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HomeMy WebLinkAbout9.0 Construction Quality Assuarance Report 11.07.2016• • • CONSTRUCTION QUALITY ASSURANCE REPORT SOUTH CANYON SOLID WASTE DISPOSAL SITE PHASE 4B Prepared for: The South Canyon Solid Waste Disposal Site City of Glenwood Springs Garfield County, Colorado Prepared by: American Environmental Consulting, LLC 8191 Southpark Lane Suite 107 Littleton, CO 80120 November 7, 2016 • FINAL REPORT CONSTRUCTION QUALITY ASSURANCE FOR CONSTRUCTION OF COHESIVE SOIL LINER PHASE 4B SOUTH CANYON SOLID WASTE DISPOSAL SITE GLENWOOD SPRINGS, GARFIELD COUNTY, CO November 9, 2016 I hereby certify that the construction of the liner and leachate collection system and this documentation report for Phase 4B at the South Canyon Solid Waste Disposal Site in Garfield County, Colorado was conducted under my supervision, and that I am a registered Professional Engineer under the laws of the State of Colorado. I further certify that the construction activities for Phase 4B were performed in substantial compliance with appropriate specifications and Colorado Regulations Pertaining to Solid Waste Sites and Facilities. 23004 �,• = • e •CtJ� °• �I I H a Michael H. Stewart, P.E. Registration No. 23004 • • • TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 CONSTRUCTION BACKGROUND 2 2.1 Phase 4B Background/Construction Activities 2 2.2 Parties to Construction 3 2.3 Construction Equipment 4 2.4 Construction Schedule 4 3.0 SUBGRADE PREPARATION 5 3.1 East Trench 5 3.2 Groundwater Underdrain Trench 5 3.3 Subgrade Floor Construction 7 3.4 CQA Testing for Structural Fill 7 4.0 CLAY LINER CONSTRUCTION 9 5.0 PIPELESS LEACHATE DRAIN/TEMPORARY COLLECTION SUMP 14 6.0 TEMPORARY TERMINATION BERM 15 7.0 CONCLUSIONS 16 TABLES TABLE 1 MINIMUM FREQUENCY OF TESTING FOR CQA EVALUATION OF STRUCTURAL FILL 7 TABLE 2 STRUCTURAL FILL MATERIAL LABORATORY RESULTS 8 TABLE 3 MOISTURE DENSITY TESTS REQUIRED AND TAKEN 8 TABLE 4 PHASE 4 COHESIVE SOIL LINER MINIMUM REQUIRED MATERIAL PROPERTIES 9 TABLE 5 PHASE 4 COHESIVE SOIL LINER PRECONSTRUCTION TESTING AND FREQUENCY 10 TABLE 6 PHASE 4 SOIL LINER CONSTRUCTION TESTING AND FREQUENCY 10 TABLE 7 RECOMPACTED CLAY MATERIAL LABORATORY RESULTS 11 TABLE 8 LABORATORY CLAY LINER IN-SITU PERMEABILITY VERIFICATION RESULTS 12 TAB SECTIONS PHOTOGRAPHIC DOCUMENTATION APPENDIX A MOISTURE DENSITY TEST RESULTS A.1 STRUCTURAL FILL MOISTURE DENSITY TEST RESULTS A.2 COHESIVE SOIL LINER MOISTURE DENSITY TEST RESULTS AEC • APPENDIX B.1 B.2 B.3 APPENDIX C.1 C.2 APPENDIX D.1 D.2 • • TABLE OF CONTENTS (Continued) B LABORATORY TEST DATA PRE -CONSTRUCTION SAMPLES COHESIVE SOIL LINER MATERIAL CONSTRUCTION SAMPLES COHESIVE SOIL LINER MATERIAL COHESIVE SOIL LINER MATERIAL HYDRAULIC CONDUCTIVITY TEST RESULTS C MATERIAL SPECIFICATIONS GEOTEXTILE SPECIFICATIONS HDPE PIPE SPECIFICATIONS D SURVEY DATA AND RECORD DRAWINGS CERTIFICATION SURVEY SPREADSHEETS AS -BUILT RECORD DRAWINGS i1 AEC Phase 4B Construction Certification Report Page 1 South Canyon Landfill November 6 , 2016 1.0 INTRODUCTION The South Canyon Landfill, located in Glenwood Springs, Colorado, is owned by the City of Glenwood Springs and operated by Heartland Environmental. American Environmental Consulting, LLC (AEC) was retained to provide Construction Quality Assurance (CQA) services for the construction of Phase 4B, an approximate 1.34 -acre municipal solid waste disposal area, Phase 4B's liner system on the cell floor consisted of the following (bottom to top): • Prepared subgrade that meets CQA specifications • Groundwater underdrain trench • 12 -inch thick low permeability cohesive soil liner compacted to a permeability of 1x10"7 centimeters per second (cm/sec) or less • Temporary leachate collection sump • A 16 -inch high leachate drainage drain line consisting of shredded tires wrapped with an 8 - ounce geotextile continuing from Phase 4A • Construction of a temporary 5 -feet tall termination berm on the East edge This construction project commenced on August 22, 2016 with subgrade preparation activities and ground water drainage trench's excavation. During construction, AEC was responsible for monitoring the construction activities and ensuring that the material and installation procedures were in general compliance with the specifications included in the July 2016 Construction Quality Assurance Plan (CQA Plan), Phase 4B Addition construction drawings, and industry standards. The CQA Plan outlined the methods of construction, quality assurance testing procedures, and reporting requirements applicable throughout construction. The CQA Plan addressed the cohesive soil liner and leachate collection system, and was designed, so landfill construction methods met the permit conditions and applicable state regulations and policies. The sections of this report that follow describe the CQA activities provided by AEC and present the CQA data generated during construction to demonstrate that the Phase 4B addition was constructed in general compliance with the approved CQA Plan, the construction drawings, and applicable state regulations and policies. The CQA Engineer and/or a designated CQA Technician were on site during the installation of the subgrade, cohesive soil liner, and the leachate collection system. Documentation of the installation is furnished in the appendices of this report, including the following: • Photographs • Cohesive Soil Liner installation and Testing Documentation • Field and Laboratory Test Results • Certification Survey Data • Record Drawings Regulations require CDPHE approval of this report prior to filling in the newly constructed cell. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL Phase 4B Construction Certification Report Page 2 South Canyon Landfill November 6 , 2016 2.0 CONSTRUCTION BACKGROUND 2.1 Phase 4B Background/Construction Activities AEC conducted this project in general compliance with the South Canyon Landfill (SCLF) Engineering Design and Operations Plan (EDOP) plan that was originally prepared and dated September 30, 1994 and submitted to Garfield County by Steffen, Robertson, and Kirsten (SRK). This project includes construction of the Phase 4B liner and also requests approval to fill in Phase 4B allowing a modification to the original EDOP. The modification includes a change in the area initially approved to be lined with a one -foot recompacted soil barrier. The original plan included "lining of the remaining base area of the landfill" (SRK Facility Design and Operations Plan, September 30, 1994, page 6-7). This lined area included approximately 4.7 acres. A portion of this area (1.47 acres, adjacent to the Phases 4A and 4B areas) is currently filled with refuse (see the attached drawing) and cannot be lined. In Phase 4B, a portion of the floor of the cell was found to include historic waste filled in the southwestern corner. The area was surveyed and is shown on the attached drawing. This area was not lined since it is in an area that was historically filled. An underdrain was also placed in this area to route shallow groundwater discovered in the Mancos shale during proof -rolling operations. In order to implement the CQA program, AEC generally followed the criteria used in during construction of the Phase 5 area. For the Phase 4B cell construction, AEC performed the following CQA monitoring activities: Subgrade Preparation CQA monitoring during subgrade preparation involved the following activities: • Prior to cohesive soil liner placement, AEC observed the subgrade for soft spots, pumping, or deleterious materials. Soft areas were excavated and structural fill material was placed and tested according the specifications in the CQAP. During the proof -rolling activities, shallow groundwater was discovered and it was decided to install an underdrain system prior to completing subgrade preparation. The underdrain installation is more fully discussed in Section 3.2 of this report. • AEC observed that debris, including plant materials such as trees, stumps, and roots were not present prior to subgrade construction and preparation. • AEC reviewed subgrade elevations in accordance with the applicable survey program. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTPhase 4A cert Rpt FINAL Phase 4B Construction Certification Report Page 3 South Canyon Landfill November 6 , 2016 Cohesive Soil Liner Construction CQA monitoring for the cohesive soil liner placement involved the following activities: • AEC obtained representative soil samples for USCS classification, particle size distribution, Atterberg limits, standard proctor, and hydraulic conductivity testing. • AEC conducted nuclear density tests to determine compacted in-place density and moisture content • AEC observed construction procedures • AEC observed soil material for consistency during placement • AEC documented CQA activities • AEC reviewed cohesive soil liner elevations in accordance with the applicable survey program 2.2 Parties to Construction Heartland Environmental completed the excavation and construction of the Phase 4B area under oversight of American Environmental Consulting, LLC (AEC). CQA services, geotechnical testing, and survey services were provided independently from the construction work. Parties to the construction include: Owner City of Glenwood Springs 101 West 8th St. Glenwood Springs, Colorado 81601 King Lloyd, Solid Waste and Resource Recovery Manager CQA Management/Certifying Engineer American Environmental Consulting, LLC 8191 Southpark Lane, Suite 107 Littleton, Colorado 80120 Curtis Ahrendsen Michael H. Stewart, P.E. Earthworks/Operator Heartland Environmental P.O. Box 1276 Basalt, Colorado 81621 Larry Giroux, Owner CQA Oversight/Monitoring American Environmental Consulting, LLC 8191 Southpark Lane, Suite 107 Littleton, Colorado 80120 Curtis Ahrendsen/Jordan Adkins AEC Projects1Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL Phase 4B Construction Certification Report South Canyon Landfill Surveyor High Country Engineering Inc. 1517 Grand Avenue, Ste. 101 Glenwood Springs, Colorado 81601 Frank Harrington, P.L.S. 2.3 Construction Equipment Page 4 November 6 , 2016 Independent Soil Testing Laboratories Golder Associates Inc. 9197 West 6th Ave, Building C Suite 100 Lakewood, CO 80215 Matthew Barrett, Lab Manager Construction equipment used throughout construction varied, but included the following: • Bomag Sheepsfoot BC 473EB • Volvo Front End Loader — 6 cubic yard bucket • Komatsu Excavator • Komatsu 20yd Capacity Dump Truck — 2 • Water Truck • Motor Grader -Cat 140G • Komatsu Bulldozer Water for construction purposes was obtained from an on-site source. 2.4 Construction Schedule Subgrade preparation of Phase 4B was performed by Heartland Environmental and commenced on August 22, 2016. The existing ground surface in the Phase 4B area was near design grades, therefore little excavation was necessary. During proof rolling, soft spots were found and excavated. The excavation uncovered a limited area of historic refuse and relatively shallow ground water; and an underdrain system was installed as part of the subgrade preparation work. The subgrade was certified for placement of clay liner on September 8, 2016. Placement of the first lift of the cohesive clay liner began on September 8, 2016, and the second and final lift was completed on September 28, 2016. The pipeless drain was constructed in-place on September 29, 2016 as was the temporary sump. A termination berm was completed to route leachate to the temporary sump. AEC conducted a final walkthrough of the Phase 4B area to verify completion on October 12, 2016. AEC Projects\Glenwood\2016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL Phase 4B Construction Certification Report Page 5 South Canyon Landfill November 6 , 2016 3.0 SUBGRADE PREPARATION The Phase 4B subgrade was prepared in three parts: 1. excavation and structural backfill of the east trench 2. excavation, pipe installation, and structural backfill of the groundwater trench 3. structural backfill and grading to subgrade contours of the Phase 4B floor The existing ground surface in the main floor area of Phase 4B was near design grades prior to commencement of construction, so very little excavation was required. Heartland proof rolled the entire Phase 4B floor with a fully loaded front end loader to identify soft spots on the subgrade that required repair. A soft area along the west edge of the Phase was identified, and the soft soils were excavated and removed uncovering shallow groundwater in the fractured Mancos shale. Water was observed draining from two distinct fractures in the shale. Two trenches were excavated to the east and south in an effort to gravity drain the water and dewater the fractures. The water flow reduced considerably but did not cease so it was decided to install an underdrain trench (see Section 3.2). 3.1 East Trench The first trench to the east was excavated with the intention of draining the water from the fractures. The trench was approximately 100 feet in length and 4 feet wide to a depth of 2 feet. A second trench, the groundwater trench was excavated to allow the east trench to be filled and allow a larger subgrade floor area to be prepared while working on the groundwater underdrain. The east trench required approximately 30 cubic yards of structural fill and was backfilled to subgrade elevations using structural fill specifications. Two lifts of structural fill was installed and two moisture density tests were required to be completed during backfilling to meet the requirement of one test per lift in an area of 10,000 square feet (sf). Actually, four tests were taken and showed the backfill to meet the project specifications (Appendix A.1). All compaction was completed using front loaders and the Bomag sheepsfoot compactor. 3.2 Groundwater Underdrain Trench A groundwater underdrain trench was then excavated to the south with the intent of draining the water from the fractured Mancos discovered as soft spots that were observed during the subgrade proof -rolling activities. After excavating the soft areas, water was initially observed flowing from cracks in the Mancos shale at a rate of approximately 0.5 gals/min. The water was measured by damming up the water, inserting a PVC pipe in the dam, and using a measuring cup and stop watch. Over time, the water flow appeared to reduce to approximately 0.33 gal/min. A trench was excavated from the northernmost soft spot extending south beyond the edge of the Phase 4B limit to allow the water to drain. The water freely drained and the volume reduced but did not stop. Therefore, it was determined that an underdrain similar the one completed in Phase 5 would be required to be installed to continuously allow water flow from the fractured Mancos. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR11Phase 4A cert Rpt FINAL Phase 4B Construction Certification Report South Canyon Landfill 111 During excavation of the groundwater trench, trash was uncovered that had been filled at least as long ago as 1978, based on a dated newspaper found during excavation (see photo log). The historic trash area line was revised to include this area and the area was not required to be lined (according to the permit and as per a conversation between King Lloyd, SCLF and Bob Peterson, CDPHE on September 1, 2016). Any of the excavation in this area was backfilled with structural fill up to the top of clay layer to ensure proper drainage across the cell. The revised historic line of refuse is shown on Plate 5. The recompacted liner was placed to this historic trash line and verified by moisture/density test and survey. The underdrain design is similar to the design of the underdrain installed during the construction of Phase 5. Plate 5 shows the alignment of the underdrain and Plate 8 shows the detail with the typical trench design. The trench was approximately 11,000 sf at the surface with a length of approximately 275 feet and width averaging roughly 40 feet at the surface. The depths ranged from 4 feet to approximately 10 feet. The trench was opened up and tapered to allow the Bomag sheepsfoot to compact the structural fill upon backfilling. Structural fill was placed in the trench to a depth of roughly 4 feet below ground surface (and below the water level of the fractures carrying the water) and then a pipe trench was excavated to a depth of one foot for placement of the underdrain pipe and gravel. The trench was wrapped with an 8 -ounce geotextile (Appendix C.1) and approximately 3 inches of bedding gravel was placed in the trench. The 6 -inch SDR 11 pipe (Appendix C.2) was placed on the gravel and then the remaining gravel was placed to a total depth of one foot above the base of the trench. The pipe was perforated only for the initial 200 • feet to collect the water in the two fracture locations and blank pipe was installed in the remainder of the alignment since there was no other water found. The geotextile was overlapped over the gravel and the remaining trench was then backfilled with structural fill. At the southern limit of the Phase 4B cell, a bentonite plug was installed around the pipe. The CQA monitor periodically verified the height, width, pipe depth, and rock depth of the French drain in the field to meet the design engineer's specifications. The top of the pipe was surveyed using Heartlands top -con survey equipment approximately every 50 feet to note the alignment in the design drawings. Using approximately 2,852 CY of structural fill material, the underdrain trench was filled to subgrade design elevations at lifts no greater than 12 -inches. The structural fill was compacted using the Bomag sheepsfoot compactor. The density and moisture content of the fill were tested with a CPN nuclear density gauge at the minimum frequency specified by the CQA Plan (one test per lift for every 10,000 sf of area and shown on Table 1. The area had a maximum fill depth of approximately 10 feet, requiring one passing test per lift from depths 10' to the depth of 5', then requiring two passing tests per lift to subgrade for a total of thirteen passing tests (because the area expanded to roughly 11,000 sf, greater than the 10,000 sf per lift in the CQAP). A total of 20 passing tests were taken when refilling and compacting the subgrade soils over the groundwater trench. Page 6 November 6 , 2016 • Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTPhase 4A cert Rpt FINAL AEC Phase 4B Construction Certification Report Page 7 South Canyon Landfill November 6 , 2016 3.3 Subgrade Floor Construction There was approximately 871 CY of structural fill required to bring the subgrade floor to design elevations prior to placing the recompacted liner. This was done using the Bomag sheepsfoot compactor and using the same CQAP requirements for structural fill. The area of the fill was approximately 10,792 sf however this was only the area for the top subgrade lift of structural fill. The other areas were less than 10,000 sf and required only one moisture/density test per lift while the top lift required two tests for a total of 6 tests over the floor structural fill with an additional two tests at the base of the "throat" from Phase 4A. Actually, a total of 12 moisture/density tests were taken on the subgrade material on the floor. An additional two tests were taken where the "throat" of Phase 4B meets the floor (Appendix A.1). The area connecting the Phase 4 B area to the Phase 4A area was graded and surveyed to set the subgrade elevations. Grading was done to the toe of the slopes on either side and the survey was done to determine the top of clay elevations. Structural fill was placed in a limited area in the toe of this area and two passing tests were taken to ensure the compaction of the soils meet the project specifications. 3.4 CQA Testing for Structural Fill Three soil samples (B-7, B-9, B-15) were collected to be used as structural fill (approximately 4,901 CY fill) prior to their use and tested in the laboratory for the required properties, meeting the minimum requirement of one sample for every 5,000 cubic yards placed of structural fill placed. It is worth noting that, generally, the same soil material was used for the structural fill as for the recompacted soil liner and was installed the using the same methods. The CQA Plan requires that samples of structural fill material be tested in the laboratory for Standard Proctor Analysis per ASTM D-698 (moisture/density relationships), Sieve Analysis by ASTM D-422, and Atterberg Limits Analysis by ASTM D-4318 at the frequencies shown in Table 1. The laboratory reports of the structural fill material tests are included in Appendix B.1, and a brief summary of the results are included in Table 2. These samples also served as pre -construction samples for the cohesive soil liner as discussed in Section 4. MINIMUM TABLE 1 FREQUENCY OF TESTING FOR CQA EVALUATION STRUCTURAL FILL FREQUENCY MATERIAL PROPERTIES OF STANDARD TEST METHOD TEs I' l Standard Proctor 1 per 5,000 cy placed (minimum 1 per source) 1 per 5,000 cy placed (minimum 1 per source) 1 per 5,000 cy placed (minimum 1 per source) ASTM D 698 ASTM D 422 ASTM D 4318 Sieve Analysis Atterberg Limits IN PLACE Nuclear Density Meter (100 ft. grid) In -Situ Moisture Content In -Situ Moisture Content In -Situ Moisture Content In -Situ Dry Unit Wei ht In -Situ Dry Unit Weht In -Situ Dry Unit Weight Note: ASTM D3017 and D2922 have been combined and superseded by ASTM D6938 and field testing as also conducted in general accordance with ASTM D6938. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIOMREPORTIPhase 4A cert Rpt FINAL Phase 4B Construction Certification Report South Canyon Landfill Page 8 November 6 , 2016 Notes: Material used for structural fill as well as cohesive soil liner in B -7R and B-9. (1) Sample recompacted to approximately 95% maximum dry density and +2% to +5% optimum moisture content. (2) The original remolded Permeability test for soil sample B-7 failed to meet minimum project specifications. Additional soil from the B-7 sample was retested at a higher moisture content and the retest was named B -7R. The report sections detailing individual areas note the number of moisture density tests required as per the CQAP and the actual number passed. In summary, the following testing was completed: TABLE 3 MOISTURE DENSITY TESTS REQUIRED AND TAKEN (PASSED) TABLE 2 STRUCTURAL FILL MATERIAL LABORATORY RESULTS MCD Tests Required M/D Tests Passed Liquid Limit (min) Plastic Index (min) #200 Sieve% (min) Maximum Density ASTM D698 (Pcl) Optimum Moisture ASTM D698 (%) Permeability (1) ASTM D5084 (cm/s) Sample No, U.S.C.S Class 14 CQA Standard CL, CH, SC, ML 20 10 30% NA NA NA B -7/B -7R(2) CL 28 11 90 119.1 13.4 B-9 CL 29 13 85 119.1 13.7 8.6x10"8 B-15 CL 29 10 86 112.7 12.9 -- Notes: Material used for structural fill as well as cohesive soil liner in B -7R and B-9. (1) Sample recompacted to approximately 95% maximum dry density and +2% to +5% optimum moisture content. (2) The original remolded Permeability test for soil sample B-7 failed to meet minimum project specifications. Additional soil from the B-7 sample was retested at a higher moisture content and the retest was named B -7R. The report sections detailing individual areas note the number of moisture density tests required as per the CQAP and the actual number passed. In summary, the following testing was completed: TABLE 3 MOISTURE DENSITY TESTS REQUIRED AND TAKEN (PASSED) Area MCD Tests Required M/D Tests Passed East Trench 2 4 Underdrain Trench 13 20 Subgrade Floor 8 14 A copy of the moisture and density test results for the structural fill is included in Appendix A.. After the subgrade surface was fine -graded and surveyed to verify compliance with the project design, CQA personnel reviewed the subgrade survey data for compliance with project design plans which require surveying on a minimum 50 -foot grid system as well as appropriate points along the historic trash line. All subgrade survey data prepared by a Professional Land Surveyor (PLS) and was reviewed to meet the specifications. Following review and approval clay liner placement began. The as -built subgrade elevations verifying compliance with project plans are contained in the survey spreadsheet included in Appendix D.1. The subgrade survey point numbers on the certification spreadsheet correspond to locations shown on Plate 5 in Appendix D.2. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL Phase 4B Construction Certification Report Page 9 South Canyon Landfill November 6 , 2016 4.0 CLAY LINER CONSTRUCTION Prior to commencing construction of the cohesive soil liner, AEC collected pre -construction soil samples from the soils intended for use in the Phase 4B liner. Pre -construction samples were collected at the minimum frequency specified in Table 4 and were tested for the pre -construction material properties listed in Table 3. Approximately 58,246 sf of the Phase 4B area was lined with a minimum thickness of 1 -foot of cohesive soils, requiring approximately 2,256 cubic yards (CY) of cohesive soils and a minimum of one pre -construction sample. Three pre -construction samples (B -7/B -7R, B-9, and B-18) were collected from the soils used in the construction of the Phase 4B cohesive soil liner, exceeding the minimum required pre -construction samples. All samples exceeded the minimum properties required by the CQA Plan with the exception of B-7, which initially failed to meet the maximum permeability requirement. The first permeability test using B-7 soils was remolded to 94.8 % of maximum dry density and +0.1% of optimum moisture content and achieved a permeability of 5.8 x 10"7. For the second test (B -7R), additional soil from the B-7 sample was remolded to 95.1% of maximum dry density and +1.9% of optimum moisture content and achieved a permeability of 8.6 x 10"8. As a result of this permeability test, the specifications for clay liner constructed in the Phase 4B area were changed to compaction to a minimum of 95% of maximum dry density with a moisture content of +2% to +5% of optimum (rather than optimum to plus 4% as used in Phase 5). The pre -construction geotechnical results are included in Appendix B.1, and a summary of the results is shown on Table 6. TABLE 4 PHASE 4 COHESIVE SOIL LINER MINIMUM REQUIRED MATERIAL PROPERTIES Required Properties for Pre -Construction & Construction Samples Classification: CL, CH, SC or ML under the Unified Soil Classification System Grain Size: >30% passing a #200 sieve Permeability: Less than or equal to 1 x 10-' cm/sec Liquid Limit: Greater than 20 percent Plasticity Index: Greater than 10 percent Required Properties for Construction Samples Only Density: Greater than or equal to 95 percent (ASTM D 698) Moisture Content: +2 to +5 percent (inclusive) of Optimum (ASTM D 698) AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL Phase 4B Construction Certification Report South Canyon Landfill Page 10 November 6 , 2016 PHASE 4 PRECONSTRUCTION TABLE 5 COHESIVE SOIL LINER TESTING AND FREQUENCY Frequency ;fest Method Atterberg Limits (ASTM D 4318) 1 test per 6,540 cubic yards of material placed and for each change of material type Grain Size (ASTM D 422) 1 test per 6,540 cubic yards of material placed and for each change of material type Standard Proctor (ASTM D 698) 1 test per 6,540 cubic yards of material placed and for each change in material type Hydraulic Conductivity (Remolded) (ASTM D 5084) 1 test per 13,080 cubic yards of material placed and for each change of material type TABLE 6 PHASE 4 SOIL LINER CONSTRUCTION TESTING AND FREQUENCY Fest Method Frequency Atterberg Limits (ASTM D 4318) 1 test per 3,000 cubic yards of material placed and for each change of material type Grain Size (ASTM D 422) 1 test per 3,000 cubic yards of material placed and for each change of material type Standard Proctor (ASTM D 698) 1 test per 3,000 cubic yards of material placed and for each change in material type Hydraulic Conductivity (ASTM D 5084, Shelby Tube) 1 test per 10,000 cubic yards of cohesive soil placed with a minimum of 1 test per lift Field Density (ASTM D 6938) 4/acre/lift: or 1/10,000 sf per lift Field Moisture (ASTM D 6938) 4/acre/lift: or 1/10,000 sfper lift Note: ASTM D3017 and D2922 have been combined and superseded by ASTM D6938 and field testing was also conducted in general accordance with ASTM D6938 AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORT1Phase 4A cert Rpt FINAL Phase 4B Construction Certification Report South Canyon Landfill Page 11 November 6 , 2016 TABLE 7 RECOMPACTED CLAY MATERIAL LABORATORY RESULTS Sample No. U.S.C.S Class. Liquid Limit (min) Plastic Index (min) #200 Sieve% (min) Maximum Density ASTM D698 (Pcf) Optimum Moisture ASTM 1)698 (%) Permeability (1) ASTM D5084 (cm/s) 30% NA NA 1 x 10-7 CQA Standard CL, CH, SC, ML 20 10 B -7/B -7R(2) CL 28 11 90 119.1 13.4 8.6 x 10.8 B-9 CL 29 13 85 119.1 13.7 8.6 x 10-8 B-18 CL 28 13 75 119.8 12.9 3.4 x 10-8 CON -2 CL 34 16 90 113.3 14.8 -- Notes: Material used for structural fill as well as cohesive soil liner. (1) Sample recompacted to approximately 95% maximum dry density and +0% to +2% optimum moisture content. Tested at @ 8 psi consolidating stress. (2) The original remolded Permeability test for soil sample B-7 failed to meet minimum project specifications. Additional soil from the B-7 sample was retested at a higher moisture content and the retest was named B -7R. Following approval of the subgrade conditions and certification of the subgrade survey data, placement of the clay soil liner began on September 8, 2016. Approved clay soils were watered and loaded from the stockpile by excavator and were transported and placed into Phase 4B using Komatsu dump trucks. The clay material was spread using the Bomag sheepsfoot compactor into roughly 8 -inch loose lifts and then compacted into 6 -inch lifts. The loaded Komatsu haul truck and Volvo front end loader were used for additional compaction to achieve the required in- situ soil density. Thickness was controlled using GPS to ensure that the soil liner was tested after each 6 vertical inches of clay had been placed in accordance with the CQA Plan. As stated above, approximately 2,256 cubic yards of clay soils was needed to construct the cohesive soil liner in Phase 4B, necessitating the collection and testing of a minimum of one construction sample (CON -2) as prescribed by the requirements listed in Table 5. All soil properties for CON -2 exceeded the minimum requirements listed in Table 3. The construction sample geotechnical results are included in Appendix B.2, and a summary of the results is shown on Table 6. The soils used to construct the cohesive soil liner were transported to the cell, spread to a loose thickness of approximately 8 inches, and compacted into an approximately 6 -inch lift. Testing of the soil was conducted after the first approximately 6 vertical inches of soil had been placed (referred to as Lift 1 for testing purposes) and again after the second approximately 6 -inches of soil had been placed (referred to as Final for testing purposes). The CQA Monitor continuously inspected the surface of the soil liner for evidence of drying and excessive cracking. Where excessive drying was noted, water was added to the material and the AEC Projects1Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL Phase 4B Construction Certification Report Page 12 South Canyon Landfill November 6 , 2016 material was re -compacted. Water was periodically applied to the cohesive soil liner in Phase 4B as lining activities progressed in order to prevent excess drying and cracking of the liner. The CQA Plan requires the soils be moisture conditioned and compacted to a minimum density of 95% of Standard Proctor Density (ASTM D 698) at a moisture content of between +2 to +5 percent of optimum moisture, as tested in the field by nuclear methods (ASTM D-3017 and ASTM D-2922) using a CPN portable density gauge. All test locations required passing results and approval of the CQA Monitor prior to placing the next overlying lift. Areas that did not meet project requirements (either for moisture or density or for visible evidence of non- uniformity of moisture content) were reworked and re -tested. The required frequency of moisture and density testing is a minimum of four tests per acre per lift of soil liner material placed or one test per every 10,000 square feet. As previously noted, Phase 4B is approximately 58,246 sf, requiring a minimum of 6 tests per lift. The clay on the Phase 4B floor was constructed in two, six -inch -thick lifts, requiring a minimum of 6 moisture and density tests per six-inch lift of constructed soil liner. A total of 19 passing moisture density tests were recorded (10 from the first lift and 9 from the second lift) on the Phase floor, exceeding the required frequency. The tests were taken at random locations and were not "stacked" from lift 1 to lift 2. A copy of the moisture and density test results is included in Appendix A.2. Tests with "N" in the "Pass" column of the tables in Appendix A.2 indicate a failing test. As stated above, all locations failing either moisture or density specifications were reworked and retested until specifications were met. All retests are shown in Appendix A.2 and are designated with the failing test number followed by an "R" designating a retest. The approved CQA Plan requires one permeability verification sample for 10,000 CY of constructed cohesive liner (with a minimum of one test per lift), requiring a minimum of one permeability test per lift for the 2,256 CY of liner constructed in Phase 4B. A total of two samples were collected from Phase 4B area in order to obtain results from each lift. SB -3A was collected from the bottom 6 -inch lift and SB -4A was collected from the top 6 -inch lift. Both permeability samples exceeded the minimum requirements, with each sample exhibiting permeabilities of 1 x 104 cm/s or less. The full laboratory reports for the permeability tests are included in Appendix B.3, and a summary of the results is shown below in Table 7. TABLE 8 LABORATORY CLAY LINER IN-SITU VERIFICATION RESULTS PERMEABILITY Sample No. Sample Location by Permeability Survey Stake No. CQA Standard: 1 x 10"' cm/sec or less -- SB -3A 1238 8.4x10 -9 -- SB -4A 1247 1.6x10 -8 AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL �11LG1 OULll 111LS Ili L11G L:U11CS1VG SU ll 111161 WGLG l:Ul1JLtUGLGU 411U LCSWU, 1116 LUJJ in mu 111161 Wa surveyed immediately above all surveyed subgrade locations to verify the thickness and grade of the Phase 4B liner. The certification survey was performed under the direct supervision a Professional Land Surveyor licensed and in good standing in the State of Colorado, as attested in a signed and stamped letter included in Appendix D.1. The survey results, included in Appendix D.1, show that the cohesive soil liner in Phase 4B was constructed to a minimum thickness of 1- foot (as measured perpendicular to the subgrade) with grades suitable to direct the flow of leachate towards the permanent sump. The survey location numbers in the spreadsheet correspond to locations shown on top of clay as-built drawing included in Appendix D.2. Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL s AEC Phase 4B Construction Certification Report Page 13 South Canyon Landfill November 6 , 2016 • • • Phase 4B Construction Certification Report Page 14 South Canyon Landfill November 6 , 2016 5.0 PIPELESS LEACHATE DRAIN/TEMPORARY COLLECTION SUMP A pipeless "burrito wrap" leachate drain was constructed that began along the South edge of 4A that continues along the Western edge of 4B to facilitate leachate flow to the south and to minimize the potential for leachate to enter the unlined area of the landfill. This drain is a minimum of 16 inches in height and consists of shredded tires wrapped in an 8 -oz, needle - punched unwoven geotextile. The height was verified by the CQA Monitor in the field. The edges of the geotextile were overlapped a minimum of 24 inches and the CQA monitor verified the overlaps by hand measurement. The shredded tires were supplied from an on-site stockpile and the geotextile was supplied by Dodson Engineered Products, Inc; a copy of the geotextile material data sheet is included in Appendix C.1. The CQA monitor periodically measured the width and height of the drain to ensure that it was constructed to the minimum dimensions specified by the design engineer. The top of the drain was surveyed at approximately 50 -foot intervals to note the alignment on Plate 6, and the survey coordinates are shown on the spreadsheet included in Appendix D.1. A temporary collection sump was installed in the southwest corner of the Phase 4B area. The sump is used to route leachate from the phase to the leachate collection system. All sump water is conveyed by pipe to the tire -filled leachate collection sump located south of the phase. The sump waters then are piped to the leachate pond. The sump is constructed of a perforated HDPE pipe connected to a blank pie in a gravel -filled sump area. The blank pipe is connected to the underdrain pipe and all leachate enters the tire -filled sump. Plate 8 shows the detail of the sump. AEC ProjectslGlenwood12016 PERMITTED AREA CONSTRUCTIONIREPORT\Phase 4A cert Rpt FINAL Phase 4B Construction Certification Report Page 15 South Canyon Landfill November 6 , 2016 6.0 TEMPORARY TERMINATION BERM A liner termination berm was constructed along the eastern termination of the Phase 4B liner Phase floor to provide a temporary separation between the Phase 4B and the un -lined area of Phase 4C (Plate 7). The berm extends approximately 350 feet from the existing fill area on the south to the existing canyon wall on the north, and was constructed to a minimum height of 5 feet above the Phase 4B floor. The fill soils used to construct the berm were compacted in-place with a loaded rubber -tired loader, and the CQA monitor verified the height of the compacted berm by hand measurement. High Country Engineering surveyed the base of where the termination berm was placed. Once construction of Phase 4C is complete and approved by the CDPHE, the berm will be removed to allow leachate from Phase 4B to flow into Phase 4C. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL Phase 4B Construction Certification Report Page 16 South Canyon Landfill November 6 , 2016 7.0 CONCLUSIONS Based on the observations conducted by CQA Personnel, field and laboratory test data, and as - built survey data, AEC has drawn the following conclusions: 1) The subgrade of Phase 4B was constructed and tested in substantial conformance with the design plans and specifications. The as -built survey data verifies that the subgrade meets the minimum required slopes and grades and intent of the approved design. 2) The clay liner of Phase 4B was constructed and tested in substantial conformance with the design plans and specifications. The clay was tested for moisture content and dry density at a frequency that exceeded the minimum requirements of the approved CQA Plan, and all test locations were within their prescribed tolerances. The permeability of the constructed clay liner was verified to be less than required maximum at the minimum frequency required by the approved CQA Plan. The clay was constructed to the minimum grades and thicknesses required by the approved Plan and was verified by as -built survey. It is the opinion of AEC that Phase 4B was constructed in substantial compliance with the design engineer's plans. We believe that Phase 4B is acceptable to begin waste filling following approval of this report by the CDPHE. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL • • • PHOTOGRAPHIC DOCUMENTATION Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL is • • SOUTH CANYON LANDFILL PHASE 4B CONSTRUCTION PHOTO LOG INITIAL CELL AREA INITIAL CELL AREA • • EXCAVATING TRENCH HISTORIC TRASH UNCOVERED • EXCAVATING TRENCH HISTORIC TRASH UNCOVERED • • EXCAVATING TRENCH EXCAVATING TRENCH EXCAVATING TRENCH • • GEOTEXTILE INSTALLATION GEOTEXTILE INSTALLATION • GEOTEXTILE INSTALLATION PIPE WELDING • vtir UNDERDRAIN PIPE UNDERDRAIN PIPE • • UNDERDRAIN PIPE PIPE WELDING • TRENCH GRAVEL UNDERDRAIN TRENCH • • AeNIII,�'�` , , N ` , ll111;,, ,.' - - 4 , i , e : t1 . TRENCH GRAVEL 4 UNDERDRAIN TRENCH • INSTALLING PIPE • • INSTALLING PIPE GRAVEL PLACEMENT • • BENTONITE SEAL WRAPPING GEOTEXTILE BENTONITE PLUG • WRAPPING GEOTEXTILE • RECOMPACTING FILL IN TRENCH RECOMPACTING FILL IN TRENCH • 1 RECOMPACTING FILL IN TRENCH RECOMPACTING FILL IN TRENCH • • PREPARING SUBGRADE OVER TRENCH BORROW AREA • PREPARING SUBGRADE OVER TRENCH CLAY PLACEMENT • • COMPACTING SUBGRADE MATERIAL PREPARING SUBGRADE COMPACTING SUBGRADE MATERIAL PLACING/COMPACTING CLAY 11 • BORROW AREA/WATER TRUCK CLAY PLACEMENT • • BORROW AREA CLAY PLACEMENT • CLAY PLACEMENT CLAY PLACEMENT CLAY PLACEMENT H Z 2 CLAY PLAC • CLAY PLACEMENT CLAY PLACEMENT • • CLAY PLACEMENT CLAY PLACEMENT 14 • • "THROAT" PREPARATION "THROAT" PREPARATION • "THROAT" PREPARATION "THROAT" PREPARATION • "THROAT" CLAY PLACEMENT "THROAT" CLAY PLACEMENT • • "THROAT" CLAY PLACEMENT "THROAT" CLAY PLACEMENT • • "THROAT" CLAY PLACEMENT "THROAT" CLAY PLACEMENT • "THROAT" CLAY PLACEMENT "THROAT" CLAY PLACEMENT • • "THROAT" CLAY PLACEMENT PIPELESS DRAIN PLACEMENT • "THROAT" FINISH GRADE PIPELESS DRAIN • • TERMINATION BERM TEMPORARY SUMP • TERMINATION BERM TEMPORARY SUMP PIPE TIE IN • • q.. M, t 1' -tom. •�� TERMINATION BERM WITH PIPELESS DRAIN FINISHED CELL • TERMINATION BERM FINISHED CELL • APPENDIX A MOISTURE DENSITY TEST RESULTS Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL • • • A.1 STRUCTURAL FILL MOISTURE/DENSITY TEST RESULTS Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL SOUOANYON LANDFILL PHASE 4B SUBGRADE SCLF PHASE 4B SUBGRADE FILL CONSTRUCTION MOISTURE DENSITY FIELD RESULTS SPECIFICATIONS DENSITY >95% MOISTURE -2% TO 5% USCS: CL GSA >30 PASSING #200 LL >20 >10 PI Proctor ID MDD OMC Area/Type: Dry Density OMC B7/B7R 119.1 PCF 13.40% Moisture 95% 113.1 PCF 11.40% 18.40% B8 119.1 PCF 13.70% Moisture 95% 113.1 PCF 11.70% 18.70% B15 112.7 PCF 12.90% Moisture 95% 107.1 PCF 10.90% 17.90% • Page: 1 of 2 October 2016 Project Details Lift Thickness: 1' Area/Type: SUBGRADE FILL CQA Monitor: Jordan Adkins TEST NUMBER DATE LOCATION Stake North East LIFT NO. LAB DATA FIELD DATA Proctor ID MAX DENSITY PCF OPT MOIST DRY DENSITY PCF MOISTURE % % COMP OF PROCTOR PASS COMP. PASS MOIST. PASS 1 2 8/24/2016 8/24/2016 3 3R 4 4R 5 8/29/2016 8/29/2016 8/29/2016 8/29/2016 8/29/2016 1 F F B8 B8 119.1 13.70% 119.1 13.70% 116.5 114.2 15.50% 16.60% 97.8% 95.9% -2 -2 B8 B8 B15 815 B8 119.1 13.70% 119.1 13.70% 112.7 12.90% 112.7 12.90% 119.1 13.70% 112.2 115.6 105.8 109.8 114.1 16.40% 16.40% 16.70% 15.60% 16.30% 94.2% 97.1% 93.9% 97.4% 95.8% 6 8/29/2016 -2 B8 119.1 13.70% 112.1 1700% 94.1 6R 7 8 9 8/29/2016 8/29/2016 8/29/2016 8/29/2016 -2 -3 -1 -1 B8 B8 B8 B8 119.1 13.70% 119.1 13.70% 119.1 13.70% 119.1 13.70% 115.9 117.2 117.7 114.5 14.60% 15.10% 15 30% 16.90% 97.3 98.4% 98.8% 96.1 10 1OR 8/29/2016 8/29/2016 -2 -2 B8 B8 119.1 13.70% 119.1 13.70% 110.0 113.3 18.00% 17.30% 92 4% 95.1% 11 8/30/2016 B8 119.1 13.70% 114.9 16.60% 96.5% 12 8/30/2016 F B8 119.1 13.70% 114.4 15.80% 96.1 13 14 8/30/2016 8/31/2016 F F B8 B8 119.1 13.70% 119.1 13.70% 118.7 115.3 15.20% 15.60% 99.7% 96.8% 15 16 8/31/2016 F B8 119.1 13.70% 113.4 14.80% 95.2% Y Y Y NOTES -Stake 233 -Stake 233 Y Y -Stake 233 Retest #3 -Stake 234 Retest #4 -Stake 245 First Daylight Trench (-Stake 238) -Stake 234 First Daylight Trench (-Stake 238) Y Y Y Y Y I Y Y Y Y 8/31/2016 F B8 119.1 13.70% 118.6 14.40% 99.6% Y Y 17 9/6/2016 -9 B8 119.1 13.70% 1140 17.4% 95.7% Y Y -Stake 245 Retest #10 -Stake 244 Y First Daylight Trench (-Stake 238) -Stake 234 -Stake 245 First Daylight Trench (-Stake 237) -Stake 244 Historic trash area fill -Stake 257 18 9/6/2016 -5 B8 119.1 13.70% 115.1 17.4% 96.6% Y Y Y Historic trash area fill -Stake 247 19 9/6/2016 -8 B8 119.1 13.70% 113.5 14.8% 95.3% Y Y Y .. 20 9/6/2016 -4 B8 119.1 13.70% 118.1 16 7% 99.2% Y Historic trash area fill -Stake 257 Historic trash area fill -Stake 247 21 9/7/2016 -3 B8 119.1 13.70% 116.0 16.6 % 97.4% Y Historic trash area fill -Stake 247 22 9/7/2016 -7 88 119.1 13.70% 113.3 12.8% 95.1 Historic trash area fill -Stake 257 AEC SOUIDANYON LANDFILL PHASE 4B SUBGRADE • Proctor ID MDD OMC Area/Type: Dry Density OMC B7/B7R 119.1 PCF 13.40% Moisture 95% 113.1 PCF 11.40% 18.40% B8 119.1 PCF 13.70% Moisture 95% 113.1 PCF 11.70% 18.70% B15 112.7 PCF 12.90% Moisture 95% 107.1 PCF 10.90% 17.90% • Page: 2 of 2 October 2016 Project Details Lift Thickness: 1' Area/Type: SUBGRADE FILL CQA Monitor: Jordan Adkins TEST NUMBER DATE Stake 9/7/2016 r LOCATION LIFT NO. LAB DATA FIELD DATA % COMP OF PROCTOR PASS COMP. PASS MOIST. PASS NOTES North East Proctor ID MAX DENSITY OPT MOIST PCF % DRY DENSITY PCF MOISTURE % 23 -6 88 119.1 13.70% 115.2 13.6% 96.7% YY Y Historic trash area fill -Stake 257 24 9/6/2016 -5 138 119.1 13.70% 117.8 15.2% 98.9% Y Y Y Historic trash area fill -Stake 257 25 9/7/2016 -4 88 119.1 13.70% 116.0 13.5% 97.4% -- - ' - - - Historic trash area fill -Stake 257 26 9/7/2016 -3 B8 119.1 13.70% 109.9 11.5% 92.3% Historic trash area fill -Stake 257 26R 9/7/2016 -1 B8 119.1 13.70% 117.0 11.7% 98.2% Y Y Retest#26 27 9/7/2016 F B8 119.1 13.70% 114.1 12.2% 95.8% Y Y Y Historic trash area fill -Stake 257 28 9/15/2016 -4 88 119.1 13.70% 114.8 13.1% 96.4% Y Y Y Groundwater Pipe Trench -Stake 247 Groundwater Pipe Trench -Stake 238 29 9/15/2016 -3 B8 119.1 13.70% 115.5 12.5% 97.0% Y YY 30 9/15/2016 -3 88 119.1 13.70% 113.9 13.6% 95.6% Y Y Y Groundwater Pipe Trench -Stake 247 31 9/15/2016 -2 B8 119.1 13.70% 116.0 12.4% 97.4% Y Y Y Groundwater Pipe Trench -Stake 238 32 9/15/2016 -2 B8 119.1 13.70% 116.1 12.5% 97.5% Y Y Y-`-- Groundwater Pipe Trench -Stake 247 33 9/15/2016 -1 B8 119.1 13.70% 114.7 14.0% 96.3% Y Y Y- Groundwater Pipe Trench -Stake 238 34 9/15/2016 -1 B8 119.1 13.70% 115.1 12.9% 96.6% Y Y , Y - --"� Groundwater Pipe Trench -Stake 247 35 9/15/2016 F 138 119.1 13.70% 117.0 13.3% 98.2% Y Y Y Groundwater Pipe Trench -Stake 238 36 9/15/2016 F 68 119.1 13.70% 117.6 13.2% 98.7% Y YY.. - ° Groundwater Pipe Trench -Stake 247 37 9/26/2016 -1 B8 119.1 13.70% 116.8 12.8% 98.1% Y Y-. Base of Throat 38 9/26/2016 F B8 119.1 13.70% 115.2 14.1% 96.7% Y Y Y Base of Throat AEC • • • A.2 COHESIVE SOIL LINER MOISTURE/DENSITY TEST RESULTS ProjectslGlenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL SOU•ANYON LANDFILL PHASE 4B CLAY SCLF PHASE 4B COMPACTED CLAY CONSTRUCTION MOISTURE DENSITY FIELD RESULTS SPECIFICATIONS DENSITY >95% MOISTURE 2% TO 5% USCS: CL GSA >30 PASSING #200 PERM: <1 X 10-7 CM/SEC LL >20 PI >10 TAKE A MINIMUM OF 6 MD TESTS PER LIFT IN PHASE 4 NEED 1 CLAY CONSTRUCTION SAMPLE AND 2 SHELBY TUBE SAMPLES • Proctor ID 1 MDD OMC I Dry Density OMC J B7IB7R 119.1 PCF 13.4% Moisture 95% 113.1 PCF 15.40% 18.40% 88 119.1 PCF 13.7% Moisture 95% 113.1 PCF 15.70% 18.70% B18 119.8 PCF 12.9% Moisture 95% 113.8 PCF 14.90% 17.90% • Page: 1 of 2 October 2016 Project Details Lift Thickness: Loose 8 -inch compacted to 6 -inches Area/Type: Liner/Recompacted Clay CDA Monitor: Jordan Adkins TEST NUMBER DATE LOCATION Stake # North East LIFT NO. LAB DATA FIELD DATA Proctor ID MAX DENSITY PCF OPT MOIST DRY DENSITY PCF MOISTURE % COMP OF PROCTOR PASS PASS COMP. MOIST. PASS NOTES 1 9/9/2016 1 B8 119.1 13.7% 113.4 16.20% 95.2% Y Y -Stake 223 2 9/9/2016 1 B8 119.1 13.7% 115.7 15.70% 97.1% Y -Stake 238 3 9/12/2016 1 B8 119.1 13.7% 112.5 16.80% 94 50/0 N_ Y -Stake 230 3R 9/12/2016 1 B8 119.1 13.7% 113.5 16.10 % 95.3% RETEST 3 4 9/12/2016 1 B8 119.1 13.7 % 17.00% 93.3% Y -Stake 236 4R 9/12/2016 1 B8 119.1 13.7% 114.7 15.90% 96.3% 5 5R 9/12/2016 9/12/2016 1 B8 B8 119.1 119.1 13.7% 13.7% 110.8 114.3 16.90 % 16.50% 93.0% 96.0 % 6 7 7R 8 9/13/2016 9/20/2016 9/20/2016 9/21/2016 1 2 2 2 138 B8 B8 B8 119.1 119.1 119.1 119.1 13.7% 13.7% 13.7% 13.7 % 116.2 117.6 116.6 113.5 15.80% 13.80% 16.20% 16.40 % 97.6% 98.7% 97.9% 95.3 % Y . Y Y RETEST 4 Y Y Y Y Y Y -Stake 247 -Stake 224 RETEST 7 -Stake 232 9 9/21/2016 1 B8 119.1 13.7% 115.4 17.10% 96.9% 10 11 11R 9/21/2016 9/21/2016 9/21/2016 2 2 2 B8 B8 88 119.1 119.1 119.1 13.7% 13.7% 13.7% 117.2 112.3 116.8 15.87% 17_40% 15.79% 98.4% 94.3% 98.1% 12 9/21/2016 2 B8 119.1 13.7% 111.5 17.44% 93.6% 12R 13 9/22/2016 9/22/2016 2 2 B8 B8 119.1 119.1 13.7% 13.7% 116.2 115.5 16.12% 15.74% 97.6% 97.0% 14 14R 9/26/2016 9/26/2016 1 1 B8 58 119.1 119.1 13.7% 13.7% 111.2 114.0 17.74% 15.72% 93.4% 95.7% 15 16 9/27/2016 9/27/2016 1 2 B8 68 119.1 119.1 13.7% 13.7% 113.9 115.7 16.78% 14.49% 95.6% 97.1 % 16R 17 9/28/2016 9/28/2016 2 2 B8 B8 119.1 119.1 13.7% 13.7% 114.8 114.1 16.36% 16.15 % 96.4% 95.8% Y Y Y v Y Y Y Y Y Y Y Y 18 9/28/2016 1 B8 119.1 13.7% 114.1 15.81% 95.8% Y Y Y Y -Stake 239 -Stake221 -Stake 237 RETEST 11 -Stake 245 RETEST 12 -Stake 241 Throat between pts 10077-10078 RETEST 14 Throat between pts 10088-10089 Throat between pts 10090-10091 RETEST 16 Stake 226 AEC SOU•ANYON LANDFILL PHASE 4B CLAY • Proctor ID MDD OMC 1 Dry Density OMC B7/B7R 119.1 PCF 13.4% Moisture 96% 113.1 PCF 15.40% 18.40 B8 119.1 PCF 13.7% Moisture 95% 113.1 PCF 15.70% 18.70% B18 119.8 PCF 12.9% Moisture 95% 113.8 PCF 14.90% 17.90% 1 Page: 2 of 2 October 2016 Project Details Lift Thickness: Loose 8 -inch compacted to 6 -inches Area/Type: Liner/Recompacted Clay CQA Monitor: Jordan Adkins TEST NUMBER 19 DATE 9/28/2016 LOCATION Stake # North East LIFT NO. LAB DATA FIELD DATA Proctor ID MAX DENSITY OPT MOIST PCF DRY DENSITY PCF MOISTURE % COMP OF PROCTOR 2 B8 119.1 13.7% 115.5 1574% 97.0 % B8 119.1 13.7% PASS COMP. PASS MOIST. PASS Y Y Y NOTES Stake 226 AEC • • APPENDIX B LABORATORY TEST DATA ProjectslGlenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL B.1 PRE -CONSTRUCTION SAMPLES STRUCTURAL AND COHESIVE SOIL LINER MATERIAL AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4.4 cert Rpt FINAL Laboratory Proctor Compaction Test Report 114.5 ' ■■ 113 9'/a 112.7 4 1 ■ ■■ III ,- 111.5 { ›; ■ ■■ 'el allC N I II a. 110 1 I , 1 I . ■ i ]LH_I j9 ___... • i z 108.5 . ■ _ _. 1 ! ,... ZAV for Sp.G. = 1 2.45 107 1 I 1 8 9 5 11 12 5 14 15.5 17 Water content, % Test specification. ASTM D 698-00a Method A Standard ElevI Classification Nat. Sp.G. LL PI % > % < Depth USCS AASHTO Moist. p #4 No.200 CL A-4(7) 29 10 3.0 86 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density - 112.7 pcf Optimum moisture - 12.9 % Lean Clay with Sand Project No. 16-7-296 Client: City. of Glenwood Springs Project: Laboratory Testing o Location: 13-15 LD South Canyon Landfill Remarks: See Figure IA for classification results, Hepworth-Pawlak Geotechnical, Inc. Glenwood Springs, Colorado Figure I Tested By: KO Checked By: SLP Particle Size Distribution Report 5 �s 'e- 0 g o g $4''A m n n - i A'u a� a ae st s� r 100 I f I I i 1 I `-"s I 1# l i i Ili ? I ii ; 1 ,i I i 11 i 1 I i 4 1 1 ! i 1 1 3 1 sa f I I I i I i I t i i i , I IIIIIII .� 1 80 I 1 ! -i i ! ! " I 1- ; i 1 1 ! I i I I 1 t ! E ! I 1 ! 70 W 1 1111 i l I i I I l , it I i i i ' 1 1 I' ! ! f II I I( I 1 1 I I I ! s 60 imiI ( i .! i!Li z 50 1 r 1 € i, ! I ! 1 1 :111 ( E _I 11111 i ( i ! l i 1 l I I>> I 4 l i 11i li t i I i 1 i_ f 1 1111 1 20 I 1 1 I I 1 I ! I l 1 1 I t ' z l(: 1 1 1 I I ! { ! ! 1 1III 10 0 I 1 1i I i f f l=. I I I! I 100 10 GRAIN 1 01 0.01 0.001 SIZE - mm. % +3" % Gravel % Sand % Fines Coarse Fine Coarse I Medium i Fine Silt 1 Clay 0 0 3 3 3 5 86 SIEVE PERCENT SPEC.' PASS? Material Description SIZE FINER PERCENT (X=NO) Lean Clay with Sand .75 .375 04 100 99 97 Atterberg Limits #!i #IG #30 94 92 91 PL= 19 LL= 29 P1= 10 Coefficients #50 #100 #200 91 90 86 D$5= D60= D50= D307. Cu° Ccs D10 Classification USCS= CL AASHTO= A-4(7) Remarks See Figure 1 for standard Proctor compaction results, (no spD.cdticalion provided) Location: B-15 LD South Canyon Landfill Date: 814/2016 Hepworth-Pawlak Inc. Glenwood Springs, Colorado Client: City of Glenwood Springs Project: Laboratory TestinTestingGeotechnical, Project No: 16-7-296 Figure I A Tested By: KO Checked By: SLP June -16 1659589.2 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: AEC/Geotechnical Lab Testing/CO SAMPLE ID: B-7 DEPTH (ft): -- TYPE: Pail 3 inch 1.5 -inch 1 -inch 3/4 -inch 3/8 -inch #4 #10 #20 #40 #60 #100 #200 1 Percent Passing 0 0 o t o 0 0 0 6 g 4 4 1 4 1 0 100 10 1 0 1 0.01 0.(8)1 Particle Size (mm) Particle Size Sieve (mm) % Passing 60 �' U-Li3e 4 -Ilse 3 -inch 75.0 100.0 Description Percentage Plasticity Index (PI) 0 0 o c o 1.5 -inch 37.5 100.0 z i 1 -inch 25.0 100.0 Coarse Gravel 0.00 rn 3/4 -inch 19.0 100.0CH or off v T z 3/8 -inch 9.5 99.7 Line Gravel 0.64 /' °o #4 4.75 99.4 0 #10 2.0 99.4 Coarse Sand 0.00 0 a #20 0.85 99.4 Medium Sand 0.86• MH or OH N #40 0.425 98.5 ' #60 0.25 97.4 />rL OL #100 0.15 95.7 Fine Sand 8.67 #200 0.075 89.8 OL 0.030 65.2 CLiM_ r t a0.019 59.7 0 0.012 48.3 0 10 20 30 40 50 60 70 80 9(1 100 110 .°20.009 43.1 Silt or Clay Fines 89.82 Liquid Limit (LL) 0.006 35.5 x 0.003 28.9 0.001 22.8 USCS Descri.tion ASTM D 2487: LL ft. PI SpG Lean clay, light olive brown, moist I 28 1 17 I 11 1 -- As-Received Moisture Content (%) USCS Grou r S mbol -- CL Notes: 0 g of particles up to 19.0 mm maximum size were removed from particle size analys s sample prior to testing Particle size analysis sample mechanically dispersed using Sliming Apparatus A for about 1 minute TECH BC/RU Sample prepared for Atterberg Limits testing by the dry method No. 40 from Atterberg Limits sample by sieving DATE 6/9/2016 Material retained on sieve removed Plastic Limit test performed by hand rolling. Method A Liquid Limit test performed using mechanical device REVIEW MB • • • Golder Associates June -16 LABORATORY COMPACTION CHARACTERISTICS OF SOIL ASTM D698 - Method A Manual Rammer I Dry Preparation PROJECT NAME: AEC/Geotechnical Lab Testing/CO SAMPLE ID: B-7 TYPE: Pail DEPTH (ft): -- 1659589.2 140 135 130 125 120 Q g 115 3 110 105 100 95 90 85 80 N� IN ----- �N� 1 il iz- ti.. ="" I =I _ riftiliMiiiimik r. =MINIINNI INNIII iIENMIN . iS .,_ _ i =MIMI Mtit_=="1 " MIN i•in i•iiiu 111101:11•11111=111- MIINSINI NIMININNIMININNINININIININ IIIII II • Maximum Dry Unit Weight and Optimum Water Content - - - - 100% Saturation Curve • �-- Compaction Points and Curve 0% 5% 10% 15% Water Content (%) % Test Fraction Passing #4 Sieve As -Received Moisture Content Specific Gravity (estimated) 99% NA 2.70 USCS Description (ASTM D 2487): USCS 20% 25% Maximum Dry Unit Weight (pcf) Optimum Water Content (%) Lean clay, Tight olive brown, moist CL 30% 119.1 13.4 TECH BC DATE 6/10/2016 REVIEW MB • • • PROJECT TITLE PROJECT NUMBER SAMPLE ID SAMPLE TYPE HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA USING A FLEXIBLE WALL PERMEAMETER ASTM D5084 METHOD D, CONSTANT RATE OF FLOW AEC/Geotechnical Lab Testing/CO 1659589.2 B -7R Remold BOARD # CELL # Flow Pump Speed Technician 2 BB 9 BC COMMENTS 1. Specific gravity is assumed. 2. Specimen was remolded to 95.1% of the Maximum Dry Density and +1.9% of optimum moisture content (per ASTM D698) FLOW PUMP #2 Specific Gravity Height, cm Diameter, cm Area, m' Volume, m3 Mass, g Moisture Content Dry Unit Weight, kN/m3 Dry Unit Weight, Ibf/ft3 Saturation, Sample Data Initial Final 2.70 9.343 9.292 7.317 7.353 0.004205 0.004246 0.0003928 0.0003946 821.45 834.74 15.3% 16.1% 17.797 17.879 113.3 113.8 84.4% 90.2% Permeant Back Pressure, kPa Effective Consolidation Stress, kPa Length During Permeation, cm Area During Permeation, m' Water 340 55 9.292 0.004246 USCS Description (ASTM D 2487): Lean clay, light olive brown, moist DATE/TIME TEMP (°C) Ah (cm) Flow (m3) Gradient Uncorrected Hydraulic Conductivity (cm/s) 7/19/16 10:35 20.7 140 - - - 7/19/16 10:50 20.7 137 4.9E-08 14.90 8.69E-08 7/19/16 11:00 20.7 138 3.3E-08 14.80 8.75E-08 7/19/16 11:15 20.7 137 5.0E-08 14.80 8.75E-08 7/19/16 11:30 20.7 138 5.0E-08 14.80 8.75E-08 Average Corrected Hydraulic Conductivity (cm/s) 8.6E-08 DATE 7/20/2016 REV'IEC1 AIB Golder Associates Inc. June -16 1659589.2 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: AEC/Geotechnical Lab Testing/CO SAMPLE ID: B-9 DEPTH (ft): -- TYPE: Pail 3 inch 15 -inch t -inch 3/4 -inch 3/8 -inch #4 410 4211 #40 460 #100 #200 I- 1 f- I00 I- 90 90 80 70 1 oa 60 g ° 50 a 8 b °i 40 30 20 10 0 100 10 1 0 1 0.01 0.001 Particle Size (mm) Particle Size Sieve (mm) % Passing 60 U -the 4 -line 3 -inch 75.0 100.0 Description Percentage �' 99.6 Plasticity Index (P1) C. o 0 0 0 / 1.5 -inch 1 -inch 37.5 25.0 99.2 Coarse Gravel 1.07 '� in' c 3/4 -inch 19.0 98.9 CH or OH T 3/8 -inch 9.5 98.7 Fine Gravel 0.86 1 ' �' c #4 4.75 98.1 0 g #10 2.0 98.1 Coarse Sand 0.00 I/ in #20 0.85 98.1 Medium Sand 0.82 • / MH or OH cn n #40 0.425 97.2 / o 4, #60 0.25 96.0 /CI_ or OL #100 0.15 94.4 Fine Sand 12.34 '• , #200 0.075 84.9 OL 0.030 60.5 f' CL+M- Lor R 1 0.020 53.5 0 0.012 44.8 0 10 20 30 40 50 60 70 80 90 100 110 0.009 40.0 Silt or Clay Fines 84.91 Liquid Limit (LL) E 0.006 36.4 xT 0.003 26.9 0.001 20.9 USCS Descri.tion ASTM D 2487: 1.t. PL PI SpG Lean clay with sand, light olive brown, dry 29 1 16 1 13 1 -- As -Received Moisture Content (%) USCS Grou. S mbol -- CL Notes: 0 g of particles up to 75.0 mm maximum size were removed from particle size analys s sample prior to testing Particle size analysis sample mechanically dispersed using Stirring Apparatus A for about 1 minute TECH BC/RU Sample prepared for Atterberg Limits testing by the dry method Material No. 40 from Atterberg Limits sample by sieving DATE 6/9/2016 retained on sieve removed I Ia Ifc Limit test performed by hand rolling. Method A Liquid Limit test performed using mechanical device REVIEW MB • • • Golder sociates June -16 LABORATORY COMPACTION CHARACTERISTICS OF SOIL ASTM D698 - Method A PROJECT NAME: SAMPLE ID: TYPE: Manual Rammer 1 Dry Preparation AEC/Geotechnical Lab Testing/CO B-9 Pail DEPTH (ft): -- 1659589.2 140 135 130 125 120 115 110 105 100 95 90 85 80 011=11111111111=1141121111111111111 111111121110111111111111111111110111111111•1•1110111111 =t --rIMIIIIIMIIIIIIIIMICImil _==6= --_ — 311.11 ri= usimmu --ri— _____ _____==== ________ r 1 III___W W1111 KELP menimminErn= 1 ♦ Maximum Dry Unit Weight and Optimum Water Content - - - - 100% Saturation Curve --•— Compaction Points and Curve =ImaimMu1• 1111111111111 1111111111111111.1.1011111111 0% 5% 10'; 15% Water Content (%) % Test Fraction Passing #4 Sieve As -Received Moisture Content Specific Gravity (estimated) 98% NA 2.70 USCS Description (ASTM D 2487): USCS 20% 25% Maximum Dry Unit Weight (pcf) Optimum Water Content (%) Lean clay with sand, light olive brown, dry CL 30% 119.1 13.7 TECH BC DATE 6/10/2016 REVIEW MB • • • PROJECT TITLE PROJECT NUMBER SAMPLE ID SAMPLE TYPE HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA USING A FLEXIBLE WALL PERMEAMETER ASTM D5084 METHOD D, CONSTANT RATE OF FLOW AEC/Geotechnical Lab Testing/CO 1659589.2 B-9 Remold BOARD # CELL # Flow Pump Speed Technician 7 8 9 BC COMMENTS 1. Specific gravity is assumed. 2. Specimen was remolded to 95.5% of the Maximum Dry Density and -0.1% of optimum moisture content (per ASTM D698) FLO31 \IP #1 Specific Gravity Height, cm Diameter, cm Area, m' Volume, m3 Mass, g Moisture Content Dry Unit Weight, kN/m3 Dry Unit Weight, lbf/ft3 Saturation, Sample Data Initial Final 2.70 9.329 9.345 7.314 7.388 0.004201 0.004287 0.0003919 0.0004006 81039 839.09 13.6% 17.4% 17.856 17.504 113.7 111.4 76.1% 91.4% Permeant Back Pressure, kPa Effective Consolidation Stress, kPa Length During Permeation, cm Area During Permeation, m' Water 410 55 9.345 0.004287 USCS Description (ASTM D 2487): Lean clay with sand, olive brown, moist DATE/TIME TEMP (°C) Ali (cm) Flow (m3) Gradient Uncorrected Hydraulic Conductivity (cm/s) 6/21/16 14:00 20.7 138 - - - 6/21116 14:15 20.7 137 4.9E-08 14.71 8.72E-08 6/21/16 14:30 20.7 136 4.9E-08 14.61 8.78E-08 6/21/16 14:45 20.7 138 5.0E-08 14.66 8.75E-08 6/21/16 15:00 20.7 136 4.9E-08 14.66 8.75E-08 Average Corrected Hydraulic Conductivity (cm/s) 8.6E-08 DATE 6/22/2016 REVIEW PRH Golder Associates Inc. • • • August -16 1659589.2 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: AEC/Geotechnical Lab Testing/CO SAMPLE ID: B-18 DEPTH (ft): -- TYPE: Pail 3 inch 1.5 -inch 1 -inch 3/4 -inch 3/8 -inch 04 010 020 040 000 0100 0200 I 1 1 I 4 l i Percent Passing o 8 0 0 0 o o 0 100 10 1 0 1 0.01 Particle Size (mm) Particle Size Sieve (mm) % Passing 60 / � ; U -Line A-Ilne 3 -inch 75.0 100.0 Description Percentage Plasticity Index (PI) 0 0 0 0 0 1.5 -inch 37.5 99.5 , 'p. 1 -inch 25.0 98.7 Coarse Gravel 1.56 , 92 ' 3/4 -inch 19.0 98.4 CH or OH a .1 z' 3/8 -inch 9.5 98.1 Fine Gravel 0.67 % #4 4.8 97.8 $ d .= #10 2.00 90.9 Coarse Sand 6.86 #20 0.85 83.8MH Medium Sand 9.94 • or OH #40 0.43 81.0 41 #60 0.25 79.7 AL or oL #100 0.15 78.5 Fine Sand 6.43 , 0 #200 0.075 74.5 ( OL Silt Clay CL -1M Lor or Fines 74.54 . 0 USCS Descri.tion ASTM D 2487 0 10 20 30 40 50 60 70 80 90 100 110 Liquid Limit (LL) LI. PL PI Lean clay with sand, very dark brown, moist ( 28 I 15 1 13 As -Received Moisture Content (%) USCS Grou r S mbol -- CL Notes: 0 g of particles up to 75.0 mm maximum size were removed from particle size analysis sample prior to testing Particle size analysis sample was not mechanically dispersed; hydrometer test was not performed Sample prepared for Atterberg Limits testing by the dry method from Atterberg Limits by sieving TECH MGC Material retained on No. 40 sieve removed sample Plastic Limit test performed by hand rolling. Method A Liquid Limit test performed using mechanical device DATE 8/5/2016 REVIEW MB • • • August -16 LABORATORY COMPACTION CHARACTERISTICS OF SOIL ASTM D698 - Method A Manual Rammer 1 Dry Preparation PROJECT NAME: AEC/Geotechnical Lab Testing/CO SAMPLE ID: B-18 TYPE: Pail DEPTH (ft): -- 1659589.2 3 105 140 135 130 125 120 115 110 100 95 90 85 80 • Maximum Dry Unit Weight and Optimum Water Content 100% Saturation Curve Compaction Points and Curve { 0% 5% 10% 15% Water Content (%) % Test Fraction Passing #4 Sieve As -Received Moisture Content Specific Gravity (estimated) 98% NA 2.70 USCS Description (ASTM D 2487): USCS 20% i 1' 25% Maximum Dry Unit Weight (pcf) Optimum Water Content (%) Lean clay with sand, very dark brown, moist CL 30% 119.8 12.9 TECH MGC DATE 8/8/2016 REVIEW MB • • • PROJECT TITLE PROJECT NUMBER SAMPLE ID SAMPLE TYPE HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA USING A FLEXIBLE WALL PERMEAMETER ASTM D5084 METHOD D, CONSTANT RATE OF FLOW AEC/Geotechnical Lab Testing/CO 1659589.2 B-18 Remold BOARD # CELL # Flow Pump Speed Technician 8 8 10 BC COMMENTS 1. Specific gra%ity is assumed. 2. Specimen was remolded to 95.1 % of the Maximum Dry Density and +2.1% of optimum moisture content (per ASTM D698) FLOW Pl'MP #1 Specific Gravity Height, cm Diameter, cm Area, m' Volume, m3 Mass, g Moisture Content Dry Unit Weight, kN/m' Dry Unit Weight, Ibf/ft3 Saturation, % Sample Data Initial Final 2.70 9.362 9.348 7.312 7.331 0.004199 0.004221 0.0003931 0.0003946 824.10 833.00 15.0% 15.9% 17.885 17.869 113.9 113.8 84.1% 89.0% Permeant Back Pressure, kPa Effective Consolidation Stress, kPa Length During Permeation, cm Area During Permeation, m' Water 340 55 9.348 0.004221 USCS Description (ASTM D 2487): Lean clay with sand, very dark brown, moist DATE/TIME TEMP (°C) Ah (cm) Flow (m) Gradient Uncorrected Hydraulic Conductivity (cm/s) 8/15/16 11:20 20.7 179 - - - 8/15/16 11:35 20.7 177 2.5E-08 19.04 3.48E-08 8/15/16 11:50 20.7 177 2.5E-08 18.93 3.50E-08 8/15/16 12:05 20.7 178 2.5E-08 18.99 3.49E-08 8/15/16 12:20 20.7 179 2.5E-08 19.09 3.47E-08 Average Corrected Hydraulic Conductivity (cm/s) 3.4E-08 DATE 8/17/2016 REVIEW MB Golder Associates Inc. • • B.2 CONSTRUCTION SAMPLES COHESIVE SOIL LINER MATERIAL Projects\Glenwood12016 PERMITTED AREA CONSTR UCTIONIREPORTI Pha se 4A cert Rpt FINAL AEC • September -16 1659589.2 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: AEC/Geotechnical Lab Testing/CO SAMPLE ID: CON -02 DEPTH (ft): -- TYPE: Pail 3 inch 1.5 -inch 1 -inch 3/4 -inch 3/8 -inch #4 #10 #20 #40 #60 #100 #200 1 1 -1 100 4 4 1-4 1 1- - I1- T 90 80 70 °ap 60 50 a 8 h ° 40 30 20 - 10 0 100 10 1 0 1 0 01 Particle Size (mm) Particle Size Sieve (mm) %Passing 60 1 U -Line A-line 3 -inch 75.0 100.0 Description Percentage Sieve Analysis (Initial Separation on No 4 Sieve) Plasticity Index (PI) 0 0 0 $ o 1.5 -inch 37.5 100.0 1 -inch 25.0 100.0 Coarse Gravel 0.18 • 3/4 -inch 19.0 99.8% CH or OH 3/8 -inch 9.5 99.6 Fine Gravel 0.32 ' 44 4.8 99.5 #10 2.00 98.9 Coarse Sand 0.58 #20 0.85 98.1 Medium Sand 1.78 MH or OH #40 0.43 97.1 / 460 0.25 96.3 /CI. or • OL #100 0.15 95.1 Fine Sand 7.44 • 4200 0.075 89.7 % Silt Clay CL 4M. Lor OL or Fines 89.70• 0 USCS Descri.tion ASTM D 2487 0 10 20 30 40 50 60 70 80 90 100 I10 Liquid Limit (LL) 1.1. PL PI Lean clay, dark olive brown, moist I 34 1 18 16 M -Received Moisture Content (%) USCS Grim. S mho] -- CL Notes: 0 g of particles up to 25.0 mm maximum size were removed from particle size analysis sample prior to testing Particle size analysis sample was not mechanically dispersed; hydrometer test was not performed Sample prepared for Atterberg Limits testing by the dry method from Atterberg Limits by sieving TECH BQ Material retained on No. 40 sieve removed sample Plastic Limit test performed by hand rolling. Method A Liquid Limit test performed using mechanical device DATE 9/21/2016 REVIEW MB • • September -16 LABORATORY COMPACTION CHARACTERISTICS OF SOIL ASTM D698 - Method A Manual Rammer 1 Dry Preparation PROJECT NAME: AEC/Geotechnical Lab Testing/CO SAMPLE ID: CON -02 TYPE: Pail DEPTH (ft): -- 1 659589.2 Unit Weight (pet) 140 135 130 125 120 115 110 105 100 95 90 85 80 • Maximum Dry Unit Weight and Optimum Water Content 100% Saturation Curve Compaction Points and Curve 0% 5% 10% 15% Water Content (%) % Test Fraction Passing #4 Sieve As -Received Moisture Content Specific Gravity (estimated) 100% NA 2.70 USCS Description (ASTM D 2487): USCS 20% 25% Maximum Dry Unit Weight (pcf) Optimum Water Content (%) Lean clay, dark olive brown, moist CL 31r 113.3 14.8 TECH RU DATE 9-26-2016 REVIEW MB • B.3 COHESIVE SOIL LINER MATERIAL HYDRAULIC CONDUCTIVITY TEST RESULTS Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL AEC • • TABLE 3 AEC/GEOTECHNICAL LAB TESTING/CO (American Environmental Consulting, LLC Project - South Canyon LF) SUMMARY OF FLEXIBLE -WALL HYDRAULIC CONDUCTIVITY TEST RESULTS • Boring Number Sample Number Sample Depth (ft) Sample 1 Length (cm) Sample i Diameter (cm) Initial Dry Density (Ibflft3) Initial Moisture (%) Effective Stress (kPa) Back Pressure (kPa) Gradient Average Hydraulic Conductivity (cm/s) -- SB -IA -- 7.186 7.301 116.3 15.8 55 410 23 1.5E-08 -- SB -2A -- 7.590 7.267 115.4 14.4 55 410 24 5.6E-09 -- SB -3A -- 7.883 7.320 117.5 13.9 55 340 15 8.4E-09 -- SB -4A -- 7.584 7.306 118.2 13.9 55 410 20 1.6E-08 NOTE: 1) Dimensions are from final measurements P or Red = indicates pending test results Golder Associates Inc. September 2016 1659589.2 • • • PROJECT TITLE PROJECT NUMBER SAMPLE ID SAMPLE TYPE HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA USING A FLEXIBLE WALL PERMEAMETER ASTM D5084 METHOD D, CONSTANT RATE OF FLOW AEC-SCLF 1659589 SB -3A Intact BOARD # CELL # Flow Pump Speed Technician 8 8 12 BC COMMENTS 1. Specific gravity is assumed. FLOW PUMP #1 Specific Gravity Height, cm Diameter, cm Area, m' Volume, m3 Mass, g Moisture Content Dry Unit Weight, kN/m3 Dry Unit Weight, Ibf/ft3 Saturation, Sample Data Initial Final 2.70 7.920 7.883 7.275 7.320 0.004156 0.004209 0.0003292 0.0003318 704.88 711.42 13.9% 16.1% 18.450 18.113 117.5 115.3 85.9% 94.2 Permeant Back Pressure, kPa Effective Consolidation Stress, kPa Length During Permeation, cm Area During Permeation, m' Water 340 55 7.883 0.004209 Visual Description: SANDY CLAY, dark grayish brown, moist, chunks of sand and claystone, dry pockets DATE/TIME TEMP (°C) 0h (cm) Flow (m3) Gradient Uncorrected Hydraulic Conductivity (cm/s) 9/19/16 11:00 20.7 120 — — — 9/19/16 11:15 20.7 119 5.0E-09 15.16 8.62E-09 9/19/16 11:30 20.7 120 5.0E-09 15.16 8.62E-09 9/19/16 11:45 20.7 121 4.9E-09 15.29 8.55E-09 9/19/16 12:00 20.7 121 5.0E-09 15.35 8.51E-09 Average Corrected Hydraulic Conductivity (cm/s) 8.4E-09 DATE REVIEW 9/21/2016 MB Golder Associates Inc. • • • PROJECT TITLE PROJECT NUMBER SAMPLE ID SAMPLE TYPE HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA USING A FLEXIBLE WALL PERMEAMETER ASTM D5084 METHOD D, CONSTANT RATE OF FLOW AEC/Geotechnical Lab Testing/CO 1659589.2 SB -4A Intact BOARD # CELL # Flow Pump Speed Technician 6 3 11 BC COMMENTS 1. Specific gravity is assumed. FLOW PUMP #1 Specific Gravity Height, cm Diameter, cm Area, m' Volume, m' Mass, g Moisture Content Dry Unit Weight, kN/m3 Dry Unit Weight, Ibf/ft3 Saturation, Sample Data Initial Final 2.70 7.635 7.584 7.286 7.306 0.004169 0.004193 0.0003183 0.0003180 686.14 691.79 13.9% 14.7% 18.566 18.614 118.2 118.5 88.0% 93.6% Permeant Back Pressure, kPa Effective Consolidation Stress, kPa Length During Permeation, cm Area During Permeation, m' Water 410 55 7.584 0.004193 Visual Description (Golder Procedure): SANDY CLAY, trace gravel, dark grayish brown, moist DATE/TIME TEMP (°C) Ah (cm) Flow (m3) Gradient Uncorrected Hydraulic Conductivity (cm/s) 9/28/16 14:20 20.7 152 — — — 9/28/16 14:35 20.7 155 1.3E-08 20.24 1.65E-08 9/28/16 14:50 20.7 154 1.3E-08 20.37 1.64E-08 9/28/16 15:10 20.7 153 1.7E-08 20.24 1.65E-08 9/28/16 15:25 20.7 156 1.3E-08 20.37 1.64E-08 Average Corrected Hydraulic Conductivity (cm/s) 1.6E-08 DATE 9/30/2016 REVIEW MB Golder Associates Inc. • • • APPENDIX C MATERIAL SPECIFICATIONS Projects1Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL AEC • • APPENDIX C.1 GEOTEXTILE SPECIFICATIONS Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORT1Phase 4A cert Rpt FINAL e TENCATE • Mirafi. • • TENCATE GEOSYNTHETICS Americas Mirafi®180N is a needlepunched nonwoven geotextile composed of polypropylene fibers, which are formed into a stable network such that the fibers retain their relative position. Mirafi® 180N is inert to biological degradation and resists naturally encountered chemicals, alkalis, and acids. Mirafi® 180N meets AASHTO M288-06 Class 1 for Elongation > 50%. TenCate Geosynthetics Americas Laboratories are accredited by a2La (The American Association for Laboratory Accreditation) and Geosynthetic Accreditation Institute — Laboratory Accreditation Program (GAI-LAP). NTPEP Listed Mechanical Properties Test Method Unit Minimum Average Roll Value MD CD Grab Tensile Strength ASTM D4632 lbs (N) 205 (912) 205 (912) Grab Tensile Elongation ASTM D4632 % 50 50 Trapezoid Tear Strength ASTM 04533 lbs (N) 80 (356) 80 (356) ' CBR Puncture Strength ASTM 06241 lbs (N) 500 (2224) Maximum Opening Size Apparent Opening Size (AOS) ASTM D4751 U.S. Sieve (mm) 80 (0.18) Minimum Roll Value Permittivity ASTM D4491 sec'' 1.4 Flow Rate ASTM D4491 gal/min/ft2 (I/min/m2) 95 (3870) Minimum Test Value UV Resistance (at 500 hours) LASTM D4355 % strength retained 70 Physical Properties Unit Roll Sizes Roll Dimensions (width x length) ft (m) 12.5 x 360 (3.8 x 110) ' 15 x 300 (4.57 x 91.4) Roll Area yd2 (m2) 500 (418) Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and alf express, implied, or statutory standards, warranties or guarantees. including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information furnished herewith. This document should not be construed as engineering advice. Mirafie is a registered trademark of Nicolon Corporation. 365 South Holland Drive Tel 706 683 2226 Fax 706 693 4400 Pendergrass, GA 30567 Tel 888 795 0808 www.tencate.com FGS000351 ETC1R72 Copyright © 2015 Nicolon Corporation. All Rights Reserved. GAI-LAP-25-97 Testing L.ab 1291.01 & 1291.02 • APPENDIX C.2 HDPE PIPE SPECIFICATIONS ProjectslGlenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTPhase 4A cert Rpt FINAL AEC • • APPENDIX D SURVEY DATA AND RECORD DRAWINGS Projects\G1enwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL AEC • D.1 CERTIFICATION SURVEY SPREADSHEETS Projects\Glenwood12076 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL AEC • • • An Employee -Owned Company November 7, 2016 Curt J. Ahrendsen American Environmental Consulting, LLC 8191 Southpark Lane, Suite 107 Littleton, CO 80120 Re: South Canyon Landfill — Phase 4B Construction I, Rodney P. Kiser a Colorado Licensed Professional Land Surveyor in the State of Colorado, do hereby state that the surveying of the accompanying certification tables were done under my direct supervision, and to the best of my knowledge and belief, the tables are a correct representation of said surveys. The information provided accurately represents the measurements obtained at the time of the surveys. Sincerely, 'H COUN Y E -GINEERING, INC. Rodney P. I'ise , Licensed Professional Land Surveyor Colorado PC o. 38215 Survey Manager 1517 Blake Avenue, Suite 101 Glenwood Springs, CO 81601 Telephone - 970.945.8676 Fax - 970.945.2555 SOUTH CANYON LANDFILL Date:11 /4/2016 PHASE 4B AEC Master Spreadsheet POINT NUMBERS SUBGRADE Subgrade Top of Clay Design As -Built OK - CIF Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation 10201 1201 42,825.9688 -10,745.4346 6,372.00 42,825.895 -10,745.420 6,371.964 OK OK OK 202 1202 42,818.9254 -10,729.1511 6,369.00 42,819.019 -10,729.133 6,368.946 OK OK OK 204 1204 42,809.3009 -10,706.8484 6,366.78 42,809.427 -10,706.866 6,366.650 OK OK OK 205 1205 42,817.1539 -10,657.5195 6,364.00 42,817.192 -10,657.537 6,363.950 OK OK OK 206 1206 42,820.8784 -10,636.7416 6,362.98 42,820.704 -10,636.879 6,362.825 OK OK OK 207 1207 42,826.5617 -10,633.0038 6,362.98 42,826.563 -10,633.040 6,362.970 OK OK OK 208 1208 42,832.1956 -10,625.7511 6,362.98 42,832.231 -10,625.657 6,362.966 OK OK OK 209 1209 42,834.1684 -10,621.3177 6,362.98 42,834.129 -10,621.422 6,362.781 OK OK OK 210 1210 42,835.4728 -10,612.3618 6,361.98 42,835.494 -10,612.671 6,361.968 OK OK OK 211 1211 42,834.2783 -10,594.9171 6,360.98 42,834.268 -10,594.947 6,360.862 OK OK OK 212 1212 42,834.2777 -10,574.0237 6,360.13 42,834.342 -10,574.139 6,360.067 OK OK OK 213 1213 42,829.6409 -10,561.0152 6,359.55 42,829.732 -10,560.870 6,359.449 OK OK OK 214 1214 42,828.7534 -10,547.5045 6,358.98 42,828.730 -10,547.533 6,358.976 OK OK OK 215 1215 42,827.8275 -10,533.4103 6,359.00 42,827.875 -10,533.515 6,358.906 OK OK OK 216 1216 42,829.2871 -10,514.1814 6,359.00 42,829.109 -10,514.179 6,358.939 OK OK OK 217 1217 42,820.5165 -10,508.2319 6,357.00 42,820.591 -10,508.282 6,356.926 OK OK OK 218 1218 42,805.8239 -10,500.0000 6,355.76 42,805.761 -10,500.046 6,355.751 OK OK OK 219 1219 42,796.1827 -10,494.6448 6,354.99 42,795.959 -10,494.619 6,354.911 OK OK OK 220 1220 42,800.0000 -10,500.0000 6,355.53 42,800.031 -10,499.963 6,355.485 OK OK OK 221 1221 42,800.0000 -10,550.0000 6,358.52 42,800.166 -10,550.017 6,358.375 OK OK OK 222 1222 42,800.0000 -10,600.0000 6,360.54 42,800.042 -10,600.142 6,360.500 OK OK OK 223 1223 42,800.0000 -10,650.0000 6,363.17 42,800.066 -10,649.893 6,363.096 OK OK OK 224 1224 42,800.0000 -10,700.0000 6,366.03 42,799.940 -10,700.050 6,366.013 OK OK OK 225 1225 42,800.0000 -10,750.0000 6,370.00 42,799.916 -10,750.116 6,369.932 OK OK OK 226 1226 42,800.1030 -10,756.8100 6,371.00 42,800.108 -10,756.733 6,370.978 OK OK OK 1227 42,758.4130 -10,751.4550 6,368.31 42,758.431 -10,751.303 6,368.253 OK OK OK ir227 228 1228 42,750.0000 -10,750.9184 6,367.88 42,749.959 -10,750.904 6,367.845 OK OK OK 229 1229 42,750.0000 -10,700.0000 6,364.68 42,749.896 -10,700.096 6,364.652 OK OK OK 230 1230 42,750.0000 -10,650.0000 6,361.87 42,749.904 -10,649.908 6,361.836 OK OK OK 231 1231 42,750.0000 -10,600.0000 6,359.42 42,750.094 -10,599.987 6,359.387 OK OK OK 232 1232 42,750.0000 -10,550.0000 6,357.07 42,750.070 -10,549.998 6,357.058 OK OK OK 233 1233 42,750.0000 -10,514.9245 6,354.65 42,750.021 -10,515.038 6,354.641 OK OK OK 234 1234 42,700.0000 -10,536.8804 6,354.29 42,699.991 -10,536.923 6,354.242 OK OK OK 235 1235 42,700.0000 -10,550.0000 6,354.98 42,699.948 -10,550.045 6,354.930 OK OK OK 236 1236 42,700.0000 -10,600.0000 6,358.26 42,700.009 -10,599.968 6,358.247 OK OK OK 237 1237 42,700.0000 -10,650.0000 6,360.69 42,699.991 -10,649.994 6,360.664 OK OK OK 238 1238 42,700.0000 -10,700.0000 6,363.32 42,699.875 -10,700.091 6,363.224 OK OK OK 239 1239 42,700.0002 -10,747.3116 6,366.00 42,700.015 -10,747.306 6,365.874 OK OK OK 240 1240 42,650.0000 -10,738.6482 6,364.24 241 1241 42,650.0000 -10,700.0000 6,362.01 42,650.000 -10,700.000 6,361.932 OK OK OK 242 1242 42,650.0000 -10,650.0000 6,359.30 42,650.073 -10,649.996 6,359.294 OK OK OK 243 1243 42,650.0000 -10,600.0000 6,356.49 42,649.967 -10,600.122 6,356.435 OK OK OK 244 1244 42,650.0000 -10,558.8362 6,353.91 42,649.955 -10,558.849 6,353.870 OK OK OK 245 1245 42,600.0000 -10,580.7921 6,353.52 42,600.096 -10,580.778 6,353.486 OK OK OK 246 1246 42,600.0000 -10,600.0000 6,354.57 42,599.922 -10,599.953 6,354.513 OK OK OK 247 1247 42,600.0000 -10,650.0000 6,358.00 42,599.873 -10,650.178 6,357.997 OK OK OK 248 1248 42,600.0000 -10,700.0000 6,360.80 249 1249 42,638.0770 -10,736.4967 6,363.73 250 1250 42,615.0680 -10,729.6727 6,362.66 251 1251 42,600.0000 -10,721.9995 6,361.93 2531253 42,570.5890 -10,701.0977 6,360.00 154 1254 42,558.2450 -10,674.1479 6,358.00 255 1255 42,549.2660 -10,653.3967 6,356.13 SOUTH CANYON LANDFILL Date:11 /4/2016 PHASE 4B AEC Master Spreadsheet POINT NUMBERS SUBGRADE Subgrade Top of Clay Design As -Built OK - C/F Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation 10 256 1256 42,550.0000 -10,650.0000 6,355.91 257 1257 42,550.0000 -10,602.7480 6,353.21 42,550.005 -10,602.620 6,353.147 OK OK OK 258 1258 42,534.0110 -10,640.3507 6,354.71 259 1259 42,502.5525 -10,623.5830 6,353.00 Below Design Pts Added 9/19/2016 2158 42598.165 -10637.005 6357.312 42598.165 -10637.005 6357.312 OK OK OK 2159 42590.598 -10629.131 6356.545 42590.598 -10629.131 6356.545 OK OK OK 2160 42570.532 -10612.371 6354.419 42570.532 -10612.371 6354.419 OK OK OK 2163 42,581.2030 -10,651.3790 6,357.34 42581.202 -10651.319 6357.301 OK OK OK 2164 42,608.2210 -10,682.4840 6,360.00 42608.206 -10682.561 6359.835 OK OK OK 2165 42,631.0100 -10,708.7200 6,362.00 42630.935 -10708.635 6361.994 OK OK OK 2166 42,652.5960 -10,733.5720 6,364.00 42652.643 -10733.472 6363.896 OK OK OK 2167 42,658.2910 -10,740.1290 6,364.57 42658.288 -10740.322 6364.488 OK OK OK Throat between 4A and 4B points 10075 42827.646 -10788.743 6379.096 42827.646 -10788.743 6379.096 OK OK OK 10076 42845.355 -10780.571 6379.961 42845.355 -10780.571 6379.961 OK OK OK 10077 42850.678 -10822.028 6390.025 42850.678 -10822.028 6390.025 OK OK OK 10078 42863.349 -10811.319 6391.283 42863.349 -10811.319 6391.283 OK OK OK 10079 42875.533 -10853.636 6401.512 42875.533 -10853.636 6401.512 OK OK OK 10080 42888.851 -10843.832 6402.826 42888.851 -10843.832 6402.826 OK OK OK 10088 42913.586 -10915.913 6413.388 42913.586 -10915.913 6413.388 OK OK OK 10089 42898.460 -10921.789 6413.372 42898.460 -10921.789 6413.372 OK OK OK 10090 42888.953 -10882.696 6409.266 42888.953 -10882.696 6409.266 OK OK OK 0091 42904.308 -10876.891 6410.159 42904.308 -10876.891 6410.159 OK OK OK 128 42925.362 -10965.062 6415.803 42925.362 -10965.062 6415.803 OK OK OK 148 42911.545 -10972.646 6415.936 42911.545 -10972.646 6415.936 OK OK OK • SOUTH CANYON LANDFILL Date:11 /4/2016 PHASE 4B AEC Master Spreadsheet POINT NUMBERS TOP OF CLAY Subgrade Top of Clay Design As -Built OK - CIF Clay Thickness NOTES Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation (Design Actual 111 201 1201 42,825.9688 -10,745.4346 6,373.02 42826.020 -10745.585 6373.034 OK OK OK 1.020 1.0700 NW CORNER/TOE OF GROUND SLOPE 202 1202 42,818.9254 -10,729.1511 6,370.02 42818.870 -10729.326 6370.115 OK OK OK 1.020: 1.1690 TOE OF GROUND SLOPE 204 1204 42,809.3009 -10,706.8484 6,367.80 42809.238 -10706.928 6367.919 OK OK OK 1.0201 1.2690 TOE OF GROUND SLOPE 205 1205 42,817.1539 -10,657.5195 6,365.02 42817.211 -10657.497 6365.088 OK OK i OK1.020 1.1380 TOE OF GROUND SLOPE 206 1206 42,820.8784 -10,636.7416 6,364.00 42820.687 -10636.610 6364.104 OK OK OK 1.020: 1.2790 TOE OF GROUND SLOPE 207 1207 42,826.5617 -10,633.0038 6,364.00 42826.473 -10633.060 6364.126 OK OK OK 1.020: 1.1560 TOE OF GROUND SLOPE 208 1208 42,832.1956 -10,625.7511 6,364.00 42832.128 -10625.781 6364.034 OK OK OK 1.0201 1.0680 TOE OF GROUND SLOPE 209 1209 42,834.1684 -10,621.3177 6,364.00 42833.984 -10621.268 6364.170 OK OK ° OK 1.0201 1.3890 TOE OF GROUND SLOPE 210 1210 42,835.4728 -10,612.3618 6,363.00 42835.643 -10612.248 6363.062 OK OK _ OK 1.020; 1.0940 TOE OF GROUND SLOPE 211 1211 42,834.2783 -10,594.9171 6,362.00 42834.480 -10594.876 6362.148 OK OK OK 1.020: 1.2860 TOE OF GROUND SLOPE 212 1212 42,834.2777 -10,574.0237 6,361.15 42834.269 -10574.013 6361.194 OK OK OK 1.020: 1.1270 TOE OF GROUND SLOPE 213 1213 42,829.6409 -10,561.0152 6,360.57 42829.642 -10561.115 6360.618 OK ° OK ° OK 1.0201 1.1690 TOE OF GROUND SLOPE 214 1214 42,828.7534 -10,547.5045 6,360.00 42828.810 -10547.476 6360.114 OK: OK OK 1.020; 1.1380 TOE OF GROUND SLOPE 215 1215 42,827.8275 -10,533.4103 6,360.02 42827.854 -10533.437 6360.089 OK OK OK 1.020: 1.1830 TOE OF GROUND SLOPE 216 1216 42,829.2871 -10,514.1814 6,360.02 42829.163 -10514.120 6360.030 OK OK OK 1.020: 1.0910 NE CORNER/TOE OF GROUND SLOPE 217 1217 42,820.5165 -10,508.2319 6,358.02 42820.582 -10508.350 6358.249 OK ° OK 0.2 ft Cut 1.020' 1.3230 BOUNDARY/TERMINATION BERM 218 1218 42,805.8239 -10,500.0000 6,356.78 42805.774 -10499.989 6356.892 OK OK OK 1.020: 1.1410 BOUNDARY/TERMINATION BERM 219 1219 42,796.1827 -10,494.6448 6,356.01 42796.195 -10494.584 6356.307 OK OK 0.3 ft Cut 1.020: 1.3960 BOUNDARY/TERMINATION BERM 220 1220 42,800.0000 -10,500.0000 6,356.55 42800.021 -10499.961 6356.605 OK OK OK 1.020: 1.1200 GRID 221 1221 42,800.0000 -10,550.0000 6,359.54 42800.034 -10550.008 6359.700 OK OK ° OK 1.020 1.3250 GRID 222 1222 42,800.0000 -10,600.0000 6,361.56 42800.017 -10599.972 6361.747 OK: OK OK 1.020: 1.2470 GRID 223 1223 42,800.0000 -10,650.0000 6,364.19 42799.966 -10650.076 6364.348 OK OK OK 1.020: 1.2520 GRID 224 1224 42,800.0000 -10,700.0000 6,367.05 42800.043 -10700.022 6367.172 OK OK OK 1.020:' 1.1590 GRID 225 1225 42,800.0000 -10,750.0000 6,371.02 42800.137 -10750.137 6371.109 OK OK ° OK 1.020 1.1770 GRID 2261226 42,800.1030 -10,756.8100 6,372.02 42800.183 -10756.864 6372.054 OK OK OK 1.020; 1.0760 GRID/TOE OF FILL 1227 42,758.4130 -10,751.4550 6,369.33 42758.233 -10751.464 6369.420 OK OK OK 1.020: 1.1670 TOE OF FILL P227 228 1228 42,750.0000 -10,750.9184 6,368.90 42749.989 -10750.910 6368.912 OK OK OK 1.0201 1.0670 GRID/TOE OF FILL 229 1229 42,750.0000 -10,700.0000 6,365.70 42750.116 -10700.041 6365.756 OK OK OK 1.020: 1.1040 GRID 230 1230 42,750.0000 -10,650.0000 6,362.89 42749.991 -10650.048 6363.027 OK OK OK 1.020' 1.1910 GRID 231 1231 42,750.0000 -10,600.0000 6,360.44 42749.974 -10600.063 6360.543 OK OK OK 1.020: 1.1560 GRID 232 1232 42,750.0000 -10,550.0000 6,358.09 42750.090 -10549.826 6358.199 OK OK OK 1.020: 1.1410 GRID 233 1233 42,750.0000 -10,514.9245 6,355.67 42750.017 -10514.816 6355.808 OK OK OK 4 1.0201 1.1670 GRID/BOUNDARY/TERMINATION BERM 234 1234 42,700.0000 -10,536.8804 6,355.31 42699.943 -10537.025 6355.358 OK OK: OK 1.020: 1.1160 GRID/BOUNDARY/TERMINATION BERM 235 1235 42,700.0000 -10,550.0000 6,356.00 42700.042 -10549.963 6356.117 OK OK OK 1.020: 1.1870 GRID 236 1236 42,700.0000 -10,600.0000 6,359.28 42699.931 -10600.036 6359.320 OK OK OK 1.020: 1.0730 GRID 237 1237 42,700.0000 -10,650.0000 6,361.71 42699.857 -10650.048 6361.817 OK ' OK OK 1.020 1.1530 GRID 238 1238 42,700.0000 -10,700.0000 6,364.34 42699.901 -10699.939 6364.486 OK OK OK 1.020; 1.2620 GRID 239 1239 42,700.0002 -10,747.3116 6,367.02 42700.126 -10747.329 6367.205 OK OK OK 1.020: 1.3310 GRID/TOE OF FILL 240 1240 42,650.0000 -10,738.6482 6,365.26 42649.935 -10738.691 6365.385 OK OK OK 1.020: HISTORIC TRASH AREA/GRID/TOE OF FILL 241 1241 42,650.0000 -10,700.0000 6,363.03 42649.957 -10700.047 6363.061 OK OK OK 1.0201 1.1290 GRID 242 1242 42,650.0000 -10,650.0000 6,360.32 42649.917 -10650.053 6360.389 OK OK OK 1.0201 1.0950 GRID 243 1243 42,650.0000 -10,600.0000 6,357.51 42650.019 -10599.962 6357.635 OK OK OK 1.020: 1.2000 GRID 244 1244 42,650.0000 -10,558.8362 6,354.93 42649.999 -10558.956 6355.048 OK OK OK 1.020: 1.1780 GRID/BOUNDARY/TERMINATION BERM 245 1245 42,600.0000 -10,580.7921 6,354.54 42599.919 -10580.748 6354.679 OK OK OK 1.020 1.1930 GRID/BOUNDARY/TERMINATION BERM 246 1246 42,600.0000 -10,600.0000 6,355.59 42599.921 -10599.990 6355.754 OK OK OK 1.020: 1.2410 GRID 247 1247 42,600.0000 -10,650.0000 6,359.02 42599.869 -10650.060 6359.128 OK OK OK 1.020: 1.1310 GRID 248 1248 42,600.0000 -10,700.0000 6,361.82 42599.883 -10700.040 6361.875 OK OK OK HISTORIC TRASH AREA/GRID 249 1249 42,638.0770 -10,736.4967 6,364.75 42638.165 -10736.648 6364.844 OK OK OK HISTORIC TRASH AREA/TOE OF FILL 250 1250 42,615.0680 -10,729.6727 6,363.68 42614.975 -10729.757 6363.800 OK OK OK HISTORIC TRASH AREA/TOE OF FILL 251 1251 42,600.0000 -10,721.9995 6,362.95 42599.968 -10721.902 6362.975 OK OK OK HISTORIC TRASH AREA/GRID/TOE OF FILL 253 1253 42,570.5890 -10,701.0977 6,361.02 42570.566 -10701.088 6361.141 OK OK '• OK iHISTORIC TRASH AREA/TOE OF FILL W54 1254 42,558.2450 -10,674.1479 6,359.02 42558.282 -10674.270 6359.082 OK OK OK HISTORIC TRASH AREA/TOE OF FILL 55 1255 42,549.2660 -10,653.3967 6,357.15 42549.244 -10653.415 6357.218 OK OK OK HISTORIC TRASH AREA/GRID 3 SOUTH CANYON LANDFILL Date:11 /4/2016 PHASE 4B AEC Master Spreadsheet POINT NUMBERS TOP OF CLAY NOTES Subgrade Top of Clay Design As -Built OK - CIF Clay Thickness Northing Easting Elevation Northing Easting Elevation Northing Easting Elevation iDesign Actual II256 1256 42,550.0000 -10,650.0000 6,356.93 42550.016 -10650.041 6356.971 OK OK OK HISTORIC TRASH AREA/GRID 257 1257 42,550.0000 -10,602.7480 6,354.23 42549.978 -10602.814 6354.391 OK OK OK 1.020 1.2440 GRID/BOUNDARY/TERMINATION BERM 258 1258 42,534.0110 -10,640.3507 6,355.73 42534.171 -10640.457 6355.866 OK OK OK HISTORIC TRASH AREA/TOE OF FILL 259 1259 42,502.5525 -10,623.5830 6,354.02 42502.525 -10623.430 6354.151 OK OK OK HISTORIC TRASH AREA/SW CORNER/TERMBERM Pts Ac Below Design 2158 42598.065 -10637.057 6358.386 42598.065 -10637.057 6358.386 OK OK OK 1.074 1.0740 NW CORNER/TOE OF FILL 2159 42590.514 -10629.133 6357.568 42590.514 -10629.133 6357.568 OK OK OK 1.023 1.0230 NW CORNER/TOE OF GROUND SLOPE 2160 42570.608 -10612.438 6355.568 42570.608 -10612.438 6355.568 OK OK OK 1.149 1.1490 TOE OF GROUND SLOPE 2163 42,581.2030 -10,651.3190 6,358.36 42581.285 -10651.438 6358.516 OK OK OK 1.020 1.2150 SE LIMIT OF LINER 2164 42,608.2210 -10,682.4840 6,361.02 42608.288 -10682.544 6361.189 OK: OK OK 1.020 1.3540 SE LIMIT OF LINER 2165 42,631.0100 -10,708.7200 6,363.02 42630.980 -10708.693 6363.126 OK OK OK 1.020 1.1320 SE LIMIT OF LINER 2166 42,652.5960 -10,733.5720 6,365.02 42652.643 -10733.620 6365.046 OK OK OK 1.020 1.1500 SE LIMIT OF LINER 2167 42,658.2910 -10,740.1290 6,365.59 42658.367 -10740.143 6365.734 OK OK OK 1.020 1.2460 SE LIMIT OF LINER Throat between 4A € 10075 42827.693 -10788.727 6380.155 42827.693 -10788.727 6380.155 OK OK OK 1.05 1.0590 THROAT BETWEEN 4A & 4B 10076 42845.389 -10780.565 6381.075 42845.389 -10780.565 6381.075 OK OK OK 1.05 1.1140 THROAT BETWEEN 4A & 4B 10077 42850.646 -10822.179 6391.104 42850.646 -10822.179 6391.104 OK OK OK 1.05 1.0790 THROAT BETWEEN 4A & 4B 10078 42863.368 -10811.327 6392.369 42863.368 -10811.327 6392.369 OK OK OK 1.05 1.0860 THROAT BETWEEN 4A & 4B 10079 42875.465 -10853.604 6402.601 42875.465 -10853.604 6402.601 OK OK OK i 1.05 1.0890 THROAT BETWEEN 4A & 4B 10080 42888.740 -10843.810 6403.925 42888.740 -10843.810 6403.925 OKOK OK 1.05 1.0990 THROAT BETWEEN 4A & 4B 10088 42913.521 -10915.841 6414.481 42913.521 -10915.841 6414.481 OK OK OK 1.05 1.0930 THROAT BETWEEN 4A & 4B 10089 42898.478 -10921.775 6414.493 42898.478 -10921.775 6414.493 OK OK OK 1.05 1.1210 THROAT BETWEEN 4A & 4B 10090 42889.004 -10882.738 6410.342 42889.004 -10882.738 6410.342 OK OK i OK 1.05 1.0760 THROAT BETWEEN 4A & 4B 0091 42904.172 -10876.934 6411.264 42904.172 -10876.934 6411.264 OK OK OK 1.05 1.1050 THROAT BETWEEN 4A & 4B 128 42911.687 -10972.559 6417.028 42911.687 -10972.559 6417.028 OK OK OK 1.02 1.2250 THROAT BETWEEN 4A & 4B 148 42925.252 -10965.093 6416.976 42925.252 -10965.093 6416.976 OK OK OK 1.02 1.0400 THROAT BETWEEN 4A & 4B • 4 • • • D.2 AS -BUILT RECORD DRAWINGS Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL AEC