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Home My WebLink About20163001ZI- 00 a. C9 W Z Ci Z I- < ct (7 ILI 0 0 O � U 0 A world cf capabilities delivered locally APPENDIX A HYDROGEOLOGIC AND GEOTECHNICAL CHARACTERIZATION REPORT Pawnee Waste LLC Weld County, Colorado Submitted to: Pawnee Waste LLC 155 E. Boardwalk Suite 300 Ft. Collins, CO 80525 Submitted by: Golder Associates Inc. 44 Union Boulevard, Suite 300 Lakewood, CO 80228 USA July 23, 2015 Revision 1 - February 19, 2016 Project No. 1407882B Golder Associates Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation r February 2016 Appendix A i 1407882B Rev. 1 Table of Contents 1.0 INTRODUCTION 1 2.0 REGIONAL SETTING AND HYDROGEOLOGY 2 2.1 Physiography, Topography, and Soils 2 2.2 Geologic Framework and Hydrogeology 2 3.0 SITE INVESTIGATION 4 4.0 PHYSICAL AND HYDROGEOLOGICAL ASSESSMENT OF THE SITE 5 4.1 Physiography, Surface Water, and Soils 5 4.1.1 Wetland Assessment 5 4.1.2 Soils and Geotechnical Considerations 5 4.2 Subsurface Conditions 6 4.2.1 Stratum 1 — Eolian Silt 7 4.2.2 Stratum 2 — Sandy Silt, Silty Clay, and Residuum 8 4.2.3 Stratum 3 — Sand and Silty Sand Lenses 8 4.3 Hydrogeology 9 4.3.1 Vadose Zone/Confining Unit 9 4.3.2 Uppermost Saturated Zone 9 4.3.3 Groundwater Movement 10 4.3.4 Groundwater Quality 10 5.0 SUMMARY AND CONCLUSIONS 11 6.0 REFERENCES 12 is\14\1407882b1040010403 edop revl\appendix a11407882b app a pawnee waste hydrogeo chara rpt revl 19feb16.docx Golder Associates February 2016 Appendix A ii 1407882B Rev. 1 List of Tables Table A-1 Table A-2 Table A-3 Table A-4 Table A-5 Table A-6 Table A-7 Field and Lab Properties of Potential Construction Material Field and Lab Properties of Eolian Silt Field Properties of Silty Clay, Clay and Residuum Field Properties of Sand and Silty Sand Summary of Soil Data Summary of Flexible -Wall Permeability Test Results — Remolded Samples Summary of Flexible -Wall Permeability Test Results — Undisturbed Samples List of Figures Figure A-1 Figure A-2 Figure A-3 Figure A-4 Figure A-5 Plan View, Borehole Locations, and Geologic Cross Sections Geologic Cross -Sections A -A' and B -B' Geologic Cross -Section C -CT and D -D' Geologic Cross -Section E -E' Potentiometric Surface Map List of Appendices Appendix A-1 USDA-NRCS Soil Survey Information Appendix A-2 Hydrogeologic and Geotechnical Field Investigation Report Appendix A-3 Laboratory Soil Test Results Appendix A-3-1 Index Testing Results Appendix A-3-2 Permeability Testing Results Appendix A-3-3 Consolidation Testing Results i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 1 1407882B Rev. 1 1.0 INTRODUCTION Golder Associates Inc. (Golder) was retained by Pawnee Waste LLC (Pawnee) to perform a hydrogeologic and geotechnical characterization for a new ("greenfield") E&P landfill (Landfill). As shown in Figure A-1, the proposed Use by Special Review (USR) boundary for the Landfill facility is approximately 240 acres (Site), with a Landfilling area of approximately 74 acres. The Site is located approximately 4 miles southeast of the town of Grover in Weld County, Colorado. This report describes the regional and site -specific geologic and hydrogeologic information collected during the subsurface investigations Golder performed on behalf of Pawnee. These investigations were completed in accordance with the Colorado Department of Public Health and Environment (CDPHE) 6 CCR 1007-2, Part 1 regulations. i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 2 1407882B Rev. 1 2.0 REGIONAL SETTING AND HYDROGEOLOGY The following section provides the regional setting and general area conditions related to the Site. 2.1 Physiography, Topography, and Soils The Site is located in the Colorado Piedmont section of the Great Plains Physiographic Province. The topography of the area is generally composed of plains used mainly for agriculture and grazing; the Site topography dips gently from the northeast to the southwest into tributaries of the South Platte River. Slopes are generally less than 10%, and elevations range from approximately 5,050 to 5,100 feet above mean sea level (AMSL) within the sub -basin around the Site. The drainage sub -basin is composed of approximately 2.5 square miles. The groundwater and surface water related to the Site discharge to the south and west. Refer to Appendix B-3, Figure B-3-2 for the topography and historic drainage basins. The climate of Weld County is semi -arid with an average annual precipitation in the northeastern part of the county of approximately 13.9 inches. The average annual evaporation in the northeastern part of the county is approximately 43.1 inches. The United States Department of Agriculture — National Resource Conservation Service (USDA-NRCS) designates the area soils as Kim -Mitchell complex and Stoneham fine sandy loam, composed primarily of silt and fine sandy loams. The parent materials for soils within this soil association are calcareous loamy alluvial deposits. The USDA-NRCS Soil Report generated for the Site is presented in Appendix A-1. 2.2 Geologic Framework and Hydrogeology The Site is located within the Denver-Julesburg (DJ) Basin in northeastern Colorado. The DJ Basin is a north -south structural basin that covers 70,000 square miles of northeast Colorado, southeast Wyoming, and northwest Nebraska. The basin formed during the Laramide Orogeny and is characterized by its asymmetry with gentle east flank and faulted, steeply dipping west flank. The basin contains sedimentary units dating from the Cambrian Period (oldest) to the Tertiary Period (youngest). The thickest part of the DJ Basin occurs north of Denver, where it is approximately 13,000 feet thick. Approximately 70% of the sedimentary rock in the DJ Basin is composed of sandstone, shale, and limestone units of Cretaceous age (Higley and Cox 2002). Tweto (1979) depicts the Site as underlain by the Tertiary -age White River Formation consisting primarily of claystone, siltstone, and sandstone commonly containing volcanic ash. The primary aquifer in the vicinity is the High Plains Aquifer system including the Ogallala, the Arikaree, and the Brule formations. These formations of the High Plains Aquifer are not well defined in the vicinity of the Site. However the surficial aquifer along the South Platte River Valley directly overlies the High Plains Aquifer system and is commonly used for irrigation, stock, and domestic use in the immediate vicinity of the Site (Robson and Banta 1995). i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 3 1407882B Rev. 1 The Tertiary -age Ogallala, Arikaree, and Brule formations are overlain by Quaternary -age alluvial deposits where the South Platte River Valley surficial aquifer can be found. The surficial aquifer is often present in confined or semi -confined conditions. Regionally, silt and clay deposits provide a level of groundwater protection to the surficial aquifer. The local and regional groundwater flow is to the west and southwest toward Jackson Draw and the South Platte River. The piezometric level is about 5,020 feet AMSL or 50 feet below the existing ground surface at Site. i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 4 1407882B Rev. 1 3.0 SITE INVESTIGATION A hydrogeologic and geotechnical site investigation was performed by Golder between September 2 and October 27, 2014. A detailed description of the site investigation program, including the drilling and sampling methodology used, is presented in Appendix A-2 — Hydrogeologic and Geotechnical Field Investigation Report. i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 5 1407882B Rev. 1 4.0 PHYSICAL AND HYDROGEOLOGICAL ASSESSMENT OF THE SITE The following section contains the information used to prepare a preliminary assessment of existing hydrogeological conditions and assess the adequacy of the proposed groundwater monitoring network. A hydrogeologic conceptual model for the Site and information regarding the adequacy of the present monitoring network is also presented within this section. 4.1 Physiography, Surface Water, and Soils The Site topography dips gently from the northeast to the southwest into tributaries of the South Platte River. Slopes are generally less than 10% to the south and west towards the Jackson Draw watercourse. Surface water in this watercourse, as well as shallow groundwater, flow and drain eventually to the South Platte River. 4.1.1 Wetland Assessment The Site is not located in a swamp, marsh, bog, or similar area that could be defined as a wetland according to the United States Fish and Wildlife Service (USFWS) National Wetland Inventory Wetlands Mapper (USFWS 2014). No wetlands or wet areas were identified within the proposed Site boundaries on the USGS 7.5 -minute quadrangle topographic map. Hydrology, hydrophytic vegetation, and hydric soils are the criteria that determine the existence of a wetland. The Site does not have well-defined surface water features, as shown in the topographical survey, showing runoff routing. Hydric soils are not apparent at Site. Reconnaissance by Golder personnel also confirmed that there is no vegetation on the Site that would typically be adapted for life in saturated soil conditions. 4.1.2 Soils and Geotechnical Considerations The surface soils at the Site include Kim -Mitchell Complex and Stoneham fine sandy loam, composed primarily of silt and fine sandy loams. The parent materials for soils within this soil association are calcareous loamy alluvial deposits. Any topsoil present will be removed prior to placement of waste at the Landfill. 4.1.2.1 Suitability of On -site Soils for Construction Eolian silts (loess) are prone to consolidation when submerged and a load is applied. A previous soils study performed by GROUND Engineering (GROUND Engineering 2012) on an adjacent property to the west of the proposed Site indicated that consolidation of up to 7% was measured in lab tests. A consolidation test performed by Golder on an undisturbed sample collected from this stratum (15-17 feet below ground surface [ft bgs] from BH-2014-14) indicated consolidation up to 10% measured in the lab test. Based on Golder's experience and engineering judgment, incorporating the estimated consolidation into the design should obviate the need for extensive engineering controls such as large-scale i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 6 1407882B Rev. 1 over -excavation and recompaction. The consolidation potential of the near -surface soils is not expected to adversely impact the acceptability of the site as a landfill. Sand and silty sand deposits within the upper 20 feet of the loess stratum (Stratum 1, defined in Section 4.2 below) likely could be used as potential material during construction. A summary of the field and lab properties is presented in Table A-1. Table A-1: Field and Lab Properties of Potential Construction Material -, USCS Group Symbol (Lab) Liquid Limit (LL) Fines Content(') (% Passing No. 200) s Remolded Permeability(2) (cm/s) ML 36-45 Avg. 39 6-31 Avg. 17 2.7x10 -7-3.3x10-6 Avg. 1.6 x 10-6 Notes' 1) Fines content range of sand and silty sand samples collected from within Stratum 1. 2) Samples were remolded at 96% of the standard Proctor dry density and at optimum moisture content. 4.2 Subsurface Conditions The hydrogeologic and geotechnical investigation performed in September and October 2014 is summarized below. Based on the available borehole data, the Site geology was divided into three simplified and mappable strata. These strata were distinguished based on grain size and color differences. The subsurface soil conditions found in the boreholes have been categorized into the following three indistinct strata: • Stratum 1 — Eolian accumulations of silt, overlying; • Stratum 2 — Sandy silt, silty clay, and residuum weathered from siltstone/claystone; and • Stratum 3 — Localized lenses of sand and silty sand. Descriptions and index properties of these strata are detailed in the following subsections. Four hydrogeologic cross sections were generated across the Site to graphically present these geologic strata and the hydrogeologic conditions underlying the proposed footprint. The locations of these cross sections are shown in Figure A-1 and are summarized below: • Cross Section A -A' (Figure A-2) — Aligned west to east across the northern half of the proposed footprint, and encompassing investigation locations PZ-1, BH-2014-02, PZ-2, BH-2014-03, and MW -1; • Cross Section B -B' (Figure A-2) — Aligned west to east across the southern half of the Site, and encompassing investigation locations MW -3, BH-2014-09, BH-2014-16, and BH-2014-04; i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 7 1407882B Rev. 1 • Cross Section C -C' (Figure A-3) — Aligned north to south across the western half of the proposed footprint, and encompassing investigation locations BH-2014-02, PZ-3, BH-2014-08, and MW -3; • Cross Section D -D' (Figure A-3) — Aligned north to south across the eastern half of the proposed footprint, and encompassing investigation locations MW -1, BH-2014-10, PZ-4, and BH-2014-04; and • Cross Section E -E' (Figure A-4) — Aligned west to east across the southern half of the proposed footprint through the proposed leachate collection sumps, and encompassing investigation locations BH-2014-05, PZ-3, BH-2014-11, BH-2014-13, and BH-2014-10. 4.2.1 Stratum 1 - Eolian Silt This stratum consists of a dry, stiff to hard, eolian silt (classified as ML according to the Unified Soil Classification System [USCS]) unit that generally extends from below the topsoil to depths ranging from 8 feet to as much as 25 feet across the Site. The base of Stratum 1 is generally flat or slightly dipping to the west and south. This is consistent with the surface topography across the Site. A summary of the index property testing results from select soil samples from this stratum is presented in Table A-2, below. N -values from standard penetration tests (ASTM D1586) in this unit ranged from 7 to 50, with an average N -value of approximately 17, correlating to a relative density of very stiff. Table A-2: Field and Lab Properties of Eolian Silt USCS Group Symbol (Lab) N. Values Relative Density Moisture Content ( /o) Liquid Limit (LL) Plasticity Index (PI) Fines Content (% Passing No. 200) , ML 7 — 50 Avg. 17 _ _, Stiff to hard 12 — 19 Avg. 15 • 36 — 45 Avg. 39 , 7 — 15 Avg. 10 C , 62 — 93 Avg. 82 Pemieability tests were performed on undisturbed silt samples collected from BH-2014-13 at depths of 15 to 15.35 ft bgs and 16.05 to 16.40 ft bgs. The average hydraulic conductivity of this stratum based on lab testing of the two undisturbed samples is 6.8 x 10-5 cm/s. The average hydraulic conductivity for recompacted soils in this stratum based on lab testing of remolded samples from BH-2013-02, BH-2013-04, BH-2013-08, and BH-2013-10 is approximately 1.6 x 10-6 cm/s, as shown in the recompacted permeability tests (Table A-6). One consolidation test on an undisturbed sample collected from this stratum (15-17 ft bgs from BH-2014-14) indicated that the unit is normally consolidated with an estimated compression index (Ce) of 0.24 and an estimated coefficient of consolidation (Cv) of 0.01 centimeters squared per second (cm2/sec). The one-dimensional consolidation testing results are provided in Appendix A-3-3. i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chars rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 8 1407882B Rev. 1 4.2.2 Stratum 2 - Sandy Silt, Silty Clay, and Residuum This stratum comprises the majority of the subsurface materials found at the Site and consists of a moist, hard unit of sandy silt (ML), silty clay (CL), and residuum from siltstone and claystone. The unit extends from below the surficial eolian silt through the maximum boring termination depth of 85 ft bgs. Discontinuous isolated pockets/lenses of sand were encountered across the Site within this stratum. These sand pockets/lenses are characterized as a separate stratum as described in Section 4.2.3 below. The first occurrence of groundwater at the Site is within fissured zones of Stratum 2 with the exception of MW -2014-03, discussed in Section 4.2.3. A summary of the field properties of the silty clay and residuum is presented in Table A-3 below. The consistency of the materials was hard (i.e., SPT N -value greater than 30), often causing refusal of the split spoon sampler. No samples of the silty clay or residuum were submitted for geotechnical index testing. Table A-3: Field Properties of Sandy Silt, Silty Clay, and Residuum USCS Group Symbols (Field) N -Values Consistency Moisture Content ( /°) ML, CL 30-80+ Avg. 55 Hard Approx. 40 Permeability tests were performed on undisturbed silty clay samples collected from BH-2014-13 at depths of 40.4 to 40.7 ft bgs and 41.4 to 41.8 ft bgs. The average hydraulic conductivity of this stratum based on the lab testing of the two undisturbed samples is 5.4 x 104 centimeters per second (cm/s). 4.2.3 Stratum 3 - Sand and Silty Sand Lenses As noted above, discontinuous isolated pockets/lenses of sand were found across the Site at varying depths. The occurrence of these sand lenses is almost exclusively limited to Stratum 2, with the exception of a single thin lens present in Stratum 1 at BH-2014-15 (PZ-4). Saturation of Stratum 3 sand and silty sand was observed in MW -2014-03, BH-2014-01, and BH-2014-03. Field properties are presented in Table A-4, below. Table A-4: Field and Lab Properties of Sand and Silty Sand v USCS Group Symbols (Field) N -Values Relative Density Moisture Content ( /o) Fines Content eh) Passing No. 200 SP, SW, SM, 25-84 Avg. 51 Very Dense 6-16% 6-31 Avg. 17 i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chars rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 9 1407882B Rev. 1 4.3 Hydrogeology The hydrogeology beneath the Site has been simplified into two hydrogeologic zones: the vadose zone/confining unit and the uppermost saturated unit. For the purposes of this section, these zones are classified by their hydrogeologic properties and may include various geologic strata. 4.3.1 Vadose Zone/Confining Unit The near -surface unsaturated deposits (i.e., the vadose/confining unit) range from 49 to more than 70 feet thick. The vadose zone is composed of eolian silt and sandy silt overlying silty clay, discontinuous sand lenses and residuum from siltstone and claystone. The vertical hydraulic conductivity of the eolian silt and sandy silt has been laboratory tested on undisturbed soils. The vertical hydraulic conductivity of undisturbed eolian silt from BH-2014-13 (15 to 16.4 -foot depth) averaged 6.8 x 10-5 cm/sec. The vertical hydraulic conductivity of undisturbed sandy silt from BH-2014-13 (40.3 to 41.7 -foot depth) averaged 5.4 x 10-4 cm/sec. This zone includes Strata 1, 2, and 3 described in Section 4.2; acts as an unsaturated flow barrier to the uppermost saturated zone from the proposed Landfill; and is considered an aquitard. 4.3.2 Uppermost Saturated Zone The uppermost saturated zone consists of the first saturated interval found below the vadose zone/confining unit. The uppermost saturated zone is composed primarily of fissured silty clay, with three instances of saturated sand observed in BH-2014-01, BH-2014-03, and MW -2014-03. Groundwater movement through the saturated zone is dominated by the fissured nature of the clayey material and thin saturated sand lenses. The uppermost saturated zone is continuous across the Site with a potentiometric surface at an elevation of approximately 5,020 feet AMSL. The uppermost saturated zone is considered as confined because water levels in each borehole stabilized at an elevation above the first occurrence of water observed during the drilling and sampling program. Stabilized water levels ranged from approximately 1 foot to approximately 14 feet above the first occurrence of water. Cross sections shown in Figures A-2, A-3, A-4, and A-5 depict the borings and potentiometric surface within the uppermost saturated zone. The horizontal hydraulic conductivity estimated from the hydraulic (slug) testing ranged from 1.5 x 10-2 cm/sec (43 ft/day) to 6.0 x 10-5 cm/sec (0.17 ft/day) with an average of 1.8 x 10-3 cm/sec (5.1 ft/day). A summary of the slug test results is presented in Table A-2-4 in Appendix A-2. i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 10 1407882B Rev. 1 4.3.3 Groundwater Movement Based on the groundwater levels taken in October 2014, groundwater generally flows to the west at a gradient of 0.0004 ft/ft. Hydraulic conductivity of the upper portion of the saturated zone ranges from 0.17 to 43 ft/day. The effective porosity of the sediment was estimated at 20%. The following modified Darcy equation was used to estimate groundwater velocity: Ki V= lie where: V = True velocity (ft/day) K = Hydraulic conductivity (ft/day) i = Hydraulic gradient (ft/ft) ne = Porosity (% / 100) Based on the highest hydraulic conductivity obtained from the hydraulic testing, the maximum groundwater velocity is estimated at 0.086 ft/day. 4.3.4 Groundwater Quality Background groundwater quality data collection commenced in January 2015. A baseline groundwater monitoring report will be prepared and submitted to the CDPHE and Weld County upon completion of the 8 to 10 required background sampling and analysis events. i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 11 1407882B Rev. 1 5.0 SUMMARY AND CONCLUSIONS Based on the findings contained within this report, the following conclusions can be made: • The majority of the Landfill site lies over eolian silt of varying thickness. The natural materials will provide sufficient groundwater protection. • The uppermost saturated zone is continuous beneath the Site, is confined with a flow direction from east to west at a gradient of 0.0004 ft/ft, and has a potentiometric surface of approximately 5,020 feet AMSL. The confined designation is supported by the rise in the piezometric level above the base of the confining unit (i.e., the unsaturated portion of Stratum 2) after penetrating the fissured and sandy saturated zones present in Strata 2 and 3, respectively. • Subsurface conditions are relatively consistent from east to west and north to south through the Site characterized by two main lithologic units: a surficial eolian silt and sandy silt (Stratum 1) overlying a sandy silt/clayey silt/clay/residuum unit (Stratum 2). These units comprise the hydrogeologic confining unit (aquitard). • Groundwater chemistry has not yet been determined at the Site. Background groundwater quality data collection commenced in January 2015. A baseline groundwater monitoring report will be prepared and submitted to the CDPHE and Weld County upon completion of the 8 to 10 required background sampling and analysis events. Field parameters were measured during development of the new monitoring wells. Results of these tests indicate that pH values ranged from 7.9 to 8.1 standard units, specific conductivity values ranged from 345 to 380 microsiemens per centimeter (µS/cm), and temperature ranged from 12.9 to 15.0°C. MI The average hydraulic conductivity of Stratum 1 eolian silt based on lab testing of the two undisturbed samples is 6.8 x 10-5 cm/s. The average hydraulic conductivity of recompacted soil samples of Stratum 1 eolian silt is 1.6 x 10-6 cm/s. The average hydraulic conductivity of sandy silt from Stratum 2 based on lab testing of the two undisturbed samples is 5.4 x 10A cm/s. • No beneficial uses of downgradient groundwater have been identified. The closest residence exists southeast of the Site within the adjacent catchment basin. Current and projected land use in the area is mainly agricultural, with scattered residences mostly associated with local farms. • The newly installed groundwater monitoring network will be sufficient to monitor groundwater at the Site. An environmental monitoring plan will be developed for the Site that will outline the monitoring frequency, constituent list, quality control, and statistical analysis procedures. i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates February 2016 Appendix A 12 1407882B Rev. 1 6.0 REFERENCES GROUND Engineering. 2012. Subsurface Exploration Program & Geotechnical Recommendations, Pawnee Project Improvements. Grover, CO. Higley, D.K., R.R. Charpentier, T.A. Cook, T.R. Klett, R.M. Pollastro, and J.W. Schmoker. 2002. Petroleum systems and assessment of undiscovered oil and gas in the Denver Basin Province, Colorado, Kansas, Nebraska, South Dakota, and Wyoming-USGS Province 29: US Geological Survey Digital Data Series DDS -69-P, Chapter 2, 1 p. Robson, S.G. and E.R. Banta. 1995. Groundwater Atlas of the United States. "Arizona, Colorado, New Mexico, Utah, HA730-C." Available online: http://pubs.usgs.gov/ha/ha730/ch c/ Accessed November 10, 2014. United States Fish and Wildlife Service (USFWS). 2014. National Wetlands Inventory: Wetlands Mapper. United States Geological Survey (USGS). 2013. Grover South Quadrangle, Colorado -Weld Co. 7.5 -Minute Series. i:114\1407882b\0400\0403 edop rev1\appendix a11407882b app a pawnee waste hydrogea chara rpt rev1 19feb16.docx Golder Associates TABLES m aD co r, 0 r TABLE A-5 Li) O N PAWNEE WASTE E & P LANDF SUMMARY OF SOIL DATA Additional Tests Comments (See Notes) a L.N.. N1 a It w EL a IZ w N1 a It w EL Moisture/Density Relationship Standard Proctor Moisture (%) •cr :v Co N r` /r�1�I N CO N I I I I I I I I I I I I I I I II I Dry Density (pcf) CO a 0 CO CO 0 r o 0 OD c�� 0 U y, .r+ •� > Q L rA O 1 1 I I I I I I I I I I I I I I Grain Size Distribution % Finer #200 N CD is) OD ce) a) c) a) r- r r- on N CO Lf) '1- (v) r up is") (N r CO Ll) N- 76 0 OD N J) 56 Nl O 0i 0 O r 0 O r 0 O r 0 O r 0 O r 0 O r 0 O r 0 O r 0 O r 0 O r Oa 0 O r 0 O r 0 O r 0 O r % Finer 314" 0 0 r 0 0 r 0 0 r 0 0 r 0 0 r 0 0 r 0 0 r a 0 r 0 0 r 0 0 r 0 0 r 0 0 r 0 0 r 0 0 r 0 0 r Atterberg Limits a Li) r N r O r r r I NP i i I i ,, ,, r r r-- J O ' N (N i CD (N r CO Li) N , ' r CO N_ z , , : I 1 I 1 CD t'N CD N CD N 7i- CO r CO • J J N ' a 0 71- CD ('Ti a i a CO Co a 0—i z a i I a I a i I a NN-- C) a ('Ti a N- ('Ti Li a CO co as L- 143 = ^ > C oO — N 2 OD N r CO r r-- CO r cr r r C I a O c- r N r r 0 N .^o . , r CO r r Lf) (N co O r cc; ^) r a) N r J) OJ r 71- N r USCS Soil Classification J J J J N1 0 J J Z to N1 0) eL a) 2 a) 2 J J J J o n a, w rz c N N in N N CO r) r in LO r o w 0) LO Lc Lf) 0) 0) 0) • al e w cri .0 o z Do 03 O co a N O m Q LHU O i m a co O i co a 0 i co a 't 0 i co 't 0 i co a r a i co a r 0 i co a r 0 i co a CO O i co a CD 0 i m a C5) 0 i m a N 0 i m a 0 r i m O) Q m f�O rit = (6 Ni = (6 N1 = (6 NO = (6 N_ as cc co as to co a to co a to co a CO co a tp co a altp co a co a 73 co a CU co a 73 co a t6 co T = Triaxial Test Tx, (U H C 0 0) C) L 0 0 U C) C Q C II aJ C) F- C 0 7 a C d U II U DS = Direct Shear Test E g Ecri t C) J o o U) II II II II J u- co U) C) O z PERM = Permeability Co r -- CO Q C) Q N J C) U C) O U N N .47 N 0 x 1:`,14\140/8828\0400‘.0401 EDOP DFT`.Appendix r\`Taa e A- Soil Sumriary.xls CO c0 0O r_ 0 r TABLE A-6 LU b N PAWNEE WASTE E & P LANDF BLE-WALL PERMEABILITY TEST RESULTS - RECOMPACTED SAMPLES SUMMARY OF FLEX Average Hydraulic Conductivity (cm/s) CO b W a N ti b W r~ N ti b W r~ 00 (O 0 W co CO C a) it s- 0 Back Pressure (kPa) 480 480 480 480 CU > w �. 0- W i M i C1) i M i M Ma) I N L .--, E N o 'Q --- O 5 2T4 co L6 N N Cd N 0O M N E' = c -ii L f N o .5 2 •I- N- N N Ln N LO N- N 24.0 Compaction (%) N rD () co co. () cr) cth (5) N co. (5) Maximum Dry Density (Ibf/ft3) COCO b 0) co 0) r b 0) 93.8 Sample Initial Dry Density (I bflft3) N r- co r a 0) a0 c9 a) N 6 0) Sample Diameter(1) (cm) 0O c!) IC 0) cr) r N- cr) r b ..ct r CU a. fl --. E O)C N C V J a Cr) Lf) G) a a0 LS) G) a r Ln G) LS) G) °J s a .-. c a c `--' a•—, in N Ln 0 N in N Ln in N Ln Its C j3 .` E o D z CO 0 _ CO (NI 0 _ CO O c _ CO b _ CO a) L QJ a EE N = (O z I II II II U) C C) E C) Cn C) I LO C r C C C) Co C C Co C C) r C_ 0 'y C z 1:`,14\140/882M400,.0401 EDOP DFT`.Appendix r\`Sao e A -G Penn Sumr ary-Remald.xlsx In 03 Oa ti a TABLE A-7 Ln r N PAWNEE WASTE E & P LANDF I U D Z 0 U C) 2 J a -JM\ \W w LL 0 >- 2 S co Average Hydraulic Conductivity (cm/s) o w CO C \ i o w CO L') a w b Lb a w N- 0 :p N L co N co coco El LI y a itl 0 CL m Y 0 In LC) 0 CO 0 0 Lin a Effective Stress (kPa) 1- CO CO CO CO 0 N cc , N cc (17 r N- CO O) N- ---. PI= V1 o ' 3 `"' 2 Initial Dry Density (lbf/ft3) N- 06 f- Cr) H co 6 (O N ti N- Cl,YL 71- 4 � 4 a 4 W .-. f� 0 ' O, in ti up LO r ti r 4 ti r co co ti .� a .c E cLO LI c4 cDC w J C) t 16.05-16.40 40.35-40.70 41.4-41.75 Ln CO In C n t � ❑ v, 6 O r iagwnN aldweS BH-13 15-17 BH-13 40-42 BH-13 40-42 BH-13 15-17 L 0) 0 C An 0 m= r 2 m co r = m co r _ m co r _ m z Dimensions are from final measurements FIGURES d I SEC W]'AAC3UI001c113363Yd k S v3AS EN. NN p4S E LVAAS A: LVVI ISS SE 004,00 SELISarc 4111: VI r 2 PRCPCSED _RUT OF Ed' LAKD=IL. AREA z W 0 J 375 03) F 374 Si) E 3 374 000 E337353D E 3 373 009 c33v24)1 E 3372 03) E337153) • E 3 371 0:10 PKOPOti-1J 1* FN' ION POKa 0 CO EXIS-INO UKDERORCUKD CABLE EXIT -INS Na JRAL GAS PIPEJNE EXIS-INS 14WA ER LIKE KOH!-H:). F I :I::A ION PIE2CMETER _OCATION N 7 '( GROLNOWATER L1ONI-ORIKG WELL IF S 371 OM T i m > I W Ifl J 1:1 0 2 u a 3 co 7 C) V I-1 0 0. O m 0- 3 K 91O 1:31:KS Sh:: ION 2 I u 4s 6'J j. C) .� p Ni flifr O Cr u 7 f9 z u rc C, 7 Y Q J I.) In I1 u LJ N nu: in I V 0- - u 0 A 0 O V n 0 o I LM n n u 0 r. 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A: non LJn S.700r inU.140ln4111, '11 T - _ - m CO P 0 0 C. in N '9 = i Q j) x ,' _ - 1: 4 N❑I1tl.13'13 W w v u 0 0 0 0 '9 l IA 19 x x 4 CI W 0)r" Y N r .. NIV ili m 1 CO O Z _ 12 n 1 K Q 6a O N > M Q V V V 7 W Au 41i • i 11111111 I o 0 O ! • (la 1 H !` ' t I� 4 IIUI L! ;i I m N s r �, y 'n c.l it !. 1 i I W V ' ❑ Q etia J W y M N 2 y ' ? i y T.- I 'I III 2 n u pW 111 1.9 12-50 •3+CC 14-00 1'+ll -6+CC I:-00 18+CD '3+OC 2C+3D 21+CC 22-00 23+DD 2:+CC 25-00 A \ GEOLOGIC CROSS-SECTION A - A' A2 ) Z= y 1 y 1 1 5 1 I I Ijyl I I I ' NOTES • :8s 41:C:ii1-loin; -it- V.\-1:11.)-) , I SA IA •k k V:MI 41NFl: A I:,:u.ICNSCI- NJKI--ICM-N-JC^.IF I fR, AND :9R1: S I R41 N;kAP 1Y -I- I WI--M-C:R-HOI I -S AM) W -I :. h9S -.f k V INS-KKk,) ANC Cdh:)I OCfIC: I.NI I S:)I.NA: KI-SAKI- AP -•R: JNCS.AC-JA_ JUT SCUND.4RICS MAY VARY FROli TI IOSC SIIOWN. PAR-ICJLARL" IN T, IC VICIVI-v OF SCRCC IDLES AM JV 10 Ihl- ::NC:SS KF:: I ION INI-S 2. C'AL C:PTI.S TC; ARE EXPRESSED IN rCET DC_OW GROJkD SURFACE. 2- SROUNCWA'ER SURFACE INTERRED FRCM CEP -'hl -O WATER MEASURED Its TIE SRCUkDW :R MCNITCRING YPC_LS L. -I IE II"DRAJLIC CCNCUCTIVITY CA. VANES SI'CWk Ok TI .E CROSS-SECTION REPRESENT TIIE AVERAGE K OF TI IC FOR INTERVALS IC K VALLE IAS BEEN DERIVED -RCM 'IC IMO33_CV ANA_YSIS CF SLLG TEST CATA COLLECTEC I` E. -I IC APFROXIMA-: GRCUM3WATER POTEkTIOMC-RI: SURFACE SI,OWK Ok TI : CROSS-SECTION IS BASED OK TI•E SR AKD MAY NOT ALIGN 'NM • TI C '.1:ASJREC WATER LEVELS DLE-O PRO-ECTION FRCS1 TI .E SECTION LIKE. E. GROUNDWATER SURFACE INTERPRETED °ROM LlCW-ORINC WELL, 'IEZOLIETER. AND 3CRE-IOLE WATER LEVE_ MEASI 2314. W I Et r1 COI CO spi COI W 1 Tl T0 I"I 2 II W 1 ❑ Ei n ire= re UWcI I•, I i . ' ••. t 3:k II y I o am•• .yam .. .�•... ..�• i.^�. Y I t ID Al . I I / I t i I I I I I i , I : _L. Din. I 1 -I nV I -I AI 1 1 W WL • OI I ! 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Y , 1 In I /1 4I4 I I'1 I I --V 1 i9 ll a I n II 11 II A j II ru o / ... 0 I 1 1 1 I 1 l 1 o f i'I 1 S F,I '-li u I. 1 .i aac�1'.1 iJ 1 1 J. 11 11 = J O O O L L In in .n In f_:) NOLOMEl? n n N 4 t4 V n 4 0 In O In 0 w n LI LO n C, 0 N n 1 r Ui a r O V V V n 01 V in ✓ n n n V j ` f §in inL "1 II l .n II 1 V -I I U II o / /1 I• I t / II __JD - 8 II Ln 0,.0 Lc o 1 V n w ^ 1 I I1 I I I 1 I A ■■ i c' h v? .n i Z F: e,:„' — - f I X • .l H I U I u C1 re u a I I - I- X11 LG1, -Il,• t I I II IIII p I n - I. / p C;11 I • I 1 .. c-i 1 y x T = n 4 1 I. - 1 F i I 1 I i 4 X � y.y T. w l 1 { v: I 7 i I I I I I I' I X11 u n J r q In ^ n In z 11I nj K 0 LI I 'p I 1 K k Li z on LI U Y1- ' I. 1 411+ I1111141I • L. ~ 11 V1i N IA N in r w N { L CU: NOL.YA3 i3 en M N in N 5' T 4 r. 1 n O I - U ✓ W 0) IY O U 0 . 0 ▪ w O I: r 1 n 1 Y Y J: e C 4 V 0 F Ci 0 V Y 11• -1ia V" y� n ��.110 O 1:1 F - rc-a u In_ I._4H 1.1 0 IS 1 J (, 3 1:1 lJ rc• O it c 0 n0 gsu <uo 4_ U 4 cc USL NnO 1.1 Sot- • O J I- t) V Z LJ uu O ' w l'71 O0 L. J 0UJ ZCn LI-, 4aI. 0ncc - ma -J S i CC u?o .C q u IA Din un n 0 E) 7a - u -F Li I.n n I J t- 5 } -ore •L4 ay -C A 00 CC 7 4 0 41107 Z U �DF I LJ 0 o� ta] -: r I U Lt.*: UI �u up aF ,,c ,,c 0 u7 n7 7 In n 7 O F- Ill J 0 `o re W O 44 U ▪ J. •1- V �•- fl J 0 J. J Z J. Y W • 0 • Y U a 0 zll II 0 n HIM S'S1TJM ': EOLIAV SILT WELL GRADED SAND 2 F .f } 11 0 70 I -C IV } Sd btt 4fr 0 0 E. -C-AL CEPTI.S TC; ARE=XPRESSED IN FEET DC_OYi GROJRD SURFACE. r' r )r I II POOK: Y CHAUF:1 SAND 9 SROUVCwA7ER SLR"ACC IVFCSR=D FRCM CEPT:I TD WATER MEASLRED N TLC SRCUINEW 7 :R MCNITCRING PIEZOMCTCRS. AND 3CRE'IDLES. %II KANI MBE w en III ix ulJ CO re W 0 0 O 7 ) ul 0 0 w U a I- CC n w w CO• 4 I- CI w v 0 wi ▪ 0 D 0 O U U re re In u} w C) I- Z0 W Y / 4i a C-AvEY SE - LOW 'LASTICITY CLAY J J LL Q 00 a2, w • • O W U W 1- a z W ° uJU Z0 6 3 J w -& O 0 G 2 a u O y 2 O H W y Y/ H cc v v O J wW CCVSJLTANT re cC re O z oo Li N • CO uQ a Ro ei in y J V w O W n E u I) F n 6 w U W it W , Z J y F W u '1 J i n 0 i l in C) m CI ISSIIh:) -:)K ::I:,•?HI- 1 -OOP SUS A''ROVEC 5 C, 0 0 PRC'AREC "YY"41`.1-DD CESCRIP-ICN b LC 6v.) 000Eitgl1 ,11'111 014 I pna,aa:V uo<c4o0,10O 453 Luc vaau>IA ba1JLL300014044JC. b 10:404bmgabveuaej 44.1 0 F e III -• < w 0 W re w�t • D W n • al IW 0 ~ • w SW nn Z W. K C CO ▪ J 4 w _ 0 0 , 01 .C w �W 01 J SU uw W i— W w K y Z u. u) i- In co O 0 U I1� ix U c_u7 II- wY .4 W 4 FwO r z 7 ¢ F IHii 0 4 - U • i W 0 W 0 W I a ly 0K nE f. J. Inn 0n J 0 i w w C W t} W T LL 1 rc_ r 517: Nrc CO I y illt ZnI V -w yrcO0to0r M -J z I- • w ;• m G to N � a Y •1 Itl Itl C T. I re III -w W uJ 0 Ft -T V ' j 111 D Yy1 0 . •U'. 7S U K 01 IIIO J 0 U�. -a re W 7 n X n I n O p r } V 11I 1 i 7 W wO I1'n 1-- I a t] N 0 33 W]3l 034100O•133v 3144 k$4-3 3A5$u_ aN pA$ E ri.N A: non 13033Cq_R303LL1903H$ 111, VI 10 )I n I I t 1 I � )I / [u+: a . x I 8i. 1 t I I 11 II 1 3JF-.AC= CId = 5C77 TCC 2E' TT I ' I Ill4 al I C G I I.11 O — I II 1 I II I I NOTES 1. CATA CONG_RNING TI'C VARIOUS 3 -RA - .A I AVC OLEN ODTAINCD AT _DILATIONS Cr T DORCICLC, 'ICZOLICTER, AND 3RCUNC WATER MONITORING WELLS. -I IC 3-RA-IGRAPI' Y 5ETNEEN DORE IOL:S AND"WC_LS I IAS 5CCN INTCRRCC ANC GEOLC3IC LNIT DOLNDARICS ARC AP'ROXIMA-: A5 INCICATCD 3Y DASI ICD _INCS. AC-UA_ UNIT T DOJNDARICS MAY VARY -ROM - IOSC S IC W N. PARTICL_.ARLY IN TI -E VICINITY Cr ;UJ1d DOREI CLCS AND WC_LS- IA I IAVC OCFI PRC. CTCC ONTC TIC CROSS-SECTION LINCS. 2. -O-AL DCPTI.S TC; ARE CXPRESSEC IN -LET 3ELCW GROLND SURFACE. 3. GRCJND'PPA-ER SLRFACE INFERRED FROM CEPTE TO WA -ER MEASURED IN THE H:CI- 7.-h NOIt5 S, 3. Aw: I; GRCJADWA-ER MCNITCRING WE -LS. PIEZOMCERS. ANC BORE ICLES. tkhC; 4. 'HE H"DRALLIC CONDUCTIVITY; K) VALUES SHOWN CN THE CROSS-SECTION 1:ATER •_EVEL REPRESEN- THE AVERAGE K OF -HE FORMATION ISCLA.TEC BY TEE SCREENED IREC; INTERVA_S ON V. -iE K' VALUE FAS BEEN DERIVEC FRCl1 TEE LIVORSLEV ANALYSIS O= S_JC TEST CATA CO_LECTEC IN OCTOBER 2014. iMPLETION 5. --IE AP'ROXIMATE GROUNDWATER 'C-EA-IOME-RIC SURFACE SHOWN CN THE CROSS-SECTION IS BASED ON TEE SITE -WIDE CROLNCWATER CCNTOLRS AND MAY NOT ALIGN WITH THE MEASURED WATER LEVELS CUE TO PROJEC-ION FROM THE SEC-ICN LIKE. E Ul(:.I AUfC:. -R Sl.ghh:ll U. I IRHI- I I -I: I—HCM M:)KII OHR.N WI -I I . NIh/DMr II -H. ANI: S:) Kh I CI - Yd. I hK . hy}I %1rv:S.Ik^MI NI S COI II —C IA U[: I C3hk :4114 1 [,k(:. M)tCh -R SI.3Ih::I CFI-SI- I-KOM OKOI.N.IWA IIK I IVFI INI:ICA I ORS CUB U) PKO.I-(:I -I) II!, IANI:-S -I IWI-hN dCKHOI I -S AND SIC lION. 5 1 I I I I I I 'I r. I t C! U I,L L n r' o rl I 1 0trn OF0 =• U I I ? Lu 19 u W U a Ii r r I � - I 1 I I I ' I CUKDSLRE L EYATICN = ROLE -ED 2. II I Q W 1111 1111 N O ,,,YYY.C NL I : 6 •2r!ill Y. a)...y H J :.i IIIW 3 Y or: 3! cc 2F <Y J. T rT V I 1 Z. .a BYOI J i Ill d N N N a: 5 % U. 1 w , u 2 1 U I Z ,4 -- ' r 1 I I MI rc I I o [> I I I =_ , _. ,_, ° I N o 5 V Y 4 LI ) r, Y n 7 _ 4z43. 2 N r IIll } — y '• IV Inu •.,.� rl ry 1 I = C: J ≥ 1) i in f - :f >- T 1.1 F. a :R N U _ J. Y 1 .C Z V 0. K 0 V • , CC en ri • l u p r te` CO In III 4I : S`i��l1� !nca f 7 V W oI r I I 7 J - U ° al ig f I I III R > n n h h A n n h A n n n 1 N . n T Y I. m T2 N n m u f!_) NOI_HA? T_ ' a 0003321)11 )n)0 4! I pn)aaa_u 3443L icw »3 vua vacua {A 0413I1>C0054.:3$LC• l 'pox, twice., tad C111:1i1.j33','. I' : :\..1.•\. 1_ \.l :^'1s-___<1r13:1S.?I C E 3 375 050 E 3 374 550 F. 3374041 1 E 3.373 000 C 1 372 550 C 3 372 050 E 1 371500 E 3371000 CXI3 IA3 TCPOGRAPI =SSW 94C-'f:Sf I 174] ACKhS; V en en H n KOYOS-I) I WI C1 hSI+ :.NI:hll I NKh:% 14KOY:ISFI: N* I hh I ION YUAII v B0REICLE LCCATION YIrZ(IMh -K I J::h ICN CRCJADWA-ER MCNITCRIVG WE_L J 3 0 0 O 2 u 3 7 7 J 0 0 O L1 0 0 0. 0 a 3 T N X L n L 0'.75'00 L�! I:I a 4l n' or . -5 nX 0.0a7:._ ao rc --p -0 9.030c __ 7 it r V (J J p N V X ce ii IA ^ • o n n W 1- ' IC • 2 0 V 0 0 'i 1 3. x O Y • 4. Y D. :74 �_- 41 co ; = i. I- 1 C x I 1 I x / Y to O • C a• o 0. a • 0 o N • 3 37:05 -_ 9.12%; -- V N N -as±eff Y A I5=£CC) IE 3 375 010 E3374500 E 3 3741100 E 3 373 000 IF 3 373 Off. IE 3 372500 IE 3 372000 I IE3371500 1 N 1 CC) ))O R T In V) 2 E3371 N0 0. J gJ 0 • 0 0 LL K co Q W U 0 ILI 2 co az w D 0 W U H W Z 0 w - a W j1 O zap Fd CCSISJLTANT my U CC Ci ADDRESS CJPIE TECHNICAL EDOP C3ggEN'S CATE❑ :AAUARV 22, 2018 O N uCOO a- C. 2 W V rn w n IKSUr7 F:IK ::L'++HI IJOY XLSWII' nl :C 0 w 4; p N A��R0YCC PSC'AREC u. n J m c MO I Y.G33iiAi :=:n m! I \c>:>::4 u<µtr0C ICIO »3 Pert nc c.:.ca WloIL7co d•CN;C•ci vccaogricRP6VA0C APPENDIX A-1 USDA-NRCS SOIL SURVEY INFORMATION USDA United States a Department of Agriculture MRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Northern Part November 10, 2014 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/ nres/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http:// offces.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nresldetaillsoils/contactus!? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 7 Soil Map (Pawnee Buttes) 8 Legend 9 Map Unit Legend (Pawnee Buttes) 10 Map Unit Descriptions (Pawnee Buttes) 10 Weld County, Colorado, Northern Part 12 31 —Kim -Mitchell complex, 0 to 6 percent slopes 12 61 —Stoneham fine sandy loam, 0 to 6 percent slopes 13 Soil Information for All Uses 15 Soil Properties and Qualities 15 Soil Qualities and Features 15 Parent Material Name (Pawnee Buttes) 15 References 19 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil - landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Custom Soil Resource Report NFORMATION 2 MAP LEGEND The soil surveys that comprise your AOI were mapped at 1:24,00©. Area of Interest (AOI) Warning: Soil Map may not be valid at this scale. N c c N •O u) z N n3 • 0 C 0 0 U al O rti CL 05 CD S1 - GcaF L • C U) 4) 'a (1) N — _c 0 O c d 4) Cu U) 4) C) L) 0 RS C a U) C 4) qazu Area of Interest (AOI) Very Stony Spot N 0 y Soil Map Unit Polygons Soil Map Unit Lines Special Line Features Soil Map Unit Points 0 r s Special Point Features Water Features a) o 0 ro ... } U co 03 N U O -L t� • 0 .c N L a S o E U7 • co a) -0 N E 44- • U Un') N N m > 03 >, m a v) Naa(� cc a C - CC2 N -O tU E UW N (C6 i O N Q L .fl a� U �' .[ O V O" N CU 2 co V C C 12 N N N w a a 2 U o _ C 42 sg Cn CU N •.- CO C.) tR L O L ci-fi.2. ii a CDQ • CO � .0 Z CO � f � e[ OV m 0 a co- ca _c N O U 0 N oc CU>> .c 0 (n /) c Tia a)C 4-_"' Cc� O C 0 O Cr (U I) 0 i .0 -2 N - U C 0 co it =NED N 0) 0 0 0 (S3 o• n GL E co 'S V s• � Q Streams and Canals Transportation .Cu Ce Interstate Highways Closed Depression US Routes Major Roads 0 Ci caV 0 0 a a. >a. 0 a L cC O v)0 713 al - la=• i a0 T > > MI Cu U) 47 U i C G (6 (6 C > C to c`a co J J (o 0 Local Roads zs C 2 cn C 00 a) 5 a - N 2 CU co a) co S0 0) U C (0 U) 0 U) C 0 V U Aerial Photography 0 0 o u) o co t0 o t0 V 0- v L U t c0 a CC Q(1; z -p N dI 2 N O N 0 CO O aN D U CO 0 a) 0 C r aa a a c 1I cn cv f .Q V V a -a ✓ O 0 0 C ,^0 CO • N 2 .0)(33 4L''p `° U -O <C o c w 2 = aQa i A co a 0 CA co >dt I— y CO CO CO) 1 Severely Eroded Spot Apr 22, 2011 —Oct 19, � 0) no N O N .c N C a c L N N Iv_ O 'Q "O a•— > O (ts v a a) o C2co(u a 2 co 0 up CZ .O S. O C 0 - m N C V C .O 4.4 N p N O L CO L a= .0 "� O 0) }+ c oac (0 C C NO .° 0 cc • co � - �= (�1) t N L a 0 •a a) lz r elN H O .— 0 a L N a L 0 v ac o '05 a co Custom Soil Resource Report Map Unit Legend (Pawnee Buttes) Weld County, Colorado, Northern Part (CO617) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 31 Kim -Mitchell complex, 0 to 6 percent slopes 140.4 55.9% 61 Stoneham fine sandy loam, 0 to 6 percent slopes 110.9 44.1% Totals for Area of Interest 251.4 100.0% Map Unit Descriptions (Pawnee Buttes) The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If 10 Custom Soil Resource Report intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Weld County, Colorado, Northern Part 31 Kim -Mitchell complex, 0 to 6 percent slopes Map Unit Setting National map unit symbol: 35zh Elevation: 3,500 to 6,500 feet Mean annual precipitation: 11 to 17 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 120 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Kim and similar soils: 45 percent Mitchell and similar soils: 40 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kim Setting Landform: Alluvial fans, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy alluvium Typical profile Hi - 0 to 3 inches: loam H2 - 3 to 7 inches: clay loam H3 - 7 to 60 inches: loam Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: High (about 9.7 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: Loamy plains (R067BY002CO) Description of Mitchell Setting Landform: Alluvial fans, plains Down -slope shape: Linear 12 Custom Soil Resource Report Across -slope shape: Linear Parent material: Calcareous loamy alluvium Typical profile HI - 0 to 7 inches: silt loam H2 - 7 to 60 inches: silt loam Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: High (about 10.8 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Siltstone plains (R067BY009CO) Minor Components Keota Percent of map unit: 5 percent Haverson Percent of map unit: 5 percent Thedalund Percent of map unit: 5 percent 61 Stoneham fine sandy loam, 0 to 6 percent slopes Map Unit Setting National map unit symbol: 360k Elevation: 4,000 to 6,500 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 170 days Farmland classification: Farmland of statewide importance Map Unit Composition Stoneham and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transacts of the mapunit. 13 Custom Soil Resource Report Description of Stoneham Setting Landform: Alluvial fans, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy alluvium Typical profile H1 - 0 to 5 inches: fine sandy loam H2 - 5 to 8 inches: clay loam H3 - 8 to 14 inches: loam H4 - 14 to 60 inches: gravelly sandy loam, sandy loam H4 - 14 to 60 inches: Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline (0.0 to 2.0 mmhos/cm) Available water storage in profile: High (about 11.2 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Loamy plains (R067BY002CO) Minor Components Mitchell Percent of map unit: 5 percent Kim Percent of map unit: 5 percent Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Parent Material Name (Pawnee Buttes) Parent material name is a term for the general physical, chemical, and mineralogical composition of the unconsolidated material, mineral or organic, in which the soil forms. Mode of deposition and/or weathering may be implied by the name. The soil surveyor uses parent material to develop a model used for soil mapping. Soil scientists and specialists in other disciplines use parent material to help interpret soil boundaries and project performance of the material below the soil. Many soil properties relate to parent material. Among these properties are proportions of sand, silt, and clay; chemical content; bulk density; structure; and the kinds and amounts of rock fragments. These properties affect interpretations and may be criteria used to separate soil series. Soil properties and landscape information may imply the kind of parent material. For each soil in the database, one or more parent materials may be identified. One is marked as the representative or most commonly occurring. The representative parent material name is presented here. 15 Custom Soil Resource Report NFORMATION 2 MAP LEGEND The soil surveys that comprise your AOI were mapped at 1:24,00©. Area of Interest (AOI) Area of Interest (AO') Warning: Soil Map may not be valid at this scale. c N•u) • N0 n3 C o>, o 0 CL C15 CD S1 GcaTo L • C U) 4) •a Q) O 4-4 to O - C d +— • `— 0al O- 4) E E E 2 �:,•�0 L c y a)a)a 2'• 72 g 03 2 U C •N 'G Lit a N 4) Cu 4) as L) 0 RS C a U) C 4) 0 S a m 0 O a. C O co calcareous loamy alluvium Not rated or not available El El Soil Rating Lines calcareous loamy alluvium a) o a 12 ... U N a) N a6 O -U L 0 0 .C a) L a S 0 E to ui^+ = to L C — o O v 0 0) m -16) > ]tel C', . C a 0 = C CD ocL.0 U W a3 (C6 �} O N d t- o flci)alzsch .c a) o O O 4_,v) al o E. = O V C6 61 C C N Z a) • W C U T) o 6.M a• Lan as u) • as N p 0o tR N Le5 o O 0_ L ifs .2V iiQ • en � £3 Z� .0 ie[ OV a) O Q• lCi co -C N 0 U c.N >, E to a) .. ▪ 3 C � a)C 4-_.' C6� CD C Q Cr 0 Q) a) NED O a) o o o gfl GL E co 'S V s� Q Not rated or not available Soil Rating Points calcareous loamy alluvium ■ Not rated or not available Water Features Streams and Canals Transportation a) 5 cr N 2 CU CO a) O a) U C (0 0 U) C 0 Tcs V U Interstate Highways 1 0 O ca O O LP CD r r V 0- 0 L a) O t 0 0 z U 'sr C Qo a z -o CV W Cs o os C Co o a N D U co N a) 0 C O a a a C C en 0 et ,} .o 0 -a L V a) 4) 0 0 .0 C C ,^ca 2 .0) s a2''p a3 U -O <C o c a> 2 = Qa i A ca o. 0 CD 52 E a) I_ y co c.0 al US Routes Major Roads Local Roads C 2 U C m Aerial Photography Apr 22, 2011 —Oct 19, _ � U N O N a C „,1--N Iv_ O 'Q a) -0 Q •— } O t� v Q 0 o C 2 cc O .C a) -0 a a)2 {� O 3 0 — N C a C .O a) p N O `a=te "� co co O CO }+ c o'a� 0 Q0 N. — co �- �= U) t N L a O •a a) CU r N H c) ._ 0 ❑ Custom Soil Resource Report Table Parent Material Name (Pawnee Buttes) Parent Material Name— Summary by Map Unit — Weld County, Colorado, Northern Part (CO617) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 31 Kim -Mitchell complex, 0 to 6 percent slopes calcareous loamy alluvium 140.4 55.9% 61 Stoneham fine sandy loam, 0 to 6 percent slopes calcareous loamy alluvium 110.9 44.1% Totals for Area of Interest 251.4 100.0% Rating Options Parent Material Name (Pawnee Buttes) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Lower 18 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/soils/?cid=nrcs142p2 054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_ 053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nres.usda.gov/wps/ portal/nres/detail/national/so i ls/?cid=n res 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils! home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detai I/national/landuse/rangepasture/?cid=stel prd b 1043084 19 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nrcs.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2 054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nres 142 p2_ 053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www_nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf 20 APPENDIX A-2 HYDROGEOLOGIC AND GEOTECHNICAL FIELD INVESTIGATION REPORT D J W LL U Z 2 W 0 0 c:e 0 DZ O Q C.) O � O w� - Oa, A world capabilities delivered locally r$ APPENDIX A-2 HYDROGEOLOGIC AND GEOTECHNICAL FIELD INVESTIGATION PROGRAM Pawnee Waste LLC Weld County, Colorado Submitted to: Pawnee Waste LLC 155 E. Boardwalk Suite 300 Ft. Collins, CO 80525 Submitted by: Golder Associates Inc. 44 Union Boulevard, Suite 300 Lakewood, CO 80228 July 23, 2015 Revision 1 - February 19, 2016 Project No. 1407882B Golder Associates Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation February 2016 Appendix A-2 i 1407882E Rev. 1 Table of Contents 1.0 INTRODUCTION 1 2.0 FIELD PROGRAM PREPARATION 2 2.1 Field Program Planning Documents 2 2.2 Surveying 2 2.3 Utilities Clearance 2 2.4 Site Orientation 2 3.0 FIELD ACTIVITIES 3 3.1 Decontamination Procedures 4 3.2 Drilling, Sampling, and Geologic Logging 4 3.3 Geotechnical Laboratory Testing 5 3.4 Piezometer and Monitoring Well Construction 6 3.4.1 General Piezometer and Monitoring Well Construction 6 3.4.2 Permanent Monitoring Wells 6 3.4.3 Temporary Piezometers 7 3.5 Monitoring Well Development 7 3.6 Surveying 7 3.7 Monitoring Well Hydraulic Testing 8 3.7.1 Equipment and Procedure 8 3.7.2 Analysis Approach 8 4.0 FIELD DOCUMENTATION 9 5.0 REFERENCES 10 List of Tables Table A-2-1 Table A-2-2 Table A-2-3 Table A-2-4 Borehole Summary Piezometer Construction Summary Monitoring Well Construction Summary Slug Test Results Summary List of Attachments Attachment A-2-1 Attachment A-2-2 Attachment A-2-3 Attachment A-2-4 Borehole Logs Piezometer and Monitoring Well Construction Diagrams Monitoring Well Development Forms AQTESOLVTM Analysis of Slug Testing Data is\14\1407882b\0400\0403 edop revl\appendix a11407882a app a-2 pawnee waste field investigation report rev1 19feb16.doc Golder Associates February 2016 Appendix A-2 1 1407882B Rev. 1 1.0 INTRODUCTION A field investigation was performed for the proposed Pawnee Waste E&P Landfill (Landfill) as part of the hydrogeologic and geotechnical characterization study. Activities included: 1) the drilling of 16 boreholes; 2) the installation and development of 4 temporary piezometers; and 3) the installation, development, and testing of 4 monitoring wells. The hydrogeologic investigation activities were completed to serve the following purposes associated with the Design and Operations Plan (D&O Plan): ® Satisfy 6 CCR 1007-2, Part 1 regulations pertaining to the Site Investigation subsections on Geologic Data (Section 3.2.1) and Hydrologic Data (Section 3.2.2) for solid waste disposal landfill sites and facilities; ® Facilitate design of the bottom liner system for the proposed Landfill by defining the uppermost groundwater occurrence (potentiometric surface or water table), identifying and delineating lithological units, and characterizing other subsurface conditions (e.g., in situ hydraulic conductivity, groundwater flow direction, and gradient); • Support the proposed Landfill foundation analyses through geotechnical testing of soil beneath the proposed area for relevant engineering properties; and • Provide a basis for the proposed groundwater network to monitor the proposed Landfill. Additional information on the various elements of the hydrogeologic and geotechnical characterization field program is provided in the sections that follow. i:11411407882b1040010403 edop rev1\appendix a11407882a app a-2 pawnee waste field investigation report revl 19feb16.doc Golder Associates February 2016 Appendix A-2 2 1407882B Rev. 1 2.0 FIELD PROGRAM PREPARATION In preparation for the hydrogeologic field investigation, Golder prepared planning documents and performed several activities as described below. 2.1 Field Program Planning Documents ■ Work Plan: The "Work Plan for Site Characterization Field Drilling and Sampling Activities" (Work Plan), dated September 17, 2014, was developed to provide project objectives, summarize the specific investigative methods and technical procedures to be followed, summarize testing to be performed, and summarize reporting requirements for a hydrogeologic and geotechnical field investigation and hydrogeologic and geotechnical characterization report. • HaSEP: A health and safety environment plan (HaSEP) was prepared concurrently with the Work Plan and submitted to the Golder team prior to initiation of the field program. The HaSEP identifies health and safety issues related to the field program and provides site -specific procedures for protecting Golder team personnel throughout the completed field activities. 2.2 Surveying Clark Land Surveying (Clark) performed an initial survey during the field investigation activities. Golder staked the location of each borehole, temporary piezometer, and monitoring well using a Trimble GeoXT 60O0 handheld Global Positioning System (CPS) device. After the field investigation activities were completed, Clark performed a follow-up survey for each borehole, temporary piezometer, and monitoring well. 2.3 Utilities Clearance The utilities clearance was performed by the Utility Notification Center of Colorado (UNCC — Colorado 811). There are two utilities in the proposed investigation area: Noble Energy has an underground natural gas pipeline in the southwest corner of the site and the United States Air Force (USAF) has an underground missile cable in the northeast corner of the site. Each utility was flagged by either Noble Energy or the USAF 90"' Missile Maintenance Squadron before the field investigation activities. Boreholes were then located to avoid these areas. 2.4 Site Orientation Upon arrival, Golder field staff met with the drilling subcontractor, Site Services Drilling LLC (Site Services), on site to evaluate each borehole location to confirm that each borehole would be accessible with the two -wheel drive drill rig and support vehicles. All boreholes, temporary piezometers, and monitoring wells were completed near the proposed locations. i:11411407882b1040010403 edop rev1\appendix a11407882a app a-2 pawnee waste field investigation report revl 19feb16.doc Golder Associates February 2016 Appendix A-2 3 1407882B Rev. 1 3.0 FIELD ACTIVITIES The activities of the field program were designed to: 1. Adequately characterize the hydrogeologic and geotechnical properties of the proposed Landfill; 2. Provide permanent groundwater monitoring locations that can potentially be included in the groundwater detection monitoring network, where possible; and 3. Provide lithologic and hydrologic information for the proposed Landfill. Based on these considerations, a review of CDPHE 6 CCR 1007-2, Part 1 requirements, and a proposed Landfill area of approximately 74 acres, Golder performed the following field program components: • Drilling and geologic sampling of 16 boreholes (BH-01 through BH-16) on a grid pattern within the proposed Landfill to characterize subsurface materials and identify the uppermost saturated interval; ■ Drilling, geologic sampling, and installation of four permanent monitoring wells (MW -01, MW -02, MW -03, and MW -04) around the perimeter of the proposed Landfill footprint to characterize subsurface materials and screen the uppermost saturated interval to allow conversion to groundwater monitoring wells and use in the future detection groundwater monitoring network, if practical and approved by CDPHE; • Installation of four temporary piezometers (PZ-01, PZ-02, PZ-03, and PZ-04) with PZ-01 installed near the northwest perimeter, and PZ-02, PZ-3, and PZ-04 installed within the interior of the proposed Landfill footprint to characterize subsurface materials and screen the uppermost saturated interval to aid in the design of the bottom liner system. PZ-01 was subsequently converted to MW -02A as discussed in Section 3.4.2; • Development of the permanent monitoring wells in preparation for water level measurements, hydraulic testing, and water quality sampling; • Hydraulic testing of the permanent monitoring wells to estimate hydraulic conductivity and groundwater flow velocity; ■ Collection of bulk samples and brass liners from boreholes, temporary piezometers, and monitoring wells for geotechnical testing, including hydraulic conductivity testing of bucket samples for possible use during future construction as soil liner or cover material. The field investigation work was completed in general accordance with the Work Plan. Some deviations from the Work Plan were necessary to achieve the overall goals of the field program and provide optimal data for use in liner design, and were primarily related to increasing the completion depths based on the groundwater conditions encountered during drilling. Also, due to the presence of confined groundwater conditions, monitoring well and piezometer screen lengths were reduced from 20 feet, as planned in the Work Plan, to 10 feet in all monitoring wells and piezometers with the exception of well MW -3 which was installed with a 5 -foot screen. i:11411407882b1040010403 edop rev1\appendix a11407882a app a-2 pawnee waste field investigation report revl 19feb16.doc Golder Associates February 2016 Appendix A-2 4 1407882B Rev. 1 3.1 Decontamination Procedures To avoid potential cross -contamination during field activities, the following procedures were used: • Prior to drilling and between each piezometer or monitoring well location, drilling and sampling equipment was pressure washed. • Only hydrocarbon -free products were used on drilling and sampling equipment threads. ® New, disposable nitrile gloves were used during monitoring well installation. • The monitoring wells were developed using new, disposable tubing; surge blocks; and foot valves for each well. ® Prior to development and between developing each monitoring well, development equipment was decontaminated using an Alconox solution wash followed by a rinse with distilled water. ® New PVC was used for hydraulic slug testing of the piezometers, which was decontaminated using an Alconox solution wash and distilled water rinse between each piezometer. Decontamination water was allowed to run onto the ground surface. 3.2 Drilling, Sampling, and Geologic Logging From September 22 through October 20, 2014, 12 boreholes, 4 temporary piezometers, and 4 permanent monitoring wells were drilled by Site Services using a CME-55 drill rig equipped with 7% -inch outside diameter hollow -stem augers (HSAs) and a 7% -inch diameter hollow cutterhead bit. The drill rig used hydraulic down -pressure and rotary power from the top -mounted drill head to advance and turn the augers. All of the boreholes, including monitoring well and piezometer borings, were drilled to the first occurrence of groundwater plus a maximum of 10 additional feet with the exception of borehole BH-2014-02, which was terminated dry at 60 feet below ground surface (ft bgs). For the piezometer and monitoring well boreholes, the depth at which groundwater was first observed was recorded and the water level was monitored prior to construction of the piezometer/monitoring well. The static water level in all borings was measured higher than the first occurrence of groundwater indicating confined groundwater conditions. As previously noted, initial boreholes (BH-01 through BH-16) were used for geologic classification, sample collection, and identification of the uppermost saturated interval. The initial soil boreholes were allowed to remain open for the duration of the drilling program to collect daily water level measurements. At the completion of the drilling program, each of the initial boreholes were backfilled with bentonite chips from the bottom of the borehole to within approximately one foot below ground surface, with drill cuttings above the bentonite chips to the ground surface. Geologic logging was performed in conjunction with sampling using a CME bearing head continuous sampling system. The continuous sampler was advanced immediately ahead of the augers in five-foot intervals. The sample recovery for each five-foot interval was recorded in the borehole logs presented in Attachment A-2-1. Boreholes BH-2014-13 and BH-2014-14 were sampled with a standard, two -foot -long i:11411407882b1040010403 edop rev1\appendix a11407882a app a-2 pawnee waste field investigation report revl 19feb16.doc Golder Associates February 2016 Appendix A-2 5 1407882B Rev. 1 split -spoon (SS) sampler. The SS sampler was attached to a length of steel rods, which were lowered through the HSAs to the bottom of the borehole, and then driven through the HSAs using a 140 -pound automatic trip hammer falling through a height of 30 inches, following ASTM D1586 procedures. The number of blows to drive the sampler two feet was counted and recorded in the borehole logs. SS samples were collected at a frequency of one per 5 -foot drilling interval in boreholes BH-2014-13 and BH-2014-14. Sample collection frequency is indicated by the blow counts shown in the borehole logs in Attachment A-2-1. Golder provided oversight and technical guidance of the drilling operations (e.g., sampling frequency) and visually classified the soil samples in general accordance with the Unified Soil Classification System (USCS) and Golder's technical procedures. Sample descriptions recorded by Golder included the following: • Descriptive USCS classification in accordance with ASTM D2488; • Consistency of cohesive materials or density of non -cohesive materials; • Drive sample intervals and associated blow counts and recovery; ® Moisture content assessment; ® Color based on the Munsell rock color chart; • Other descriptive features (weathered state, organic materials, macrostructure of fine-grained soils; e.g., roots, etc.). Sample descriptions are documented in the borehole logs, which are presented in Attachment A-2-1. Borehole depths ranged from approximately 50 to approximately 85 ft bgs. Total drilled depths are presented in Tables A-2-1 through A-2-3. 3.3 Geotechnical Laboratory Testing Representative samples were collected from boreholes based on changes in lithology and/or depositional type. Bulk samples and brass liner samples were collected from boreholes BH-01 through BH-16 and MW -01 through MW -04. Selected samples were submitted for geotechnical testing, including: • Atterberg limits (ASTM D4318); • Grain size analysis (ASTM C117/0136); • Standard Proctor (ASTM D698, Method A); • Undisturbed and remolded flexible wall hydraulic conductivity testing (ASTM D5084); and • Consolidation testing (ASTM D2435). These geotechnical tests provide information regarding foundation conditions and the suitability of on -site soils as construction materials. Geotechnical testing results are discussed in Section 4.2 of the main text of Appendix A — Hydrogeologic and Geotechnical Characterization Report, with laboratory data presented in Appendix A-3. i:11411407882b1040010403 edop rev1\appendix a11407882a app a-2 pawnee waste field investigation report rev/ 19feb16.doc Golder Associates February 2016 Appendix A-2 6 1407882B Rev. 1 3.4 Piezometer and Monitoring Well Construction 3.4.1 General Piezometer and Monitoring Well Construction Piezometers and monitoring wells were completed through the hollow -stem augers using two-inch, flush -threaded, Schedule 40 polyvinyl chloride (PVC) screen and riser pipe. The screen in each piezometer and monitoring well is perforated with 0.010 -inch machined slots and was either 5 or 10 feet in length. A threaded PVC end cap was affixed to the bottom of each screen before it was placed in the borehole. PVC riser casing was added to the screen as it was lowered in the borehole until the screen was set to the desired depth and the top of the casing extended to approximately three feet above the ground surface. Next, the annular space around the piezometer, monitoring well screen, and end cap was backfilled with clean, washed, well-rounded silica sand. The sand pack was gravity -fed into the annular space between the PVC and borehole wall until it extended a minimum of two feet above the top perforation of the screen. Sand was placed at a slow rate and was checked frequently with a weighted tape to estimate that the proper quantity was placed and that no bridging occurred. As sand was added to the annular space, sections of the HSAs were incrementally removed. Medium (% inch) bentonite chips were gravity -fed into the annular space above the screen and sand pack to within approximately three feet of the ground surface to provide a seal. A minimum of three gallons of potable water was added to every two bags of chips to hydrate the bentonite. The PVC riser was cut off with an approximate stick-up height of 2.5 feet above ground surface. A protective four -inch square steel casing was installed around the PVC riser and cemented in the annular space approximately three feet below ground surface. The protective casing extended approximately 0.5 feet above the top of the PVC casing and was equipped with a locking cover to prevent unauthorized entry and allow access for water level measurement. Filter sand was placed in the annular space between the protective casing and the PVC casing to near the top of the PVC. A removable, J -plug well cap was placed on top of the PVC casing. Piezometer and monitoring well construction details are provided in Attachment A-2-2 and summarized in Tables A-2-2 and A-2-3, respectively. 3.4.2 Permanent Monitoring Wells Four permanent monitoring wells, MW -01 through MW -04, were installed around the perimeter of the proposed Landfill: one in the northeast corner and three to the southwest. These monitoring wells screen the uppermost saturated interval and were located to allow conversion to groundwater monitoring wells and use in the detection groundwater monitoring network, if practical and approved by CDPHE. They are located along the site boundary, with one placed up -gradient and three placed down -gradient of the proposed Landfill. After developing the potentiometric surface, MW -2014-02 was not located down - gradient as conceptualized. PZ-01 is situated down -gradient and will be developed as MW -2014-02A, i:11411407882b1040010403 edop rev1\appendix a11407882a app a-2 pawnee waste field investigation report revl 19feb16.doc Golder Associates February 2016 Appendix A-2 7 1407882B Rev. 1 replacing MW -2014-02 in the detection monitoring network. The monitoring wells were drilled and completed to depths ranging from 50 to 85 feet. Construction of the permanent monitoring wells was completed as described in Sections 3.0 and 3.4.1 of this Appendix. 3.4.3 Temporary Piezometers Four temporary piezometers, PZ-01 through PZ-04, were installed with PZ-01 installed near the perimeter and PZ-02, PZ-3, and PZ-04 installed within the interior of the proposed Landfill footprint. Piezometer PZ-01 was subsequently considered MW -02A, as previously discussed in Section 3.4.2. The piezometers screen the uppermost saturated interval for the purposes of water level monitoring and to aid in the design of the bottom liner system for the proposed Landfill. Water level monitoring will continue until the Landfill is developed for waste placement, at which time they will be properly decommissioned in accordance with Colorado State, Office of the State Engineer, and State Board of Examiners of Water Well Construction and Pump Installation Contractors Standards, 2 CCR 402-2. These piezometers were drilled and completed to depths ranging from 59 to 74 feet. Construction of the temporary piezometers was completed as described in Section 3.4.1 of this Appendix. 3.5 Monitoring Well Development Following monitoring well construction, development was performed to remove fines from near the screen and allow free flow of water into the monitoring well. Development was performed by gently surging the screened interval with a two-inch diameter surge block and purging water using a Waterra® Hydrolift inertial lift pump. Samples of the purged water were monitored for pH, specific conductivity, and temperature. A YSI 63 water quality meter was used to periodically measure these water quality parameters during purging. Water levels were also periodically measured during development. Purging continued until a minimum of five well volumes of water was removed. A well volume represents the column of water standing inside the well casing and sand pack, assuming 30% porosity, at the time of purging. Groundwater removed during development was poured directly on the ground surface at the site. Development and water level information was recorded on monitoring well development forms presented in Attachment A-2-3. 3.6 Surveying Upon completion of the hydrogeologic investigation, Clark returned to survey the borehole, temporary piezometers, and monitoring well locations using the Colorado State Plane coordinate system. The final survey included X -Y location, ground surface elevations, and top of casing elevations for each monitoring well and piezometer. Ground surface and top -of -casing elevations were surveyed to the nearest hundredth of a foot to allow the measured depths to water to be transformed into accurate elevations for purposes of identifying flow directions and computing hydraulic gradients. i:11411407882b1040010403 edop rev1\appendix a11407882a app a-2 pawnee waste field investigation report revl 19feb16.doc Golder Associates February 2016 Appendix A-2 8 1407882B Rev. 1 3.7 Monitoring Well Hydraulic Testing From October 24 to October 27, 2014, Golder performed variable -head, slug hydraulic testing at monitoring wells MW -1 through MW -04. The data resulting from these tests was used to evaluate the in situ horizontal hydraulic conductivity of geologic materials isolated by the screened intervals (i.e., the uppermost saturated zone). 3.7.1 Equipment and Procedure Prior to slug initiation, Golder measured the static water level at each monitoring well with an electronic water level meter. Slug testing was perfomied with the instantaneous injection or withdrawal of a solid PVC rod (slug) into the water column of the monitoring well. Both rising head and falling head tests were performed at each monitoring well. Each monitoring well was tested multiple times. Upon initiation of either the slug injection or slug withdrawal, changes in the water level were monitored with a pressure transducer and data logger set to record water levels at a rapid interval until the monitoring well had recovered to at least 70% of its initial static level. Hydraulic test activities were recorded on slug test field forms. 3.7.2 Analysis Approach Formational hydraulic conductivities were estimated by using the Hvorslev (1951) analytical methods within the AQTESOLVTM software package (Duffield 2007). This method of analysis involves fitting a straight line to the linear portion of water level recovery test data plotted on a semi -log scale. The AQTESOLVT" analysis of the slug testing data, presented in Attachment A-2-4, shows a pronounced concave -upward curvature in the semi -log test response data from the piezometers. Based on Butler (1998), this effect is indicative of varying storage mechanisms and is likely due to piezometer screen intervals that include both thin permeable lenses and confining beds under confined or semi -confined conditions. For each test analysis, a straight line was fit to the recommended head range (normalized head between 0.15 and 0.25) in general accordance with guidelines described in Butler (1998). Hydraulic conductivity was then estimated from the slope of this line. In addition to Attachment A-2-4, results of slug test analysis are also summarized in Table A-4 of the main text of Appendix A — Hydrogeologic and Geotechnical Characterization Report. i:11411407882b1040010403 edop rev1\appendix a11407882a app a-2 pawnee waste field investigation report revl 19feb16.doc Golder Associates February 2016 Appendix A-2 9 1407882B Rev. 1 4.0 FIELD DOCUMENTATION All field activities were documented in the appropriate field form. Field information forms for this investigation include the following documents: • Daily Drilling Summary — A chronological summary of each day's drilling activities, construction material quantities, and the explanation or authorization of unusual circumstances including standby and down time. • Record of Borehole — To document borehole geology, sample collection intervals, split spoon recovery, depth of first water, and any other pertinent observations (Attachment A-2-1). ® Monitoring Well and Piezometer Construction Summary — To document monitoring well and piezometer construction details (Attachment A-2-2). ® Monitoring Well Development Log — To document development methods, development volumes, groundwater levels, and water quality parameters (Attachment A-2-3). i:11411407882b1040010403 edop rev1\appendix a11407882a app a-2 pawnee waste field investigation report revl 19feb16.doc Golder Associates February 2016 Appendix A-2 10 1407882B Rev. 1 5.0 REFERENCES Butler, J.J., Jr. 1998. The Design, Performance, and Analysis of Slug Tests. Boca Raton: Lewis Publishers. Duffield, G.M. 2007. AQTESOLVTM for Windows Version 4.50 Professional, HydroSOLVE, Inc. Hvorslev, M.J. 1951. Time Lag and Soil Permeability in Ground -Water Observations. Bull. No. 36, pp. 1-50. Waterways Exper. Sta. Corps of Engrs., US Army. Vicksburg, Mississippi. i:11411407882b1040010403 edop rev1\appendix a11407882a app a-2 pawnee waste field investigation report revl 19feb16.doc Golder Associates TABLES N co co O TABLE A-2-1 U, r Q N BOREHOLE SUMMARY Water Level Elevation (ft AMSL) 5020.42 5020.35 501972 5020.43 See PZ Summary See PZ Summary 5020.30 5020.36 5020.88 5021.61 See PZ Summary 5020.44 5020.58 See PZ Summary 5020.41 Water Leve ISr) (ft BTOC) 50.00 Q z co CD r CO 7r fl 01 Lf7 CO 46.59 ao Lf7 FC 62.75 52.14 cQ r Co in 54.63 C) co 06 In r CO Total Depth of Borehole (ft bgs) 60 coo 74 ti 59 59 N- 59 64 84 59 59 CO N- N- CO Borehole Diameter (inches) 6.00 O O c.6 O O c O O cay , O O co O O cd O O od O o c6 O O cs3 O a cd O a co O o od 0 O 0 O O 0o O O w O O as Northing (ft)t,> 1550535.37 1551812.63 1551836.16 r` Lf) ccoo co O) Lr) r 1551151.19 1551800.20 1551824.22 1550488.23 1549878.51 c co N r r LO Lf) r cQ N co r 1551158.36 1551187.89 1550497.01 1550545.88 r C) N co O) 7r Lf) r r in LC) r O1 _ ^ 3373371.77 3372728.69 C') O G7 N o ti ('') CO r— cc) M N ti ti ( r) Cr) 3372094.46 3372060.75 0 it) N - LO Cr) ti Cr) Cr) 3372720.76 3373396.44 3374675.73 3373344.58 3372729.96 0 CO O CO O N- CO CO 3374042.69 3374694.17 C) N CC Cr) O �t N- M v7 •........C) w Date Completed 9/22/2014 r 0 N _ C� (N _ d- r 0 N '- r d- r 0 N M N 10/9/2014 r 0 N O C 2 9/24/2014 d- r O N_ Lf) N , 9/29/2014 9/30/2014 10/14/2014 10/8/2014 10/8/2014 O CN LU 2 10/9/2014 r 0 N N O) Borehole ID BH-2014-01 l BH-2014-02 co CD I BH-2014-04 BH-2014-05 BH-2014-06 (PZ-1, MW -2A) BH-2014-07 (PZ-2) BH-2014-08 O) O r N _ m o r 4 r N _ m BH-2014-12 (PZ-3) co r 4 r N _ m r 4 r N = CO i Lo r O CV I CO CO r r a N m O2 r r 4 r N _ m r O _ m a) b z Each datum is from Colorado State Plane NAVD 88. r C a) C O C co Ca a) O a) O O L O s_ Q _> (I CO C) ) E (.3 C U) a) C6 C) O d O a) Ur co 0 > t 0 -0w a) -O s_ z 2(I) E a) a) • n 0 L a) Cd Uj n N a) U) C Co a) E C)) C) a) X W CC N r D U1 N a m w 4) .n 3 C) N hl Q ,L 13 'I) a) .O H a it Q a� it J w d 0 w O t O 0 O O m cJ CO ti f- 0 7 c▪ t N CO N- C v TABLE A-2-2 PIEZOMETER CONSTRUCTION SUMMARY Water Level Elevation (ft AMSL) CO T O CV 4 U) 5020.62 CO O N O L7 a C7) O N o Lf> Water Level') (ft BTOC) CO Le> C') Lf) LL) r 0) L[) cO CQ N L') Lt) 06 c6 CO Casing Stick-up Height (ft)c2) CO ti N CO CD N O CO N 'I' CO N Top of Casing Elevation (ft AMSL) CD CO ti 0 to L- N- N 0 En 5073.11 � C 0 Lf) Ground Elevation (ft AMSL) a a d N O LO a0 a f- L- O L() N co a L- O L) co T'' CO O U) Bottom of Sand Pack (ft bgs) of CC LC! O er L,- CO CO L7 — N l" -- Top of Sand Pack (ft bgs) Li" Co d' N f w T LC) 'r CO aQ Li) Bottom of Screen (ft bgs) CO m in M C't) N- co a) L') ti ti Top of Screen (ft bgs) 48.7 Lf) C) CO LC> 00 V O3 T CO Bottom of Casing (ft bgs) M ad in CO M N- CO 06 Le> r - N N. Borehole Diameter (inches) CO CO W W Total Depth of Borehole (ft bgs) CO W co O F- CO C) L7 T N N- Northing (ft)(l) 1551600.20 1551824.22 CD M CO L7 T 1550545.88 C9 C� C:. �. CA LE W 3372060.75 3373357.59 3372729.96 3374694.17 Date Completed T N F.'5 10/23/2011 10/12/2011 T N N a Piezometer ID QO --- N 0- N 0- PZ-4 L U) C 0 0 ej D1 N I: 14'd=A7882E+0400'A402 EDOP XtA;.p A•Z.Ta2 csTablt A•2•' . 2. & 3 P3•.vita_3uttes_Bi_PZ_WW_SJnriany_RE••ic . sx TABLE A-2.3 February 2016 MONITORING WELL CONSTRUCTION SUMMARY Water Level Elevation (ft AMSL) 0 . \ 7 . \ . 0 \ . 0 \ / . 0 \ Water Levelt31 (ft BTOC) 73.02 / CO % N \ CO \ \ Casing Stick-up Height (ft)12 % 2.74 / 0) D < & & & Top of Casing Elevation (ft AMSL) 5094.02 co N- (O + N. k k G 3 \ CO \ Ground Elevation (ft AMSL) 0) 2 / 'Zr CO / « 6 a CO 2 \ \ \ / Bottom of Sand Pack (ft bgs) 9 CO % R % u3 3 3 @ 5 Top of Sand Pack (ft bgs) T g z a g Cl • 3 \ § Zr Bottom of Screen (ft bgs) \ \ CO \ 9 Top of Screen (ft bgs) 75.2 f M O f 2 CO G % Bottom of Casing (ft bgs) \ \ 10 \ \ Borehole Diameter (inches) CO e CO o CO Total Depth of Borehole (ft bgs) 9 CO CO @ R f % % 2 S 01 _ CO 5 s <0 i.f, > 0 % r # K = e CO » 2 & 2 \ z 2 2 % 9 0 w 5 co\ 9 Cr, 0 & \ 3 \ / 3372034.48 En c ` ez 2 id \ / \ ® \ \ 9 \ r a / \ r- % Date Completed / j 2 a - \ - \ - \ a / \ e \ Monitoring Well ID \ % MW -2014-02A (PG -1) co MW -2014-04 4 4 4 \ / \ / \ z /}\\\ 0_ _, zz>At TABLE A-2-4 SLUG TEST RESULTS SUMMARY Hydraulic Conductivity, K (ft/day) 0 0 + w c N 0 0 + w c') N 0 0 + w C') N I 0 0 + w N N r O + w r r' I r 0 + w r 1 r 0 + w N d r 0 + w r• N r 0 + w C) 4 r 0 + w 0) N r 0 + w as N r 0 + w 0 4 r 0 + w C) M r 0 +I w m M - 0 w ' M r O I w co r' , r 0 I w r-: r r 0 I w 0? r Hydraulic Conductivity, K (cm/sec) R O I w a CC V O 1 w 0 co V O I w N co '7 O I w N- N M d 1 w CD M c) 0 I w ao C7 <1 O 1 w r� R M O 1 w h- O N 0 1 w to N 0 1 w G r N d I w r N 0 I w a r N O 1 w a r N O I w 4 r '7 O I w N r 1.0 o 1 win c.1 <p tr) 0 I o cD tt) 0 1 to <D Transmissivity, T (cm2/sec) r 000000000000000000 W N C^ r W f) M r W M M r W r ri O W N- r 0 W N- r O W <h O W .rt 4 O W co N 0 Cu co r O W co r 0 W1- ul N 0 LCi d O W 4 d N W U) '7 N W Cr. N N W N N N W to N Depth to Top of Well Screen, d (ft) CC R4 ♦ • d' '7 ♦ O p p O N N r N N r N N r r N N r r N N r N r I tf) tO. r U) « r tf) cQ r to c0 r Screen Length, L (ft) r: d 0-: m It' co m eh 0) n I 07 co C . tV r co 0 . N r co . {NI r co O <V r co c0 4 f.lo c0 to O 4 to CO b. to <O 4 <0 CS) 4 N- 0) N— U) h.. t+ 0) N - N- to Saturated Thickness, b (cm) 400.2024 N /N� `/ ct 400.2024 I 400.2024 UU') co1 co 'a' <0 t.O N�/� <a d' 456.2856 COLO N co itr 179.2224 179.2224 N IN\ V.. N �(N of r 179.2224 N 0 0) r 371.2464 <00 N r M 371.2464 371.2464 Saturated Thickness, b (ft) M r rCli r co r r (4) r - r C4 r r r N- 0) r r N- 0) et r N 0) meir r N- CA r r co CO 6 co CO O to O Le; CC CO Lf) to CO O co CO uj CO r CV r CO r CV r CO r N r CO r N r Static Water Column Height, H (ft) LC 0: r la 0) r tr) 0) r U) 0) r N- 0) r r` 0) r r- 0) r N- 0) r co co co Le;Leir cc co co CO r CO r r CO r r CO r r Observed Displacement, Ho (ft) 01 LC N N 0) M N N d' r c1 N N JO O N 0) r M N LO co N N N air all r w Cr CO N tb N P- r us M C) r t0 M 4 r L() O N r r M LO r r 'C' r 2.29 2.283 0)) ch N Q r N O wo co > 77777 _ > N _ 1 > _ > cr) _ > N _ > O _ > O _ > O _ > _ O _ 4) O _ > O _ > C _ 0 O _ 4) O _ U) O _ N O _ > O _ > O _ Test Type r c O U C N c O U C r I 6 N ` = Withdrawal -2 r c •d U C Injection -2 Withdrawal -1 N • ca 3 O L At Injection -1 N c O U C Injection -3 Withdrawal -1 N • as as 2 Withdrawal -3 Injection -1 N c 8 •V C Withdrawal -1 N • co 0 0 Q) r jI } r I t r I ? r }}I 7 N . ? MW -2 N ,,1 J' N 1 ,7 M }1 7 M 1 ? M yII S d I S 1 }I } M �I ? MW -4 1- I l d ^}�I MW -4 r w W W N/11 N t ta^ r 0 it) N o W W W GO O to r «ft - 1) Saturated thickness, b, was assumed to be the saturated thickness of the filter pack (is.. not true aquifer saturated thickness). ATTACHMENT A-2-1 BOREHOLE LOGS PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 09/22/14 12:25 DATE COMPLETED: 09/22/14 15:38 DRILL FLUIDS: None DRILL LUBRICANTS: None -5070 5.0- -5065 10.0- -5060 15.0- LITHOLOGY DESCRIPTION U a O ELEV. DEPTH 0 (ft) RECORD OF BORING BH-2014-01 COORDINATES: N: 1, 550, 535.4 E: 3, 373, 371.8 GROUND SURFACE ELEVATION: 5,070.4 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 60 ft BOTTOM ELEVATION: 5,010.4 ft HOLE DIAMETER: 6 inches COMMENTS 0.0 - 14.0 (ML) SILT, low plasticity, some fine sand, very pale orange (10YR 8/2), w<PL, dry, soft, roots present in top 1 ft, moderate HCI reaction 13- 14 ft: Same as at 0 ft but firm 5056.4 ML 3.4 4 2.9 5 2.4 5 14.0 - 17.5 (SP) SAND, fine, subangular, some non -plastic silt, very pale orange (10YR 8/2), dry, loose Log continued on next page 14.0 SP 3.1 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/22/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15.0 20.C 25. 30. LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-01 COORDINATES: N: 1, 550, 535.4 E: 3, 373, 371.8 GROUND SURFACE ELEVATION: 5,070.4 ft COMMENTS -5055 5050 045 040 14.0 - 17.5 (SP) SAND, fine, subangular, some non -plastic silt, very pale orange (10YR 8/2), dry, loose 5052.9 SP 17.5 - 47.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderate HCI reaction 19 - 24 ft: Same as at 17.5 ft but moderately cemented 26 - 29 ft: Same as at 17.5 ft but stiff 30 - 33 ft Same as at 17.5 ft but with some CaCO3 veins, strongly cemented, strong HCI reaction Log continued an next page p } 17.5 ML 3.1 5 5 5 5 5 5 5 Bulk sample collected from the continuous core sampler 19 -44 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/22/2014 SHEET2of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w > a w J UJ LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-01 COORDINATES: N: 1, 550, 535.4 E: 3, 373, 371.8 GROUND SURFACE ELEVATION: 5,070.4 ft COMMENTS 35.0- 40.0- 45.0- 50.0- -5035 -5030 -5025 -5020 17.5 - 47.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderate HCI reaction 37 -39 ft Same as at 17.5 ft but moderately cemented, strong HCI reaction 5023.4 ML 5 5 5 5 47.0 - 53.0 (CL) SILTY CLAY, medium plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w —PL, moist, stiff Log continued an next page 47.0 CL 5 5 5 5 —37 — 39 ft: Augers grinding but progressing Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/22/2014 SHEET 3of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) CL RECORD OF BORING BH-2014-01 COORDINATES: N: 1, 550, 535.4 E: 3, 373, 371.8 GROUND SURFACE ELEVATION: 5,070.4 ft COMMENTS 55.0- 60.0 65. 70. -5015 5017.4 53.0-54.0 (SM) SILTY SAND, fine to medium, subangular, X25% fines, pale yellowish brown (10YR 6/2), non -plastic, moist, compact, no HCI reaction , _ 54.0 - 59.5 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, very stiff, strongly cemented, strong HCI reaction 53.0 SM 5016.4 5 5 59.5 - 60.0 , (SW) SAND, fine to coarse, well graded, subangular, _ some fines, trace fine gravel, dark yellowish brown (10YR + 4/2), non -plastic, wet, compact Boring completed at 60 ft. 54.0 ML 5010.9 59.5 5010.4 SW 6 6 Outside of core is wet at 53 ft First water at 59 ft. After 30 minute break groundwater measured in borehole at 53.4 ft bgs, hole depth 54 ft 60.0 Boring completed at 60 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/22/2014 SHEET 4 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 09/22/14 16:30 DATE COMPLETED: 09/23/14 09:30 DRILL FLUIDS: None DRILL LUBRICANTS: None 5070 5.0 5065 10. 5060 15. LITHOLOGY DESCRIPTION = O O J 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-02 COORDINATES: N: 1, 551, 812.6 E: 3,372,728/ GROUND SURFACE ELEVATION: 5,072.5 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 60 ft BOTTOM ELEVATION: 5,012.5 ft HOLE DIAMETER: 6 inches Q z Ea It w� cc a1- 2 w cc COMMENTS 0.0 - 18.2 (ML) SILT, low plasticity, some fine sand, very pale orange (10YR 8/2), w<PL, dry, soft, roots present in top 1.5 ft, moderate HCI reaction Log continued an next page ML 1.7 4 2.3 5 1.5 5 2.6 5 Bulk sample collected from cuttings 4 - 20 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15.0 20.C 25.C 30. LITHOLOGY DESCRIPTION U E O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-02 COORDINATES: N: 1, 551, 812.6 E: 3, 372, 728.7 GROUND SURFACE ELEVATION: 5,072.5 ft COMMENTS 5055 5050 5045 5040 0.0 - 18.2 (ML) SILT, low plasticity, some fine sand, very pale orange (10YR 8/2), w<PL, dry, soft, roots present in top 1.5 ft, moderate HCI reaction 5054.3 ML 18.2 - 37.9 (ML) CLAYEY SILT, low plasticity, some fine to sand, pale yellowish brown (10YR 6/2), w<PL, dry, stiff, moderate HCI reaction 19 - 37.9 ft: Same as at 18.2 ft but moist and weakly to moderately cemented silt 29 - 34 ft: some small CaCO3 clasts Log continued an next page 18.2 ML 2.6 5 5 5 5 5 5 5 Pause borehole for 9/22/2014 at 29 ft bgs; Resume borehole 9/23/2014 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET2of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-02 COORDINATES: N: 1, 551, 812.6 E: 3, 372, 728.7 GROUND SURFACE ELEVATION: 5,072.5 ft COMMENTS 35. 40.E- 50. 5035 5030 5025 18.2 - 37.9 (ML) CLAYEY SILT, low plasticity, some fine to sand, pale yellowish brown (10YR 6/2), w<PL, dry, stiff, moderate HCI reaction 5034.6 ML 3 5 37.9 - 41.0 (SM) SILTY SAND, fine to medium, subangular, —20% fines, pale yellowish brown (10YR 6/2), non -plastic, moist, compact, no HCI reaction 41.0 - 42.5 (ML) sandy CLAYEY SILT, low plasticity, fine to medium subangular sand,moderate olive brown (5Y 4/4), w<PL, very stiff, no reaction to HCI 37.9 5031.5 41.0 5030.0 SM ML 42.5-50.0 (ML) CLAYEY SILT, low plasticity, some fine to sand, pale yellowish brown (10YR 6/2), w<PL, dry, stiff, weakly to moderately cemented, weak HCI reaction 50.0 - 53.0 (CL) SILTY CLAY, medium plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), cohesive, w --PL, moist, stiff 5020Log continued an next page 42.5 5022.5 50.0 ML 2.75 5 5 5 CL 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET 3of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w >- a w J w LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-02 COORDINATES: N: 1, 551, 812.6 E: 3, 372, 728.7 GROUND SURFACE ELEVATION: 5,072.5 ft s J '� Q z w tCL Cr Q w 2 IY COMMENTS 55.C 60.0 65. 70. 5019.5 CL 53.0 - 60.0 (ML) CLAYEY SILT, low plasticity, some fine to sand, pale yellowish brown (10YR 6/2), w<PL, dry, stiff, moderately cemented, moderate HCI reaction 5015 53.0 5012.5 ML 5 5 6 6 Boring completed at 60 ft. 60.0 No groundwater present at completion depth Boring completed at 60 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET 4 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 09/22/14 10:30 DATE COMPLETED: 09/23/14 12:30 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U =O 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-03 COORDINATES: N: 1, 551, 836.2 E: 3, 374, 029.0 GROUND SURFACE ELEVATION: 5,082.3 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 74 ft BOTTOM ELEVATION: 5,008.3 ft HOLE DIAMETER: 6 inches Q z Ea It w� cc a1- 2 w cC COMMENTS 080 5.0 075 10. 070 15. 0.0 - 17.6 (ML) SILT, low plasticity, some fine sand, very pale orange (10YR 8/2), W<PL, dry, soft, roots present in top 1 ft, moderate HCI reaction 12 - 17.6 ft: Same as at 0 ft but with fine to medium subangular sand Log continued an next page ML 1.0 1 5 3 5 2.3 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET 1 of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 15.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-03 COORDINATES: N: 1, 551, 836.2 E: 3, 374, 029.0 GROUND SURFACE ELEVATION: 5,082.3 ft COMMENTS 20.E 25.r 30. -5065 -5060 055 050 0.0 - 17.6 (ML) SILT, low plasticity, some fine sand, very pale orange (10YR 8/2), W<PL, dry, soft, roots present in top 1 ft, moderate HCI reaction 5064.7 ML 17.6 - 69.5 (ML) CLAYEY SILT, low plasticity, trace fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderate HCI reaction 21.9 - 23.8 ft: Same as at 17.6 ft but yellowish gray (5Y 7/2) 29 - 33 ft: Same as at 17.6 ft but no reaction to HCI Log continued an next page :) V 17.6 ML 2.3 5 3.4 5 5 5 4 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET2of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-03 COORDINATES: N: 1, 551, 836.2 E: 3, 374, 029.0 GROUND SURFACE ELEVATION: 5,082.3 ft COMMENTS 35.0- 40.0- 45.0- 50.0- -5045 -5040 -5035 -5030 17.6 - 69.5 (ML) CLAYEY SILT, low plasticity, trace fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderate HCI reaction 44 - 45.4 ft: Same as at 17.6 ft but with some fine to medium sand 45 - 50 ft Same as at 17.6 ft but no reaction to HCI except for directly on CaCO3 clasts/seams Log continued an next page ML 5 5 5 5 4 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET3of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z = > O a w > a w J W LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) 5 RECORD OF BORING BH-2014-03 COORDINATES: N: 1, 551, 836.2 E: 3, 374, 029.0 GROUND SURFACE ELEVATION: 5,082.3 ft COMMENTS 55. 025 60.E -5020 65. 015 70. 17.6 - 69.5 (ML) CLAYEY SILT, low plasticity, trace fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderate HCI reaction 56.4 - 57.75 ft: Same as at 17.6 ft but strongly cemented r 5012.8 ML 5 6 6 4 4 5 5 69.5 - 74.0 SP (SAND), fine, poorly graded, subangular, some silt, pale yellowish brown (10YR 6/2), non -plastic, wet, compact Log continued an next page 69.5 SP 5 5 First water at 69.5 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET 4 of 5 S 2014CHAR.GPJ GNPP.GDT 82A PAWNEE BUTT PAWNEE BUTTES -140-7 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w >- a w J w LITHOLOGY DESCRIPTION U Li- O ELEV. 2 DEPTH L9 (ft) RECORD OF BORING BH-2014-03 COORDINATES: N: 1, 551, 836.2 E: 3, 374, 029.0 GROUND SURFACE ELEVATION: 5,082.3 ft COMMENTS -5010 69.5 - 74.0 SP (SAND), fine, poorly graded, subangular, some silt, pale yellowish brown (10YR 6/2), non -plastic, wet, compact 5008.3 SP 5 5 Boring completed at 74 ft. 75r- 8 oU.t— r) 85. 90. 74.0 Boring completed at 74 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET5of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 09/23/14 14:35 DATE COMPLETED: 09/23/14 17:30 DRILL FLUIDS: None DRILL LUBRICANTS: None 5075 5.0 5070 10. 5065 15. LITHOLOGY DESCRIPTION =O 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-04 COORDINATES: N: 1,549, 868.6 E: 3,374,723/ GROUND SURFACE ELEVATION: 5,079.2 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 75 ft BOTTOM ELEVATION: 5,004.2 ft HOLE DIAMETER: 6 inches Q z Ea It w� cc a1- 2 w cC COMMENTS 0.0 - 30.3 (ML) SILT, low plasticity, some fine sand, very pale orange (10YR 8/2), w<PL, dry, soft, roots present in top 0.5 ft, moderate HCI reaction Log continued an next page ML 1.6 4 2.2 5 1.3 5 2.2 5 Bulk sample collected from cuttings 5 - 25 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET 1 of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 15.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION U a 0 ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-04 COORDINATES: N: 1,549, 868.6 E: 3, 374, 723.7 GROUND SURFACE ELEVATION: 5,079.2 ft COMMENTS 5060 25.E 5050 30. 0.0 - 30.3 (ML) SILT, low plasticity, some fine sand, very pale orange (10YR 8/2), w<PL, dry, soft, roots present in top 0.5 ft, moderate HCI reaction 18.2 - 18.7 ft: Same as at 0 ft but with 1-2 cm layers of fine to medium sand with silt as described separated by —1cm of silt as described 28.5 - 29 ft: Same as at 0 ft but with 2 cm layers of fine to medium sand with silt as described separated by —1cm of silt as described 5048.9 ML 2.2 5 1.6 5 2.4 5 30.3 - 39.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, weakly cemented, no HCI reaction Log continued an next page ML 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET2of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z = O a Qt w > a w w LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-04 COORDINATES: N: 1,549, 868.6 E: 3, 374, 723.7 GROUND SURFACE ELEVATION: 5,079.2 ft COMMENTS 5045 35. 5040 40. 5035 5030 50. 30.3 - 39.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, weakly cemented, no HCI reaction 37 - 37.1 ft: Caliche (CaCO3) layer, strong HCI reaction 39.0 - 42.7 (ML) sandy CLAYEY SILT, fine to medium sand, low plasticity, yellowish gray (5Y 7/2), w<PL, moist, very stiff, weakly cemented, no HCI reaction 5040.2 39.0 5036.5 ML U.J 5 ML 2.9 5 42.7-44.0 (SP) SAND, fine to medium, subangular, trace fines, yellowish gray (5Y 7/2), non -plastic, moist, loose 44.0 - 45.5 (CL) SILTY CLAY, medium plasticity, some fine to medium subangular sand, light olive gray (5Y 5/2), cohesive, w<PL, moist, stiff, very weak HCI reaction 42.7 5035.2 44.0 5033.7 SP CL 45.5 - 54.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderately cemented, no HCI reaction Log continued an next page 45.5 ML J..7 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET 3of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) 5 RECORD OF BORING BH-2014-04 COORDINATES: N: 1,549, 868.6 E: 3, 374, 723.7 GROUND SURFACE ELEVATION: 5,079.2 ft COMMENTS 5025 55. 5020 5015 65. 5010 70. 45.5 - 54.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderately cemented, no HCI reaction 5025.2 ML 5 54.0 - 59.0 (SM) SILTY SAND, fine to medium, subangular, X25% fines, pale yellowish brown (10YR 6/2), non -plastic, moist, compact, no HO reaction, moderately cemented, highly fissured 54.0 5020.2 5 5 59.0 - 75.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, yellowish gray (5Y 7/2), w<PL, moist, very stiff, moderately cemented, no HCI reaction Log continued an next page r 59.0 ML 5 5 5 5 5 6 First water at 67 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET 4 of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-04 COORDINATES: N: 1,549, 868.6 E: 3, 374, 723.7 GROUND SURFACE ELEVATION: 5,079.2 ft COMMENTS 75.0 85. 90. 59.0 - 75.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, yellowish gray (5Y 7/2), w<PL, moist, very stiff, moderately cemented, no HCI reaction 5005 5004.2 ML 5 6 Boring completed at 75 ft. 75.0 Boring completed at 75 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/23/2014 SHEET5of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 09/24/14 09:16 DATE COMPLETED: 09/24/14 11:02 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U =O a0 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-05 COORDINATES: N: 1,551,151.2 E: 3, 372, 094.5 GROUND SURFACE ELEVATION: 5,068.6 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 59 ft BOTTOM ELEVATION: 5,009.6 ft HOLE DIAMETER: 6 inches Q z Ea It w� cc a 1- 2 w cc COMMENTS 065 5.0 060 10. 055 15. 0.0 - 23.0 (ML) SILT, low plasticity, some fine sand, pale yellowish brown (10YR 6/2), w<PL, dry, firm, roots present in top 0.5 ft, moderate HCI reaction 3 - 23 ft: Same as at 0 ft but very pale orange (10YR 8/2) Log continued an next page ML 2.1 4 3.1 5 2.7 5 2 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/24/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 20.C 25.r 30. Th050 Th045 040 HCI reaction, weakly cemented LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-05 COORDINATES: N: 1,551,151.2 E: 3, 372, 094.5 GROUND SURFACE ELEVATION: 5,068.6 ft COMMENTS 0.0 - 23.0 (ML) SILT, low plasticity, some fine sand, pale yellowish brown (10YR 6/2), w<PL, dry, firm, roots present in top 0.5 ft, moderate HCI reaction 15 - 23 ft: Same as at 0 ft but moist 17.6 - 18.1 ft: Same as at 0 ft but no HCI reaction 18- 23 ft: Same as at Oft but stiff 5045.6 ML 2 5 23.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderately cemented, weak HCI reaction 035 28 - 29 ft: Same as at 23 ft but with CaCO3 veins, strong Log continued an next page 23.0 ML 2.7 5 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/24/2014 SHEET2of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-05 COORDINATES: N: 1,551,151.2 E: 3, 372, 094.5 GROUND SURFACE ELEVATION: 5,068.6 ft COMMENTS 35. 030 40.0- 025 45. 020 50. 23.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderately cemented, weak HCI reaction 49 - 49.25 ft: Same as at 23 ft but highly fissured and wet, bounded by moist silt above and below Log continued an next page ML 5 5 5 5 5 5 5 5 First water at 49 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/24/2014 SHEET3of 4 u, CD S 2014CHAR.GPJ GNPP.GDT PAWNEE_BUTTES-140-7882A PAWNEE BUTT PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION U a O ELEV. JO DEPTH c.5 (ft) 5 RECORD OF BORING BH-2014-05 COORDINATES: N: 1,551,151.2 E: 3, 372, 094.5 GROUND SURFACE ELEVATION: 5,068.6 ft COMMENTS 55.E Th015 -5010 23.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderately cemented, weak HCI reaction 54 - 59 ft: Same as at 23 ft but highly fissured, wet 5009.6 ML 5 5 5 Boring completed at 59 ft. 60.Cc 65. 70. 59.0 Boring completed at 59 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/24/2014 SHEET 4 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/09/14 14:34 DATE COMPLETED: 10/09/14 16:43 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U =O a0 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-06 COORDINATES: N: 1, 551, 800.2 E: 3, 372, 060.8 GROUND SURFACE ELEVATION: 5,070.9 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 59 ft BOTTOM ELEVATION: 5,011.9 ft HOLE DIAMETER: 8 inches Q z Ea It w� cc a,- 2 w cC COMMENTS --5070 5.0 065 10. 060 15. 0.0 - 16.0 (ML) SILT, low plasticity, some fine sand, dark yellowish brown (10YR 4/2), w<PL, moist, stiff, roots present in top 0.8 ft, moderate HCI reaction 3 ft: Same as at 0 ft but very pale orange (10YR 8/2), dry 4 ft: Same as at 3 ft but very stiff 6.2 - 8.2 ft: Same as at 4 ft but light olive gray (5Y 5/2), CaCO3 stringers throughout Log continued an next page ML 3.7 5 5 5 5 2.8 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/9/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15.0 20. 25. 30. LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) ML RECORD OF BORING BH-2014-06 COORDINATES: N: 1, 551, 800.2 E: 3, 372, 060.8 GROUND SURFACE ELEVATION: 5,070.9 ft COMMENTS -5055 050 5054.9 16.0 - 20.7 (SP) SAND, fine to medium, poorly graded, subangular, trace non -plastic fines, pale yellowish brown (10YR 6/2),non-cohesive, dry, very dense, weak HCI reaction 17.6 - 18.2 ft: Same as at 16 ft but (SW) SAND, fine to coarse 19 - 20.7 ft: Same as at 17.6 ft but with some fine gravel 16.0 5050.2 SP 2.8 5 20.7 - 23.5 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction 20.7 5047.4 ML 23.5 - 24.0 , (SW) SAND, fine to coarse, well graded, subangular, _ some fine gravel, trace non -plastic fines, pale yellowish y brown (10YR 6/2),non-cohesive, dry, very dense, weak HCI reaction 24.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 612), w<PL, moist, 045 hard, no HCI reaction 040 Log continued an next page 23.5 5046.9 SW 4.3 5 24.0 ML 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/9/2014 SHEET2of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-06 COORDINATES: N: 1, 551, 800.2 E: 3, 372, 060.8 GROUND SURFACE ELEVATION: 5,070.9 ft COMMENTS 35.0- --5035 40.E- c nH 50. -5030 0 025 020 24.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction 45.5 - 46.5 ft: Same as at 24 ft but strongly cemented, strong HCI reaction 50.8 - 51.8 ft: Same as at 24 ft but highly fissured Log continued an next page ML 5 5 5 5 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/9/2014 SHEET 3of 4 u, CD S 2014CHAR.GPJ GNPP.GDT PAWNEE_BUTTES-140-7882A PAWNEE BUTT PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w >- a w w LITHOLOGY DESCRIPTION U a O ELEV. JO DEPTH c.5 (ft) RECORD OF BORING BH-2014-06 COORDINATES: N: 1, 551, 800.2 E: 3, 372, 060.8 GROUND SURFACE ELEVATION: 5,070.9 ft s J '� Q z w} Cr Q w 2 IX COMMENTS 55.E -5015 24.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (1 0YR 6/2), w<PL, moist, hard, no HCI reaction 54- 59 ft: Same as at 50.8 ft but wet 5011.9 ML 5 5 5 5 First water at 54 ft Boring completed at 59 ft. 60.Cc 65. 70. 59.0 Boring completed at 59 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/9/2014 SHEET 4 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/10/14 12:55 DATE COMPLETED: 10/10/14 16:04 DRILL FLUIDS: None DRILL LUBRICANTS: None 5.0 10. 50/5 5070 5065 LITHOLOGY DESCRIPTION U a O ELEV. DEPTH 0 (ft) RECORD OF BORING BH-2014-07 COORDINATES: N: 1, 551, 824.2 E: 3, 373, 357.6 GROUND SURFACE ELEVATION: 5,077.1 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 74 ft BOTTOM ELEVATION: 5,003.1 ft HOLE DIAMETER: 8 inches COMMENTS 0.0 - 9.5 (ML) SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, dry, stiff, roots present in top 0.6 ft, moderate HCI reaction 3.2 - 9.5 ft: Same as at 0 ft but very pale orange (10YR 8/2) 7.7-9.5 f: Same as at 3.2 ft but very stiff 5067.6 ML 3.1 4 3.5 5 9.5 - 16.0 (SP) SAND, fine to medium, poorly graded, subangular, trace non -plastic fines, very pale orange (10YR 8/2),non-cohesive, dry, very dense, weak HCI reaction 14 - 16 ft: Same as at 9.5 ft but (SW) SAND, fine to coarse, some fine gravel 15. Log continued on next page 9.5 SP 2.7 5 4.3 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/10/2014 SHEET 1 of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w >- a w w 15.0 20.C LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.9 (ft) SP RECORD OF BORING BH-2014-07 COORDINATES: N: 1, 551, 824.2 E: 3, 373, 357.6 GROUND SURFACE ELEVATION: 5,077.1 ft COMMENTS 25.r 30. 5060 5055 5050 5045 5061.1 16.0 - 17.9 (ML) SILT, low plasticity, some fine to medium sand, very pale orange (10YR 8/2), w<PL, dry, very stiff, roots present in top 0.6 ft, moderately cemented, moderate HCI reaction 16.0 5059.2 ML 17.9 - 42.7 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction 20.7 - 21.0 (SP) SAND, fine to medium, poorly graded, subangular, trace non -plastic fines, very pale orange (10YR 8/2),non-cohesive, dry, very dense, weak HCI reaction 29 - 31 ft: Same as at 17.9 ft but moderately cemented Log continued an next page 17.9 4.3 5 ML 4.7 5 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/10/2014 SHEET2of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z = O a Qt w > a w w 35. LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-07 COORDINATES: N: 1, 551, 824.2 E: 3, 373, 357.6 GROUND SURFACE ELEVATION: 5,077.1 ft COMMENTS 40.E- 50. 5040 5035 5030 5025 17.9-42.7 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction 34 - 35.5 ft: Same as at 17.9 ft but moderately cemented 4. 37 - 41 ft: Same as at 17.9 ft but with CaCO3 throughout 5034.4 ML 5 5 42.7 - 49.5 (SP) SAND, fine to medium, poorly graded, subangular, trace non -plastic fines, yellowish gray (5Y 7/2),non-cohesive, moist, very dense, weak HCI 49.5 - 74.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction Log continued an next page 42.7 SP 5027.6 5 5 4.4 5 49.5 ML 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/10/2014 SHEET 3of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w >- a w J w LITHOLOGY DESCRIPTION _U =Or a0 ELEV. DEPTH (ft) 5 RECORD OF BORING BH-2014-07 COORDINATES: N: 1, 551, 824.2 E: 3, 373, 357.6 GROUND SURFACE ELEVATION: 5,077.1 ft COMMENTS 55.C 5020 60.C 5015 65. 5010 70. 49.5 - 74.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction 67.3 - 68.1 ft: Same as at 49.5 ft but wet 69 - 70 ft: Same as at 49.5 ft but saturated, moist above, moist below. Log continued an next page ML 5 5 5 5 5 5 5 5 5 First water at 67.3 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/10/2014 SHEET 4 of 5 S 2014CHAR.GPJ GNPP.GDT 82A PAWNEE BUTT PAWNEE BUTTES -140-7 5005 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-07 COORDINATES: N: 1, 551, 824.2 E: 3, 373, 357.6 GROUND SURFACE ELEVATION: 5,077.1 ft COMMENTS 49.5 - 74.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction 5003.1 ML 5 5 Boring completed at 74 ft. 75r- 8^ oU.t— r) 85. 90. 74.0 Boring completed at 74 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/10/2014 SHEET5of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 09/24/14 15:09 DATE COMPLETED: 09/24/14 17:07 DRILL FLUIDS: None DRILL LUBRICANTS: None 0.0 LITHOLOGY DESCRIPTION U =O 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-08 COORDINATES: N: 1,550,488.2 E: 3, 372, 720.8 GROUND SURFACE ELEVATION: 5,066.9 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 59 ft BOTTOM ELEVATION: 5,007.9 ft HOLE DIAMETER: 6 inches etc z Ea It w� it a1- 2 w cC COMMENTS 5065 5.0 5060 10. 5055 15. 0.0 - 18.0 (ML) SILT, low plasticity, some fine sand, pale yellowish brown (10YR 6/2), w<PL, dry, soft, roots present in top 0.5 ft, weak HCI reaction 2.5 - 18 ft: Same as at 0 ft but very pale orange (10YR 8/2) 4 - 18 ft: Same as at 0 ft but firm 10- 18 ft: Same as at 0 ft but moist 12.9 - 18 ft: Same as at 0 ft but stiff Log continued an next page ML 1.2 4 2.1 5 1.7 5 2.1 5 Bulk sample collected from cuttings 5 - 25 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/24/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15.0 LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-08 COORDINATES: N: 1,550,488.2 E: 3, 372, 720.8 GROUND SURFACE ELEVATION: 5,066.9 ft COMMENTS 20.C 25.r 30. 5050 5045 5040 5035 0.0 - 18.0 (ML) SILT, low plasticity, some fine sand, pale yellowish brown (10YR 6/2), w<PL, dry, soft, roots present in top 0.5 ft, weak HCI reaction 5048.9 ML 18.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderately cemented, no HCI reaction 19 - 22 ft: Same as at 18 ft but moderate HCI reaction 24 - 59 ft: Same as at 18 ft but moderate HCI reaction Log continued an next page 18.0 ML 2.1 5 5 5 5 5 3.9 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/24/2014 SHEET2of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z = O a > w > a w w 35. LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-08 COORDINATES: N: 1,550,488.2 E: 3, 372, 720.8 GROUND SURFACE ELEVATION: 5,066.9 ft COMMENTS 40.E- 50. 5030 5025 5020 5015 18.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderately cemented, no HCI reaction 34 - 35.5 ft: Same as at 18 ft but weakly cemented 37.3 ft: 1 inch diameter CaCO3 clast 43-44 ft: Same as at 18ftbuthard 49 - 52 ft: Same as at 18 ft but weakly cemented Log continued an next page ML J. 5 4.5 5 5 5 4 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/24/2014 SHEET3of 4 u, CD S 2014CHAR.GPJ GNPP.GDT PAWNEE_BUTTES-140-7882A PAWNEE BUTT PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w > a w J w LITHOLOGY DESCRIPTION U a O ELEV. JO DEPTH c.5 (ft) 4 RECORD OF BORING BH-2014-08 COORDINATES: N: 1,550,488.2 E: 3, 372, 720.8 GROUND SURFACE ELEVATION: 5,066.9 ft COMMENTS 55.E 5010 18.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, moderately cemented, no HCI reaction 53-54 ft: Same as at 18ftbut hard 57 - 59 ft: Same as at 18 ft but hard with --0.5 cm CaCO3 clasts throughout, strong HCI 5007.9 ML 5 3 5 First water at 58 ft Boring completed at 59 ft. 60.Cc 65. 70. 59.0 Boring completed at 59 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/24/2014 SHEET 4 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 09/25/14 09:10 DATE COMPLETED: 09/25/14 12:28 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U =O a0 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-09 COORDINATES: N: 1,549, 878.5 E: 3, 373, 396.4 GROUND SURFACE ELEVATION: 5,067.9 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 64 ft BOTTOM ELEVATION: 5,003.9 ft HOLE DIAMETER: 6 inches Q z Ea It w� cc a 1- 2 w cC COMMENTS -5065 5.0 060 10. 055 15. 0.0 - 18.2 (ML) SILT, low plasticity, some fine sand, pale yellowish brown (10YR 6/2), w<PL, dry, soft, roots present in top 0.6 ft, moderate HCI reaction 7 - 18 ft: Same as at 0 ft but firm 9 - 15ft: Same as at 0 ft but sandy SILT, fine to medium Log continued an next page ML 1.6 4 2.9 5 1.7 5 3.4 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/25/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w > a w J UJ 15.0 20.C LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-09 COORDINATES: N: 1,549, 878.5 E: 3, 373, 396.4 GROUND SURFACE ELEVATION: 5,067.9 ft COMMENTS 25.r 30. 050 Th045 040 035 0.0 - 18.2 (ML) SILT, low plasticity, some fine sand, pale yellowish brown (10YR 6/2), w<PL, dry, soft, roots present in top 0.6 ft, moderate HO reaction 5049.7 ML 18.2 - 49.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, stiff, no HCI reaction 19-21 ft: Same as at 18.2 ft but moderately cemented 24 - 27 ft: Same as at 18.2 ft but moderately cemented 27.7 - 28.3 ft: CaCO3 throughout, strong HO reaction 29.8 - 33.5 ft: Same as at 18.2 ft but sandy CLAYEY SILT, fine to coarse 33 - 49 ft: Same as at 18.2 ft but very stiff Log continued an next page J 18.2 ML 5 5 5 5 5 3.75 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/25/2014 SHEET2of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z = O a >w > a w J W LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-09 COORDINATES: N: 1,549, 878.5 E: 3, 373, 396.4 GROUND SURFACE ELEVATION: 5,067.9 ft COMMENTS 35. -5030 40.E- -5025 020 50. 18.2 - 49.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, stiff, no HO reaction 5018.9 ML 5 5 5 5 5 5 49.0 - 53.0 (SP) SILTY SAND, fine to medium, subangular, pale yellowish brown (10YR 6/2), non -cohesive, moist, compact Log continued an next page 49.0 SP 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/25/2014 SHEET3of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 015 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-09 COORDINATES: N: 1,549, 878.5 E: 3, 373, 396.4 GROUND SURFACE ELEVATION: 5,067.9 ft Q z w} Cr Q w 2 IY COMMENTS 55.E 3010 --5005 5014.9 SP 53.0-64.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, no HCI reaction 59- 64 ft: Same as at 53ftbutwet 59.8-64 ft: Same as at 53 ft but hard Boring completed at 64 ft. 65.0- 70.0- 53.0 ML 5 5 5 5 5 5 Driller noted harder drilling First water at 59.8 ft. Appears like siltstone in the core barrel but crumbles to soil under moderate hand pressure. Boring completed at 64 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/25/2014 SHEET 4 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 09/25/14 14:08 DATE COMPLETED: 09/29/14 14:16 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U =O a0 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-10 COORDINATES: N: 1,551,179.7 E: 3, 374, 675.7 GROUND SURFACE ELEVATION: 5,083.6 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 84 ft BOTTOM ELEVATION: 4,999.6 ft HOLE DIAMETER: 6 inches Q z Ea It w� cc a1- 2 w cC COMMENTS 5080 5.0 5075 10. 5070 15. 0.0 - 22.8 (ML) SILT, low plasticity, some fine sand, very pale orange (10YR 8/2), w<PL, dry, firm, roots present in top 0.7 ft, moderate HCI reaction Log continued an next page ML 2.9 4 2.9 5 2.5 5 1.9 5 Bulk sample collected from cuttings 5 - 25 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/29/2014 SHEET 1 of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 15.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-10 COORDINATES: N: 1,551,179.7 E: 3, 374, 675.7 GROUND SURFACE ELEVATION: 5,083.6 ft COMMENTS 26.E 25.r 30. 5065 5060 5055 5050 0.0 - 22.8 (ML) SILT, low plasticity, some fine sand, very pale orange (10YR 8/2), w<PL, dry, firm, roots present in top 0.7 ft, moderate HO reaction 15 - 28 ft: Same as at 0 ft but moist 5060.8 ML 1.9 5 22.8 - 47.3 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, stiff, no HO reaction 24 - 27 ft: Moderately cemented Log continued an next page 22.8 ML 3.5 5 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/29/2014 SHEET2of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z = O w > a w J W 35. LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-10 COORDINATES: N: 1,551,179.7 E: 3, 374, 675.7 GROUND SURFACE ELEVATION: 5,083.6 ft COMMENTS 5045 40.t'i 5040 5035 50. 22.8 - 47.3 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, stiff, no HO reaction 34 - 36 ft: Moderately cemented 38.9 - 39.8 ft: CaCO3 throughout 41.5 - 47.3 ft: Same as at 22.8 ft but very stiff 5036.3 ML 5 5 5 5 47.3 - 48.0 (SP) SAND, fine to medium, poorly graded, subangular, ti yellowish gray (5Y 8/1), moist, hard, strongly cemented, _ strong HCI reaction 48.0 - 80.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, no HCI reaction Log continued an next page 47.3 SP 5035.6 ML 5 5 5 5 The entire 49 - 54 ft run has moderately cemented silt chunks throughout. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/29/2014 SHEET 3of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 1/8115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-10 COORDINATES: N: 1,551,179.7 E: 3, 374, 675.7 GROUND SURFACE ELEVATION: 5,083.6 ft Q z Fe al M w} Cr Q 2 w a! COMMENTS 5030 55.E 5 02 5 5020 65. 5015 70. 48.0 - 80.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, no HCI reaction Log continued an next page ML 5 5 5 5 5 5 5 5 5 5 Pause borehole at 64 ft, 9/25/2014. Resume borehole at 64 ft, 9/29/2014. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/29/2014 SHEET 4 of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 75 80. LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-10 COORDINATES: N: 1,551,179.7 E: 3, 374, 675.7 GROUND SURFACE ELEVATION: 5,083.6 ft COMMENTS 5010 5005 5000 48.0 - 80.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, very stiff, no HCI reaction • • 5003.6 ML 5 5 5 5 80.0 - 84.0 (ML) talcous CLAYEY SILT (SOAPSTONE), low plasticity, pinkish gray (5YR 8/1), w<PL, moist, very stiff, no HCI 81 - 81.3 ft: Same as at 80 ft but fissured and wet • • • I • • I • • I • • I • O I • • • • O I O 80.0 4999.6 ML 5 5 First water at 71.5 ft Boring completed at 84 ft. 85.0- 90.0- 84.0 Boring completed at 84 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/29/2014 SHEET5of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 09/30/14 08:40 DATE COMPLETED: 09/30/14 10:37 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U =O a0 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-11 COORDINATES: N: 1,551,180.8 E: 3, 373, 344.6 GROUND SURFACE ELEVATION: 5,073.8 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 59 ft BOTTOM ELEVATION: 5,014.8 ft HOLE DIAMETER: 6 inches Q z Ea It w� cc a 1- 2 w cC COMMENTS -5070 5.0- 065 10. 060 15. 0.0 - 17.0 (ML) SILT, low plasticity, some fine sand, pale yellowish brown (10YR 6/2), w<PL, dry, firm, roots present in top 0.6 ft, moderate HCI reaction 9 - 17 ft: Same as at 0 ft but moist 9 - 19 ft: CaCO3 throughout, some fine to medium gravel, very stiff Log continued an next page ML 1.8 4 1.2 5 1.O 5 2 5 Bulk sample collected from cuttings 0 - 15 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/30/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION U E O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-11 COORDINATES: N: 1,551,180.8 E: 3, 373, 344.6 GROUND SURFACE ELEVATION: 5,073.8 ft COMMENTS 0.0 - 17.0 (ML) SILT, low plasticity, some fine sand, pale yellowish brown (10YR 6/2), w<PL, dry, firm, roots present in top 0.6 ft, moderate HO reaction 5056.8 ML 17.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, stiff, no HO reaction 18.4 -19 ft: CaCO3 throughout 19 - 21 ft Moderately cemented silt 24 - 27 ft: Moderately cemented, discing 29 - 31.5 ft: Moderately cemented, discing J 32 - 34 ft: CaCo3 throughout, moderate HO reaction; 32.3 - 33 ft: Strongly cemented, CaCO3, strong HCI reaction 040Log continued an next page 17.0 ML 2 5 5 5 5 5 4.7 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/30/2014 SHEET2of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O W - J W 5040 _ 35.0- -5,035 40.E- -5030 025 50. LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-11 COORDINATES: N: 1,551,180.8 E: 3, 373, 344.6 GROUND SURFACE ELEVATION: 5,073.8 ft -J Q z Fe al M w tCL Cr Q 1-- 2 w a! COMMENTS 17.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, stiff, no HCI reaction 43-44 ft: Same as at 18ftbut hard Log continued an next page ML 5 5 4.9 5 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/30/2014 SHEET3of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 1/8115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) 5 RECORD OF BORING BH-2014-11 COORDINATES: N: 1,551,180.8 E: 3, 373, 344.6 GROUND SURFACE ELEVATION: 5,073.8 ft COMMENTS 55.E 020 -5015 17.0 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, stiff, no HO reaction 55-58 ft: Same as at 17 ftbutwet 5014.8 ML 5 2.8 5 First water at 55 ft Boring completed at 59 ft. 60.Cc 65. 70. 59.0 Boring completed at 59 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 9/30/2014 SHEET 4 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/13/14 15:35 DATE COMPLETED: 10/13/14 17:32 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U a O ELEV. DEPTH C5 (ft) RECORD OF BORING BH-2014-12 COORDINATES: N: 1,551,158.4 E: 3, 372, 730.0 GROUND SURFACE ELEVATION: 5,070.3 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 59 ft BOTTOM ELEVATION: 5,011.3 ft HOLE DIAMETER: 8 inches COMMENTS Th070 5.0 - Th065 10. 060 15. 0.0 - 12.0 (ML) SILT, low plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), w<PL, moist, stiff, roots present in top 0.8 ft, moderate HCI reaction 1.2 ft: Same as at 0 ft but very pale orange (10 YR8/2) 7 ft: Same asa t 1.2 ft but very stiff 5058.3 ML 3.4 4 4.5 5 12.0 - 15.2 (SW) SAND, fine to coarse, well graded, subangular, some non -plastic fines, very pale orange (10 YR8/2), non -cohesive, dry, very dense, weak Hdreaction Log continued an next page 12.0 SW 2.5 5 4 5 Bulk sample collected from cuttings 5 - 15 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/13/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15. 0 LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-12 COORDINATES: N: 1,551,158.4 E: 3, 372, 730.0 GROUND SURFACE ELEVATION: 5,070.3 ft COMMENTS -5 20. 25. 30. 055 050 045 040 5055.1 15.2 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction 21 - 59 ft: Alternating intervals of moderately cemented and uncemented (ML) CLAYEY SILT as described at 15.2 ft Log continued an next page :l r ,71 J 15.2 ML 4 5 5 5 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/13/2014 SHEET2of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-12 COORDINATES: N: 1,551,158.4 E: 3, 372, 730.0 GROUND SURFACE ELEVATION: 5,070.3 ft COMMENTS 35.0- 40.0- 45.0- 50.0- Th035 Th030 Th025 Th020 15.2 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction Log continued an next page ML 5 5 5 5 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/13/2014 SHEET 3of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 1/8115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z _O w >- a w w LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH C5 (ft) 5 RECORD OF BORING BH-2014-12 COORDINATES: N: 1,551,158.4 E: 3, 372, 730.0 GROUND SURFACE ELEVATION: 5,070.3 ft COMMENTS 55.0- -5015 15.2 - 59.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction 53.7 - 59 ft: Same as at 15.2 ft but wet. 5011.3 ML 5 5 5 First water at 53.7 ft Boring completed at 59 ft. 60.Cc 65. 70. 59.0 Boring completed at 59 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/13/2014 SHEET 4 of 4 PAWNEEBUTTES W N -140-7882A PAWNEE_BUTTES 2014CHAR.GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/07/14 10:12 DATE COMPLETED: 10/08/14 09:30 DRILLING FLUIDS: None DRILL LUBRICANTS: None .45 C] 0.0 -5075 5.0- -5070 10.0- -5065 15.0- 0.0 - 19.0 (ML) SILT, low plasticity, some fine to medium sand, dark yellowish brown (10YR 4/2), w<PL, dry, stiff, roots present in top 0.5 ft, moderate HCI reaction LITHOLOGY DESCRIPTION U o CD ELEV. DEPTH (ft) RECORD OF BORING BH-2014-13 COORDINATES: N: 1,551,188 E: 3,374,031 GROUND SURFACE ELEVATION: 5077 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 80 ft BOTTOM ELEVATION: 4997 ft HOLE DIAMETER: 6 inches N RECOVERY REMARKS 1.7 - 19 ft: ft: Same as at 0 ft but very pale orange (10YR 8/2) 5 ft: Same as at 1.7 ft but firm Log continued an next page ML 3-5-8-8 13 1.1 2 2-3-4-5 7 1.65 2 2-6-6-6 12 1.1 2 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/8/2014 SHEET 1 of 5 PAWNEEBUTTES W N -140-7882A PAWNEE_BUTTES 2014CHAR.GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization RECORD OF BORING BH-2014-13 PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15.0 c O w 20.0- 25.C 30. LITHOLOGY DESCRIPTION 0.0 - 19.0 (ML) SILT, low plasticity, some fine to medium sand, dark yellowish brown (10YR 4/2), w<PL, dry, stiff, roots present in top 0.5 ft, moderate HCI reaction continued from previous page -5060 15 ft: Same as at 1.7 ft but hard -5055 050 045 f9.0-;35.5 (SP) SAND, fine to medium, poorly graded, subangular, trace non -plastic fines, pale yellowish brown (10YR 6/2),non-cohesive, moist, very dense, no HCI reaction 25.4 - 30.6 ft: Same as at 19 ft but (SW) SAND, fine to coarse, compact 25.7 - 25.75 ft: Same as at 25.4 ft but brownish gray (5YR 411) 26.45 - 26.55 ft: Same as at 25.4 ft but grayish black (N2) 30.6 ft: Same as at 19 ft but dense 31.45 - 31.5 ft: Same as at 19 ft but brownish gray (5YR 4/1) Log continued an next page U a1O ELEV. DEPTH O (ft) COORDINATES: N: 1,551,188 E: 3,374,031 GROUND SURFACE ELEVATION: 5077 ft N RECOVERY 5057.6 _ 19.0 11-32- 50/4 5014 1.35 1.35 ML SP 9-34- 50/5 50/5 1.4 1.4 7-12- 13-13 25 2 2 9-21- 23-22 44 2 2 REMARKS 15 - 17 ft: Brass finer samples collected Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/8/2014 SHEET2of 5 PAWNEEBUTTES W N -140-7882A PAWNEE_BUTTES 2014CHAR.GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization RECORD OF BORING BH-2014-13 PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 35. 40. 45. 040 035 030 LITHOLOGY DESCRIPTION 19.0 - 35.5 (SP) SAND, fine to medium, poorly graded, subangular, trace non -plastic fines, pale yellowish brown (10YR 6/2),non-cohesive, moist, very dense, no HCI reaction continued from previous page U 1O ELEV. a DEPTH O (ft) COORDINATES: N: 1,551,188 E: 3,374,031 GROUND SURFACE ELEVATION: 5077 ft N RECOVERY REMARKS (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction 36 - 36.1 ft: (SP) SAND, fine to medium, brownish gray (5YR 4/1) 45.8 - 46.4 ft: Same as at 35.5 ft but strongly cemented 50. 50.0-7413 (CL) SILTY CLAY, medium plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), cohesive, w<PL, moist, hard, no HCI reaction 025 Log continued an next page SP 5041.1 35.5 5026.6 _ 50.0 ML 7-13- 28-50 41 2 2 15-20- 25-50 45 2 2 15-50/5 50/5 0.9 0.9 CL 12-33- 44-50/3 >50 1.75 1.75 40 - 42 ft Brass liner samples collected 52 ft augers grinding, driller noted really hard drilling Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/8/2014 SHEET 3of 5 PAWNEEBUTTES W N -140-7882A PAWNEE_BUTTES 2014CHAR.GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization RECORD OF BORING BH-2014-13 PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 55.0- -5020 60.0- -5015 65.0- -5010 70.0- 50.0 - 74.0 (CL) SILTY CLAY, medium plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), cohesive, w<PL, moist, hard, no Ha reaction continued from previous page LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) -J Q w w} ccr a 2 COORDINATES: N: 1,551,188 E: 3,374,031 GROUND SURFACE ELEVATION: 5077 ft N RECOVERY REMARKS Log continued an next page C I_ 27-50/4 5014 0.8 0.8 30-50/5 50/5 0.9 0.9 61 ft: augers grinding 13-21- 41 2 20-40 2 50/4 50/4 0.33 First water at 70 ft ,0.33:. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/8/2014 SHEET 4 of 5 PAWNEEBUTTES W N -140-7882A PAWNEE_BUTTES 2014CHAR.GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization RECORD OF BORING BH-2014-13 PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado c O w -5005 75.0- -5000 80.0 85.0- 90.0- LITHOLOGY DESCRIPTION 50.0 - /4.0 (CL) SILTY CLAY, medium plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), cohesive, w<PL, moist, hard, no HCI reaction continued from previous page 74.0 - 80.0 (ML) talcous CLAYEY SILT (SOAPSTONE), low plasticity, pinkish gray (5YR 8/1), w<PL, moist, very stiff, no HCI Boring completed at 80 ft. U E O ELEV. DEPTH O (ft) COORDINATES: N: 1,551,188 E: 3,374,031 GROUND SURFACE ELEVATION: 5077 ft N RECOVERY REMARKS • I• I • I • I• • I 5002.6 74.0 I • • I 4996.6 80.0 CL ML 21-16- 16-35 32 2 2 72 ft: augers grinding Boring completed at 80 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/8/2014 SHEET5of 5 PAWNEEBUTTES W N -140-7882A PAWNEE_BUTTES 2014CHAR.GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/08/14 11:15 DATE COMPLETED: 10/08/14 16:36 DRILLING FLUIDS: None DRILL LUBRICANTS: None Qt C] 0.0 5075 5.0- 5070 10.0- 5065 15.0- 0.0 - 19.0 (ML) SILT, low plasticity, some fine to medium sand, dark yellowish brown (10YR 4/2), w<PL, moist, stiff, roots present in top 0.5 ft, moderate HCI reaction LITHOLOGY DESCRIPTION U = C9 CD ELEV. DEPTH (ft) RECORD OF BORING BH-2014-14 COORDINATES: N: 1,550,497 E: 3,374,043 GROUND SURFACE ELEVATION: 5075 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 70 ft BOTTOM ELEVATION: 5005 ft HOLE DIAMETER: 8 inches N RECOVERY REMARKS 0.9 ft: Same as at 0 ft but very pale orange (10YR 8/2), dry 5 ft: Same as at 0.9 ft but firm Log continued an next page ML 2-8-7-5 15 1.5 2 3-3-4-7 7 1.8 2 4-7-7-9 14 1.7 2 Bulk sample collected from cuttings 5 - 15 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/8/2014 SHEET 1 of 4 PAWNEEBUTTES W N -140-7882A PAWNEE_BUTTES 2014CHAR.GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization RECORD OF BORING BH-2014-14 PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15.0 20.0- 25.0- 30.0- 5060 5055 5050 5045 LITHOLOGY DESCRIPTION 0.0- 19.0 (ML) SILT, low plasticity, some fine to medium sand, dark yellowish brown (10YR 4/2), w<PL, moist, stiff, roots present in top 0.5 ft, moderate HCI reaction continued from previous page 16.5 - 17.5 ft: Same as at 0.9 ft but with some fine to coarse sand —1Y3.0 --20-6 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish bmwn (10YR 6/2), w<PL, moist, hard, weak HCI reaction 20.6 -13.0 (SP) SAND, fine to medium, poorly graded, subangular, trace non -plastic fines, pale yellowish brown (10YR 6/2),non-cohesive, dry, very dense, very weak HCI 23.0--7070 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish bmwn (10YR 6/2), w<PL, moist, hard, weak HCI reaction 29 - 31.2 ft: Same as at 23 ft but moderate yellowish brown (10YR4/2) Log continued an next page U a1O ELEV. DEPTH O (ft) COORDINATES: N: 1,550,497 E: 3,374,043 GROUND SURFACE ELEVATION: 5075 ft N RECOVERY 5056.2 _ 19.0 ML 6-7-7- 12 14 1.65 2 ML 5054.6 20.6 5052.2 23.0 SP 17-27- 26-31 >50 2 2 ML 9-23- 38-43 >50 2 2 6-12- 18-28 30 2 2 REMARKS 15 - 17 ft: Brass finer samples collected Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/8/2014 SHEET2of 4 PAWNEEBUTTES W N -140-7882A PAWNEE_BUTTES 2014CHAR.GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization RECORD OF BORING BH-2014-14 PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 35. 40. 45. 50. 5040 5035 5030 5025 LITHOLOGY DESCRIPTION 23.0 - 70.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, weak HCI reaction continued from previous page 40 - 42 ft: Same as at 23 ft but with CaCO3 clasts throughout Log continued an next page U_ a. O O ELEV. DEPTH (ft) COORDINATES: N: 1,550,497 E: 3,374,043 GROUND SURFACE ELEVATION: 5075 ft N RECOVERY REMARKS ML 8-21- 28-34 49 2 2 32-50/5 50/5 0.9 0.9 26-30- 44-50/2 >50 1.7 1.7 20-30- 50/3 5013 1.25 1.25 35 - 37 ft Brass liner samples collected Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/8/2014 SHEET 3of 4 U, r PAWNEEBUTTES W N -140-7882A PAWNEE_BUTTES 2014CHAR.GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization RECORD OF BORING BH-2014-14 PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 55. 60.0- 65.r 70.0 5020 5015 5010 LITHOLOGY DESCRIPTION 23.0 - iu.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, weak HCI reaction continued from previous page boring completed at IO tt. U E O ELEV. DEPTH O (ft) COORDINATES: N: 1,550,497 E: 3,374,043 GROUND SURFACE ELEVATION: 5075 ft N RECOVERY REMARKS ML 5005.2 15-26- 27 >50 1.5 1.5 24-30- 49 >50 1.5 1.5 15-16- 26 42 1.5 1.5 70.0 First water at 62.5 ft Boring completed at 70 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/8/2014 SHEET 4 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/15/14 09:06 DATE COMPLETED: 10/15/14 13:18 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U =O a0 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-15 COORDINATES: N: 1,550,545.9 E: 3, 374, 694.2 GROUND SURFACE ELEVATION: 5,081.5 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 72 ft BOTTOM ELEVATION: 5,009.5 ft HOLE DIAMETER: 8 inches etc z Ea It w� cc a1- 2 w cC COMMENTS 5080 5.0- 5075 10. 5070 15. 0.0 - 16.5 (ML) SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, stiff, roots present in top 0.7 ft, moderate HCI reaction 3.2 - 16 ft: Same as at 0 ft but very pale orange (10YR 8/2) 5.75 - 16 ft: Same as at 3.2 ft but very stiff Log continued an next page ML 2.9 4 0 0 V.V 5 2.75 5 3.4 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/15/2014 SHEET 1 of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15.0 LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-15 COORDINATES: N: 1,550,545.9 E: 3, 374, 694.2 GROUND SURFACE ELEVATION: 5,081.5 ft s J '� < z w} Cr Q w 2 IX COMMENTS 20.C 25.r 30. 0.0 - 16.5 (ML) SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, stiff, roots present in top 0.7 ft, moderate HCI reaction 5065 16.5 - 17.6 (SP) SAND, fine, poorly graded, subangular, some non -plastic fines, very pale oragne (10 YR 8/2),non-cohesive, dry, very dense, moderate HCI 5060 5055 5050 ML 5065.0 17.6 - 22.0 (ML) SILT, low plasticity, some fine to medium sand, very pale orange (10YR 8/2), w<PL, moist, very stiff, moderate HCI reaction 16.5 SP 5063.9 17.6 5059.5 ML 3.4 5 22.0 - 26.0 (SW) SAND, fine to coarse, well graded, subangular, some fine to coarse well graded gravel and non -plastic fines, very pale orange (10 YR8/2), non -cohesive, moist, compact, strong HCI reaction, CaCO3 throughout 26.0 - 37.5 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, weak HCI reaction Log continued an next page 22.0 SW 5055.5 3.2 5 26.0 ML 4.6 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/15/2014 SHEET2of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z = O w > a w J W 35. LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-15 COORDINATES: N: 1,550,545.9 E: 3, 374, 694.2 GROUND SURFACE ELEVATION: 5,081.5 ft COMMENTS 40.E- 50. 5045 50413 5035 5030 26.0 - 37.5 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, weak HCI reaction 5044.0 ML 37.5 - 72.0 (CL) SILTY CLAY, medium plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), cohesive, w —PL, moist, hard, no HCI 39 - 42 ft: Same as at 37.5 ft but moderately cemented 45.5 - 46.5 ft: Same as at 37.5 ft but with CaCO3 throughout, weak HO reaction 46.5 - 48 ft: Same as at 37.5 ft but very hard and blocky 48.3 - 56 ft: Same as at 39 ft but strongly cemented, strong HCI reaction Log continued an next page 37.5 CL 5 5 5 5 5 5 5 5 Driller noted very hard drilling Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/15/2014 SHEET 3of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w > a w J w LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) 5 RECORD OF BORING BH-2014-15 COORDINATES: N: 1,550,545.9 E: 3, 374, 694.2 GROUND SURFACE ELEVATION: 5,081.5 ft COMMENTS 55.C 5025 65.C 5020 65. 5015 70. 37.5 - 72.0 (CL) SILTY CLAY, medium plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), cohesive, w —PL, moist, hard, no HCI 60 - 72 ft: Same as at 37.5 ft but highly fissured 70 - 72 ft: Same as at 37.5 ft but wet Log continued an next page C; I_ 5 5 5 5 5 5 5 3 The 59 - 62 ft section on the core barrel is wet but there is no free water in the core at this depth First water at 70 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/15/2014 SHEET 4 of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z _O w >- a w w LITHOLOGY DESCRIPTION U `-'2 O ELEV. DEPTH (ft) -J Q w w} ccr Q 2 RECORD OF BORING BH-2014-15 COORDINATES: N: 1,550,545.9 E: 3, 374, 694.2 GROUND SURFACE ELEVATION: 5,081.5 ft L cr U w COMMENTS 5010 5009.5 CL 3 3 Boring completed at 72 ft. 75r- 8^ oU.t— r) 85. 90. 72.0 Boring completed at 72 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/15/2014 SHEET5of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/09/14 08:57 DATE COMPLETED: 10/09/14 12:30 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U =O a0 0 ELEV. DEPTH (ft) RECORD OF BORING BH-2014-16 COORDINATES: N: 1,549, 874.9 E: 3, 374, 038.3 GROUND SURFACE ELEVATION: 5,074.1 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 69 ft BOTTOM ELEVATION: 5,005.1 ft HOLE DIAMETER: 8 inches Q z Ea It w� cc a1- 2 w cC COMMENTS -5070 5.0- 065 10. 060 15. 0.0- 21.0 (ML) SILT, low plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), w<PL, dry, stiff, roots present in top 1.1ft, moderate HCI reaction 1.2 - 21 ft: Same as at 0 ft but very pale orange (10YR 8/2) 8.7 - 14 ft; Same as at 1.2 ft but with CaCO3 throughout, some fine to coarse sand 11 - 14 ft: Same as at 1.2 ft but with some fine gravel Log continued an next page ML 3.1 3.1 5 2 5 3.3 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/9/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w >- a w J w 15.0 25.C 30. LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING BH-2014-16 COORDINATES: N: 1,549, 874.9 E: 3, 374, 038.3 GROUND SURFACE ELEVATION: 5,074.1 ft COMMENTS -5055 -5050 045 0.0 - 21.0 (ML) SILT, low plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), w<PL, dry, stiff, roots present in top 1.1ft, moderate HCI reaction 17.2 - 21 ft: Same as at 1.2 ft but very stiff 5053.1 ML 3.3 5 21.0 - 23.2 (SP) SAND, fine to medium, poorly graded, subangular, some fine gravel, trace non -plastic fines, pale yellowish brown (10YR 6/2), non -cohesive, dry, very dense, moderate HCI reaction 23.2 - 69.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, moderate yellowish brown (10YR 4/2), w<PL, moist, hard, no HCI reaction Log continued an next page 21.0 SP 5050.9 23.2 ML 2.9 5 5 5 5 5 23.5 - 24.5 ft: Driller noted very hard layer Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/9/2014 SHEET2of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 040 LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING BH-2014-16 COORDINATES: N: 1,549, 874.9 E: 3, 374, 038.3 GROUND SURFACE ELEVATION: 5,074.1 ft COMMENTS 35. 5035 40.E- 030 45. 025 50. 23.2 - 69.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, moderate yellowish brown (10YR 4/2), w<PL, moist, hard, no HCI reaction 34 - 37.4 ft: Same as at 23.2 ft but moderately cemented, moderate HCI reaction 38 - 40.4 ft: Same as at 23.3 ft but with some fine gravel 44 - 49 ft: Same as at 23.2 ft but moderately cemented, weak HCI reaction Log continued an next page ML 5 5 5 5 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/9/2014 SHEET 3of 4 U, T H O a a 2 0 a Q 2 0 v O N rw w w z a 0. a N CO CO N O R v7 w 1 - CO w w 2 a a PROJECT: PROJECT LOCATION: w= a O H� w Pawnee Waste Site Characterization NUMBER: 140-7882A Weld County, Colorado LITHOLOGY DESCRIPTION U 2O a 0 co ELEV. J cw w } RECORD COORDINATES: GROUND g 2 OF BORING BH-2014-16 N: 1,549, 874.9 E: 3, 374, 038.3 SURFACE ELEVATION: 5,074.1 ft COMMENTS DEPTH (ft) 23.2 - 69.0 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, moderate yellowish brown (10YR 4/2), w<PL, moist, hard, no HCI reaction 59 - 60 ft: Same as at 23.3 ft but moderately cemented and fissured 61 - 62.2 ft: Same as at 59 ft but wet, moist below 62.2 64 - 69 ft: Same as at 59 ft but wet • .<.:. Ne a. c.:, ., A. a -c *° ., 5005.1 ML 5 5 First water at 61 ft 5 5 020 55. 5 5 015 60. 5 5 —5010 65.0- - - Boring completed at 69 ft. 69.0 Boring completed at 69 ft. 70.0- DRILLING CONTRACTOR: Site Services GEOLOGIST: Matt Somogyi l r DRILLER: Josh Anderson CHECKED: DATE: 10/9/2014 SHEET 4 of 4 :� �'_ �'tiSSUCiteS PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/18/14 10:40 DATE COMPLETED: 10/18/14 16:10 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U =O 0 ELEV. DEPTH (ft) RECORD OF BORING MW -2014-01 COORDINATES: N: 1, 551, 976.1 E: 3, 374, 729.6 GROUND SURFACE ELEVATION: 5,091.3 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 85 ft BOTTOM ELEVATION: 5,006.3 ft HOLE DIAMETER: 8 inches COMMENTS 090 5.0 085 10. 080 15. 0.0 - 22.5 (ML) SILT, low plasticity, some fine sand, moderate yellowish brown (10YR 5/4), w<PL, moist, stiff, roots present in top 1 ft, moderate HCI reaction 1.2 - 22.5 ft: Same as at 0 ft but very pale orange (10YR 8/2) 7.7 -22.5 ft: Same as at 1.2 ft but very stiff 9 - 15.5 ft: Same as at 7.7 ft but with trace fine sand Log continued an next page ML 1.7 4 1.9 5 3.5 5 4.1 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/18/2014 SHEET 1 of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15.0 LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH c.5 (ft) RECORD OF BORING MW -2014-01 COORDINATES: N: 1, 551, 976.1 E: 3, 374, 729.6 GROUND SURFACE ELEVATION: 5,091.3 ft COMMENTS 20.C 25.0- 30. Th075 Th070 065 060 0.0 - 22.5 (ML) SILT, low plasticity, some fine sand, moderate yellowish brown (10YR 5/4), w<PL, moist, stiff, roots present in top 1 ft, moderate HCI reaction 19 - 22.5 ft: Same as at 9 ft but moderately cemented 5068.8 ML 4.1 5 22.5 - 28.5 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, moderate HCI reaction 24 - 26 ft: Same as at 22.5 ft but moderately cemented 22.5 5062.8 ML 5 5 28.5 - 42.6 (CL) SILTY CLAY, medium plasticity, trace fine sand, pale yellowish brown (10YR 6/2), cohesive, w<PL, moist, hard, weak HCI reaction 29 - 31 ft: Same as at 28.5 ft but with some fine to medium sand and moderately cemented Log continued an next page 28.5 CL 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/18/2014 SHEET2of 5 PAWNEE BUTTES -140-7882A PAWNEE BUTTES 2014CHAR GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O o Q. W > C W w LITHOLOGY DESCRIPTION u a CO ELEV. *2 DEPTH 0 (ft) RECORD OF BORING MW -2014-01 COORDINATES: N: 1,551,976.1 E: 3,374,729.6 GROUND SURFACE ELEVATION: 5,091.3 ft REC / RUN (N) COMMENTS 35.0- 40.0- 45.0- 50.0- 5055 5050 5045 5040 28.5 - 42.6 (CL) SILTY CLAY, medium plasticity; trace fine sand, pale yellowish brown (10YR 6/2), cohesive, w<PL, moist, hard, weak HCI reaction 34 - 36 ft Same as at 28.5 ft but moderatley cemented, no HCI reaction 5048.7 CL 5 5 42.6 - 52.6 (CL) SANDY CLAY, fine to coarse, low plasticity, moderate yellowish brown (10YR 5/4),w<PL, moist; hard, no HCI reaction Log continued on next page 42.6 CL 5 5 5 5 5 5 37 - 39 ft bgs: Driller noted very hard drilling Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/18/2014 SHEET3of 5 LID Q PAWNEE BUTTES -140-7882A PAWNEE BUTTES 2014CHAR GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O o Q. W > C W W 55. 60. 65. 70. LITHOLOGY DESCRIPTION u a O ELEV. *2 DEPTH 0 (ft) b035 030 025 52.6 - 83.2 (CL) CLAY, medium plasticity, some silt, trace fine sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, moderate HCI reaction 56.6 - 57.6 ft: Same as at 52.6 ft but with CaCO3 throughout, strong HCI reaction 64 - 66 ft: Same as at 52.6 ft but fissured, no HCI reaction 69 - 74 ft: Same as at 52.6 ft with CaCO3 throughout, weak HCI reaction Log continued on next page 5038 7 52.6 RECORD OF BORING MW -2014-01 COORDINATES: N: 1,551,976.1 E: 3,374,729.6 GROUND SURFACE ELEVATION: 5,091.3 ft REC / RUN (N) COMMENTS CL 5 5 5 5 5 5 5 5 5 S Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/18/2014 SHEET 4 of 5 47 a> O a a z CD a (9 0 N CO 3 co W w z C a s N r - h w I- F 3 WI w z a 5020 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING MW -2014-01 COORDINATES: N: 1,551,976.1 E: 3,374,729.6 GROUND SURFACE ELEVATION: 5,091.3 ft COMMENTS 75.0- 80.0- 5015 5010 52.6 - 83.2 (CL) CLAY, medium plasticity, some silt, trace fine sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, moderate HCI reaction 74 - 83.2 ft: Same as at 52.6 ft but wet 75 - 79 ft: Same as al 52.69 ft but fissured, wet 5008.1 CL 5 5 1 1 5 5 83.2 - 83.6 (SP) SAND, fine, poorly graded, subangular, trace non -plastic fines; pale yellowish brown (10YR 6/2), non -cohesive, wet, very dense, moderate HCI 83.6 - 85.0 (CL) CLAY, medium plasticity, some silt, trace fine sand, —h5:0 ,, pale yellowish brown (10YR 6/2): w<PL, wet, hard, moderate HCI reaction Boring completed at 85 ft. 90.0- 83.2 5007 7 83.6 5006.3 SP CL S 5 First water at 74 ft 85.0 Boring completed at 85 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/18/2014 SHEET 5 of 5 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/19/14 12:30 DATE COMPLETED: 10/19/14 15:40 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U =O a0 0 ELEV. DEPTH (ft) RECORD OF BORING MW -2014-02 COORDINATES: N: 1,549, 567.6 E: 3, 374, 062.9 GROUND SURFACE ELEVATION: 5,074.4 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 69 ft BOTTOM ELEVATION: 5,005.4 ft HOLE DIAMETER: 8 inches COMMENTS 070 5.0 065 10. 060 15. 0.0- 21.3 (ML) SILT, low plasticity, some fine sand, moderate yellowish brown (10YR 5/4), w<PL, moist, stiff, roots present in top 1 ft, moderate HCI reaction 1.1 - 21.3 ft: Same as at 0 ft but very pale orange (10YR 8/2) 7.6 -21.3 ft: Same as at 1.1 ft but very stiff 13 - 21.3 ft: Same as at 7.6 ft but with trace fine sand Log continued an next page ML 2.° 0 0 U.J 5 2.0 5 2.5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/19/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15.0 LITHOLOGY DESCRIPTION U E O ELEV. *2 DEPTH C5 (ft) RECORD OF BORING MW -2014-02 COORDINATES: N: 1,549, 567.6 E: 3, 374, 062.9 GROUND SURFACE ELEVATION: 5,074.4 ft COMMENTS 50';5 20.C -5050 25.0- 045 30. 0.0 - 21.3 (ML) SILT, low plasticity, some fine sand, moderate yellowish brown (10YR 5/4), w<PL, moist, stiff, roots present in top 1 ft, moderate HCI reaction 5053.1 ML 2.5 5 21.3 - 23.2 (SP) SAND, fine, poorly graded, subangular, some non -plastic fines, very pale orange (10YR 8/2), non -cohesive, wet, very dense, weak HCI 23.2 - 33.1 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, moderate HCI reaction 29 - 33.1 ft: Same as at 23.2 ft but moderately cemented Log continued an next page 21.3 SP 5051.2 23.2 ML 5041.3 4 5 5 5 33.1 CL 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/19/2014 SHEET2of 4 47 PAWNEE BUTTES -140-7882A PAWNEE BUTTES 2014CHAR GPJ GNPP.GDT PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z I O o Q. W > C W W LITHOLOGY DESCRIPTION u a CO ELEV. *2 DEPTH 0 (ft) RECORD OF BORING MW -2014-02 COORDINATES: N: 1,549,567.6 E: 3,374,062.9 GROUND SURFACE ELEVATION: 5,074.4 ft REC / RUN (N) COMMENTS 35.0- 40.0- 45.0- 50.0- 5040 5035 33.35 - 34 ft: Same as at 33.1 ft but strongly cemented, strong HCI reaction 33.1 - 35.6 (CL) CLAY, medium plastidty, some fine sand and silt, pale yellowish brown (10YR 6/2), w<PL, moist, hard, no HCI reaction 34 - 35.6 ft: Same as at 33.1 ft but moderately cemented, ' moderate HCI reaction 35.6 - 37.1 (CL) SANDY CLAY, fine to medium, low plasticity, moderate yellowish brown (10YR 5/4),w<PL, moist; hard, t no HCI reaction 37.1 - 39.3 (CL) CLAY, medium plasticity, some fine sand and silt, pale yellowish brown (10YR 6/2), cohesive, w<PL, moist, hard, no HCI reaction 39.3 - 42.2 (CL) SANDY CLAY, fine to medium, low plasticity, moderate yellowish brown (10YR 5/4),w<PL, moist, hard, no HCI reaction 42.2 - 69.0 (CL) CLAY, medium plasticity, some fine sand and silt, pale yellowish brown (10YR 6/2), cohesive, w<PL, moist, hard, no HCI reaction 5030 44 - 48.1 ft: Same as at 42.2 ft but with CaCO3 throughout, strongly cemented, strong HCI reaction 5025 49 - 54 ft: Same as at 42.2 ft but moderately cemented Log continued on next page CL 5038.8 35.6 CL 5037.3 37.1 CL 5035.1 5 5 39.3 CL 5032.2 42.2 CL 4.7 5 5 5 5 5 44 - 49 ft bgs: Driller noted very hard drilling Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/19/2014 SHEET 3 of 4 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION 0 ELEV. DEPTH (ft) RECORD OF BORING MW -2014-02 COORDINATES: N: 1,549,567.6 E: 3,374,062.9 GROUND SURFACE ELEVATION: 5,074.4 ft RECI RUN COMMENTS 55.6- 60.0 47 H 65.0 t1 a a N CO W co I'. 5020 5015 42.2 - 69.0 (CL) CLAY, medium plastiaty, some fine sand and silt, pale yellowish brown (10YR 6/2), cohesive, wcPL, moist, hard, no HCI reaction 59 ft: Same as at 42.2 ft but wet 59.5 - 62.5 ft: Same as at 42.2 ft but fissured, free water at fissure planes 5010 64 - 69 ft: Same as at 42.2 ft but fissured and wet 5005.4 CL 5 5 5 5 5 5 5 5 First water at 59 ft w z C N 70.0 cro - r J W I Boring completed at 69 ft. 69.0 Boring completed at 69 ft. D • WI w z a Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/19/2014 SHEET 4 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/17/14 08:28 DATE COMPLETED: 10/17/14 11:35 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U a O ELEV. *9 DEPTH (ft) RECORD OF BORING MW -2014-03 COORDINATES: N: 1,549, 869.7 E: 3, 372, 715.2 GROUND SURFACE ELEVATION: 5,065.0 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 50 ft BOTTOM ELEVATION: 5,015.0 ft HOLE DIAMETER: 8 inches C. Q z Fea It wS- CC I- I- 2 w cC COMMENTS 5.0 5065 5060 10.01 5055 15. 0.0 - 7.8 (ML) SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 5/4), w<PL, moist, stiff, roots present in top 0.7 ft, moderate HCI reaction 0.7 - 7.8 ft: Same as at 0 ft but very pale orange (10YR 8/2) 7.8 - 12.6 (SP) SAND, fine, poorly graded, subangular, some non -plastic fines, very pale orange (10YR 8/2), non -cohesive, dry, very dense, weak HG reaction ML 5057.2 2.6 4 7.8 5052.4 SP 3.5 5 12.6 - 16.5 (SM) SILTY SAND, fine, poorly graded, subangular, very pale orange (10YR 8/2), non -cohesive, dry, very dense, weak HCI reaction Log continued an next page 12.6 SM 3.4 5 3.6 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/17/2014 SHEET 1 of 3 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado 15.0 25. 30. LITHOLOGY DESCRIPTION U a O ELEV. *2 DEPTH (ft) SM RECORD OF BORING MW -2014-03 COORDINATES: N: 1,549, 869.7 E: 3, 372, 715.2 GROUND SURFACE ELEVATION: 5,065.0 ft COMMENTS 5050 5041) 5040 5035 12.6 - 16.5 (SM) SILTY SAND, fine, poorly graded, subangular, very pale orange (10YR 8/2), non -cohesive, dry, very dense, weak HCI reaction 5048.5 16.5 - 17.6 (SW) SAND, fine to coarse, well graded, subangular, some fine gravel and non -plastic fines, pale yellowish brown (10YR 6/2),non-cohesive, dry, very dense, weak _ HCI reaction 17.6 - 41.6 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, moderate HCI reaction 24 - 25.8 ft: Same as at 17.6 ft but moderately cemented 31 - 33.7 ft: Same as at 17.6 ft but strongly cemented, strong HCI reaction Log continued an next page 16.5 SW 5047.4 17.6 ML 3.6 5 4.5 5 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/17/2014 SHEET2of 3 u, T 0 a a 2 a < x O v O N w (Li w CC a 0. a N CO CO N O R v7 w 1 - CO w w 2 a a PROJECT: PROJECT LOCATION: = w a O H� w Pawnee Waste Site Characterization NUMBER: 140-7882A Weld County, Colorado LITHOLOGY DESCRIPTION U 2O a 0 O ELEV. -j Ew w }CC RECORD COORDINATES: GROUND m 2 OF BORING MW -2014-03 N: 1,549, 869.7 E: 3, 372, 715.2 SURFACE ELEVATION: 5,065.0 ft COMMENTS DEPTH (ft) 5030 5025 5020 1T6-41.6 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, moderate HCI reaction 35 - 37 ft: Same as at 17.6 ft but moderately cemented :n:; . . 5023.4 ML First water at 46.6 ft 5 5 35. 5 5 40. 41.6 - 46.6 (CL) SILTY CLAY, medium plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), cohesive, w<PL, moist, hard, no HCI reaction 44 - 46.6 ft Same as at 41.6 ft but moderately cemented : 41.6 5018.4 CL 4.5 5 45.0- — - _ 46.6 - 47.9 (SW) SAND, fine to coarse, well graded, subangular, some non -plastic fines, moderate yellowish brown (10YR 5/4), non -cohesive, wet, very dense, no HO reaction 46.6 5017.1 SW 47.9-50.0 (CL) SILTY CLAY, medium plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), cohesive, w<PL, moist, hard, no HCI reaction 49 - 50 ft Same as at 47.9 ft but thinly fissured 47.9 5015.0 CL 1 1 5u.0 Boring completed at 50 ft. 50.0 Boring completed at 50 ft. DRILLING CONTRACTOR: Site Services GEOLOGIST: Matt Somogyi DRILLER: Josh Anderson CHECKED: DATE: 10/17/2014 SHEET 3 of 3 :� �'_ Golder terAssociates PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 0.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado DRILL RIG: CME55 INCLINATION: -90° DRILLING METHOD: Hollow Stern Auger DATE STARTED: 10/16/14 09:15 DATE COMPLETED: 10/16/14 13:43 DRILL FLUIDS: None DRILL LUBRICANTS: None LITHOLOGY DESCRIPTION U a O ELEV. *9 DEPTH (ft) RECORD OF BORING MW -2014-04 COORDINATES: N: 1, 550, 684.4 E: 3, 372, 034.5 GROUND SURFACE ELEVATION: 5,066.8 ft PROJECTION: Colorado State Plane, Zone 0501 North DATUM: NAVD 88 HORIZONTAL UNITS: ft TOTAL DEPTH: 59 ft BOTTOM ELEVATION: 5,007.8 ft HOLE DIAMETER: 8 inches Q z Fea It w:5- cc aI— 2 w cC COMMENTS -5065 5.0 -5060 10. 055 15. 0.0 - 10.0 (ML) SILT, low plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), w<PL, moist, stiff, roots present in top 1 ft, moderate HCI reaction 2.5 - 10 ft: Same as at 0 ft but very pale orange (10YR 8/2) 7.7 - 10 ft: Same as at 2.5 ft but very stiff 10.0 - 13.2 (SP) SAND, fine, poorly graded, subangular, some non -plastic fines, very pale orange (10 YR 8/2), non -cohesive, dry, very dense, moderate HCI reaction 13.2 - 14.8 (ML) SILT, low plasticity, some fine to medium sand, very pale orange (10YR 8/2), w<PL, moist, very stiff, moderate HCI reaction 5056.8 10.0 5053.6 13.2 5052.1 ML 3.5 4 3.2 5 SP ML 3.2 5 Log continued an next page • I. 14.8 ML 5 5 Bulk sample collected from cuttings 9 - 20 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/16/2014 SHEET 1 of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 15.0 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING MW -2014-04 COORDINATES: N: 1, 550, 684.4 E: 3, 372, 034.5 GROUND SURFACE ELEVATION: 5,066.8 ft COMMENTS 25.E 30. -5050 -5045 040 035 14.8 - 52.9 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, strong HCI reaction, CaCO3 throughout the top 1.25 ft 19 - 23 ft: Same as at 14.75 ft but moderately cemented, weak HCI reaction 24 - 26.5 ft: Same as at 14.75 ft but moderately cemented, weak HCI reaction 31 - 34.5 ft: Same as at 14.75 ft but with CaCO3 throughout, moderate HO reaction Log continued an next page ML 5 5 5 5 5 5 5 5 Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/16/2014 SHEET2of 4 PAWNEE_BUTTES-140-7882A PAWNEE BUTTES_2014CHAR.GPJ GNPP.GDT 118115 PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado LITHOLOGY DESCRIPTION ELEV. DEPTH (ft) RECORD OF BORING MW -2014-04 COORDINATES: N: 1, 550, 684.4 E: 3, 372, 034.5 GROUND SURFACE ELEVATION: 5,066.8 ft COMMENTS 35.0- 40.E- 45. 50. -5030 -5025 020 015 14.8 - 52.9 (ML) CLAYEY SILT, low plasticity, some fine to medium sand, pale yellowish brown (10YR 6/2), w<PL, moist, hard, strong HCI reaction, CaCO3 throughout the top 1.25 ft 49 - 49.8 ft: Same as at 14.75 ft but wet Log continued an next page ML 5 5 5 5 5 5 5 5 First water at 49 ft Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/16/2014 SHEET3of 4 u, CD S 2014CHAR.GPJ GNPP.GDT PAWNEE_BUTTES-140-7882A PAWNEE BUTT PROJECT: Pawnee Waste Site Characterization PROJECT NUMBER: 140-7882A LOCATION: Weld County, Colorado z O w > a w J w LITHOLOGY DESCRIPTION U a O ELEV. JO DEPTH c.5 (ft) ML RECORD OF BORING MW -2014-04 COORDINATES: N: 1, 550, 684.4 E: 3, 372, 034.5 GROUND SURFACE ELEVATION: 5,066.8 ft COMMENTS 55.E i0 60.Cc 65. 70. 5013.9 52.9 - 58.1 (CL) SILTY CLAY, medium plasticity, some fine to medium sand, moderate yellowish brown (10YR 5/4), cohesive, w —PL, moist, hard, no HCI 54 - 55 ft: Same as at 52.9 ft but wet 52.9 5008.7 CL 5 5 58.1 - 59.0 (ML) SILT, low plasticity, some fine to medium sand and clay, yellowish gray (5Y 7/2), w<PL, non -cohesive, moist, very stiff, no HCI reaction Boring completed at 59 ft. 58.1 ML 5007.8 5 5 59.0 Boring completed at 59 ft. Golder Associates DRILLING CONTRACTOR: Site Services DRILLER: Josh Anderson GEOLOGIST: Matt Somogyi CHECKED: DATE: 10/16/2014 SHEET 4 of 4 ATTACHMENT A-2-2 PIEZOMETER AND MONITORING WELL CONSTRUCTION DIAGRAMS Depth (ft) Elevation (ft) Site Location: Project Number: Survey Coordinates: CO State Plane PIEZOMETER CONSTRUCTION Pawnee Waste SUMMARY Piezometer No.: Boring No. X -Ref: Elevation Ground Level Top of Casing PZ-2 140-7882A BH-2014-07 + 2.68 5079.8 - 5077.1 E: 3373357.59 5077.1 ft -- 3.00- N: 1551824.22 5079.8 ft -5074.1 Drilling Summary Total Depth: Borehole Diameter: Casing Stickup Height: Driller: Site Services 73.63 ft Construction Task Start Date Time Time Log Finish Date Time 8 in 2.68 ft Install PVC 10/13 1038 10/13 1045 - Josh Anderson Pour Sand 10/13 1049 10/13 1321 Bentonite Seal 10/13 1330 10/13 1506 Surface Comp. 10/14 1310 10/14 1320 Rig: CME 55 Bits(s): 8 inch 4 -tooth carbide cutterhead Drilling Fluid: none Protective Casing: 4 inch locking square steel Well Design and Casing String(s): Depth Specifications C = Casing, String(s) S = Screen Elevation Well Development Depth to water initial: See separate well development N/A final: sheet N/A + 2.68 - 63.5 C-1 5079.8 - 5013.6 61.20- - 5015.9 63.5 - 73.3 S 5013.6 - 5003.8 58.5 - 73.6 C-2 5018.6 - 5003.5 Stabilization Time Test pH Data Spec. Cond. Temp (°C) Casing: Cl C2 Screen: S1 S2 Filter Pack: CO Washed Silica Onoflex 2 -inch Sch. 40 flush - threaded PVC 63.49- - 5013.6 N/A See separate well development sheet 73.25 - - 5003.8 Onoflex 2 -inch Sch. 40 0.010 Slot flush -threaded PVC N/A Recovery Data Q- S= 20 N/A gpm 61.2 - 74 ft bgs N/A ft 10-20 sand a u rx 0 Bentonite Seal: CETCO PUREGOLD 3 - 61.2 ft bgs 73.63- - 5003.5 medium (3/8 inch) bentonite chips Surface Seal: Concrete mix 0 - 3 ft bgs 74.00 TO SCALE 5003.5 NOT 00:00 1000 20:00 30:00 4O00 Time (min:sec) Comments chips The bentonite seal was hydrated with a minimum of 3 gals potable water per 2 bags of bentonite Supervised by: Matt Somogyi Date: 10/13/2014 Golder Associates Depth (ft) Elevation (ft) Site Location: Project Number: Survey Coordinates: CO State Plane PIEZOMETER CONSTRUCTION Pawnee Waste SUMMARY Piezometer No.: Boring No. X -Ref: Elevation Ground Level Top of Casing PZ-3 140-7882A BH-2014-12 + 2.80 5073.1 - 5070.3 E: 3372729.96 5070.3 ft -- 2.70- N: 1551158.36 5073.1 ft -5067.6 Drilling Summary Total Depth: Borehole Diameter: Casing Stickup Height: Driller: Site Services 58.51 ft Construction Task Start Date Time Time Log Finish Date Time 8 in 2.80 ft Install PVC 10/14 851 10/14 854 - Josh Anderson Pour Sand 10/14 904 10/14 1508 Bentonite Seal 10/14 1509 10/14 1512 Hydrate Seal 10/14 1512 10/14 1525 Rig: CME 55 Bentonite Seal 10/14 1525 10/14 1613 Bits(s): 8 inch 4 -tooth carbide cutterhead Surface Comp. 10/19 1110 10/19 1130 Drilling Fluid: none Protective Casing: 4 inch locking square steel Well Design and Casing String(s): Depth Specifications C = Casing, String(s) S = Screen Elevation Well Development Depth to water initial: See separate well development N/A final: sheet N/A + 2.8 - 48.5 C-1 5073.1 - 5021.8 45.05- - 5025.3 48.5 - 58.3 S 5021.8 - 5012.0 58.6 - 58.6 C-2 5011.7 - 5011.7 Stabilization Time Test pH Data Spec. Cond. Temp (°C) Casing: Cl C2 Screen: S1 S2 Filter Pack: CO Washed Silica Onoflex 2 -inch Sch. 40 flush - threaded PVC 48.52- - 5021.8 N/A See separate well development sheet 58.28 - - 5012.0 Onoflex 2 -inch Sch. 40 0.010 Slot flush -threaded PVC N/A Recovery Data Q- S= 20 N/A gpm 45.05 - 58.57 ft bgs N/A ft 10-20 sand a u rx 0 Bentonite Seal: CETCO PUREGOLD 2.7 - 45.05 ft bgs 58.57- - 5011.7 medium (3/8 inch) bentonite chips Surface Seal: Concrete mix 0 - 2.7 ft bgs 58.57 TO SCALE 5011.8 NOT 00:00 1000 20:00 30:00 4O00 Time (min:sec) Comments chips The bentonite seal was hydrated with a minimum of 3 gals potable water per 2 bags of bentonite Supervised by: Matt Somogyi Date: 10/14/2014 Golder Associates Depth (ft) Elevation (ft) Site Location: Project Number: Survey Coordinates: CO State Plane PIEZOMETER CONSTRUCTION Pawnee Waste SUMMARY Piezometer No.: Boring No. X -Ref: Elevation Ground Level Top of Casing PZ-04 140-7882A BH-2014-15 + 2.84 5084.3 - 5081.5 E: 3374694.17 5081.5 ft -- 2.80- N: 1550545.88 5084.3 ft -5078.7 Drilling Summary Total Depth: Borehole Diameter: Casing Stickup Height: Driller: Site Services 72.08 ft Construction Task Start Date Time Time Log Finish Date Time 8 in 2.84 ft Install PVC 10/15 1343 10/15 1346 - Josh Anderson Pour Sand 10/15 1348 10/15 1429 Bentonite Seal 10/15 1432 10/15 1435 Hydrate Seal 10/15 1435 10/15 1440 Rig: CME 55 Bentonite Seal 10/15 1440 10/15 1605 Bits(s): 8 inch 4 -tooth carbide cutterhead Surface Comp. 10/19 1041 10/19 1056 Drilling Fluid: none Protective Casing: 4 inch locking square steel Well Design and Casing String(s): Depth Specifications C = Casing, String(s) S = Screen Elevation Well Development Depth to water initial: See separate well development N/A final: sheet N/A + 2.84 - 61.9 C-1 5084.3 - 5019.6 58.80- - 5022.7 61.9 - 71.7 S 5019.6 - 5009.8 71.7 - 72.1 C-2 5009.8 - 5009.4 Stabilization Time Test pH Data Spec. Cond. Temp (°C) Casing: Cl C2 Screen: S1 S2 Filter Pack: CO Washed Silica Onoflex 2 -inch Sch. 40 flush - threaded PVC 61.94- - 5019.6 N/A See separate well development sheet 71.70 - - 5009.8 Onoflex 2 -inch Sch. 40 0.010 Slot flush -threaded PVC N/A Recovery Data Q- S= 20 N/A gpm 58.8 - 72.08 ft bgs N/A ft 10-20 sand a u rx 0 Bentonite Seal: CETCO PUREGOLD 2.8 - 58.8 ft bgs 72.08 - - 5009.4 medium (3/8 inch) bentonite chips Surface Seal: Concrete mix 0 - 2.8 ft bgs 72.08 TO SCALE 5009.4 NOT 00:00 1000 20:00 30:00 4O00 Time (min:sec) Comments chips The bentonite seal was hydrated with a minimum of 3 gals potable water per 2 bags of bentonite Supervised by: Matt Somogyi Date: 10/15/2014 Golder Associates Depth (ft) Elevation (ft) MONITORING Site Location: Project Number: Survey Coordinates: CO State Plane WELL CONSTRUCTION Pawnee Waste SUMMARY Well No. Boring No. X -Ref: Elevation Ground Level Top of Casing MW -1 140-7882A MW -2014-01 + 2.73 5094.0 - 5091.3 E: 3374729.63 5091.3 ft 3.20- N: 1551976.06 5094.0 ft -5088.1 Drilling Summary Total Depth: Borehole Diameter: Casing Stickup Height: Driller: Site Services 85.21 ft Construction Task Start Date Time Time Log Finish Date Time 8 in 2.73 ft Install PVC 10/18 1627 10/18 1629 - Josh Anderson Pour Sand 10/18 1635 10/18 1710 Bentonite Seal 10/18 1713 10/18 1820 Hydrate Seal 10/18 1820 10/19 816 Rig: CME 55 Bentonite Seal 10/19 816 10/19 849 Bits(s): 8 inch 4 -tooth carbide cutterhead Surface Comp. 10/19 1009 10/19 1025 Drilling Fluid: none Protective Casing: 4 inch locking square steel Well Design and Casing String(s): Depth Specifications C = Casing, String(s) S = Screen Elevation Well Development Depth to water initial: See separate well development N/A final: sheet N/A + 2.73 - 75.2 C-1 5094.0 - 5016.1 72.08- -5019.2 75.2 - 84.6 S 5016.1 - 5006.7 0.0 - 85.2 C-2 5091.3 - 5006.1 Stabilization Time Test pH Data Spec. Cond. Temp (°C) Casing: Cl C2 Screen: S1 S2 Filter Pack: CO Washed Silica Onoflex 2 -inch Sch. 40 flush - threaded PVC 75.16- - 5016.1 N/A See separate well development sheet 84.59 - - 5006.7 Onoflex 2 -inch Sch. 40 0.010 Slot flush -threaded PVC N/A Recovery Data Q- S= 20 N/A gpm 72.08 - 85.21 ft bgs N/A ft 10-20 sand a u rx 0 Bentonite Seal: CETCO PUREGOLD 3.2 - 72.08 ft bgs 85.21- - 5006.1 medium (3/8 inch) bentonite chips Surface Seal: Concrete mix 0 - 3.2 ft bgs 85.21 TO SCALE 5006.1 NOT 00:00 1000 20:00 30:00 4O00 Time (min:sec) Comments chips The bentonite seal was hydrated with a minimum of 3 gals potable water per 2 bags of bentonite Supervised by: Matt Somogyi Date: 10/18/2014 Golder Associates Depth (ft) Elevation (ft) MONITORING Site Location: Project Number: Survey Coordinates: CO State Plane WELL CONSTRUCTION Pawnee Waste SUMMARY Well No. Boring No. X -Ref: Elevation Ground Level Top of Casing MW -2 140-7882A MW -2014-02 + 2.74 5077.2 - 5074.4 E: 3374062.85 5074.4 ft -- 2.80- N: 1549567.56 5077.2 ft -5071.6 Drilling Summary Total Depth: Borehole Diameter: Casing Stickup Height: Driller: Site Services 68.57 ft Construction Task Start Date Time Time Log Finish Date Time 8 in 2.74 ft Install PVC 10/20 1050 10/20 1053 - Josh Anderson Pour Sand 10/20 1055 10/20 1200 Bentonite Seal 10/20 1204 10/20 1210 Hydrate Seal 10/20 1210 10/20 1308 Rig: CME 55 Bentonite Seal 10/20 1303 10/20 1323 Bits(s): 8 inch 4 -tooth carbide cutterhead Surface Comp. 10/20 1345 10/20 1400 Drilling Fluid: none Protective Casing: 4 inch locking square steel Well Design and Casing String(s): Depth Specifications C = Casing, String(s) S = Screen Elevation Well Development Depth to water initial: See separate well development N/A final: sheet N/A + 2.74 - 53.4 C-1 5077.2 - 5021.0 51.03- - 5023.4 53.4 - 68.1 s 5021.0 - 5006.3 0.0 - 68.6 C-2 5074.4 - 5005.8 Stabilization Time Test pH Data Spec. Cond. Temp (°C) Casing: C1 C2 Screen: S1 S2 Filter Pack: CO Washed Silica Onoflex 2 -inch Sch. 40 flush - threaded PVC 53.38- - 5021.0 N/A See separate well development sheet 68.08 - - 5006.3 Onoflex 2 -inch Sch. 40 0.010 Slot flush -threaded PVC N/A Recovery Data Q- S= 20 N/A gpm 51.03 - 68.57 ft bgs N/A ft 10-20 sand a u rx 0 Bentonite Seal: CETCO PUREGOLD 2.8 - 51.03 ft bgs 68.57- - 5005.8 medium (3/8 inch) bentonite chips Surface Seal: Concrete mix 0 - 2.8 ft bgs 68.57 TO SCALE 5005.8 NOT 00:00 1000 20:00 30:00 4O00 Time (min:sec) Comments chips The bentonite seal was hydrated with a minimum of 3 gals potable water per 2 bags of bentonite Supervised by: Matt Somogyi Date: 10/20/2014 Golder Associates Depth (ft) Elevation (ft) MONITORING Site Location: Project Number: Survey Coordinates: CO State Plane WELL CONSTRUCTION Pawnee Waste SUMMARY Well No.: Boring No. X -Ref: Elevation Ground Level Top of Casing MW -2A 140-7882A BH-2014-06 (P7-1) + 2.76 5073.7 - 5070.9 E: 3372060.75 5070.9 ft 3.00- N: 1551800.20 5073.7 ft - 5067.9 Drilling Summary Total Depth: Borehole Diameter: Casing Stickup Height: Driller: Site Services 58.83 ft Construction Task Start Date Time Time Log Finish Date Time 8 in 2.76 ft Install PVC 10/10 905 10/10 911 - Josh Anderson Pour Sand 10/10 925 10/10 1016 Bentonite Seal 10/10 1027 10/10 1037 Hydrate Seal 10/10 1037 10/10 1100 Rig: CME 55 Bentonite Seal 10/10 1100 10/10 1158 Bits(s): 8 inch 4 -tooth carbide cutterhead Surface Comp. 10/14 1254 10/14 1357 Drilling Fluid: none Protective Casing: 4 inch locking square steel Well Design and Casing String(s): Depth Specifications C = Casing, String(s) S = Screen Elevation Well Development Depth to water initial: See separate well development N/A final: sheet N/A + 2.76 - 48.7 C-1 5073.7 - 5022.2 46.50- - 5024.4 48.7 - 58.3 S 5022.2 - 5012.6 58.3 - 58.8 C-2 5012.6 - 5012.1 Stabilization Time Test pH Data Spec. Cond. Temp (°C) Casing: C1 C2 Screen: S1 S2 Filter Pack: CO Washed Silica Onoflex 2 -inch Sch. 40 flush - threaded PVC 48.69- - 5022.2 N/A See separate well development sheet 58.29- - 5012.6 Onoflex 2 -inch Sch. 40 0.010 Slot flush -threaded PVC N/A Recovery Data Q- S= 20 N/A gpm 46.5 - 58.83 ft bgs N/A ft 10-20 sand a u rx 0 Bentonite Seal: CETCO PUREGOLD 3 - 46.5 ft bgs 58.83- - 5012.1 medium (3/8 inch) bentonite chips Surface Seal: Concrete mix 0 - 3 ft bgs 58.83 TO SCALE 5012.1 NOT 00:00 1000 20:00 30:00 4O00 Time (min:sec) Comments chips The bentonite seal was hydrated with a minimum of 3 gals potable water per 2 bags of bentonite Supervised by: Matt Somogyi Date: 10/10/2014 Golder Associates Depth (ft) Elevation (ft) MONITORING Site Location: Project Number: Survey Coordinates: CO State Plane WELL CONSTRUCTION Pawnee Waste SUMMARY Well No. Boring No. X -Ref: Elevation Ground Level Top of Casing MW -3 140-7882A MW -2014-03 + 2.69 5067.7 - 5065.0 E: 3372715.18 5065.0 ft -- 2.90- N: 1549869.74 5067.7 ft -5062.1 Drilling Summary Total Depth: Borehole Diameter: Casing Stickup Height: Driller: Site Services 50.45 ft Construction Task Start Date Time Time Log Finish Date Time 8 in 2.69 ft Install PVC 10/17 1143 10/17 1147 - Josh Anderson Pour Sand 10/17 1147 10/17 1215 Bentonite Seal 10/17 1215 10/17 1218 Hydrate Seal 10/17 1306 10/17 1320 Rig: CME 55 Bentonite Seal 10/17 1320 10/17 1330 Bits(s): 8 inch 4 -tooth carbide cutterhead Surface Comp. 10/19 941 10/19 953 Drilling Fluid: none Protective Casing: 4 inch locking square steel Well Design and Casing String(s): Depth Specifications C = Casing, String(s) S = Screen Elevation Well Development Depth to water initial: See separate well development N/A final: sheet N/A + 2.69 - 45.3 C-1 5067.7 - 5019.7 42.17- - 5022.9 45.3 - 50.0 s 5019.7 - 5015.1 0.0 - 50.5 C-2 5065.0 - 5014.6 Stabilization Time Test pH Data Spec. Cond. Temp (°C) Casing: Cl C2 Screen: S1 S2 Filter Pack: CO Washed Silica Onoflex 2 -inch Sch. 40 flush - threaded PVC 45.29- -5019.7 N/A See separate well development sheet 49.95 - - 5015.1 Onoflex 2 -inch Sch. 40 0.010 Slot flush -threaded PVC N/A Recovery Data Q- S= 20 N/A gpm 42.17 - 50.45 ft bgs N/A ft 10-20 sand a u rx 0 Bentonite Seal: CETCO PUREGOLD 2.9 - 42.17 ft bgs 50.45- - 5014.6 medium (3/8 inch) bentonite chips Surface Seal: Concrete mix 0 - 2.9 ft bgs 50.45 TO SCALE 5014.6 NOT 00:00 1000 20:00 30:00 4O00 Time (min:sec) Comments chips The bentonite seal was hydrated with a minimum of 3 gals potable water per 2 bags of bentonite Supervised by: Matt Somogyi Date: 10/17/2014 Golder Associates Depth (ft) Elevation (ft) MONITORING Site Location: Project Number: Survey Coordinates: CO State Plane WELL CONSTRUCTION Pawnee Waste SUMMARY Well No. Boring No. X -Ref: Elevation Ground Level Top of Casing MW -4 140-7882A MW -2014-04 + 2.72 5069.5 - 5066.8 E: 3372034.48 5066.8 ft 3.20- N: 1550684.35 5069.5 ft -5063.6 Drilling Summary Total Depth: Borehole Diameter: Casing Stickup Height: Driller: Site Services 59.00 ft Construction Task Start Date Time Time Log Finish Date Time 8 in 2.72 ft Install PVC 10/16 1355 10/16 1358 - Josh Anderson Pour Sand 10/16 1359 10/16 1505 Bentonite Seal 10/16 1506 10/16 1507 Hydrate Seal 10/16 1508 10/16 1520 Rig: CME 55 Bentonite Seal 10/16 1520 10/16 1619 Bits(s): 8 inch 4 -tooth carbide cutterhead Surface Comp. 10/19 910 10/19 930 Drilling Fluid: none Protective Casing: 4 inch locking square steel Well Design and Casing String(s): Depth Specifications C = Casing, String(s) S = Screen Elevation Well Development Depth to water initial: See separate well development N/A final: sheet N/A + 2.72 - 47.3 C-1 5069.5 - 5019.6 44.92— - 5021.9 47.3 - 57.0 s 5019.6 - 5009.8 0.0 - 57.4 C-2 5066.8 - 5009.4 - - Stabilization Time Test pH Data Spec. Cond. Temp (°C) Casing: Cl C2 Screen: S1 S2 Filter Pack: CO Washed Silica Onoflex 2 -inch Sch. 40 flush - threaded PVC 47.26— - 5019.6 N/A See separate well development sheet 57.03 — - 5009.8 Onoflex 2 -inch Sch. 40 0.010 Slot flush -threaded PVC N/A Recovery Data Q- S= 20 N/A gpm 44.92 - 58.75 ft bgs N/A ft 10-20 sand a u rx 0 Bentonite Seal: CETCO PUREGOLD 3.2 - 44.92 ft bgs 57.42- - 5009.4 medium (3/8 inch) bentonite chips Surface Seal: Concrete mix 0 - 3.2 ft bgs 58.75 TO SCALE 5007.8 NOT 00:00 1000 20:00 30:00 4O00 Time (min:sec) Comments chips The bentonite seal was hydrated with a minimum of 3 gals potable water per 2 bags of bentonite Supervised by: Matt Somogyi Date: 10/16/2014 Golder Associates ATTACHMENT A-2-3 MONITORING WELL DEVELOPMENT FORMS Golder Associates Project Ref: Pawnee Waste WELL DEVELOPMENT/PURGING FORM Location Monitored By: Project No.: 1407882A MW -1 M. Somogyi Well / Piezometer Data Depth of Well (from top of PVC) Depth of Water (from top of PVC) Radius of Casing Casing Volume Date 10/22/2014 Time 1419 87.95 72.97 1 0.083 17 13.1 Development I Purging Discharge Data Purging Method Start Purging Stop Purging Monitoring Date Date feet feet inches feet cubic feet gallons Waterra HydroLift - Inertial Lift Pump 10/22/2014 10/23/2014 Time Time 1650 1736 Date Time Cumulative Volume Discharged (gals) Temp (C) pH (S.U.) Spec.Cond. (µS/cm) Turbidity (Relative) Salinity (ppt) Comments 10/22/14 1442 Start surge MW -1. Screened interval surged in 5 in. lengths Surged 24 cycles 10/22/14 1647 End surge MW -1. Set foot valve near bottom of screen. DTW 72.64 ft btoc 10/22/14 1650 Start purge MW -1. 10/22/14 1727 1.5 17.1 7.73 441.1 v. high 0.2 10/22/14 1734 2.25 14.4 8.18 331.9 v. high 0.2 DTW 74.30 ft btoc 10/22/14 1744 5 13.2 8.26 333.4 v. high 0.2 DTW 73.80 ft btoc 10/22/14 1757 7.5 11.8 8.07 445.6 v. high 0.2 DTW 73.3 ft btoc BOW 87.9 ft btoc Pause development for 10/22/2014 10/23/14 940 Resume development 10/23/14 948 10 13.1 8.15 401.8 v. high 0.2 10/23/14 1000 15 13.6 8.17 370.5 high 0.2 10/23/14 1028 30 13.7 8.14 355.6 med-hi 0.2 DTW 76.8 ft btoc 10/23/14 1054 47.5 Purged dry. No WO parameters DTW 85.25 ft btoc 10/23/14 1100 49 14.4 8.12 356.9 med 0.2 10/23/14 1103 Pause development 10/23/14 1716 52 13.9 8.16 354.9 med-hi 0.2 10/23/14 1728 60 12.9 8.04 344.6 med 0.2 10/23/14 1734 65 12.6 8.05 346.4 med 0.2 DTW 77.45 ft btoc 10/23/14 1736 End development MW -1 Golder Associates Project Ref: Pawnee Waste WELL DEVELOPMENT/PURGING FORM Location Monitored By: Project No.: 1407882A MW -2 M. Somogyi Well / Piezometer Data Depth of Well (from top of PVC) Depth of Water (from top of PVC) Radius of Casing Casing Volume Date 10/23/2014 Time 1127 71.33 56.31 1 0.083 1.9 14.6 Development I Purging Discharge Data Purging Method Start Purging Stop Purging Monitoring Date Date feet feet inches feet cubic feet gallons Waterra HydroLift - Inertial Lift Pump 10/23/2014 10/23/2014 Time Time 1352 1507 Date Time Cumulative Volume Discharged (gals) Temp (C) pH (S.U.) Spec.Cond. (µS/cm) Turbidity (Relative) Salinity (ppt) Comments 10/23/14 1139 Purge silt from the bottom of casing pre -surge 10/23/14 1145 2.5 13.9 8.00 505.0 v. high -- DTW 56.80 ft btoc 10/23/14 1153 10 14.1 7.98 404.6 v. high -- 10/23/14 1201 Start surge MW -2. Screened interval surged in 5 in. lengths Surged 25 cycles 10/23/14 1350 End surge MW -2. Set foot valve near bottom of screen. DTW 72.64 ft btoc 10/23/14 1352 Start purge MW -2. 10/23/14 1357 30 17.2 7.97 376.2 v. high 0.2 Pause de\ 1408 40 15.7 7.95 384.4 high 0.2 DTW 56.75 ft btoc 10/23/14 1419 50 15.6 7.95 386.9 high 0.2 10/23/14 1429 60 15.4 7.95 380.3 med-hi 0.2 10/23/14 1439 70 15.6 7.94 379.2 med. 0.2 10/23/14 1448 80 15.0 7.95 377.3 med. 0.2 10/23/14 1457 90 15.4 7.96 365.6 low-med. 0.2 DTW 56.88 ft btoc 10/23/14 1506 100 14.9 7.97 377.4 low 0.2 DTW 59.95 ft btoc 10/23/14 1507 End development MW -2 Golder Associates Project Ref: Pawnee Waste WELL DEVELOPMENT/PURGING FORM Location Monitored By: Project No.: 1407882A MW -3 M. Somogyi Well / Piezometer Data Depth of Well (from top of PVC) Depth of Water (from top of PVC) Radius of Casing Casing Volume Date Time 53.19 47.3 1 0.083 0.8 5.7 Development I Purging Discharge Data Purging Method Start Purging Stop Purging Monitoring Date Date feet feet inches feet cubic feet gallons Waterra HydroLift - Inertial Lift Pump 10/22/2014 10/23/2014 Time Time 1210 1606 Date Time Cumulative Volume Discharged Coals) Temp (C) pH (S.U.) Spec.Cond. (µS/cm) Turbidity (Relative) Salinity (ppt) Comments 10/22/14 1100 Start surge MW -3. Screened interval surged in 5 in. lengths Surged 11 cycles 10/22/14 1205 End surge MW -3. Set foot valve near bottom of screen. 10/22/14 1210 Start purge MW -3. 10/22/14 1214 1 16.5 8.01 399.4 v. high 0.2 10/22/14 1218 2 15.6 7.95 371.4 v. high 0.2 10/22/14 1222 3 14.1 7.92 359.9 high 0.2 10/22/14 1226 4 13.7 7.92 364.0 high 0.2 Pause de\ 1230 5 13.8 7.90 365.9 high 0.2 DTW 47.38 ft bloc 10/22/14 1240 7 14.8 7.91 351.3 med-hi 0.2 10/22/14 1255 10 15.7 7.92 345.3 med-hi 0.2 DTW 47.37 ft btoc 10/22/14 1312 15 15.3 7.91 343.5 to-med 0.2 DTW 47.35 ft btoc 10/22/14 1337 20 15.2 7.94 347.3 to-med 0.2 DTW 47.35 ft btoc 10/22/14 1354 25 15.2 7.92 344.7 low 0.2 DTW 47.35 ft btoc 10/23/14 1530 26 15.8 7.96 387.5 v. high 0.2 10/23/14 1539 35 14.1 7.91 354.4 high 0.2 DTW 47.69 ft bloc 10/23/14 1604 65 15.0 7.96 348.3 low 0.2 10/23/14 1606 End development MW -3 Golder Associates Project Ref: Pawnee Waste WELL DEVELOPMENT/PURGING FORM Location Monitored By: Project No.: 1407882A MW -4 M. Somogyi Well / Piezometer Data Depth of Well (from top of PVC) Depth of Water (from top of PVC) Radius of Casing Casing Volume Date 10/21/2014 Time 1319 60.2 49.24 1 0.083 1A 10.6 Development I Purging Discharge Data Purging Method Start Purging Stop Purging Monitoring Date Date feet feet inches feet cubic feet gallons Waterra HydroLift - Inertial Lift Pump 10/21/2014 10/23/2014 Time Time 1600 1646 Date Time Cumulative Volume Discharged Coals) Temp (C) pH (S.U.) Spec.Cond. (µS/cm) Turbidity (Relative) Salinity (ppt) Comments 10/21/14 1357 Start surge MW -4. Screened interval surged in 5 in. lengths Surged 24 cycles 10/21/14 1555 End surge MW -4. Set foot valve near bottom of screen. DTW 50.21 ft btoc 10/21/14 1557 Start purge MW -4. 10/21/14 1603 1 19.1 7.80 411.6 high 0.2 10/21/14 1610 2 16.5 7.91 412.4 high 0.2 DTW 51.43 ft btoc 10/21/14 1615 3 15.9 7.92 392.3 high 0.2 10/21/14 1622 4 15.7 7.96 379.1 high 0.2 Pause de\ 1627 5 16.1 7.94 377.9 high 0.2 DTW 52.70 ft btoc 10/21/14 1638 7 17.2 7.97 373.8 high 0.2 10/21/14 1653 10 17 7.98 363.5 med-hi 0.2 DTW 54.09 ft btoc 10/21/14 1721 15 17.1 8.01 352.7 med-hi 0.2 DTW 54.80 ft btoc 10/21/14 1752 20 14.9 8.03 344.0 lo-med 0.2 DTW 55.04 ft btoc 10/21/14 1823 25 13.5 8.04 348.5 low 0.2 DTW 54.78 ft btoc 10/21/14 1825 Pause development 10/22/14 825 Resume development 10/22/14 850 30 12.9 7.89 368.4 low 0.2 DTW 53.13 ft btoc 10/22/14 1029 40 13.8 7.96 342.9 lo-med 0.2 DTW 55.75 ft btoc 10/22/14 1030 Pause development 10/23/14 1620 Resume development 10/23/14 1625 41 13.6 7.99 371.510-med 0.2 10/23/14 1631 47.5 13.6 7.92 371.7 low 0.2 DTW 58.80 ft btoc 10/23/14 1646 50 14.2 7.91 369.1 low 0.2 10/23/14 1647 End development ATTACHMENT A-2-4 AQTESOLVTM ANALYSIS OF SLUG TESTING DATA Normalized Head 0.1 0.01 0.001 o. - - - lSt I I I I I - - - - - - 1 1 1 1 1 I I I IIII I 0 I I ❑ I IIII - 60. 120. 180. Time (sec) 241. 300. MW -1 SI-01 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste, LLC Project: 140-7882A Location: Grover, CO Test Well: MW -1 Obs. Well: NA Test Date: 10/24/2014 AQUIFER DATA Saturated Thickness: 13.13 ft Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 0,0008005 cm/sec SOLUTION Solution Method: Hvorslev y0 = -1.981 ft Normalized Head (ftlft) 0.1 0.01 0.001 9.0E-4 0. II t I IIII lilt I II I IIII - - aQ3OO o O ❑ a ❑ O O ❑ O O c 00 O _ • • IIII III 2 IIII IIII ❑ c IIII = 600. 1.2E+3 1.8E+3 Time (sec) 2.4E+3 3.0E+3 MW -1 SW -01 PROJECT INFORMATION Company: Colder Associates, Inc. Client: Pawnee Waste, LLC Project: 140-7882A Location- Grover, CO Test Well: MW -1 Obs. Well: NA Test Date: 10/24/2014 AQUIFER DATA Saturated Thickness: 13.13 ft Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 0.0008153 cm/sec SOLUTION Solution Method: Hvorslev y0=2.207 ft Normalized Head (ft/ft) 0.1 0.01 0.001 1.1E-4 0. 1 1 1 1 1111 1111 1111 1 1 I I— a C0 ❑ _ Id arduTy� IliM r I I I E 1111 I, I I 1 1111 1111 600. 1.2E+3 1.8E+3 Time (sec) 2.4E+3 3.0E+3 MW -1 SI-02 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste,LLC Project: 140-7882A Location: Grover, CO Test Well: MW -1 Obs. Well: NA Test Date: 10/24/2014 AQUIFER DATA Saturated Thickness: 13.13 ft Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 0.0008005 cm/sec SOLUTION Solution Method: Hvorslev y0=-1.981ft Normalized Head (fttft) 0.1 0.01 0,001 0. I I I I I I I I I I I I I I I I I I I _ a O O — A — a - ❑ - _ 0 ., ❑ ❑ _ ❑ O O — a I I I l I I I I I I I 1 I I I I I I I 100. 200. 300. Time (sec) 400. 500. MW -1 SW -02 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste LLC Project: 140-7882A Location: Grover, CO Test Well: MW -1 Obs. Well: NA Test Date: 10124/2014 AQUIFER DATA Saturated Thickness: 13.13 ft Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 0.0007691 cm/sec SOLUTION Solution Method: Flvorslev y0 = 1.774 ft ecs i 0.1 0.01 0.001 o. Ilei- 1 ocP 0 - obi oo O DOD ❑p p ° 0 O - ❑ o a o J - 7 I I I I 1 I I I l 1 I I I I 60. 120. 180. Time (sec) 240. 300. MW -2 SI-01 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste,LLC Project: 140-7882A Location: Grover, CO Test We l l : MW -2 Obs. Well: NA Test Date: 10/27/2014 AQUIFER DATA Saturated Thickness: 14.97 ft Anisotropy Ratio (Kz/Kr): 1. SOLUTION Aquifer Model: Confined Solution Method: Hvorslev K = 0.003828 cm/sec y0 = -1.192 ft Normalized Head (ftfft) 0.1 0.01 0.001 0. I I I 1 IIII IIII IIII I I I I_ i. cRa ■1 • 0OOO a O GI O O❑ a - - — — I 1 I 1 1 1 I ❑ I O O I O I ❑ 1 9 O I J I_ I IIII - - _ 40. 80. 120. Time (sec) 160. 200. MW-2_SW-01 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste,LLC Project: 140-7882A Location: Grover, CO Test Well: MW -2 Obs. Well: NA Test Date: 10127/2014 AQUIFER DATA Saturated Thickness: 14.97 ft Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 0.00773 cm/sec SOLUTION Solution Method: Hvorslev y0 = 1,555 ft 0.1 co C 2 N L O 0.01 0.001 0. _ I I I I 4 I I I r I I I I III I I F I I _ A^ .O _I O _ It - - �� O O o o I O G - - - _ On - - 0a a - O _ 0 H111 1111 1111 l 1 1 1 1 1 1 1 40. 80. 120. Time (sec) 160. 200. MW -2 SI-02 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste,LLC Project: 140-7882A Location: Grover, CO Test Well: MW -2 Obs. Well: NA Test Date: 10/27/2014 AQUIFER DATA Saturated Thickness: 14.97 ft Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 0.003828 cm/sec SOLUTION Solution Method: Hvorslev y0=-1.192ft 0.1 0 as c13 CD E 1 0 0.01 0.001 0_ 1 I i I I 1 1 1 i I i I I I I I I t I I _ _ O t❑ acb ❑❑o�❑ 0 0 0❑ O❑ A - Q _ ❑ ❑❑ o . o O- V O ❑ • 80. 160. 240. Time (sec) 320. 400. MW-2_SW-02 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste, LLC Project: 140-7882A Location: Grover, CO Test Well: MW -2 Obs. Well: NA Test Date: 10/2712014 AQUIFER DATA Saturated Thickness: 14.97 ft Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 0,00969 cm/sec SOLUTION Solution Method: I-Ivorslev y0 = 3.658 ft Normalized Head (ft/ft) 0.1 0,01 0.001 0. ,j I _O I I I I( -II IIII IIII IIII _ - _ ❑ O a ❑ - _ I a _ IIII I I I I IIII IIII I I I 8 16. 24. Time (sec) 32. 40. MW -3 SI-01 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste, LLC Project: 140-7882A Location: Grover, CO Test Well: MW -3 Obs. Well: NA Test Date: 10127/2014 AQUIFER DATA Saturated Thickness: 5.88 ft Anisotropy Ratio (Ki/Kr): 1. Aquifer Model: Confined K = 0.01158 cm/sec SOLUTION Solution Method: Hvorslev yr0=-1.282ft 0.1 0.01 0.001 0. I I I I I I I 1 MI 1 I MI I I III I_ _ 0 O 0 - i I I I IIII II I I O I I O I 1 I I I _ 8. 16. 24. Time (sec) 32. 40. MW -3 SW -01 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste, LLC Project: 140-7882A Location: Grover, CO Test Well: MW -3 Obis. Well: NA Test Date: 10/27/2014 Saturated Thickness: 5.88 ft AQUIFER DATA Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 0.01395 cm/sec SOLUTION Solution Method: Hvorslev y0 = 1.528 ft 0.1 0.001 0. I I I i 1 I I 1 I I I I I 1 t I I I I I _ o p a o - _ _ 0 a o ❑ a a _ o d0 O a a _ u a a _ — I I I I I I 1 I I I I I IIII IIII 20. 40. 60. Time (sec) 80. 100. MW-3_Sl-02 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste,LLC Project: 140-7882A Location: Grover, CO Test Well: MW -3 Obs. Well: NA Test Date: 10/27/2014 AQUIFER DATA Saturated Thickness: 5.88 ft Anisotropy Ratio (Kz/Kr): 1. SOLUTION Aquifer Model: Confined Solution Method: Hvorslev K = 0.01014 cm/sec y0 = -0.0421 ft ized Head (ft/ t) O z 0,1 0.01 0.001 0. IIII 114I J I IIII IIII I I I I_ _ s ■ CEI - E] ❑ ❑ °❑ _ ❑ p o - - - ❑ p ri 0 - ❑ 0 - - - - C 0 I I I I IIJI III I 1111 1111 40. 80. 120. Time (sec) 160. 200. MW-3_SW-02 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste,LLC Project: 140-7882A Location: Grover, CO Test Well: MW -3 Obs. Weil: NA Test Date: 10/27/2014 AQUIFER DATA Saturated Thickness: 5.88 ft Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 0.0139 cm/sec SOLUTION Solution Method: Hvorslev y0 = 1.373 ft 0.1 0.01 0.001 0. I I I 0 _ o - IIII IIII a 4 IIII I I I I - - - -I ° ° O a 6 - - - I 1 I I I I I I C 1 1 I p O I C I I I 1 I - - - II I 10. 20. 30. Time (sec) 40. 50. MW-3_SI-03 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste,LLC Project: 140-7882A Location: Grover, CO Test Well: MW -3 Obs. Well: NA Test Date: 10/27/2014 AQUIFER DATA Saturated Thickness: 5.88 ft Anisotropy Ratio (Kz/Kr): 1 Aquifer Model: Confined K = 0.01014 cm/sec SOLUTION Solution Method: Hvorslev y0=-1.ft 1. 0.1 O z 0.01 0.001 0. II L I I IIII IIII IIII 1 I I I_ - _ - ❑ n - -_ a n = - ❑ ❑ - _ ❑ _ ❑ C - I I II IIII IIII I 1 1_ I I I 1 1 10. 20. 30. Time (sec) 40. 50. MW-3_SW-03 PROJECT INFORMATION Company:Golder Associates, Inc. Client: Pawnee Waste,LLC Project: 140-7882A Location: Grover, CO Test Well: MW -3 Obs. Well: NA Test Date: 10/27/2014 AQUIFER DATA Saturated Thickness: 5.88 ft Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 0.01364 cm/sec SOLUTION Solution Method: Hvorslev y0 = 1.326 ft 0.1 0.01 0.001 0. I 1 I I I III IIII IIII I I I I_ 1 - - _❑ - ciaaID0 0 ❑❑ - _ ° ❑ ❑ ❑ ❑ 0 ❑ o ° ❑ ❑ ❑ ❑ ❑ C _ ❑ - I I p I IIII I I I I I I l 1 I I I I 1.2E+3 2.4E+3 3.6E+3 Time (sec) 4.8E+3 6.0E+3 MW-4_Si-01 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste, LLC Project: 140-7882A Location: Grover, CO Test Well: MW -4 ©bs. Well: NA Test Date: 10/24/2014 AQUIFER DATA (Kz/Kr): 1. Saturated Thickness: 12.18 ft Anisotropy Ratio SOLUTION Hvorslev Aquifer Model: Confined Solution Method: K = 0.000121 cm/sec y0 = -0.7160 ft Normalized Head (ftlft) 0.1 0.01 0.001 0. i1 e 1 I I I IIII IIII III i I I I I_ _ _ — y ,. , ■ — — a, ♦i - - ,o a ©° _ ❑ o ° a - 0 = - 0 a a _ - - - _ 0 I I _I I IIII IIII IIII I 1 I I 800. 1.6E+3 2.4E+3 Time (sec) 3.2E+3 4.0E+3 MW -4 SW -01 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste, LLC Project: 140-7882A Location: Grover, CO Test Well: MW -4 Obs. Well: NA Test Date: 10/24/2014 AQUIFER DATA. Saturated Thickness: 12.18 ft Anisotropy Ratio (Kz/Kr): 1. Aquifer Model: Confined K = 6.008E-5 cm/sec SOLUTION Solution Method: Hvorslev y0=0.824ft 0.01 0. 1 3- 7 -t) I I I IIII IIII I III I I I I- - - IDDoua - - ODD no - - - DC ❑ a ❑ a ❑ a ❑ - _ i I I I 1 I I I I I I_ I IIJI IIII 600. 1.2E+3 1.8E+3 Time (sec) 2.4E+3 3.0E+3 MW-4_SI-02 PROJECT INFORMATION Company: Golder Associates, Inc. Client: Pawnee Waste, LLC Project: 140-7882A Location: Grover, CO Test Well: MW -4 Obs. Well: NA Test Date: 10/24/2014 AQUIFER DATA Saturated Thickness: 12.18 ft Anisotropy Ratio (Kz/Kr): 1. SOLUTION Aquifer Model: Confined Solution Method: Hvorslev K = 6.201E-5 cm/sec y0 = -0.7219 ft CU a? I -D 63) (a Z 0.1 0.01 0. I I 1 I I I 1 1 I I I I MI I I I I I _ °�L I❑ - - 17O❑ - _ OD - 0 DOD ❑ - - ❑ o O D O 0 ❑ 0 0 a ❑ _ 1 1 I I I I 1 I I I I I I I I I I 1 I I 1000. 2.0E+3 3.0E+3 Time (sec) 4.0E+3 5.0E+3 MW-4_SW-02 PROJECT INFORMATION Company: Golder Associates, Inc.. Client: Pawnee Waste, LLC Project: 140-7882A Location: Grover, CO Test Well: MW -4 Obs. Well: NA Test Date: 10/24/2014 AQUIFER DATA Saturated Thickness: 12.18 ft Anisotropy Ratio (K7/Kr): 1. Aquifer Model: Confined K = 66644E-5 cm/sec SOLUTION Solution Method: Hvorslev y0=1.09ft APPENDIX A-3 LABORATORY SOIL TEST RESULTS APPENDIX A-3-1 INDEX TESTING RESULTS H SIEVE DATA ENTRY ET) U O z H' z O H a P N PAWNEE WASTE E&P LANDFILL/CC) 1407882A.002 Visual Description (Golder Procedure): ...4 rr. K' ,r 28.92 DC Oti M M r^. N ,..C °3 a Pi 75ii n u , E� ,� A en G✓• r c 1 0\ . re^ ri• o CO r,d en \J a O u 0 0 0 W H (F) Ct 2 0 Gn V? 0 Cl)rt H 492.98 2?9.72 en co d- el N d 54 ica ci ry 41 g o izt ▪ .50 0 O O N N x 0 0 0 O 0 O O O M oc —I 'O 751 ra t'C Tel H it v: b WI ce s.� C ..`n �JJ cf., ,_ v :n 53 sy i a)J o 0 .5C8 t O c' an • y tg E 4-4 -O C o o C PLUS #4 MATERIAL SIEVE a▪ u C QJ m 2 H a cc C3 a U all H r.▪ . H Mechanical co J L 00T 00T G -- 00T 00T #.0.. ,, OOT as ON �C 'J' w', 00 49 13 a a G 0 0 0 T M :T. 37.9 M N- ,--i cal — en 0 t� rr 126.34 N — rd i M in t OO M M G G G G O tkzit tk N BACK SIEVE Cj U O P N PAWNEE WASTE E E&P LANDFILL/CC) 1407882A.002 0 kry en in ti a 06 H SIEVE DATA ENTRY z H O H a U 174 0 a Visual Description (Golder Procedure): r- -' kr x o . 25.1 M N a, 0. os cc) 3 A w o c J] cm U J]CA c�G c ^3 O 77777 Po be. I� m tz Es W H W -64W "Cx u O 0 0 x 0 H U r-tu• `.C• N fry en c r l rri r,, (• z O Cr a Ak. 4 47 C/1 C) 0 H ^ Cl) lei 0 7 ['Li Es CA W. O 429.41 C 241.4 225.2 JG t t. H ct I as L.) g o .73 zo 9 cn cn O U O U 0 O O N N O N M Q G O CI • CIO O tin 00 43 p a v c M 0. y a =a) Q E 4-4▪ cd -O O y. i c� H o � •ice a E-+ � cs �-- a PLUS #4 MATERIAL SIEVE Cr. c3 a) F- 4- H 0, 0 -I 0 -I 0 0 .. 0 0 0 0 71 0 0 i, 00 V., 45 - 4 M 32 25 0 CS o ^OO^ G o O G ,\‘? con, 123.7 I. kn M v-> - �f el en V1 Co". ..C In V. 123.71 •.C: 'C lr1 .--. C'- " Cry .--I —rrr: rd rri r-1 Cr' .--. i i i i i in in t 0O M M o a 1 3 4t cn U CCI O N zit LIT SIEVE DATA ENTRY SHEET v C • C < x r_. art _ 7. H Z cc H cc Visual Description (Colder Procedure): - ' r rr, .--i rn .-, rd .-- c r 1 00 .�' to ON J C 5 0? IE `-- b4 Q w ' a, H pc A a, a C o o B c c 5 7777 a Cn Cn O -r CD rl cToct �rr, rr c t o' toc CG a VG H7 H Cn w H C, C U W 4 44 C) O C!J bvp o A es Ca kn O co O a M N O m-kri O -- PLUS #4 MATERIAL tIJ a to to N rin CC O H cn CD tiq 2 O O 1--- 0 1--I 00T 00i ^ — o .--- <--(Uncorrected for Hygroscopic 0.0 0.0 0.0 0.0 C v N - r 1 — • 't r1 0 V M In Trj i ri Total Passing #4 to o • cn cd 0 M H • U 0C 43.6 t. OS tri 42.6 N O 7r. oo ON t`oxt-z. - N ca N •i- f. 237.80 246.86 ! '71- O rd —I (N (N G G G G G O N t �C O_ O tk It t`. BACK SIEVE AS RECEIVED WATER CONTENT Mass Wet Soil £sic. Tare (gm) Mass Dry Soil & fare (gm) Mass of 'I are (gin) Mass of Water (gm) Mass of Drys Soil (gm) Moisture Content (%) SPLIT SIEVE DATA ENTRY SHEET 121.48 106.14 24.82 15.34 81.32 18.9 HYGROSCOPIC MOIS'I'CRIS FOR MINUS 114 SIEVI? SAMPLE Mass Soil St. 'Fare (gm) Mass Dry Soil & Tare (gm) Tare Mass (gm) Moisture Content (%) 110.91 '17.05 .4.4.? -7 19.1 MONTH AND YEAR: October -14 PROJECT NAME: PW/PAWNEE WASTE .E&P LANDFILL/CO PROJECT NUMBER: 1407882A.002 SAMI'I.h: II): 1311-02 Depth (ft) 4-9 TYPE Hag USCS Description (ASTM D 2487): Silt with sand, very pale brown, moist 1. SC'S M I. Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sarpl a (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch I -inch 3/4 -inch 3:8 -inch #4 Total Passing #4 BACK SIEVE #10 Tare Mass #20 HYDROMETER ANALYSIS #40 #60 0100 82(10 839.9 Test Method for 100% finer than 3" only! Individual Cumulative °o (Mass + Tare) Mass Retained Passing (1.0 100 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 1( )00.0 <--(Uncorrected for Hygroscopic Cumulative Mass Retained Mass Retained Passing 100.0 0.13 0.1 99.7 0.63 0.6 98.5 ).03 2.0 95.2 4.49 4.5 89.4 8.42 8.4 80.1 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarple(gn) (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (m1) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni sass Corr. 50.31 2.65 125.00 Mechanical 1 Minute 5.50 1.00 DATE TIME READING R TEMP T /0/2/2014 11:26 Temp Corr 10/2/2014 11:28 ;2.50 20.2 -0.04 10/2/2014 11:31 29.75 20.2 -0.04 10/2/2014 11:41 24.50 20.2 -0.04 10/2/2014 11:56 20.25 20.1 -0.02 10/2/2014 1226 17.00 20.2 -0.04 10/2/2014 15:36 13.00 20.2 -0.04 10/3/2014 11:26 9.75 20.2 -0.04 Moisture) LL PL PI 998.16 359 45 34 11 (nm) %Fner 0.032 66.36 0.021 59.85 0.012 47.43 0.009 37.32 0.006 29.68 0.003 20.21 0.001 12.52 coarse gravel 0.00 line gravel 0.00 coarse sand 0.00 medium sand 1.49 tine sand 18.44 fines 80.07 Total 100.00 TEST BY DATE SET UP CHECKED BY It F:\71 KW BY 0.00 19.93 EH/LR 10%1/2014 LR Gdder Associates I nc. AS RECEIVED WATER CONTENT Mass Wet Soil & Tare (gm) Mass Dry Soil & fare (gni) Mass of 'I are (gin) Mass of Water (gm) Mass of Dry Soil (gin) Moisture Content (%) SPLIT SIEVE DATA ENTRY SHEET 183.96 162.30 27.67 21.66 134.63 16.1 HYGROSCOPIC I%1OIS'I'LRIS FOR MINUS 114 SIEVE SAMP1,1: Mass Soil &'Fare (gm) Mass Dry Soil & Tare (gm) Tare Mass (gm) Moisture Content (%) 1 09.,•,h 24.3 14.0 MONTH AND YEAR: PROJECT NAME: PRO.11 C:'1' NUMBER: SAM PI,h: II): TYPE October- 14 PWIPAWNEE WASTE E&P LANDFILL/CO 1407882A.002 1311-02 Pail Depth (ft) 4-20 USCS Description (ASTM D 2487): Silt, very pale brown, moist LSCS LL PL PI Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sarpl a (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch 1 -inch 3/4 -inch 3,18 -inch #4 Total Passing #4 BACK SIEVE Tare Mass HYDROMETER ANALYSIS #10 #20 #40 #60 +200 870.4 Test Method for 100% finer than 3" only! Individual Cumulative °o (Mass + Tare) Mass Retained Passing (I.0 100 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 I (4)0.0 <'--(Uncorrected for Hygroscopic Cumulative Cumulative Mass Retained Mass Retained Passing 0.52 0.5 98.8 1.18 1.2 97.3 1.68 1.7 96.2 2.30 2.3 94.7 3.43 3.4 92.1 6.43 6.4 85.3 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarpl a (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (ml) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni stets Corr. 50.14 2.65 125.00 Mechanical 1 Minute 6.00 1.25 DATE TIME READING R TEMP T 10/3/2014 10:31 10/3/2014 10:33 34.00 20.4 10/3/2014 10:36 30.25 20.3 10/3/2014 10:46 26.25 20.3 10/3/2014 11:01 23.00 20.3 10/3/2014 11:31 20.25 20.2 10/3/2014 14:41 16.75 20.2 10/4/2014 10:31 13.00 20.4 'loistttre) MI. 40 28 12 (nm) %Fner 0.032 61.30 0.021 52.70 0.012 43.54 0.009 36.09 0.006 29.79 0.003 21.77 0.001 13.18 coarse gravel line gravel coarse sand medium sand fine sand fines Total 0.00 0.00 1.19 2.66 10.88 85.27 100.00 TEST BY DATE SET UP CHECKED BY REVIEW BY 0.00 14.73 EHfLR 10%2:2014 LR MR Golder Associates I nc. AS RECEIVED WATER CONTENT Mass Wet Soil £sic. Tare (gm) Mass Dry Soil & fare (gni) Mass of 'I are (gin) Mass of Water (gm) Mass of Thy Soil (gm) Moisture Content (%) SPLIT SIEVE DATA ENTRY SHEET 203.99 197.01 130.90 6.98 66.11 10.6 HYGROSCOPIC MOIS'I'CRI: FOR MINUS 114 SI EVE SAM PI.h: Mass Soil &'fare (gm) Mass Dry Soil & Tare (gm) Tare Mass (gm) Moisture Content (%) 122.19 113.61 24.97 9.7 MONTH AND YEAR: October -14 PROJECT NAME: PWPAWNEE WASTE .E&P LANDFILL/CO PROJECT NUMBER: 1407882A.002 SAMPLE ID: 1311-03 TYPE Hag Depth (11) 9-14 USCS Description (ASTM D 2487): Silty sand, very pale brown, moist LSCS Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sample (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch 1 -inch 3/4 -inch 3:8 -inch #4 Total Passing #4 BACK SIEVE Tare Mass HYDROMETER ANALYSIS #10 #20 #40 #60 0100 +2(10 597.3 Test Method for 100% finer than 3" only! Individual Cumulative °o (Mass + Tare) Mass Retained Passing (1.0 100 0.0 100 0.0 100 12.3 12.3 98 25.4 37.7 94 45.6 83.4 S6 563.7 <--(Uncorrected for Hygroscopic Cumulative Cumulative Mass Retained Mass Retained Passing 3.07 3.1 80.3 10.87 10.9 65.8 17.72 17.7 53.0 22.56 22.6 44.0 26.09 26.1 37.5 29.56 29.6 31.0 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarple(gn) (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (rri ) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni stars Corr. 50.6 2.65 125.00 Mechanical 1 Minute 6.00 1.25 DATE TIME READING R TEMP T 10/3/2014 11:19 Temp Corr 10/3/2014 11:21 19.00 20.3 -0.06 10/3/2014 11:24 17.00 20.3 -0.06 10/3/2014 11:34 14.75 20.1 -0.02 10/3/2014 11:49 12.75 20.2 -0.04 10/3/2014 12:19 11.50 20.2 -0.04 10/3/2014 15:29 9.75 20.1 -0.02 10/4/2014 11:19 9.00 20.4 -0.08 1oisture) LL PL PI 998.142749 SM 32 28 4 (nm) %Finer 0.035 26.65 0.002 22.93 0.013 18.66 0.009 14.97 0.007 12.65 0.003 9.35 0.001 8.07 coarse gravel line gravel coarse sand medium sand tine sand lines Total 2.06 11.89 5.72 27.28 22.05 31.00 I00.00 TEST BY DATE SET UP CHECKED BY REV 1KW BY 13.95 55.05 EHfLR 10/1/2014 LR MR Golder Associates I nc. EE WASTE EStI) LANDFILL/C; 1407882A.002 Depth (ft) 69-74 1 ENTRY SHEET z H' 0 H a a 9- a Visual Description (Golder Procedure): ,r, 'r; x 'r, In L 42.99 0 \O '.D rei O Ii•---rr, - - '� N 0 .--i 7r 541 r ,H ,A`} 7- a o t `18 v cr. J] rn U J] tn c t CZ � Le tt "o 777777 W 0 rl rd CL1 'r, ri ..-1- ,r, or r l n • r.,' 1 0 4 .--1 a Car - u 0 © 0 0 z 0 a 4 Ct e- o v p rt H ci la a rn 0Sv:v14 ° � z w i n nil HH 0 4:.)knO c rr.! Cr? '71- - 7 -.'id 9• E W.) v cn a H jcn-a v o 4.' g U n F4U La a 0 O 0 o o `1? a 'C _ • C\ `° • 0 0 0 0 O O n ^ ^ — C '0 U. 0- LUS #4 MATERIAL SIEVE U ca v H r.. H 0 O 0 O 0 O 0 O 0 O 0 O n, Cr '4 I en O. N Mr N N N l� ,- C) 0 0 0 ^ 0 0 0 0 0 C.' 0 £'OTT 00 0 c 153.2 Z'T9T 00 00 1/4.0r I- 0 — rl r,-', 0 .-, --- 140.79 tic r— rr; ,r; r-• - rd - ,� .-, a N co O .--, r re-: • 0•••• N .--• -- a .� .4 .5 M in d - M 71- :It —O+ l c_7:. zlt 4t y c Pc U H SPLIT SIEVE DATA ENTRY SHEET AS RECEIVED WATER CONTENT Mass Wet Soil £sic. Tare (gm) Mass Dry Soil & Fare (gni) Mass of 'I are (gm) Mass of Water (gm) Mass of Drys Soil (gin) Moisture Content (%) 161.87 147.59 28.17 14.28 119.32 11.0 HYGROSCOPIC MOISTURE FOR MINUS/14 SIEVE SAMPLE Mass Soil St. 'Fare (gm) Mass Dry Soil & Tare (gm) Tare Mass (gm) Moisture Content (%) 132.20 120.76 25.44 12.0 MONTH AND YEAR: October- l 4 PROJECT NAME: PPW/PAWNEE WASTE E&P LANDFILL/CO PROJECT NUMBER: 1407882A.002 SAMPLE ID: 1311-04 Depth (II) 4-9 TYPE Hag USCS Description (ASTM D 2487): Silt, very pale brown, moist LSCS Total Massof Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sample (9n) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch 1 -inch 3/4 -inch 3%8 -Inch #4 Total Passing #4 BACK SIEVE Tare Mass HYDROMETER ANALYSIS #10 #20 #40 #60 0200 892.8 Test Method for 100% finer than 3" only! Individual Cumulative °o (Mass + Tare) Mass Retained Passing (I.0 100 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 1(00.0 -:.--(Uncorrected for Hygroscopic Cumulative Cumulative Mass Retained Mass Retained Passing 0.02 0.0 100.0 0.08 0.1 99.8 0.27 0.3 99.4 0.67 0.7 98.5 1.79 1.8 96.0 5.76 5.8 87.2 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarple(gn) (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (ml) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni stars Corr. 50.34 2.65 125.00 Mechanical 1 Minute 5.50 1.00 DATE TIME READING R TEMP T 10/2/2014 11:16 Temp Corr 10/2/2014 11:18 30.25 20.3 -0.06 10/2/2014 11:21 24.00 '_0.4 -0.08 10/2/2014 11:31 17.75 20.3 -0.06 10/2/2014 11:46 14.75 20.3 -0.06 10/2/2014 12:16 12.50 20.1 -0.02 10/2/2014 15:26 10.25 20.2 -0.04 10/3/2014 11:16 8.50 20.3 -0.06 'loisture) LL PL PI 998.142749 MI. 38 31 7 (nm) %Fner 0.033 57.43 0.0O2 43.57 0.013 29.62 0.009 22.94 0.007 17.85 0.003 12.89 0.001 9.04 coarse gravel line gravel coarse sand medium sand fine sand fines Total 0.00 0.00 0.04 0.56 12.21 87.18 100.00 TEST BY DATE SET UP CHECKED BY It UNIKW BY 0.00 12.82 EHfLR 10%112014 LR MR Gdder Associates I nc. SPLIT SIEVE DATA ENTRY SHEET AS RECEIVED WATER CONTENT Mass Wet Soil & Tare (gm) Mass Dry Soil & Tare (gni) Mass of 'I are (gin) Mass of Water (gm) Mass of Dry Soil (gin) Moisture Content (%) 152.49 139.89 19.11 12.60 110.78 11.4 HYGROSCOPIC MOIS'1'CRI: FOR MINUS 114 SIEVE SAMPI.E Mass Soil 8z. 'Fare (gm) Mass Dry Soil & Tare (gm) Tare Mass (gin) Moisture Content (%) 155.86 142.83 27.21 11. MONTH AND YEAR: PROJECT NAME: PRO.11 C:'1' NUMBER: SAMPLE II): TYPE October- I4 PW.PAWNEE WASTE E•&P LANDFILL/CO 1407882A.002 1311-04 Depth (Il) 5-25 Pail USCS Description (ASTM D 2487): Silt, very pale brown, moist LSCS LL PL PI Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sample (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch 1 -inch 3/4 -inch 3:8 -inch #4 Total Passing #4 BACK SIEVE Tare Mass HYDROMETER ANALYSIS #10 #20 #40 #60 ±100 +200 898.7 Test Method for 100% finer than 3" only! Individual Cumulative °o (Mass + Tare) Mass Retained Passing (I.0 100 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 lI)00.0 <--(Uncorrected for Hygroscopic C'urnulative Cumulative Mass Retained Mass Retained Passing 100.0 0.13 0.1 99.7 0.37 0.4 99.2 0.95 1.0 97.9 2.14 2.1 95.3 4.73 4.7 89.5 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarple(gn) (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (rri ) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni stars Corr. 50 28 2.65 125.00 Mechanical 1 Minute 6.00 1.25 DATE TIME READING R TEMP T 10/3/2014 10:39 10/3/2014 10:41 30.75 20.6 10/3/2014 10:44 24.75 20.5 10/3/2014 10:54 20.00 20.4 10/3/2014 11:09 17.25 20.3 10/3/2014 11:39 15.25 20.3 10/3/2014 14:49 13.00 20.2 10/4/2014 10:39 11.25 20.1 Ioisture) MI. 36 25 11 (ram) %Fi r 0.033 52.01 0.0O2 38.73 0.013 28.22 0.009 22.13 0.007 17.70 0.003 12.72 0.001 8.85 coarse gravel fine gravel coarse sand medium sand tine sand fines Total 0.00 0.00 0.00 0.32 9.65 89.53 100.00 TEST BY DATE SET UP CHECKED BY REVIEW BY 0.00 10.47 EH.'LR 10/2:2014 LR M li Golder Associates I nc. AS RECEIVED WATER CONTENT Mass Wet Soil £sic. Tare (gm) Mass Dry Soil & Tare (gm) Mass of 'I are (gin) Mass of Water (gm) Mass of Drys Soil (gin) Moisture Content (%) SPLIT SIEVE DATA ENTRY SHEET 126.24 115.67 25.06 10.57 90.61 11.7 HYGROSCOPIC MOISTURE FOR MINUS 114 SIEVE SAMPLE Mass Soil &'!'are (gm) Mass Dry Soil & Tare (gm) Tare Mass (gin) Moisture Content (%) 127.54 117.07 27.24 11.7 MONTH AND YEAR: October -14 PROJECT NAME: PWPAWNEE WASTE .E&P LANDFILL/CO PROJECT NUMBER: 1407882A.002 SAMPLE ID: 1311-04 TYPE Bag Depth (II) 14-19 USCS Description (ASTM D 2487): Sandy silt, very pale brown, moist LSCS Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sample (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch 1 -inch 3/4 -inch 3,18 -inch #4 Total Passing #4 BACK SIEVE Tare Mass HYDROMETER ANALYSIS #10 #20 #40 #60 0100 0200 895.6 Test Method for 100% finer than 3" only! Individual Cumulative °o (Mass + Tare) Mass Retained Passing (I.0 100 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 1 i )00.0 <--(Uncorrected for Hygroscopic Cumulative Cumulative Mass Retained Mass Retained Passing 0.19 0.2 99.6 0.83 0.8 98.2 2.35 2.4 94.8 4.95 5.0 89.1 9.24 9.2 79.6 16.97 17.0 62.5 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarple(gn) (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (rrtl ) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni stets Corr. 50.49 2.65 125.00 Mechanical 1 Minute 5.51) 1.00 DATE TIME READING R TEMP T 10/2/2014 11:02 Temp Corr 10/2/2014 11:04 23.75 20.3 -0.06 10/2/2014 11:07 1825 '_0.2 -0.04 10/2/2014 11:17 14.00 20.3 -0.06 10/2/2014 11:32 12.50 20.1 -0.02 10/2/2014 1202 10.25 20.2 -0.04 10/2/2014 15:12 8.75 20.3 -0.06 10/3/2014 11:02 8.00 20.3 -0.06 'loisture) LL PL PI 998.142749 MI. NP NP NP (ram) %Fin r 0.034 42.71 0.002 30.50 0.013 21.15 0.009 17.74 0.007 12.81 0.003 9.54 0.001 7.88 coarse gravel line gravel coarse sand medium sand tine sand fines Total 0.00 0.00 0.42 4.78 32.33 62.47 100.00 TEST BY DATE SET UP CHECKED BY REVIEW BY 0.00 3-J cn • RU/LR 10/1:2014 LR MR Golder Associates I nc. SPLIT SIEVE DATA ENTRY SHEET AS RECEIVED WATER CONTENT Mass Wet Soil £sic. Tare (gm) Mass Dry Soil & Tare (gni) Mass of 'I are (gin) Mass of Water (gm) Mass of Drys Soil (gin) Moisture Content (%) 128.21 98.54 27.9() 29.67 70.64 42.0 HYGROSCOPIC MOIS'I'CRI: FOR h1INUS 114 SIEVE SAMPLE Mass Soil &'Fare (gm) Mass Dry Soil & Tare (gm) Tare Mass (gm) Moisture Content (%) 129.99 100.85 28.24 40.1 MONTH AND YEAR: October -14 PROJECT NAME: PWPAWNEE WASTE .E&P LANDFILL:CO PROJECT NUMBER: 14(17882A.002 SAMPLE ID: 1311-04 TYPE Bag Depth (ft) 54-59 Visual Description (Colder Procedure): SILTY CLAY, brown. moist L. SCS Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sarpl a (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch 1 -inch 3/4 -inch 3:8 -Inch #4 Total Passing #4 BACK SIEVE Tare Mass HYDROMETER ANALYSIS #10 #20 #40 #60 0100 0200 713.6 Test Method for 100% finer than 3" only! Individual Cumulative °o (Mass + Tare) Mass Retained Passing 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 1(00.0 <--(Uncorrected for Hygroscopic Cumulative Cumulative Mass Retained Mass Retained Passing 4.60 4.6 87.2 8.01 8.0 77.8 11.34 11.3 68.5 14.00 14.0 61.2 16.32 16.3 54.7 19.73 19.7 45.3 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarple(gn) (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (rri ) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni slats Corr. 50.50 2.65 125.00 Mechanical 1 Minute 6.00 1.25 DATE TIME READING R TEMP T 10/3/2014 11:31 Temp Corr 10/3/2014 11:33 18.75 20.4 -0.08 10/3/2014 11:36 17.75 20.3 -0.06 10/3/2014 11:46 16.00 20.4 -0.08 10/3/2014 12:01 14.25 20.3 -0.06 10/3/2014 1231 12.50 20.3 -0.06 10/3/2014 15:41 11.25 20.1 -0.02 10/4/2014 11:31 9.75 20.3 -0.06 1foistttre) LL PL PI 998.12_ 1806 (nm) %Fner 0.035 39.08 0.002 36.25 0.013 31.45 0.009 26.53 0.007 21.68 0.003 18.09 0.001 14.05 coarse gravel fine gravel coarse sand medium sand tine sand fines Total 0.00 0.00 12.76 18.70 23.28 45.25 100.00 TEST BY DATE SET UP CHECKED BY REVIEW BY 0.00 54.75 RUILR 10/1:2014 LR MR Golder Associates I nc. AS RECEIVED WATER CONTENT Mass Wet Soil £sic. Tare (gm) Mass Dry Soil & Tare (gni) Mass of 'I are (gin) Mass of Water (gm) Mass of Drys Soil (gm) Moisture Content (%) SPLIT SIEVE DATA ENTRY SHEET 146.56 133.11 33.99 13.45 99.12 13.6 HYGROSCOPIC MOISTURE FOR MINUS 114 SIEVE SAMPLE Mass Soil &'!'are (gm) Mass Dry Soil & Tare (gm) Tare Mass (gm) Moisture Content (%) 130.62 118.06 25.01 13.5 MONTH AND YEAR: October -14 PROJECT NAME: PWPAWNEE WASTE .E&P LANDFILL/0 PROJECT NUMBER: 1407882A.002 SAMPLE ID: 1311-08 Depth (II) 4-9 TYPE Hag USCS Description (ASTM D 2487): Silt with sand, very pale brown, moist 1.SCS MI. Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sarpl a (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch I -inch 3/4 -inch 3,18 -inch #4 Total Passing #4 BACK SIEVE #10 Tare Mass #20 HYDROMETER ANALYSIS #40 #60 0 100 0200 881.1 Test Method for 100% finer than 3" only! Individual Cumulative °o (Mass + Tare) Mass Retained Passing 11.0 100 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 1(00.0 <--(Uncorrected for Hygroscopic Cumulative Cumulative Mass Retained Mass Retained Passing 0.08 0.1 99.8 0.10 0.1 99.8 0.13 0.2 99.5 0.96 1.0 97.9 3.42 3.4 92.4 11.34 11.3 74.7 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarple(gn) (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (rri ) Type Dispersion Device Length of Dispersion Period Zero Con' (Cc) M eni sass Corr. 50.7 17 2.65 125.00 Mechanical 1 Minute 5.50 1.00 DATE TIME READING R TEMP T 10/2/2014 11:35 Temp Corr 10/2/2014 11:37 25.75 20.7 -0.15 10/2/2014 11:40 21.00 20.6 -0.13 10/2/2014 11:50 17.25 2o.6 1.6 -0.13 10/2/2014 1205 14.75 20.3 -0.06 10/2/2014 1235 12.75 20.3 -0.06 10/2/2014 15:45 11.00 20.2 -0.04 10/3/2014 11:35 8.75 20.1 -0.02 'foisture) LL PL PI 998.058378 37 28 9 (mm) °loner 0.034 47.74 0.002 37.09 0.013 28.73 0.009 23.01 0.007 18.55 0.003 14.59 0.001 9.53 coarse gravel fine gravel coarse sand medium sand tine sand fines Total 0.00 0.00 0.18 0.33 24.79 74.70 100.00 TEST BY DATE SET UP CHECKED BY ItF:VIKW BY 0.00 25.30 EHfLR 10%112014 LR MR Golder Associates I nc. AS RECEIVED WATER CONTENT Mass Wet Soil & Tare (gm) Mass I)ry Soil & Tare (gm) Mass of 'I (gin) Mass of Water (gm) Mass of Dry Soil (gin) Moisture Content (%) 601.10 537.28 230.13 63.82 307.15 20.8 SPLIT SIEVE DATA ENTRY SHEET HYGROSCOPIC MOIS'I't:Rl FOR MINAS 1/4 SIEVE SAMPLE Mass Soil &'Fare (gm) Mass Dry Soil & Tare (gm) Tare Mass (gin) Moisture Content (?4) 128.94 111.85 27.21 20.2 MONTH AND YEAR: PROJECT NAME: PROJECT T NUMBER: SAMPLE II): TYPE October -14 PW:PAWNEE WASTE E•&P LANDFILL/CO 1407882A.002 1311-08 Depth (0) 5-25 Pail USCS Description (ASTM D 2487): Sandy silt, light yellowish hrown, moist LSCS LL PL PI Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture M ass of Sample (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch 1 -inch 3/4 -inch 3:8 -inch #4 Total Passing #4 BACK SIEVE Tare Mass HYDROMETER ANALYSIS #10 #20 #40 #60 0100 0200 18910.4 Test Method for 100% finer than 3" only! Individual Cumulative °o (Mass + Tare) Mass Retained Passing 0.0 100 0.0 100 0.0 100 0.0 100 116.4 116.4 99 143.1 259.4 99 22416.9 <--(Uncorrected for Hygroscopic Cumulative Cumulative Mass Retained Mass Retained Passing 1.17 1.2 95.9 2.74 2.7 92.1 4.87 4.9 87.1 7.27 7.3 81.4 9.94 9.9 75.1 15.34 15.3 62.3 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST Massof Sarple(gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (rri ) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni stars Corr. 50.07 2.65 125.00 Mechanical 1 Minute 6.00 1.25 DATE TIME READING R TEMP T 10/3/2014 11:10 10/3/2014 11:12 25.00 20.3 10/3/2014 11:15 23.25 '_0.2 10/3/2014 11:25 20.75 20.0 10/3/2014 11:40 18.00 20.1 10/3/2014 12:10 16.50 20.0 10/3/2014 15:20 1 4.5 0 20.1 10/4/2014 11:10 12.25 20.2 1oisture) MI. 42 7% 15 (nm) °loner 0.034 42.02 0.0O2 37.88 0.013 31.96 0.009 25.45 0.007 21.90 0.003 17.16 0.001 11.84 coarse gravel fine gravel coarse sand medium sand tine sand fines Total 0.00 1.37 2.77 8.76 24.79 62.31 100.00 TEST BY DATE SET UP CHECKED BY REVIEW BY 1.37 36.32 EHfLR 10%2:2014 LR Golder Associates I nc. AS RECEIVED WATER CONTENT Mass Wet Soil £sic. Tare (gm) Mass Dry Soil & Tare (gm) Mass of 'I are (gin) Mass of Water (gm) Mass of Drys Soil (gm) Moisture Content (°%o) 131.48 119.78 28.79 11.70 90.99 12.9 SPLIT SIEVE DATA ENTRY SHEET HYGROSCOPIC MOIS'1'CRIS FOR MINAS /14 SI EVE SAMP1.E Mass Soil &'!'are (gm) Mass Dry Soil & Tare (gm) Tare Mass (gm) Moisture Content (%) 130.12 118.54 29.60 13.0 MONTH AND YEAR: October -14 PROJECT NAME: PW/PAWNEE WASTE .E&P LANDFILL/CO PROJECT NUMBER: 1407882A.002 SAMPLE ID: 1311-09 Depth (ft) 4-9 TYPE Dag USCS Description (ASTM D 2487): Silt with sand, very pale brown, moist 1.SCS MI. Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sarpl a (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch 1 -inch 3/4 -inch 3:8 -inch #4 Total Passing #4 BACK SIEVE #10 Tare Mass #20 HYDROMETER ANALYSIS #40 #60 0 100 0200 884.8 Test Method for 100% finer than 3" only! Individual Cumulative 0, (Mass + Tare) Mass Retained Passing (I.O 100 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 1( )00.0 -:.--(Uncorrected for Hygroscopic Cumulative Cumulative Mass Retained Mass Retained Passing 0.01 0.0 100.0 0.14 0.1 99.7 0.73 0.7 98.4 2.08 2.1 95.3 4.49 4.5 89.9 10.54 10.5 76.4 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarple(gn) (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (rri ) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni stars Corr. 50 3 2.65 125.00 Mechanical 1 Minute 5.50 1.00 DATE TIME READING R TEMP T 10/2/2014 11:09 Temp Corr 1O/2/2O14 11:11 26.00 2_0.0 0.00 10/2/2014 11:14 20.50 20.3 -0.06 10/2/2014 11:24 16.75 20.2 -0.04 10/2/2014 11:39 14.00 20.1 -0.02 10/2/2014 1209 12.00 20.1 -0.02 10/2/2014 15:19 9.75 20.1 -0.02 10/3/2014 11:09 9.0) 20.1 -0.02 Ioisture) LL PL PI 998.200853 37 28 9 (mm) %Fner 0.033 48.24 0.002 36.03 0.013 27.57 0.009 21.36 0.007 16.87 0.003 11.82 0.001 10.14 coarse gravel fine gravel coarse sand medium sand tine sand fines Total 0.00 0.00 0.02 1.62 22.01 76.36 100.00 TEST BY DATE SET UP CHECKED BY REVIEW BY 0.00 23.64 RUILR 10/1:2014 LR MR Golder Associates I nc. SPLIT SIEVE DATA ENTRY SHEET AS RECEIVED WATER CONTENT Mass Wet Soil £sic. Tare (gm) Mass Dry Soil & fare (gni) Mass of 'I are (gin) Mass of Water (gm) Mass of Drys Soil (gin) Moisture Content (%) 194.77 171.56 32.65 23.21 138.91 16.7 HYGROSCOPIC MOISTER IS FOR MINUS /14 SIEVE SAMPLE Mass Soil &'Fare (gm) Mass Dry Soil & Tare (gm) Tare Mass (gm) Moisture Content (%) 122.40 110.63 28.21 14.3 MONTH AND YEAR: October -14 PROJECT NAME: PPW/PAWNEE WASTE E&P LANDFILLCO PROJECT Nil .M B E R: 1407882A.002 SAMPLE ID: 1311-10 Depth 01) 5-25 TYPE Pail USCS Description (ASTM D 2487): Silt, very pale brown, moist 1.SCS LL PL PI Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sarpl a (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch I -inch 3/4 -inch 3%8 -Inch #4 Total Passing #4 BACK SIEVE Tare Mass HYDROMETER ANALYSIS #10 #20 #40 #60 0100 0200 875.0 Test Method for 100% finer than 3" only -1 Individual Cumulative °o (Mass + Tare) Mass Retained Passing (I.0 100 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 1(00.0 <--(Uncorrected for Hygroscopic Cumulative Cumulative Mass Retained Mass Retained Passing 0.06 0.1 99.9 0.21 0.2 99.5 0.35 0.4 99.2 0.72 0.7 98.4 1.34 1.3 97.0 3.20 3.2 92.8 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarpl a (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (rri ) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni stars Corr. 50.78 2.65 125.00 Mechanical 1 Minute 6.00 1.25 DATE TIME READING R TEMP T 10/3/2014 11:00 10/3/2014 11:02 37.50 20.4 10/3/2014 11:05 32.50 20.5 10/3/2014 11:15 26.25 20.3 10/3/2014 11:30 22.75 20.3 10/3/2014 1200 18.50 20.2 10/3/2014 15:10 15.00 20.2 10/4/2014 11:00 12.00 20.2 Ioisture) MI. 41 31 10 (nm) %Fner 0.031 68.08 0.020 56.83 0.012 42.76 0.009 34.88 0.006 25.32 0.003 17.44 0.001 10.69 coarse gravel fine gravel coarse sand medium sand tine sand fines Total 0.00 0.00 0.14 0.65 6.41 92.80 100.00 TEST BY DATE SET UP CHECKED BY REVIEW BY 0.00 "7.2 0 EHfLR 10%2:2014 LR M li Gdder Associates I nc. AS RECEIVED WATER CONTENT Mass Wet Soil £sic. Tare (gm) Mass Dry Soil & fare (gni) Mass of 'I are (gin) Mass of Water (gm) Mass of Drys Soil (gin) Moisture Content (%) SPLIT SIEVE DATA ENTRY SHEET 150.34 136.80 27.92 13.54 108.88 12.4 HYGROSCOPIC MOIS'I'CRIS FOR MINUS 114 SI EVE SAMP1.1: Ma.. s Soil &'fare (gm) Mass Dry Soil & Tare (gm) Tare Mass (gin) Moisture Content (%) 102.39 93.53 21.73 12.3 MONTH AND YEAR: October -14 PROJECT NAME: PWPAWNEE WASTE .E&P LANDFILL/CO PROJECT NUMBER: 1407882A.002 SAMPLE II): 1111-10 TYPE Hag Depth 01) 9-14 USCS Description (ASTM D 2487): Silt, very pale brown, moist LSCS Total Massaf Sample Used For Analysis, with Finer Split Fraction Corrected for Hygroscopic Moisture Mass of Sample (gn) PLUS #4 MATERIAL SIEVE Tare Mass 3 -inch 1.5 -inch I -inch 3/4 -inch 3:8 -inch #4 Total Passing #4 BACK SIEVE Tare Mass HYDROMETER ANALYSIS #10 #20 #40 #60 ?100 0200 89(1.2 Test Method for 100% finer than 3" only! Individual Cumulative °o (Mass + Tare) Mass Retained Passing (1.0 100 0.0 100 0.0 100 0.0 100 0.0 100 0.0 100 11inn.0 <--(Uncorrected for Hygroscopic ('urnulative Cumulative Mass Retained Mass Retained Passing 100.0 0.0, 0.0 100.0 0.13 0.1 99.7 0.31 0.3 99.3 0.89 0.9 98.0 3.55 3.6 92.1 AIR-DRY M ASS OF SAMPLE USED FOR HYDROM ETER TEST M ass of Sarpl a (gn) Specific Gravity (asdd) Specific Gravity (tested) Amount Dispersing Agent (rri ) Type Dispersion Device Length of Dispersion Period Zero Corr (Cc) M eni stets Corr. 50.67 2.65 125.00 Mechanical 1 Minute 5.50 1.00 DATE TIME READING R TEMP T 10/2/2014 10:55 Temp Corr 10/2/2014 10:57 31.00 20.3 -0.06 10/2/2014 11:00 24.75 20.3 -0.06 10/2/2014 11:10 18.00 20.2 -0.04 10/2/2014 11:25 13.75 20.2 -0.04 10/2/2014 11:55 11.50 20.2 -0.04 10/2/2014 15:05 9.50 20.2 -0.04 10/3/2014 10:55 8.75 20.3 -0.06 'loisture) LL PL PI 998.142749 MI. 38 31 7 (mm) %Fner 0.032 58.89 0.0O2 45.03 0.013 30.02 0.009 20.60 0.007 15.61 0.003 11.18 0.001 9.56 coarse gravel fine gravel coarse sand medium sand tine sand fines Total 0.00 0.00 0.00 0.29 7.58 92.13 100.00 TEST BY DATE SET UP CHECKED BY REVIEW BY 0.00 7.87 EH/LR 10%112014 LR MR Gdder Associates I nc. APPENDIX A-3-2 PERMEABILITY TESTING RESULTS FLOW PUMP #1 HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA US NG A FLEXIBLE WALL PERM EAM ETER ASTM 05084 M ETHOD D, CONSTANT RATE OF FLOW Specific gravity is assumed. men was remolded to 96.6% cf the Maximum Dry Density r COM MENTS and -0.1% of optimum moisture content (per ASTM 0698) 00 00 cl ❑ O m Flaw Pump Speed Technician PW/PAWNEE WASTE E&P LAN DFILLJCO 1407882A.002 BH -02 Cam? 4-20 t Ce PROJECT TITLE PROJECT NUMBER SAM PL E ID SAMPLE TYPE LL M C, G C ate) E Back Pressure, kPa Effective Consolidation Stress kPa Length During Permeation, cm Area During Permeation, m2 E L s To Q 7'+ N in W CO 0.004284 M O ci ca o r p...: o 1.O 61 ^ 4 h p� M r co co to C O N N 6) r to ,..4E: o o e O 07 r 3. O M01 N r r r O 0i N G O t` N r a) 00 g O 4-4 tO G) ts a 2 4- .O O1 .Z3 } Saturation, % Uncorrected Hydraulic Conductivity (cm/s) 2.77E-07 2.79E-07 2.81E-07 2.79E-07 Gradient O 00 r r CD LO r r d O r r a) LO r r °c E LI- N O W M r N O W M r N O W M r N O W M r E r CI co co r N N 0 " 2 W H N a N N C N N G N N. C N N G N DATE/TIM E O O a r tt) r a r O co a r LA d' a T O O r O O O d O O r r O N m 4 g Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. FLOW PUMP #1 HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA US NG A FLEXIBLE WALL PERM EAM ETER ASTM O5084 M ETHOD D, CONSTANT RATE OF FLOW Specific gravity is assumed. men was remolded to 962% cf the Maximum Dry Density N and +0.2% of optimum moisture content (per ASTM D698) COM MENTS Ln # to ❑ Ct O tb Flaw Pump Speed Technician PW/PAWNEE WASTE E&P LAN DFILLJCO 1407882A.002 BH -04 @ 5-25 t cc PROJECT TITLE PROJECT NUMBER SAM PL E ID SAMPLE TYPE LL O 7 Q) G C N cu Back Pressure, kPa Length During Permeation, cm Area During Permeation, m2 E L s To Q Lei �i M 61 O r....: ct ' O O CD O 4 o 744.33 o M CII M N O op 8 6 r h C O Lo N M 0 O 702.83 Q N r T pN 41 o FC h G) ts a7 .Z5 } Uncorrected Hydraulic Conductivity (cm/s) 3.37E-06 3.35E-06 3.39E-06 3.43E-06 Gradient Oh N V 00;0)a °r- E LT 1� N- N- N- a O O O W W in W N N N N C O) N1 O7 M O 0) O aa) O U 0 CL 5 W I- G a Go N'. N N N N N DATE/TIM E 0 N M M a) a) a) a) a) 0 0 0 0 0 O O O O O et O N m 4 g O O W Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. FLOW PUMP #1 HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA US NG A FLEXIBLE WALL PERM EAM ETER ASTM 05084 M ETHOD D, CONSTANT RATE OF FLOW Specific gravity is assumed. men was remolded to 96.2% cf the Maximum Dry Density r N COM MENTS and at optimum moisture content (per ASTM 0698) 00in u7 n CL ❑ O tb Flaw Pump Speed Technician PW/PAWNEE WASTE E&P LAN DFILLJCO 1407882A.002 BH -08 @ 5-25 t 13 Ce PROJECT TITLE PROJECT NUMBER SAM PL E ID SAMPLE TYPE LL Nil to N. c, of u7 cri G C E Back Pressure, kPa Effective Consolidation Stress kPa Length During Permeation, cm Area During Permeation, m2 E to SD Ci co u7 O N co ^ 0.004275 0.0004074 731.17 c f . M r r M co co 00 0 c . r to O ,M co h S O 0.0003927 00el r cd coc 274% CI CO ' N ^ co o h~ 00 4-4 G1 2 Uncorrected Hydraulic Conductivity (cm/s) 2.06E-06 2.08E-06 1.99E-06 1.96E-06 Gradient co r E 5 LL N- N N. N i W O W O OW O W . r•-• a. r r r r E C O 0%3 2cD (0 cn o U 0 ..r n' 2 W I- n h h r h 66666 N N N N N DATE/TIM E e) d 14 o '(:9 ? * a a a a a r T r T r 0 0 0 0 0 O O O O O Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. FLOW PUMP #1 HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA US NG A FLEXIBLE WALL PERM EAM ETER ASTM D5084 M ETHOD D, CONSTANT RATE OF FLOW and +0.8% of optimum masture content (per ASTM D698) COM MENTS cfl Q n 4 cc Flaw Pump Speed Technician PW/PAWNEE WASTE E&P LAN DFILLJCO 1407882A.002 to N LA O 13 Co cc PROJECT TITLE PROJECT NUMBER SAMPLE ID SAMPLE TYPE LL eN 0 C 1D E Back Pressure, kPa Effective Consolidation Stress kPa Length During Permeation, cm Area During Permeation, m2 to E LO C1 M N: C4 0 O 0 I 4 4 O 730.75 o LO A 13.136 CO 0i O o in C, LU 0 �i to to M cn r O .(771 co �p�y - " 6-2 U.) ele4 CO C,p �' C1 h bb 0 tD co c 0 T 00 Q "� O O G1 2 4- .0 01 } Uncorrected Hydraulic Conductivity (cm/s) N- N. r- n O O O O N. 4 ow Gradient N N r r LO M M °� E 6 N h 1- N- W 4 O 4 4 W W W 1� f� h I. r r r r LL E 0 O N- ICE.' O L U 0 n' 66666 2 N N N N N W I- DATE/TIM E 4 O O a O U O r N N N M M M r T r T r 0 0 0 0 0 O O O O O r~ O W r~ cd Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. FLOW PUMP #2 HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA US NG A FLEXIBLE WALL PERM EAM ETER ASTM 05084 M ETHOD D, CONSTANT RATE OF FLOW Specific gravity is assumed. COM MENTS M 00 r r PRH M❑ O m Flaw Pump Speed Technician PW/PAWNEE WASTE E&P LANDFILL/CO 1407882A.002 BH -13 15-17 / BH-13 @ 15.0-15.35 ft CD f- PROJECT TITLE PROJECT NUMBER SAM PL E ID SAMPLE TYPE CD LL CD �di T 0.001893 e E L0.1 Back Pressure, kPa Effective Consolidation Stress kPa Length During Permeation, cm Area During Permeation, m2 2.70 co f• a) 4 M a) co O O M a7 r o O N 0 coo ( M N T r- 0 �' 2 Co en g 0.0001422 to „JD 0 .ckaNi r ca a) • r n Specific Gravity ❑ Uncorrected Hydraulic Conductivity (cm/s) 1.15E-04 1.13E-04 1.13E-04 1.13E-04 Gradient r r r d' O r r O 1 (V r7 r7 T r Teti r °� E 1' h 1' N- o O Q 0 i W W W W wt -t le LT o5 c cd cd V ;1). 0) Sito a) rn � Sirn C U 0 — N. f• f` f• N- C- G C G C G 2 in N N N N N I- DATE/TIM E 00000 M 0 co O co a7 a a r en N M M M M In !r-5 Co' U7 l�] Average Corrected Hydraulic Conductivity (cm/ s) Golder Associates Inc. FLOW PUMP #2 HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA US NG A FLEXIBLE WALL PERM EAM ETER ASTM D5084 M ETHOD D, CONSTANT RATE OF FLOW Specific gravity is assumed. COM MENTS r h N Held 4t ❑ O tb Flaw Pump Speed Technician PW/PAWNEE WASTE E&P LANDFILL/CO 1407882A.002 BH -13 15-17 / BH-13 @1S7-16.05 ft CD f- PROJECT TITLE PROJECT NUMBER SAM PL E ID SAMPLE TYPE CD LL CD U) Q M O O7 —j •Ttis M la Q 0 G e ate) cu E L Back Pressure, kPa Effective Consolidation Stress kPa Length During Permeation, cm Area During Permeation, m2 2.70 7.553 c• 0 T O r T o. o N. r) N co o cn O 4 N M r n coo Co 7.462 dr 210.54 r O g rr r � O o o N r�i M n • o r O O Specific Gravity ❑ E • }rn C ❑ Uncorrected Hydraulic Conductivity (cm/s) 2.64E-05 2.62E-05 2.61E-05 2.62E-05 Gradient in ca d' ca I N N M N °� E LT 1- n 1- N- o O a o 1 W W W W to co co co cc; c0 cC cp u co up co to U O — CI- 2 in I- n n n n n G C G C G N N N N N DATE/TIM E C) Q) C) Q) C) In !r-5 Co' U7 l�] Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. FLOW PUMP #1 HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA US NG A FLEXIBLE WALL PERM EAM ETER ASTM D5084 M ETHOD D, CONSTANT RATE OF FLOW Specific gravity is assumed. COM MENTS t- Q r Held ❑ O tb Flaw Pump Speed Technician PW/PAWNEE WASTE E&P LANDFILL/CO 1407882A.002 BH -13 40-42 / BH-13 Cam? 40.35-40.70 CD PROJECT TITLE PROJECT NUMBER SAMPLE ID SAMPLE TYPE CD LL } N C, G e 1D E L w a. Back Pressure, kPa Effective Consolidation Stress kPa Length During Permeation, cm Area During Permeation, m2 hi E 2.70 7.155 al rn co co O O r to8 Ci S c 218.30 o V N �O o O~O 7.430 N .4 co S O gl N G a O A T O N N C�pp M O C O 45 O1 CO Specific Gravity Saturation, % Uncorrected Hydraulic Conductivity (cm/s) ' O O till to C O O O W W vi tr5 O O i tri Gradient I N La fV N La CV N La fV N La N °� LT 1 N' 9E W o5 N- O W c h O W cd N - O i W cd V C CO 0O CO CO CO U 0 n' 2 W I- G N C N G N C N G N DATE/TIM E 0 M N 0 O N 0 M N 0 O N 0 M N M 'Cr M le M M M Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. FLOW PUMP #1 HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA US NG A FLEXIBLE WALL PERM EAM ETER ASTM D5084 M ETHOD D, CONSTANT RATE OF FLOW during take dawn COM MENTS CD M r PRH ❑ O tb Flaw Pump Speed Technician PW/PAWNEE WASTE E&P LANDFILL/CO 1407882A.002 BH -13 40-42 / BH-13 Cam? 41.4-41.75 CU f- PROJECT TITLE PROJECT NUMBER SAM PL E ID SAMPLE TYPE CD LL CD O s O M S 0 C ra E L w a. Back Pressure, kPa Effective Consol idation Stres , kPa Length During Permeation, cm Area During Permeation, m2 C) 8 5 2.70 7.471 8 ..zi rn coW T O Co r S Q 234.60 o .c c4. T O . o B% N N: M 4 Mq Q1 r S 0.0001422 216.79 0 r N: c et p� Cp o r C N. Specific Gravity ❑ E • }rn C ❑ 0 C a i Uncorrected Hydraulic Conductivity (cm/s) et et et et a O O O .- 2 0 fn fntri tri Gradient N N (N N °r- E n N h N- o 9 Q Q i 1 W W W W o5 c cc; cd E C CI r r N N N N N N N N 0 ..r 4. 2 W I- n n f` n N O O O O O N N N N N DATE/TIM E 00000 CCO 0M 0 M U, N U) Q Q f1J fri f!J Co Ca et et et et et M M M CO M fa w O Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. APPENDIX A-3-3 CONSOLIDATION TESTING RESULTS .n O •" a ti > r-4 r-, . I I -A. O ri G Z l J .> 4-, 4 O V -8o ❑ \Vet Mass = 0.217 lb 0.238 lb Apparatus: Frame No. 3 I t -rJ C ,L r O' O 0 rn le f en .) u .' i G` Title: ASTM 02435 ONE-DIMENSIONAL CONSOLIDATION TEST REPORT SPECIMEN AND SUMMARY DATA ci LA CD W wail Time to 50% Consolidation (mill) o c.- _ Coefficient of Consolidation (ft iday) t-- O N r•1 a c ^t rl x et V•: Job Number: 1407882A Average Void Ratio 0Or^ G eF a I I rt d z 1 1 Led around consolidometer ring spxt Time Deformation Method 2 (Root time) y. C N 2 (Root time) Start Date: 10/29/2014 uO "Z Q - z a; F c. Void Ratio a �t V; N .- .- •nT 00 O `•t 00 O O X;1- O -,-,0 in O ^ 1`- a c a Y_ cc O C O r- N C. O -t O+ O I I I optima: %aravuy L. MI1 �S511111CU L. ! V l.�ssumeu vv um. Lamina of i nuauaari�•s t ra uvr L Lb rla 1. r .a %o Specimen Height of Solids — 0.6166 in 0.6166 in Trimming Procedure: trinuL ad Duration Axial Strain (%) O — c i M M M `•Y x ? a -1 CI O a . 'a 0) H ton V u a — — C — Deformation Specimen Height (in) (in) 7 ,r: r•1 re: - r: — r- a N a ,n 00 N O ,fl CC rd x NON 00 rd x rd c et r•1 7 a — cc NG -I 4n cc -i r - a -I O 0 O Ti.- - O r: Ctil O 't 'I* O 'i' 'I' O '.D <I' O CI Q O Y_ — O ^ v: O v 7 O a K. O I --CO tV a Technician: RJM/lt1GC Ai lied of Primary Consolidation Specimen Deformation Height Axial Strain Void Ratio (in) (in) MI) '.G O a a c N a o O ^ a N Golder Associates Inc. Denver, Colorado Job Short Title: PWiPAWNEE WASTE i;&P I,ANI)FIIJ:ICO Sample: BH-14 15-17 (a? 15.95-16.3 ft. — —, t- el r•1 r-: rJ Z t` x — 0.0543 r•1 in o, x t- r: Load Duration (min) o O O - 4260 OOOO� 't r4 4260 ' - 0 K 0 G8 0 O in - Axial Stress (ksf) __ — a in l a a a O a Ni et a 00 O `� a 7 a - in r4 -.--- o ^ (.I en 7 VI %.O r • x O O •V Void Ratio vs. Axial Stress 1.200 1.100 � —-.,P 1.000 's... r U End of Load 4 •--^_^ - Duration a 0.900 — ;> a End of Primary Consolidation 0.800 0.700 0.600 0.1 1 10 100 Axial Stress, kg Average Void Ratio vs. Coefficient of Consolidation 1.200 . �FF.FFFFFF� 0555555 .555 1.100 X5,55555 .555 FFFFFFF.FFFFFFSFFFF•FF.F.. .��_. 1.000 0 0555555 �� 555 '0.0 0.900 ti lllllll�llll lll�Fl�FF•. ��_s 0.800 �Fllllll.FlllllllFll�-55 �Fll�Fl.FI• ' Fllllll.FlllllllFll�Fll•F.� �� 0.700 �Fllll�lllll�ll 1. ��. 0.600 0.1 1 10 Coefficient of Consolidation. ft2/day Golder Associates Inc. Denver, Colorado Title: ASTM D2435 ONE-DIMENSIONAL CONSOLIDATION TEST REPORT CONSOLIDATION PLOTS Job Short Title: PW/PAWNEE WASTE LANDEAR11I C:O Sample: B1-1-14 15-17 (a; 15.95-16.3 ft. "Technician: RJM/MGC Reviewed: CCS Start Date: 10/29/2014 Job Number: 1407882A Figure: 2 0.25 ksf 0.50 ksf Square Root of Time (min"2) 1.00 ksf 1.3000 1.2980 1.2960 •-9 1.2940 • 1.2920 ✓ 1.2900 1.2880 1.2860 1.2840 0 5 30 35 10 15 20 25 Square Root of Time (mini/2) 40 Golder Associates Inc. Denver, Colorado Job Short Title: PW/PAWNEE WASTE LANDEAR NIA- O Sample: B11-1415-17 (a; 15.95-16.3 ft. Title: ASTM D2435 ONE-DIMENSIONAL CONSOLIDATION TEST REPORT TIME -DEFORMATION PLOTS (1) Technician: Re%ler►ed: Start Date: Job Number: Figure: RJM/MGC CCS 10/29/2014 1407882A 3 1.00 ksf 1.2870 1.2860 1.2850 —� ;.1.2840 1.2830 etc i 1.2820 ■n Z 1.2810 1.2800 1.2790 0 5 10 Square 15 Root 20 of Time 25 (min"2) 30 35 40 2.00 ksf 1.2855 1.2850 c 1.2845 ... ~ 1.2840 mow t �...,.M x 1.2835 "+ -s-s'.`r 1.2830 • .....�,�..41..6 y.,�,,rv-� 1.2825 0 5 1) 15 Square 20 Root of 25 Time (min1/2) 30 35 40 4.00 ksf 1.2850 i 1.2800 I I 1.2750 ,c 1.2700 . x 1.2650 1.2600 1.2550 0 5 10 15 Square 20 Root of 25 Time (mini'=) 30 35 40 Golder Associates Inc.Title: Denver, Colorado ASTM D2435 ONE-DIMENSIONAL CONSOLIDATION TEST REPORT TIME -DEFORMATION PLOTS (2) Job Short Title: PW/PAWNEE WASTE LANDEAR11IIC:O Sample: I B1-1-14 15-17 (a; 15.95-16.3 ft. "Technician: RJM/MGC Reviewed: CCS Start Date: 10/29/2014 Job Number: 1Figure: 1407882A 4 8.00 ksf 1.2700 1.2600 + 1.2500 'c. 1.2400 x 1.2300 1.2200 1.2100 0 10 20 Square 30 40 Root of Time (nuns'-) 50 60 70 16.00 ksf 1.2200 1.2100 1.2000 (.... !::..•.',c c 1.1900 x 1.1800 — 1.1700 — — -- "- 1.1600 0 5 10 15 Square 20 Root of 25 Time (min"2) 30 35 40 4.00 ksf 1.1780 R 1.1760 +--- 4l -._a- c 1.1740 +a* ' 1.1720 ear z 1.1700 4/ 1.1680 1.1660 0 2 4 6 Square 8 10 Root of 12 Time (miin"2) 14 16 18 20 Golder Associates Inc. Denver, Colorado Title: ASTM D2435 ONE-DIMENSIONAL CONSOLIDATION TEST REPORT TIME -DEFORMATION PLOTS (3) Job Short Title: PW/PAWNEE WASTE LANDEAR11IIC:O Sample: l B1-1-14 15-17 @ 15.95-16.3 ft. "Technician: RJM/MGC Reviewed: CCS Start Date: 10/29/2014 Job Number: 1Figure: 1407882A 5 1.00 ksf 1.1900 I ii � 1 0'6"1.1860 1.1880 �a•�-�� 1.1840 �.E c 1.1820 ot 1.1800 Z 1.1780 1.1760 11740 0 5 10 15 Square 20 Root of Time 25 (min"2) 30 35 0.25 ksf 1.1980 t"ea+* 1.1960 sa j,.t.t-+ 1.1940 } ,c 1 1.1920 .. 1.1900 pearse 1.1880 1.1860 0 5 10 15 20 Square Root 25 of Time 30 (nom "2) 35 40 45 Golder Associates Inc. Denver, Colorado Title: ASTM D2435 ONE-DIMENSIONAL CONSOLIDATION TEST REPORT TIME -DEFORMATION PLOTS (4) Job Short Title: PW/PAWNEE WASTE LANDEAR11IIC:O Sample: l B1-1-14 15-17 (a; 15.95-16.3 ft. 'Technician: RJM/MGC Reviewed: CCS Start Date: 10/29/2014 Job Number: 1Figure: 1407882A 6 Hello