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HomeMy WebLinkAbout4.0 Construction Quality Assurance Report 09.12.2016• • • CONSTRUCTION QUALITY ASSURANCE REPORT SOUTH CANYON SOLID WASTE DISPOSAL SITE PHASE 4A 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 #107 Littleton, Colorado 80120 September 12, 2016 FINAL REPORT CONSTRUCTION QUALITY ASSURANCE FOR CONSTRUCTION OF COHESIVE SOIL LINER PHASE 4A SOUTH CANYON SOLID WASTE DISPOSAL SITE GLENWOOD SPRINGS, GARFIELD COUNTY, CO September 12, 2016 I hereby certify that the construction of the liner and leachate collection system and this documentation report for Phase 4A 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 4A were performed in substantial compliance with appropriate specifications and • Colorado Regulations Pertaining to Solid Waste Sites and Facilities. . » Michael H. Stewart, P.E. Registration No. 23004 • • TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 CONSTRUCTION BACKGROUND 2 2.1 Landfill Design 2 2.2 Parties to Construction 3 2.3 Construction Equipment 4 2.4 Construction Schedule 4 3.0 SUBGRADE PREPARATION 5 4.0 CLAY LINER CONSTRUCTION 7 5.0 PIPELESS LEACHATE DRAIN 12 6.0 TEMPORARY SURFACE WATER CONTROL BERMS 13 7.0 CONCLUSIONS 14 TABLES • TABLE 1 MINIMUM FREQUENCY OF TESTING FOR CQA EVALUATION OF STRUCTURAL FILL 5 TABLE 2 STRUCTURAL FILL MATERIAL LABORATORY RESULTS 6 TABLE 3 PHASE 4 COHESIVE SOIL LINER MINIMUM REQUIRED MATERIAL PROPERTIES 7 TABLE 4 PHASE 4 COHESIVE SOIL LINER PRECONSTRUCTION TESTING AND FREQUENCY 8 TABLE 5 PHASE 4 SOIL LINER CONSTRUCTION TESTING AND FREQUENCY 8 TABLE 6 STRUCTURAL FILL MATERIAL LABORATORY RESULTS 9 TABLE 7 LABORATORY CLAY LINER IN-SITU PERMEABILITY VERIFICATION RESULTS 11 • 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 APPENDIX B LABORATORY TEST DATA B.1 PRE -CONSTRUCTION SAMPLES COHESIVE SOIL LINER MATERIAL B.2 CONSTRUCTION SAMPLES COHESIVE SOIL LINER MATERIAL i AEC • • • TABLE OF CONTENTS (Continued) B.3 COHESIVE SOIL LINER MATERIAL HYDRAULIC CONDUCTIVITY TEST RESULTS APPENDIX C GEOTEXTILE MATERIAL SPECIFICATIONS APPENDIX D SURVEY DATA AND RECORD DRAWINGS D.1 CERTIFICATION SURVEY SPREADSHEETS D.2 AS -BUILT RECORD DRAWINGS ii AEC Phase 4A Construction Certification Report South Canyon Landfill 1.0 INTRODUCTION Page 1 August 24, 2016 The South Canyon Landfill, located in Glenwood Springs, Colorado, is owned by the City of Glenwood Springs (Glenwood) and operated by Heartland Environmental. American Environmental Consulting, LLC (AEC) was retained to provide Construction Quality Assurance (CQA) services for the construction of Phase 4A, an approximate 0.47 -acre municipal solid waste disposal area, Phase 4A's liner system on the cell floor consisted of the following (bottom to top): • Prepared subgrade that meets CQA specifications • 12 -inch thick low permeability cohesive soil liner compacted to a permeability of 1x10-7 centimeters per second (cm/sec) or less • 16 -inch high leachate drainage drain line consisting of shredded tires wrapped with an 8 -ounce geotextile • Construction of a temporary 5 -feet tall termination berm. This construction project commenced on July 27, 2016 with subgrade preparation activities. During construction, AEC was responsible for monitoring the construction activities so that the material and installation procedures were in general compliance with the specifications included in the July 2016 Construction Quality Assurance Plan (CQAP), Phase 4A Addition construction drawings, and industry standards. The CQAP outlines 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 presents the CQA dat4 generated during construction to demonstrate that the Phase 4A 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 was 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, but not limited to 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 CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL Phase 4A Construction Certification Report South Canyon Landfill 2.0 CONSTRUCTION BACKGROUND Page 2 August 24, 2016 2.1 Phase 4A Background/Construction Activities American Environmental Consulting, LLC (AEC), conducted this project in general compliance with the South Canyon Landfill (SCLF) Engineering Design and Operations Plan (EDOP) plan that was originally prepared, dated September 30, 1994 and submitted to Garfield County by Steffen, Robertson, and Kirsten (SRK). This project includes construction of the Phase 4A liner and leachate drain line and also requests approval to fill in Phase 4A 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 Phase 4A area) is currently filled with refuse (see the attached drawing) and cannot be lined. The remaining base area of the landfill has also changed over time since the initial EDOP and the remaining base area to be lined is now proposed to be approximately 5.49 acres, 0.79 acres more than initially proposed. With the exception of the Phase 5 expansion, no other portions of the landfill have ever been lined. The Phase 4A area was once owned by the Bureau of Land Management and the waste disposed in this area was removed and placed in the permitted fill. Since that time, Glenwood has purchased the property and this area is delineated as Phase 4A and is part of the remaining base area that will be lined. In order to implement the CQA program, AEC followed the criteria used during construction of the Phase 5 area. For the Phase 4A cell construction, AEC performed the following CQA monitoring activities: Subgrade Preparation CQA monitoring during subgrade preparation involved the following activities: • AEC observed that debris, including plant materials such as trees, stumps, and roots were not present prior to subgrade construction and preparation. • Prior to cohesive soil liner placement, AEC observed proof rolling of the subgrade for soft spots, pumping, or deleterious materials. Soft areas were excavated and structural fill material was placed and tested according to the specifications in the CQAP. • AEC reviewed subgrade elevations in accordance with the applicable survey program. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL Phase 4A Construction Certification Report South Canyon Landfill Cohesive Soil Liner Construction Page 3 August 24, 2016 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 followed by collection and testing of the relatively undisturbed samples from the installed soil liner for permeability testing. • 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 4A 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 Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTPhase 4A cert Rpt FINAL Phase 4A 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. Page 4 August 24, 2016 Independent Soil Testing Laboratories Golder Associates Inc. 9197 West 6th Ave, Building C Suite 100 Lakewood, CO 80215 Matthew Barrett, Lab Manager 2.3 Construction Equipment 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 4A was performed by Heartland Environmental and commenced on July 27, 2016. The existing ground surface in the Phase 4A area was near design grades, therefore little excavation was necessary. The subgrade was certified for placement of clay liner on August 3, 2016. Placement of the first lift of the cohesive clay liner began on August 4, 2016, and the second and final lift was completed on August 12, 2016. The pipeless drain was constructed in-place on August 18, 2016. AEC conducted a final walkthrough of the Phase 4A area to verify completion on August 25, 2016. Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL AEC Phase 4A Construction Certification Report South Canyon Landfill 3.0 SUBGRADE PREPARATION Page 5 August 24, 2016 The existing ground surface in the Phase 4A area was near design grades prior to commencement of construction, so very little excavation was required. Heartland proof rolled the entire Phase floor with a fully loaded front end loader to identify soft spots on the subgrade that required repair. A soft area along the center of the southern edge of the Phase was identified, and the soft soils were excavated and removed until solid ground was encountered. Structural fill was then placed into the excavated area in loose lifts that resulted in compacted thicknesses of no greater than 12 inches, and each lift was compacted with the Bomag sheepsfoot compactor. The in-situ dry 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 every 10,000 square feet) and shown on Table 1. The resulting excavated area was approximately 1,300 square feet with approximately 240 cubic yards of fill material to replace in the excavated area. The area had a maximum depth of approximately 5 feet, requiring one passing test per lift for a total of five passing tests. Five passing tests were recorded for the structural fill within the Phase 4A area, and the test results are included in Appendix A.1. Tests with "N" in the "Pass" column of the tables in Appendix A.1 indicate a failing test. All locations failing either moisture or density specifications were reworked and retested until specifications were met. All retests are shown in Appendix A.1 and are designated with the failing test number followed by an "R" designating a retest. Two soil samples (B-7 and B-9) were collected to be used as both structural fill and cohesive soils prior to their use and tested in the laboratory for the required properties, exceeding the minimum requirement of one sample for every 5,000 cubic yards placed of structural fill placed. 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. Tes TABLE I , EQ1 1:NC: ` OF TESTING Iat)I TR C TURAL FILL [R F.,QUEN(. MA FERIAE PR&)P:ERTIIrS 1 per 5,000 cy placed (minimum 1 per source) AS 1'M D 698 1 per 5,000 cy placed (minimum 1 per source) ASTM D 422 Standard Proctor Sieve Analysis Atterberg Limits STANDARD TEST METHOD HOD 1 per 5,000 cy placed (minimum 1 per source) ASTM D 4318 PLACE Nuclear Density Meter (100 ft. grid) In -Situ Moisture Content 1 In -Situ Moisture Content In -Situ Moisture Content In -Situ Dry Unit Weight In -Situ Dry Unit Weight 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 ProjectslGlenwood12016 PERMITTED AREA CONSTRUCTIONIREPORT1Phase 4A cert Rpt FINAL Phase 4A Construction Certification Report South Canyon Landfill Page 6 August 24, 2016 TABLE 2 STRUCTURAL FILL MATERIAL LABORATORY RESULTS Sample No. L.S.C.S Class Liquid Limit (min) Plastic Index (min) #200 o Sieve to (min) Maximum Density ASTM D698 (Pei) Optimum Moisture ASTM D698 (%) Permeability(') ASTM D5084 (cm/s) CQA Standard CL, CH, SC, ML 20 10 30% NA NA 1x10-7 B -7/B -7R(2) CL 28 11 90 119.1 13.4 8.6x10-8 B-9 CL 29 13 85 119.1 13.7 8.6x10-8 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. After the identified soft spot was excavated and backfilled, 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 chevron and toes of slopes. Some additional floor points that do not correspond to grid locations and are not along any features were also surveyed. There are four points that were field fit for subgrade elevation because they were along the boundary of the Phase 4A area and located on Mancos shale. The Mancos shale was very difficult to excavate and it was determined that the elevation at that point was sufficient to allow leachate flow from the cell. Therefore, the subgrade elevation (and corresponding top of clay liner elevation) was changed from the design point to the actual point. The engineer reviewed all subgrade survey data and verified that the Phase 4A floor was sloped towards the chevron and that the floor grades were sufficiently sloped to promote leachate flow, thus approval was given to begin clay liner placement. 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 Plates 3 and 4 in Appendix D.2. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL Phase 4A Construction Certification Report South Canyon Landfill 4.0 CLAY LINER CONSTRUCTION Page 7 August 24, 2016 Prior to commencing construction of the cohesive soil liner, AEC collected pre -construction soil samples from the soils intended for use in the Phase 4A 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 20,844 square feet of the Phase 4A area were to be lined with minimum thickness of 1 -foot of cohesive soils, requiring approximately 772 cubic yards (CY) of in-place cohesive soils and a minimum of one pre -construction sample. Two pre -construction samples (B -7/B -7R and B-9) were collected from the soils used in the construction of the Phase 4A cohesive soil liner, exceeding the minimum required pre - construction samples by one. Both samples exceeded all of 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 5.8x10-7. 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 8.6x10-8. Because of this permeability test results, the specifications for clay liner constructed in the Phase 4A area was compacted to a minimum of 95% of maximum dry density with a change in the 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. 4' OHESIVt.,, tt_: t [ E I REQUIRED MATERIAL I IA,L PRO E ' ry ly pertics for 're -Construction & Construction Samples Classification: CL, CH, SC or ML under the Unified Soil Classification System Grain Size: Permeability: >30% passing a #200 sieve Less than or equal to lx 10-7 cm/sec Liquid Limit: Greater than 20 percent Plasticity Index: Greater than 10 percent Density: d Pro i nor Construction s7lpl;s t3n1} Greater than or equal to 95 percent (ASTM D 698) Moisture Content: +2 to +5 percent (inclusive) of Optimum (ASTM D 698) Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL AEC Phase 4A Construction Certification Report South Canyon Landfill Page 8 August 24, 2016 PR TABLE _4 P'I-IASE 4 COHESIVE '() \ER ,CONSTRUCTION TESTING AND F REQUEN Atterberg Limits (ASTM D 4318) Frequency 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 OIL l INF R COI' STT I CTI(l�i I� RE i11Ei'a ( lequency Atterberg Limits (ASTM D 4318) (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) (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) (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 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 CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL Phase 4A Construction Certification Report South Canyon Landfill Page 9 August 24, 2016 TABLE 6 STRUCTURAL FILL MATERIAL LABORATORY RESULTS Sample Na. U.S.C,S CI. Liquid Limit (train) Plastic Index (min) #200 o Sieve /U (min) Maximum Density ASTM D698 (pcf) Optimum Moisture ASTM D698 (%) Permeability(') ASTM D5084 (cm/s) CQA Standard CL, CH, SC, ML 20 10 30% NA NA 1 x 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 CON -1 CL 32 17 77 116.6 14.0 -- B-18 CL 28 13 75 119.8 12.9 3.4 x 10-8 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 (+2%) 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 August 4, 2016. Approved clay soils were loaded from the stockpile by excavator and were transported and placed into Phase 4A by haul truck. The clay material was spread using the Bomag sheepsfoot into roughly 5 -inch loose lifts and then compacted into 3 -inch lifts. The loaded Komatsu haul truck was used for additional compaction to achieve the required in-situ soil density. Each of the 6 -inch test lifts were constructed with two of these 3 -inch compacted lifts. Thickness was controlled using survey stakes 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 772 cubic yards of clay soils was needed to construct the cohesive soil liner in Phase 4A and approximately 899 cubic yards of clay was used, necessitating the collection and testing of a minimum of one construction sample (CON -1) as prescribed by the requirements listed in Table 5. For confirmation of the continuing quality of the liner material, two construction samples (CON -1 and B-18) were collected and submitted for geotechnical analysis of grain size distribution, Atterberg Limits and Standard Proctor, meeting the minimum testing frequency of one test per 3,000 cubic yards of liner placed. Additionally, B-18 was tested for remolded permeability so it can be used as a preconstruction sample also. All soil properties for CON -1 and B-18 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 5 inches, and compacted into an approximately 3 -inch lift. Testing of the soil was conducted after the first approximately 6 vertical inches of soil had been placed AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL Phase 4A Construction Certification Report South Canyon Landfill Page 10 August 24, 2016 (referred to as Lift 1 for testing purposes) and again after the second approximately 6 -inches of soil had been placed (referred to as Lift 2 for testing purposes). Testing of the first lift revealed that the liner soils were too dry, so the material was re -processed with additional water and recompacted to achieve the required in-situ moisture content. The cohesive soil liner materials used to construct the second lift were processed in the stockpile with additional water to achieve the desired moisture content prior to transportation and placement into the Phase 4A area. The CQA Monitor continuously inspected the surface of the soil liner for evidence of drying and excessive cracking. Where excessive drying was noted, the material was removed, moisture was added, and the material was replaced and re -compacted. Water was periodically applied to the cohesive soil liner in Phase 4A 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, and 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. In no case was additional soil liner materials placed over any non -passing areas. 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 10,890 square feet. As previously noted, Phase 4 is approximately 20,844 square feet, requiring a minimum of 2 tests per lift. The clay on the Phase 4A floor was constructed in two; approximately six -inch -thick lifts. Each lift of clay liner covered approximately 0.47 acres, requiring a minimum of 2 moisture and density tests per six-inch lift of constructed soil liner. Four passing moisture density tests were recorded from each of the two lifts 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 cubic yards (CY) of constructed cohesive liner, requiring a minimum of one permeability tests for the 772 CY of liner constructed in Phase 4A. A total of two samples were collected from Phase 4A area in order to obtain results from each lift. ST -1A was collected from the first 6 -inch lift and ST - 2A was collected from the second 6 -inch lift. Both permeability samples exceeded the minimum requirements, with each sample exhibiting permeabilities of 1x107 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. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTPhase 4A cert Rpt FINAL Phase 4A Construction Certification Report South Canyon Landfill Page 11 August 24, 2016 TABLE ATO1 "LAIr' LINER I -SITU 1 LRMr ABILI "1' ° .1 1L I `.X TION RESULTS TS No, Sample Location by Permeability. Sur' 'y Stake No. SB -1A 1`x 10 cm/sec or less n/a SB -2A n/a 1.5x10-8 5.6x10-9 After both lifts of the cohesive soil liner were constructed and tested, the top of the liner was surveyed immediately above all surveyed subgrade locations to verify the thickness and grade of the Phase 4A 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 4A 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. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL Phase 4A Construction Certification Report South Canyon Landfill 5.0 PIPELESS LEACHATE DRAIN Page 12 August 24, 2016 A pipeless "burrito wrap" leachate drain was constructed along the southern edge of the Phase 4A area to facilitate leachate flow to the east 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 nonwoven geotextile. The material used did not have any preapproved specifications but was selected to be the same material as used in the construction of the Phase 5 area. Appendix C includes the manufacturer's specifications. The completed drain 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. 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 4, and the survey coordinates are shown on the spreadsheet included in Appendix D.1. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL Phase 4A Construction Certification Report South Canyon Landfill 6.0 TEMPORARY TERMINATION BERM Page 13 August 24, 2016 A liner termination berm was constructed along the eastern termination of the Phase 4A liner floor to provide a temporary separation between the Phase 4A and Phase 4B areas. The berm extends 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 4A 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 termination berm alignment. Once construction of Phase 4B is complete and approved by the CDPHE, the berm will be removed to allow leachate from Phase 4A to flow into Phase 4B by extending the berm to the southern edge of Phase 4B. AEC Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORI1Phase 4A cert Rpt FINAL Phase 4A Construction Certification Report South Canyon Landfill 7.0 CONCLUSIONS Page 14 August 24, 2016 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 4A 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 4A 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 4A was constructed in substantial compliance with the design engineer's plans. We believe that Phase 4A 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 CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL Haul truck offloading clay liner material into the Phase 4 area. Compacting clay liner material in Phase 4A with a soil compactor. Moisture conditioning clay liner in the Phase 4A area. Compacting Lift 2 of the Phase 4A clay liner. Compacting Lift 1 of the Phase 4A clay liner. m r a) a) Cs. a) a) E 0 U Cd a) tom" O cit a) Q cd leachate drain. O • o c • 3 a) 773 c9 o 0 0 rf E ,' O to a. E o 'C U • c 3 o 'E 4rzi o .� a U � DO r APPENDIX A MOISTURE DENSITY TEST RESULTS ProjectslGlenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL • • • A.1 STRUCTURAL FILL MOISTURE/DENSITY TEST RESULTS ProjectslGlenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL O O O W • W a ❑ a • M w m m ❑ � 2 N z LL O 1L 2 71 re W W H 12 -inch Compacte Lift Thickness: CQA Monitor: z _0 H U 1- H y z_ O U a� W co ❑ J W M m Q W FO ) ✓ � etFr_• CI N N cn Oo Wz0 �I W ❑cn _ U >_Ce LL y- U c O - — W Z U O a W O c022O) O2 n MD Ti O O I 01 e N 13.40 % Moisture 13.70 % Moisture m m CO z r z O W m CO O N a) a) z >- z V M O m (0 O ch 00 N U) cc >- >- >- 0 M co) N to M tT co m CO O N CO CO cc z >- Z 0 (SD Q) O O co m N CO N a) z >- z Z m 0) O M O O m N CO O N CO N d m >- r O tT O O O Q) V' M O co m N CO O N r >- O O O M V M co m M CO O N M CO co r >- } N 6) N O O V M co m V CO N M 0) >- >- 0 m N M CO M co m to O • • • A.2 COHESIVE SOIL LINER MOISTURE/DENSITY TEST RESULTS Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIOMREPORTIPhase 4A cert Rpt FINAL AEC • PHASE 4A CLAY TAKE A MINIMUM OF 4 MD TESTS PER LIFT IN PHASE 4 NEED 1 CLAY CONSTRUCTION SAMPLE AND 2 SHELBY TUBE 0 0 H U cc H z Soecifications 0 0 n 0 ❑U) W = U 51 0 as 0)(n 2 0� 0 (`) W (6 0 ❑ I— x* co a) a W Z U LL c cu CV �r C7 H o < O 0 _• In a z z AIo X o o c W❑O Un) vIA _ A = Cr) W < W 2 2ec0 >_ cc u- ar Li I—D u. O 5 c7 a WUOUOQO!/W -J_O m2u)02D0a.a2 CQA Monitor: O 0 (C) LL. U 0) N 0) 13.40 % Moisture 13.70 % Moisture n T Cr ai u- U a of CD ti CO a) U D C c a) a) M M () LO LO If) CO N- a) a) a) a) a) a) a) a) a) a) CCC a)CCtr ��� zzzrzzzr> ZZZ>—Z>z>>- >-zz>-zz>-> >->->->->->->>->->- z>>->->-zz>->-zzz> z> -z>->- 0 V O) r O) CO 00 O) O M Q) M a0 O 0 W O) CO m O O) O M (A O N (D 6) CO O O N ifF G] co N O) O U) O 0 m O O O a) (Tl O O (O oo O O co M (3) O W 0 Lri O O N m N M t` `7 M O CO N (C) (C) M O O N M O) co CO O) CO a) CO Q) m O) CO O) m CA m O) m Q) CO N O m N a) N a) CO N O) m N O) co N O) m N O) m N N CO111111111111111111 111111111111111 CO CO CO CO CO CO CO CO (O M M CO (D M M CO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N N CV N (V N N N N N N N N N N N V V V V (A (n (n (n CO 0 0 0 0 CO- m a o 0 o a o -637 0 o a o m co 0 o a o 0 o m N CO d' t ([) M • • • APPENDIX B LABORATORY TEST DATA ProjectslGlenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTPhase 4A cert Rpt FINAL • • • B.1 PRE -CONSTRUCTION SAMPLES COHESIVE SOIL LINER MATERIAL Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORT1Phase 4A cert Rpt FINAL 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 44 410 #20 #40 #60 4100 #200 1 Percent Passing — 0 0 0 0 0 0 00 0 c 4 1 4 4 +-" • -. 4 1- 1 0 100 10 1 0 1 0.01 0.001 Particle Size (mm) Particle Size Sieve (mm) % Passing 60 A-line 3 -inch 75.0 100.0 Description Percentage �•/U-Line Sieve Analysis (Initial Separation on No. 4 Sieve) 1.5 37.5 100.0 Plasticity Index (PI) tJ W A to O O O O -inch I -inch 25.0 100.0 Coarse Gravel 0.00 -inch 19.0 100.0 /3/4 CH or off 3/8 -inch 9.5 99.7 Fine Gravel 0.64 I #4 4.75 99.4 #10 2.0 99.4 Coarse Sand 0.00 #20 0.85 99.4 Medium Sand 0.86 MH or OH #40 0.425 98.51� #60 0.25 97.4 ; CL or OL #100 0.15 95.7 Fine Sand 8.67 :' • #200 0.075 89.8 10 ' OL 0,030 65.2 CI- .IML ML or .. 0.019 59.7 0 0.012 48.3 0 10 20 30 40 50 60 70 80 90 100 110 0.009 43.1 Silt or Clay Fines 89.82 Liquid Limit (LL) 0 0.006 35.5 9 0.003 28.9 0.001 22.8 USCS Description (ASTM D 2487): LI. Pl. PI SpG Lean clay, Tight olive brown, moist ( 28 17 I 11 -- As-Received Moisture Content (%) USCS Gro u r S mbol -- CL Notes: 0 g of particles up to 19.0 mm maximum size were removed from particle size analysis 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 retained on No. 40 sieve removed from Atterberg Limits sample by sieving DATE 6/9/2016 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 1 PROJECT NAME: AEC/Geotechnical Lab Testing/CO SAMPLE ID: B-7 TYPE: Pail DEPTH (ft): -- 1659589.2 Unit Weight (pcf 140 135 tt 130 - 125 • Maximum Dry Unit Weight and Optimum Water Content - - 100% Saturation Curve —+— Compaction Points and Curve 110 105 100 - 95 —> 90 85 80 0% Test Fraction Passing #4 Sieve As -Received Moisture Content Specific Gravity (estimated) 5% 99% NA 2.70 USCS Description (ASTM D 2487): USCS 10% 15% Water Content (%) 20% 25% Maximum Dry Unit Weight (pcf) Optimum Water Content (%) Lean clay, light olive brown, moist CL 30% 119.1 13.4 TECH DATE REVIEW BC 6/10/2016 MB ASTM D5084 § 104\ Specific gravity is assumed. con 2 C.) ( ) / u Flow Pump Speed } 00 tan m ) k a \ ± oo 0 ) \ } ) Specific Gravity § § e 5 Moisture Content Uncorrected Hydraulic Conductivity (cm/s) # 4 9 9 oci 06 od 00 0.004246 0.0003946 00 00 CO ,r — - — \ ; ' # # 9 # ■m■■ *i vi vi \ @ §) en m % 7 VI % 0.0003928 821.45 ( K k E 2 _ 84.4% Specific Gravity § § e 5 Moisture Content Uncorrected Hydraulic Conductivity (cm/s) # 4 9 9 oci 06 od 00 E \ 00 00 CO ,r — - — \ ; ' # # 9 # ■m■■ *i vi vi \ @ © en m % 7 \ N N. N. N. t- M K M K M ) S § q 3 2 § £ — — - qz so ,a NNNNN 06 Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. Golder Associates 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 1.5 -inch 1 -inch 3/4 -inch 3/8 -inch 04 010 020 040 060 0100 0200 Percent Passing o 0 0 0 0 0 0 0 o 0 4 4 ---,........• 1 0 100 10 0 1 0.01 0.001 Particle Size (mm) Particle Size Sieve (mm) % Passing 60 3-inch 75.0 100.0 Descption Percenge1.5-inch Sieve Analysis (Initial Separation on No. 4 Sieve) 37.5 99.6 Plasticity Index (PI) N w A to O O O O O I -inch 25.0 992 CoarseGravel 1.073/4 -inch 19.0 98.9CHor3/8-inch 9.5 98.7/ Fine Gravel 0.86 ;MHOrK #4 4.75 98.1#10 2.0 98.1 Coarse Sand 0.00 - 020 0.85 98.1Medium Sand 0.82 #40 0.425 97.2 #60 0.25 96.0 /,CL or OL #100 0.15 94.4 Fine Sand 12.34 / . #200 0.075 84.9 7 0.030 60.5 CL+ML PAL or L ix ; • • • Golder Associates June -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-9 TYPE: Pail DEPTH (ft): -- 1659589.2 Unit Weight (pcf) 140 135 130 125 120 115 110 105 • Maximum Dry Unit Weight and Optimum Water Content - - - 100% Saturation Curve Compaction Points and Curve 100 - 95 90 - 85 80 • OYo 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 FLOW PUMP #1 ASTM D5084 Specific gravity is assumed. { 00 k ( ) AEC/Geotechnical Lab Testing/CO PROJECT TITLE PROJECT NUMBER Flow Pump Speed } } 2 To /- } in k Back Pressure, kPa Effective Consolidation Stress, kPa Length During Permeation, cm Area During Permeation, m' Uncorrected Hydraulic Conductivity (cm/s) in 7.388 k $ E a -_ \ | - 7 4 + ■ Tr (\ W4 t \ \ ' } Ah (cm) 0.004201 o IN N IN j / ( § \ \ § } Uncorrected Hydraulic Conductivity (cm/s) 8.72E-08 8.78E-08 8.75E-08 8.75E-08 e - - _ -_ \ | ' 7 4 + ■ 9 ■ # + W4 4 4 Ah (cm) IN N IN 1 i— K « K « m$ ¢ « - @ % $ \ - - - - tri S j,o vo so vo so ) ( (( ( 1,1 Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. • • • B.2 CONSTRUCTION SAMPLES COHESIVE SOIL LINER MATERIAL Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPQRT1Phase 4A cert Rpt FINAL a ^ Golder • Associates • • August 24, 2016 Our Ref.: 1659589.2 American Environmental Consulting, LLC 8191 Southpark Lane Unit 107 Littleton, CO 80120 Attention: Mr. Curt Ahrendsen RE: LABORATORY TEST RESULTS FOR AMERICAN ENVIRONMENTAL CONSULTING, LLC PROJECT — SOUTH CANYON LF Dear Mr. Ahrendsen: Golder Associates Inc. (Golder) has prepared this report to present the results of geotechnical laboratory testing conducted on a sample submitted by American Environmental Consulting, LLC for the South Canyon LF project. The sample was tested at Golder's Geotechnical Laboratory in Lakewood, Colorado. This report presents a summary table, index testing (USCS soil classification, Atterberg Limits, and grain size distribution) and standard Proctor compaction testing results on the Sample "CON -1". All assigned laboratory testing has been completed. Thank you for the opportunity to provide these laboratory testing services and we look forward to assisting you on future projects. Should you have any questions or comments, please do not hesitate to call. Sincerely, GOLDER ASSOCIATES INC. Matthew Barrett Lab Manager/Senior Consultant cc: File mj b/M J B Attachments (3 pages) Golder Associates Inc. 9197 West 6`h Ave, Building C Suite 100 Lakewood, CO 80215 USA Tel: (303) 980-0540 Fax: (303) 985-2080 www.golder.com Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation • • ATTACHMENTS • • • T = TRIAXIAL TEST z 0 zcip P. H 00 zQ w O CA0 Z 0 U I! u DS = DIRECTSHEAR TEST EABILITY Golder Associates Inc. • taMY Golder Naitter Associates .August -16 1659589.2 PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS ASTM D421, D422, D4318 PROJECT NAME: AEC/Geotechnical Lab Testing/CO SAMPLE ID: CON -1 DEPTH (ft): -- TYPE: Pail 3 inch 1.5 -inch 1 -inch 3/4 -inch 3/8 -inch #4 410 #20 #40 460 #100 #200 .�6 I 1 1 Percent Passing Nw .P to en J 00 'D C O 0 0 0 0 0 O 0 O C 0 100 10 Particle Size (mm) Particle Size Sieve (mm) % Passing 60 01 0.01 e' lme 3 -inch 75.0 100.0 Description Percentage ,,,11 21� Sieve Analysis (Initial Separation on No. 4 Sieve) 1.5 -inch 37.5 100.0 Plasticity Index (PI) a o 0 0 0 1 -inch 25.0 100.0 Coarse Gravel 0. I I iiii,ii 3/4 -inch 19.0 99.9 CH or 3/8 -inch 9.5 99.8 Fine Gravel 0.10 #4 4.8 99.8 IIr ,/., #10 2.00 93.8 Coarse Sand 5.97 Fr : #20 0.85 89.0 Medium Sand 7.27 MH or OH #40 0.43 86.6 #60 0.25 85.3 �L , +L or • L ,,,,,■ #100 0.15 83.9 Fine Sand 0.69 0 #200 0.075 76.9 ��� I Silt Clay Fines 76.87 AINIZEIM 4011111. USCS Description (ASTM D 2487): 0 0 10 20 30 40 50 60 70 80 90 100 110 Liquid Limit (LL) LL PL PI Lean clay with sand, olive brown, moist 1 32 1 15 l 17 As -Received Moisture Content (%) USCS Groin S mbol -- 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 Material retained on Na 40 sieve removed from Atterberg Limits sample by sieving TECH MO Plastic Limit test performed by hand rolling. Method A Liquid Limit test performed using mechanical device DATE 8/9/2016 REVIEW MB • • August -16 LABORATORY COMPACTION CHARACTERISTICS OF SOIL ASTM D698 - Method A Manual Rammer Dry Preparation PROJECT NAME: AEC/Geotechnical Lab Testing/CO SAMPLE ID: CON -1 TYPE: Pail DEPTH (11): -- 1 659589.2 140 135 130 125 • Maximum Dry Unit Weight and Optimum Water Content 100% Saturation Curve Compaction Points and Curve 115 110 105 100 95 90 85 80 0% % Test Fraction Passing #4 Sieve As -Received Moisture Content Specific Gravity (estimated) 5% 100% NA 2.70 USCS Description (ASTM D 2487): USCS 10% 15% Water Content (%) 20% 25% Maximum Dry Unit Weight (pct) Optimum Water Content (%) Lean clay with sand, olive brown, moist CL 3( % 116.6 14.0 TECH, MO DATE 8/10/2016 REVIEW MB • • • B.3 COHESIVE SOIL LINER MATERIAL HYDRAULIC CONDUCTIVITY TEST RESULTS Projects1Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL AEC HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA USING A FLEXIBLE WALL PERMEAMETER ASTM D5084 METHOD D, CONSTANT RATE OF FLOW COMMENTS PROJECT TITLE N 000 PROJECT NUMBER Flow Pump Speed SAMPLE ID Technician 0 SAMPLE TYPE m 3 oo Effective Consolidation Stress, kPa 0 0 a 0 O r 0 0 e r N 000 r 0 M N 0.004186 0.0003008 Fl b Mr CC e ^ 18.420 117.3 e P �C. O O r 0�0 r 0.004169 1111 CO CM O C 648.12 c 00 ,..1"" 18.272 M CO •D 71. T s 5 fi g ^E an d M5 w. C f E e. u 00 . = 0 Y 7 V t`. .`Ci eaC O . .. r„ c . j a .e y a A lii 3 v, tn Uncorrected Hydraulic Conductivity (cm/s) 1.47E-08 1.48E-08 1.48E-08 1.48E-08 Gradient r N N ,„ V. V N N N N N N M E O 4.1 cc 07 CD '0 O O O O rrn M M M r n E G '0 '0 '0 CC CO C..1 " Om w F r O N r O N r r r O O O N N N w C w Ca N M V7 CO If: 0 11C N NN '0 '0 O. O. 00 00 '0 '0 '0 T 0 P O 00 00 Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. FLOW PUMP #I HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MEDIA USING A FLEXIBLE WALL PERMEAMETER ASTM D5084 METIIOD D, CONSTANT RATE OF FLOW 1. Specific gravity is assumed. 4) z rl st Flow Pump Speed PROJECT TITLE AEC/Geotechnical Lab Testing/CO PROJECT NUMBER 1659589.2 SAMPLE ID SB -2A SAMPLE TYPE Intact AEC/Geotechnical Lab Testing/CO lC E 0 a R 0, eT 7 Specific Gravity E i E L E 4 ai E 7 -11 Uncorrected Hydraulic Conductivity (cm/s) o. V1 r 7.267 0.004147 0.0003148 r r O - 18.207 V r cr O O VI O v1 C O ti Tel 7 0; eF d c; 'o \o .c 'o `, 00 00 00 36 m 7.687 0.0003171 670.34 I -- CV N tel I-- N e N T e `7 N 7 `l V1 7 Specific Gravity E i E L E 4 ai E 7 -11 Uncorrected Hydraulic Conductivity (cm/s) 5.65E-09 5.62E-09 5.65E-09 5.65E-09 G rad ient V1 00 V1 V1 R N 7 .1. M re. ,',I ml N N N N ME W 0, O, 0, 0, O O O O c ow o 0 vi a v v; E r G 0000 0 '0 O r r 00 r 00 v 0, W4 F r r r r r c o 0:: o c N N N TA N 5 F w q,.o O VI O v1 C O ti Tel 7 0; eF d c; 'o \o .c 'o `, 00 00 00 36 m Average Corrected Hydraulic Conductivity (cm/s) Golder Associates Inc. • • APPENDIX C GEOTEXTILE MATERIAL SPECIFICATIONS Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL AEC TENCATE MirafF • • • TENCATE GEOSYNTHETICS Americas Mirafi 180N Mirafi® 180N is a needlepunched nonwoven geotextiie 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 D4533 lbs (N) 80 (356) 80 (356) CBR Puncture Strength ASTM D6241 lbs (N) 500 (2224) - Maximum Opening Size Apparent Opening Size (AOS) 1 ASTM D4751 U.S. Sieve (mm) 80 (0.18) Minimum Roll Value Permittivity ASTM D4491 sec -1 1.4 Flow Rate ASTM D4491 gal/min/ft2(l/minlm2) 95 (3870) Minimum Test Value UV Resistance (at 500 hours) ASTM 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 far the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to merchantability or fitness for a particutar purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information fumished herewith. This document should not be construed as engineering advice. Mirafi® is a registered trademark of Nicolon Corporation. 365 South Holland Drive Tel 706 693 2226 Fax 706 693 4400 Pendergrass, GA 30567 Tel 888 795 0808 www.tencate.com FGS000351 ETQR72 Copyright © 2015 Nicolon Corporation. All Rights Reserved. GA1-LAP-25-97 Testing Lab 1291.01 & 1291.02 Dams (970) 945-2233 FAX # (970) 945-2300 NC. PACKING SLIP 0033 MARANO ROAD P0, BOX 248 GLENWOOD SPRINGS, 00 81602 www.dodsonpipe.com Email: saleslzdodsonpipe,com SOLD TO: SOUTH SOUTH CANYON WASTE P.O. BOX 1276 BASALT. CO Customer P.O.: T ESSE Salesperson: AAK Part Number 1 FABRCN715X300 81621 WATER SUPPLY & DISTRIBUTIC SEWAGE COLLECTION & DISPOSE DRAINAGE & STABILIZATIC LAWN, TURF & AG. IRRIGATIC Packing Slip #: 206151 Order*: Packing Slip Date: 08/18/16 Ship Date: 08/18/16 Page: 1 SHIP : TERMS: Ship Via: Batch Number Location Description ¥04L 15 X 300' 8 oz DRN FABRIC (180N) 1011619° NET 30 CUSTOMER PICKUP 132616 Ordered 1,00 BAD Sin Pulled By, Double Checked By: Out: Defy, Time: Delivered By: Truck # Call # DATE CHECKED AND PRINT RECEIVED: RECEIVED BY: NAME: White Copy * Master File Yellow = Customer PIPE • VALVES PUMPS • TANKS • • • APPENDIX D SURVEY DATA AND RECORD DRAWINGS Projects\Glenwood12016 PERMITTED AREA CONSTRUCTIONIREPOR71Phase 4A cert Rpt FINAL AEC • • • D.1 CERTIFICATION SURVEY SPREADSHEETS Projects\Clenwood12016 PERMITTED AREA CONSTRUCTIONIREPORTIPhase 4A cert Rpt FINAL AEC • • • An Employee -Owned Company January 8, 2016 Curt J. Ahrendsen American Environmental Consulting, LLC 8191 Southpark Lane, Suite 107 Littleton, CO 80120 Re: South Canyon Landfill — Phase 4A 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 COUNTRY GINEERING, INC. Rodney ser, Licensed Professional Land Surveyor Colorado PLS No. 38215 Survey Manager 1517 Blake Avenue, Suite 101 Glenwood Springs, CO 81601 Telephone - 970.945.8676 Fax 970.945.2555 • • • SOUTH CANYON LANDFILL PHASE 4A Initial Spreadsheet Date: 7/23/2016 AEC Master Spreadsheet 7/23/2016 BE POINT nu 271 Rs u E S 03 SOP OA CLAYcur THICKNESS NOTES or 4' I— c«N9 4, B 11! rN .00 0.19n .6816 OK -CM 95T:, .4,,,:: - No,o, Noaooe E 4.11,9 E<.n oo N0Rn 09 E.<, 99 E<v: 00 n0ro1 A9 E<. 09 EV. D.. 19<1 OK 1.026a7 10900 142501 02926 , 01691 5425 t9 Yt OK 9 tot 110 OK OE OF GROUND SLOPE 1 . ,,. , ., .. 4 0.4 21642482 4302439 ,104974 642481 ON qt 101 I IIOK TOE OF GROUND SLOPE � 14 na, 11 4.01553 I1 075 '8 6 425 27 OK1 02 1 18 TOE OFCR ND SLOPE 1 Lae 1, 06s1 64239 GK 1 113 eRouNna OPE 1T 1.17 6,42559 42 99NI 11 1052, 642570 OK OK OK 102 111 ON iOE OF GROUNDS. ^ .. .113133 6,42618 42 07921 .1113237 6 42625 OK ON CK 102 1M OK TOEOFG00UFD SLOPE T , 407 e7 642717 421ro- _ -11 1,7 . edi/15 OK OK 003x, 102t W GK OF GROUND SLOPE � o a 97 � ,110 1 12 64.. , 1 22713 1, 1t 2 28 E 296 4 1 CN O K dl 1 @ 1 1 5 OK N EELDOF PHASE 4A 25067 6 432 39 4252525 112'-074 543256 OK OK OK 102 120 O1c NFELD OF PHASE 44 e: -. .:. -. ., :,. i : .. ,1)9' �. 1'16473. 643393 435,660 1126975 6.10 OK OK of 101 to OK IN EIElOOP 427427E AP 15 11=� Gala 66 OK OK OK 102 tN OK TOE OF GROUND SLOPE -KT x29011 263 86x3190 ,12901 N5 269666 4361 OK 011 102 116 OK TOEOP FILL 7V. 6121 4290459 1124261 1110161 4, 50 B 20 dt 06 0K OK N ; 2 102 24 0 ,N 0 K -OE OF 0FEILL OE DFFLL 2 1 ,. `40 1°,10 11 11 161 91 642820 .91020 T118183 641836 O K 0K K T� LL On 123 1123 42 912 42 .403 6426 69 1291247 T114036 6 42671 OK CK Lm 102 119 OK TOE OF FILL 3 40 6 425 84 OK rvl0 102 116 ON TOE ,6FLL 1129 116 1135 - 8 12913. 11096 24 942449 4141782 1 81 6424. OP 1 02 127 CN TOE OF FILL 534 1105000 642 1 45 _` b 421 26 OK ON 0K 101 121 TOE Of FILL 126 t _ >,. a a,3 -11 00000 641 11 4291304 I 1100001 641 6K M 101 130 OK TOE OF FILL 7 26 ' .. .. , - �'se ,.. T, 16 -z ss 9 6 47700 49, 9..79 z o 7 u,1O0. 3K OK 0216,0E 1 91 117 ON TOE GCFILL , --. - .. .r 4295683 110286 sat St - .� 3 4296 ] 6 41, 02 OK ON OK 102 11e OK NFSLDOF PHASE 4A 4196179 tt 0575] 6 423 32 42 .5 ,423. OK OK qe 102 1. OK INFELD X PHASE dA 96 1 11.92 60441 -T.5 05 e.' OK0 023000 102 t OK NFELDOF PHASE 44 .+51 % 1, 1366P ♦ 4 8 i d 9^ .15 d2 -" OK OK OK lNt 102 117 OK Ni ELO OF PHASE dA , 136 113.5 T OK OK n 12220.2020F1700!26i PH46E80 t ^ ... '94312 , 43001 ,I :ua 21 e4 4 q[ nK 1 0 1 20 IN FrELO 06 PHASE. , 8 „3p ^ 1 8 6 42491 43 L 6525 642500 OK OK .K 02 114 0 INFIELD, PHASE 44 9 140 1140 423157- ,. .,K 44 J 61199p 0993.96 642010 of OK 314 02 121 0 INFELD. PHASE. n 842226 12 54558 II 050 01 6 422 42 JK 125 t0z 1 K SRI ^ 1 ,41 2950u ^� '^ 7K 42 .[ 642463 M' 4296011 ,t 40 03 <,1 9 6 2 7 OK CK ON 1 01 1 K 32 O G 1 4` 112 429,7T,..... „ 42 rt6 4.. 42 949 86 11 1 427 01 OK OK oK 104 1 19 ORO 4c1113 142 1149 43050 1 F=500 4]n, 642345 4299591 1 11 000 21 6 4 ON 08 101 , 19 0810 _N v: . 5 424 1 OK 0 OK ,02 4 OK CAC T1,15, _ 1 644 43 ..918 64252266 TK 0K 03111. 021 ; 35 O _ A t 32 _ _K OK 102 1. O K NFIELD OF PHASE 45, 5 I 14. 1.• - v, � � hu 1 1` 4 - 641584 029x - 641692 OK OK O2 ,02 110 OK INFELO OF PHASE4A leg ,n, 1 � e4215T 42 95 •. ;421 ya JK 0K OK 102 1 1 ON IN FIELD OF PHASE IA e3 r: 5425. 1312 .. 5,12527 OK OK OK 102 121 CN 1N FIELOOF P1.66. 1 ^ I FenFn 3-. ,1^ 425 L4217'1 91--- 9 42313 0K OK 04BCut 100 142 OK -messes t. t+ 1 02 123 qc 0,002400 !i 1 ,. _ - - a a. .1 .. alts 1 �K nK 02191 1 2 1 1 CHENRONrtnE r2F FIlL ..,:. .: i- ,. 1.. .. r. - - .. 42651 :..' 343573 OK OK 0 21 5 Cu, 100 116 ON TO[OFGRWNOSLOPE -... .. .. ., . „4 ,4 429... 343463 nN OK OK 101 113 OK TOE OF GROUND SLOPE 59 �' : ,... r . 1. --: 4 - i � .� n � � - .,2 1 4 91 54 t '2 325 OK OK p 2 1 OK. 7000 ...NO SLWE 160 fro v _ _1, 16' 1 n 1 n r, � � 4 K � �. •, NW .. 1 e 94 1 �^ 64 2 , 29 5 T K 0 K LVA 02 1R OK TOE OF GROuwswPE 1,2 n. 3 -1,06154 - ... _4.1 n8 j K 170 LK n_, - 1 6.42400 42:97506 1 1109453 644410 OK OK ON 100 122 06 01002000 • • • 01 N 0) 0) 0 (11 (O CD 03 N 0) A 01 W 01 U1 0 A (D A CO A 0) A U1 A A A W A N A A 0 W (O W CO W V W 0) W 01 (9 A W W W N N CO N V N 0) N 01 N A N W N N CY N 0 f CO f -._ 0) 01 J -4.0' A W -•0 -. 0 (0 0 CO 0 V 0 0) 0 01 CD CO N a C1) IPOINT NUMBERS W N 0) 00 ' 11 0 ( T CO 01 00 01 0) A 01 W � CDA 0 (D A CO A 0) A 01 A A . W A N A 0 W (D W 0) W V W 0) W 01 (. 0 A W W W N N 03 N V N 0) N 01 N A N W N N o IV N 0 J. CO A 0) A N -.1. A -.AJ.0 W J. -•0 (O W 0 V pp 01 0 01 '1' -D '< O 42,975.01 -11,084.84 6,422.98 42,940.90 -11,197.92 6,427.98 1 42,934.67 -11,242.65 6,430.99 42,918.50 I -11,280.40 6,433.72 ( 42,896.41 -11,284.01 6,434.50 I 42,913.02 -11,017.94 6,417.98 42,934.14 -11,038.94 6,419.98 42,953.99 -11,061.23 6,421.98 43,023.84 -11,010.91 6,424.06 42,980.51 -10,991.52 6,420.85 42,937.76 -10,976.19 6,417.82 42,925.31 -10,965.09 6,416.20 I 43,00.0 -11,100.00 6,423.95 43,000.00 -11,050.00 6,423.06 1 43,000.00 -11,000.10 6,422.43 42,950.00 -11,150.00 i 6,425.87 42,950.0 -11,100.00 6,423.61 1 42,950.00 -11,050.00 6,421.26 1 42,950.00 -11,000.00 6,418.91 1 43,011.27 -11,068.30 6,423.89 4,05.03 -11,043.12 6,423.10 42,966.19 -11,007.63 i 6,420.05 1 42,967.96 -11,138.69 6,425.42 42,966.04 I -11,116.81 ' 6,424.44 42,964.12 -11,094.92 6,423.39 42,961.73 -11,067.57 6,422.30 42,956.93 -11,012.86 6,419.85 42,911.68 -10,972.66: 6,415.98 1 42,913.02 -11,00.0: 6,417.09 I 42,913.04 -11,050.00 6,420.11 42,913.45 -11,098.24 6,423.47 A N O A 0 -•N O A 01 W0) A N A v N 42,912.42 -11,140.31 6,425.58 42,910.11 i -11,181.91 i 6,427.18 42,908.65 -11,202.59 6,428.01 1 42,904.97 -11,243.69 i 6,430.32 42,902.17 -11,263.86 6,431.88 A N is.) .w W N CO 00 0) co O P W A 01 0 42,918.59 -11,269.73 6,432.91 1 42,925.25 -11,250.87 6,431.37 I 42,933.04 -11,211.20 6,428.67 42,962.50 -11,157.97 6,426.15 42,979.22 -11,132.33 6,425.16 1 43,000.00 I -11,106.17 6,424.57 1 I 43,012.29 -11,090.69 6,426.33 I 43,019.95 i -11,077.32 6,426.49 43,024.20 -11,050.00 6,424.98 43,028.97 -11,019.00 6,424.98 Northing Easting Elevation Design ur C CO O M 42,975.16 -11,084.87 6,422.88 42,940.65 -11,197.83 6,427.94 42,934.98 -11,242.73 6,430.94 AA N O OD 0 CO () ......... 0) A W W(n 0 42,896.59 -11,284.05 6,434.47 I 42,913.05 -11,017.84 6,417.90 42,934.00 -11,038.92 6,419.95 42,953.97 -11,061.26 6,421.71 43,023.61 -11,010.97 6,424.06 42,980.55 I -10,991.76 6,420.85 42,937.77 -10,976.26 6,417.82 42,925.31 -10,965.09 6,416.20 42,999.97 -11,100.00 6,423.93 1 43,000.07 -11,050.08 6,423.06 42,999.98 -10,999.94 6,422.43 42,949.91 -11,149.93 6,425.83 42,949.93 -11,100.07 6,423.47 42,950.04 -11,049.99 6,421.08 42,950.06 -11,000.09 6,418.88 43,011.35 -11,068.22 6,423.86 43,005.09 -11,043.13 6,423.07 2,966.20 -11,007.59 6,420.03 42,967.74 -11,138.55 6,425.39 • 42,965.96 I -11,116.72 i 6,424.47 42,964.06 -11,095.06 6,423.34 42,961.77 I -11,067.70 6,422.30 42,956.72 € -11,012.93 6,419.84 1 42,911.56 € -10,972.89 i 6,415.95 42,913.21 € -10,999.94 6,416.95 42,913.23 -11,050.03 6,420.05 42,913.42 -11,098.35 6,423.37 I 42,913.54 -11,119.41 6,424.67 N O 0N1 O 0 w .......... 0) A N W 42,909.87 i -11,181.82 i 6,427.18 42,908.60 -11,202.64 6,427.95 1 42,904.98 -11,243.76 6,430.26 2,902.32 -11,263.71 6,431.85 I 42,913.05 -11,286.90 6,434.42 A N O OD ,(0D (9 0) A W (N(pp O 42,925.25 i -11,250.87 6,431.36 42,932.90 -11,211.40 6,428.66 42,962.34 , -11,158.14 6,426.09 42,979.30 -11,132.22 6,425.00 42,999.81 € -11,106.00 6,424.49 43,008.76 -11,088.41 6,424.26 43,015.55 -11,075.24 6,424.09 43,024.19 -11,049.75 6,423.80 • • 43,028.97 € -11,018.92 6,423.99 Northing Easting Elevation D m W OK OK OK OK OK OK -OK OK OK 0 X 0 X 0 X 0 X 0 X 0 X 0 X 0 X 0 X 0 X 0 X 0 X OK OK 0.27 ft Fill OK OK OK Field Fit OK OK OK Field Fit OK OK OK Field Fit OK OK OK Field Fit OK OK OK 0 X 0 X 0 X OK OK OK Field Fit 0 X 0 X 0 X 00 X 0 X 0 X X 0 X 0 X 0 X 0 X 0 X TOK OK OK OK OK OK 0 X 0 X 0 X OK OK OK OK OK , 0.02 ft Cut. OK OK OK 0 X 0 X 0 O ' 0 0 C 0 X 0 X 0 X 0 X 0 X 0 X OK OK OK 0 X 0 X 0 X OK OK OK . OK OK OK OK OK OK 0 X 0 X 0 X 0 X 0 X 0 X 0 X 0 X 0 X OK OK OK 0 X 0 X 0 X OK OK OK 0 X 0 X 0 X 0 X 0 X 0 X OK OK € OK OK OK OK OK OK OK 1 3.53 ft S 2.29 8 E 2.07 8 Fill Pt 170 Field Fit1 4.4 ft S 2.08 ft E 2.4 ft Fill Pt 171 Field Fit OK OK i 1.18 ft Fill Field Fit • OK OK 0.99 ft Fill Field Fit I 1 Northing Easting Elevation Notes OK -CIF 42,975.01 -11,084.84 6,424.0 42,940.90 -11,197.92 6,429.00 42,934.67 -11,242.65 6,432.01 42,918.50 -11,280.40 6,434.74 I 42,896.41 -11,284.01 6,435.52 I 42,913.02 -11,017.94: 6,419.00 42,934.14 -11,038.94 6,421.00 42,953.99 -11,061.23 6,422.73 43,023.84 -11,010.91 6,425.08 112,980.51 -10,991.52 I 6,421.87 42,937.76 -10,976.19 6,418.84 N ONi N W O 0)0 N (D O) A V NA N. 43,000.00 -11,100.00 6,424.97 I 43,000.00 -11,050.00 6,424.08 43,000.00 -11,000.10 6,423.45 42,950.00 -11,150.00 6,426.89 142,950.0 -11,100.00 6,424.63 42,950.00 -11,050.00 6,422.28 42,950.00 -11,00.0 6,419.93 43,011.27 -11,068.30 6,424.91 43,005.03 -11,043.12 6,424.12 42,966.19 -11,007.63 6,421.07 42,967.96 -11,138.69 6,426.44 N O 0) A u OI - W A N N 42,964.12 -11,094.92 6,424.41 N (0 • W W V V 0) A N W W• N 42,956.93 -11,012.86 6,420.87 42,911.68 -10,972.66 6,417.00 N (O W NA p O O 0 01 A 0) - N O W N 0 O) A N A W 42,913.45 -11,098.24 6,424.49 N (D W 0 —,O O � O) A N N -I A 42,912.42 -11,140.31 6,426.60 42,910.11 -11,181.91 6,428.20 N (0 O ( O N (D • O) A N (O 0 W 42,904.97 -11,243.69 6,431.34 4,902.17 -11,263.86 6,432.90 1 42,913.23 -11,286.99 6,435.52 42,918.59 -11,269.73 6,433.93 42,925.25 -11,250.87 6,432.39 N (D WW A 8 O) A N O 0) CO • • 42,962.50 i -11,157.97 6,427.17 42,979.22 -11,132.33 6,426.18 43,000.00 I -11,106.17 ' 6,425.59 I 43,008.76 -11,088.41 6,425.28 43,015.55 -11,075.24 6,425.11 43,024.20 -11,050.00 , 6,424.82 43,028.97 -11,019.00 6,425.01 1 Northing Easting Elevation Design TOP OF CLAY 42,975.06 -11,084.83 6,424.10 42,940.99 -11,197.96 6,429.16 42,934.58 -11,242.68 6,432.15 1 42,918.57 -11,280.32 6,434.83 42,896.28 -11,284.21 6,435.73 A N O0 co N O V O 01Q1 A_ CO N -, 42,934.24 -11,038.99 6,421.17 42,953.92 -11,061.30 6,423.13 A W N CJ O co O O N A N 01 N V 42,980.47 -10,991.52 6,421.99 42,937.80 -10,976.17 6,418.92 42,925.30 -10,965.13: 6,417.26 1 43,00.09 -11,10.18: 6,425.29 42,999.84 -11,050.36: 6,424.10 42,999.93 -11,000.21 6,423.63 1 42,949.86 -11,150.03: 6,427.02 42,950.11 -11,100.40 6,424.79 42,949.98 -11,050.01 6,422.42 42,950.01 -10,999.86 6,420.10 43,011.28 . -11,068.25 6,425.00 43,005.11 -11,043.21 6,424.27 42,966.12 -11,007.84 6,421.26 42,967.97 -11,138.56 6,426.56 • 42,965.80 -11,116.88 € 6,425.66 42,963.99 -11,094.89 6,424.63 42,961.70 -11,067.65 6,423.39 42,956.94 -11,012.93 6,421.02 • 42,911.70 i -10,972.78 i 6,417.22 42,913.04 i -11,000.01 6,418.25 1 42,913.02 -11,050.02 ' 6,421.26 42,913.82 -11,098.31 6,424.65 A N _O co A co OC_ O 0) A N 01 *co A 42,912.47 -11,140.36 6,426.71 • • 42,910.20 -11,181.83 € 6,428.38 42,908.59 E -11,202.61 6,429.20 • 42,904.93 -11,243.87 € 6,431.50 42,901.85 -11,263.86 6,433.11 • 42,913.40 € -11,287.07: 6,435.66 42,918.60 -11,269.75 6,434.10 42,925.25 ` -11,250.74 6,432.56 42,933.11 -11,211.28 6,429.81 42,962.29 -11,157.69 6,427.15 42,979.22 -11,132.37 6,426.25 42,999.93 ' -11,106.27 6,425.70 43,009.03 -11,088.52 6,425.39 43,015.53 -11,075.28 ` 6,425.27 43,024.39 -11,049.74 6,424.91 43,029.28 -11,018.91 6,425.19 Northing Easting Elevation N QJ 0 X 0 X ......... 0 X OK ' OK OK OK OK OK 0 X 0 X ......... 0 X OK OK 0.21 ft Cut OK OK 0.21 ft Cut OK OK OK OK OK 0.4 ft Cut 0 X 0 X ......... 0 X OK OK OK OK OK OK OK OK OK OK OK 0.31 ft Cut OK OK OK OK OK OK 0 X 0 X ................... 0 '0 X 0 X 0 X X OK OK QK OK OK i OK OK OK OK OK OK QK OK OK OK �OK T OK QK OK OK QK OK OK 0.23 ft Cut 0 X 0 X -O - X OK OK OK OK OK 0.22 ft Cut OK OK QK 0 X 0 X 0 X OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 0 X 0 X ......... 0 X OK OK OK OK OK OK 0 X 0 X 0 X OK OK OK OK OK OK 0 X 0 X ......... 0 O co T OK OK OK 0 X 0 X 0 X OK OK OK -I OK OK OK 0 X 0 X 0 X OK OK OK Northing Easting i Elevation 0 X 0 T O N N N 0 7777777777777x O N N N 0 O N N -E 0 O N N W O O N N 0) 0 O N W + O O N N N O O N A N O O N N + 0 O N ._ A O O N ._ 0 O O N O 0) O O N W N O O N O A O 1 1.02 1.19 OK 1.02 1.19 OK O N W N O X O N W U1 O X 1.02 1.21 OK 000000 N ._ A 0 717171717171 N N 0 0 N N W 0 N V 0 N O 0 N N O 0 1.02 1.09 OK 1.02 1.18 OK 1.02 1.27 OK 1.02 1.30 OK 1.02 1.21 OK 1 1.02 , 1.27. OK O Ni 0) O X O N O O X O N N -• O X O N N A O X 1.02 1.24 OK 0 N 6.4 Q7 0 X 1.02 1.24 OK 1 1.02. 1.20 OK 1.02 1.20 OK 0 N 01 0 X 1.02 € 1.06 OK 1 1.02 1.25 OK O N N -• 0 X 1.02 1.13 OK 1.02; 1.18 OK O N -• 0 X O N . N 0 0 X Design Actual OK CLAY THICKNESS CHEVRON TOE OF GROUND SLOPE TOE OF GROUND SLOPE TOE OF GROUND SLOPE TOE OF GROUND SLOPE CHEVRON/TOE OF FILL CHEVRON CHEVRON IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A 0 A v GRID 0 A 5 0 XX 0 0 0 0 A 0 IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A IIN FIELD OF PHASE 4A IN FIELD OF PHASE 4A TOE OF FILL 1TOE OF FILL I TOE OF FILL TOE OF FILL TOE OF FILL 1TOE OF FILL TOE OF FILL TOE OF FILL TOE OF FILL TOE OF FILL TOE OF GROUND SLOPE IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A IN FIELD OF PHASE 4A TOE OF GROUND SLOPE TOE OF GROUND SLOPE TOE OF GROUND SLOPE TOE OF GROUND SLOPE TOE OF GROUND SLOPE TOE OF GROUND SLOPE TOE OF GROUND SLOPE NOTES 0 N i D.2 AS -BUILT RECORD DRAWINGS AEC Prrjec&GlemroodlOIG PER,tfIlTEI) AREA CONSTRUCTIOMREPORT4Phase 4A cert Rpt FINAL