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Home My WebLink About20240925_Slope_Stability_Geotechnical _Report Prepared for SIBELC0 Sibelco North America, Inc. 3426 Toringdon Way, Suite 106 Charlotte, North Carolina 28277 HAWKINS SLOPE STABILITY AND GEOTECHNICAL INVESTIGATION REPORT Hawkins Disposal Area Spruce Pine, North Carolina Prepared by Geosyntec consultants Geos%mtec Consultants of NC,P.C. Geosyntec Consultants of NC, P.C. 1300 South Mint Street, Suite 300 Charlotte,North Carolina 28203 CAR p��i,, Engineering License No. C-3500 �.��• 1 .,� Geology License No. C-295 v� AL Project No. GC9914 489 y March 2024 3/22/202q E. Onur Tastan, Ph.D., P.E. North Carolina Registration No. 047489 Date: March 2024 cl Hawkins Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report consultants of INC,PC. TABLE OF CONTENTS 1. INTRODUCTION...............................................................................................................l 1.1 Site and Project Background.......................................................................................1 1.2 Overview.....................................................................................................................I 2. GEOTECHNICAL SUBSURFACE INVESTIGATION....................................................1 2.1 Summary of Field Activities.......................................................................................1 2.2 Boring Locations.........................................................................................................1 2.3 Drilling and Sampling.................................................................................................2 2.3.1 Hollow Stem Auger.......................................................................................2 2.3.2 Standard Penetration Tests............................................................................2 2.3.3 Rock Coring Sampling..................................................................................3 2.4 Angle of Repose Measurement...................................................................................3 2.4.1 Field Measurement........................................................................................3 2.4.2 UAV Measurement Methodology.................................................................3 3. LABORATORY TESTING PROGRAM............................................................................4 3.1 Sample Selection and Testing Assignment.................................................................4 3.1.1 Soil Boring Samples......................................................................................4 3.1.2 Rock Waste Bulk Samples............................................................................4 4. GEOTECHNICAL SUBSURFACE INVESTIGATION RESULTS..................................5 4.1 Subsurface Conditions................................................................................................5 4.2 Laboratory Test Results..............................................................................................5 4.2.1 Index Testing and Interpretation....................................................................5 4.2.2 Uniaxial Compressive Strength.....................................................................6 4.2.3 Slake Durability.............................................................................................6 4.3 Groundwater Conditions.............................................................................................6 GC9914/Hawkins-Slope Stabiliry v2 i March 2024 Hawkins Disposal Area,Spruce Pine GeosynteC Geoteclutical Site Investigation Report consultants Geos}ntec ConivI tat hof NC.PC 5. GEOTECHNICAL ENGINEERING PARAMETERS.......................................................6 5.1 Unit Weight.................................................................................................................6 5.2 Strength Parameters....................................................................................................6 5.2.1 Effective Stress Friction Angle......................................................................6 6. SEISMIC SITE CLASSIFICATION AND DESIGN PARAMETERS..............................8 7. ANGLE OF REPOSE CORRELATION.............................................................................8 8. SLOPE STABILITY ANALYSIS.......................................................................................9 8.1 Methodology...............................................................................................................9 8.2 Cross-sections Analyzed.............................................................................................9 8.2.1 Scenarios Analyzed.....................................................................................10 8.2.2 Subsurface Stratigraphy and Material Parameters.......................................10 8.3 Slope Stability Results..............................................................................................11 9. LIMITATIONS..................................................................................................................II 10. REFERENCES ..................................................................................................................I I LIST OF TABLES Table 1. Summary of Boring Locations and Depths Table 2. Summary of RQD Values Table 3. Summary of Laboratory Testing Program for Soils and Rock Samples Table 4. Summary of Geotechnical Laboratory Index Testing Results Table 5. Summary of Rock Strength Testing Results Table 6. Summary of Slake Durability Results Table 7. Summary of Engineering Parameters Table 8. Seismic Site Classification Table 9. Field Measurement of Angle of Repose GC9914/Hawkins-Slopc Stability v2 ii March 2024 Hawkins Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report consultants Geosyntec Consultants of NC,P C. Table 10.Drone Measurement of Existing Slopes Table 11.Calculated Factors of Safety LIST OF FIGURES Figure 1. Boring and Cross-Section Locations Figure 2. Example of Dump Truck Loading and Unloading Figure 3. Hawkins,A-A, Static Slope Stability Analysis Figure 4. Hawkins, A-A, Seismic Slope Stability Analysis Figure 5. Hawkins, B-B, Static Slope Stability Analysis Figure 6. Hawkins, B-B, Seismic Slope Stability Analysis Figure 7. Hawkins, C-C, Static Slope Stability Analysis Figure 8. Hawkins,C-C, Seismic Slope Stability Analysis LIST OF APPENDICES Appendix A—Field Documentation Appendix A.1 —Field Logs for Angle of Repose Appendix A.2—Boring Logs Appendix A.3—Rock Core Photo Log Appendix B—Laboratory Test Results(Geotechnics,2024) Appendix B.1 —Soil Boring Test Results Appendix B.2—Rock Coring Test Results Appendix B.3—Rock Waste Test Results GC9914/Hawkins-Slope Stability v2 iii March 2024 Hawkins Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report consultants Geos)•ntei(onsultam%ofNf:,PC 1. INTRODUCTION 1.1 Site and Proiect Background 1.2 Overview Sibelco operates High Purity Quartz deposits near Spruce Pine,North Carolina. The Minpro(i.e., Hawkins and Buna sites) and Harris (i.e., Mill Ridge and Schoolhouse sites) deposits are mined through drilling and blasting. The mined quartz then feeds three main plants (i.e., Schoolhouse, Crystal, and Red Hill) for processing. Rock waste from the mining and processing operations is subsequently disposed of within the Hawkins disposal area. Geosyntec Consultants of NC, P.C. (Geosyntec) prepared this Slope Stability and Geotechnical Investigation Report(Report) for the Hawkins disposal area(Site). The purpose of this Report is to (i) describe the geotechnical subsurface investigation performed at the Site; (ii) present the associated laboratory testing program; (iii) summarize findings from the geotechnical subsurface investigation and laboratory test results (e.g., geotechnical engineering parameters); and (iv) provide a results discussion for the static and seismic two-dimensional (2-D) slope stability analyses performed for the Site. 2. GEOTECHNICAL SUBSURFACE INVESTIGATION 2.1 Summary of Field Activities Geosyntec developed a geotechnical investigation program to characterize the subsurface conditions and foundation materials. The geotechnical investigation program comprised six geotechnical borings (B.HAW.33A through B.HAW.37A) drilled using hollow stem auger technique within the overburden soil and NQ-size rock coring methods in the bedrock.All borings were drilled to auger refusal,and at select locations,the rock was cored.Standard Penetration Test (SPT) samples were collected at each boring location on a five-foot(ft)depth interval and Shelby tube samples collected as appropriate. Drilling was performed by Triad Engineering, Inc. (Triad) and the borings logged in the field by a Geosyntec geologist. Two 5-gallon buckets of bulk samples were collected from the Hawkins rock waste material by Geosyntec personnel for the grain size distribution measurements of the fine fraction and slake durability tests on the waste rock. Geosyntec personnel also measured the angle of repose using both hand measurements and an unmanned aerial vehicle (UAV). 2.2 Boring Locations The boring locations for this investigation were selected by Geosyntec based on the proposed rock waste disposal footprint and the planned rock waste slope stability evaluation. A boring location GC9914/Hawkins-Slope Stability v2 l March 2024 Ha►vkins Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report Consultants Geosyntec[bnsuhants 4 NC,PG map is provided on Figure 1. Boring coordinates and associated drilling depths are presented on Table 1. 2.3 Drillina and Sampling Triad performed the subsurface exploration under the oversight of Geosyntec personnel. Overburden soil drilling was conducted using a track-mounted drill rig, with hollow stem auger drilling technique, and sampling was conducted with a combination of SPT split-spoon sampling and Shelby tube sampling. Rock coring was conducted utilizing NQ-sized core barrels in select boreholes. The Geosyntec Drilling Inspector/Logger collected, logged,and secured samples from the drilling operations and recorded the information on subsurface logs. The Drilling Inspector/Logger focused on soil type, color, texture, plasticity, moisture content, consistency or density, as applicable and apparent changes in material index properties. Significant features from the soil samples were noted along with the depth of those features. Field logging was performed in accordance with ASTM D5434, and soil samples were described and identified in the field in accordance with ASTM D2488. Recovered rock cores were logged in accordance with ASTM D6032 and ASTM D5434. Drilling was performed in general accordance with the following ASTM guidelines: (i) SPT sampling(D1586); (ii) logging of soils from borings with description and identification based on visual methods(135434 and D2488);and(iii)preserving and storing soil samples(134220). Each of the primary field investigation activities (i.e., hollow stem auger drilling, standard penetration testing, and rock core sampling)are further discussed in the following subsections. 2.3.1 Hollow Stem Auger The hollow stem auger drilling technique with a 4.25-in-diameter auger was used for all six borings, advanced from the ground surface to auger refusal, roughly 18 to 34 ft below ground surface (bgs) depending on the borehole. The hollow stem auger drilling method was conducted in accordance with ASTM D6151. 2.3.2 Standard Penetration Tests SPT sampling was performed at five-foot intervals. Sampling was performed to inform our understanding of the subsurface profile and to provide samples for subsequent laboratory testing. Sampling was performed in accordance with ASTM D 1586. SPT N-value is determined by repeatedly dropping a 140-pound hammer to drive a 2-in.diameter split-spoon sampler 24 in.The number of blows is recorded in 6-in. increments and the N-value calculated as the sum of blows for the middle 12 in.(i.e.,from 6 to 18 in.within the 24-in. sampler). The SPT sampler was driven with an automatic hammer calibrated in accordance with ASTM D4633. The N-value measures GC9914/Hawkins-Slopc Stability v2 2 March 2024 Hawkins Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report Consultants Geowntec(bnailtann of M.,11C the resistance of the soil to penetration of the standard 2-in. diameter sampler. This method was used to obtain soil samples, estimate the consistency or relative density of the soil, and estimate the vertical extents of the subsurface soil horizons. Samples were logged in the field and placed in sealed sample containers to preserve for laboratory testing. Laboratory samples were handled and packaged in general accordance with ASTM D4220. 2.3.3 Rock Coring Sampling Rock coring was performed in three of the six borings(B.HAW.34A, B.HAW.35A,B.HAW.36A, and B.HAW.37A) using NQ size-core barrels once the bedrock was reached. The cored interval varied between 10 and 12.5 ft below the top of bedrock. The run length varied from 2 ft to 5 ft. The summary of RQD measurements is presented in Table 2.RQD varied from Very Poor to Fair. Recovered rock cores were logged in accordance with ASTM D6032 and ASTM D5434. 2.4 Angle of Repose Measurement 2.4.1 Field Measurement Geosyntec personnel was at the Site to record field measurements of the angle of repose for the Hawkins rock waste. Rock waste was loaded onto a dump truck and driven to a relatively flat area of the Site(Figure 2).The truck was then unloaded slowly to form a rock waste pile in the loosest state possible to assess the angle of repose of the pile.Geosyntec personnel then placed a 2-ft long measurement pole along the slope of the pile and measured the slope of the pile (and the pole) using a cell phone application and recorded the measurement on the field logs (Appendix A.1). This process was repeated multiple times for each pile covering the perimeter of the pile. Three rock waste piles were evaluated for the Hawkins area. 2.4.2 UAV Measurement Methodology A UAV was flown over the piles and photos of the piles collected.The test area was on top of the existing rock waste dump, and, in some cases, the collected imagery also included the site slopes of the existing rock waste dump as well as the test piles. Image processing was performed using Esri Site Scan,a browser-based photogrammetry software to create a 3D model of the terrain.The model was then used to make geometrical measurements such as distances, areas, volumes, and angles of various features on the site. The angle of repose was obtained from the 3D models for both piles and the nearby slopes in the existing rock waste dump formed by the same waste rock. The UAV measurement methodology consisted of three steps: UAV flight planning, data collection,and data processing. The flight planning involved defining the area of interest, setting the flight altitude and speed, and selecting the camera settings and overlap. The data collection involved flying the UAV over the site and capturing images according to the flight plan. The data processing involved uploading the images to the Site Scan cloud platform and generating the 3D model. GC9914/Hawkins-Slope Stability v2 3 March 2024 Hawkins Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report consultants Geosmtec Consuhants of NC,PC The slope of the existing rock waste dump areas and the test piles were measured using the 3D model generated by the UAV.The Site Scan software allows the user to draw contour lines on the model and measure the elevation difference and horizontal distance between any two points. The slope angle of each contour line was calculated using the following formula: a = tan-1 (azQ x where: a=Slope angle(degrees); Az=Elevation difference(ft); and dx=Horizontal distance (ft). Slope measurements using the UAV measurement methodology are presented in Tables 5 and 6. 3. LABORATORY TESTING PROGRAM Laboratory tests were performed on soil and rock samples obtained during the field investigation. The purpose of the laboratory testing program(Table 3)developed by Geosyntec was to determine index and engineering properties of selected soil and rock samples. Laboratory tests were conducted by Geotechnics in Raleigh,North Carolina and Pittsburgh, Pennsylvania. 3.1 Sample Selection and Testing Assignment 3.1.1 Soil Boring Samples Representative soil samples were selected for index testing,specifically,moisture content,particle size/fines content, and specific gravity. Rock samples without fractures, cracks, or voids were selected for Compressive Strength laboratory testing. 3.1.2 Rock Waste Bulk Samples Representative samples of the rock waste were used for index testing, specifically moisture content, particle size/fines content,plasticity,and specific gravity tests. Rock waste samples without fractures, cracks, or voids were selected for Slake Durability laboratory testing. GC9914/Hawkins-Slope Stability Q 4 March 2024 11mvklns Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report consultants GeorymerfanaJmnisni\r r 4. GEOTECHNICAL SUBSURFACE INVESTIGATION RESULTS 4.1 Subsurface Conditions Boring logs created from the subsurface investigation are presented in Appendix A.2. The subsurface profile consists primarily of sandy materials with varying amounts of silt. The top of bedrock was encountered in all six boreholes with depths ranging from 8 to 34 ft bgs.The bedrock is classified as pegmatite, mica schist,and amphibolite. The rock core photo logs are presented in Appendix A.3. 4.2 Laboratory Test Results This section provides a summary of laboratory tests and results. The complete set of results for the results obtained from SPT sampling and rock coring are included in Appendix B.1 and Appendix B.2. Appendix B.3 includes the soil laboratory testing results from the bulk samples for the rock waste material. 4.2.1 Index Testing and Interpretation 4.2.1.1 Soil Boring Samples Index tests were conducted on four representative split spoon samples including natural moisture content, grain size analysis, and specific gravity testing. All tests were conducted in general accordance with applicable ASTM International standards. Soil classification was conducted in accordance with the Unified Soil Classification System. Index testing results are summarized in Table 4. Three of the four samples classified as silty sands(SM)while the last sample classified as silt with sand (ML). The moisture content ranged from 8 to 30 percent. Fines content for the sandy soils ranged from 15 to 39 percent. The specific gravity for the samples was between 2.66 and 2.89. 4.2.1.2 Rock Waste Bulk Samples Index tests were conducted on two representative bulk samples of the rock waste including natural moisture content, grain size analysis, and specific gravity testing. Bulk samples were obtained from the fine fraction of the rock waste and represent the soils filling the voids within the rock waste. All tests were conducted in general accordance with applicable ASTM International standards. Soil classification was conducted in accordance with the Unified Soil Classification System. Index testing results are summarized in Table 4. GC9914/Hawkins-Slope Stability v2 5 March 2024 nowkins Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report Consultants fmsvmec t tnrsuliann of Nf.Pl. Both bulk samples classified as gravelly materials (GP and GW-GM) with a small amount of silt. The moisture content ranged from 2.6 to 3.2 percent while the fines content ranged from 4.5 to 5.3 percent. The moisture content of the sampled fine fraction represents the moisture state of the soil at the time of sampling. Relatedly, moisture content of the fine fraction may vary depending on seasonal precipitation. The specific gravity for the samples ranged from 2.70 to 2.71. 4.2.2 Uniaxial Compressive Strength Uniaxial Compressive Strength (UCS) tests were conducted on two representative rock core samples from the soil borings (not rock waste). UCS for the samples ranged from approximately 1,080 to 3,670 psi. Results of the UCS testing are summarized in Table 5. 4.2.3 Slake Durability Slake Durability tests were conducted on both bulk samples from the rock waste material. The Slake durability index was 98.2 and 98.3 percent with a Type I fragment type. This fragment type indicates the retained pieces remain virtually unchanged. Results of the Slake Durability testing is summarized in Table 6. 4.3 Groundwater Conditions Groundwater levels were only encountered in B.I-IAW.36A and measured at approximately 27.6 ft bgs. Groundwater conditions may vary, especially during and after periods of sustained precipitation. 5. GEOTECHNICAL ENGINEERING PARAMETERS 5.1 Unit Weight Total unit weight for the rock waste and subsurface (foundation) material samples was selected based on a typical value range presented in "Design Manual 7.01" (NAVFAC, 1986a) and engineering judgement. The selected unit weights of the soil strata are summarized in Table 7. 5.2 Strength Parameters 5.2.1 Effective Stress Friction Angle The effective stress friction angle for overburden soils was estimated using the following correlations that utilize SPT N-values: • Kulhawy and Mayne (1990) in Electric Power Research Institute EL-6800 (1990) using SPT data; • Wolff in Geotechnical Special Publication (1989) using SPT data; and GC9914/Hawkins-Slope Stability v2 6 March 2024 Ha kt'ns Disposal Area,Spruce Pine Geosylltee° Geotedmical Site Investigation Repor! Consultants I:m,l'nlec I.lonwrll:nns.f NC PC • Hatanka and Uchida(1996) in Soils and Foundations (1996) using SPT data. The N-Value is corrected for the energy of the drill rig hammer (CE), length of the rod for the various sample intervals (CR), type of sample (Cs), and size of the borehole (CB). The correction factors are used to estimate N60 with the following equation: N60 = N * CE * CR * Cs * CB where: N=N-Value; CE=Energy ratio correction for hammer type, 1.4 selected for this project; CR=Rod length correction, 0.75 to l dependent on rod length; Cs = Sampler correction, 1.0 for this project; and CB= Borehole size correction, LO for this project. The correction factor CE was assumed for the drill rigs used for the subsurface investigation. Several effective stress friction angle correlations use NO,normalized by an effective overburden stress to estimate(N I)6o instead of the N-value obtained in the field.The N60 value was normalized through the following equation (after Liao and Whitman, 1986): FLTVfa(Ni)6a = N6o where: a',=current vertical effective stress; and Pa=atmospheric pressure. After correction of the No data to(NI)6o,the following equations were used to obtain the effective friction angle: Kulhawy and Mayne (1990): = 54— (27.6034 * e(-0.014-(NI)60)) Wolff(1989): = 27.1 + 0.3 * (Nl)60 — (0.00054 * ((Nl)60)2) Hatanaka and Uchida(1996): = 1 A* (Nl)60 + 20 GC9914/Hawkins-Slope Stability Q 7 March 2024 Hawkins Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report Consultants G ol,viltecConsultant,ofNC,VC The effective stress friction angle estimates using the relationships above were then assigned to different soil stratum based on elevations, and a geometric mean per soil unit was calculated. For high N-values, the correlations give higher friction angles than realistically expected. To avoid skewing the results with unrealistically high values, any correlation-based estimate of friction angle was capped at 38 degrees. The effective stress friction angle selected as design values for the subsurface materials was 35 degrees. 6. SEISMIC SITE CLASSIFICATION AND DESIGN PARAMETERS Site Class can be determined using shear wave velocity,N-values,and/or undrained shear strength (S„)of cohesive soils in the top 100 ft. Recorded N-values from each soil boring were used herein. The following equation from American Society for Civil Engineers(ASCE)7-10(2010)was used to calculate an average shear wave velocity: n t Z! di Nang = n di �i_1 Ni where: di=thickness of any layer between 0 to 100 feet bgs;and Ni=N-value measured in the field without corrections. The Site Class is determined as Site Class D based on measured blow counts and Table 20.3-1 of ASCE 7-10. Seismic design parameters are provided in Table 8 in accordance with ASCE 7-10. 7. ANGLE OF REPOSE CORRELATION The effective stress friction angle for the rock waste is required for the slope stability analyses. The measured angle of repose was utilized to obtain the effective stress friction angle. The available angle of repose data include the field measured angle of repose of the rock waste piles (Table 9), and the UAV-measurements of the slopes of the existing rock waste dump slopes for each disposal area(Table 10). Geosyntec conducted a literature review to correlate the measured angle of repose to friction angles.The relationship proposed by Metcalf(1965)was selected as the basis for the correlation. According to Metcalf(1965), in the consolidated (i.e., slightly packed) state, the angle of repose is close to the effective stress friction angle for common mining materials. Given that the rock waste is obtained primarily due to blasting, it is angular in shape and will dilate when sheared.The dilative nature of the rock waste would result in a higher friction angle in the slightly packed state. Therefore,the selected approach of using the angle of repose as the effective stress friction angle is considered a reasonable,and likely a conservative approach,due to the expected dilation of the material once placed as tall rock waste dumps(as high as 100 feet). GC9914/Hawkins-Slope Stability Q 8 March 2024 Hawkins Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report consultants 6emyntec('nnwhant%W NC,NC The effective stress friction angle for the Hawkins waste rock was taken as an average of the hand- measured angle of repose of the rock waste piles and the UAV-based measurements of the slopes of the existing waste dumps. The UAV-based measurements of the angle of repose for test piles were not utilized because the size of the individual rock waste pieces was too large compared to the height of the pile for accurate data processing. The estimated effective stress friction angle for the waste rock at Hawkins is approximately 36 degrees. As previously stated, this estimate is conservative due to the dilative nature of the rock waste. The measured angle of repose and estimated effective stress friction angle represent the behavior of the rock waste sampled at the Hawkins disposal area and does not include co-disposed tailings. Should rock waste characteristics (e.g., changes in blasting, production process, co- disposal of tailings) change compared to the conditions evaluated at the time of this report, the recommended properties in this section should be re-evaluated. 8. SLOPE STABILITY ANALYSIS 8.1 Methodology Two-dimensional, limit-equilibrium-based, static and seismic slope stability analyses were performed using Spencer's Method (Spencer, 1973) implemented in the computer program Slide2®, Version 9.012 (Rocscience, 2020). Spencer's method was utilized because it satisfies vertical and horizontal force equilibrium and moment equilibrium. Slide2®generates potential slip surfaces and calculates the factor of safety(FS)values for each of these surfaces and identifies the slip surface with the lowest calculated FS (i.e., the critical slip surface). Searches for the critical slip surface in Slide2e were performed using a non-circular autorefine function with the critical slip surface optimization feature enabled.The minimum depth for the failure surface was set to 10 ft and cohesion was set to very low value of 5 psf to avoid focusing on surface sloughing. The peak horizontal ground acceleration (PHGA) used for the seismic analyses was assigned as 0.15g for the Site based on ASCE 7-10. The seismic horizontal coefficient used in the slope stability analyses is 2/3 of the PGA (kh=0.1 g). 8.2 Cross-sections Analyzed Figure 1 presents the three cross-sections (i.e., A-A, B-B, and C-C) analyzed across the Site to evaluate the FS for static and seismic slope stability.The cross-sections represent critical scenarios within the proposed Hawkins rock dump footprint that traverses the slopes in perpendicular direction. Selected cross-sections also cross through access roads. The evaluated general design parameters for the slope involved 2H:1 V slope angles and bench every 60 vertical ft.Slope stability analyses conducted for the tested materials and analyzed design conditions indicate that the general design of 2H:1 V with benches every 60 vertical ft meet required factors of safety(i.e., FS>_ 1.5). GC9914/Hawkins-Slope Stability v2 9 March 2024 Hawldw Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Report consultants Geosanier�bnsWun�c of N[.P[. 8.2.1 Scenarios Analyzed The following list represents the different conditions analyzed for slope stability: Cross-Sections A-A, B-B, and C-C • Scenario 1: Short-and long-term (drained), static analysis(Figures 3,5,7) • Scenario 2: Short- and long-term(drained), seismic analysis(Figure 4,6, 8) The drained condition is applicable for both the short-and long-term cases due to high permeability of the rock waste. Even the finer material filling the voids in the rock waste is gravelly, resulting in high permeability type material (e.g., more permeable than gravel).Foundation soils are mostly coarse-grained materials with lower content of fines. Relatedly, Feld results show that the groundwater was only encountered in one of the six borings, near the top of the rock surface. As such, foundation soils are also considered to be freely draining materials. Groundwater was not anticipated to be within the rock waste or overburden soils, and therefore, was not modeled in the slope stability analyses because (i) the design includes surface water management features and(ii)assumes the rock waste and foundation soils will be freely draining. The traffic load was assumed as 300 psf for the static analyses. For seismic loads, transient traffic loads are not considered to avoid excessive conservatism. 8.2.2 Subsurface Stratigraphy and Material Parameters Material properties were determined using laboratory test results and/or field tests results, when possible. Typical values for each material type were assigned when laboratory or field test results were not available, as described in the following subsections. The rock waste is underlain by (from top to bottom): (i)foundation soils; and (iii) bedrock. 8.2.2.1 Rock Waste Shear strength parameters of the proposed rock waste were selected based on field measurements of angle of repose and correlations to effective stress friction angle. A summary of the methodology to determine the values is established in Section 5 of this Report. The selected effective stress friction angle was 36 degrees. The unit weight of 120 pounds per cubic foot (pcf) was assigned as a typical value. 8.2.2.2 Foundations Soils The shear strength parameters of the foundation soils were estimated using SPT N-value correlations. The effective stress friction angle was selected as 35 degrees. The unit weight of 120 pcf was assigned as a typical value. GC9914/Hawkins-Slope Stability v2 10 March 2024 Hawkins Disposal Area,Spruce Pine Geosyntec Geotechnical Site Investigation Repon consultants Gwnquwr[on.ulr nos nl H4 PC. 8.2.2.3 Bedrock The top of rock was encountered in each of the six boreholes within the Hawkins disposal area. The bedrock was modeled in accordance with Hoek-Brown rock mass parameters with in=0.959 and s=0.00019 corresponding to poor-to fair-quality quartzite. 8.3 Slope Stability Results Figures 3 through 8 show the critical slip surfaces and associated FS values for 2-D static and seismic slope stability analyses. The calculated FS values and the minimum required FS for these cross-sections are summarized in Table 11 and meet or exceed the minimum FS for the static and seismic analyses of 1.5 and 1.0, respectively. 9. TERMS OF REFERENCES The field investigation and analyses summarized in this Report were performed in accordance with the requirements set forth in the RFl from Sibelco dated 15 February 2023. 10. LIMITATIONS The geotechnical investigation for this project and subsurface conditions are limited to the location of the borings discussed herein and bulk rock waste samples collected. Recommendations in this Report assume soil conditions do not deviate appreciably from those found during the subsurface investigation. The Report was prepared in accordance with current practices and the standard of care exercised by scientists and engineers performing similar tasks in this area. Conclusions in this Report are based solely on the analyses described herein and conditions observed by Geosyntec personnel. The completeness of data provided by others cannot be guaranteed. Environmental characterization of soil and groundwater was beyond the scope of this investigation. Results, analyses, and recommendations herein are specific to the proposed Hawkins rock waste disposal area assuming exclusive disposal of rock waste from the Hawkins mine area(i.e.,excludes co-disposed tailings or rock waste obtained from mining operations in other areas) and should be re-evaluated if those conditions change. No warranty, expressed or implied, is provided regarding the professional opinions expressed in this Report. Site grading and earthwork, subgrade preparation under paved areas, and foundation excavations should be observed by a qualified professional to verify the site conditions align with expectations. 11. REFERENCES American Society for Civil Engineers (ASCE) (2010), "Minimum Design Loads and Associated Criteria for Buildings and Other Structures,"ASCE/SEI 7-10. GC9914/Hawkins-Slope Stability v2 I 1 March 2024 Hawkins Disposal Area.Spruce Pine Geosyntec Geotechnicai Site Investigation Report Consultants rnsemrv'i nnsnlrum n!N�.V i ASTM Standards, ASTM International, www.astm.ore. Hatanka, M. and Uchida, A. (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 Mayne, P.W. (1990), "Manual on Estimating Soil Properties For Foundation Design." Electric Power Research Institute, Palo Alto, CA. Liao, S. S., & Whitman, R. V. (1986). "Overburden correction factors for SPT in sand." Journal of geotechnical engineering, 112(3), 373-377. Metcalf, J.R. (1965). "Angle of Repose and Internal Friction." Postgraduate School of Mining, Sheffield University. Naval Facilities Engineering Systems Command (NAVFAC) (1986a), "Soil Mechanics, Design Manual 7.01." Rocscience. (2020). "Slide 2 Reference Manual" Rocscience Inc., Toronto, Canada Spencer, E. (1973). "Thrust Line Criterion in Embankment Stability Analysis," Geotechnique, Vol. 23,No. 1,pp. 85-100. Wolff, T.F. (1989). "Pile capacity prediction using parameter functions." ASCE Geotechnical Special Publication No. 23,pp. 96-107. GC9914/Hawkins-Slope Stability v2 12 March 2024 TABLES Table 1: Summary of Boring Locations Coordinates Ground Surface Total Boring Bottom of Boring Boring ID Location Latitude Longitude Elevation Depth Elevation (degrees) (degrees) (ft) (ft) (ft) B.HAW.33A Hawkins East 35.947110 -82.080223 3437.7 33.6 3404.1 B.HAW.34A Hawkins East 35.948297 -82.078539 3460.9 18.4 3442.5 B.HAW.35 Hawkins East 35.949827 -82.079613 3575.9 22.2 3553.7 B.HAW.35A Hawkins East 35.950341 -82.078396 3598.8 21.0 3577.8 B.HAW.36A Hawkins East 35.951783 -82.079027 3775.0 40.5 3734.5 B.HAW.37A Hawkins East 35.950127 -82.080610 3586.2 34.0 3552.2 Note(s): 1. Location coordinates are based on NAD83 system 2. Elevations are based on NAVD88 system Abbreviation(s): NE=Not Encountered 1 of 6 Table 2. Summary of RQD Values Sample Depth Average Run Boring ID Sample Top Bottom Average Sample Length TCR RQD RQD ID Elevation Descriptor (ft) (ft) (ft) (ft) (ft) B.HAW.34A R-1 8.1 11.4 9.8 3451.1 3.3 90.0 69.0 Fair B.HAW.34A R-2 11.4 16.4 13.9 3447.0 5.0 97.5 53.0 Fair B.HAW.34A R-3 16.4 18.4 17.4 3443.5 2.0 83.0 37.5 Poor B.HAW.35A R-1 8.4 11.6 10.0 3588.8 3.2 98 41.0 Poor B.HAW.35A R-2 11.6 16.6 14.1 3584.7 5.0 68.0 18.0 Very Poor B.HAW.35A R-3 16.6 21.0 18.8 3580.0 4.4 49.0 0.0 Very Poor B.HAW.36A R-1 28.0 30.5 29.3 3745.7 2.5 67 27.0 Poor B.HAW.36A R-2 30.5 35.5 33.0 3742.0 5.0 70.0 17.0 Very Poor B.HAW.36A R-3 35.5 40.5 38.0 3737.0 5.0 37.0 11.0 Very Poor B.HAW.37A R-1 21.5 26.5 24.0 3562.2 5.0 37.0 18.0 Very Poor B.HAW.37A R-2 26.5 30.0 28.3 3557.9 3.5 0.0 0.0 Very Poor Notes: 1. Elevations are based on NAVD88 system Abbreviation(s): TCR=Total Core Recovery RQD=Rock Quality Designation Table 3. Summary of Laboratory Testing Program for Soils and Rock Samples Laboratory Tests ASTM/AASHTO Total Designation BORINGS Moisture Content D2216 4 Particle Size D6913 4 Specific Gravity D854 4 Unconfined Compression D7012 2 ROCK WASTE Moisture Content D2216 2 Atterberg Limits D4318 2 Particle Size D6913 2 Specific Gravity D854 2 Slake Durability D5731 2 2 of Table 4. Summary of Geotechnical Laboratory Index Testing Results Depth (ft) Sample Particle Size-Sieve Analysis Sample Average Specific Moisture (ASTM D6913) ID From To Average Elevation Gravity Boring ID USCS p Content Percent Percent Percent Gravel Sand Fines B.HAW.33A SS-2 8 10 9 3428.7 SM 2.66 11.9 6.7 77.0 16.3 B.HAW.35 SS-1 3 5 4 3571.8 ML 2.69 30.3 3.7 23.5 72.8 B.HAW.36A SS-2 8 10 9 3766.0 SM 2.89 8.0 26.1 59.1 14.8 B.HAW.37A SS-3 13 15 14 3572.1 SM 2.73 21.2 0.0 60.8 39.2 Rock Waste Run I N/A N/A N/A N/A GP 2.70 2.6 57.7 37.8 4.5 Rock Waste Run 2 N/A N/A N/A N/A GW-GM 2.71 3.2 53.2 41.5 5.3 Notes: 1.Elevations are based on NAVD88 system 2. Blank cells indicate a laboratory test was not performed 3. Bold text indicates the laboratory's assumed classification 4. The particle size based on the sieve analysis is using ASTM 136913. Gravel is classified by particles greater than 4.75 mm. Sand is classified by particles smaller than 4.75 mm, but greater than 0.075 mm. Fines content is classified by particles smaller than 0.075 mm Abbreviation(s): USCS=Unified Soil Classification System 3 of Table 5. Summary of Rock Strength Testing Results Depth(ft) Uniaxial Fracture Boring ID Sample ID CompressiveStrength(UCS) Type From To (ft) (ft) (psi) (psi) B.HAW.34A R-1 8.1 1 8.8 1 3,670 Shear B.HAW.35A R-2 13.4 13.9 1,080 Shear Abbreviation(s): psi=pounds per square inch Table 6. Summary of Slake Durability Results Slake Durability Fragment Boring Sample ID Index /o Type Cycle 2 Hawkins Run 1 98.2 I Hawkins Run 2 98.3 I Table 7.Summary of Engineering Parameters Effective Stress Effective Stress Material Unit Weight,y FrictionV Angle, Cohesion,c' (pcfl (0) (psi) Rock Waste 120 36 0 Foundation Soils 120 35 0 Bedrock Hoek-Brown Model with m=0.959,s=0.00019,and u=1,080 psi 4 of 6 Table 8. Seismic Site Classification Parameter Value Reference Site Class D ASCE 7-10,Chapter 20 Mapped Spectral Response Acceleration Parameter, S, 0.258 ASCE 7-10, Figure 22-1 Mapped Spectral Response Acceleration Parameter, Si 0.088 ASCE 7-10, Figure 22-2 Seismic Coefficient,F, 1.594 ASCE 7-10,Table 11.4-1 Seismic Coefficient,R. 2.4 ASCE 7-10, Table 11.4-2 MCE Spectral Response Acceleration Parameter, Sms 0.411 ASCE 7-10,Chapter 1 I MCE Spectral Response Acceleration Parameter, Sw 0.211 ASCE 7-10,Chapter I 1 Design Spectral Response Acceleration,Parameter Sos 0.274 ASCE 7-10, Chapter I 1 Design Spectral Response Acceleration,Parameter SDI 0.141 ASCE 7-10,Chapter 11 Peak Ground Acceleration,PGA 0.143 ASCE 7-10,Chapter I 1 Notes: 1. ASCE 7-10 is the Minimum Design Loads and Associated Criteria for Buildings and Other Structures Standard by American Society of Civil Engineers(ASCE, 2010). 2. A risk category of II was selected. Table 9. Field Measurement of Angle of Repose Measurement Pile 1 Pile 2.1 Pile 2.2 No. 1 28 30 38 2 48 39 38 3 49 36 45 4 33 42 43 5 42 44 48 6 35 39 45 7 N/A 40 34 Note(s): 1.Angle of repose values are measured in degrees. 5 of Table 10. UAV Measurement of Slopes for Existing Rock Waste Dumps Measurement No. Slope 1 34 2 35 3 32 4 37 5 34 6 34 7 33 8 34 9 35 Note(s): 1.Angle of repose values are measured in degrees. Table 11. Calculated Factors of Safety Area Cross- Condition Calculated Target FS FS>_ Reference Section FS Target FS Figure A-A Static 1.52 1.5 Yes Figure 3 Seismic 1.21 1 Yes Figure 4 Static 1.50 1.5 Yes Figure 5 Hawkins B-B Seismic 1.2 1 Yes Figure 6 C-C Static 1.51 1.5 Yes Figure 7 Seismic 1.20 1 Yes Figure 8 6of6 FIGL7RES FINAL MINE EXCAVATION A�LIMITS BY OTHERS(NOTE 5) 1 I EXISTING MINE 1 I I — 0 300' I;oo SCALE IN FEET 1 SIDEGLOPE BENCH AND CONVEYANCE CHANNEL T C A SIP T✓\ —� OOl _ SACCESS ROAD g� B.HAW.37 37.74 c 3586.19 `\�I DVERSI ED CHRUNION EL I! A 1 � 5 PROPOSED PERIMETER poi, .35 I+ STORMWATER CHANNEL 3575.88 i HAW.36A B. A HAWKINS EAST Y7a7a 8774.96 c B.346088 k 3 1 / — B.HAW.35A W Y381.00 3598.84 y � � NOTES: 1. LOT BOUNDARIES FROMSISELCO. RECEIVED IB JULV 20A PROVIDED By SIBELCO. DUMP BITE BOUNDARIES FROM FILES RECEIVED 30 AUGUST 2023 PROVIDED BY SISELCO. PROPERTY LINE(TYP) 3. EXISTING TOPOGRAPHY INFORMATION FROM WAR g -- PHASE I RELOCATED STREAM TO BE RIPRAP OUTLET DATA RECEIVED M JULV 2023 FROM SIBELCO. y REPURPOSED AS PUNCH DIVERSION DITLH PROTECTION APPROXIMATE DONMCHUTE d. W£RAND.STREAMS.EXISTING$TORMWATER T LOCATION(TYP) 3 BASINS,AND CULVERTS FROM PLAN TITLED 'WETLANp AND STREAM MAP.DELINEATED.NLY I S LEGEND NOV J.202r By CLEARWATER ENVIRONMENTAL CONSULTANTS OF HENDERSONVILLE.NORTH CAROLINA,RECEIVED IB JULY 2023. — — — PROPERTY LINE MOTE I) STREAM THREAD(NOTE S) 5. FINAL MINING LIMITS FROM FILE RECERA:DN % ADJACENT PROPERTY(RECENT STREAM(NOTE 5) DECEMBER"n FROM SIBELCO. L ACQUISITION OR PENDING) d: — SURFACE WATER FLOW 8. ACCESS ROAD ENTRANCE TO THE DISPOSAL AREA DUMP SITE BOUNDARY(NOTE 2) DIRECTION SHALL BE FIELD FIT TO TIE-IN TO EXISTING ACCESS Q ROADS. ORIGINAL.000.1NG LOCATION(NOTE 3) PHASE I RELOCATED STREAM D -- "".-=i -- - EXISTING GROUND CONTOUR MOTE 4) EXISTING ROAD FINAL GRADING PLAN AND ----------- STREAM NSGS DATA BED ——————— PERIMETER STORMWATER STORMWATER MANAGEMENT PLAN u 55q CHANNEL E { B.UMR.14 SORINGLOCATON(OCT202J) D 2946.82 ___ > -- --- RUNON DIVERSION CHANNEL C EXISTING CULVERT MOTET PROPOSED CULVERT FIGURE g WETLAND(NOTES) `v y PROJECTOO GC991d Dy FEBRUARYNI11 DIRECTION 36.94387°N ACCURACY 6 m DIRECTION 36.94366°N ACCURACY 4 m DIRECTION 35.94368°N ACCURACY 6 m 266 tleg1T) 082.07817°W DATUM WG684 81 deg(T) 082.07808°W OATUM WG6H4 363 deg(T) 082.07800'W DATUM WGSH4 . S { Hankins Run I 2023-09-26 Hawkins Run 1 2023-09-26 Hawkins Run 2 Load 1 2023-09-26 ry 10:13:22-04:00 10:43:36-04:00 11:26:18-04:80 Examplei Dump Truck for Angle of Repose Measurements • Project , February2024 0 0 m m Material Unit Strength Cohesion Phi tics Water Ru Name Color weight (intact) m s 1.52 (Ibs/ft3) 1YPe (Vm (•) Surface Value (pif) Rock Waste 120 Mohr- 5 36 None 0 Coulomb Foundation 120 Mohr- 5 35 None 0 0 5olls . Coulomb Hoek- to Bedrock ■ 120 brown 155000 0959 0.00019 None 0 300.00 Ibst t2 0 M ► B.HAW.33A B.HAW.34A 0 0 M 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 pt,'"`fume Spruce Pine Geotechnical Study GeosyCltec° Spruce Pine, North Carolina consult ecants o�f� Hawkins �"�" A-A Condition Static """eNO Figure 3 oeiNrtavRerv.mt Diane February 2024 o1° NO' GC9914 0 0 n ' / 0.1 1.21 I' Material Uih Strength Cohesion Phi VCS Water Bu Colas Weight intact) md�19 Name Qbs/N3) Type (psQ (7 (PS)( Surface Value Bock Waste 120 Mohr- 5 36 None 0 Coulomb o Foundation Mohr- so+s Soils ■ 120 Coulomb 5 35 None 0 Bedrock ■ 120 B�"� I55000 0.959 None 0 0 n B.HAW.33A B.HAW.34A 0 0 n 0 100 200 300 400 500 800 700 800 900 1000 1100 1200 "°""asio"e Spruce Pine Geotechnical Study Geosyntee° Spruce Pine, North Carolina consultants ohWaainrea Hawkins Ouss-sGd01 A-A Condition I mmnaimr. Seismic n9rgeNa Figure 4 SupEINF RJer9.031 oat February 2024 f'ectNo. GC9914 0 0 a Material Unit Color Weight Strength Cohesion Phi (intact ) m s Water Ru Name (lbs/ft3) Type (Psi) (1) psf) Surface Value a Mohr- Rock Waste 120 5 36 None 0 a Coulomb Foundation ■ 120 Mohr- 5 35 None 0 Soils Coulomb Bedrock ■ 120 Hoek- A1.550.00) 0.959 0.00019 None 0 Brown p 1.50 300.00 lbs/ft2 co r 1� - 300.00 Ibslfl2 300.00 Ibslft2 - OO m B.HAW.37A B.HAW.35 B.HAW.35A B.HAW.36A 0 0 0 200 400 600 800 1000 1200 1400 ftj-%t Nam Spruce Pine Geotechnical Study Geosyntec Spruce Pine, North Carolina consultants D&PUSNAW Hawkins crao'seaw' B-B COMI . Static Rg"Afa Figure 5 SUDO �9ml Date February 2024 Ro{stNa G3914 o 0 e ( / 0.1 Ucs Material Unit Strength Cohesion Phi (intact) m s Color Weight (inta Water Ru Name (Ibs/ft3) Type (psf) (°) (Psi Surface Value Rock Waste 120 Coulomb 5 36 None 0 a Foundation 120 Mohr- 5 35 None 0 Soils Coulomb Bedrock ■ 120 Hoek- 155000 0.959 0.00019 None 0 Brown m 1.20 , M o 0 B.HAW.37A B.HAW35 B.HAW.35A B.HAW.36A 0 e3 T.. 0 200 400 600 Boo 1000 1200 1400 ftJect Name Spruce Pine Geotechnical Study Geosptec° Spruce Pine, North Carolina consultants otrPVSN*w Hawkins nns-serbbl B-B ,...... � ��,,,..��` co Seismic RgNa Figure 6 9.03, °ate February 2024 IftiLdNa GC9914 o gi n Material Unit Strength Cohesion Phi UCS Water Ru Color Weight (intact) m s o Name (Ibs/ft3) Type (Psf) 11 (Psft Surface Value Rock Waste 120 Mohr- Coulomb 5 36 None 0 Foundation ■ 120 Mohr- soils Coulomb Bedrock ■ 20 Hoek- 155000 0.959 0.00019 None 0 Brown 0 300.00 Ibs/ft2 300.00 Ibs/ft2 o r E , � Q M c B.HAW 34A B.HAW.35 B.HAW.37A 0 0 100 200 300 400 500 800 700 800 900 "°'"`tN� Spruce Pine Geotechnical Study Geosyntec i' Spruce Pine, North Carolina consultants vhp2w*w Hawkins C,05F C-C Static F6EW No Figure 7 H o„ Dote February2024 ftj&tN0' GC9914 o 0.1 Unit M Material Weight Strength Cohesion Phi U6 Water Ru Color Name (k3/ Type (psf) (1) (i(p�) m s Surface Value Rock Waste 120 Mohr-Coulomb 5 36 None 0 Foundation ■ Mohr- Solis Coulomb 120 5 35 None 0 0o m Bedrock ■ 20 Hcek- 155000 0.959 0.00019 None 0 Brown 1.20 0 B.HAW.34A B.HAW.35 B.HAW.37A 0 0 100 200 360 400 500 600 700 860 960 Ao;BctNeme Spruce Pine Geotechnical Study Geosyntec° Spruce Pine, North Carolina Consultants atpmarAW Hawkins Os:� C-C 'j"'„„'m�.......... cmdrwIn Seismic A7UM No. Figure 8 a.mt °OW February 2024 ft^tNo. GC9914 APPENDICES Appendix A Field Documentation Appendix A. 1 Field Logs for Angle of Repose SIBELCO SPRUCE PINE MINE GEOTECHNICAL STUDY ANGLE OF REPOSE TESTING Date: te o s6 2 Prepared by: Erdem Onur Tastan Test Site: 14dy As Test Material Description 1POA i Test Material ID: Zan iU Photo Taken with ID? Type of Truck Used: �nao( 341 F Truck Weight Specification: Truck Volume Specification: Meas.1 Meas.2 Meas.3 Meas.4 Meas.5 Meas. 6 Weight of Truck(tons) Fill up the White Board with Identifiers? Yes No Imagery of Empty Truck with Drone? Yes No Volume Measurements with Drone? Yes No Weight of Full Truck Move the White Board to Unload Area Yes No Unload Truck? Yes No Pile Volume Measurements with Drone? Yes No Hand Slope Measurements(degr 28 44 9 g D Collect Fine Fraction Samples? Yes No Collect Rock Fragments? Yes No Insert Photo: CIA n�ac1� n�^O�-i sc,•a�d brow trrGA�t.q �`� SIBELCO SPRUCE PINE MINE GEOTECHNICAL STUDY ANGLE OF REPOSE TESTING Date: _ _ 26 z I _ Prepared by: Erdem Onur Tastan Test Site: Rc WW Test Material Description pkcic No 7411*v Test Material ID: Photo Taken with ID? TypeofTruckUsed: 3 9F Truck Weight Specification: Truck Volume Specification: Meas.I Meas.2 Meas.3 Meas.4 Meas.5 Meas.6 Weight of Truck(tons) Fill up the White Board with Identifiers? Yes No Imagery of Empty Truck with Drone? Yes No Volume Measurements with Drone? Yes No Weight of Full Truck Move the White Board to Unload Area Yes No Unload Truck? Yes No Pile Volume Measurements with Drone? Yes No Hand Slope Measurements(degrees) fog 310 4 3 U Collect Fine Fraction Samples? Yes No Collect Rock Fragments? IYes No Insert Photo: Fust loci( d" tea."' kn"t / se .4 jwl Appendix A.2 Boring Logs Geos tec� 1300 S Mint St BORING B.HaW.33A SHEET 1 OF 2 Charlotte,NC 28203 PROJECT SPRUCE PINE GEOTECHNICAL STUDY Phone:(704)227-0840 NUMBER GC9914 GROUND SURF. 3437.7 FT. consultants www.geosyntec.com LOCATION SPRUCE PINE,NC START DRILL DATE 9/19/2023 DATUM NAVD 88 BOREHOLE LOG j FINISH DRILL DATE 9/19/2023 SAMPLE LABORATORY RESULTS DESCRIPTION COMMENTS UWTS a s AITERWRRG Z O Q w 1- � N Q wJ X _ > ttl coO = W W sad CW W ' LL Zp 2 a a 5 a p Y ! a O > U u v 5 N o w m z LU 3435 [SC]CLAYEY SAND,BROWNISH YELLOW 2 4 100 T:HARD AUGERING (SYR 618),FINE GRAINED,LOOSE,MOIST, 2 THROUGHOUT MICA PRESENT THROUGHOUT. %: SS-1 2 5 3 r. 3430 ISM]SILTY SAND,LIGHT OLIVE BROWN 1 4 50 11.9 (SY 6/6),FINE TO MEDIUM GRAINED, 2 GRAVEL THROUGHOUT,LOOSE,MOIST. SS-2 2 6 10 3425 [GW)WELL-GRADED GRAVEL WITH SAND, :' SS-3 50/0.4 100 WHITE(N9),VERY DENSE, tt DECOMPOSED ALASKITE(PWR). ' 3420 Q SS4 50/0.2 100 o X w 20 ' Win'. v� 3415 QQ p SS-5 50/0.2 100 0.a 1 = 25 w w qQ: ! )v - 3410 4 :Q w N [SP]POORLY GRADED SAND,BROWNISH SS-6 0/0.2 100 GRAY(SYR 4/1),FINE GRAINED,VERY w DENSE.DRY,MICA SCHIST SAPROLITE. 30 ;d CONTRACTOR:TRIAD ENGINEERING,INC.LATITUDE: 35°5649.598" LOGGER RYAN GABELMAN REVIEWER E.O.TASTAN,P.E. EQUIPMENT: HSA LONGITUDE:82°04'48.8028 NOTES:HAWKINS EAST DRILL RIG: CME-55C COORDINATE SYSTEM: w HAMMER TYPE: 140 AUTO DROP HAMMER NAD83 BOREHOLE DIAMETER: 4.25 inch SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS 1300 S Mint St BORING B.HAW.33A SHEET 2 OF 2 GeosyntecO Charlotte,NC 28203 PROJECT SPRUCE PINE GEOTECHNICAL STUDY Phone:(704)227-0840 NUMBER GC9914 GROUND SURF. 3437.7 FT. consultants WWW.geosyntec.com LOCATION SPRUCE PINE,NC START DRILL DATE 9/19/2023 DATUM NAVD 88 BOREHOLE LOG FINISH DRILL DATE 9/19/2023 SAMPLE LABORATORY RESULTS v DESCRIPTION c1) COMMENTS x ATTERSERG z O o o x x �? Mears C7 p U O c z y oo = Q =IL a a CL (Ix�J a W tl ' v� z ill Ve r J w Ix z Q � 0 0 > > N m Z 0. ►- a'c o CL `i`L a o a o � � 3405 SS-7 5010.1 100 33.6:BORING TERMINATED. 33.6':AUGER AND SPT REFUSAL 35 3400 40 3395 45 3390 a O w 50 w (7 'a Uii 3385 O J p H = 55 w w O UJ Q U w 3380 ao rn O w (9 � 60 z CONTRACTOR:TRIAD ENGINEERING,INC.LATITUDE: 35°5649.598" LOGGER RYAN GABELMAN REVIEWER E.O.TASTAN,P.E. EQUIPMENT: HSA LONGITUDE:82°04'48.8028 NOTES:HAWKINS EAST ° DRILL RIG: CME-55C COORDINATE SYSTEM: W HAMMER TYPE: 140 AUTO DROP HAMMER NAD83 w BOREHOLE DIAMETER: 4.25 inch SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS c� 1300 S St RING nt Geosynteccl' Chadotte,INC 28203 PROJECT SSPRUCE PPIIN�E GEOTECHNICAL STUDY SHEET 1 OF 1 Phone:(704)227-0840 NUMBER GC9914 GROUND SURF. U60.9 FT. consultants www.geosyntec.com LOCATION SPRUCE PINE,NC START DRILL DATE 9/19/2023 DATUM NAVD 88 BOREHOLE LOG FINISH DRILL DATE 9/19/2023 SAMPLE LABORATORY RESULTS DESCRIPTION 0 � COMMENTS A LLwrs G O 0 FF ;e �` uMrrs Z J 6 0 0 N 1- S y 06 Q J mo �_ z W � °tu } z n LU W = H = J 0. a n z + c°� z 9 1- W ~ Q a a > U �Yy o a a d�N 0 w to z Q' V O Y N W cc a.ix = .] 0 c G a Uj IL C a 3460 [SP-SCI POORLY GRADED SAND WITH SS-1 50/0.0 0 T:REFUSAL.ABUNDANT CLAY AND GRAVEL,MODERATE BROWN 9 18 70 BOULDERS AROUND (5YR 3/4)TO MEDIUM GRAY(N5), THE DRILLING SITE. ING GRAVEL THROUGHOUT,MEDIUM •j. SS-2 8 HARD 10 THROUGHOUT. 5-DENSE,MOIST,SAPROLITE. 17 30:AUGER REFUSAL 3455 [GP]POORLY GRADED GRAVEL,MEDIUM 50 100 6':AUGER REFUSAL. GRAY(N5),MICA GNEISS/SCHIST SSA Z5010.4 SS SEPARATELYD PULVERIZED). FROM 6' [SP-SC]SAND WITH CLAY,MODERATE TO 6A'(SS-3)AND 6.2' •� TO 6.4'(SS-3.1)BGS. BROWN(5YR 3/4),VERY DENSE,MOIST, �•�• SS4 50/0.1 69 100 8.1%AUGER AND SPT SAPROLITE. .•.•.• go REFUSAL.SWITCH TO PEGMATITE,PINKISH GRAY(5YR 8/1), •• CORING.LIGHT VERY COARSE,VERY HARD, v v v R1 BROWN/GRAY 10 MODERATELY FRACTURED WITH v RETURNS PARALLEL FRACTURES IN 4-[NCH 3450 SPACING.25'DIP FROM 8.1-9.3 FEET v v v BGS,SLIGHTLY WEATHERED TO FRESH. v 53 97.5 11.4%LIGHT GRAY MICA SCHIST,DARK GRAY(143),FINE v v v RETURNS GRAINED,HIGHLY FOLIATED, v MODERATELY HARD,MODERATELY FRACTURED WITH FRACTURES(25'DIP) FVVV, ALONG FOLIATION PLANES, v R2 MODERATELY TO INTENSELY v 15 WEATHERED. f v 11.4%MODERATELY FRACTURED WITH v v 3445 FRACTURES ALONG FOLIATION PLANES v (30'DIP),MODERATELY WEATHERED. ev 12%HIGHLY WEATHERED INFILLED v v 37.5 83 FRACTURE WITH 70'DIP. v v 16.6%INTENSELY WEATHERED FROM vv R3 17.4':BROWN RETURNS 16.6-17 FEET BGS. v 18.4%BORING TERMINATED. G C9 W 20 ti 0 3440 LLl U' 0. (9 O J Q F- = 25 U p 3435 w c7 U J W m U) N 0 w dl 30 � CONTRACTOR:TRIAD ENGINEERING,INC.LATITUDE: 35056'53.8707 LOGGER RYAN GABELMAN REVIEWER E.O.TASTAN,P.E. o EQUIPMENT: HSA/NQ CORE LONGITUDE:82°04'42.7436 NOTES:HAWKINS EAST DRILL RIG: CME-55 COORDINATE SYSTEM: W HAMMER TYPE: 140 AUTO DROP HAMMER NAD83 BOREHOLE DIAMETER: 4.25 ind1/NQ SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS 1300 S Mint St BORING B.HAW.35 SHEET 1 OF 1 Geosyntecc" Charlotte,NC 28203 PROJECT SPRUCE PINE GEOTECHNICAL STUDY Phone:(704)227-0840 NUMBER GC9914 GROUND SURF. 3575.9 FT, considtants www.geosyntec.com LOCATION SPRUCE PINE,NC START DRILL DATE 9/19/2023 DATUM NAVD 88 BOREHOLE LOG FINISH DRILL DATE 9/19/2023 SAMPLE LABORATORY RESULTS DESCRIPTION o COMMENTS s x " G umrrs z 6 o e Y s e m H G = Q = a a a a z n �a z a.W a. a gag ~ > it ,fir, Q O > U � F W U' to m z it O i vi w y C o C a Q. a 3575 [ML]SILT WITH SAND,YELLOWISH RED 2 4 87 (5YR 4/6),VERY LOOSE,MOIST,NO 2 72,8 23,5 3.7 30.3 STRUCTURE,VERY FINE MICA PRESENT SS-1 2 THROUGHOUT. 3 5 3570 [SCI CLAYEY SAND WITH GRAVEL, 25 57 90 YELLOWISH RED(5YR 4/6)TO MEDIUM GRAY(N5),VERY DENSE,MOIST, r f, . SS-2 17 40 SAPROLITE. 11 10 3565 r [SP-SCI POORLY GRADED SAND WITH 4 12 70 CLAY,YELLOWISH RED(5YR 416)WITH 5 MEDIUM GRAY(N5)MOTTLING,FINE TO '., SS-3 7 MEDIUM GRAINED,MEDIUM DENSE, 5 15 MOIST,SAPROLITE. 3560 N2 .T W 18%WITHOUT GRAY MOTTLING,SOME 2 100 HORIZONTAL FOLIATION VISIBLE. SS-4 11 50/0.1 20 20':HARD AUGERING m 3555 BELOW 2V BGS CL (9 22.2%BORING TERMINATED. SS-5 5010.0 0 22.2':AUGER REFUSAL vi [7 O O H = 25 w p 3550 w O , 8 w m U) m O w _-Jj 30 a CONTRACTOR:TRIAD ENGINEERING,INC.LATITUDE: 35°5659.38" LOGGER RYAN GABELMAN REVIEWER E.O.TASTAN,P.E. a EQUIPMENT: HSA LONGITUDE:82°4'46.61" NOTES:HAWKINS EAST ° DRILL RIG: CME-55 COORDINATE SYSTEM: W HAMMER TYPE: 140 AUTO DROP HAMMER NAD83 w BOREHOLE DIAMETER: 4.25 inch SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS GeosyntcOQ 13Q0 S Mint St BORING B.HAW.35A SHEET 1 OF 1 l.� Charlotte,NC 28203 PROJECT SPRUCE PINE GEOTECHNICAL STUDY Phone:(704)227-0840 NUMBER GC9914 GROUND SURF. 3598.8 FT. consultants www.geosyntec.com LOCATION SPRUCE PINE,NC START DRILL DATE 9/15/2023 DATUM NAVD 88 BOREHOLE LOG FINISH DRILL DATE 9/18/2023 SAMPLE LABORATORY RESULTS y v DESCRIPTION COMMENTS ATrOUSMG C u 3r uLars CO ZQ ' d e Y � X die m z ZW W a owc W L ' a 1z = Q a. J as > > F t r FO t) 7 W F- j w W O d W m Z 0: COs� a p o a a � � a lSC1 CLAYEY SAND,MODERATE 15 55 100 3595 YELLOWISH-BROWN(10YR 5/4),FINE TO 12 MEDIUM GRAINED,TRACE GRAVEL, SS-1 43 VERY DENSE,DRY,FEW MICA. 43 5 .r 6.8%DEPTH TO WATER MEASURED ON SS-2 9/19/2023 0/0.0 0 3590 MICA SCHIST,DARK GRAY(N3),VERY v v 41 98 8.4%SPT(8.1')AND v FINE TO FINE GRAINED,HIGHLY v AUGER REFUSAL. FOLIATED(PARALLEL AND CONSISTENT SWITCH TO CORING. 10 THROUGHOUT).MICA DISCOLORED vvv R1 DARK GRAY/BROWN ESPECIALLY IN FRACTURE PLANES, v RETURNS. INTENSELY FRACTURED WITH CLOSE v v SPACING(4-6 INCHES)PARALLELING v FOLIATION PLANES(-20-25-DIP), 18 68 v MODERATELY TO INTENSELY v WEATHERED. v v 3585 f v v v v R2 15 v v v v v v v v 0 49 v v v vv a V 3580 v v R3 a v v v w 20 v � vvv N v w 21%BORING TERMINATED. 21%CORE BARREL CHOKED AT 21'BGS, a END RUN EARLY uS c� 0 o} 3575 D = 25 U W O W C7 + U tu m p 3570 W 0 --Jj 30 a CONTRACTOR:TRIAD ENGINEERING,INC.LATITUDE: 35°57'01.2278 LOGGER BOONE ABBOTT REVIEWER E.O.TASTAN,P.E. o EQUIPMENT: HSA/NQ CORE LONGITUDE:82°04'42.2278 NOTES:HAWKINS EAST DRILL RIG: CME-55 COORDINATE SYSTEM: w HAMMER TYPE: 140 AUTO DROP HAMMER NAD83 BOREHOLE DIAMETER: 4.25 inch SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS 1300 S Mint St BORING B.HAW.36A SHEET 1 OF 2 GeosyntecO Charlotte,NC 28203 PROJECT SPRUCE PINE GEOTECHNICAL STUDY Phone:(704)227-0840 NUMBER GC9914 GROUND SURF. 3775.0 FT. consultants www.geosyntec.com LOCATION SPRUCE PINE,NC START DRILL DATE 9/14/2023 DATUM NAVD 88 BOREHOLE LOG FINISH DRILL DATE 9/14/2023 SAMPLE LABORATORY RESULTS DESCRIPTION COMMENTS £ £ ,e LUAITS nrrExss U) G o v a g X J m O U z w >' w cu n w w o o F a G a a C a 0':DRIL HIFTED DUE TO AUGERS SLIDING FORWARD ISM]SILTY SAND,MODERATE BROWN 9 100 (5YR 3/4).FINE TO COARSE GRAINED, SS-11z 24 FEW GRAVEL,ANGULAR,VERY DENSE, /0.1 DRY. 5 377 ISM]SILTY SAND WITH GRAVEL,DARK 4 60 79 14.8 59.2 26.0 8.0 REDDISH-BROWN(I OR 3/4).FINE 17 GRAINED,LOOSE,DRY,POORLY `.' SS-243 GRADED. 15 10 376 8.5%GRADES TO GREENISH BLACK(5GY 2/1). 113%LITTLE GRAVEL,IRON STAINING. 9 33 79 17 SS-3 16 15 376 11 a [SC]CLAYEY SAND,MODERATE BROWN ;;; 10 18 79 C (5YR 4/4),FINE TO COARSE GRAINED, 9 o TRACE GRAVEL,ANGULAR.MEDIUM SS-4 9 �? DENSE,DRY.FEW MICA. 8 w 20 375 ,0 't V vS 8 18 96 ` SS-5 p ~ 10 i 25 375 w w ' w 27.V:DEPTH TO WATER U) AMPHIBOLITE,GREENISH BLACK(5GY 27 67 MEASURED ON rn 2/1).APHANITIC TO FINE GRAINED, , 9/15/2023 r:AUGER REFUSAL. MODERATELY FOLIATED,MODERATELY �i R1 2SWITCH TO CORING. SOFT,INTENSELY FRACTURED, , =1 30 3745 ' aW CONTRACTOR:TRIAD ENGINEERING,INC.LATITUDE: 35°57'06.4221 LOGGER BOONE ABBOTT REVIEWER E.O.TASTAN,P.E. EQUIPMENT: HSA/NQ CORE LONGITUDE:82°04'44.4987 NOTES:HAWKINS EAST DRILL RIG: CME-55 COORDINATE SYSTEM: U2 HAMMER TYPE: 140 AUTO DROP HAMMER NAD83 MIIL BOREHOLE DIAMETER: 4.25 inch/NQ I SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS O Geos tecO 1300 S Mint St BowNG B.HaW.36A SHEET 2 OF 2 Charlotte,NC 28203 PROJECT SPRUCE PINE GEOTECHNICAL STUDY Phone:(704)227-0840 NUMBER GC9914 GROUND SURF. 3775.0 FT. Consultants www.geosyntec.com LOCATION SPRUCE PINE,NC START DRILL DATE 9/14/2023 DATUM NAVD 88 BOREHOLE LOG FINISH DRILL DATE 9/14/2023 SAMPLE LABORATORY RESULTS DESCRIPTION s COMMENTS g x x x ATTERSERG uMrrs Z=fa O O d wv Za ti U Z a d a o = w a cr o 0 a Ai 0. a ar OIt a 7 m O w W a 0 a a —MODERATELY WEATHERED. �� X R1 29':VERY INTENSELY FRACTURED, ��', 17 70 INTENSELY WEATHERED FROM 29-31 FEET BGS. ol 31%VERY INTENSELY FRACTURED, MODERATELY WEATHERED FROM 29-31 FEET BGS. �� i R2 33%VERY INTENSELY FRACTURED, DECOMPOSED FROM 33-39.5 FEET BGS. 135-374 11 37 ol i i i ' R3 01 395:INTENSELY FRACTURED, 40 373 MODERATELY WEATHERED FROM 39.5-40.5 FEET BGS. 40.5%BORING TERMINATED. 45 373 a 0 w 50 372 ti UOi 0. c9 vi 0 J 0 H = 55 372 w O w c9 U J !R N N O w 60 3715 a CONTRACTOR:TRIAD ENGINEERING,INC.LATITUDE: 35057'06.4221 LOGGER BOONE ABBOTT REVIEWER E.O.TASTAN,P.E. o EQUIPMENT: HSA/NQ CORE LONGITUDE:82004'44.4987 NOTES:HAWKINS EAST DRILL RIG: CME-55 COORDINATE SYSTEM: w HAMMER TYPE: 140 AUTO DROP HAMMER NAD83 us BOREHOLE DIAMETER: 4.25 inch/NQ SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS 1300 S Mint St BORING B.HAW.37A SHEET 1 OF 2 GeosyntecO Charlotte,NC 28203 PROJECT SPRUCE PINE GEOTECHNICAL STUDY Phone:(704)227-0840 NUMBER GC9914 GROUND SURF. 3586.2 FT. consultants www.geosyntec.com LOCATION SPRUCE PINE,NC START GRILL DATE 9h4/2023 DATUM NAVD 88 BOREHOLE LOG FIMSH DRILL DATE 9/15/2023 SAMPLE LABORATORY RESULTS DESCRIPTION COMMENTS x A' ° O y X g _ uNTs 0Z -� O 'a 0 0 H ae >� 0 m 2 a G a a n a 3585 .f (SCI CLAYEY SAND,MODERATE BROWN 4 10 100 (5YR 3/4),FINE TO MEDIUM GRAINED. S. 4 TRACE GRAVEL,LOOSE,DRY,FEW '%'',• SS-1 6 MICA. N. 11 5 3580 ' [SC]CLAYEY SAND,MODERATE BROWN 11 36 88 (5YR 414).FINE TO MEDIUM GRAINED, ' 15 HORIZONTAL LAMINATIONS,DENSE, SS-2 21 10 DRY,LITTLE MICA. f:' 17 3575 ;- ISM]SILTY SAND,MODERATE 5 12 88 39.2 60.8 0.0 21.2 REDDISH-BROWN(10R U6),FINE TO 5 MEDIUM GRAINED,MEDIUM DENSE, SS-3 7 DRY,LITTLE MICA. 10 15 3570 a 2 11 as 0 5 a SS-4 O 6 w 20 10 w 3565 O AMPHIBOLITE,GREENISH BLACK(5GY i 18 37 21.5%AUGER REFUSAL. a' 2/1),APHANITIC TO FINE GRAINED, ��, SWITCH TO CORING. MODERATELY SOFT,INTENSELY ' SOFT CONDITION FRACTURED,MODERATELY / FROM 23.6 TO 26.5' BGS. WEATHERED. R1 i v 25 w w 3560 NO RECOVERY. 0 0 26.5%ABSENCE OF v ROCK DUE TO VERY SOFT CONDITIONS all v9?i R2 O LLJ C) t- -_Jj 30 W CONTRACTOR:TRIAD ENGINEERING,INC.LATITUDE: 35°57'00.4601 LOGGER BOONE ABBOTT REVIEWER E.O.TASTAN,P.E. EQUIPMENT: HSA/NQ CORE LONGITUDE:82°04'50.1990 NOTES:HAWKINS EAST ° DRILL RIG: CME-55 COORDINATE SYSTEM: w HAMMER TYPE: 140 AUTO DROP HAMMER NAD83 w BOREHOLE DIAMETER: 4.25 inch/NQ SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS c� Geos tec(> 1300 S Mint St BORING B.HAW.37A SHEET 2 OF 2 Charlotte,NC 28203 PROJECT SPRUCE PINE GEOTECHNICAL STUDY Phone:(704)227-0840 NUMBER GC9914 GROUND SURF. 3586.2 FT. consultants WWW.geosyntec.com LOCATION SPRUCE PINE,NC START DRILL DATE 9/14/2023 DATUM NAVD 88 BOREHOLE LOG FINISH DRILL DATE 9/15/2023 SAMPLE LABORATORY RESULTS DESCRIPTION COMMENTS ATTERBERG °o % x x LUTS N z 6 o g �, a O _O U z Uj Uj >- z n ° z a m F- = w w a a w ' LL g 0 i a w x F Gw O CO) m z 0 r R w a c 0 a 30:XTrEMPTED TO AUGER AND FLUSH 3555 OUT BORING WTIH CORE BARREL TO R2 ADVANCEINTO COMPETENT ROCK BUT RESULTED IN PLUGGING OF CORE BARREL AND THE BORING WAS 34%BORING TERMINATED. TERMINATED. 35 3550 40 3545 45 3540 a 0 0 c9 w 50 z 0) w 3535 C9 a' c� vi c� O O D S 55 w w 3530 C7 8 w 0 w C9 60 a CONTRACTOR:TRIAD ENGINEERING,INC.LATITUDE: 35°57'00.4601 LOGGER BOONE ABBOTT REVIEWER E.O.TASTAN,P.E. EQUIPMENT: HSA/NQ CORE LONGITUDE:82°04'50.1990 NOTES:HAWKINS EAST ° DRILL RIG: CME-55 COORDINATE SYSTEM: W HAMMER TYPE: 140 AUTO DROP HAMMER NAD83 BOREHOLE DIAMETER: 4.25 inch/NQ SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS Appendix A.3 Rock Core Photo Log GEOSYNTEC CONSULTANTS Geosyntec° Photographic Record """""""" Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.34A Box No.: 1 Run No.: 1 Depth (feet below ground surface): 8.1 - 11.4 - • • 1 11 CA; Ri J � n :. a-HAW-3'A ---- 9 r.,cr�rt Re[ 3 RaP =6R�ia engineers I scientists I innovators GEOSYNTEC CONSULTANTS Photographic Record Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B. HAW.34A Box No.: 1 Run No.: 2 Depth (feet below ground surface): 11.4— 16.4 Qyr K YAW-3vA 9 iLv'-16.Y �. 58•S -97.5� Pup:io =53% 1 t v> engineers I scientists I innovators GEOSYNTEC CONSULTANTS Geosyntec° Photographic Record Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.34A Box No.: 1 Run No.: 3 Depth (feet below ground surface): 16.4— 18.4 jr .. _ 1 7T / KAtN 3'M 1/,6?VZ3 R 3 �Iuwr_r Re,L IL engineers I scientists I innovators GEOSYNTEC CONSULTANTS Geosyntec° Photographic Record „.....n;.... Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.35A Box No.: 1 Run No.: 1 Depth (feet below ground surface): 8.4— 11.6 - • . 1 � � • 1M is i 1 6 i • s i A-J.n Sp� P:,K 6r .IeCA • ' Gn9/y B-14Aw-35A C Ro —R Boxlel C $-NAw->sn thal�. j RI >1 ' -777 engineers I scientists I innovators GEOSYNTEC CONSULTANT'S Geuc illec° Photographic Record Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.35A Box No.: I Run No.: 2 Depth (feet below ground surface): 11.6— 16.6 $-FIAW-35A i R —R Rex Ie<I r N +Q ' IU WWR engineers I scientists I innovators GEOSYNTEC CONSULTANTS Geosynte& Photographic Record Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.35A Box No.: 1 Run No.: 3 Depth (feet below ground surface): 16.6—21.0 s.ver�a � 4[19/y Ri —R Box F X n Q R0 'O.`6 engineers I scientists I innovators GEOSYNTEC CONSULTANTS Geosvnurc Photographic Record Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.36A FBox No.: I Run No.: 1 Depth (feet below ground surface): 28.0-30.5 ' • � 1 1 i �8.0• - B-NAv-3LA S;ea�co �� . li R I Box I of aB.Q 3p.5' 9-14-a'a 919 73 �O = e7/e IF UJIVOI " wl � ��■ q: Is 4 „ , 0 M ueiL� Hiehx u ul as „T'ii5 1i7 Q3 �0 210 � 21 22 23 engineers I scientists I innovators GEOSYNTEC CONSULTANTS �;,.,,��„i�•1 Photographic Record Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.36A Box No.: 1 Run No.-. 2 Depth (feet below ground surface): 30.5—35.5 e• 14, 2023 , . . NE giNIPIrmw Of �� g V'3GA S•ae\w � �NJ IF, R 1 SQ�ue¢one GeJ.a. Mt.0o.c-35.5 ' 9 4 d3 fly m i 3' n 1d 15 17 211,E engineers I scientists I innovators GEOSYNTEC CONSULTANTS Gees 11�cc r Photographic Record Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.36A Box No.: I Run No.: 2 Depth (feet below ground surface): 30.5 —35.5 NNW 41mvp GG9914 �W_ //IN-1z",IFFIFIFIF41Wm — — TOO 0 u11�� a � I ii udi a�nlinm ilui I;nS,i w i i 1 2 2;3 F� ,z= 2� engineers I scientists I innovators GEOSYNTEC CONSULTANTS Gcosynlcc° Photographic Record ` I. Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.36A Box No.: 1 Run No.: 2 Depth (feet below ground surface): 30.5 —35.5 4 ■ N M IPB NAv-3GA S.be\ca RI NOW ON n 39 41 engineers I scientists I innovators GEOSYNTEC CONSULTANTS Photographic Record Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.36A Box No.: 1 Run No.: 3 Depth (feet below ground surface): 35.5—39.5 J 1 loon I;II�V-3GA S.ae\w P�� 35.5'-39.5' VL9`t14 �LWIN@ ,. lo` Zee= � flop - - - engineers I scientists I innovators GEOSYNTEC CONSULTANTS Geosyntec° Photographic Record Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.37A Box No.: I Run No.: I Depth (feet below ground surface): 21.5 —26.5 �l.S• 16.5 t o .sec - Go Emmons 7�o 1t M 2'1 22 2 9T t engineers I scientists I innovators GEOSYNTEC CONSULTANTS (WO, \„i,.,_ Photographic Record Project Name: Spruce Pine Geotechnical Study Project Number: GC9914 Boring Location: Hawkins East Boring ID: B.HAW.37A Box No.: 1 Run No.: 2 Depth (feet below ground surface): 26.5-30 ' 3- 14AV'37A U � p engineers I scientists I innovators Appendix B Laboratory Test Results (Geotechnics, 2024) Appendix B. 1 Soil Boring Test Results eotechnics geoie(hnical&georyntheac ies6ng SIEVE AND HYDROMETER ANALYSIS ASTM D6913/D7928 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.33A Client Reference: Spruce Pine Geotechnical Study Depth (ft): 8-10 Project No.: R-2023-307-001 Sample No.: SS-2 Lab ID: R-2023-307-001-032 Soil Color: Brown USCS SIEVE ANALYSIS HYDROMETER ravel sand silt and clay 100 90 80 70 t 60 W m 3 m so b C 1 40 e a u a 30 20 10 0 1000 100 10 Particle Diameter 0.1 0.01 0.001 eter(mm) Sieve Size Percentage (%) Greater than#4 Gravel 6.70 #4 to#200 Sand 76.99 Finer than#200 Silt& Clay 16.31 USCS Symbol: D50 = 0.33 sm, ASSUMED USCS Classification: SILTY SAND Tested By EH Date 1/3/24 Checked By AES Date 1/4/24 page 1 of 2 DCN.CT-S73T, DATE 225R2. REV 1 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics WASH SIEVE ANALYSIS y<oieumira�&gmyntlinrIpsOng ASTM D6913-17 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.33A Client Reference: Spruce Pine Geotechnical Study Depth (ft): 8-10 Project No.: R-2023-307-001 Sample No.: SS-2 Lab ID: R-2023-307-001-032 Soil Color: Brown Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4"Material Tare No.: X-8 Tare No.: NA Wt. of Tare&Wet Sample (g): 294.94 Weight of Tare&Wet Sample(g): NA Wt. of Tare& Dry Sample (g): 278.74 Weight of Tare& Dry Sample(g): NA Weight of Tare(g): 142.43 Weight of Tare(g): NA Weight of Water(g): 16.20 Weight of Water(g): NA Weight of Dry Soil (g): 136.31 Weight of Dry Soil (g): NA Moisture Content(%): 11.9 Moisture Content(%): 0.0 Dry Weight of Sample(g): NA Total Dry Weight of Sample(g): 136.31 Tare No. (Sub-Specimen) X-8 Wet Weight of+314"Sample(g): 0.00 Wt. of Tare&Wet Sub-Specimen (g): 294.94 Dry Weight of+3/4"Sample (g): 0.00 Weight of Tare(g): 142.43 Dry Weight of-3/4" Sample(g): 136.31 Sub-Specimen Wet Weight(g): 152.51 Dry Weight-3/4"+3/8"Sample (g): 0.00 Tare No. (-3/8"Sub-Specimen): NA Dry Weight of-3/8"Sample (g): 136.31 Wt. of Tare&Wet-3/8" Sub-Specimen (g): NA J-Factor(% Finer than 3/4"): NA Weight of Tare(g): NA J-Factor(% Finer than 3/8"): NA Sub-Specimen-3/8"Wet Weight(g): NA Sieve Sieve Weight of Soil Percent Accumulated PercentAccumulated Size Opening Retained Retained Percent Finer Percent Retained Finer mm % % % 12" 300 0.00 0.00 0.00 100.00 100 6" 150 0.00 0.00 0.00 100.00 100 3" 75 0.00 0.00 0.00 100.00 100 2" 50 0.00 (*) 0.00 0.00 100.00 100 11/2" 37.5 0.00 0.00 0.00 100.00 100 1" 25 0.00 0.00 0.00 100.00 100 3/4" 19 0.00 0.00 0.00 100.00 100 1/2" 12.5 0.00 0.00 0.00 100.00 100 3/8" 9.5 0.00 (*�) 0.00 0.00 100.00 100 #4 4.75 9.13 6.70 6.70 93.30 93 #10 2 7.19 5.27 11.97 88.03 88 #20 0.85 17.56 (**) 12.88 24.86 75.14 75 #40 0.425 24.36 17.87 42.73 57.27 57 #60 0.25 21.06 15.45 58.18 41.82 42 #100 0.15 19.49 14.30 72.47 27.53 28 #140 0.106 9.07 6.65 79.13 20.87 21 #200 0.075 6.22 4.56 83.69 16.31 16 Pan 22.23 16.31 100.00 - Notes: (') The +3/4"sieve analysis is based on the Total Dry Weight of the Sample (*') The-3/4"and-3/8"sieve analysis is based on the Weight of the Dry Specimen Tested By EH Date 1/3/24 Checked By AES Date 1/4/24 page 2 of 2 CCN:CT-$73T, MTE=I , REV.1 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics Jeolechnical&geosymhelic testing SPECIFIC GRAVITY AASHTO T-100-15 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.33A Client Reference: Spruce Pine Geotechnical Study Depth (ft): 8-10 Project No.: R-2023-307-001 Sample No.: SS-2 Lab ID: R-2023-307-001-032 Visual Description: Dark Brown (Minus No.4 sieve material,oven dried) Replicate Number 1 2 Pycnometer ID: R 711 R 713 Weight of Pycnometer&Soil&Water(g): 672.37 677.84 Temperature(°C): 21.3 21.1 Weight of Pycnometer&Water(g): 646.79 646.44 Tare Number: 711 713 Weight of Tare& Dry Soil(g): 189.39 205 Weight of Tare(g): 148.5 154.45 Weight of Dry Soil(g): 40.89 50.55 Specific Gravity of Soil @ Measured Temperature: 2.671 2.640 Specific Gravity of Water @ Measured Temperature: 0.99793 0.99797 Conversion Factor for Measured Temperature: 0.99972 0.99977 Specific Gravity @ 200 Celsius: 2.672 2.641 Average Specific Gravity @ 20" Celsius 2.66 Tested By JCB IV Date 1211423 Checked By AES Date 12/1523 page l or 1 DCN:CTS5 DATE 2 18 REVISION:21 2200 Westinghouse Blvd., Suite 103• Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnies.net eotechnics ywmdmital&geoSynllieiu wing UNCONFINED COMPRESSIVE STRENGTH of INTACT ROCK CORE SPECIMENS ASTM D 7012-14e1 Method C This method does not report strain rate or deformation Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.34A Client Project: Spruce Pine Geotechnical Study Depth (ft): 8.1-8.8 Project No.: R-2023-307-001 Sample ID: R-1 Lab ID No.: R-2023-307-001-033 Moisture Condition: As Received-Unpreserved Specimen Weight(g): 586.32 SPECIMEN LENGTH (in) SPECIMEN DIAMETER(in): Reading 1: 4.46 Reading 1: 1.99 Reading 2: 4.46 Reading 2: 1.99 Reading 3: 4.46 Average: 1.99 Average: 4.46 Area(in 2): 3.09 UD: 2.24 MOISTURE CONTENT Tare Number: 484 Total Load (lb): 11,340 Wt. of Tare&Wet Sample(g): 615.57 Uniaxial Compressive Strength (psi): 3,670 Wt. of Tare& Dry Sample(g): 614.92 Weight of Tare(g): 99.59 Fracture Type: Shear Weight of Wet Sample(g): 515.98 Sample Volume(cm3): 225.92 Rate of Loading (lb/sec): 37 Moisture Content(%): 0.13 Time to Break(min:sec): 00:56.91 Unit Wet Weight(g/cm): 2.595 Deviation From Straightness2: Unit Wet Weight(pcf): 161.9 Unit Dry Weight (g/cm3): 2.592 AXIAL: Pass TOP: Pass BOTTOM: Pass Unit Dry Weight(pcf): 161.7 Physical Description: White Granitic Rock Notes: 1) Moisture conditions at time of the test are: As Received-Unpreserved 2) Sample prep conforms to ASTM D4543-08"best effort"if applicable 3) Deviation from straightness, Procedure A of ASTM D 4543-08 Pass/Fail criteria:gap<0.02=Pass, gap>0.02= Fail 4) Temperature is laboratory room temperature. Tested Bv: NS Date: 1/10/24 Checked Sv: AES Date: 1/11/24 page i of I DCN:CT45A: Revision No.: 1e3 Revision Date: 416f17 S:IExwA&cel OAISpreaCsaeafslUCROCK.x/s 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics geotechnical&geosymhetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D6913/ D7928 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.35 Client Reference: Spruce Pine Geotechnical Sutdy Depth (it): 3-5 Project No.: R-2023-307-001 Sample No.: SS-1 Lab ID: R-2023-307-001-034 Soil Color: Brown USCS SIEVE ANALYSIS HYDROMETER ravel sandI silt and clay 100 sc e0 70 m 60 .e 3 m so d LL 40 c a u n 30 20 10 0 1000 100 10 particle Diameter 0.1 0.01 0.001 eter(mm) Sieve Size Percentage(%) Greater than#4 Gravel 3.75 #4 to#200 Sand 23.47 Finer than#200 Silt& Clay 72.78 USCS Symbol: ml,ASSUMED USCS Classification: SILT WITH SAND Tested By EH Date 114/23 Checked By SB Date 1/4/24 page 1 of2 DCN'.CT-S73T. DATE 22SM REV.1 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net 9technics WASH SIEVE ANALYSIS geowhnicnl&gemyntheiic testing ASTM D6913-17 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.35 Client Reference: Spruce Pine Geotechnical Sutdy Depth (ft): 3-5 Project No.: R-2023-307-001 Sample No.: SS-1 Lab ID: R-2023-307-001-034 Soil Color: Brown Moisture Content of Passing 3/4"Material Moisture Content of Retained 3/4" Material Tare No.: 480 Tare No.: 476 Wt. of Tare&Wet Sample (g): 273.93 Weight of Tare&Wet Sample(g): 121.04 Wt. of Tare&Dry Sample (g): 233.32 Weight of Tare&Dry Sample(g): 120.51 Weight of Tare(g): 99.21 Weight of Tare(g): 99.01 Weight of Water(g): 40.61 Weight of Water(g): 0.53 Weight of Dry Soil (g): 134.11 Weight of Dry Soil (g): 21.50 Moisture Content(%): 30.3 Moisture Content(%): 2.5 Wet Weight of-3/4"Sample(g): 770.10 Total Dry Weight of Sample(g): 612.65 Tare No. -3/4"Sub-Specimen(g): 459 Wet Weight of+3/4" Sample(g): 22.07 Wt.of Tare&Wet-3/4" Sub-Specimen (g): 681.45 Dry Weight of+3/4"Sample (g): 21.54 Weight of Tare(g): 143.05 Dry Weight of-3/4" Sample(g): 591.11 Sub-Specimen 3/4"Wet Weight(g): 538.40 Dry Weight-3/4"+3/8"Sample(g): 0.00 Tare No. (-3/8"Sub-Specimen): NA Dry Weight of-3/8" Sample(g): 591.11 Wt.of Tare&Wet-3/8" Sub-Specimen(g): NA J- Factor(% Finer than 3/4"): 96.5% Weight of Tare(g): NA J- Factor(% Finer than 3/8"): NA Sub-Specimen-3/8"Wet Weight(g): NA Sieve Sieve Weight of Soil Percent Accumulated PercentAccumulated Size Opening Retained Retained Percent Finer Percent Retained Finer mm % °k % 12" 300 0.00 0.00 0.00 100.00 100 6" 150 0.00 0.00 0.00 100.00 100 3" 75 0.00 0.00 0.00 100.00 100 2" 50 0.00 (`) 0.00 0.00 100.00 100 11/2" 37.5 0.00 0.00 0.00 100.00 100 1" 25 0.00 0.00 0.00 100.00 100 3/4" 19 22.07 3.52 3.52 96.48 96 1/2" 12.5 0.00 0.00 0.00 100.00 96 3/8" 9.5 0.00 ({�) 0.00 0.00 100.00 96 #4 4.75 1.00 0.24 0.24 99.76 96 #10 2 2.62 0.63 0.88 99.12 96 #20 0.85 1.10 (`*) 0.27 1.14 98.86 95 #40 0.425 4.17 1.01 2.15 97.85 94 #60 0.25 23.76 5.75 7.90 92.10 89 #100 0.15 35.24 8.53 16.43 83.57 81 #140 0.106 19.61 4.75 21.17 78.83 76 #200 0.075 14.03 3.39 24.57 75.43 73 Pan - 311.73 75.43 100.00 Notes: (') The +3/4"sieve analysis is based on the Total Dry Weight of the Sample (") The-3/4"and-3/8"sieve analysis is based on the Weight of the Dry Specimen Tested By EH Date 1/4/23 Checked By SB Date 1/4/24 page 2 of 2 DCN:CT-SM. MTE 22522. REV.1 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics yenlechnical&geosyntlleti(loting SPECIFIC GRAVITY AASHTO T-100-15 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.35 Client Reference: Spruce Pine Geotechnical Study Depth (ft): 3-5 Project No.: R-2023-307-001 Sample No.: SS-1 Lab ID: R-2023-307-001-034 Visual Description: Brown Silty Sand (Minus No.4 sieve material,oven dried) Replicate Number 1 2 Pycnometer ID: R 714 R 716 Weight of Pycnometer&Soil&Water(g): 669.73 677.8 Temperature CC): 22.5 22.3 Weight of Pycnometer&Water(g): 644.46 652.29 Tare Number: 714 716 Weight of Tare&Dry Soil(g): 186.52 194.73 Weight of Tare(g): 146.3 154.15 Weight of Dry Soil (g): 40.22 40.58 Specific Gravity of Soil @ Measured Temperature: 2.690 2.692 Specific Gravity of Water @ Measured Temperature: 0.99766 0.99771 Conversion Factor for Measured Temperature: 0.99945 0.99950 Specific Gravity @ 20°Celsius: 2.692 2.693 Average Specific Gravity @ 20' Celsius 2.69 Tested By JCB IV Date 122123 Checked By AES Date 1W1123 page 1 of 1 DCN:CT-S5 DATE 312811E REVISION:21 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics grnitthnlcal&g2osynlhgti[Testing UNCONFINED COMPRESSIVE STRENGTH of INTACT ROCK CORE SPECIMENS ASTM D 7012-14e1 Method C This method does not report strain rate or deformation Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.35A Client Project: Spruce Pine Geotechnical Study Depth (ft): 13.4-13.9 Project No.: R-2023-307-001 Sample ID: R-2 Lab ID No.: R-2023-307-001-035 Moisture Condition: As Received-Unpreserved Specimen Weight(g): 512.51 SPECIMEN LENGTH (in) SPECIMEN DIAMETER(in): Reading 1: 3.97 Reading 1: 1.97 Reading 2: 3.98 Reading 2: 1.97 Reading 3: 3.98 Average: 1.97 Average: 3.97 Area(in): 3.03 L/D: 2.02 MOISTURE CONTENT Tare Number: 443 Total Load (lb): 3,260 Wt. of Tare&Wet Sample(g): 583.88 Uniaxial Compressive Strength(psi): 1,080 Wt. of Tare&Dry Sample(g): 578.00 Weight of Tare(g): 99.26 Fracture Type: Shear Weight of Wet Sample(g): 484.62 Sample Volume(cm'): 197.52 Rate of Loading (lb/sec): 11 Moisture Content(%): 1.23 Time to Break(min:sec): 1:00.22 Unit Wet Weight(g/cm'): 2.595 Deviation From Straightness2: Unit Wet Weight(pcf): 161.9 Unit Dry Weight (g/cm'): 2.563 AXIAL: Pass TOP: Pass BOTTOM: Pass Unit Dry Weight(pcf): 159.9 Physical Description: Light Brown Granitic Rock Notes: 1) Moisture conditions at time of the test are: As Received-Unpreserved 2) Sample prep conforms to ASTM D4543-08"best effort"if applicable 3) Deviation from straightness, Procedure A of ASTM D 4543-08 Pass/Fail criteria:gap<0.02=Pass,gap>0.02=Fail 4) Temperature is laboratory room temperature. TestedBv: NS Date: 1/11/24 Checked By. AES Date: 1/12/24 page/or 1 DCN:CT4W Ramm No.: tea Revision Dale: 415117 S:IExceAExcel DAISpxeadshee1s%UCR0CK.x1s 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405• Fax(919)876-0460•www.geotechnics.net eotechnics geotechniral&geosynlhetic testing SIEVE AND HYDROMETER ANALYSIS ASTM D6913/ D7928 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.36A Client Reference: Spruce Pine Geotechnical Study Depth (ft): 8-10 Project No.: R-2023-307-001 Sample No.: SS-2 Lab ID: R-2023-307-001-036 Soil Color: Dark Brown USCS SIEVE ANALYSIS HYDROMETER ravel sand silt and clay 100 90 80 70 rn 60 .e 3 m 50 a c u 40 c a u i 30 20 10 0 - 1000 100 10 Particle Diameter 0.1 0.01 0.001 eter(mm) Sieve Size Percentage (%) Greater than#4 Gravel 26.11 #4 to#200 Sand 59.11 Finer than#200 Silt& Clay 14.78 USCS Symbol: D50 = 0.65 sm, ASSUMED USCS Classification: SILTY SAND WITH GRAVEL Tested By EH Date 12/11/23 Checked By SB Date 12/12/23 page 1 of 2 oCN.CT-673T, DATE 2rz5a2, REV.1 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics WASH SIEVE ANALYSIS gcoiednii�al&'Jmymheuurong ASTM D6913-17 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.36A Client Reference: Spruce Pine Geotechnical Study Depth (ft): 8-10 Project No.: R-2023-307-001 Sample No.: SS-2 Lab ID: R-2023-307-001-036 Soil Color: Dark Brown Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material Tare No.: 472 Tare No.: NA Wt. of Tare&Wet Sample(g): 312.24 Weight of Tare&Wet Sample(g): NA Wt. of Tare&Dry Sample (g): 296.51 Weight of Tare&Dry Sample(g): NA Weight of Tare(g): 99.08 Weight of Tare(g): NA Weight of Water(g): 15.73 Weight of Water(g): NA Weight of Dry Soil (g): 197.43 Weight of Dry Soil (g): NA Moisture Content(%): 8.0 Moisture Content(%): 0.0 Dry Weight of Sample(g): NA Total Dry Weight of Sample(g): 197.43 Tare No. (Sub-Specimen) 472 Wet Weight of+3/4"Sample(g): 0.00 Wt.of Tare&Wet Sub-Specimen (g): 312.24 Dry Weight of+3/4" Sample (g): 0.00 Weight of Tare(g): 99.08 Dry Weight of-3/4"Sample (g): 197.43 Sub-Specimen Wet Weight(g): 213.16 Dry Weight-3/4"+3/8"Sample(g): 0.00 Tare No. (-3/8"Sub-Specimen): NA Dry Weight of-3/8"Sample(g): 197.43 Wt. of Tare&Wet-3/8"Sub-Specimen (g): NA J- Factor(% Finer than 3/4"): NA Weight of Tare(g): NA J-Factor(% Finer than 3/8"): NA Sub-Specimen-3/8"Wet Weight(g): NA Sieve Sieve Weight of Soil Percent Accumulated PercentAccumulated Size Opening Retained Retained Percent Finer Percent Retained Finer mm 12" 300 0.00 0.00 0.00 100.00 100 6" 150 0.00 0.00 0.00 100.00 100 3" 75 0.00 0.00 0.00 100.00 100 2" 50 0.00 (•> 0.00 0.00 100.00 100 11/2" 37.5 0.00 0.00 0.00 100.00 100 1" 25 0.00 0.00 0.00 100.00 100 3/4" 19 0.00 0.00 0.00 100.00 100 1/2" 12.5 0.00 0.00 0.00 100.00 100 3/8" 9.5 0.00 ( ** ) 0.00 0.00 100.00 100 #4 4.75 51.54 26.11 26.11 73.89 74 #10 2 23.36 11.83 37.94 62.06 62 #20 0.85 16.97 (") 8.60 46.53 53.47 53 #40 0.425 17.39 8.81 55.34 44.66 45 #60 0.25 16.42 8.32 63.66 36.34 36 #100 0.15 11.58 5.87 69.52 30.48 30 #140 0.106 21.27 10.77 80.30 19.70 20 #200 0.075 9.71 4.92 85.22 14.78 15 Pan - 29.19 14.78 100.00 Notes: (*) The +3/4"sieve analysis is based on the Total Dry Weight of the Sample ('•) The-3/4"and-3/8"sieve analysis is based on the Weight of the Dry Specimen Tested By EH Date 12/11/23 Checked By SB Date 12/12/23 page 2 of 2 DCN:CT-S73T, DATE=2 Z REV.1 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604-Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics geme(hnical&gmymhetic testing SPECIFIC GRAVITY AASHTO T-100-15 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.36A Client Reference: Spruce Pine Geotechnical Study Depth(ft): 8-10 Project No.: R-2023-307-001 Sample No.: SS-2 Lab ID: R-2023-307-001-036 Visual Description: Dark Brown Slit (Minus No.4 sieve matenal,oven deed) Replicate Number 1 2 Pycnometer ID: R 543 R 544 Weight of Pycnometer&Soil&Water(g): 687.9 690 Temperature(°C): 22.4 22.7 Weight of Pycnometer&Water(g): 661.36 663.80 Tare Number: 543 544 Weight of Tare&Dry Soil (g): 203.03 206.7 Weight of Tare(g): 163.14 165.83 Weight of Dry Soil(g): 39.89 40.87 Specific Gravity of Soil @ Measured Temperature: 2.987 2.786 Specific Gravity of Water @ Measured Temperature: 0.99768 0.99761 Conversion Factor for Measured Temperature: 0.99948 0.99941 Specific Gravity @ 200 Celsius: 2.989 2.788 Average Specific Gravity @ 200 Celsius 2.89 Tested By JCB IV Date =a23 Checked By AES Date 122123 page 1 of i DCN:CT-SS DATE UM18 REVISION:21 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics grnieduil(al Y gtosyntheth:lesling SIEVE AND HYDROMETER ANALYSIS ASTM D6913/D7928 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.37A Client Reference: Spruce Pine Geotechnical Study Depth (ft): 13-15 Project No.: R-2023-307-001 Sample No.: SS-3 Lab ID: R-2023-307-001-037 Soil Color: Brown USCS SIEVE ANALYSIS HYDROMETER ravel sand silt and clay 100 90 80 70 i 60 .a 3 m 50 m e u 40 c v u a 30 20 10 0 1000 100 10 Particle Diameter 0.1 0.01 0.001 eter(mm) Sieve Size Percentage(%) Greater than#4 Gravel 0.00 #4 to#200 Sand 60.78 Finer than#200 Silt& Clay 39.22 USCS Symbol. D50 = 0.11 sm, ASSUMED USCS Classification: SILTY SAND Tested By AA Date 12/20/23 Checked By AES Date 12/21/23 page 1 of 2 o N:CT-S73T. DATE 2nSQ2. REV.1 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnies.net 9technics WASH SIEVE ANALYSIS geotednical&geosynthelic testing ASTM D6913-17 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.37A Client Reference: Spruce Pine Geotechnical Study Depth (ft): 13-15 Project No.: R-2023-307-001 Sample No.: SS-3 Lab ID: R-2023-307-001-037 Soil Color: Brown Moisture Content of Passing 3/4"Material Moisture Content of Retained 3/4"Material Tare No.: X-15 Tare No.: NA Wt. of Tare&Wet Sample(g): 319.56 Weight of Tare&Wet Sample(g): NA Wt. of Tare&Dry Sample(g): 288.52 Weight of Tare&Dry Sample(g): NA Weight of Tare (g): 142.29 Weight of Tare(g): NA Weight of Water(g): 31.04 Weight of Water(g): NA Weight of Dry Soil (g): 146.23 Weight of Dry Soil (g): NA Moisture Content(%): 21.2 Moisture Content(%): 0.0 Dry Weight of Sample(g): NA Total Dry Weight of Sample(g): 146.23 Tare No. (Sub-Specimen) X-15 Wet Weight of+3/4"Sample(g): 0.00 Wt. of Tare&Wet Sub-Specimen (g): 319.56 Dry Weight of+ 3/4" Sample(g): 0.00 Weight of Tare(g): 142.29 Dry Weight of-3/4"Sample (g): 146.23 Sub-Specimen Wet Weight(g): 177.27 Dry Weight-3/4"+3/8"Sample(g): 0.00 Tare No. (-3/8"Sub-Specimen): NA Dry Weight of-3/8"Sample(g): 146.23 Wt. of Tare&Wet-3/8"Sub-Specimen (g): NA J-Factor(% Finer than 3/4"): NA Weight of Tare(g): NA J-Factor(% Finer than 3/8"): NA Sub-Specimen-3/8"Wet Weight(g): NA Sieve Sieve Weight of Soil Percent Accumulated PercentAccumulated Size Opening Retained Retained Percent Finer Percent Retained Finer mm % °k 12" 300 0.00 0.00 0.00 100.00 100.0 6" 150 0.00 0.00 0.00 100.00 100.0 3" 75 0.00 0.00 0.00 100.00 100.0 2" 50 0.00 (•) 0.00 0.00 100.00 100.0 1 1/2" 37.5 0.00 0.00 0.00 100.00 100.0 1" 25 0.00 0.00 0.00 100.00 100.0 3/4" 19 0.00 0.00 0.00 100.00 100.0 1/2" 12.5 0.00 0.00 0.00 100.00 100.0 3/8" 9.5 0.00 ( ) 0.00 0.00 100.00 100.0 #4 4.75 0.00 0.00 0.00 100.00 100.0 #10 2 0.17 0.12 0.12 99.88 99.9 #20 0.85 1.60 (•*> 1.09 1.21 98.79 98.8 #40 0.425 5.25 3.59 4.80 95.20 95.2 #60 0.25 19.28 13.18 17.99 82.01 82.0 #100 0.15 27.72 18.96 36.94 63.06 63.1 #140 0.106 19.98 13.66 50.61 49.39 49.4 #200 0.075 14.88 10.18 60.78 39.22 39.2 Pan - 57.35 39.22 100.00 - - Notes: (') The +3/4"sieve analysis is based on the Total Dry Weight of the Sample (•') The-3/4"and-3/8"sieve analysis is based on the Weight of the Dry Specimen Tested By AA Date 12/20/23 Checked By AES Date 12/21/23 page 2 of 2 DCN:CT.ST , GATE M6,22, REV,1 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics iecledmkal 8 yeosynrtieuc te50ng SPECIFIC GRAVITY AASHTO T-100-15 Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.37A Client Reference: Spruce Pine Geotechnical Study Depth(ft): 13-15 Project No.: R-2023-307-001 Sample No.: SS-3 Lab ID: R-2023-307-0011-037 Visual Description: Brown Silt (Minus No.4 sieve matenal,oven dried) Replicate Number 1 2 Pycnometer ID: R 714 R 716 Weight of Pycnometer&Soil&Water(g): 669.98 677.48 Temperature(°C): 22.0 22.4 Weight of Pycnometer&Water(g): 644.52 652.28 Tare Number: 714 716 Weight of Tare&Dry Soil(g): 186.3 194.1 Weight of Tare(g): 146.29 154.15 Weight of Dry Soil(g): 40.01 39.95 Specific Gravity of Soil @ Measured Temperature: 2.750 2.708 Specific Gravity of Water @ Measured Temperature: 0.99777 0.99768 Conversion Factor for Measured Temperature: 0.99957 0.99948 Specific Gravity @ 20'Celsius: 2.751 2.709 Average Specific Gravity @ 20' Celsius 2.73 Tested By JCB IV Date 12/1523 checked By AES Date 12115123 P89e 1 Of 1 MN:CT-SS DATE:3126118 REVISION:21 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405• Fax(919)876-0460• www.geotechnics.net Appendix B.2 Rock Coring Test Results eotechnics gcolechnital&gemynthetlt letting UNCONFINED COMPRESSIVE STRENGTH of INTACT ROCK CORE SPECIMENS ASTM D 7012-14e1 Method C This method does not report strain rate or deformation Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.34A Client Project: Spruce Pine Geotechnical Study Depth(ft): 8.1-8.8 Project No.: R-2023-307-001 Sample ID: R-1 Lab ID No.: R-2023-307-001-033 Moisture Condition: As Received-Unpreserved Specimen Weight(g): 586.32 SPECIMEN LENGTH (in) SPECIMEN DIAMETER(in): Reading 1: 4.46 Reading 1: 1.99 Reading 2: 4.46 Reading 2: 1.99 Reading 3: 4.46 Average: 1.99 Average: 4.46 Area(in 2): 3.09 UD: 2.24 MOISTURE CONTENT Tare Number: 484 Total Load (lb): 11,340 Wt. of Tare&Wet Sample(g): 615.57 Uniaxial Compressive Strength (psi): 3,670 Wt. of Tare& Dry Sample(g): 614.92 Weight of Tare(g): 99.59 Fracture Type: Shear Weight of Wet Sample(g): 515.98 Sample Volume(cm): 225.92 Rate of Loading (lb/sec): 37 Moisture Content(%): 0.13 Time to Break(min:sec): 00:56.91 Unit Wet Weight(g/crr): 2.595 Deviation From StraightnessZ: Unit Wet Weight(pcf): 161.9 Unit Dry Weight (g/cm): 2.592 AXIAL: Pass TOP: Pass BOTTOM: Pass Unit Dry Weight(pcf): 161.7 Physical Description: White Granitic Rock Notes: 1) Moisture conditions at time of the test are: As Received-Unpreserved 2) Sample prep conforms to ASTM D4543-08"best effort'if applicable 3) Deviation from straightness, Procedure A of ASTM D 4543-08 Pass/Fail criteria:gap<0.02= Pass,gap>0.02=Fail 4) Temperature is laboratory room temperature. Tested Bv: NS Date: 1/10/24 Checked By AES Date 1/11/24 page i or f DCN:CT45A: Revision No.: lea ReNsion Dab: 45117 S:IEx09M Cel QAlSpreede "IslUCROCK.xis 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics gcote(hnilal&geosynlheti[telling UNCONFINED COMPRESSIVE STRENGTH of INTACT ROCK CORE SPECIMENS ASTM D 7012-14e1 Method C This method does not report strain rate or deformation Client: Geosyntec Consultants of NC, PC Boring No.: B.HAW.35A Client Project: Spruce Pine Geotechnical Study Depth(ft): 13.4-13.9 Project No.: R-2023-307-001 Sample ID: R-2 Lab ID No.: R-2023-307-001-035 Moisture Condition: As Received-Unpreserved Specimen Weight(g): 612.51 SPECIMEN LENGTH (in) SPECIMEN DIAMETER(in): Reading 1: 3.97 Reading 1: 1.97 Reading 2: 3.98 Reading 2: 1.97 Reading 3: 3.98 Average: 1.97 Average: 3.97 Area (in 2): 3.03 UD: 2.02 MOISTURE CONTENT Tare Number: 443 Total Load (lb): 3,260 Wt. of Tare&Wet Sample(g): 583.88 Uniaxial Compressive Strength (psi): 1,080 Wt. of Tare&Dry Sample(g): 578.00 Weight of Tare(g): 99.26 Fracture Type: Shear Weight of Wet Sample(g): 484.62 Sample Volume(cm3): 197.52 Rate of Loading (lb/sec): 11 Moisture Content(%): 1.23 Time to Break (min:sec): 1:00.22 Unit Wet Weight(g/ern ): 2.595 Deviation From Straightness2: Unit Wet Weight(pcf): 161.9 Unit Dry Weight (g/Cr ): 2.563 AXIAL: Pass TOP: Pass BOTTOM: Pass Unit Dry Weight(pcf): 159.9 Physical Description: Light Brown Granitic Rock Notes: 1) Moisture conditions at time of the test are: As Received-Unpreserved 2) Sample prep conforms to ASTM D4543-08"best effort"if applicable 3) Deviation from straightness, Procedure A of ASTM D 4543-08 Pass/Fail criteria:gap<0.02= Pass,gap>0.02=Fail 4) Temperature is laboratory room temperature. TestedBv: NS Date: 1/11/24 Checked By: AES Date: 1/12/24 page l of I DCN:CT45A: Revision No.: lea Revision Dale. 415117 S:EE cenFxcet OAlSpeadsh"ts1UCR0CKxIs 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechniGs.net Appendix B.3 Rock Waste Test Results eotechnics geolechnical&geosymhetic jesting SIEVE AND HYDROMETER ANALYSIS ASTM D6913/D7928 Client: Geosyntec Consultants of NC, PC Boring No.: Hawkins Client Reference: Spruce Pine Geotechnical Study Depth (ft): N/A Project No.: R-2023-307-002 Sample No.: Run 1 Lab ID: R-2023-307-002-001 Soil Color: Gray USCS SIEVE ANALYSIS HYDROMETER ravel I sand silt and clay 100 90 80 70 t 60 a e 3 m 50 a u 40 c w V n 30 111 20 10 0 EM P. I iq��*T -a- 1000 100 10 particle Diameter(mm) 0.1 0.01 0.001 Sieve Size Percentage (%) Greater than#4 Gravel 57.72 #4 to#200 Sand 37.75 Finer than#200 Silt 8 Clay 4.53 USCS Symbol: D60 = 23.62 D50 = 7.20 gp,ASSUMED D30 = 1.52 CU = 118.68 USCS Classification: POORLY GRADED GRAVEL WITH SAND D10 = 0.199 Tested By EH Date 12/11/23 Checked By SB Date 12/12/23 page 1 of 2 WN:CL93T, DATE 2R5Q2, REV.1 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604• Phone(919)876-0405•Fax(919)876-0460•www.geotechnies.net 9technics WASH SIEVE ANALYSIS gvniedinical&gNsynlhenc testing ASTM D6913-17 Client: Geosyntec Consultants of NC, PC Boring No.: Hawkins Client Reference: Spruce Pine Geotechnical Study Depth (ft): N/A Project No.: R-2023-307-002 Sample No.: Run 1 Lab ID: R-2023-307-002-001 Soil Color: Gray Moisture Content of Passing 3/4"Material Moisture Content of Retained 3/4"Material Tare No.: 487 Tare No.: 38-A Wt. of Tare&Wet Sample (g): 394.80 Weight of Tare&Wet Sample (g): 2028.40 Wt. of Tare& Dry Sample(g): 387.26 Weight of Tare& Dry Sample(g): 2026.75 Weight of Tare(g): 99.00 Weight of Tare (g): 134.00 Weight of Water(g): 7.54 Weight of Water(g): 2.65 Weight of Dry Soil (g): 288.26 Weight of Dry Soil (g): 1891.75 Moisture Content(%): 2.6 Moisture Content(%): 0.1 Wet Weight of-3/4"Sample(g): 8165.70 Total Dry Weight of Sample(g): 14432.78 Tare No. -3/4"Sub-Specimen (g): 400 Wet Weight of+3/4"Sample(g): 6484.30 Wt. of Tare&Wet-3/4"Sub-Specimen(g): 1271.20 Dry Weight of+3/4" Sample(g): 6475.23 Weight of Tare(g): 133.60 Dry Weight of-3/4"Sample (g): 7957.55 Sub-Specimen 3/4"Wet Weight(g): 1137.60 Dry Weight-3/4"+3/8"Sample(g): 0.00 Tare No. (-3/8"Sub-Specimen): 723 Dry Weight of-3/8"Sample(g): 7957.55 Wt. of Tare&Wet-3/8"Sub-Specimen (g): 390.40 J- Factor(% Finer than 3/4"): 55.1% Weight of Tare(g): 90.00 J-Factor(% Finer than 3/8"): 55.1% Sub-Specimen-3/8"Wet Weight(g): 300.40 Sieve Sieve Weight of Soil Percent Accumulated PercentAccumulated Size Opening Retained Retained Percent Finer Percent Retained Finer mm % % % % 12" 300 0.00 0.00 0.00 100.00 100 6" 150 0.00 0.00 0.00 100.00 100 3" 75 0.00 0.00 0.00 100.00 100 2" 50 1556.60 (*) 10.77 10.77 89.23 89 11/2" 37.5 2038.80 14.11 24.88 75.12 75 1" 25 2003.00 13.86 38.74 61.26 61 3/4" 19 885.90 6.13 44.86 55.14 55 1/2" 12.5 0.00 („) 0.00 0.00 100.00 55 3/8" 9.5 0.00 0.00 0.00 100.00 55 #4 4.75 68.23 23.31 23.31 76.69 42 #10 2 49.27 16.83 40.14 59.86 33 #20 0.85 49.62 (" ) 16.95 57.09 42.91 24 #40 0.425 39.61 13.53 70.62 29.38 16 #60 0.25 25.95 8.86 79.48 20.52 11 #100 0.15 15.62 5.34 84.82 15.18 8 #140 0.106 13.75 4.70 89.52 10.48 6 #200 0.075 6.62 2.26 91.78 8.22 5 Pan - 24.07 8.22 100.00 - - Notes: (') The +3/4"sieve analysis is based on the Total Dry Weight of the Sample (") The-3/4"and-3/8"sieve analysis is based on the Weight of the Dry Specimen Tested By EH Date 12/11/23 Checked By SB Date 12/12/23 page 2 of 2 DCN:CT-S73T, DATE MW2, REV.1 2200 Westinghouse Blvd., Suite 103• Raleigh NC 27604 • Phone (919) 876-0405• Fax (919)876-0460 •www.geotechnics.net eotechnics �mtechniral&geosyn�he�ir tesOng SLAKE DURABILITY ASTM D4644-08 Client Geosyntec Consultants At NC, PC Client Project Spruce Pine Geotechnical Study Project No. R-2003-307-002 NATURAL MOISTURE CONTENT DETERMINATION Test No. 1 2 3 4 Lab ID 001 002 003 005 Boring No. Hawkins Hawkins Millridge Millridge Depth(ft) NA NA NA NA Sample No. Run 1 Run 2 Run 1 Run 3 Visual Description Rock Frags Rock Frags Rock Frags Rock Frags Drum Number 1 2 3 4 Wt.of Drum B WS(g) 1201.10 1108.90 2242.05 2332.77 Wt.of Drum R DS(g) 1200.84 1108.38 2239.24 2331.13 Wt.of Drum(g) 652.42 627.55 1811.81 1836.98 Wt.of Water(g) 0.26 0.52 2.81 1.64 Wt.of DS(g) 548.42 480.83 427.43 494.15 SLAKE DURABILITY DETERMINATION Water Temp Begin Cycle 1 (°C) 22.0 22.0 21.9 22.0 Water Temp After Cycle 1 CC) 22.0 22.0 21.9 22.1 Water Temp Begin Cycle 2(°C) 21.9 22.0 22.0 21.9 Water Temp After Cycle 2(°C) 21.9 22.0 22.0 21.9 Weight Drum&DS after Cycle 1 1194.07 1101.87 2225.82 2322.45 Weight Drum&DS after Cycle 2 1190.81 1100.05 2221.08 2316.05 Slake Durability Index%Cycle 2 98.2 98.3 95.8 96.9 Average Water Temp(OC) 22.0 22.0 22.0 22.0 Range of Water Temp(OC) 21.9-22 22-22 21.9-22 21.9-22.1 Fragment Type( 1 , 11 , 111 )' 1 I I 1 As Rec'd Moisture Cont. (°h) 0.05 0.1 0.7 0.3 Type I: Retained pieces remain virtually unchanged. Type Q: Retained materials consist of large and small pieces. Type IR: Retained material is exclusively small fragments. Tested By JAC Date 1/8/24 Checked By NJM Date 1/8/24 DON:CT- 7,REV.3,DATE 7W14 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604• Phone(919)876-0405• Fax(919)876-0460•www.geotechnics.net eotechnics SLAKE DURABILITY 9eoiKhnica1&geosymheH(mting Client Geosyntec Consultants At NC, PC Boring No. Hawkins Client Project Spruce Pine Geotechnical Study Depth(ft) NA Project No. R-2003-307-002 Sample No. Run 1 Lab ID 001 Visual Description: Rock Frags SAMPLE BEFORE 15t CYCLE: eotechnics Project: Spruce Pine Geotechnical Study Boring: Hawkins un: R-1 - '- lake Durability/Before Test } f, } 4 -i �-„-, TTi-,,,-mr- ., ' ill SAMPLE AFTER 2nd CYCLE: ' eotechnics Project: Spruce Pine Geu[echnlcal Study Boring: Hawkins Run: R1 -a4Slake Durability/After Test `,y. ` af . LL T � iLu. 111 Date 1/8/24 2200 Westinghouse Blvd., Suite 103• Raleigh, NC 27604-Phone(919)876-0405-Fax(919)876-0460•www.geotechnics.net eotechnics SLAKE DURABILITY gealtthnical&geosynibetic testing Client Geosyntec Consultants At NC, PC Boring No. Hawkins Client Project Spruce Pine Geotechnical Study Depth (ft) NA Project No. R-2003-307-002 Sample No. Run 2 Lab ID 002 Visual Description: Rock Frags SAMPLE BEFORE 1eL CYCLE: eotechnics Project: Spruce Pine Geotechnical Study Boring: Hawkins 7MRun: R-2 JSlake Durability/Before Test � L . IUF ikv, , TIT�fTfiTrfl'11HTRiiTiri9T11`y SAMPLE AFTER 2nd CYCLE: eotechnics Project: Spruce Pine Geotechnical StudyBoring: Hawkins I Run: R-2 - Slake Durability/After Test hill AND ii' e 2 .. Date 1/8/24 2200 Westinghouse Blvd., Suite 103• Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net eotechnics gemahnl�al&geosynthciic besting SIEVE AND HYDROMETER ANALYSIS ASTM D6913/D7928 Client: Geosyntec Consultants Of NC, PC Boring No.: Hawkins Client Reference: Spruce Pine Geotechnical Study Depth (ft): N/A Project No.: R-2023-307-002 Sample No.: Run 2 Lab ID: R-2023-307-002-002 Soil Color: Gray USCS SIEVE ANALYSIS HYDROMETER ravel I sand silt and clay 100 s0 80 70 r 60 m 'm 3 m so a, i 40 c a u me 30 20 10 0 1000 100 70 Particle Diameter 0.1 0.01 0.001 eter(mm) Sieve Size Percentage(%) Greater than#4 Gravel 53.19 #4 to#200 Sand 41.50 Finer than#200 Silt& Clay 5.30 USCS Symbol: D60 = 8.36 D50 = 5.45 gw-gm, ASSUMED D30 = 1.32 CU = 45.84 USCS Classification: WELL-GRADED GRAVEL WITH SILT AND SAND D10 = 0.182 Tested By EH Date 12/11/23 Checked By SB Date 12/12/23 page 10/2 DCN:CTsrnT, DAn 2rz5rz2 REV.1 2200 Westinghouse Blvd., Suite 103•Raleigh, NC 27604 •Phone (919)876-0405•Fax(919)876-0460•www.geotechnics.net 9technics WASH SIEVE ANALYSIS gentechni(al&geosynthetiuesting ASTM 06913-17 Client: Geosyntec Consultants Of NC, PC Boring No.: Hawkins Client Reference: Spruce Pine Geotechnical Study Depth (ft): N/A Project No.: R-2023-307-002 Sample No.: Run 2 Lab ID: R-2023-307-002-002 Soil Color: Gray Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material Tare No.: 18-A Tare No.: 34-A Wt. of Tare&Wet Sample(g): 490.85 Weight of Tare&Wet Sample(g): 1885.20 Wt. of Tare& Dry Sample(g): 478.22 Weight of Tare&Dry Sample(g): 1878.80 Weight of Tare(g): 87.12 Weight of Tare(g): 137.80 Weight of Water(g): 12.63 Weight of Water(g): 6.40 Weight of Dry Soil (g): 391.10 Weight of Dry Soil (g): 1741.00 Moisture Content(%): 3.2 Moisture Content(%): 0.4 Wet Weight of-3X' Sample(g): 7955.70 Total Dry Weight of Sample(g): 12233.98 Tare No. -3/4"Sub-Specimen (g): 416 Wet Weight of+3/4"Sample(g): 4543.80 Wt. of Tare&Wet-3/4" Sub-Specimen (g): 1409.30 Dry Weight of+ 3/4"Sample (g): 4527.16 Weight of Tare(g): 141.60 Dry Weight of-3/4"Sample(g): 7706.82 Sub-Specimen 3/4"Wet Weight(g): NA Dry Weight-3/4"+3/8"Sample(g): 0.00 Tare No. (-3/8"Sub-Specimen): 491 Dry Weight of-3/8"Sample(g): 7706.82 Wt. of Tare&Wet-3/8"Sub-Specimen(g): 461.60 J- Factor(% Finer than 3/4"): 63.0% Weight of Tare(g): 100.20 J- Factor(% Finer than 3/8"): 63.0% Sub-Specimen-3/8"Wet Weight(g): 361.40 Sieve Sieve Weight of Soil Percent Accumulated PercentAccumulated Size Opening Retained Retained Percent Finer Percent Retained Finer mm % % °k % 12" 300 0.00 0.00 0.00 100.00 100 6" 150 0.00 0.00 0.00 100.00 100 3" 75 0.00 0.00 0.00 100.00 100 2" 50 1289.00 (*) 10.50 10.50 89.50 90 11/2" 37.5 903.80 7.36 17.86 82.14 82 1" 25 1403.30 11.43 29.29 70.71 71 3/4" 19 947.70 7.72 37.00 63.00 63 1/2" 12.5 0.00 0.00 0.00 100.00 63 3/8" 9.5 0.00 ( ** ) 0.00 0.00 100.00 63 94 4.75 89.96 25.70 25.70 74.30 47 #10 2 66.71 19.05 44.75 55.25 35 #20 0.85 54.50 (**) 15.57 60.32 39.68 25 #40 0.425 41.75 11.93 72.24 27.76 17 #60 0.25 28.04 8.01 80.25 19.75 12 #100 0.15 21.93 6.26 86.52 13.48 8 #140 0.106 10.16 2.90 89.42 10.58 7 #200 0.075 7.57 2.16 91.58 8.42 5 Pan - 29.47 8.42 100.00 - Notes: (*) The +3/4"sieve analysis is based on the Total Dry Weight of the Sample (`*) The-314"and-3/8"sieve analysis is based on the Weight of the Dry Specimen Tested By EH Date 12/11/23 Checked By SB Date 12/12/23 page 2 of OCN:CTSM, DATE]RS . RE .1 2200 Westinghouse Blvd., Suite 103-Raleigh, NC 27604•Phone(919)876-0405•Fax(919)876-0460•www.geotechnics.net