.0 1 95.9 4-t D10 015 I a20 030 Qs0 064 Dea 1185 094 D95 0.2000 0.233) G.2571 0,2969 0.3767 0.424, 0.MO 04,270 0-7b15 O.W, Fineness Modulus' OC 1,52 2-12 1 1.04 MACTEI;. Engineering and Consulting, llrlir. LIQUID AND PLASTIC LIMITS TEST REPORT F T A TM D431 (05) ba 1C Clashed line indicates, the approximate r upper Amit boundary for natural soils � o f= r 0 P' L a' ML ar OL MH or OH Is Lig MATERIAL DESCRIPTION n I:rc to mc+lium SAND wid, U;SQC! cdr ,u ou (V av aU LIQUID LIMIT LL PL P1 rr %<#40 °Ia0200 I 60_- 4.1 Project No. 646810027-4 Client: Progress En-.ryy Project: �ut:nn Plant h.,ii1 I'(ulcl 1)ii a Stii1ii,ity aSaurce of Sample; So -ink S Depth; 3,5-5,0' Sample Number: S-2 MAGTEG Engineering and Consulting, Inc. Raleiah, North Carolina Remarks: ire uc$ Sp Tested ay; CS _Checked By: I M LIQUID AND PLASTIC LIMIT TEST DATA Client: Progress Lticrgy Project: Simon Plant Ash Pond Dike Stability Project Number; 646 S100274 Location, Buruig U-2 Depth- 3.5-5.0' Sampte Number: SS-' Material Cescription: 1_ighl Tim wn fine to mcdium SA1 D with (ra;e of sit; (vistuai) %<04060.1 %-4#200: 4.1 USCS: Sp Tested by, CS Checked by; IAN-1 Moosom■■■ ®OMM■■■■_■■ ■■� Emmons NEsEN ON 0 allME MONS ■■oi® M! � - r■■�'"��111■ oan ■■■■■■■■'tll�■■■ Bbw% 855.04 2123f2011 AASHTQ: l) Liquid Urni#= Plastic Hrnit= Plastitity Index` Natural Moisture= MACTEC Engineering and Consulting. Inc. [ � % t O 7 m ± � In � § .� � Co U) � U tE � ! }, 2` 3 Ul � » G�\ - k @ -�- � - �— i� . � da »J:waoU]Q | / : § IL QT .[ 2 Ij- e § / E \ r7 0 0 U ui 7 eat © � • > _ � ■ rrj . D LLI Q! B Q / ±c {\ � w2 �■ , 7 & �� /\ ( ? |R ¥ |� § w m 2 � 3 � £ �c GRAIN SIZE DISTRIBUTION TEST DATA 212312D11 Client: Progress Fncrgy Project= Sutton Plant Ash Pond Dike 5Iabilily Ptojeet Numbin r, 646S 100274 Lacstion: Boring B-2 Depth: 19.5-20.0 Sample Dumber ,q-S material Descriptlon- Gray Ene Sandy SILT (MH) Date; 12122110 Natural Moisture: 71.1 Liquid Limit; 52 Plastic Limitt, 42 USCS Class.; MH Tested by: CS Checked by IA�M - r- Post #200 Wash Test Weights (grams); Dry Sample and Tare = 62.26 Tare M. ■ 0.00 Minus #200 from wash = 0.0°I. Dry Cumulative Cumulative Sarrtplll� Pan Sieve Weight and Tare Tare Tare weight Opening Retained Percent (grams) (grams) (grams) Size (grams) Finer 62.26 0.0U 0.00 3J8" 0.00 100.0 #4 0.25 99.6 �.fl0 0.65 99.0 �i20 1.01 98.4 i'40 1.66 97-1) k60 2.92 953 4100 4.65 9 -5 9140 739 89-1 P200 12.60 79,8 obbaes t3raval Coarse Fine Total Sand Fires Coarse Medium Fine Total Sill Clay Total 0-4 04 0A 0.6 1 1.? 17.5 79-� D10 D16 1)20 030 050 D60 d40 D86 D9a Dqs 0.0757 Q.0918 1 0.1187 0.2322 Flrieness Mod+u1 u 0.16 MACTEC Engineering and Consulting, lnc- LIQUID AND PLASTIC LIMITS TEST REPORT I T ASTM D4 1 (0 ) '10 DashedDashed,�r�'±!'IDashed 6lie indicates the approximate limit boundary for natural soil � d By, ':S Checked By. IAM LIQUID AND PLASTIC LIMIT TEST DATA 2123l2011 Client; Progress Energy ProJeot; SW (oil Plant Ash Pond Dike: iabihty Project NumbLw 6464100274 Location; Boring R-2 Depth. 18.5-20.0 Sample Number: SS-8 Material DescrlII— Dray fine Sandy SILT (MH) 197.3 %<9200: 79.9 USCS_ MH AASHTO- A•5(12) Tested by. CS Checked by- IANI quid Limit Uz Run No. 1 2 3 4 5 G Wet+Tare 22_14 1$-97 20-9 D Tare 19.13 15.55 i Tare 15.74 _ # Blows 27 51.3 2� — - — hM1oistur 51.7 51.7i 51 7 51.65 si.6 5 L.s5 '1.5 z 51.45 51.4 51.35 51. 3 51.25 loss■■■■i■■1111:��1:7f�� mommm if i �i■■� I�m7 ■■i■■l Ii�tWl , ,■ ■■iim■l MMMEM M■M■■ 'I i■ 1■r Mal ■MM■M SOMME ��l•�1�■i�i■i r.■.iif�i<i k 3 F31ous f Liquid Limit=— 52 Plastic Limitm _ _ 47 Plasticity Index- 1.0 Natural Moisture= 71.1 Liquidity rndex= 2.9 Finn No. 1 22.12 2 4 Wet+Tare 21.84 Dry+Tare 20.23 1 .'97 Tare 15.67 15.41 Moisture 41.4 4LI5 Wal+Tare D Tare Tare Mrrl_stulre_ 185.10 140.81 4 7K55 d 71.1 MACTEC Engineering and Consulting, Inc. J Q W a' I [f; V7 _ K 1 Li c I � p Ef L C LLJ • LL Ck C LL {� .cu y � uj t+7 Qi Nuj i2 u 0 — 1 co AIL LL �F LU p c ---- a} 9 4 P3 jl LIJ U} o- � G C } .0 N IT 1_- J r6 o Cs D' o - 8 4 CL 21 ;!tI 4D V fj �r r GRAIN SIZE DISTRIBUTION TEST DATA Client, Progress Energy Project' Sutton Plant Ash Fund Dike StabiIity Project Nurn ber, 6468100274 Location' Roring B•3 Depth; U-10.0 Sample Number SS-4 Material Description- Gray slightly Clayey Silty fine w. mcdium SANG} Date; 12+22!10 Natural Molsture; ZVI Liquid Limit; NV Plastic Limit, NP USCS Clags., SM Tested by: C5 Checked by: 1A1\1 Pose 9200 Wash Test Weights (grams): Dry Sample and Tare = 166. $ + Tare W1. = 0.00 Minus 9200 from wash = O.f)% pry Cumukative CumuNktive Sampla Pan Shwa Walght and Tare Tare Tare 4Yelj lht Opening Retalned Percent (grams) 19rams) (grams) Size (grams) Finer 166.87 0.00 0_00 �4 0,00 100.0 #10 0.26 9P,8 420 6.31 46.2 U44 44.39 73.4 060 95.53 42.8 #100 109.47 34.4 #140 112.12 32.9 4200 115.30 30.6 V2312011 Grave] Sand Fines Cobbles --Coarsa Fine Total Coarse Medium Fine Total Silt Cla Total (5-0 0.0 0.0 0,0 0.2 26.4 42.9 69.4 1 1 30.6 019 015 ago 030 a50 d50 Dan CSS 09D � D95 (1_6344 0_7H7 0.2998 0,34i6 0,4$39 0_5453 Fire'"S9 modulws 1.27 MACTFC Engineering gnd Con5ultinq, Inc_ LIQUID AND PLASTIC LIMITS TEST REPORT A TIV D4318 (0 ) X W KC 4C 11 line indicates the � Dashed approximate upper iirnit boundary for natural Solis 7� ;f f f- i/ I ( I { I [V�L OL MH or OH or l n 10 20 30 40 50 60 lta 30 Too "G L IQUI!] LIMIT MATERIAL DESCRIPTION I LL Pi Pi 11Iac940 %-4#200 u C Cray %]igiltly C:layoy Siity firLc to mcdiur1i SANi} 'I Nv N.P NP 73.4 YO-6 5rv1 Project Na- 646�1002?4 Client; Prugrecs Fii--n-y Remarks: Project: Skwoii Plan( A -Ai Pond Uikc Stability + Source of Sample: Boring D-? Depth: 8.5-10.0 Sample Number; SS-4 I MACTEC Engineering and Consulting, Inc. Raleigh. North Carolina Finure Tested By; CS Checked By: [AM UCSUID AND PLASTIC UM1T TEST DATA 2123l201I Client: Progress hncrgy I Project; Sutton Plant As1L Pond Like Stability Project Kumber, 6469100274 Location; Boring B•3 Depth; 8,5-1Q.0 Sample Number= S-4 Materiel Description; Gray slight] y C 1aycy Silty iinc to imdimn SA`lD ° <440: 73.4 %<9200, 30.6 USCS; "01 AASHTO; A-24(0) Tested by; CS Checked by, 1AN1 child L4MIL,U312 Run N. 1 2 0 4 5 6 Wet+Tare _ Q +Tare 3 Tare # Btows Moisture WMEN'tEEMI' ■�■_ME ommmomm rl_ M■■MI■M ■ ■ �■ NOn■M_VEM1■ IMMIN'■ .1 ■MINI■ WOUNIMS ■ ■M■■■NI' m ag ■■■m ==_ moon =� IM■■■�� MIMWMNIM�- Blows Liquid Llmlt= L" Plastle Llmlt= NrP Plasticity Index= NIr Natural Moisture= 25-0 Faun No. 1 2 3 4 Valet+Tare Dry+Tare arB - 4015wre - - - - Notural Moisture Data `Wpt+`fare 13Terre Tyre _ Mlolstur_e 285.17 241.48 76.61 ?5,4 MACTEC Engineering and Consulting, Inc. 0 h L? LU w O� t� u w uy A N 75 y � C CL IL fT NEE mmm loss I 2 �GN1=1 -!Nl3Z�-Dc GL h lI � 7 Z {J '� 41 C LF= {} t U C � C •y C � W C] IF F E ry G c 4} �I ai °4 C> o . �. R iY W c a� c• y .� LI GRAIN SIZE DISTRIBUTION TEST DATA Client; Progress 11jxergy Project; SLUE011 Plant Ash Pond Dike Stability. Project Number' 646P. 1 UO2 74 Location; Boring B-1 Depth: 1 t_0-12.5 Sample Number, 5S-S Mat$rial oeseriptiorl: Cxray,Iiyhtly Cla}may Silty finc to mcclium SAND Date- 11r22110 Natural Moisture, 26.3 Llquid Limit: NV PIastic Limit: NP USCS Class.: SNI Tested lay: CS Checked by; IA-M i_ Dry Cumulative Curnulailivo Sample pan Si2Me 1Ni�ighl and Tare Tare Tare Weight Opening Retained Percent (grams) (9rainns) (grams) Size (grams) Fijwr t ,18 (00 0_00 t4 0.00 100.0 � 10 0.14 99,E .120 5.98 95.4 #40 39.46 69.9 #60 S).45 36.4 91U0 94.77 27.8 4140 06.2$ 26.6 {200 97.99 25.3 W2312411 Graves $and Fines Gabbles Coarse Fine 0.0 0.0 Total C&vms 0.0 ` 0.1 Madiurn Fkne Total Silt Cla Total 00 3fJ-0 44_6 74.? 25.3 D10 015 D20 D30 056 066 Di}0 p85 090 D9S -- C 001 0.3169 ).160 0.51-13 0.576-� 0.669I 0-92S9 Finerwe s M1k1 GGl�l�1s 1 4'' MACTEC Engineering and Consulting, Inc. Tested By: CS Checked By; IAM LIQUID AND PLA TIC LIMIT TEST DATA 212312O11 Gfierrt: Progress Energy Project: Surton Plant Ash Pond Dike Stahiliry Project Number; 6468100274 Location, Boring B-3 Depth: 11.0-12-5 Sample Numbor; SS-5 Material Description: Grays] ight]yC1ayey Sihy 5nc tO3nediuJn AN1} %4#40: 69.9 %0200= 25.3 uses= . NM AA HTO, A-'-4(.0) Tested by, C5 Checked by; ]AM Run No, 1 2 3 4 5 6 Wet+Ta re EhrTare Tare # slows Moisture I- 47 36 24 20 IG i2 8 4 0 oil M-Enew EME®IMMIr ■■■lmm■■ ■ ■■■ ■■■■■■■■ ME■ME11 ■■Eo ■■W M1M■■EW1 1!■■■■■ ■ ■■�� E■1 ■■Ir ■■�1■�■11■■■i■�l ��r�r�r III Blows Liquid Umit= NV Plastic Ltmit- N-P Plasticity Index= N? NaturaC Moistura= 25.3 --- Run No. 1 2 3 4 Wet+Tare O Fare -rare Moisture �t Wat+Tare D Tare Tarr 1 Moisture 246.89 13.i3 82.55 25.3 MACTEC Engineering and Consulting. Inc r— CL �f U) M CL L-J C. I 2 7 � �T n 2 W 0. O 5 w .0 t+} V7 J MEN ME ME NEE wmm_ mills MENEM son ENE mmmmmmm MEN ME iJ17yA4- s } im, r� fri 0 U s 0 z s a� C} s d} T q LL Cr. Ak Y. v Q � Ik {4 �4 m fl} Qi GRAIN SIZE DISTRIBUTION TEST DATA WW2011 Client, Progress Energy Project, SU(tUTL Plans Aqh Pond Dike Sa biIity Project Surnber; 646$107274 Location; Boring B-3 Depth: 13-5-15-0 Sample Number: SS-6 VIaterl21 Description: Gray Silty iinu to rrledioll; S AN D Date. 12122/10 Natural Moisture; 28.7 Liquid Limit YV Plastic Limit; Chi' U SCS Class.: SM Tested by- CS Checked by; 101 Dry cumulinil lea Cumulative Sample Pan Sieve Weight and Tars Tare Tare WeigN Opening Retained Portent (grams) (grarn5) (grams) Size {grams] Finer 121.14 0.00 0.00 441 0.00 100.0 Ir 10 0.09 99.9 t120 4.9d2. 95-9 440 34,11 71-8 #60 71.20 4].2 ti]00 81.05 3?-i 41411 92.97 31.5 260 95.39 29.5 Cobbles Gravel Sand Coarse Medium Fine Total Fine$ Curse 0-0 Fine 1 0.0 Total (1.0 Silt Clay Total 0,0 0.1 2�j 42-3 70,5 29.5 D90 Di D20 D30 °so- D-60 a8U Day 0,5621 VB4 D95 0.0813 12982 0.3506 0.49M5 1 0-6528 0.9057 Fineness Modulus 1.31 MACTEC Engineering and Consulting, Inc- LIQUID AND PLASTIC LIMITS TEST REPORT T A TIV D4 7 (0 ) o — 50 4D x LU 0 r r 5 qH$ J 10 0 Lashed line indicates the approx mato upper limit boundary for natural soils � r ar F MH or OH ML or Off. _ '�'F � `""{ 10 1U j'j 4u bU bU fu 2SU VQ 1M IlU LIQUID LIMIT MATERIAL DESCRIPTION LL PL PI 1/0-c"D %<#200 Uscs GjAy Salty C1ne t(� 1nCdiLim �'AN1) NV NP NP — - 7i R � 29_� Sh-1 Project IVo_ 6468100274 Client: Yrgre;s Energy Remarks: Project, SkL[101r Pkint A,,It Pond Dkk -c ability • Source of sample; 13nrin7ir B 3 Depth, l v_5 .5,0 Sample Number 5 #� MACTEC Engineering and Consulting, Inc, Ralelah_ North Carolina Figure Tested By; C5_ ___. _ �. Checked By. IANI LIQUID AND PLASTIC LIMIT TEST DATA 212312011 Client; Prugress Fncrgy Project: StiUji Plant Ash Pond Dikc StabiIity Project Number- 6469100274 Location; Buruig B-3 Depth; 13.5-15.0 Sample Number-. 55-6 Material Description' Dray Sid1y fire to wed suva SANE? 0/6 0: 71.8 %e#200= 29.5 LISCS; 5'YI AASNTO; A-2.4(0) Tested by: C5 Checked by: IAM Run No. 1 2 3 4 b 6 e#+Tare 1� #Tate i Tare � 131n+rvs i Moisture 40 36 n 28 24 20 i 16 L2 8 d 0 Blows Uquld Limit= �V Plastic Limit- N)' Plasticity Index NP Natural Moisture= 28.7 Run No.1 2 3 4 Wet+Tare Ory+Tere - Tare- M ois#ure 'Natural Moisture Data lat+Tare Dry+Tare Tare Mglrpture 234.0t —d 199.19 78-0,q--� MACTEC Engineering and Consulting, Inc. � \ . � . . � - � &_ ..- - �- �- / �� »�?_�• , / � /-�\--j 7-1 � , @ Q 2 ■ � m � � � �gJ1 A 383d r2 .--- LU a8q - _ 7 = } c e , ] �§ o � CL E ) \ - � E $ /c » y { « k « j : \ ƒ� \ L \ Q \ \ q \ V) z � k _§ % � . . Q GRAIN SIZE DJBTRIBUTION TEST DATA 21M2011 Client: Progress Fnergy Proj act- Sutton Plant A.sh Pond Dike Stabilcly Project Nurnber 646 S 1002174 Location: Borin- B-3 Depth: ] 5-?0-0 Sample Number: SS-8 material Description; O? irk Oray Yinu Sandy SILT Date: 1,9."22.10 Natural Moisture, 62.1 Liquid Llmlt: 46 Plastic Limit.40 USC5 Class-: NIL Tested by, CS Checked by, IAA Dry Cumulatly-s Cumulative Sample Pan Sieve 114eight and Tare Tare Tare weighl Opening Retahind percent (9rarns) fgrarns) (grarrrs) Slxe (grams) Finer ] (1fi.6R (MM 0.00 rr 10 0.00 1 OD.0 ,20 0.44 90.6 H40 1.00 99.1 '16O 2-26 97.9 it]00 5-08 9S.2 #t ] 40 l []-31 90.3 �20{i 19,45 81.0 ComponentsFracbanal Cobbles Graael I - Sand Fines Coarse Fine Total Coarse Meoiurrl Fire Total Sftt Clay Total D.0 0.0 0.0 0-0 0.0 0.9 17.-i 18.2 ST1,8 D10 D15 C20 V30 a50 d60 080 085 NO 0'a5 0.1463 t]-OS46 0.1043 Fineness Modulus 0.07 MATEC Engineering and Consulting, Inc. LIQUID AND PLASTIC LIMITS TEST REPORT ASTM D4318 (05) fiG x W O Z N 40 20 10 Dashed line Indicates the approximate upper limit boundary for natural sails L r` l' i 7 a� _ L u Ot 1 MH or OH 1 Ill GU JU tlli Oil W I 6V VU IUU I IV LIOUID LIMIT MATERIAL DESCRIPTION LL PL PI %64#40 %<#200 USCS Dark Cray Fine Sandy ULT 40 6 99 : U.? ML Project No. 6468100274 Client' Prc}grcn IMe-rgy lRemarks; Proyect; Sutton Pion( Ash Pond Dilk�. Stab iIil.p • Source of Sarnpie; 11c)ri11g 13-3 Depth:: . -?{1. Sample Number. SS-g MACTEC Engineering and Consulting, Inc. Raleigh. North Carolina Fioure Tested By: GS Checked By; AIM LIQUID AND PLASTIC LIMIT TEST DATA 212312011 Client. Progress Eiiergy Project; Simon I'Mm Ash Pond Dike Stability Project Number: 6468100274 Location: Boring 1�1 Depth; 18.5-20.0 Sample Number' S84 Material Description: hark �JTav 1=ine Sandy SILT %<040' 99.1 %eft2OO' 81_8 U CS; ML AASNTO' A-5(8) Tested by: C5 Checked by; Ik%,] Run No_ Wet+Tare 1 1 2 3 4 I 5 l 23.91 25.�i4 D Tare 'I-21 22_56 Tare 15.39 15.4� # Blows 25 24 Moisture 46.4 46.3 Eslu�s Y4 Plastic Limit data Liquid Limiter 46 Plastic Limit= 40 Plasticity Index= b Natural Moisture= _ 62.1 LiquidityIndex= 3.7 Run Na. 1 2 3 4 _ VVat+Tare 21 M 22.01 O Tare 1.9,99 20.15 _ -- Tare 15A7 15.54 i moisture 410.0 40.3 - Natural Ma siure'Dala Wert+Tare D Tare Tare Moisture _ 25.7.45 141.2.S 9437 6r2.1 MACTEC Engiru�ering and ConsultIng, Inc Attachment 3.3 Geosyntec 2014 May through July Laboratory Testing Results Excel Geotechnical Testing, Inc. Test Results Summary ROT "Excellence in Testing" 953 Forrest Street, Roswell, Georgia 30075 Projeet Name: Duke Sutton Closure Tel: (770) 910 7537 Fax: (770) 910 7539 Pro*t No.: 647 sample Information Test Information site In Lnb No. {:arhnnate Content ASTM [7 4373 (%) pH A5 fM D 4972 tt) Bulk- Density ( Dry unit %wight) Modified ASTM D 2937 Hulk Unit Dry Unit Moi,tum Weight Welem Cnnteat (pef) (Pd) [Y•1 Deadly Minimum Mtaimam [per) (Pd) Spetiric !:rarity ASTM D 554 (•1 ldemark� Distilled Calcium i Water Chloride (•i (•1 SPT-1,S-09(18.5-14-0')' 14E194 -14E195 14E202 0.0 0.0 6.1 5.6 6.0 - - SPT-1,S9(1%0-21ff) SPT-1, S-15 (38.540.0') 5.2 - - 2.693 SPT-3, S-13 (24.0-26.0') 14227 1 0.0 5.0 5.1 SP"T'-3, S-17 (32.0-33.0') 14E234 2.343 SPT-3, S-19 (34.0.36.0') 14E236 0.0 5.4 5.3 SPT-3, S-23 (45.0-47.01 14E242 0.0 5.3 5.2 SPT14, S-09 (33.5-35.(Y) 14E252 2.694 SPT-6, S-09 (33.5-35.V) 14E271 2.693 SPT-7, S-05 (8.0.10.0) 14F-279 0.0 6.5 6.2 SPT-7, S-06 (10.0-12.(Y) 14E280 2.354 SPT-9, S-05 (8.0-10.0) 14E296 0.0 6.4 6.3 SPT-9, S-06 (10:0-12.(Y) 14F'297 953 61.5 54.9 2.268 SPT-9, S-08 (i4.0-16.0') 14E299 0.0 6.0 6.0 SPT-9, S-09 (16.0-1 SAY) 1400010.0 6.1 6.0 PT-10, S-06 (18,5-20.0 14E306 2.699 G€'-2, S-07 (24.0-28.0) 14E337 0.0 6.1 6.0 GP-2, S-19 (72.0-75.8) 14E338 0.0 6.0 6.0 GP-3, S-15 (56,0.60.(Y) 14E340 2.316 GP-3, S-20 (76.0-80.(Y) 14041 0.0 6.3 6.1 231 GP-3, S-21 (50.0-84.9) 14E342 0.0 6.2 6.1 Notes: l - Method 8 was used Which may not be very accurate.. Excel Geotecl'ln cal Testing, Inc. Test Results Summary "Excellence in Testing" OT 1 1) 953 Forrest Street, Roswell, Georgia 30075 Project Piave: Duke Sutton Closure Tel: (770) 910 7537 Fax: (770) 910 7538 Project Na: 647 Sample Information Test Information Site 1.ab 11! Q. Moisture Content ASTM D 2216 Grain Size Aaab sis ASE11i D 422 Atterberg Limits ASTM ➢4318 En.gioeering Classirication ASTM D 2497 Remark Gravel Sand Content Content Finn Content Silt C.natew C7ry centmot LL P'L P1 SiT-1, S-02 (3.5-5.0') 14E186 10.2 - 25.3 SPT-1, S-04 (8.5-9,V) 14E188 15.2 5.7 SPT-1, S-06 (13.5-15.0) 14E191 21.1 19.0 SPT-1, S-07 (15.0-17.0) 14E192 39.9 0 57.0 43.0 38.6 4.4 SPT-1, S-08 (17.0-18.5) 14E193 37-9 0.4 23.1 76.5 72.1 4.4 SPT-1, S-08 (18.5-19,07 14E194 28.1 36.7 SPT-1,S-09(19.0-21.01 14E195 58.2 65.7 NP NP NP SPT-1, S-10 (21.0-23.0) 14E196 52.4 51.5 SPT-1, S-I1 (24.5-25M 14E198 37.4 79.5 SPT-1, S-12 (25.0-27.dy) 14E199 20.9 0 96.7 3.3 SP SPT-1, S-14 (33.5-35.M 14E201 23.2 37.6 SPT 2, S-03 (6.0-7.5) 14E205 5.1 7.6 - SPT-2, S-06 08.5-20.00 14E208 15.3 3.5 SPT-2, S-08 (285-30Al) 14E210 22.3 0 97.1 2.9 SP SPT-2, S-10 (38.5-40,V) 14E212 77.8 95 45 50 SPT-2, S-10 (40.0-40.51 14E213 20.4 6.1 SPT-3, S-03 (4_0-6.0) 14E217 26.8 52-0 SPT 3, S-06 (10.0-119) 14E220 28.5 50.2 SPT-3, S-08 (14.0-16.9) 14E222 18.7 9.9 62A 27.7 24.3 3.4 SPT-3, S-12 (22.0-24.9) 14E226 45.7 98.2 NP NP NP SPT-3, 5-13 (24.0-2&9) 14E227 SPT-3, S-14 (26.0-27.9) 14E228 55.5 94.7 46.1 30.3 92.4 SPT-3, S-16 (31.0-32.01 14E233 $FT 3, S•17 (32.0-33-U) 14E234 43.4 SPT-3, S-17 (33.0-34-0-) 14E235 21.0 1.2 1 92.5 16.3 SPT-3, S-18 (34.0-36.0') 14E236 51.1 0.2 8.8 91.0 80.5 10.5 NP NP NP ML SPT-3, S-19 (36.0-38.0) 14EZ37 18.9 24S SPT-3, S-20 (39.0-41.V) 14E239 70.1 77.3 SPT-3, S-21 (41.0AIV) 14E240 34,6 1.3 64.9 33.8 32.2 1.6 Wr-3, 5-23 (45.047.0) 14E242 24.9 44.9 SPT-3, S-24 (47.0.49,W) 14E243 SPT-4, S-03 (6.0-7.5) 14E246 NP NP NP 12.5 3.2 SPTA S-06 (18.5-20JY) 14E249 19.2 0.4 96.6 3.0 1.6 1.4 SP SPT-4, S-07 (23.5-25.V) 14E250 19.4 2.3 SPT-4, S-09 (33.5-35ff) 14E252 19.9 2.7 SPT-5, S-03 (6.0-7.T) 14E255 14.0 i 18.0 Notes: �] t7, Excel Geotechnical Testing, Inc. Test Results Summary "Excellence in Testing" 953 Forrest Street, Roswell, Georgia 30075 Project Name: Duke Sutton Closure Tel: (770) 910 7537 Fax: (770) 910 7538 Project No.: 647 Sample Inrormatian Test lararmation Site 1D Lab No. 4toisturc Content D22t6 Grain Size Analysis ASTM D 422 Gravel Sand trines Silt Clay Content Co.istet Content Content Content Atterberg. Limits ASTM D 4319 LL PL Pi Engineering. Classification D2487 RemarksASTMASTM UT 5, S-04 (8.5-10ff) 14E256 13.3 0 97.4 2.6 1.7 1-1 0.6 SPT-5, S-06 (18.5-MV) 14E258 16.8 0.9 97.4 SP SPT-5, S-08 (28.5-30;01 14E260 21.7 4.1 3.9 SPT-i, S-06 (19-5-200) 14E268 18.4 SPT-6, S-08 (28.5-30.01 14E270 20.7 0.1 97.1 2.8 2.2 0.6 5P SPT-6, S- 11 (43.545.0) SPT-7, S-02 (2.0-4.01 T 14E273 14E276 21.1 31.1 - - 4.7 - -- - SPT-7, S-04 (6.0-SRD 14E278 529 NP NP NP SPT-7, S-05 (8.040M 14E279 41.9 0 9.5 90.5 SPT-7, S-06 (10.0-12.0) 14E280 37.5 81.2 SPT-8, S-02 (3.5-5:0'j 14E282 10.2 4.4 SPT-8, S-06 (18.5-20.0) 14E286 16.8 0 94.6 5.4 3.1 2.3 SPT-8, S-07 (23.5-25.0) 14E287 22.0 0.3 96.3 3.4 2.5 0.9 SP SPT-8, S-10 (38.5-40.0) 14E290 21.2 3.3 SPT-9, S-02 (2,0.40) SPT-9, S-04 (6.0 JY) 14E293 73.7 - NP - - -- 14E295 NP NP SPT-9, S-05 (8.0-10.0ry 14E296 48.3 97.0 SPT-9, S-06 (10.0-12.W) 14E297 54.7 0 6.0 94.0 98.0 6.0 NP NP NP AC SPT-9, S-07 (12.0-14.01 141 298 47.8 92.8 SPT-9, S-08 (14.0-16.0p) 14E299 45.8 NP NP NP SPT-10, S-03 (6.0-7.Y) 14E303 24.6 2.8 SPT-10, S-04 (8.5-10.0D 14E304 23.0 1.9 SPY-10, S-05 (13.5-15.0) 14E305 23.2 2.6 SPT-10,S-06(18.5.20.0) 14E306 20.4 0.3 97.6 2.1 SP SPT--10, S-08 (28.5-29.4) 14E308 29.4 -- 26 24 2 SPT-10, S-09 (33,5-35,0) 14E310 19.6 3.9 SPr-i 1, S-03 (6.0-T5] 14E314 19.1 4.4 SPT-11, S-04 (8.5-10.00 14E315 14.5 0 97.6 2.4 SP SPi-11, S-06 (18.5-20.0) 14E317 23.7 0 97.8 2.2 Sp SPT-11, S-09 (33.5-35A) I4E320 20.2 2.4 SPT-11, S-10 (38.5-00.0) 14E321 22.9 0.2 97.8 2.0 1.1 0.9 SP SPT-11, S-11(43.5-45.0) 14E322 20.3 3.9 GP-1, S-05 (16.0-20.0") 14E335 60.1 GP-1, S-10 (36.0-40.0' 14E336 20.6 1.0 GP-2, S-07 (24.0-28.0) 14E337 51.3 fi GP-2. S-19 (72.0-75.8) 14E338 32 26 Notes- 4 t ` Excel Geotechnical Testing, Inn. "Excellence in Testing" 953 Forrest Street, Roswell, Georgia 30075 Tel: (770) 910 7537 Fax: (770) 910 7538 'Pest Results Summary Project Name: Duke Sutton Closure Project No.: 647 Sample Information lest Information Site 111 [Ab No. Moisture Content ASTM D 2216 Grain Size Analysis ASTM D 422 Gravel -- s" Fines Silt ClSy Contest Co. —Content Content Content .4tterberg, Limits AS"fM D 4319 LL I PL PI Engineering Classification ASTi1 D 2M7 Remarks GP-3, S-15 (56.0-6&0) 14E340 14E341 _ 41.1— - -- NP NP NP NP NP — — — GP 3, S-20 (76.0-80.0) NP GP-3, S-21 (80.0-84.0) 14E342 NP NP NP GP4, S-06 (20.0-24R) 14E343 19.9 - GP-5, S-04 (14.0-16.0) 14E345 1 106.9 152 57 95 Notes: {� �ip1`•��l,r t { Excel Geotechnical Testing, Inc. Test Results Summary "Excellence in 'resting" 953 Forrest Street, Roswell, Georgia 30075 Project [Name. Duke Sutton Closure sT e Tel: (770) 910 7537 Fax: (770) 910 7538 Project No.: 647 Sample inrormation Test Information Site ID Lab No. Moisture Content ASFM D2216 Grain Sire Analysis ASTM D 422 Gravel Sand Fines Silt Clay Content Content Cooteot Content Content Atterberg Limits ASTM D 4318 Engineering Clamification ASTM D2487 Remarks Ill. PL Pi GP-13, S-17 (64-68') 14G002 NP NP NP GP-13, S-18 (68-72) 14GO03 NP NP NP GP-14, S-18 (68-72) 14GO04 NP NP NP GP-14, S-19 (74.5-75.5) 14GO05 NP NP NP OP-15, S-16 (60-64) 14GO06 NP NP NP GP-17, S-11 (43.344') 14GO07 85 40 45 GP-17, S-12 (4445.7') 14GO08 126 60 66 GP-17, S-12 (45.746J) 14GO09 67 31 36 GP-17, S-13 (48-52') 14GO10 50 24 26 GP-17, S-14 (52-56) 14G011 0.1 58.8 41.1 24.7 16.4 NP NP NP SM GP-17, S-15 (56-6U) 14GO12 0 44.4 55.6 33.8 21.8 26 22 4 CIrML MB-2, S-14 (64-68) 14GO13 NP NP NP 1R-2, S-17 (76-803 140014 NP NP NP Notes: Excel Geotechnical Testing, inc. Project Name: Duke Sutton Closure t :.: ",1=xcellence in Testing" Project N4: 647 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-1, S-07 (15.0-17.0') Tel: (770) 910 7537 Fax: (770) 910 753$ Lab Sample No: 14Ir192 tlA c t Ulf, o 410. , au, SUIT. INDEX PROPERTIES crams .comae.. kiu 51 coal, A t1J0, D ZZl6. n +sx;, n s3i8 fang. S:ta s� ,catinr, aticrtrc.g Limits t Coarse Fine Cc a se Medium Fine Silt Clay Cobbles On Cnavel Sand Fines U,S- Standard Siev Sues and Numbers IT3" 2"1.5" 15/4"SIx'}YS" #4 #10 #20 440 #6p #i00 4200 100 90 80 70 b>} 60 50 40 [r. a 30 u 20 a, 10 n 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Size (mm) % Finer Y 75 100.0 2" 50 1000 1-51, 37-5 100-0 I" 25 100-0 3/4" 19 100.0 3/9" 95 I00,0 #4 4.75 100.0 910 2-00 99.9 #20 0.850 95.9 #40 0,425 71,0 #60 0-250 527 #100 0.150 48A 9200 0.075 43.0 ISpe£ifrc Gravity Hydrometer Particle Diameter frnml % Finer 0.0315 31.5 0-0122 15.2 0-0063 5.6 0-0031 1.7 0.0013 1.4 Gravel (%): Sand { %}: 57,0 Fines (°l }: 43.0 Silt (%): 38.6 Clay (%): 4.4 Coef1: ilnif. (Cu): Coeff: Curv. (CC): F-1 aW 70 60 t1" Line A' 50 Cti or 0l-1 sW 40 u 30 0. 20 CL or 10 3rII. a t)L a 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample ID, Lab Sample No: Moisture Content (%) Fines Content f No. 200 (%) Atterberg Limits Engineering ClassiFication LL PL PI SPr-1, S-07 (15-0-170) 14E192 39.9 43.0 I Note(s): An assumed spectne gravity ot27 was used when analyzing the hydrometer test results, The test material appears to be mainly soil with minimal amount of ash. Project Name: Duke Sutton Closure Excel Gevtechnical Testing, ir,�.. I "Excellence in Testing" Project No: 647 953 Forrest Street, Roswell, Georgia 300?75 Client Sample ID. 5PT-1, S-08 (17.0-18.5) ��JJVV Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E193 aSTMC134 D422.D$bt. �� s.sr G,teHa�L C-,, CD 1140. D 2216, D 2W,D 4318 i©TL INDEXPROPERTIES Eny sAt5rbnit t.irnns 70 60 50 40 e 30 G d 20 ss. 10 n v Cow Fine Coarse I Medium Fine silt Clay Cobbles E:1 Gravel Sand Fines Sieve Sizes Numbers 1 •2 Standard - t r #2W 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Size (mm) °1 Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 U. 25 100,0 3f4" 19 100.0 3/8" 9.5 100.0 #4 4.75 99.6 # 10 2.00 99.3 #20 0.850 98.8 #40 0.425 97.2 #60 0.250 95,2 # 100 0,150 90,1 #200 0.075 76.5 Specific Gravity Hydrometer Partiele Diameter % F'iner 0,0320 48.3 0.0129 20.0 0,0067 7.0 0,0033 l.9 0.0014 1.6 Gravel [ % }: 0.4 Sand (%): 23.1 Fines (ls): 76.5 Silt (%): 72.1 Clay (% ): 4.4 Goef. . UniL (Cu): -d Coeff. Curv. (Cc): so 70 60 �0 40 30 20 IO 0 "[1" Ze.-OH ".A" Line Mli or 4FI it OL 0 10 20 30 40 50 60 70 80 90 100 1.10 120 Liquid Limit ( LL ) Client Sample M. Lab Sample No: Moisture Content (%) Fines Content = No. 200 (%) Atterberg Limits Engineering Classification LL (-) PL (-) Pl I (-) SPT-1, S-as (17.0-18,5') 14E193 37.9 76.5 Ivutq,$). rw asswncu spit; gravity or G.7 was uses wnen anaryamg the nyaromeier test results. The test material appears to be a mixture of soil and ash. Ee Excel Geotechnical Testing, inc_. Project Name: Duke Sutton Closure "Excellence In 'jesting" Project No: 647 T963 Forrest Street, Roswell, Georgia 30076 Client Sample M SP`l'-1, S-12 (25.0-27.0') Tel: (770) 910 7537/�Fax: (�}7�7�00) 910r75'338/� �]ry+iL,ab Sample No; 14E199 ASrM C 136. D 422. D RS3. SOIL INDEX h PROPERTIES AES Gnle SLm Spec. Gmilr, Moir, Cenft t. D 1140. D2216. 0 2,W, D4318 €e?. Clessflk fion. Atka "Limits 70 at1 60 50 d 40 '? iz 30 A. 20 10 0 Coarse Fine Coarse Medial Fine Silt Clay Gabbles e Gravel Sand Fines 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Size(ram) % Finer' 3" 75 100.0 2" 50 100.0 1.51, 37.5 100.0 1" 25 100.0 314" 19 100.0 318' 9.5 100.0 #4 4.75 100.0 #10 2.00 100.0 #20 0.850 95.7 #40 0.425 60.7 #60 0.250 16.9 #IOD 0.150 52 #200 1 0.075 3.3 Specific Gravity (- ): Hydrometer Particle Diameter I % Finer Gravel (°! ): Sand (%): 96.7 Fines (!o}: 3.3 Silt (°fie): Clay (%}: Coeft: Unit (Cu): 2.0 Coetf. Curv. (Cc): 1.0 au 70 60 'U' Line ek 50 CH or (]H 'A' Line 40 U 30 a 20 Morn , MH or OH t0 ML or aL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample Lab Sample Moisture Content Fines Content < No. 200 Atterberg Limits Engineering Classification LL PL PI SPT-1, S-12 (25.0-27-9) 14EI99 20.9 3.3 SP - Poorly graded sand Project Name: Duke Sutton Closure Excel Gevtechnical Testing, Inc. _ "Excellence in Testing" Project No: 647 963 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-2, S-08 (28.5-30.0') Tel: (770) 910 7637 Fax: (770) 910 7538 Lab Sample No: 14E210 ASTMiI4G, G i3G, n429, n3431 SOIL MEX PROPERTIES Grain Sim, Sryec Gravity. Moist. C+mtnrc, n um, nails, u asa, n+sia w=.e, attc�brg L'unitr U.S. Standard Sieve Sizes and Numbers 12^ 3^ 2"1.1" 11314" 112"112" 114 #lo 120 #40 ",0 1100 11200 100 i� 1 90 0 i 1 80 70 60 i � 1 50 r. 40 — 30 20 10 — - lit - ' () 100 10 1 0.1 ().()1 0.001 Grain Size ( mm ) Siege No. Size(mill) Hydrometer sl7 Particle Diameter % Finer 70 ba a • 50 e.rOH y 40 Z -, 3(] 20 CL ° to ML or OL 0 (] 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit (LL } Coeff. Unit (Cu): 2.0 Specific Gravity (- }s Coeff. Curv. (Cc}: 1, I Nate(s): 1l'1I � Coarse Fine Coarse lviediurn Fine Silt Clay w Cobbles Gravel Sand Pines %Finer 3" 75 laa.0 2" SU 1.00,0 1.5" 37.5 laa.a l" 2S lOa.Q 3f4" 19 laa.Q 3f8°' 9.5 10a.0 iJ4 4.75 1(10.a eta 2.aQ Iaa.Q #2a 0.85a 4$,7 k4a Q.42 s 69.7 >�6a a.25a 2a.Q utQa Q.1so 4.5 �2aa O.a7S 2.9 Gravel Sand �1?.l Pines Silt Clay Client Sample Lab 'sample Moisture Content Fines Content e No, 200 tltkerherg Limits Engineering Classification LL PL P1 SPT-z, S-ns (28.S-3a.a') 14E210 22.3 2.9 SP -Poorly graded sand Excel Gevtechnical Testing! inc. Project Name; Duke Sutton Closure r I "Excellence in Testing" Project No: 647 T953 Forrest Street, Roswell, Georgia 30075 Client Sample TA SPT-3, S-08 (14.0-16.0') Tel. (770) 910 7537 Fax. (770) 910 7538 Lab Sample No- 14E222 It ffinnRn=M nu1. 11 ii}, D 221k D 27a7 D ds1$ SOIL IlDEX PROPERTIES Env CLk 80 70 60 50 L 40 30 20 Cobbles Goose Fie Coarse Medium Fine Silt Clay Gravel Sand Fines U S. Standard Sieve Sizes and Numbers N� ■ Noe ins � � MEMO_ it t III m J Sieve Na Size (mm) % Finer 3" 75 100.0 2 n 50 100.0 1.5" 37.5 10(W 1" 25 100.0 3/4" 19 100-0 3/8" 9.5 98.4 #4 4.75 90.1 910 2.00 78.3 #20 0.850 64.6 #40 0.425 55.1 960 0.250 48.3 # 100 0.150 40.1 #200 0.075 27.7 Specifiic Gravity (-)r 2.50 Hydrometer Particle Diameter frnml % Finer 0.0346 16.1 0.0132 8.6 0,0067 4R 0.0034 1.1 0.0014 1.3 Gravel (%): 9.9 Sand (%): 62.4 Fines (%): 27.7 Silt (%): 24.3 Clay (%): 3.4 Coef. . UWE (Cu): Coe1T. Curv. (Cc): 80 70 60 50 40 Z 30 m m 20 10 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid limit ( LL ) "iJ" Line , CH or ex j "A" Line CLorD 1 MH or 014 ML 0r OL Client Sample Lab Sample Moisture Content Fines Content r NO.200 Atterberg Limits Engineering Classification LL PL PI SPrr-3, S-08 (14.0-16-V) 14E222 18.7 27.7 f4olets): An assumeo specluc gravity or L.J was used when. analyzing We nydrOmeter test results. The test material appears to be a mixture of soil and ash. Excel Geotechnical Testing, inc. Project Name: Duke Sutton Closure "Excellence in Testing" Project No: 647 953 Forrest Street, Roswell, Georgia 30075 Client Sample M SPT-3, S-17 (33.0-34.0') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E235 ASTMCtXD422.D854. Crain star, SpmCnT ity,MoW.Ounlen[. D 1140. D2314,.7497, 0431a SOIL INDEX PROPERTIES ling, Cla irrcatiao. Alterberg limits 10o 90 80 70 60 50 L c 40 30 e, a 20 10 0 Coarse Fine Coarse Medium Fine silt Clay Cobbles c$ Gravel Sand Fines U-S. Standard Sieve Sixes and Numbers 12' 3" 2" 1.5" 1514" 112118" *4 #10 920 "D *0 #I00 #200 100 l0 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 l" 25 100.0 314" 19 100.0 3/8" 9.5 100.0 #4 4.75 98.9 410 1 2.00 82.9 #20 0.850 64.5 #40 0.425 32.3 960 0.250 20-5 n 100 0.150 18-6 #200 0.075 16.3 Specific Gravity (- }: Hydrometer Particle Diameter I % Finer Gravel (% ): 1.2 Sand (e! y: 82.5 Fines (°l ): 16-3 Silt (%): Clay C/o): Coeft: Unit (Cu): Coem Cure. (Ce): ZW 70 60 U. Lill 50 CH or OH w � 'A" [.lira 40 U 30 0. 20 CLor0 i MHorOH 10 NU. or i7L 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample Lab Sample Moisture Content Fines Content < No. 200 Atterberg Limits Engineering Classification LL PL P1 SPT-3, S-17 (33-0-34.0') 14E235 21.0 16.3 Note(s): �l E Excel Geotechnical Testing, Inc. Project Name: Duke Sutton Closure "Excellence in Testing" Project No: 647 953 Forrest 'Street, Roswell, Georgia 30075 Client Sample ID: SPT-3, S-18 (34.0-36.0') Tel: (770) 910 7637 Fax: (770) 910 7638 Lab Sample No: I4F236 `1 %1 a 13�' D 24M M. SOIL INDEX PROPERTIES ��'n 5 �".z . -IMOISLCOMTLm il, p [1NP. D i216, P 2f$7, iP 4318 Yng. cation, AHrxherq Limitx Cobbles Coarse Fine oww I Medium Fins Silt Clay Gravel Sand Fines 1111l Q Inl■■■ IIIIIII■■� �'fl■■�IIII�11■■ 111�����111�111lI11�� _- ' l 711■■■■t�illlt'■■�1111■■■1•�1811■■■■■�IIIIIIt IF 70 60 50 40 g 30 w 20 10 n 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 1" 25 100.0 314" 19 100.0 318" 9.5 100.0 #4 4.75 99.8 # 10 2.00 99.8 #20 0.950 99.5 940 0.425 98.9 #60 0.250 98.1 # 100 0.150 96.5 9200 0.075 1 91.0 Specific Gravity Hydrometer Particle Diameter % Finer 0.0270 66.8 0.0127 30.1 0.0068 15.0 0.0035 5.8 0.0015 E17 Gravel {%}: 0.2 Sand {°I }: 8.8 Fines 91.0 80.5 Clay (%}: 10.5 Coeff. Unit: (Cu),-. Cwff. Curv. (Cc}: uu 70 •.U. UncCH or OH �( x50 2 -A" Lirie .�. 40 rr u 30 m '4 20 LCLOF O MH or OH 10 a ti'LorOL 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( E.E. ) Client Sample iD. Lab Sample No: Moisture Content (%) Fines Content t No. 200 (%) Atterberg Limits Engineering Classification LL I (-) 1'L (-) PI I (-) SPT-3, S-18 (34.0-36.0) 14E236 51.1 91.0 NP I NP I NP ML - Silt tvuuAsl: rw as5wllcu specinc gaviry or z,3 was usea wnen analyzing the (iyarometer test results. Excel Geotechnical Testing, Inc. Project Name: Duke Sutton Closure "Excellence in Testing" Project No; 647 IWT 963 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-3, S-21 (41.0-43.0') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample Na; ] 4F240 ASTMC216, 6 azz,. 843 SOIL WDEX PROPERTIES ram° sWsppe�c.creaZ-rberg mats, n uso, n ats, D:dlC7, [I 3318 Eng. C7aSal5rati¢n, Altcrbe� Limits Cobbles CoarseFine Coarse Medium Fine Silt Clay UM-06 Gravel Sand Fines I "'■�I 1■■■■■■■I Illllli _ ;, �,,„M11101M�111,MEM1111112� 60 ' 50 40 w 30 20 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Size (mm) /° Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 I" 1 25 100.0 314" 19 100.0 3/8" 9.5 99.1 94 4.75 98.7 # 10 2.00 92.8 #20 0.850 83.0 #40 0.425 64.2 #60 0,250 52.4 9100 0.150 45,5 #200 0.075 33.8 Specific Gravity Hydrometer Particle Diameter % Finer 0.0326 17.5 0.0133 4.6 0,0068 2.0 0.0034 0.4 0.0014 0.1 Gravel (h): 1.3 Sand { h); 64,9 Fines {%); 318 Silt (% ): 322 Clay (°A ): 1.6 Coeff. Unit. (Cu): Chef% Curv, (Cc); su 70 'LP I in• 60 *IMIH or 0H 50 W line S 40 41 'u 30 w 20 or OH 10 0 MS or OL 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit (LL ) Client Sample 1D. Lab Sample No: Moisture Content (%) Fines Content < No. 200 (%n) Atterberg Limits Engineering Classification LL (-) PL {-} PI (-} SPT-3, S-21 (41.043 M 14E240 34.6 33.8 N©te(s]: An asstorked spec1he gravity of 25 was used when analyzing the hydrometer test results. The test material appears to be a mixture of soil and ash. Excel Geotechnical Testing, inc. Project Name: Duke Sutton Closure (L�) "Excellence in Testing" Project No: 647 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-4, S-06 (18.5-20.0') Tel. (770) 910 7537 Fax: (770) 910 7538 Lab Sample Na: 14E249 A140, C 216. D 2M. D DSA. �=W �AneZZ Limitx a,tie B �:+:. D z2,. d 4. SOIL INDEX PROPERTIES 70 60 .0 50 g 40 w a 30 Z 20 a Gabbles C Fine cue Medium Fine Silt Clay Gravel Sand Fines Standard Sieve Si7es l n42,00be ��■Q��ll�i�■o��lu �1��Q111��1l1011ll��ll 100 10 1 0.1 0.01 0.001 0.000 Grain Size ( mm ) Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 V 25 100.0 3/4" 19 100.0 318" 9.5 100.0 #4 4.75 99.6 410 2.00 99.2 #20 0.850 96.5 440 0.425 65.5 #60 0.250 M8 9100 0.150 4.6 �0�20O 0.075 3.0 Specife [.ravity Hydrometer Particle Diameter % Finer 0.0350 1.6 0.0128 1.5 0.00,64 12 0.0031 0.9 O.00l3 1.2 Gravel (%): 0.4 Sand (%): 96.6 Fines (% ): 3.0 Silt (%): 1.6 Clay (%); 1.4 Coeff. Unir. (Cu): P1.1 Coeff. Curv. (Cc): 80 70 60 so w 40 41 30 a 20 10 0 .U.line / CH or OH "A" Line MfH or 0H 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit (LL ) Client Sample Lab Sample Moisture Content Fines Content < No. 200 Atterberg Limits Engineering Classification LL PL N SPT4, S-06 (18.5-20.0) 14E249 19.2 3.0 SP - Poorly graded sand rgolgs): An assumes specmc gravity of L.r was used wiled analyzing the hydrometer test results. Excel Geotechnical Testing, Inc. Project Name: Duke Sutton Closure E "Excellence in Testing" Project No: 647 OT 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID. SPT-5, S-04 (8.5-10A") Tel: (770) 910 7637 Fax: (770) 910 7538 Lab Sample 1Vn: 14E256 ASTM I1A C tom, b 3 b 431 SOIL MDEX PROPERTIES � � A, �� on,'Attntierg Cf millst. 61 YA0. b2216, b 2t67, b4391Y 100 90 80 70 60 50 A 40 w 30 G 20 10 0 Coarse Fine C Medium Fine Silt Clay mt' Cobbles Caavel sand Fines U.S. Standard. Sieve Sizes and Nambers tz" 3" 2'1.5' 1'114" 112"118" 114 110 020 1140 A60 1100 1211(1 100 10 Grain Size ( mm ) Steve No. Size (imm) % Finer 3" 75 100,0 2 " 50 100.0 1, 5" 37.5 100,4 1" 25 100,0 3I4" 19 100.0 318" 9.5 100.0 #4 4.75 100.0 #10 2.00 100.0 #20 0,850 97.7 #40 GA25 61.9 #60 0.250 15.9 4100 0,150 3.9 #200 1 0.075 2.6 Specific Gravity (- ): Hydrometer Particle Diameter Finer' Gravel (%): Sand (°t): 97.4 Find (%): 2.6 Silt (%): Clay (%): Coeff, UniE (Cu): Coeff. Curv. (Cc): KU 70 60 50 k r 40 V 30 oa i 20 10 0 0.01 0.001 0.0001 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample Lab Sample Moisture Content Fines Content < No. 200 Atterberg I..imits Engineering Classification I,1. PL PI SPT-5, S-04 (8.5-10,0') 14E256 13.3 2.6 Note(s) �� 1 Excel �eotechnical Testing, inc. Project Name: Duke Sutton Closure - "Excellence in Testing" Project No: 647 %FT 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-5, S-06 (18,5-20,0') Tel (770) 910 7537 Fax: (770) 910 7538 Loh Sample No: 1.4E258 AsiM a t36.. DA4' . D 4A, SOIL INDEX. PROPERTIES D f T D ZEl6, D4IM D A , Grain she. sixr. Gsnvil7•, Mast Canl, FarT, Claasifrcasion, Attcrtxrg Camas 70 V °i 60 50 40 a 30 G V 20 0. 10 n Coarse Fine Caarse I Medium Fine silt Clay Cobbles I Gravel Sand Fines U.S. Standard Sicvc� Sizes and Numbers s#20 ..r •.r AE100 #200 HE llssomm>_la■at.■■■ t_l><ta■n■t•t�mn■■l•l_m■■�■t•� 100 10 1 0.1 0.01 0.001 0.0001 Crain Sipe ( mm ) Sieve No. Size (mm) % Finer 3" 75 100.0 21" 50 100.0 1.51, 37.5 100.0 11. 25 100.0 314" 19 100.0 3!8" 9.5 100.0 94 4.75 99.1 #10 2.00 99.1 #20 0.850 98.3 #40 0.425 69.9 #60 0.250 1.6.4 #100 0,150 2.7 9200 0.075 1.7 swcitie Gravity (-): 2.70 Hydrometer Particle Diameter % Finer 0.0350 0.6 0.0128 0.5 0.0064 03 0.0031 0.6 0,0013 0.7 Gravel (%): 0.9 Sand (%): 97.4 Fines (%): 1.7 Silt (%): 1.1 Clay (°!): 0.6 Coeff. Unif. (Cu): 1.9 Coeff. Curv. (Cc): 1.1 so 70 60 a. K 50 s, 40 V 30 a 20 10 0 T" tine CH or011 ^A"lose CLarO MHor011 MLorOI 0 10 20 30 40 50 60 70 80 40 100 110 120 Liquid Limit ( LL ) Client Sample ID. Lab Sample No: Moisture Content (%) Fines Content a No. 200 (%) Atterberg Limits Engineering Classification LL (-) PL (-) PI (-) SPT-5, S-06 (18.5-20.0' 14E258 16.8 1.7 SP - Poorly graded sand I Note(S): An assumed specrbc gravity of 2.7 was used wtren analyzmg the hydrometer test results. Project Maine: fluke Sutton Closure Excel Geotechnical Testing, inc. "Excellence in Testing" Project No: 647 953 Forrest 'Street, Roswell, Georgia 30075 Client Sample ID: SPT-6, S-08 (28.5-30.0') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E270 ASTM C &. ° A4' . D43' SOIL INDEX PROPERTIES � „ � �;�� I. n:rau o�rb.nzaxr,na3ra 70 en 3 60 50 L c 40 G� 30 ca asi 20 GL I0 0 tt Cabbies Coarse Fine Coarse Medium Fine Silt Clay ra (navel Sand Fines U-S. Standard Sieve Sizes Numbers " 2 .r r" 12011 100 10 1 0.1 0.01 0.00I 0.0001 Grain Size (min ) Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 I00.0 1.5" 37.5 100.0 1" 25 100.0 3I4" 19 100.0 318" 9.5 100.0 #4 4.75 99.9 # 10 2.00 99.9 #20 0.850 95.8 #40 0.425 65.9 #60 0.250 19.0 4100 0.1.50 5.0 #200 0.075 2.8 11 Specific Gravity (-j: 2.70 Hydrometer Particle Diameter % Finer 0.0349 1.0 0.0129 0.6 0.0064 0.3 0.0032 0.4 U013 0.5 Gravel (%): 0.1 Sand (%): 97.1 Fines (%): 2.8 Silt (%): 2.2 Clay (%): 1 0.6 Coeff. U nif. (Cu): 2.0 Coeff. Curv. (Cc): 1.1 as 70 Vor 60 50 40 %;30 20 C4 or U 10 - Z:/ MLorOL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit( LL ) Client Sample If7. Lab Sample No: Moisture Content (°/a) Fines Content < No. 200 (%) Atterberg Limits Engineering Classification LL (-) PL (-) PI (-) SPT-6, S-08 (28.5-30.U) 14E270 20.7 2.8 SP - Poorly graded sand Nete(S): An asstlllled speemc gravity of 2-7 was used when analyzing the hydrometer test results. Excel Geotechnical Testing, Inc. Project Name: Duke SuttOnClosure EG "Excellence in Testing" Project No: 647 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-7, S-05 (8.0-10.0') 1 Tel: (770) 910 7537 Fax: (770) 910 7638 Lab Sample No: 14E279 ASTMIMA C216,DM D 43t SOIL INDEX PROPERTIES Grain ClaSpmssific GraV'il}',Merg CanFcnF, D 1tJ0, D2Stb,. Q LIRT, W3t8 Ea?, Claasifxati°n, htice4erg Limits U.S. Standard Sieve Sizes and Numbers l2" Y 2"1.5" 1914" 112'318" 1*4 110 f120 #40 AT #100 #2110 100 90 80 I 1 d d e i � 70 � 60 a 50 d 91111 a 40 30�__ g 20 10 0 100 10 1 0.1 0.01 0.001 0.0001 Grain Size (mm ) Hydrometer $� Particle Diameter °� Finer 70 "v" line 60 50 CH or OH x 40 30 a 20 CL or O MH or OH 10 A9I. or Ot. 0 0 10 20 30 40 50 60 70 80 90 I00 110 120 Liquid Limit( LL ) Coef. . Unif. (Cu): Specific Gravity (- ): Coef% Curv. (Cc): Note(s): Test material appears to be fly ash. r ` SieveNo. Size (rnm] % � Coarse Fine CoaFse Ivtedium Fine Silt Clay � CabbPes Crravel Sand Fines Finer �" 7s I DD.D �" so loo.o 1.5° 37.5 1oo.D 1" 25 100.fl sr4" 19 100.0 318" 9.5 lOD:4 ft4 4.75 1D0.0 #l4 2.00 99.9 ft2D 0.854 99.5 �4ii 0.425 98,8 i;fifl 0250 9'7.7 n1oD o.ISa 9s.7 H2DD 0.075 9D_5 Gravel [%®): 'Sand [%): 9.5 Fines [%): 90.5 Silt (%}: Clay � �): Client Sample Lab Sample Moisture Content Fines Content < 1ti1a. 200 Atterberg Limits Engineering Classification LL PL P1 S1yT-7, S-DS (8.0-10.0'j, ]4F279 41.3 90.5 Excel Geotechnical Testing, Inc. Project Name. Duke Sutton Closure fL�l "Excellence in Testing" Project No: 647 = 963 Forrest Street, Roswell, Georgia 30076 Client Sample 1A SPT-8, S-06 (18.5-20.0') Tel: (770) 910 7537 Fax: (770) 910 753$ Lab Sample No: 14E286 nay a 6.DZ ,nn 318 SOIL INDEX PROPERTIES E„p,C rgU«' Cah63es Coarse Fine Coarse Medium Fine Sill Clay mGravel Sand Fines S- Standard Sieve Sizes and Numbers y 0 #200 F �Wl��®���II���Er■ . � wou���� a�u�r��iti�usratrtt��r�ntnv����rrr���tinaa�ra����aaa��>isti 80 V 70 60 50 c 40 c 30 V n 20 r>« 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Size (mm) °% Finer 3" 75 100.0 2 " 50 100-0 1-5" 37-5 1.00-0 1'" 1 25 100.0 314" 19 100-0 3f8" 9.5 100.0 #4 4-75 100-0 #10 2.00 100-0 #20 0.850 98-5 #40 0.425 74.1 #60 0.250 25.2 #100 0.150 8.0 #204 0.075 5.4 Specific Gravity (-): 2.70 Hydrometer Particle Diameter immi %'Fiver 0.0344 4.3 0.0128 2.2 0-0064 2.7 0.0031 19 0-0013 1.4 Gravel (%): Sand (%): 94.6 Fines (!o): 5.4 Silt (%): 3,1 Clay (%): 2.3 CoeH. Unit (Cu): Coef. . Curv. (Cc): 6V 70 'U" Line 60 i x 50 CHorOH , 'n• l.ine 40 V 30 5. 20 CL or ME or OH 10 ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample ID. Lab Sample No: Moisture Content (%) Fines Content ¢ No. 200 (%) Atterberg Limits Engineering Classification LL I (-) PL (-) I PI (-) SPT-8, S-06 (18.5-20.0') 14E286 16.8 5.4 ivoreisl: ,vn assumea specme grant or [.I was used when analyzing we nydr©meter test results. -�� f Excel Geotechnical Testing, inc. Project Name: Duke Sutton Closure "'Excellence in Testing" Project No: 647 953 Forrest Street, Boswell, Georgia 30075 Client Sample ID: SPT-8, S-07 (23.5-25.0') Tel: (770) 910 7637 Fax: (770) 910 7538 Lob Sample No: 14E287 nsrtw C 2%, 0 248 a 43 SOIL INDEX PROPERTIES Grain 5rtt, Spec. G, Aw hl,n Cons" G 1tgq, U "i216, !! 2a87, n J318 $ng, C4usifcatinn, Auerher� Lemrt.� 100 90 80 70 o>} 60 50 L 40 i� tv 30 u as 20 a. 10 0 tc Cobbles Coarse Fine Coarse Me&. Fine Silt Clay wGravel Sand Fines U.S. Standard Sieve Sizes and Numbers 12, 3" 2"1.5" 1514" 112"313" M qlp N20 47 rl611 111,10 112011 1 E 100 Sieve No. Size(mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 1Wo 1'" 25 100.0 314" 19 100.0 3f8" 9.5 100.0 #4 4.75 99.7 #10 2.00 99.7 #20 0.850 97.1 #40 0.425 68.8 #60 0250 17.6 #100 0.150 4.6 #200 0.075 3.4 Specific Gravity I (} 1 0.1 Oki 0.001 0.0001 Grain Size ( mm ) Hydrometer Particle Diameter % Finer 0.0348 3.4 0.0128 2.0 0.0064 1,$ 0.0032 1.4 0.0013 1.2 Gravel (%): 0.3 Sand (%): 96.3 Fines (%): 3.4 Silt (%): 2.5 Clay (%): 0.9 Coeff. Unit (Cu): l.9 Coea. Cure. (Cc): l.0 su J,. 70 XUnee 60 50 W "A" Lue 40 �u 30 m a ?0 CLorO MH ar OH 1.0 0 MLarOL 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample Lab Sample Moisture Content Fines Content < No. 200 Atterberg Limits Engineering Classification LI, PL P1 SPT-8, S-07 (23.5-25.0) 14E287 22.0 3.4 SP - Poorly graded sand Ivure{sy Pon assurnea speak gravity cu i was users wnen analyzing tine hydrometer test results. Excel Geotechnical Testing, Inc. Project Name: Duke Sutton Closure FET"Excellence in Testing" Project No: 647 -T 953 Forrest Street, Roswell, Georgia 30076 Client Sample M SPT-9, S-06 (10.0-12.0') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample N©: 14E297 Spx. u�isa o zts oz a Dvs3ia S(lIiy INDEX PROPER&54.TIES 8n Sci ciYxatia ni , � auk. r-� 80 70 ♦7i] 60 X: 50 L C 40 30 cr 20 96 10 n 3 C.,,. Coarse Fine Coarse Medium Fine silt Clay Gravel Sand Fines U.S. Standard Sieve Sims and Numbers 0i �RnW=ll - 111 �I1R��1•���. �R I���Illf��l��Il! 100 10 1 0.1 0.01 0.001 0.0001 Grain size ( mm ) Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 1" J 25 100.0 314" 19 100-0 318" 9.5 100-0 #4 4.75 100.0 #10 2.00 100.0 #20 0-850 100.0 #40 0.425 99-9 460 0.250 99.8 # 100 0.150 99.2 4200 1 0.075 94.0 Specific Gravity ( Hydrometer Particle Diameter Imml % Finer 0.0328 94.5 0.0140 282 0.0073 10-2 0.0036 3.8 0-0015 Gravel (%): Sand (%): 6.0 Fines (%): 94.0 Silt (%): 8$.0 Clay (%): 6,0 Coeff. Unif- (Cu): CvePf. Curv. (Cc): av 70 60 0. 50 CH or OH x a+ "A" Lir:e a, 40 30 a c. 20 CGorO Mlt or OH ]0 Mi 0OL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample 11). Lab Sample No: Moisture Content (%) Fines Content < No. 200 (%) Atterherg limits Engineering Classification LL I (-) PL (`) PT (-) sPT-9, S-06 (10-0-12.0) ME297 94.0 NP NP NP ML - Silt 1 ivorets): i ne test matenat appears to oe asn. Project Name: Duke Sutton Closure Excel Geotechnlcal Testing, Inc. "Excellence in Testing" Project No: 647 Client Sample Illy: SPT-10 S-06 18.5-20.0' 953 Forrest Street, Roswell, Georgia 30075 P ( ) Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: I4E306 ASTMC t76, a -11 SOIL INDEX PROPERTIES Gala Sire,.Sprs. GraFiry, M°isl. Content, n aiaci, lYLZt6, 1,isM 7,1bt318 Eup CLmir"Ii°n, AlleTherg Limils 3" 2"1 211191 114 U.S. Standard Sieve Sizes and Numbm 100 90 80 70 60 5' 40 c 30 L � 20 I0 Q 100 1 {i 1 0.1 0.01 0.001 0.0001 Grain Size (mm ) Hydrometer 80 Particle Diameter % Finer fmMI 70 64 i;r rl 50 CH a at1 "C "A" Line 40 U 30 0. 20 CLorO l H or OH 10 RII ar OL U 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit( LL ) Coef. Unit. (Cu): 2.6 Specific Gravity { - j: Caeff. Curv. (Cc): 0.9 '- Coarse Fine Coarse Medium Fine Silt Clay w Gabbles Gravel Sand Fines ■11l1 �IIIl11■■Illll■■11II ■1■■I1111■ I1■■llllll■■Illl1 111■■1111111■■I111l11■■ 1■■�I■IAllllll■■1111111■ ■!11■■1'■■■■■■11■■ 1■fly■11■■�1!!!11■■li1I111■ Illnl ■■IIIIl11■■1I1I111■ r,11.011lllll■■�11�1%■ ■'■Illll■■Illl■■■■1111■1 1111,0.111. llll■■I1lI 'Illll■■II1lII■■Illllll■ �IIII11�■Ill[!11■■ l�Ill■■I11I 1■■11l11 ■■ II11l11■■ _ _ � III! ■■1 .._ Sieve lYa. Sire {mm) %Finer 3" 75 140.Q Z" SO 100.4 1.5" 37.5 144.0 1 ° 25 144.0 314" 19 100.4 3I8" 9.� 140.4 #4 4.75 99.7 #l0 2.40 99.3 #24 0.850 $4.5 #44 4-425 44.5 #f0 4.254 16.2 # 1A0 O, l 50 3.4 #200 4.075 2. [ Gravel (°� 1; 0.3 Sand [%): y7.6 Pines (°� ): 2.1 Silt (°t ): Clay {°fa}: Client Sample Lab Sample Moisture Content Fines Content < Nv. 200 Atterberg Limits Engineering Classification LL PL PI slrr-lca, s� pss-2a.o•p 14E3(}6 20.4 2.1 SP - Poorly graded sand Project Name: Duke Sutton Closure Excel Geatechnical Testing, inC. E-- "Excellence in Testing" Project ra JTel: No: 647 T953 Forrest Street, Roswell, Georgia 30075 Client Sample 1D: SPT-I i, S-04 (8.5-10.0') (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E31.5 A 6 n &VOI SOIL INDEX PROPERTIES G: rain S'vc, jails 1A D 316, 24$ D t1JO. �16, n 3A87, nJ318 Eat. Classification, Atttrireeg Limits si f fion, Auty, rberg' � Coarse MediumFioe SiftClay Cz�bbles P21_�Fi- Sand Fines U.S. Standard Sieve Sizes and Numbers 12" 3' 2" I..S' 1SW 112'318" #k #10 AT) 440 N6D #1 0 420D 100 90 e 80 i4 v u s 70 � 60 50 4 0 _. i 30 +� 20 a I 10 - 0 100 10 1 0.1 0.01 0.001 (1.M01 Grain Size ( mm } Sieve No. Size (mm} %Finer Hydrometer 80 Particle Diameter % Finer IMMI 70 60 'U' Line 50 CH or OH x "A" Line a, m a 20 CI, as Q Ml or OL D 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) C+oeff. Unit (Cu): 1.8 Specific Gravity (- ): Coeff. Curv. (Cc): I.1 3°' 75 100.0 2" 50 ] 00.4 1.5" 37.5 100.0 1" 25 100.0 314" 19 100.0 3f8°' 9.5 100A Gravel [%): Sand 97.6 Client Sample Lair Sample Moisture Content Fines Content < Nv. 200 Atterherg Limits Engineering Classification LL PL PI SPT-tt, 5-04 (8.5-10.0') 14E315 14.5 2.4 5P -Poorly graded sand Project Name: Duke Sutton Closure Excel Geotechnical Testing, inc. E"Excellence in Testing" 0 Project No: 647 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-11, 5-06 (18.5-2@A') Tel: (770) 910 7537 Fax: (770) 910 7533 Lab Sample No: 14E317 ASTM C 136, D 427- D'&"' SQIL INDEX P tQPERTIES Gram &De, Spm Gmity, Moist. Content, D 114 D22.16, D 2487. MIS Enp, Ckmiltr.t oa,. Aueetwg Limits U.S. Standard Sieve Sizes and Numbers 12" 3' 2" 1.5" 014" Jt213/8" #4 110 i120 140 460 1100 1200 100 I 4 90 0 80 70 an 60 50 � I w 40 w a 30 w 20 10 I ,X 100 101 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Hydrnmeter 80 Particle Diameter % Finer 70 60 "U" Line a 50 CH cr pH rt a 40 a, 30 a. 20 CL or ME or 0H le - ML or 0L D 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit( LL } Coeft: Unif. (Cu): 1.8 apecitic Gravity { - }: Caeff. Curv. (Cc): 1. Coarse Fine Ctlatae Medium Fine Silt Clay Cobbles Gravel Sand Fines m Sieve No. Size (mm} %Finer 3" 75 100.0 2"' SD lOD,O L5" 37,5 100,0 1" 25 104.0 314'" 19 IOD.D #4 4.75 100.0 #10 2.OD 100.0 #2D D.85D 96.0 #4D 0.425 78.5 #60 0.25D 28.9 #100 D.iSD 3.9 #2DD O.D75 2.2 Grave! { % }: Sand {%}: 97,8 Fines {%v}: 2.2 Silt {°fv}: Clay {4.�}: Client Sample Lab Sample Moisture Content Fines Content Atterberg Limits Engineering Classification Excel Geotechnical Testing, inc. Project Name: Duke Sutton Closure "Excellence in Testing" Project No: 647 IT 963 Forrest Street, Roswell, Georgia 30075 Client Sample 1D: SPT-11, S-l0 (38.5-40.0') - Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E321 ""'""'"°4"D" SOIL INDEX PROPERTIES Atff6crgUrrau 11 ST n 13f.134A 954. 'Gnun5>�,S Gra+i' MOer[. CpM Lng. Claaai iona Cobbles C- Fine Coarse Medium Fine Silt Clay - - m Gravel Sand Fines 11 Mill an 0 Imn "0=EpL!�!UEiW1111 70 60 50 40 c 30 d a 20 a� 10 - 0 tL... • 1' 4 3 L11 i 1000 100 10 1 D.1 0.01 0.001 0.0001 Grain Size ( intn ) Sieve Nee. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37,5 100.0 1" 25 100.0 314" 19 100,0 318" 9.5 100.0 #4 4.75 99.8 # 10 2.00 98.3 920 0.850 84,9 #40 0.425 48.4 #60 0.250 13.0 #100 0.150 3.1 #200 0.075 2.0 Specific Gravity (-)a 2.70 Hydrometer Particle Diameter mm % Finer 0.0342 1.3 0.0126 1.0 0.0063 I.0 0.0031 0.8 0.0013 0.6 Gravel (%); 0.2 Sand (%): 97.8 2.0 Coeff. Unit. (Cu). 2.3 Goeff. Caen. (ce); 0.9 ou 70 "U Lice 60 �. 50 c1101 ott x 69 "A' Line b 40 A m 30 ei 20 CL or Mil or OR 10 0 MLIn C1L 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit (LL ) Client Sample Lab Sample Moisture Content Fines Content < No. 200 Atterberg Limits Engineering Classification LL PL P1 SPT-11, S40 {39-5411.00 14E321 22.9 2.0 SP - Poorly graded sand Mote(s): An assumed speciSe gravity of 2.7 was used when analyzing die hydrometer test results. �t [EG Excel Geotechnical Testing} inc. Project Name: Duke Sutton Closure "Excellence in Testing" Project No: 647 953 Forrest Street, Roswell, Georgia 30075 Client Sample Wi GP-17, S-14 (52-56) Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 140011 ASTM c:, Q 422, n aW, SAIL INDEX PROPERTIES c�- 5 ors„f>, Moro. CWu D 1140„ Q 2E16, Q Ei67, D•t318 E°R. Ctassi �cario°, Ancrbeg Limits U.S. Standard Sieve Sizes and Numbers 12" 3" 2" 1.5' 1'314" 112"3I8" #4 #10 #20 #Nn #50 #10 0 tt2U4 100 90 80 70 60 > 50 4' 40 E i I 3 I 30 20 1 o - -� 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( min) ;0 70 'U' Line LL OH r� =' nc � 40 30 O MH or OH 0 L°rOL 4 10 20 30 40 50 60 70 80 90 100 1I0 120 Liquid Limit { LL ] Coeff. Unit (Cu}:Nd Specific Gravity (-): 2.7f7 Coetf. Cure. (Ce): Note(s): Engineering classification is based on the assumption that the fines are either W or MH. An assumed specific gravity of 2.70 was used when analyzing the hydrometer test results. Sieve No. Clay 60 0.0054 16.6 y p CH or D.aoz7 14.7 "A' Li 20 CL or Sand lD '- Caarse pine Coarse Medium Fine Silt Sire {mm) °l4 Finer 3" 75 1fl4.0 2" SD ]00.0 i.5" 37.5 1DQ0 1" 25 iD0.0 3J4" 19 1DD.4 318" 9.5 100.4 #4 4.75 49.9 ale z.D4 99.s #2o D.ssD 99,7 q44 a.4zs 99.z #6D 4250 94.9 #1D0 4.150 71.5 #24o D.o7s 41.1 Hydrometer Particle Diameter mm °Io Finer 4,0257 25.4 O.O107 1$,3 Gravel (°i }: 0.1 Client Sample Lab Sample Moisture Content Fines Content �1+Io.200 Atterberg Limits Engineering Classification LI_. Ply PI GP-17, 5-14 {52-56) 14G011 32.I 41.1 TdP IVP NP SM -Silty Sand Excel Gevtechnical Testing, Inc. Project Name: Duke Sutton Closure G t T"Excellence in 'resting" Project No: 647 953 Forrest Street, Roswell, Georgia 30076 Client Sample ID: GP-17, S-I5 (56-60) Tel: (770) 910 7537 Fax: (770) 910 7538 1) 1 Lab Sample No: 14G012 D 1140, D 2216 D 2487DD -1318 SOIL INDEX. PROPERTIES �°854, �� c� as"n °� Co.[, s CDC Fine C°arse Medium Fine Silt Clay Cobbles mGraveI Sand Fines U.S. Standard Sieve Sizes and Numbers 12" 3" 2" P.5. 11314' 112'318' 114 tPlo *211 K4o "11 1100 112011 00 190 a80 to 70 f 60 ! ,> 50 a 40 - - 30 ----- i 40 d a 20 �M 10 -- ' 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size (mm ) 70 "U"' Line 60 p CH or OH SU k 5 40 4 'y ca 'a 20 CL or O Mli or OH 1Q Q n OL 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL } CaefL Uuif. (Cu}: Specific Gravity (-}: 2.74 C.ff. Cur,. (Ce}:IM Note(s): An assumed specific gravity of 2.70 was used when analyzing the hydrometer test results. Sieve No. Size 30 $0 'A' Line (mm) %Finer 3" 7S 1 Q0.4 2" SD 140.4 LS" 37.5 1DD.4 1'" 25 140.4 3ia" 19 laO.Q 318" 9.5 140.D #a 4.7s laD.a Hydrometer Particle Diameter %Finer mm 4.4237 33.9 0.410Q 24.2 Q.DQ52 21.9 4.DD26 20.6 4.D011 1b.7 Gravel (%); Gravel (%); Sand (°!°): 44.4 Silt (°lo}: 33.8 Clay Client Sample Lab Sample Moisture Content Fines Content e No. 200 Atterherg Limits Engineering Classification LL PL P[ GP-17, 5-15 (55-60) 14G01.2 34.6 55.6 26 22 4 CIrML. -Sandy Silty Clay Project Name: Duke Sutton Closure EExcel Geotechnical Testing, inc. "Excellence in Testing" Project No: 647 T1953 (Forrest Street, Roswell, Georgia 30075 Site Sample ID: SPT-9, S-06 (10.0-12.0') Tel: (77Q) 910 7537 Fax: (774] 910 7538 Lab Sample No: 14E297 CONSOLIDATED-UNDRAINED (CU) TRL XTAL TEST ASTM M D 4767 WITH PORE PRESSURE MEASUREMENTS Figure 1 120.0 100.0 8 0. 0 e. L 60.0 a 40.0 m C 20.0 0.0 0 10.0 C. 0,0 -10.0 m 0 -20.0 E L 96.-30.0 ' I I i Test 1: s< = 8.0 (psi); ui = 70.0 (psi) Test 1: s, = 3.0 (psi); ul = 70.0 (psi) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Axial Strain, c ( % ) -40.0 1 I 1 I 1 I f I I I 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Axial Strain, e ( % ) Maximum Strength Deviator Effective Effective Pore Axial Test Specimen Stress Axial Stress Radial Stress Pressure Strain, No (0'1-6'3) (a'I) Oy%) W (S.) (psi) (psi) (psi) (psi) (%) 3 104.0 141.9 37.9 35.1 14.9 2 107_8 M4.1 36.3 41.7 10.9 Notes: cr'', = Consolidation pressure, (psi) u: = Initial pore pressure.(psi) Strength at App. 15°lc Axial Strain Test Deviator Effective Effective Pare Axial Specimen Stress Axial Stress Radial Stress Pressure Strain No. (Cr 'I-3'3) (a']) (a 3) (n) (Fe) (psi) (psi) (psi} (psi) (%) 1 104.0 141.9 37.9 35A 14.9 2 104.5 142.5 38.1 39.9 15.0 IN �V p Q ('a r I" E Excel Gevtechnicel Testing: Inc. Project Name: Duke Sutton Closure "Excellence in Testing" Project No: 647 953 Forrest Street, Roswell, Georgia 30075 Site Sample M SPT-9, S-06 (10.0-12:0') Tel: (770) 910 7537 Fax: (770) 910 7535 l.ah Sample N4: I4E2 97 ASTM D 4767 CONSOLIDATED-UNDRAINED (C(J) TRIAXIAL TEST Figure WITH PORE PRESSURE MEASUREMENTS 100 90 80 70 60 L 50 cr 40 30 20 10 0 Test 2 F1 Test i 0 10 20 30 40 50 60 70 80 90 100 P, (psi) Test Specimen Number (-) Specimen Quality Sad to Goad (I to 10) Initial Conditions Consolidation Stage loading Axial Rate (%/mini Height (in-} DiameterS (ln.) Moisture Content (%) Dry Unit Weight (lam) Parameter (-) Initial Pore Pressure ( u,) (Psi) Consolidation Presaere (a,) (Ps') Axial Strain (%) Votumeta'ic Strain (%) 1 7 6.08 2.83 55.3 62.1 0.98 70.0 3.0 0.48 1.00 O-M 2 7 5.91 2.83 54.5 62-4 0.99 70.0 8.0 0.31 1.78 0 101 ---------------- Specimen Ne.t Specimen No.2 Specimen No.3 Gray silt (Fly Ash) Cray silt (Fly Ash) 'Notes Excel Geatechnical Testing, Inc Project Name: Duke Sutton Closure G. "Excellence in Testing" Project No: 647 953 Forrest StreetRoswell, Georgia 30075 Client Sample ID: SPT-09, S-06 (10.0-12.0') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E297 ASTM D 2435 ONE-DIMENSIONAL CONSOLIDATION TEST 0 0.5 1 1.5 - e - - � I s. 2 - 2.5 3 3.5 I 10 100 1000 10(100 100000 Log of Pressure (psf) Specimen 'rest Specimen initial Client Lab Quality Conditions Consolidation Pressure Accumu.(') Sample ID Sample No. 1-10 (Bad to Pressure (psf} I ncrement Duration Vertical Strain Figure No. i�em:trks Height Diaeter m D Unit Moisture Good) (cm) (cm) Wei ht Content (min) (Pcf) (°/o} too 214 0.07 1 s0o 240 0.47 2 1000 1201 0.78 3 2000 1262 1.26 4 500 148 1.07 5 S��' S-06 2000 1273 1.33 6 14E297 6 2.54 6.35 60.3 54.6 (10.0-12-0) 4000 240 1.95 7 8000 1210 3.19 8 NOSCS: - -— For each pressure increment, the vertical strain values were calculated based on the final deformation measurements- F "J Project Name: Duke Sutton Closure Excel Ge+vtechnrcal Testing, Inc. "Excellence in Testing" Project No: 647 OT 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-09, S-06 (10.0-12.0') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: ] 4E297 ASTM n 2435 ONE—DIMENSIONAL CONSOLIDATION TEST Figure i - loll psf 0.015 I I I I I , 0.016 0.016 i a a 0.017 w 0,017 0.018 0.018 1 0.1 0.000 0,002 0.004 0.006 0.008 0,010 0.012 0.014 0,016 0.018 0.020 O Specimen Inundated I 10 100 Log of Time (min) u 2 4 6 8 10 Square Root of Time (gmin) Seating Load I 12 14 16 r ,�L` Project Name: Duke Sutton Closure Excel Geotechnical Testing, Inc. "Excellence in Testing" Project No: 647 ' 953 Forrest Street, Roswell, Georgia 30075 Client Sample 1D: SPT-09, 5-06 (10.0-12.0') Tel: (770) 970 7537 Fax: (770) 910 7538 Lab Sample No; 14E297 ASTM D 2435 ONE-DIMENSIONAL CONSOLIDATION TEST Figure 2 - 500 psf 0.018 Load 0 038 0 0.078 E L w p 0.09$ 0.118 0.138 0.1 1 10 100 1000 Log of Time (min) O.0I8 0.038 0.058 E G 0-078 E 42 a� 0.099 0.11$ 0.138 0 2 4 6 8 10 12 14 16 18 Square Root of Time ( min) v, Project Name: Duke Sutton Closure Excel Geotechnical Testing, inc. "Excellence in Testing(" Project No: 647 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-09, S-06 (10.0-12.0') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E297 ASTM D 2435 ONE-DIMENSIONAL CONSOLIDATION TEST Figure 3 - 1000 psi 0.11s I I V R I 0-128 0.138 _ 0.148 0.158 r. 0 I; 0.168 T. 110- q 0u178 0.188 0.198 t 0.208 0.1 i 10 100 Log of Time (min) 1000 { Load 0.118 0-128 0.139 --- 0.148 E E 0.158 — 0 0.168 i G g 0.178 0.198 0.198 0.208 0 5 10 15 20 25 30 35 40 Squ a re Root of Time ( min) ,� rI Project Name: Duke Sutton Closure 0.188 0208.- 0.228 0.248 0 0.268 — i O 0.288 - 0.308 - 0.328 . 0 5 10 15 20 25 30 35 40 Square Root of Time (�min) A L, Excel Geotechnical Testing, Inc. Project Name: Duke Sutton Closure E"Excellence in Testing" Project No: 647 GT 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-09, S-06 (10.0-12.0') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E297 A3TM o W5 ONE-DIMENSIONAL CONSOLIDATION TEST Figures _ 500 psf 0_18 0.248 0,268 r~ 0 0e 0 0.288 w C 0.308 0328 L O.1 0.228 0.248 E 0.268 a e 0.288 0.308 0.328 -� 0 S 10 100 Log of Time (min) s 4 6 8 Square hoot of Time (4min) Unload 10 12 14 `~'� i1 Excel Geotechnical Testing, Inc. Project Name: puke Sutton closure E I;"Excellence in Testing" Project No: 647 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-09, S-06 (10.0-12.0') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E297 AS TM D 2435 ONE-DIMENSIONAL CONSOLIDATION TEST Figure 6 2000 psf 0.268 i 0.278 — Reload 0.288 U98 E a a 0308 ea x, d 0.3I8 A 0.328 0.338 0.348 0268 0.278 0.288 0298 C ' 0.308 i* r y 0318 G7 0 328 0.338 0348 V ..a 0.1 I r0 100 1000 t000o Lag of Time (min) l0 is 20 25 30 35 40 Square Root of Time ('min) C,��, Excel Geotechnical Testing, Inc. project Name: Duke Sutton Closure E16 T "Excellence in Testing" Project No: 647 953 Forrest Street„ Roswell, Georgia 30075 Client Sample ID: SPT-09, S-06 (10.0-110') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E297 nSTM n 2435 ONE-DTMENSIQNA.L CONSOLIDATION TEST Figure 7 4000 psf 0-328 0.348 - Load 0.3&8 0.388 - 0.408 8 0.428 - 0.468 - 0-488 0.508 0.1 1 10 100 1000 Log of Time (min) 0.328 0.348 0.368 0-388 E 0.408 n 5 0-428 0 0 448 - 0.468 - 0-488 0.508 0 2 4 6 8 10 12 14 16 18 Square Root of Time (4min) Excel Geatechnical Testing, Inc. Project Name: Duke Sutton Closure EL "Excellence in Testing" Project No: 647 -T 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-09, S-06 (10.0-12.0') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 14E297 ASTM n 2435 ONE-DIMENSIONAL CONSOLIDATION TEST Figure 8 - 8000 psf U.44a 0.498 0.548 E 0.598 0 0.648 ar E a 0.698 a 0.748 0,798 0.848 O.l 1 10 100 1000 10000 Log of Time (miry) 0.448 0.498 0,548 0,599 0 648 x D y 0.698 0.748 0.798 — - 0.948 0 5 10 15 20 25 Square Root of Time (min) 30 35 40 1`� Attachment 3.4 Geosyntec 2015 March Laboratory Testing Results E I -' Excel Geotechnical Testing, Inc. Test Results Summary "EExceilence in Testing" G Project Name: Sutton Final Closure 953 Forrest Street, Roswell, Georgia 3G�075 j Tel: (770) 910 7537 Fax: (770� 910 7538 Project No.: 697 Sample Information Test Information Site Lab 1D N& MDisture Content ASTM D 2216 "In Grain Size .Analysis ASTM a 422 Crawl Sand fines Silt Clay Content Content Content COnEent Content , a, c®,� f"•AI c 1 ,: � Atterbe a Limits ASTM D 4318 LL FL PI r> c Engine. Classifi. ASTrt ➢ 2487 c specific Gravity ASTM D $54 r Organic Content ASTM ➢ 2974 [mil Dry Unit Weight :Modified ASTM ➢2937 Dry Unit Moisture t%eight Content (icf) [ 1 Other Tcstc Rcn]a rLs SPT-12 5-20 (65-66) ` 15C601 01 NP NP SC - SPT-12 S-21 (66-67.5) 15C602 SPT-12 5-22 (68.5-70) 15C603 SPT-12 5-23 (73.5-75) 15C604 82.2 17.6 11.9 5.7 NP SPT-12 5-24 (78.5-80) a', 15C605 SPT-12 5-25 (83.5-95)1 15C606 SPT-12 5-26 (88.5-90) 1 15C607 NP NP SPT-12 5-27 (93.5-915)1 15C608 0.0 69.7 30.3 22.2 8.1 t1l" SC 2.725 SPT-12 S-28 (98.5-100)' 15C609 SPT-13 S-1 (0-0.3) 15C610 SPT-13 S-1 (0.3-2) 15C610 SPT-13 S-2 (24) 15C611 38.1 SPT-13 S-3 (4-6) 1512612 SPT-13 S4 (6-8) 15C613 SPT-13 S-5 (8.5-10) 15C614 SPT-13 S-6 (13.5-15) 15C615 SPT-13 S-7 (19.5-20) 15C616 SPT-13 S-8 (23.5-25) ' 15C617 SPT-13 S-9 (28.5-30) , 15C618 SPT-13 S-9 (28.5-30) 15C618 Excel Gelotechnical Testing, Inc. Test Results Summary "Excellence in Testing" 953 Forrest Street, Roswell, Georgia 30075 Project Name. Sutton Final Closure % Tel: (770) 910 7537 Fax: (770) 910 7538 - Project No.: 697 Sample information Test Information Site Lab FD 10- Moisture Content ASTM D 2216 0/6) Grain Sim -Analysis ASTM D 422 Gravel Sand Fines Silt Clav Content Content Content Content Content M f% {%1 { 1 1% i Alterherg Limits ASTM D 4319 LL PL, Pl l p ( 1 { 3 Engine. Classifi. ASTM 112487 l k Specific Gravity AST}t D 8 :t a; Organic Content ASTM D 29 a „, Dry knit Weight Modified ASTM D 2937 Dry Unit ?Moisture %keight Content fpcf) f /sp Other Tests Remarks SPT-13 5-10 (33.5-35) 15C619 2.668 SPT-13 5-11 (38.540) 15C620 - SPT-13 5-12 (43.5-45) 15C621 0.0 95.2 4.8 SPT-13 5-13 (46-47.5) 15C622 - SPT-13 5-14 (48.5-50) 15C623 SPT-13 5-15 (50) 15C624 - SPT-13 S-16 (50-52) 15C625 - SPT-13 5-17 (52-54) 15C626 0.0 7.0 93.0 36.0 57.0 50 24 26 CH 2.70I 96.8 33.9 SPT-13 5-18 (54-55.5) 15C627 - SPT-13 5-19 (55.5-57.5) 15C629 SPT-13 5-20 (59.5-60) 15C630 0.0 95.7 4.3 3.3 1.0 NP NP NP SP SPT-I3 S-21 (63.5-65) 15C631 SPT-13 5-22 (68.5-70) 15C632 SPT-13 5-23 (73.5-75) 15C633 SPT-13 5-24 (78.5-80) 15C634 0.1 85.6 14.3 NP NP NP SC SPT-13 5-25 (83.5-85) 15C635 SPT-14 S-1 (0-2) 15C636 SPT-14 S-2 (24) 1512637 SPT-14 S-3 (4-6) 15C638 35.8 SPT-14 S4 (6-9) 15C639 Excel Geotechnical Testing, Inc. Test Results Summary „Excellence in Testing" 953 Forrest Street, Roswell, Georgia 30075 Project 'Name: Sutton Final Closure (S Tel: (770) 910 7537 Fax: (770) 910 7538 Project No.: 697 Sample Infurmation Test Information Site Lab ID No. Moisture Content ASTM 02216 Grain Sae Analysis ASTM D 422 Gravel Sand Fines Silt any Content Content Content Content Content (-A) {%} {''/a Atterherg Limits ASTM D 4318 Engine. Llassiti. ASTM D 2447 Specific Gravity ASTNI D 854 Organic Content ASTNI D 2974 Dry 1 nit Weight kl odi ried ASTNI D 2937 Dry Unit Moisture Weight Content per) {'A Other Tests Remarks LL PL PI SPT-14 5-24 (88.5790) 15C659 SPT-14 5-25 (93.5-95) 15C660 SPT-14 5-26 (98.5-100)� 15C661 17-2 S-1 (3.5-5) 1 15C478 PT-2 S-2 (8.5-10) 15C479 PT-2 S-3 (13.5-15) 15C480 PT-2 S-3 (13.5-15) 15C481 PT-2 S4 (18.5-20) 15C482 PT-2 S-5 (23.5-25) 15C483 PT-2 S-6 (28.5-30) 11 15C484 PT-2 S-7 (33.5-15) 15C485 18.0 0.0 94.2 5.8 5.6 0.2 PT-2 S-8 (38.540) 15C486 PT-3 S-1 (3.5-5) 1.5C497 PT-3 S-2 (8.5-10) 15C488 PT-3 S-3 (13.545) 15C489 PT-3 S-4 (18.5-20) 15C490 PT-3 S-5 (23.5-25) ! 15C491 PT-3 S-6 (28.5-30) 15C492 PT-3 S-7 (33.5-35) 15C493 PT-3 S-8 (38.5-40) 15C494 Excel Geatechnical Testing, Inc. Tent Results Summary "Excellence in Testing" 953 Forrest Street, Rosiowell, Georgia 30075 Project Name: Sutton Final Closure % Tel: (770) 910 7537 Fax: (770) 910 7638 Project No.: 697 Sample Information Test Information Site Lab ID No 410isture Content ASTM D 2216 Grain Sire Analysis ASTM ASTM D422 Gravel Saad Fines Silt Clay Content Content Content Content Content (io) (%) (f• Atterherg Limits ASTNi D4318 LL PL PI Engine. Classlri. D 2487 Specifu Gravity ASTM D 8S4 Organic Content ASTM D 2974 D.ry Unit Weight Modified ASTM D 2937 Dry Unit Moisture Weight Content (Id) ( �1 Other Tests Rcmarlcs PT-3 S-9 (43.545) 1512495 PT-3 S-10 (46-47.5) 15C496 i FT-3 S-11 (48.5-50) 15C497 2.2 PT-3 S-12 (51-52.5) 15C498 0.0 93.3 6.7 6.3 0.4 PT-3 S-13 (53.5-55) 15C499 2.6 FT-3 5-14 (56-57.5) 15C500 PT-3 S-15 (58.5-60) V 15C501 PT-3 S-16 (63.5-65) 15C502 PT-3 S-17 (68.5-70) 15C503 0.3 97.9 11.8 7.1 4.7 LO-SPT-1 S-1 (0.7-2) 15C504 LO-SPT-1 S-2 (2-4) 15C505 LO-SFr-1 S-3 (4-6) 15C506 24.1 1.4 55.9 42.7 2.418 LO-SPT•1 S4 (6-8) 15C507 LMPT-1 S-5 (8.5-10) 15C508 iO-SPT-1 S-6 (13.5-15) I ]5C509 115C510 L13-SP'T-1 S-7 (18.5-20) Li}-SPT-1 S-8 (23.5-25)1 15C511 LO-SPT-1 S-9 (28.5-30) 15C512 0.2 96.7 3.1 2.693 LO-SPT-1 S-10 (31-32.5) 'j 15C513 - LO-•SPT-1 S-11 (33.5-35) 15C514 Nees: Excel Ge€ technical Testing, Inc. Test Results SUIt1111ary "Excellence in Testing" 963 Forrest Street, Roswell., Georgia 30075 Project Narne: Sutton Final Closure Tel; (770) 910 7537 Fax: (770) 910 7538 Project 1'+10,. 697 Sample Information Test Infuran0ion Site Lath ID No. Moisture Content ASTM D 2216 Grain Sire Analysis ASTM D422 Gravel Sand Fines Silt Clay Content Content Contenk Content Content Atterbt g Limits ASTM D4318 LL PL PI Engine Classift. ASTM D 2487 Specific Grasinv AtiTNI D 854 Or;,:mic [nntent ASTM D 2974 Dq Unit Weight Modified ASTM D 2937 Dry Vnit Moisture 45eight Content (per) (%) ether Tests Remarks LO-SPY-1 S-12 (36-37.5) 15C515 LO-SPT-1 S-13 (38.5-40) 15C516 2.4 LO-SPT-I S-14 (41-42,5) 15C51 7 LO-SPT-1 S-15 (43.545) 15 C5 18 LO-SPT-1 S-16 (48.5-50) 15C519 - I - LO-SPT-2 S-1 (1-2.5) 15C520 - LO-SPT-2 S-2 (3.5-5) 15C521 LD-SPT-2 S-3 (6-7.5) 15C522 0.8 72.2 27.0 LO-SPT-2 S-4 (8.5-10) 15C523 - LD-SPT-2 S-5 (13.5-15) 15C524 0.0 98.0 2-0 j - - LO-SPT-2 S-6 (18.5-20) 15C525 LO-SPT-2 S-7 (23.5-25) 15C526 LO-SPT-2 S-8 (28.5-30) 15C527 LD-SPT-2 S-9 (33.5-35) 15C528 LD-SPT-2 S-10 (39.540) 15C529 L9 LD-SPT-2 S-C l (43.545) 15C530 2.2 LO-SPT-2 S-12 (48.5-50) 15C531 LO-SPT-3 S-1 (1-2.5) 15C532 LD-SPT-3 S-2 (3.5-5) 15C533 50.1 2.495 0.3 49.6 LO-SFT-3 S-3 (6-7.5) 15C534 Noes: Excel Geotechnicai Testing, Inc. Test Results Summary "Exceffence in Testing" Project Narne: Sutton Final Closure 953 Forrest Street, Roswell, Georgia 30t775 J Tel: (770) 910 7637 Fax: (770) 910 7536 Project No.: 697 Sample Informalion Test Wormation Site Lob ID No. Moisture Content ASTNI D 2216 Grain Size,NnaNsis ASTM D 422 Gravel Sand Fines Silt Clay Content Content Content Cowlent Content I [% 11e) M {%1 Atterberg Limits ASTM D 4318 LL PL PI 1-} C-1 f} Engine. Clossifi. ASTM D 2487 i-) Specific i Gravity ASTtit D 854 {-1 Organic Content ASTM D Z974 (°A) Dry Unit►Yei&t Mo[lified ASTM D 2937 Dry Unit Moisture Weight Content Other Tests Remark.. LO-SPT-3 S4 (8.5-9.3) I512535 W-SPY-3 S4 (9.3-10) 15C536 - - LQ-SP'T-3 S-5 (13.5-15) 15G537 0.0 96.8 3.2 10- PT-3 S-6 (18.5-20) 15C538 10-SPT-3 S-7 (23.5-25) 15C539 10-SPT-3 S-8 (28.5-30) 15C540 10-SPT-3 S-9 (33.5-35) 1 15C541 2.1 2.678 10-SPT-3 5-10 (39.5-40) � 15C542 LO-SPT-3 S-11 (43.5-45) 15C543 LO-SET-3 S-t2 (48.5-50) 15C544 LO-SPT-4 S-1 (1-2.5) 15045 LO-SPT4 S-2 (3.5-5) 15C546 1.4 70.9 27.9 LO-SPT4 S-3 (6-7.5) 1517547 LO-SPT4 S4 (8.5-10) 15048 LD-SPT4 S-5 (13.5-15) 15C549 L3-SPT4 S-6 (19.5-20) 15C550 LO-SPT4 S-7 (23.5-25) 15C551. 0.0 97.2 2.8 LO-SPT 4 S4 (28.5-30) 15C552 LD-SPT4 S-9 (33.5-35) 15C553 3.4 - LD-SPT4 S-10 (38.5-40) �15054 Excel Geotechnicai Testing, Inc. Test Results Summary "Exceffence in Tesfing" 953 Forrest Street, Roswell, Georgia 30075 Project Name: Sutton Final Closure 19 Tel: (770) 910 7537 Fax: (770) 910 7538 Protect No.: 697 Sample Information Test Information Site ID Lab No. Moisture Content ASTM D 2216 ('A) Grain Sixt Analysis ASTM D 422 Gravel Sand Fines Sill ('lay Conant Content Content Content Content [roa [°ray [% [% i"I�1 Atterberg Limits ASTM D 4318 1.L PL PI Engine. Classic. ASTM D 2487 Specifie Gravity ASTM D 857 Organic Content ASTM D 2974 0/6) Dry knit Weight Modified ASTSi D 2937 Dry Unit Moisture Weight Content (pds Other TestS Remark LO-SPT4 S-11 (43.5-45) 15C555 LO-SPT-4 S-12 (48.5-50) 15C556 10-SPT-5 S-1 (1-2.5)- 15C557 LO-SPT-5 S-2 (3.5-5) 15C558 IA)-SPT 5 S-3 (6-7.5) 15C559 - LO-SPT-5 S4 (8.5-10) 15C560 1.2 2.693 - - LO-SPT-5 S-5 (13.5-15) 15C561 - - 10-SP'T-5 S-6 (18.5-20) 15C562 - - 10-SPT-5 S-7 (23.5-25) 15063 0.0 - - 91.3 9.7 2.697 1.0-SPT-5 S-8 (28.5-30) 15C564 LO-SPT-5 S-9 (33.5-35) 15C565 10-SPT-5 S-10 (38.5-40) 15C566 10-SPT-5 S-11 (43.5-45) 15C567 LO-SPT-5 S-12 (48.5-50) 15C568 LO-SPT-6 S-1 (1-2.5) 15C569 LO-SPT-6 S-2 (3.5-5) 15C570 10-SPT-6 S-3 (6-7.5) 15C571 2.681 LO-SPT-6 S-4 (8.5-10) 15C572 2.7 LO-SPT-6 S-5 (13.5-15) 15C573 0.11 %.7 3.3 ILO-SPT-6 S-6 (18.5-20) 15C574 Excel Geotechnical Testing, Inc.all ��5t Results �U[YlI31al'V "Excellence in Testing" 953 Forrest Street, Roswell, Georgia 30075 Project Name: Sutton Final Closure Tel: (770) 910 7537 Fax: (770) 910 7538 Prniect Na.. 697 Sample Information Test Information Site Lab 4I odsture Content ASYM D 2216 I p Grain Sibs Analysis ASTM D 422 Grarzl Sand Fines Silt Cloy Content Content Content Content Content (% { % } { tit (%) [' 1 Atterberg Limits ASTM D 4318 LL PL PI f ) (-1 f } Engine. Ctas9if. ASTM D 2487 f-) Specific Gravity ASTNI D 854 d ] organic Content ASTM D 2974 (% Dry Unit Wtigbt I Mortified AASTN1 D 29.17 Dry Unit Moisture Weight Content {pet} { %I other -lest.; Remarks W-SPT-6 S-7 (23.5-25) 15C575 - — LO-SPT-6 S-8 (28.5-30) 15{`576 LO-SPT-6 S-9 (33.5-35) 15C577 2.5 - — - LO-SPT-6 S-10 (38.540) 15C578 2.0 LO-SPT-6 5-11 (43.545) 15C579 LO-SPT-6 5-12 (48.5-50) 15C580 Excel Geotechnical Testing, Inc. Project Name: Sutton Final Closure "Excellence In resting" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample Ill, SPT-12, S-9 (23.5-25D Tel: (770) 910 7537 Fax: (770) 910 7538 Lacs Sample Na: 15C588 A TM C 136 °422,°851. SOIL INDEX PROPERTIES Crap$"vr $pec. G Mviq. MoisL Coal, ° 1140, ° 2216. ➢ 2487. 0 43I8 En?, CL�ssiftcalion. A[rer4erg Limits U.S. Standard Sieve Sizes and Numbers 12' 3" 2"t.1' 1114" 12r" 14 #10 #20 #40 k50 #100 #2100 100 90 80 - 70 - - -- 60 50 S 40 - -- - - - -- i 30 a 20 - cs. 10- 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( min ) 100 90 so /CH ! 70 9' 60 so 40 a 30 20 10 a M.L a qL. -_ - 0 10 20 30 40 50 60 70 80 90 100110120130140150 Liquid Limit { LL ) Coeif. IInif. (Cu); Specific Gravity {-); 2.513 Coeft'. Curv. (Cc): Note(s): Coarse Fine Coarse Medium Fine Silt Clay pGravel Cobbles Sand Fines Sieve iY©. Sine {mm} %Finer 3" 75 1a4.0 �" 50 IOD.D ].5" 37.5 10a.fl i 1° �s loo.a 314" l9 I�D0.0 318" 9.5 IODA #4 4.75 laa.a #1D 2.00 99.9 #20 O.SSD 99.8 #46 D.425 99.7 #60 4.250 99.5 1d 10D D.150 99.5 #2fl0 a.075 99.4 Hydrometer Particle Diameter mm % Finer D.a307 94.7 0.0115 86.1 fl.0a59 76.5 O.oaso �,3.0 fl.0a13 49,$ Gravel (°To): Sand {°l4): 0.6 Fines {%): 99,4 Silt { ip): z7.s Clay { ib); 71.s Client Sur�mrrv�plc 11J. Lab Sample Na: Moisture Content (�/O) Fines Content < Tla. 200 (CIO) Atterberg Limits Engineering Classification //LL l-) rPL (-) 3'Iy ('J SPT-12, S-8 (23.5-25°) 15C588 100.1 99.4 147 56 81 MI3 -Elastic silt Excel Geotechnical Testing, Inc. Project Name: Sutton Final Closure E. _ "Excellence in Testing., Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample 10: SPT-1.2, S-9 (25-27) Tel: (770) 910 7537 Fax: (770) 910 7538 AL I Lab Sample No: 15C589 AST-MI-K c r�.uatz, n Kfk431 SOIL INDEX PROPERTIES � s Ei��'�; n=�r� Cant, i�Ild9,n IW.0472T, oaale n . l00 90 80 ea 70 60 50 c 40 sT. 30 Z 20 A. t0 0 '� Gabbles Coale I Fine Coarse Medium Fine Sill Clay m Gravel Sand Fines U.S. Standard Sieve Sizes and Numbers l2" 3" 2.13' 13A 1rMW F4 #vp di20 N4[1 k'�Cia XI(7© ffp o 1000 100 Sieve No. Sine (min) % Finer 3" 75 100.0 50 I (10.0 1,5" 37.5 100.0 1" 25 100,0 3W 19 100.0 318" 9.5 100.0 94 4.75 98.9 910 2.00 98.8 920 0.950 98.7 40 0.425 98.4 960 0.250 98.0 #100 0.150 97.5 42DO 0.075 97.1 Specific Gravity(-)- 1 2,65 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Hydrometer Particle Diameter (min) % Finer 00248 93.8 0.0099 7T7 0.0052 67.4 0.0027 55.3 0.0012 43.7 Gravel {ye]: 1.1 Sand {°1 ]: 1.8 Fines {%): 97.1 Silt (%): 30.5 Clay {%): 66.6 Coeff. Unit (Cu): Coeff. Curv. (Cc): av 70 Ai 60 a, x 50 o 40 u 30 uc 20 10 0 ML oa C i1 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample III. Lab Sample No: Moisture Content (°lQ) Fines Content < No. 200 (%) Atterberg Limits Engineering Classification LL PL I Pl S11r-12, s 9 (25-27) 15C589 102.6 97.1 90 18 42 MII - Elastic gilt - -. • . ^••-•••••••-•- y •••_• .a^ ...� ... �........w ..a�,..a. nuwu :••,m.p....r - rlyw vaue.c� .eel 1a7NlIS. P Excel Geotech>nicel Testing, Inc. Project Name: Sutton Final Closure "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ](D: SPT-12, S-14 (46-47.5") LM Tel: (770) 910 7637 Fax: (770) 910 7538 Lab Sample No: 15C594 ASTM c 126, n.122, 854, SOIL INDEX PROPERTIES Grein Size, seer. crnN isy. Mont. Control n 1140, 62216, D 2.1,47, I1J318 Eng.. Classiricalinn, Atltrbrrp Limits Come Fine Coarse I iNedium Fine Silt Clay Cobbles M Gravel Sand Fines::d I U.S. Standard Sieve Sizes and Numbers 12" 3" 2"1.5" 15W 112318" 94 N10 920 940 #60 9100 #200 100 90 e 80 70 t]0 3 60 50 d E 40 w c 30 c� 20 t0 - 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size [ mm ) Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 1.00.0 1.5" 37.5 100.0 1"' 25 100.0 314" 19 100.0 318" 9.5 100.0 #4 4.75 100.0 #10 2.00 99.8 #20 0,850 96.2 #40 0.425 77.6 #60 0.250 38.4 9100 0.150 8.1 9200 0.075 5.3 ISpecific Gravity (- Particle Diameter I % Finer I Gravel (%): Sand (%): 94.7 Fines (%): 5.3 Silt (%): Clay (%): Coeff. Ltnif. (Cu): C°efF. Curv. (Cc): 80 70 60 "U" Line / n x 50 CH or OH o+ W Line. = 40 a, G 30 Ia. 20 CL or MI, or OH 10 - MLorOL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample 1D. Lab Sample No: Moisture Content (%) Fines Content t No. 200 (%) Atterberg Li Is Engineering Classification LL (') PL PI SPT-12, S-14 (4647.5') 15C594 23.3 5.3 .� 5 Project Name: Sutton Final Closure Excel Geotechnical Testing, Inc. "Excellence in Testing" Project No: 697 953 Forrest 'Street, Roswell, Georgia 30075 Client. Sample ID: SPT-12, S-18 (58.5-60') Tel: (770) 910 7537 Fax: (770) 910 753$ Lab Sample No: I5C599 kSTMt:116•D-4E2,. ass, SOIL INDEX PROPERTIES GrainSine,Sher.liE-.Att Wigr" Cwatrni, A 1140. D2:1 L, D ZiB7, D4318 Eng. C4assiiicalinn, .ltlCrbcrg limits U.S. Standard Sieve Sixes and Numbers, 12. 81 2" 1.51 1514" 112918" #4 # 10 #20 MO W #100 MO i. 100 I 90 - e 80 70 - 60 - 4 50 Q d 40 lz e d 30 u 20 - - 10 - 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Hydrometer 80 Particle Diameter °I Finer mm 70 "LI" Line 60 50 CH or OH — a! W tine 40 a, 30 — i 20 CL or MH oe OH 10 MI or OL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 - - Liquid Limit ( LL ) Coeff. ilnif: (Cu}: Coeff. Curv. (Cc): Specific Gravity (- }: Note(s): I, v'• 1i Coarse Tina Coarse Medium Fine Silt Clay = Cobbles Gravel Sand Fines Sieve No. Sire {mm} h Finer �•� 7s IOD.D 2" 50 IDO.fl 1.5" 37.5 1DO.D 1" 25 1DO.D 314" 19 100.0 31$" 9.5 lOD.O !�4 4.75 99.8 1:10 2.00 97.7 #20 0.$5fl 73J ;340 0.425 37.2 k60 0.25D 15.3 #lOfl O.I50 8.8 »200 0.075 6.3 Gravel (%}: 0.2 Sand (1); 93.5 Fines 5.3 Clay (%): Client Sample Lab Sample Moisture Content Fines Content C No. 2DD Atterherg Limits Engineering Classification I,I, PL PI SPT-12, S-lf3 (38.5-60') 13C]t79 18.2 6.3 Excel Geotechnical Testing, Inc. Project Name: Sutton Final Closure "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-12, S-23 (73.5-75') Tel: (770) 910 7537 Fax: (770) 910 7638 Lab Sample No: 15C604 ASTM C 136, D 422ID ass, SOIL INDEX PROPERTIES Grain Sax. Spec. Gravi[r, Mnist. Cont. D 5144, n 2216.0 246, D 4318 Eny CtM icatwn., Attrrticrg Limns Coarse Fine Coarse Medium Fine Silt Clay V Cobbles ra 100 90 80 70 oD 60 50 40 c 30 L d 20 a. 10 0 1000 100 Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 1" 25 100.0 314" 19 100.0 3f8" 9.5 100.0 #4 4.75 99.8 910 2.00 99.7 'd?U 0.850 98.5 MO 0.425 95.6 460 0.250 92.4 100 0.150 39.8 4200 0.075 17.6 Specific Gravity (-}: 2.65 Gravel Sand Fines U.S. Standard Sieve Sizes and Numbers 3" 211.5' 1914" M 3{8" #4 #10 #20 #40 #60 #100 #200 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Hydrometer Particle Diameter min % Finer 0.0347 12.3 0.0129 8.9 0.0065 6.6 0.0032 4.8 0.0014 3.6 Gravel (%): 02 Sand (/a): 82.2 Fines (%}: 17.6 Silt (%): 11.9 Clay (!a}: 5.7 Corti Unif. (Cu): Coef€. Curv. (Cc): zsu 70 fi0 "t1" Line 50 CH or pH "A" Line 4 40 30 z .. 20 CL. or yTH or OH 10 M 1, or OL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample ID. Lab Sample No: Moisture Content {n/o) Fines Content c No. 200 (°/u) Atterberg Limits Engineering Classification LL ( - ) PL (-) PI (-) SPT-12, S-23 (73.5-75') 15C604 24.0 17.6 NP NP NP SC - Clayey sand Note(s): An assumed specific gravity of 2.65 was used when analyzing the hydrometer test results. ` Engineering classification is based on the assumption that the fines are either CL or CH. �, rj Excel Geotechnicel Testing, inc. Project Name: Sutton Final Closure ri E� "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-12, S-27 (93.5-95') Tel: (770) 910 7637 Fax: (770) 910 7538 Lab Sample No: 15C60$ ASTM C:216, h 2487,13 48 h ,, SOIL INDEX, PROPERTIES Grain Of imIl G., A t?•, erx t. Cont. n LL4q, n ZZ16. 112-t87, p.13Pa Eng. Claseifcati9n, Atterhtrl" Li[nit3 Cobbles Coarse Fine Coarse Medium fine silt Clay Gravel Sand Fines 100 90 &0 70 60 50 L c 40 w a 30 v a 20 a. Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 1" 25 100.0 3/4" 19 100.0 318" 9.5 100.0 #4 4.75 100.0 # 10 2.00 99.9 #20 0.850 99.8 #40 0.425 99.6 R60 0.250 99.1 1100 0.1.50 59.7 �200 0.075 30.3 Specific Gravity (-): 2.725 U.S. Standard Sieve Sizes and Numbers 1914" 1f2718" #4 110 1111 1140 160 11110 1110 Hydrometer Particle Diameter mm n/ Finer 0.0335 14.9 0.0126 10.2 0.0063 8.9 0.0031 73 0.0013 7.1 Gravel (%): Sand (n!): 69.7 Fines (%): 30.3 Silt (%): 1? 2 Clay (la): 1 9.1 Coeff. Unif. (Cu): Coeff. Curv, (Cc): EEd ou 70 'U' Line 60 n" CH or Off k 50 <+ 'A" Line y: 40 30 R. 20 CL or ME or C7ff l0 0 ML or OL 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample ID. Lab Sample No: Moisture Content (%) Fines Content < No. 200 (%) Atterberg Limits Engineering Classification LL I ( - ) PL (-) PI ( - ) Sly]`-12, S-27 (93.5-95) 15C608 29.5 30.3 NP NP NP SC - Clayey and Note(s): brigineenog classibcarioa is based on the assumption that the Pines are either CL or UH. ' P Sieve No. Sixe {mm) °f Finer 3" 75 100.0 z" so loD.a 1.5" 37.5 100.0 I'" 25 lOD.O 314" 19 1DO.D 3I8" 9.5 1DO.D f34 4,75 100.D Excel Geoiechnieal Testing, Inc. Project Name: Sutton FinalCfosurc "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT- 13, S-12 (43.5-45') Tel: (770) 910 7537(yFiasx: 7(7�77-0�)) 9;r1+�077538 � �La�b+Sample No- 15C621 ,1ST:W C IIS, n 2a . M4, SOIL IL INDEX PROPERTIES ES Crain Site, Sim'- GrBcih•, M.rberg. Limit.mcs t. O if411, p;3ib, [13J87, D3318 Ong. Classirxatlan, A1Serherg Limns � Coarse Fine coarse 144editsm Fine Silt Clan Cobbles ei Gravel Sand Fines U.S. Standard Sieve Sizes and Numbers 12" 3" 2.1 5" 11314" 112'918- 94 #10 #20 #40 #60 9100 #200 100 90 80 70 — - 60 n 50 I9 40 30 20 - 10 — 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Hydrometer SO Particle Diameter % Finer mm 70 60 "U" Line C" K 50 CH or OH d "A" Line 40 a, 'u v, c. 20 CL or 10 NE or OL 0 Liquid Limit { LL ) C'oeff. Unif. (Cu): Specific Gravity (- ): 2.568 Coeff. Curr. (Cc): 'Note(s): V,IK %N 30 0 10 20 30 40 50 60 70 80 90 100 110 120 MH or OH Gravel { % ): Sand {%): 9S Client Sample Lab Sample Moisture Content Fines Content { No, 200 Atterberg Limits Engineering Classification LL PL PI SFT-13, 5-12 (43.5�5') 15Cb21 24.1 4.$ rE 7 Excel Geotechnical Testing, inc. Project Name: Sutton Final Closure "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample Ill: SPT-13 S-17 (52-54) Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No- 15C626 ASTW] C 436, A42P, A t;ci, SOIL INDEX PROPERTIES Grain Sb, sue. G nky, NU't.i o D 114% D 2214 D 2-M, D 4318 EtT,Ci M cation, . In Cobbles COarse Fine C(7. MBdi. Fine Silt Clay Gravel Sand Fines U.SY.Iwdlard Sieve Sizes and Numbers iAin I W #100- ff lifILfEl,ilimilIII MElrrrlt it a r• rrrlEOr< r•rl r �rr� 70 rn 60 50 40 LT. e 30 u a`+ 20 GL 0 A 'M i INHH" 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size (nim ) SieveNo. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 V 25 100.0 3/4" 19 100.0 31" 9.5 100.0 94 4,75 100.0 # 10 2.00 100.0 #20 0.850 100.0 940 0.425 99.6 #60 0.250 98.9 H 100 0.150 97.6 4200 1 0.075 93.0 Specific Gravity (-)-. 2.701 Hydrometer Particle Diameter % Finer 0.0276 79.1 0.0108 64.7 0.0055 58.4 0.0028 50.4 0.0012 40.0 Gravel Sand (%)-. 7.0 Fines{%}: 113.0 Silt (%): 36.0 clay (! ): 57.0 Coeff. Unif. (Cu): Coeff. Carv. (Cc): av 70 60 f f ca 50 CH or ON ,. qJ t^1. 40 t~ 'u 30 d 20 Cd or MH or OH t0 0 ML or OL 0 10 20 30 40 50 60 70 80 90 100 110 120 1..ignid Limit (LE.) Client Sample Lab Sample Moisture Content Fines Content r No. 200 Atterberg Limits Engineering Classification LL Pi P1 SPT-13 S-17 (52-S J 15C626 93.0 50 24 26 CH - Fat clay { 1� Excel Geotechnical Testing, inc. Protect Name: Sutton Final Closure rlEmq "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID; SPT-13, S-20 (58.5-60') Tel: (770) 910 7537 Fax: (770) 91 O 7538 Loh Sample Na: 15C630 D II^D 26 D W7, 4 18 SOIL INDEX PROPERTIES Crain Alterberg Limits "tl Coarse Fine Coarse I Medium Fine Sill Clay m Cobbles - Gravet Sand 1 roes U.S. Standard Sieve Sizes and Numbers I 12" 3" 2"1.5" 1114" U2118" 04 410 420 #40 #60 #100 9200 100 90 e 80 70 nn 60 a 50 40 w 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.51, 37.5 100.0 I" 25 100.0 3/4" 19 100.0 3/8" 9.5 100.0 #4 4.75 100.0 #10 2.00 98.0 #20 0.850 91.4 #40 0.425 71.6 460 0.250 30.6 #100 0.130 6.1 #200 1 0.075 4.3 Specific Gravity (-): 2.65 Hydrometer Particle Diameter mm % Finer 0.0365 2.9 0.0134 1.6 0.0067 1. l 0.0033 0.5 0.0014 0.3 Gravel (%): Sand { / ]: 95.7 Fines {%): 4.3 Silt (%): 3.3 Clay (%): 1.0 Caeff. Emit. (Cu): 2.1 Coeff. Curv. (Cc): 0.9 su 70 'U' Line 60 50 CH or OH "A' Line .� 40 i; 'u 30 n. 20 CL or pJ 841fi or OH l0 A or OL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample TD. Lab Sample No: Moisture Content (%u) Fines Content < No. 200 (%m) Atterberg Limits Engineering Classif ic:ation Ll, (-) PL (-) PI {-} SPT-13, S-20 (58.5-60) 15C630 26.6 4.3 NP NP NP SP - Poorly graded sand Note(s): An assumed specific gravity of 2.65 was used when analyzing the hydrometer test results. �1\4 'l ',, Excel Geotechnical Testing, inc. Project Name: Sutton Final Closure f L�l "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-13, S-24 (78.5-80') Tel: (770� 910 7537 Fax: (770) 910 7538 Lab Sample No: 15C634 ASTM1140, c "`,D 2443 , 431 SOIL INDEX PROPERTIES �n,5�siptiaa, llt rberg. units t, n 11an, D2216, 0 ].f$7, DtilB E: a„ 4lasiGtstiaa, AICer6crg Limits M Cobbles Coarse Fine Coarse Medium Fine Silt Clay Gravel Sand I Fines E MORMONS limm�ll MM I I owl 70 60 x, 50 R 40 d 30 v 20 to 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Sire (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 V. 25 100.0 3/4" 19 100.0 3/8" 9.5 100.0 #4 4.75 99.9 #10 2.00 99.8 #20 0.850 99.8 t140 0,425 99.7 60 0,250 989 I100 0,150 373 ,200 0.075 14.3 ISpecific Gravity (- }: nyuronieler Particle Diameter I % Finer Gravel (%): 0.1 Sand [%); 85.6 Fines (°f ]: 14.3 Silt (%): Clay Coeff. Unit. (Cu): Coeifi. Curv. (Cc): au 70 60 " P Line CH a OH 5a "A" Line .°- 40 a, 30 m ii 20 CL or t+II3 nr OH I0 ML or OL a 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample 1D. Lab Sample No: Moisture Content [°fa) Fines Content < Na. 200 M Atterberg Limits Engineering Classification LL (-) FL (-) PI (-) SPT-13, S-24 (78.5-80') 15C634 25.5 143 NI) Nil Nil SC - Clayey sand l ldute(s): Engineering classification is based on the assumption that the fines are either CL or CH. Excel Geotechnical Testing, inc. Project Name: Sutton Final Closure "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-14, S-9 (28.5-30') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 15C644 ASTM1140. 0 216, D 249 . 431 SOIL INDEX PROPERTIES Gnin 5"ns, Seer. Gravity, Moist. Coats D 11J1}, nZ21Yi, (! 2s8T, DJ318 Eng. Classi0oation, Atlerbte'g Lamits U.S. Standard Sieve Sizes and Numbers 3" 2" I.1' 1'314" 112 318" #4 110 #20 k40 #G0 #100 #2100 too 90 S0 — l - — 70 - - - - oD 3 60 o g 40 S0 - - - 30 97 D 20 10 0 1000 100 10 1 0.1 0.01 0.001 0.�0001 Grain Sipe ( mm ) Hydrometer gD Particle Diameter % Finer (min)70 "U" Line 60p" CH or OH so N "A tAne y 40 _T V MH or OH 3.0 hSL oar OL 0 4 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit( LL ) Coen. Unif, {Cu): Specific Gravity (- }: Coeff. Curv. (Cc): Note[s): e N5 V k�1 30 20 CL or � Cobbles Coarse Fine Coarse Medium Fine Silt Clay Gravel Sand Fines Sieve No, Sine {mm} %Finer 3" 75 100.0 2"' SD 100.4 I.5" 37,5 iDD.6 I" a5 1Do.a 3+'4'" 19 1 oD.o sis° 9.s 1Da.o �4 4.75 1 sa.0 Gravel Sand (%}: �t5.0 Fines [°t ]: S.D Silt (%): Clay (°a }: Client Sample Client Sample Lab Sample Moisture Content Fines Content � No.200 Atierherg Limits Engineering Classification LL PL F1 SPT-ld, S-9 {28.5-30'} 15C644 23.1 7.(1 Excel Geotechnical Testing, Inc. Project Name: Sutton Final Closure IL "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample M SPT-14, S-12 (43.5-45') Tel: (770) 910 7537 Fax (770) 910 7538 Lab Sample No: 15C647 ASTM1140, C176,D 148 ,D3I SOIL INDEX PROPERTIES GeEnain Eng. 1fic-tion, Att rbcrg imilest, o I Ian, trxxI6.1S zaav, n-sals Enfi. Classkriea[inn, Attcrbcrg Limits C parse Fine Coarse I Medium Fine Silo I Clay Cobbles - M Gavel sand Fines U.S. Standard Sieve Sizes and Numbers 12„ 3" Y1..S" 1-314" 112-318" #4 #110 '20 #40 AT k1o4 4200 100 90 80 70 60 50 e 40 eu 30 20 10 0 1000 100 Sieve Net. Size (mm) % Finer 3.1 75 100.0 2" 50 100.0 1,5" 37.5 100.0 1" 25 100.0 314" 19 100.0 3f8" 9.5 100.0 #4 4,75 99.6 # 10 2.00 94.5 920 0.950 71.9 #40 0.425 43.6 #60 0.250 17.0 #100 0.150 4.9 #200 0.075 3.0 Specific Gravity( ): 10 1 0.1 Grain Size ( mm ) Hydrometer Particle Diameter I % Finer Gravel (l): 0.4 Sand ("t): 96.6 Fines (%): 3.0 Silt (%): Clay (%): Coeff Unif. (Cu): Coeff. Curv. (Cc): - su 70 60 o.. x 50 v L .�. 40 T 30 a, 20 l0 0 0.01 0.001 0.0001 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit( LL ) Client Sample Lab Sample Moisture Content Fines Content < No. 200 Atterberg Limits Fngineering Classification LL PL P1 SPr-14, 5-12 (43.545) 15C647 18.9 3.0 Excel Gevtechnical Testing, inc. Project Name: Sutton Final Closure "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID; 5PT-14, S-15 (51-52.5') si Tel: (770) 910 7637 Fax: (770) 910 7538 Lab Sample No; 15C650 a140, C216.a 248,,D43 SOIL INDEX PROPERTIES � C�f'c`1, n, AtterbM Limvt% D ST U I M, A 2.187, Ud318 ` ACobbles Coarse Fine Coarse laledium Fine Sill Clay Gravel Sand Fines U.S. Standard Sieve Sizes and Munbers 12" P 2"1..5" 1514' 112'318- 94 #10 #20 940 460 #100 4200 80 70 60 50 40 E. 30 20 M, "Iffirl !, Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 151, 37.5 100.0 11" 25 100.0 314" 19 100.0 3/8" 9.5 100.0 #4 4.75 10o.0 #10 2.00 100.0 #20 0,850 99.9 #40 0.425 1 993 #60 0,250 99.5 1100 0.150 99.0 200 0.075 95A 10 1 0.1 Grain Size ( mm ) Hydrometer Particle Diameter mm % Finer 0.0278 70.1 0.0113 48.9 0.0059 39,9 0.0029 33.9 0.0013 283 Gravel (% ): Sand (%): 4.6 Fines {°! ); 95ASilt (% ): 57.3 70 60 50 x ^c 40 'u 30 20 10 0 0.01 0.001 0.0001 38,1 D i0 20 30 40 50 60 70 80 90 100 110 120 L' M I F I Coeff, Unif. (Cu): Specific Gravity(-)- 1 2.65 1 ICoeff. Curv. (Cc): I l Client Lab Moisture Fines Content Atterberg Limits Sample Sample Content e No. 200 LI, PL PI ID. No: M (°/a} (-) (-) I (-) SPT-14, S-15 (51-52.5") 15C650 40.6 95A 54 24 7 N©te(s): An assumed specific gravity of 2.65 was used when anaiyzing the hydrometer test results 1qu1 rH1 ( ) Engineering Classification CH - Fat clay Excel Geotechnical Testing, inc. Project Name: Sutton Final Closure "Excellence in Testing" Project No: 697 MW 953 Forrest Street„ Roswell, Georgia 30075 Client Sample ID, SP`1'-14, S-19 (63.5-65') Lilllllllllln- Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 15C654 ASTM C 136, D 322, D ssi. SOIL INDEX PROPERTIEScram 5;"• sue. emvlt},:Nuls1. cowl, D IM. D2216, D M7, Di318 Enp, Cimifica[ion, Amrbrrp, Limils m Coarse Fine Gabbles Gmvel Coarse I Medium Fiue Silt I Clay Sand Fines mini so 1111MI1111I HIM 111 IIINEIIIIIII��I� 00�I NEI 11111111 ji I Sieve No. Sire (mm) % Finer 3" 75 100.0 _ 50 100.0 1.5" 37.5 100.0 V 25 100.0 314" 19 100.0 318" 9.5 100-0 #4 4.75 99-8 #10 2,00 98-5 20 0.850 1 78-3 940 0,425 24.1 460 0.250 10.9 #100 0,150 6.8 #200 0.075 4.7 II Specific Gravity ( 7): if yd rometer Particle Diameter I °! Finer Gravel (%): 0.2 Sand {%}: 95-1 Fines (°/ }: 4-7 Silt (%): Clay {%): Coeff. tinif. (Cu): Coed. C'urv. (Cc): su 70 60 V. . Line p' so CH or011 -A" Lim 40 Z m 30 -- a. 20 CL or ME or OH 10 - ML ar 0L 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample Lab Sample Moisture Content Fines Content < No. 200 Atterberg Limits Engineering Classification LL PL PI SPT-14, S-19 (63.5-65) 15C654 19.6 4.7 Note(s); rN V rj3 1 Excel Geotechnica! Testing, inc. Project Name: Sutton Final Closure IL "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: SPT-14, S-23 (83.5-85') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample Not 15C658 ASTIA C 1X D ice, D &K(j� INDEX PROPERTIES Crain Sim, SW, Gravity, Moist. Cowmt, D 1140, DW 16. D 2Jtt7, B4318 Eng. (Ussif"ti°n, Atterherg Limits U.S. Standard Sieve Sizes and Numbers r #40 960 #100rr I�illll���BE I�� en 70 3 60 50 L 61 40 v 30 20 e 10 1000 100 10 1 0.1 0.01 0.001 0..0001 Grain Size ( mm ) Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37-5 100.0 1" 25 100.0 3i4" 19 100.0 318" 9.5 100.0 94 4,75 100.0 # 1 o 2.00 100.0 20 0,850 99.6 #40 0.425 98.1 #60 0.250 96.0 # 100 o.150 51.9 #200 0.075 20.2 ISpecific Gravity (- Particle Diameter I % Finer I Gravel {%}: Sand (%j: 79.8 Fines (%}: 2 0. 2 Silt (%): Clay { % ): Coet'f. Unit (Cu): Coeff Curv. (Cc): av 70 60 "U" Line _ so CH or all d .A" L;>ze —� 40 �w 30 as a. 20 OL mr ytt-I or OH ML or OL. 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit( LL ) Client Sample 11). Lab Sample No: Moisture Content (%) Fines Content ¢ No. 200 M Atterberg Limits Engineering Classification LL (-) PL (-) PI [-) SPT-14, S-23 (83.5-851 15C658 24.3 20.2 NP NP NP SC - Calyey sand Note(s): t� Engineering classification is based on the assumption that the fines are chief Ci, or CA. Excel Geotechnical Testing, inc. Project Name: Sutton Final Closure mdll� "Excellence in Testing" Project No: 697 963 Forrest Street, Roswell, Georgia 30076 Client Sample ID: PT-2, S-7 (33.5-35') Tel: (770) 910 7537 Fax: (770) 910 7638 Lab Sample No: 15C485 AI-W, C2M6. 1724 , D.43, SOIL INDEX PROPERTIES Enp Gratlertm'" `ul, UnTa,1, 136. D 2TS 7, nT5,.a link. ca Cm%iterberk Li nn �e Fine Coarse Medium Fine Silt Clay m Cobbles Gravel Sand Fines n11111�f�1111�'��I!I 111��[IIIIII� �IIIII��lIII - ■Ill somm�ilikilmm= IRE 70 4' 60 a 50 40 30 bo 9 20 Sieve \u. Siie (mm) / Finer 3" 75 100.0 2" so 100.0 1.51. 37.5 100.0 1" 25 100.0 314" 19 100.0 318" 9.5 100.0 #4 4.75 100.0 # 10 2.00 99.2 120 0.850 86.8 #40 0.425 58.0 .60 0.250 24.3 1100 1 0.150 12.4 { 2001 0.075 Specific Gravity Hydrometer Particle Diameter mm % Finer 0.0367 2.2 0.0135 1.2 0.0068 0.5 0.0033 02 0.0014 0.5 Gravel (%): Sand (%}: 942 Fines (% }: 5.8 Silt (%): 5.6 Clay Coeff. Unit. (Cu): Coeff. Curv. (Ce): so 70 60 a, �s $0 r 40 m 30 a 20 to 0 "U" Line CH or ON " A" Line CL or MH or OH Mir Cr 0t 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample Lab Sample Moisture Content Fines Content < No. 200 Atter'berg Limits Engineering Classification LL PL PI PT-2, 5-7 (33.5-35) 15C485 18.0 5.8 lvate(s): An assumed speclne gravity of 1.w was used when anaiyztng the hydrometer test results. Engineering classification is based on the assmnption that the Imes are either ML or M13. Excel Geotechnical Testing, inn. Project Name: SutronFinal Closure (Lm�l "Excellence in Testing" Project No: 697 963 Forrest Street, Roswell, Georgia 30076 Client Sample ➢D: PT-3, S-12 (5➢-52.5') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 15C49$ ASTi M1r C 136, D 472, D 8S4, SAIL INDEX PROPERTIES Grain Sim, Spas. C.ra'iq �t4;n. ccrt, 1] 1140. D 2216, D W7, D 4318 Fng. cia. .X .Oft, Atlenc�M Limits p 80 70 60 50 L 0 40 I� as 30 V 20 C4 Cobbles Coarse Fine Coarse I Medium Fine Silt Clay :::] I Gravel Sand Fines t r+r t -tt +�f I�1�,■1�f������I���1, ������'�������1�111Vt��E�l����,�lf�����■ I II II Sieve No. Size (mm) % Finer 3" 75 100,0 2" 50 100-0 15" 37.5 100.0 1" 25 1 100.0 3/4" 19 100.0 3.18" 9.5 1.00.0 ff4 4.75 100-0 ii 10 2,00 98.8 #20 0.950 77.7 #40 0-425 26.8 060 0-250 9.9 m 100 0-150 7.2 m200 0.075 6.7 Specific Gravity (-): 2.65 Hydrometer Particle Diameter min %Finer 0-0367 4.7 0.0135 2.6 0.0068 0.4 0.0033 0,4 0,0014 0.4 Gravel (%). Sand (%): 93.3 Fines 6.7 silt (%): 6.3 Clay {%): 0.4 Coeff.l)nif. {Cu): Coeff. Curv. (Ce): o.� 70 "U" Line 60 50 CH m OH v W Line 40 30 -- W 20 CL or MH or OH 10 =Z-0 AIL or OL 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit (LL ) Client Sample TD. Lab Sample No: Moisture Content (%) Fines Content c No. 200 (%) Atterberg Limits Engineering Classification LL (-) PL ( - ) PI ( - ) PT-3, S-12 (51-52-5') 15C498 18.6 6.7 i' M(S): An aSSwned specme gravity of 2.0] was used when analyzing the hydrometer test reswts, Engineering classification is based on the asslnnpoon that the fines are either ML or MI-i. Excel Ge©technical Testing, Inc. Project Name: ' Sutton Final Closure "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample il): PT-3, S-17 (68.5-70") Tel: (770) 910 7637 Fax: (770) 910 7538 Lab Sample No: 15C503 ASTM C 136. D 421- ° '` SAIL INDEX PROPERTIES Grain Stu, 5 w Gravity. MoisL Cant, D 11�1n, D 2FI4, D 2487, D 4318 Cng, Classi(it on, Attubeg Limits Cobbles Coarse Tine Coanc I Medium Fine Silt Clay m Gravel Sand Fines 1 Standard1 #40 #W #100 #200 MINE111111011111amou Ell A Ell - 1-1 1111 r-. e 80 v 70 60 50 C 40 fs� d 30 d 20 a 10 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 1" 25 100.0 314" 19 100.0 3f8" 9.5 104.0 #4 4.75 99.7 # 10 2.00 99.6 #20 0.850 99.3 #40 0,425 97.4 #60 0.250 94.8 .100 0.150 31.1 #200 0.075 11.8 Specific Gravity Hydrometer Particle Diameter mm %,Winer 0.0357 6.6 0.0131 5.7 0.0066 4.9 0,0032 4.4 0.0013 4.4 Gravel (%): 0.3 Sand (%): 87.9 Fines (%): 11.8 Silt [ %}: 7. I Clay (%): 4.7 Coeff. Un& (Cu): Coeff. Curv. (Cc): A0 70 60 50 x 40 30 a0 "U' Line CH or OH "A" Line mn4 or OH 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample Lab Sample Moisture Content Fines Content < No. 2+00 Atterberg Limits Engineering Classification LL PL Pi PT-3, S-i 7 (68.5-70') 15C503 29.9 11.8 n.�ict�J. - ns -w ay ,Aiu Kiavuy of E.ou was u5" Wnerl analyzmg me nyarome[er Teti[ results. 1 Engineering classification is Rased on the assumption that the tines are either ML or MH. A l5 V �), Excel Geoteehnical Testing, inc. Project Name: Sutton Final Closure (KI "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample Ill: LO-SPT-1, S-3 (4-6') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 15C506 AT0. `"6, D 24 n'�' SOIL INDEX PROPERTIES �"i" $C• 5�. G";t,-.Mc. Uo„ U n n+o, ozats, n , twos e"r. cr�,ireaEinn etre.acrR C+mie, Coarse Fine co se rMcdi.. Fine Silt Clay Gabbles Gavel Sid Fines Standard and Numbers 0, 00 [[[[ ago I i CNN 4 80 70 3 60 50 d 'r 40 30 u 96 20 10 -- , I I I I I - 0 - 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 L5" 37.5 100.0 1" 25 100.0 3I4" 19 100.0 319" 9.5 99.2 #4 4.75 98-6 #10 12.00 97.4 #20 0.850 93.9 #40 0.425 78.6 #60 0.250 55.5 # 100 0.150 47.5 200 0.075 42.7 Specific Gravity (- ): 2.418 Particle Diameter I % Finer Gravel (%): 1.4 Sand (%): 55.9 Fines (%): 42.7 Silt (%): Clay (%): Coeff. Unif. (Cu): Leff. Curv. (Cc): 80 70 60ZMH 5040 30 20 to 0 MI. or QL 0 10 20 30 40 50 50 70 80 90 100 I10 120 Liquid Limit ( LL ) Client Sample ID. Lab Sample No: Moisture Content (%) Fines Content < No. 200 (%) Atterberg Limits Engineering Classification LL PL PI LO-SPT-1, S-3 (4-6) 15C506 24.1 42.7 Excel Geotechnical Testing, inc, Project Name: Sutton Final Closure IL "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample I& LO-SPT-1, S-9 (28.5-30') Tel: (770) 910 7637 Fax: (770) 910 7538 Lab Sample No: 15C512 ASTM C 136.0 422, n 854, Gran S've. Spec. Gmity, Moist.. Conicnt, p 1140, D2216, n 2487, rw18 SOIL INDEX PROPERTIES Eng, CttusifimW., Amer ,N Limits Cobbles Coarse Fine Coarse Medium Fine Silt Clay Gravel Sand Fines U.S. Standard Sieve Sizes and Plumbers 5" 1'314" ➢I2913" #4 £Ile #20 040 960 .I OO 9200 i r �i�ii� ■ ►11,1 iiiiii�i■�iii1iiiii III ME I llloollillimmill Sieve No. Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1,5" 37.5 I00.0 1„ 25 100.0 314" 19 100.0 3/8" 9.5 100.0 94 4,75 99,8 #10 2,00 98.0 #20 0.850 89.i #40 0.425 50.6 #60 0.250 14.7 #100 0.150 5.2 #200 0.075 3.1 Specific Gravity ( - ): 2.693 Particle Diameter I % Finer I Gravel (%): 0.2 Sand (%): 96.7 Fines (%): 3.1 Silt (%): Clay (%): Caeff. Unit (Cu): Coeff. Curv. (Ce): ou 70 60 50 M 40 .0 30 w 20 10 0 0.0001 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit( LL ) Client Sample Lab Sample Moisture Content Fines Content e No. 200 Atterberg Limits Engineering Classification LL PL PI LO-SPI-1,S-9(28.5-30') 15C512 21.8 3.1 r4ole{s1: � , Excel Geotechnical Testing, Inc. Project Name- Sutton Final Closure ",Excellence In Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID. LO-SPT-2, S-3 (6-7.5') Tel: (770) 910 7537 Fax: (770) 910 753$ Lab Sample No: 15C522 1140t C 19d, D 42Z, D 431 SOIL INDEX PROPERTIES Grain Sire, sue.lion, A �. &ag Limits 1, D P I14, D22Yd, D 2.187, D+31B Eng, Ciassiricalian, AUeri]Mp Limits U.S. Standard Sieve Sizes and Numbers 12" 3' 2"1.5" 1'414" 1121/9" 04 Y10 920 140 #G0 #100 9200 100 -- 90 $0 — - - a� .� 70 - 60 50 S 40 LT. 30 20 10 0 - 1000 100 10 1 0.1 0.01 0.001 0. 00 01 Grain Size ( mm. ) Hydrometer 10 Particle Diameter °1 Finer mm �n "41" Line Ga 0. 50 CH or off k ti "A" Line 40 , Z 30 G a 2© CL or 1ufH or OH 10 ML ar t5L 0 0 10 20 30 40 50 60 70 SO 90 100 110 120 Liquid Limit (LL ) Coeff. Uni% (Cu): Specific Gravity (- }: Coeff. Cure. (Cc): Note{s}: r� n J5� 9 Coarse Fine Coerce Medium Fine Silt Clay yy,{{��1 Ca44/1C$ m° Gravel Sand Fines Sieve No, 5ixe (mm) °t Finer 3" 75 100.a 2" 50 100.Q 1.5" 37,5 100,0 I• 2s loo.a 3:`;" 19 100.0 .a:'s° �.s IaQ.Q R4 4.75 49.2 �10 2.QU 97.$ �2Q D.$5a 93.3 �4D a.425 71.5 i<6a o.25Q 4fl.9 #lOQ 0.150 31.0 r2oa o.©as a7.o Grave! (%}: Q:$ Sand {�}: 72.2 Fines (%}: 27.a Silt (%}: Clay (ia}: Client Sample Lab Sample Moisture Content Fines Content e Na. 200 Atterberg. Limits Engineering Classification LL PL PI Lo-SPT-?, 5-3 {6-7.5'} 15C522 24.5 27.0 Excel Geotechnical Testing, Inc, Project Name: SllttonFinal Closure "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample 1D: L0-SPT-2, S-6 (18.5-20') Ln Tel: (770) 910 7637 Fax: (770) 910 7538 Lab Sample No: 15C525 ASTM1140, C 216, b U n ram. SOIL INDEX PROPERTIES Car81g . Ck ificSFWlion, ity.At1 Maittrbcrz. CwteLlmiunr. D 1130, 023ib, 11 I-]67, 17731N �. Eng. C4asbiricaliva, Ancr6crg 1-imets 9 c7 Cobbles Coarse Fine Coarse Wdium Fine Silt Clay Gravel Sand Fines 100 90 80 70 60 50 L r 40 LT. >✓ 30 CJ 20 10 0 1000 100 Sieve No, Size (mm) % Finer 3" 75 100.0 2" 50 100.0 1.5" 37.5 100.0 1" 25 100.0 314" 19 100.0 318" 9.5 100.0 #4 4.75 100.0 #10 2.00 100.0 #20 0.850 93.0 #40 0.425 50.4 #60 0,250 10.0 # 100 0.150 2.9 #200 1 0.075 2.0 Specific Gravity (- ). U.S. Standard Sieve Sizes and Numbers I", " 1.5" 1514" IM11" fi& 110 "1" 440 1161 11100 #200 10 1 0.1 Grain Size ( mm ) Hydrometer Partiele Diameter I % Finer Gravel (%): Sand (°l°): 98.0 Fines (%): 2.0 Silt (%): Clay (%): Coeff. Unit (Cu): Coeff. Curv. (Cc). su 70 60 w d ve 50 a 40 V 30 n. 20 10 A 0.01 0.001 0.0001 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Client Sample Lab Sample Moisture Content Fines Content c No. 200 Atterberg Limits Engineering Classification LL PL P1 I O-SPT-2, S-6 (18.5-20') 15C525 22.6 1 2,0 Note(s): i1 lh �� Excel Gevtechnical Testing, inc. Project Name: Sutton Final Closure "Excellence in Westing" Project No: 697 963 Forrest Street, Roswell, Georgia 30075 Client Sample ID: LO-SPT-3, S-2 (3.5-5') Tel: (770) 910 7537 Fax: (770) 910 7639 Lab Sample No: 15C533 ASTM`1*D4=D `` SOIL INDEX PROPERTIES iGmin5�,$p"-C.m'ilv', 1Hnisl.Cmltn[, D IM. D22M D M17, W18 Eng, Clmifiealio-n, Anerbug Limits U.S. Standard Sieve Sizes and Numbers 12" 3" 2.1..5" 1"314.112"31$" 94 gio #20 #40 #60 #100 #200 100 90 - �. 80 70 - ew 60 - -' 50 - - s. a 40- --H1 I 30 — u 20 10 - 0 1000 100 10 I 0.1 0.01 0.001 0.0001 Grain Size { mm ) Hydrometer RO Particle Diameter % Finer rnm 70 60 eME a 50 = a 40 U 30 m 20 ID ML or 0L 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit (LL ) Coed UDif. (Cu): Specific Gravity Coe[f. C.,. (Cc): SieveNo. Coarse Fine -- Coarse Medium Fine Silt Clay � Cobbles m firar�el gad Fines Size {mm} %finer 3"' 7§ IDO.D 2" 50 1Q00 3.5" 37.5 100.4 1" 25 lOD.O 3f4" 14 I DD.O 318" 9.§ IDD.fl '#4 4.75 99.7 #l4 2.00 94.1 #20 0.85D 96.4 #4D 0.425 $ l.b #fiD D.25D 602 #104 D.150 53.§ #200 0.475 5D.1 Gravel D.3 Sand (°la}; 49.6 Fines (°l ]: 50. I Silt (%): C1sy (�): CIient Sample Loh Sample Moisture Content Fines Content a IVa. 200 Atterberg Limits Engineering Classification LL 'PL PI LC)-SPT-3, 5-2 (3.5-5') 15C:533 24.7 50.1 Excel Geatechnical Testing, talc. Project Name: Sutton Final Closure "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: LO-SPT-3, S-5 (13.5-15') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 15C537 1140, Ct36,P 248 u 431 SOIL INDEX PROPERTIES Crain sCl•s�cry,An h1°ial. imiteni, D i140. D:2I6,n ZJ87, G3318 Cng, Clays�calian, AiYeAleYg Limas Coarse Fine C—a Medium Fine Silt Clay Cobbles a Csravel Sand Fines U.S. Standard Sieve Sizes and Numbers 12 3" 2"I.5" 1'314' 112'318" #4 k10 #20 #40 #60 #100 #200 100 90 0 80 Z 70 a>, 60 50 5 40 w 30 2a 10 0 1000 100 la Sieve Ntt. Size (mm) % Finer Y 75 100.0 2" 50 100.0 1.51, 37.5 100.0 1" 25 100.0 314" 19 100.0 318" 9.5 100.0 #4 4.75 100,0 #10 2.00 100.0 #20 0.850 97.5 940 0.425 77.9 #60 0.250 22.7 #100 0.150 5,6 #200 0.075 3.2 Specific Gravity (- ): 1 0.1 0.01 0.001 0.0001 Grain Size ( mm ) nyurumerer Particle Diameter I % Finer Gravel (°%): Sand {%): 96.8 Fines {°f°): 32 Silt (%): Clay Coeff. Unif. (Cu): Coeff: Curv. (Cc): 80 70 60 50 x S 40 V 30 o. 20 10 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit( LL ) Client Sample Lab Sample Moisture Content Fines Content r No. 200 Atterberg Limits Engineering Classification LL PL PI LO-SPT-3, S-5 (13.5-15') 15C537 23.2 3.2 Note(s): A Excel Geotechnical Testing, inc. Project Name: Sutton Final Closure "Excellence in Testing" Project No. 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID: LO-Spy'-4, S-2 (3.5-5') Tel: (770) 910 7537 Fax: (770) 910 75313 Lab Sample No: 15C546 IT^C136,a421- 20, 431 SOIL INDEX PROPERTIES inn.Clasly.c—,Ait tocr,.r ift 0 1 Wu, PEtit6, p �iR7, [I.i318 Eng. C7asirecati°n, At4erbsrg Limos Ion U.S. StaridardSieve Sizes andNumbers 100 90 Milli 80 'milli 11 111 lion NEI .i 70 60 .0 50 40 30 ri 20 111111 BEIIIIII 111 mill iiiiali I 10 NEIII I Eli IN I me D 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size (mm ) Sieve No. Size {mm} % Finer Hydrometer 80 Particle Diameter % Finer 3" 75 100 mm 70 60 "U. Line a, CH or OH x b 'A' Line i4 .v 30 c 20 CL or Mli or OH 14 4IL or OL 4 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit (LL ) Coeff. Unit. {Cu): Specific Gravity (- ): Caeff Curs. {Cc): 11ote(s]. f1 �r?� Gravel l.4 Client Lab Moisture Fines Content rittcrberg Limits .Engineering Classification Sample Sample Content < No. 200 LL pL pl L(]-5PT-4, S-a (3-5-5') ] SC546 27.1 27.8 Project Name: Sutton Final Closure Excel Geatechnical Testing' Inc. "Excellence in Testing" Project 61 No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample M LO-SPT-4, S-7 (23.5-25') Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No: 15C551 ASTM `' 135, 0 tz:, A nC ���," eg inlA SOIL INDEX PROPERTIES Eg, r us 1140. A2216, A 287, A14.318 Coarse Fine C- I Medium Pine Silt Clay M" Cobbles C',ravel Sand Fiacs U.S. Standard Sieve Sizes and Numbers I �^ Y V 1.5- 1514" 1123/S" 94 910 120 "0 11W #100 4200 100 90 - J- e 80 70 - - - Ap 3 60 - — - L V Z 40 'r - 30 20 c 10 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size { mm ) Sieve No. Hydrometer so Size (mm} % Particle Diameter % Finer mm 70 "U" Line 50 CH cu OH - -- - ac a "A" Line 40 u a 20 CI. or RTH or OH 10 Nn or OL a 0 10 20 30 40 50 60 70 St} 90 100110120 Liquid Limit ( LL } Coe f£ Uni£ (Cu): Specific Gravity(-)-. Coeff. Curv. (Cc):F1 ` Finer 3" 75 laa.a 2"' SO 1ao.Q 1.5^ 37.5 100.0 Gravel [%]: Sand [%): 47."? Fines ?.8 S11Y Clay (%}: Client Lab Sample Moisture. Content Fines Content < Nv. 200 Atterberg Limits Engineering Classification LL PL PI Lt?-SPT4, 5-7 (23.5-25') 15[;551 22,4 2,$ Excel Geotechnical Testing, Inc. Project Name: Sutton Final Closure "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample ID, LO-SPT-5, S-7 (23.5-25') Tel: (770) 910 7637 Fax. (770) 910 7538 Lab Sample No: 15C563 ASTM C 216, n 2487,D 43I SOIL INDEX PROPERTIES C Cog, 0 m�Yraia Size, ficufon, Aieerberg Limilsnt. D t1J0, D2256. D 2687. D�i3i6 Finer U.S. Standard Sieve Sues and Numbers 12" 2"1.5" 1'314' MIA' #4 #10 #20 #44 460 9100 *i2n0 I 100 90 80 70 0 _ s_ _...... _. _ oD 3 60 ' — 50 40 30 20 e -- v L Q. 10 0 1000 100 10 1 0.1 0.01 0.001 0. 0001 Grain Size { mm ) Hydrometer 80 Particle Diameter °J mm 70 60 "t!" Line �a X v A" L ne 40 30 o. 20 CL or 10 Ali ar OL a 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Carff: Unit: (Cu): Specific Gravity (- }: 2.b97 Cueff. Curv. (Cc): / SieveNo. Size (mm) % 5Q CH or ax MH or OH NDte(s): C..Fine Coarse Medium Fine Silt Clay Cobbles. c Gravel Sand Fines Finer 3" 75 100.0 i" 5a IOO.D 1.5" 37.5 IflQ.O t" 25 IQQ.a Grave! (%): Sand(%]: tJ[,3 Fines (%): R.7 Sift Clay (! ): Client Client Lab Sample Moisture Content Fines Content < No. 200 Atterberg Limits Engineering ClassificationSarm�ple /LL (I'L} JPI Lo-s>rr-s, S-7 (23.5-25') 15C563 25.3 8,7 Excel Geotechnical Testing, inc. Project Name: Sutton Final Closure "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Client Sample Wi LO-SPT-6, S-5 (13.5-15') 60 Tel: (770) 910 7537 Fax: (770) 910 7538 Lab Sample No- 15C573 ASTM 2t16,Dd1=,oD.t, SOIL INDEX PROPERTIES �rsinSm. Sfka4 n, turber,. C,mErm. I11S40. D2216, U 2.ti7, ni318 Eng. Clauirxatiun, Attcrbrrg Li U.S. Standard Sieve Sizes and Plumbers 12- Y 2" 11.1' t'314" 1123I8" #h 110 #20 #IT It60 #100. #200 100 90 D se 70 60 50 L 61 5 40 - w 30 - U Q 20 10 0 1000 100 10 1 0.1 0.01 0.001 0.0001 Grain Size (mm ) Hydrometer 80 Particle Diameter /, Finer m m 70 60 "U" Line �: >t sa CH � fltt ^•' "A" Line O 44 V 4 3U2-— — FL 20 FAH or (]EI 10 L br 6JL 0 0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit ( LL ) Coeff. Emil (Cu): Specific Gravity (- }: .E Curv. (Ce):ID. No: M M Note(s): a e1 Coarse Fine coarse iWtedium Fine Silt Clay Gabbles - e� Gravel Sand Fines Sieve No. Sixe (mm} %Piper 3" is IDD.D 2" 5D 1D4.4 1.5" 37.5 1DU.D l" 25 IOQ.D 3!4'" l9 IDD.D 3{8" 9.5 1DD.D #A 4.75 IDQ-0 �lU 2.UU 99,9 #2D D.850 98.1 #4U U.425 64. & #CaU a.:25D 17.1 #1DU a.15D a.a #20U 0.075 3.3 Gravel (°f }: Sand (%): 9fi,7 f'1nC'. [ �o}. J.J .Silt Clay {%�: Client Sample Lab Sample Moisture Content Fines Content � 1Va. 200 Atterberg Limits Engineering Classification LL I'L PI LO-SPT-G, S-5 (13.5-15 1 �C'�73 26.4 3.3 Project Name; Sutton Final Closure Excel Geotechncal Testing, inc. "Excellence in Testing" Project No: 697 953 Forrest Street, Roswell, GeorgiaT 30075 Site Sample ID: SPT-13, S-i7 (52-54') Tel: (770) 910 7537 Fast: (770) 910 7538 Lab Sample No: 15C626 CONSOLIDATED-UNDRAINED (CU) TR AX AL TEST ASiM I14757 WITH PURE PRESSURE MEASUREMENTS Figure I 0a.o 25.0 20.0 L I5.0 L Q 10.0 G 5,0 0.0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Axial Strain, s { % ) 25.0 a MO 0 15.0 G, 10.0 tv 5:0 0.0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Axial Strain, € ( % ) Maximum Strength Deviator Effective Effective Pon: Axial Test Specimen Stress Axial Stress Radial Stress Pressure Strain No. { I - cr'0 WO WO W (E.) (psi) ( psi) (Iasi) ( psi) (%) l 15.1 21.9 6.9 82.2 6:7 2 71.9 30.6 8.7 88.3 8.4 3 22.1 34.0 11.9 90.1 7,2 Notes: 6', = Consolidarion pressure, (psi) u; = initial pare pressure,(psi) Strength at App. 15% Axial Strain Deviator Effective Effective Pore Axial Test Specimen Stress Axial Stress Radial Snrss Pressure Strain No. Wi-G'r} ( psi) ( psi) { Psi } ( psi) (% 1 14,0 20.7 6.7 82.3 19.3 27.9 8.6 88.4 15.1 19.1 31.7 12.6 89.4 15.0 Excel Geotechnical Testing, ins, Project Name: Sutton Final Closure Li "Excellence in Testing'" Project No: 697 953 Forrest Street, Roswell, Georgia 30075 Site Sample ID: 5PC-13, S-17 (52-54') Tel: (770) 910 7537 Fax: (770) 910 7638 Lab Sample No: 15C626 CONSOLIDATED-UNDRAINED (CU) TRIAXIAL TEST A$TM t14767 WITH FORE PRESSURE MEASUREMENTS Figure z 35 30 25 20 15 10 0 0 5 10 15 20 25 30 35 V ( psi ) Test Specimen Initial Conditions Consolidation Stage l.oadim Specimen Quality Moisture Moisture Dry Unit Initial Pore Consolidation Axial Volumetric Axial Height Diameter Weight � Parameter Number Bad to Good Pressure (ut) Pressure (a'�) Strain Strain Rate (-} (I to 10) (in.} (in.) (°'a) (pcf) (-) (psi) (psi) (%) (%.) (%/min) 1 5 5.66 2.80 53.5 67.9 0.99 70.0 19.0 5.05 15.08 0.053 2 5 6.03 2.86 482 64.6 0.98 70.0 27.0 5.32 12.58 0.050 3 7 5.98 1 2.81 1 33.8 88.0 0.96 70.0 32,0 6.70 727 0.050 Specimen No.1 Specimen No.2 Gray, brawn silty clay Gray, brown silty clay Motes: Specimen No.3 Brown silty clay with sublayers of sandy clay