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Home My WebLink About20194018.tiffCOLORADO Department of Public Health Et Environment Dedicated to protecLiing and improving the health and environment of the people of Colorado May 16, 2018 Mr. Bill Fledb rg Sr. District Manager North Weld Landfill 40000 Weld County Road 25 Ault CO, 80610 RE: Technical Evaluation Comments: Engineering Design and Operations Plan (EDOP), Revision 1 North Weld Landfill Weld County, Colorado SW/WLD/NVVC 2s Dear Mr, Hedberg: The Colorado Department of Public Health and Environment/ Hazardous Materials and Waste Management Division (Division), received from Weld County, Colorado, a referral dated January 6, 2017 requesting the Division's review of an engineering design and operations plan (EDGE)) for a new Certificate of Designation (Application) for operation of the North Weld Landfill facility in Weld County, Colorado. The referral and EDOP were received at the Division on January 13, 2017. In accordance with the Solid Waste Statute, CRS 30,-20 -103 (2)/ a "technical evaluation" of the Application is required after the completeness review has been conducted/ and the Division completed an initial technical evaluation, The Division`s comments made pursuant to the initial evaluation were provided on May 17, 2017 (in a letter that was mis-dated as May 4, 2017). Response documents, including responses to comments, and a revised EDOP (Revision 1, dated November 17, 20 7) were submitted by the applicant. A revised Waste Identification Plan was submitted and received on April 4, 2018, The Division submits the following comments, Based on the applicant's responses, the Division may request additional information in order to clarify aspects of the Application before completing the technical evaluation. A forum' recommendation of approval (or disapproval) of the Application per the Solid Waste Regulations will be made after the Division has completed its technical review. 43O0 Cherry Creek Drive S., Denver, CO 80243,1530 P 303-692TM-0 0 .coLorado gov/cdpbe John 1 a Hickenlooper, Governor Larry W olk, MD, SPH-1, Executive Director and Chief Medical Officer Mr, BM Hedberg May 1 , 2018 Page 2 Fellowmen Technical Review Comments 1) Response to Comment 3 and 2nd bullet under "Alluvium/Laramie Formation under Section 2.E 244: Both continue to describe TW-1 as upgradi nt from active operations of Unit 1. However, Appendix B-2 identifies this well as a shallow Alluvium/Laramie contact boring that is down -gradient of Unit 1, Figures 13 and 15 of Appendix B-2 further indicate that TW---.1 is screened across the shallow Alluvium/LaramieAlluvium/Laramie contact and Figure 2 of the Groundwater Monitoring Plan(Swift River, March 2017) clearly indicates that the groundwater flow along this contact is eastward and that T -1 is d_prr1-gradient of the existing landfill. Please revise this description accordingly. 2) Response to Comment 13(C): The 2nd sentence in this response states that "the floor slope indicator in Detail B was revised to 2.15% to match the drain line slope." Both Section B and new Section C on Sheet 7 of Appendix A show a 3% slope, rather than 2a1.5%. Is this correct? EDP Text 3) Section z1.3 The swift River reference was not revised from 2016c to 2016b. 4) Section 531, paragraph after bullets, last sentence: Should referenced Section 5.2.2 be 5.3.2? 5) Table 1: Referring to the Response to Comment 29, the Division agrees that the decreased testing frequencies (compared to the Unit 1 CQAP) for some materials can be accepted, particularly those for the cohesive soil liner! - given the revised composite liner design, A. Field density and moisture content testing of the cohesive soil liner at frequency of J1370 cy is sufficient. The Division understands the utility of adding that test locations will be on approximate 150 -foot grid prottcrii, but it is noted that strict adherence to that pattern may result in a frequency of 1/417 cy. Required testing frequency will be held to an average of at least 1/370 cy. Leachate Drain and Sump Gravel: Hydraulic conductivity ASTM test should be D2434. C. Granular Drainage Layer Hydraulic conductivity ASTM test should be D2434. 6) Table 2: Please verify the test method used for carbon black content of extrudate rod/bead and geomembrane (ASTM D1603 vs D4218). Similarly, please verify the test method used for strength and elongation at yield and break for geomembrane (ASTM D638 vs D6693 stye IV). Also, note that the last column 4300 Cherry Creek Drive S, Danger., CO 80246-1530 P 303-69Z 2200 www,colorado.gov/cdphe John WI Hickenioo er, Governor I Larry Wall , MO, MPH, Executive Director and Chief Medical Officer Mr,. MU I IeDdberc May 16, 7 O'18 Page 3 ("Survey/Comments") of the geomembrane row names Kansas rather than Colorado. Please correct these items as applicable. The Department is authorized to bill for its review of technical submittals pursuant to Section 1.7 of the Regulations. An invoice for the Division's review of the above referenced document will be transmitted under- separate cover, Should you have any questions regarding the comments submitted herein please contact Andy Todd at (303) 691-4049 or by email at . ndrew.Toc'sitate.co.us. Sincerely, Andy `[odd Solid Waste Permitting Unit Solid Waste and Materials Management Hazardous Materials and Waste Management Division ec: Torn ! Schweitzer Kim ogle Ben Frissell Jeff Rush Waste Management Weld County Planning Department Weld County Department of Health and Environment Golder Associates 1300 Cherry Creek Drivc Si, Onrrver, Ca 80246a1530 P 303-692-2000 www.t_otor-ada gov/cdphe John W. HickentQoper, Govorriur I Lim/ Wolk, Mfg, MSPH, Executive Dhr,,,,t-torand Chief Medical officer Golder Associates December 29, 2016 1538880 Kim Ogle Weld County Department of Planning 1555 North 17th Avenue Greeley, Colorado 80 631 RE: NORTH WELD LANDFILL, UNIT 2 USE BY SPECIAL REVIEW (USR) APPLICATION AND ENGINEERING DESIGN AND OPERATIONS PLAN (EDOP) Dear Mr. Ogle: On behalf of Waste Management Disposal Services of Colorado, Inc. (WMDSC), Golder Associates Inc. (Golder) is pleased to submit the enclosed Use by Special Review (USR) Application and Engineering Design and Operations Plan (EDOP) for the proposed development of Unit 2 at the North Weld Landfill (NWLF) facility. NWLF is an existing non -hazardous, municipal solid waste landfill facility located at 40000 Weld County Road 25 in unincorporated Weld County. WMDSC is proposing to further develop the NW LF site by adding an additional 155 acres of waste disposal area, referred to as Unit 2. WMDSC understands that a new USR permit and Certificate of Designation (CD) will be required from Weld County prior to the development of Unit 2. The enclosed USR Application for the development of Unit 2 at NWLF has been developed pursuant to Chapter 23, Article II, Division 4, Section 23-2-370 of the Weld County Code as well as in consideration of the comments received from Weld County during our pre -application meeting for a Use by Special Review held on August 19, 2016, and subsequent communications with Weld County. The enclosed USR Application includes the information necessary to demonstrate that the design and operation of Unit 2 will be compatible with existing and planned land uses in the area and will be protective of the health, safety, convenience, and general welfare of present and future residents of Weld County. The enclosed EDOP includes the information necessary to demonstrate that the design and operation of Unit 2 will meet or exceed current applicable Colorado Department of Public Health and Environment (CDPHE) Regulations set forth in Sections 2 and 3 of the "Regulations Pertaining to Solid Waste Sites and Facilities" (6 CCR 1007-2, Part 1). As requested by Weld County Planning, two complete hard copies of the USR Application and EDOP are enclosed for County review. One additional complete hard copy of the EDOP is enclosed for referral to the CDPHE (the number of review copies requested by the CDPHE was confirmed prior to this submittal). Electronic copies (CDs) of the full USR Application and EDOP packages are also included with each hard copy. Also enclosed is the Weld County application fee for a solid waste disposal site USR application. is\151153888010400\0405 usr permit fnl dec1611538880 Itr-fnl nwlf unit 2 usr cover letter 29dec16.docx Golder Associates Inc. 500 Century Plaza Drive, Suite 190 Houston, TX 77073 USA Tel: (281) 821-6868 Fax: (281) 821-6870 www.galder.cam 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 Kim Ogle December 29, 2016 Weld County Department of Planning 2 1538880 If you have any questions about this USR Application, please feel free to contact me at (303) 980-0540, Bill Hedberg of WMDSC at (970) 686-2800, or Tom Schweitzer of WMDSC at (303) 914-1445. We look forward to working with you on this project. Sincerely, COLDER ASSOCIATES INC. Jeff Rusch, PE Senior Engineer cc: Bill Hedberg, WMDSC Tom Schweitzer, WMDSC Enclosures: Solid Waste Disposal Site Use by Special Review Application Fee Use by Special Review (USR) Application, 2 hard copies for Weld County Planning Engineering Design and Operations Plan (EDOP), 2 hard copies for Weld County Planning Engineering Design and Operations Plan (EDOP), 1 hard copy for CDPHE referral JAR/ap i:\15\1538880\0400\0405 usr permit fnl dec1011538880 Itr-fnl nwlf unit 2 usr cover letter 29dec16.docx Golder Associates ENGINEERING DESIGN AND OPERATIONS ' LAN North Weld Landfill, Unit 2 Weld County, Colorado Prepared By: Golder Associates inc. 44 Union BouIevard7 Suite 300 Lakewood, CO 80228 Prepared For: Waste Management Disposal Services of Cotorado5 Inca North Weld Landfill 40000 Weld County Road 25 MU, CO 80610 Dumber 211 2016 _ 1538880 world capabilities �.r4rlle".,:Y s5.locally' Associatcs�der Golder, Colder Associates and the GA globe demon are trademarks of Golder Associates Corporation December 2016 Table of Contents 1538880 1.0 INTRODUCTION 1 1.1 Purpose and Scope 1 1.2 Facility History 2 1.3 Service Area 2 1.4 Accepted Wastes 3 2.0 GEOLOGIC AND HYDROGEOLOGIC SITE CHARACTERIZATION 4 2.1 Regional Conditions 4 2.1.1 Regional Geologic Setting 4 2.1.2 Regional Hydrogeologic Setting 4 2.1.3 Regional Groundwater Quality 5 2.2 Site -specific Conditions 5 2.2.1 Site Topography 5 2.2.2 Soils and Geologic Units 5 2.2.2.1 Surficial Soils 5 2.2.2.2 Quaternary Deposits 6 2.2.2.3 Bedrock Formations 6 2.2.3 Hydrogeology 7 2.2.3.1 Groundwater Occurrence 7 2.2.3.2 Hydraulic Characteristics 8 2.2.4 Groundwater Chemistry 8 2.2.5 Climate 9 2.3 Surrounding Land Usage 9 2.4 Groundwater Wells 9 3.0 LOCATION RESTRICTIONS AND SITE STANDARDS 10 3.1 Airport Location Restrictions 10 3.2 Wetlands 10 3.3 Faults 10 3.4 Seismic Impact Zones 10 3.5 Unstable Areas 11 3.5.1 Soil Conditions 11 3.5.2 Geologic or Geomorphologic Features 11 3.5.3 Human -made Features or Events 11 3.6 Topography 12 3.7 Floodplains 12 3.8 Isolation of Waste 12 3.9 Surface and Groundwater Waste Placement 12 4.0 FACILITY DESIGN 13 i:115\1538880 040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 ii 1538880 4.1 Site Development Plans 13 4.2 Facility Configuration 13 4.3 Site Access 14 4.4 Site Facilities 14 4.5 Engineered Containment Systems 14 4.5.1 Alternative Liner System 14 4.5.2 Leachate Collection Sump Secondary Liner 16 4.5.3 Water Balance Alternative Final Cover 17 4.6 Leachate Collection System Design and Management 17 4.7 Cover Materials 19 4.7.1 Daily Cover 19 4.7.2 Intermediate Cover 19 4.8 Landfill Capacity 20 4.9 Soil Balance 20 5.0 ENGINEERING CALCULATIONS 21 5.1 Leachate Collection System Design Calculations 21 5.1.1 Leachate Head on Liner (HELP Analysis) 21 5.1.2 Leachate Travel Time 22 5.1.3 Leachate Collection Header Pipe Strength 22 5.2 Foundation Consolidation Calculations 22 5.3 Global Slope Stability Analyses 23 5.4 Surface Water Management 23 5.4.1 Approach to Surface Water Management 23 5.4.2 Temporary Surface Water Management 24 5.4.3 Final Stormwater Management System 24 5.5 Soil Erosion Potential Evaluation 24 6.0 CONSTRUCTION QUALITY ASSURANCE 25 7.0 OPERATIONAL INFORMATION 26 7.1 Operating Hours 26 7.2 Facility Management and Personnel 26 7.3 Facility Equipment 26 7.4 Site Security 27 7.5 Control of Nuisance Conditions 27 7.5.1 Odor Control 27 7.5.2 Noise Control 27 7.5.3 Vectors 28 7.5.4 Bird and Wildlife Control 28 7.5.5 Dust Control 28 iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 iii 1538880 7.5.6 Fire Protection and Control 28 7.5.7 Control of Windblown Litter 29 7.5.8 Control of Tracked -out Mud on Highways 30 7.6 Record Keeping 30 8.0 ENVIRONMENTAL MONITORING PROGRAMS 31 8.1 Groundwater Monitoring 31 8.2 Surface Water Monitoring 31 8.3 Leachate Minimization, Management, and Monitoring 32 8.3.1 Leachate Minimization 32 8.3.2 Contact Water Management 32 8.3.3 Leachate Collection 32 8.3.4 Leachate Monitoring and Removal 33 8.3.5 Leachate Management 33 8.4 Landfill Gas Monitoring and Control 34 8.4.1 Gas Monitoring 34 8.4.2 Gas Control 35 8.4.3 Title V Operating Permit and Construction Permit 35 9.0 CLOSURE AND POST -CLOSURE PLAN 36 9.1 Closure Design 36 9.2 Final Closure 36 9.3 Closure Notifications 36 9.4 Closure Schedule 36 9.5 Closure Certification 36 9.6 Largest Landfill Area Ever Requiring Final Cover 37 9.7 Post -closure 37 10.0 FINANCIAL ASSURANCE 39 11.0 REFERENCES 40 iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 20.16 iv 1538880 List of Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Site Vicinity Map U SGS Topographic Map (Severance 2016) Airport Proximity Map U SFWS National Wetlands Inventory Map U SGS Quaternary Faults Map FEMA Floodplain Map List of Site Development Plans (Appendix A) Sheet 1 Sheet 2 Sheet 3 Sheet 4A Sheet 48 Sheet 5A Sheet 5B Sheet 6 Sheet 7 Sheet 8 Sheet 9 Sheet 10 Cover Sheet Existing Site Conditions Subgrade Plan and Leachate Collection System Layout Final Grading and Stormwater Management Plan, Unit 2 Site -wide Final Grading Plan Cross Section A -A Cross Section B -B Landfill Details Temporary Leachate Collection Sump Details Permanent Leachate Collection Sump Details Stormwater Management System Details (Sheet 1 of 2) Stormwater Management System Details (Sheet 2 of 2) List of Attachments Aftachment 1 USGS Seismic Design Maps Classification (2015 NEHRP Provisions) List of Appendices Appendix A Site Development Plans Appendix B Geotechnical and Hydrogeologic Characterization Reports Appendix B-1 Report of Geotechnical Investigation, North Weld Landfill Unit 2, Permitting and Development (Swift River Environmental Services, LLC; December 2016) Appendix B-2 Report of Hydrogeological Characterization, North Weld Landfill Unit 2, Permitting and Development (Swift River Environmental Services, LLC; December 2016) Appendix B-3 National Resources Conservation Service (NRCS) Web Soil Survey (WSS) Custom Soil Resource Report for Weld County Colorado, Southern Part, North Weld Landfill Appendix C Engineering Calculations Appendix C-1 Appendix C-2 Appendix C-3 Appendix C-4 Appendix C-5 Appendix C-6 Appendix D Appendix E Appendix F Appendix C Appendix H Appendix I Appendix J Appendix K Leachate Head on Liner Calculations (HELP Analysis) Leachate Travel Time Calculations Leachate Collection Header Pipe Strength Calculations Foundation Consolidation Calculations Slope Stability Analyses Soil Erosion Potential Evaluation Drainage Report Construction Quality Assurance (CQA) Plan Waste Identification Plan Groundwater Monitoring Plan Operational Personnel Information U nit 2 Alternative Liner Demonstration CDPHE Approval with Conditions to Use Glass Cullet for Leachate Collection System Alternative Daily Cover Materials CPDHE and WCDPHE Approval Letters iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 1 1538880 1.0 INTRODUCTION This Engineering Design and Operations Plan (EDOP) has been prepared by Golder Associates Inc. (Golder) for Unit 2 of the North Weld Landfill (NWLF) located in Weld County, Colorado. NWLF is owned and operated by Waste Management Disposal Services of Colorado, Inc. (WMDSC). Unit 2 will add an additional 155 acres of waste disposal area to the existing 122 -acre waste disposal footprint at the NWLF facility, hereinafter referred to as Unit 1. Unit 2 will continue to be regulated under Sections 2 and 3 of the Colorado Department of Public Health and Environment (CDPHE) "Regulations Pertaining to Solid Waste Sites and Facilities," 6 CCR 1007-2, Part 1 as amended November 17, 2015 (adopted date of Regulations) (CDPHE 2015) and applicable sections of the Weld County Code. A Certificate of Designation (CD) and Use by Special Review (USR) permit for Unit 1 at NWLF were first issued by Weld County on June 27, 1990, and November 14, 1990, respectively. In accordance with Sections 1.3 and 1.6 of the Regulations, a new CD and USR permit are being sought from Weld County for the expanded NWLF facility to encompass the full parcel boundary and 277 -acre waste disposal footprint. The engineering design and operational requirements for Unit 1 at NW LF are described in the Updated Design and Operations Plan for the North Weld Sanitary Landfill (Rust 1997). For that reason, the content of this EDOP only relates to the engineering design and operations of Unit 2. The Unit 2 waste disposal footprint will be contiguous to the north of the existing Unit 1 and will piggyback over the existing northern side slope of the Unit 1 waste disposal area. 1.1 Purpose and Scope This EDOP contains the information necessary to demonstrate that the siting of Unit 2 meets all location restrictions; that the site -specific geologic and hydrogeologic condition of the Unit 2 waste disposal area have been adequately characterized; and that the engineering design, waste acceptance and operational procedures, environmental monitoring programs, planned closure and post -closure activities, and operational recordkeeping for Unit 2 will be in accordance with current Regulations. This EDOP contains 12 Site Development Plan drawings (identified as Sheets 1 through 10) in Appendix A that show the proposed engineering design and development of Unit 2. Reports from the site -specific geotechnical and hydrogeologic site characterization field investigations of the Unit 2 area conducted in 2016 are presented in Appendix B. Engineering calculations to support the design of Unit 2 are provided in Appendix C. The Drainage Report and surface water calculations are presented in Appendix D. An updated Construction Quality Assurance (CQA) Plan for NWLF is provided in Appendix E. The NWLF Waste Identification Plan is provided in Appendix F. The Groundwater Monitoring Plan for the NWLF facility is provided in Appendix G. The names, contact information, and qualifications of individuals currently responsible for the operations and management of NWLF are provided in Appendix H. An Alternative Liner Demonstration for the Unit 2 liner system is provided in Appendix I. The CDPHE approval letter for the use iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 2 1538880 of an alternative leachate collection system drainage layer and drain line material at NWLF is presented in Appendix J. The CDPHE and Weld County Department of Public Health and Environment (WCDPHE) approval letters for the use of alternative daily cover (ADC) materials at NWLF are provided in Appendix K. 1.2 Facility History NWLF is located at 40,000 Weld County Road 25 near the intersection of Weld County Road 25 and Colorado State Highway 14 (co-signed with Weld County Road 82) within unincorporated Weld County, Colorado. The site is approximately 9 miles east of Interstate Highway 25 (1-25) and 5 miles west of the Town of Ault. The Unit 1 and Unit 2 waste disposal areas at NWLF are located in Section 7, Township 7 North, Range 66 West of the Sixth Principal Meridian. As previously referenced, Waste Services Corporation received a CD from the Weld County Board of County Commissioners on June 27, 1990, authorizing the development of the first four phases of NWLF (Phases 1, 2, 3A, and 3B), which provide approximately 122 acres of waste disposal area. This disposal area is referred to throughout this EDOP as Unit 1. A USR permit (USR-895) for solid waste disposal within Unit 1 was adopted by the Weld County Board of County Commissioners on November 14, 1990. Construction of the first disposal module of Unit 1 was completed in December 1991. Site civil improvements were completed in January 1992 and NWLF first received waste on February 3, 1992. Waste Services Corporation merged with an indirect subsidiary of Waste Management, Inc. on July 12, 1991, and such entity changed its name to WMDSC in December 1993. WMDSC continues to be an indirect subsidiary of Waste Management, Inc. The Unit 2 waste disposal footprint lies immediately adjacent to Unit 1 to the north and provides approximately 155 acres of additional waste disposal area. W M DSC continues to own about 185 acres of adjacent buffer property surrounding the Unit 1 and Unit 2 waste disposal areas, as shown in Figure 1. In 2006, Waste Management of Northern Colorado allocated approximately 28 acres in the northwest quarter of Section 7, Township 7 North, Range 66 West of the Sixth Principal Meridian as a separate USR (USR-1527) for an administrative and maintenance facility for their commercial trucking operations. The limits of USR-1527 are shown in Figure 1. The CD and USR boundaries for the expanded NWLF facility will exclude the limits of USR-1527. 1.3 Service Area The primary service area of NWLF is the Northern Front Range Service Area (NFRSA), which includes the cities, towns, and surrounding rural communities of Central and Northern Weld and Eastern Larimer Counties in Colorado, and Southern Laramie County in Wyoming. NWLF also accepts waste from outside the NFRSA. 1:115\1538880\040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 3 1538880 1.4 Accepted Wastes NWLF is a non -hazardous, municipal solid waste (MSW) facility that accepts household, municipal, commercial, and industrial solid wastes, as approved. No regulated hazardous wastes, regulated radioactive wastes, or regulated polychlorinated biphenyls (PCB) are accepted by the facility. WMDSC has implemented rigorous waste identification and acceptance programs at NWLF, which are presented in detail in the Waste Identification Plan provided in Appendix F of this EDOP. The purpose of the Waste Identification Plan is to provide procedures to identify and screen wastes, specifically those that may require special handling, to ensure that no regulated hazardous wastes, regulated radioactive wastes, or regulated PCB wastes are accepted at the NWLF facility. If any of these regulated wastes are identified in incoming waste loads, the material is rejected by the facility and will be managed as required by the Regulations. Additionally, NWLF will notify the CDPHE if required by the Regulations. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates irl%Pir December 2016 4 1538880 2.0 GEOLOGIC AND HYDROGEOLOGIC SITE CHARACTERIZATION This section provides an overview of regional and site -specific geologic and hydrogeologic conditions of the Unit 2 site, based on information previously presented in the Updated Design and Operations Plan for the North Weld Sanitary Landfill (Rust 1997) for Unit 1; publically available geologic and hydrogeologic data sources; the site -specific Report of Geotechnical Investigation, North Weld Landfill Unit 2, Permitting and Development (Swift River 2016a); and Report of Hydrogeological Characterization, North Weld Landfill Unit 2, Permitting and Development (Swift River 2016c) provided in Appendix B. Additional background geologic and hydrogeologic characterization of the region is also provided in the Hydrogeologic Site Characterization Report, North Weld Sanitary Landfill, Weld County, Colorado (ATEC 1993) previously submitted to the CDPHE as technical support for Unit 1. 2.1 Regional Conditions This subsection summarizes the geologic and hydrogeologic conditions of the region. A more detailed discussion of the geologic and hydrogeologic conditions specific to the Unit 2 site is provided in Section 2.2 and in the site -specific characterization reports provided in Appendix B. 2.1.1 Regional Geologic Setting NWLF is located within the Denver-Julesburg (DJ) Basin in northeastern Colorado. The DJ Basin is a north —south structural basin that covers 70,000 square miles of northeast Colorado, southeast Wyoming, and northwest Nebraska. The basin formed during the Laramide Orogeny and is characterized by its asymmetry with gentle east flank and faulted, steeply dipping west flank. The basin contains sedimentary units from the Paleozoic age (Cambrian Period) (oldest) to the Cenozoic age (Tertiary Period) (youngest). The thickest part of the DJ Basin occurs north of Denver, where it is approximately 13,000 feet thick. Approximately 70% of the sedimentary rock in the DJ Basin is composed of sandstone, shale, and limestone units of Cretaceous age (Higley and Cox 2007). The regional dip of the sedimentary strata in the area of NWLF is between one and two degrees below horizontal toward the southeast (Swift River 2016a). 2.1.2 Regional Hydrogeologic Setting The DJ Basin is considered to be composed of four Cretaceous -age bedrock aquifers overlying the Pierre Shale, which marks the base of the basin. From youngest to oldest, they include the Dawson, Denver, Arapaho, and Laramie -Fox Hills formations. Each of these formations, depending on location within the basin, can be from a few hundred feet to more than 1,000 feet thick. In the NWLF area, only the Laramie -Fox Hills formations remain. Sandstone and conglomerate are the principal water -yielding material in the bedrock aquifers, constituting less than half of the formations. Shale, claystone, and siltstone constitute the remainder of the bedrock formations. The water -bearing sandstone and conglomerate occur as thick layers that extend over large areas and also as thinner lenses of limited areal extent. The water -yielding rocks typically are interlayered with shale (Swift River 2016c). iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 5 1538880 Regionally, the deepest continuous bedrock groundwater zone significant to NWLF is the Fox Hill Sandstone, where groundwater flow direction is toward the southeast (Swift River 2016c). 2.1.3 Regional Groundwater Quality Typical groundwater analysis of the Laramie -Fox Hills Aquifer indicates that groundwater in the aquifer is predominantly described as a sodium -bicarbonate type of overall poor quality for human consumption (Swift River 2016c). Groundwater routinely exhibits elevated concentrations of total dissolved solids (TDS) and sulfate (CGS 2003). 2.2 Site -specific Conditions Site -specific geologic and hydrogeologic conditions of the Unit 2 area of the NWLF site were evaluated and characterized during geotechnical and hydrogeologic site investigations performed by Swift River Environmental Services, LLC between February 10 and March 22, 2016. Detailed descriptions of the site investigations are presented in reports provided in Appendices B-1 and B-2. 2.2.1 Site Topography The NWLF site is topographically characterized as an upland area of relatively uniform slope toward the regional drainage feature (i.e., Coalbank Creek bed) located approximately 0.25 miles east of the NWLF property boundary. The area of the NWLF property where Unit 2 will be developed is topographically bounded by the Weld County Road 25 embankment to the west, a man-made stormwater runoff channel constructed along the USR-1527 R-152 7 boundary to the northwest, the Weld County Road 84 embankment to the north, the man-made Pierce Lateral agricultural canal to the east, and Unit 1 to the south. Based on aerial mapping from January 26, 2016 (Aero-Metric, Inc.), and February 21, 2016 (Miller Creek Aerial Mapping), natural, pre -development topographic elevations within the Unit 2 area of the NWLF site range from a high of approximately 5,150 feet above mean sea level (ft AMSL) in the southwestern portion of the site to a low of 5,068 ft AMSL near the Pierce Lateral Canal to the east. The existing topography within the Unit 2 area is crossed by a few very shallow drainage swales, none of which include perennial surface water flow features. The total natural topographic relief across the Unit 2 area is approximately 80 feet, with natural topographic slopes between 1% and 5% and averaging approximately 1.5% to the east. 2.2.2 Soils and Geologic Units 2.2.2.1 Surficial Soils Surficial soil types at the NWLF site were identified by the National Resources Conservation Service (NRCS) Web Soil Survey. The Custom Soil Resource Report for Weld County, Colorado, Southern Part provided in Appendix B-3 shows that the soils within the Unit 2 waste disposal footprint predominantly consist of Olney fine sandy loam (NRCS 2016). iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 6 1538880 2.2.2.2 Quaternary Deposits The NWLF site is located in an upland area which is covered by as much as 30 feet of Pleistocene -age eolian (wind -deposited) deposits and as much as 20 feet of undifferentiated Pleistocene- to Holocene -age glacial outwash alluvium. Within the Unit 2 area of the NWLF site, their combined thickness ranges between 17 and 45 feet. Consistent with the lithology of the adjacent Unit 1 site to the south, the eolian deposits generally consist of clayey silt and very fine to fine-grained silty sand and range from 7 to 20 feet in thickness within the Unit 2 waste disposal footprint. The underlying glacial outwash alluvium consists of interbedded coarser -grained sand and fine gravel with varying amounts of silt and clay interspersed within the sand and gravel and range from less than 10 to approximately 25 feet in thickness (Swift River 2016c). Descriptions and index properties of these strata are detailed in the Report of Geotechnical Investigation, North Weld Landfill Unit 2, Permitting and Development provided in Appendix B-1. Cross -sections depicting the proposed Unit 2 excavation grades relative to the existing geologic strata are also presented in Sheets 5A and 5B of the Site Development Plans provided in Appendix A and in Appendix B-1 (preliminary facility design grades). Permeability tests were performed on undisturbed samples and remolded disturbed samples collected from the eolian deposits, as discussed below: ■ Two relatively► undisturbed samples (classified as CL material) collected from the approximate depth of the proposed liner grades indicated an average in situ hydraulic conductivity of 3.6 x 10-3 cmis ec (Swift River 2016c). ■ Five disturbed bulk samples (classified as CL material) collected from shallower depths (less than 10 feet below ground surface [ft bgs]) within the Unit 2 waste disposal footprint were remolded to 97% maximum dry density and 2.5% above optimum moisture content to evaluate possible use as liner material. Remolded hydraulic conductivities ranged from 2.8 x 10-7 to 2.5 x 10.8 cm/sec (Swift River 2016c), suggesting that suitable material may be available on site for use in liner system construction. 2.2.2.3 Bedrock Formations The Laramie Formation is the uppermost bedrock formation underlying the glacial outwash alluvium in the Unit 2 area of the NWLF site. The Laramie Formation consists of a weathered surface occurring at varying depths below ground surface and is characterized as a mixture of claystone, siltstone, fine-grained sandstone, and shale interstratified with laterally discontinuous lignite (Swift River 2016c). The Laramie Formation is present beneath the entire NWLF site. Within the proposed Unit 2 waste disposal footprint, the Laramie Formation occurs at depths ranging from 17 to 45 ft bgs and measured up to 30 feet in thickness. Underlying the Laramie Formation are the Fox Hills formation and Pierre Shale. As reported in the Report of Hydrogeologic c Characterization of North Weld Landfill Unit 2 provided in Appendix B-2, these sedimentary materials are expected to be much less permeable than the overlying eolian deposits, on the order of 10-6 cm/sec (Swift River 2016c). iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 ? 1538880 The bedrock formations locally dip gently (1.7°) to the southeast, similar to the regional eastward dip of the DJ Basin and eastward slope of local surface topography. No evidence of structure features were observed during the field investigation. Review of the United States Geological Survey (USGS) Interactive Fault Map (USGS 2014 and Morgan et al 2012) also did not identify any known faults having displacement in Holocene time or within 200 feet of the NWLF facility. 2.2.3 Hydrogeology Permeable sandstones within the lower portion of the Laramie Formation and the Fox Hills formation form the Laramie -Fox Hills Aquifer that generally consist of interbedded layers of fine-grained sandstone, siltstone, and shale, with a combined thickness of about 200 feet (Swift River 2016c). The shallower water -bearing strata within the Laramie Formation are typically separated from deeper water -bearing strata of the Fox Hills Formation by several feet of fine-grained materials, including clayey silts, silty clays, and hard siltstones or claystone layers. 2.2.3.1 Groundwater Occurrence Groundwater identified during the site -specific hydrogeologic field program in the vicinity of the Unit 2 waste disposal area was encountered within the following formations, listed from shallowest to deepest: ■ Alluvium/Laramie Formation: Discontinuous saturated alluvial deposits of gravelly sands and sandstones were encountered in three monitoring wells at the contact between the alluvium and the Laramie Formation between 38 feet and 48 feet below top of well casing. These zones are present along only the eastern boundary of the Unit 1 and Unit 2 waste disposal areas. These zones appear to be unconfined. ■ Laramie Formation: Localized, discontinuous water -bearing sands and lignite seams within the Laramie formation were encountered in two monitoring wells along the eastern Unit 2 boundary between 46 feet and 56 feet below top of well casing. These isolated zones appear to be confined and hydraulically separated from the deeper, continuous Fox -Hills groundwater zone (aquifer). ■ Fox Hills Aquifer: The regional zone of saturation within the Fox Hills Sandstone was encountered across both Unit 1 and Unit 2 areas of the NWLF site, where water levels can be correlated and mapped together across the site. This zone appears to be confined beneath all or most of the NWLF site and represents the uppermost continuous saturated zone. Groundwater flow within this zone is south -southwestward, consistent with conditions routinely monitored at Unit 1. All water -bearing strata encountered during the hydrogeologic field program occurred below the Unit 2 design subgrades (defined as the bottom grades of the liner system). A minimum of 10 feet of separation is demonstrated between the discontinuous water -bearing zones encountered at the contact between the alluvium and Laramie Formation along the western boundary of Unit 2 and the base of the permanent leachate collection sump liner system. Further, the minimum separation between the base of the liner and the top of the Fox Hills Aquifer is approximately 60 feet. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 8 1538880 2.2.3.2 Hydraulic Characteristics Hydraulic characterization of the water -bearing zones encountered in the vicinity of the Unit 2 area of the NWLF site is discussed in detail in Section 5.2 of the Report of Hydrogeologic Characterization of North Weld Landfill Unit 2 provided in Appendix B-2. A summary of the hydrogeologic characteristics (arithmetic means) is presented below (Swift River 2016c): ■ Alluvium/Laramie Formation: • Hydraulic conductivity: 4.1 x 10-2 cm/sec ■ Laramie Formation: • Hydraulic conductivity: 2.0 x 10.3 cm/sec ■ Fox Hills Aquifer: • Hydraulic conductivity: U nit 1: 5.7 x 10-4 cm/sec (Rust 1997) U nit 2: 1.2 x 10-2 cm/sec • Horizontal groundwater seepage velocity: U nit 1: 30 feet/year U nit 2: 180 feet/year The differences in hydraulic characteristics of the Fox Hills Aquifer between the Unit 1 and Unit 2 characterization are reflections of the natural variability of the lithologic properties of the Fox Hills Sandstone. 2.2.4 Groundwater Chemistry Groundwater quality in the Unit 2 area of the NWLF site is discussed in Section 5.3 of the Report of Hydrogeologic Characterization of North Weld Landfill Unit 2 provided in Appendix B-2. A summary of the basic water quality of the water -bearing zones encountered in the Unit 2 area of the NWLF site is presented below (Swift River 2016c): ■ Alluvium/Laramie Formation: • Magnesium, sulfate, and bicarbonate type. • Tetrachloroethene (PCE) detected in TW-1 at 5.8 micrograms per liter (pg/L). TW-1 is located up -gradient from the active operations of Unit 1; therefore, the detection is not attributable to the NWLF facility. ■ Laramie Formation: • Calcium -magnesium and sulfate -bicarbonate type. ■ Fox Hills Aquifer: • Calcium, magnesium, sulfate, bicarbonate type. • Regionally described as a sodium -bicarbonate type with elevated TDS ranging from 200 to 2,000 mg/L. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 9 1538880 • Poor groundwater quality for human consumption exceeding the TDS Secondary Maximum Contaminant Level of 250 mg/L. • Chloroform detected in TW-6 at 6.4 pg/L. TW-6 is located up -gradient from the active operations of Unit 1; therefore, the detection is not attributable to the NWLF facility. 2.2.5 Climate The climate of the region is characterized by generous sunshine, little precipitation except in spring, low daytime humidity, large day —night temperature variations, occasional extreme cold, light winds, and localized thunderstorms (CSU 2000). The nearest land -based weather station maintained by the National Oceanic and Atmospheric Administration (NOAA) National Centers for Environmental Information is located approximately 12 miles to the south-southeast in Greeley (Greeley UNC). Meteorological data from the station was available for the period between March 1967 and March 2016 (NOAA 2016b). Within this time period, the average daily maximum and minimum temperatures were 65°F and 36°F, respectively, with an arithmetic mean of 51° F. During the winter months, the average winter temperature was 30°F; during the summer months, the average temperature was 71°F. Annual precipitation ranged from 8.34 to 22.2 inches with an arithmetic mean of 14.4 inches. Average annual snowfall was 38 inches. The climate's demand for water, referred to as potential evapotranspiration, is calculated as approximately 54 inches (NOAA 2016a and N MSU 1996), or 390% more than the actual supply of water (i.e., precipitation). 2.3 Surrounding Land Usage NWLF is located in a rural area of unincorporated Weld County. However, the area is considered an urbanizing area by Weld County due to the proximity of the site to parcels annexed by the Town of Severance. The surrounding areas are primarily zoned agricultural and are used for crop production, with the exception of the Pierce Lateral agricultural canal located immediately to the east, the Belmont Farms residential subdivision located across Colorado State Highway 14 to the southwest, and the Waste Management of Northern Colorado commercial trucking facility (USR-1527) located immediately northwest of the NWLF site. A number of feedlots and dairy operations are located within two miles of the facility, but all are topographically down slope to the site. An oil and gas field, the Black Hollow Field, is located approximately one mile to the north of the NWLF site as well as other oil and gas wells in the vicinity. 2.4 Groundwater Wells A summary of groundwater wells located within one mile of the NWLF boundary is presented in Section 4.3 of the Report of Hydrogeological Characterization, North Weld Landfill Unit 2, Permitting and Development (Swift River 2016c) provided in Appendix B-2. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 10 1538880 3.0 LOCATION RESTRICTIONS AND SITE STANDARDS The following subsections address the location of Unit 2 of the NWLF facility relative to the location restrictions and site standards presented in Section 3.1 of the Regulations. In all cases, the location of the Unit 2 waste disposal footprint complies with required location restrictions and site standards. 3.1 Airport Location Restrictions The NWLF site is not located within a five -mile radius of any airport runways; therefore, notification of the Federal Aviation Administration (FAA) or providing evidence regarding mitigation of a potential bird hazard is not required. Yankee Field Airport, Bellmore Farms Airport, and WKR Airport are the nearest private airport facilities used by piston -type aircraft, all located greater than seven miles from the NWLF site (AirNav 2016). Fort Collins Municipal Airport and Greeley -Weld County Airport are the nearest airports potentially used by turbojets, both located approximately 13 miles from the NWLF site (FAA). The location of the NWLF site relative to these airports is shown in Figure 3. 3.2 Wetlands Unit 2 of the NWLF facility is not located in a swamp, marsh, bog, or similar area that could be defined as a wetland according to the United States Fish and Wildlife Service (USFWS) National Wetland Inventory (NWI) Wetlands Mapper (USFWS 2016), as shown in Figure 4. As previously reported in the Unit 1 Hydrogeologic Site Characterization Report (ATEC 1993), an ephemeral streambed at one time ran from the west -central portion of the Unit 1 waste disposal footprint to the southeast property boundary. The location of the streambed can be seen in the USGS Severance Quadrangle map (USGS 2016b) shown in Figure 2 and the USFWS NWI Map in Figure 4. Based on historical site reconnaissance prior the development of the Unit 1 waste disposal area, it was determined that this feature did not appear to have the typical characteristics of a true water course, such as a defined channel, but rather existed as a surface water drainage course. The historical development of the NWLF facility has altered the site topography and corresponding surface water flow patterns across the site such that the historical surface water drainage course no longer exists. 3.3 Faults There are no known faults that have had a displacement in Holocene time within 200 feet of the NWLF site, as mapped by the USGS Interactive Fault Map (USGS 2016a) and as shown in Figure 5. The closest known fault of Holocene activity is the Derby Fault which lies more than 42 miles to the southwest of the NWLF site (CGS 2008). 3.4 Seismic Impact Zones The NWLF site is not located in a "seismic impact zone," defined in the Regulations as an area with a 10% or greater probability that the maximum horizontal acceleration in lithified earth material, expressed as a iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 11 1538880 percentage of the earth's gravitational pull, will exceed 0.10g in 250 years. Based on the USGS Seismic Design Maps Tool (USGS 2016a) the peak horizontal ground acceleration (PGA) with a 2% probability of exceedance in 50 years (approximately equivalent to 10% in 250 years) for the NWLF site is 0.080g. A PGA of 0.080g indicates a low risk of seismic activity. 3.5 Unstable Areas 3.5.1 Soil Conditions As discussed in Section 2.2.2 of this EDOP, the soil conditions at the NWLF site consist of surficial eolian deposits, primarily Olney fine sandy loam overlying between 17 and 45 feet of glacial outwash alluvial deposits. These materials pose little risk of instability. Two laboratory consolidation tests on undisturbed samples of glacial outwash material collected from depths below the Unit 2 design subgrades indicate the potential for up to 1.5 feet of total consolidation (primary and secondary) from the development of Unit 2. As discussed in Sections 5.1 and 5.2 of this EDOP, differential settlement of alternative liner system floor grades and leachate collection gravel drain lines resulting from potential consolidation was taken into account as part of the engineering design of the Unit 2 facility and is not predicted to adversely impact the performance or integrity of the liner or leachate collection system. Based on the Colorado Geological Survey Geologic Hazard Maps (White and Greenman 2008 and CGS 2016a), the NWLF site is not located in mapped areas of collapsible soils, swelling soils, heaving bedrock, or landslides. Additionally, the nearest geologic hazard (ground subsidence) area regulated under Weld County Code is located near Firestone, Colorado, approximately 33 miles to the southwest of the NWLF site. 3.5.2 Geologic or Geomorphologic Features No geologic or geomorphologic features, including karst features, exist on the NWLF site (Braddock and Cole 1978). 3.5.3 Human -made Features or Events No potentially unstable human -made features are present on the NWLF site, as summarized below: • The nearest abandoned coal mines include the Owl, Eaton, and Star Mines, all located approximately seven miles southeast of the NWLF site (CGS 2016a, Turner and Murray -Williams 1983, and ATEC 1993). The distance of the abandoned coal mines from the NWLF site indicates that subsidence due to mining activities would be unlikely. • The side slopes of the existing Unit 1 disposal area are no greater than 4H:1 V (Rust 1997) and pose negligible slope stability risk. i:115't1538880 040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 12 1538880 3.6 Topography As discussed in Section 2.2.1 of this EDOP, the topography of the NWLF site is characterized by relatively uniform slopes between 1% and 5% to the east. Existing (undeveloped) surface water drainage across the Unit 2 area of the NWLF site generally runs across the soil surface as sheet flow from west to east and infiltrates into the ground prior to reaching the topographic low along the Pierce Lateral canal on the eastern NWLF property boundary. The existing site topography is shown in the USGS Severance Quadrangle Map presented in Figure 2. Surface water run-on controls consisting of a run-on diversion channel to divert surface water run-on from areas upgradient of the Unit 2 waste disposal footprint around the landfill will be constructed as part of the development of the Unit 2 waste disposal area; run-on controls are discussed in greater detail in Section 5.4 of this EDOP and in the Drainage Report provided in Appendix D. The prevailing wind direction at the NWLF site is from the north (WRCC 2002). Due to the relatively minimal topographic relief of the site and surrounding areas, significant natural protection from prevailing winds is not available. Operational requirements and nuisance controls will be implemented to provide suitable protection from prevailing winds to the extent necessary and are discussed in Section 7.0 of this EDOP. 3.7 Floodplains The NWLF site is not located within a floodplain or flood hazard area defined by the Federal Emergency Management Agency (FEMA 2016). The nearest FEMA-mapped floodplain is a Zone A 100 -year floodplain located to the northeast -east of the site along the Coalbank Creek drainage area, as shown in Figure 6. 3.8 Isolation of Waste The NWLF facility isolates waste from the public and the environment through the use of an approved alternative liner system meeting the requirements of Section 3.2 of the Regulations and Section 258.40 of Title 40 of the Code of Federal Regulations (CFR 258.40 2015). The alternative liner system is described in Section 4.6.1 of this EDOP. An Alternative Liner Demonstration for the Unit 2 alternative liner system is provided in Appendix I. 3.9 Surface and Groundwater Waste Placement No waste will be placed below or into surface water or groundwater. As discussed in Section 2.2.3.1 of this EDOP, the lowest elevation of the Unit 2 design subgrades (defined as the bottom grades of the liner system) will be separated from the uppermost discontinuous water -bearing zones encountered along the western boundary of Unit 2 by a minimum of 10 feet and from the uppermost continuous saturated zone, the Fox Hills Aquifer, by a minimum of 60 feet. Surface water run-on and runoff controls are described in Section 5.4 of this EDOP and in the Drainage Report provided in Appendix D. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates t9 December 2015 13 1538880 4.0 FACILITY DESIGN 4.1 Site Development Plans The Site Development Plans provided in Appendix A graphically depict the layout, development, and design of the Unit 2 waste disposal area at the NWLF site and include the following engineering drawings: ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ Sheet 1 Sheet 2 Sheet 3 Sheet 4A Sheet 4B Sheet 5A Sheet 5B Sheet 6 Sheet 7 Sheet 8 Sheet 9 Sheet 10 Cover Sheet Existing Site Conditions Subgrade Plan and Leachate Collection System Layout Final Grading and Stormwater Management Plan, Unit 2 Site -wide Facility Final Grading Plan Cross Section A -A Cross Section B -B Landfill Details Temporary Leachate Collection Sump Details Permanent Leachate Collection Sump Details Stormwater Management System Details (Sheet 1 of 2) Stormwater Management System Details (Sheet 2 of 2) 4.2 Facility Configuration The Unit 2 waste disposal area of the NWLF facility will consist of approximately 155 acres of waste disposal footprint located directly north of and contiguous to the existing Unit 1 waste disposal footprint. The waste disposal footprint of Unit 2 is limited by a minimum offset of 175 feet from the property boundary, as shown in Sheet 2 of the Site Development Plans provided in Appendix A. Unit 2 will consist of two primary waste disposal phases, identified as Phases 4 and 5 and shown in Sheet 3 of the Site Development Plans provided in Appendix A. These phases will be further subdivided into modules to limit the area of exposed liner and active waste disposal area open at one time. Module development is expected to proceed from west to east with temporary leachate collection sumps constructed at the downgradient (i.e., east) end of modules until ultimate build -out of each phase when permanent leachate collection sumps will be constructed along the eastern boundary of each phase. It is anticipated that Phase 4, the southern of the two Unit 2 phases, will be developed first. The liner system in Phase 4 will tie in to the existing liner systems of Phases 1 and 2 in Unit 1 and waste placement will piggyback over top of the existing northern side slope of Unit 1 to reach final site grades, as shown in Sheets 4A and 4B and on cross section A -A in Sheet 5A of the Site Development Plans in Appendix A. Existing cover within the piggyback area of Unit 1 may be removed prior to additional waste placement in this area. The fill sequencing plan may be modified to address future conditions while still providing a iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 14 1538880 systematic approach to site development and waste filling, and ensuring control over surface water run-on and runoff. 4.3 Site Access The NWLF site is accessed from Weld County Road 25 approximately 200 feet north of the intersection of Colorado State Highway 14. Right- and left -turn deceleration and acceleration lanes were constructed along Highway 14 prior to the development of Unit 1 at the NWLF site. No additional site access infrastructure beyond maintenance of existing roadways and access lanes is anticipated as part of the development of Unit 2. 4.4 Site Facilities Existing site facilities developed to support the operations of Unit 1 at the NWLF site are expected to remain and continue to support the development and operation of the Unit 2 waste disposal area. These facilities include the following (locations shown in Sheet 2 of Site Development Plans in Appendix A): ■ Landfill office ■ Scale house ■ Maintenance shop and equipment yard ■ Public and employee parking areas ■ Paved access road No new structures are anticipated to be required to support the development or operations of Unit 2. A new/additional scale house and/or scales may be constructed in the future and would be located north of the existing scale house along the west side of the property. 4.5 Engineered Containment Systems The Unit 2 waste disposal area will be designed, constructed, and maintained with engineered containment systems that meet current Regulations, including an alternative liner system, a composite liner with a high -density polyethylene (HDPE) geomembrane below permanent leachate collection system sumps, and a water balance final cover. Each engineered containment system is discussed in greater detail in the following subsections. 4.5.1 Alternative Liner System The Unit 2 waste disposal area will be constructed with an alternative liner system that meets the performance standards set forth in Section 2.1.15 of the Regulations and in 40 CFR Part 258.40(a}(1}. The alternative liner system for Unit 2 is the same liner system design previously approved by CDPHE and WCDPHE and constructed for the Unit 1 waste disposal area at the NWLF site. A detail of the alternative liner system is shown in Sheet 6 of the Site Development Plans provided in Appendix A. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 15 1538880 The alternative liner system will consist of the following components, listed from top of liner down to existing foundation material: • A 6 -inch -thick granular leachate collection drainage layer installed over the liner floor area and composed of soils exhibiting a hydraulic conductivity equal to or greater than 1 x 10-2 cm/sec; • A 6 -inch -thick protective soil layer installed over the liner side slope area; • A 24 -inch -thick compacted cohesive soil liner composed of on -site or imported soils exhibiting a hydraulic conductivity no greater than 1 x 10-7 cm/sec; and • Prepared subgrade material composed of conditioned and compacted existing subsurface material. The bottom grades of the liner system (referred to throughout this EDOP as subgrade) are shown in Sheet 3 of the Site Development Plans provided in Appendix A. Permanent excavation side slopes were designed to not exceed 3H :1V and liner floor grades were designed to slope toward the centerline of each phase in a herringbone pattern at approximately 2.8% (average) and to slope along the centerline of each phase toward the leachate collection sumps at approximately 2.15% (average). The Regulations do not specify a minimum separation between the bottom of the liner system and groundwater for municipal solid waste landfills. As previously discussed in Sections 2.2.3 and 3.8 of this EDOP, the Unit 2 subgrade design reflects a minimum vertical separation distance of 10 feet from the uppermost discontinuous water -bearing zones encountered along the eastern boundary of Unit 2 and a minimum vertical separation distance of approximately 60 feet from the uppermost continuous saturated zone, the Fox Hills Aquifer, based on water level measurements taken during the 2016 hydrogeologic site characterization field investigation. The alternative liner system will be constructed under a comprehensive CQA program to verify that the soil materials are prepared and installed as intended and as required to ensure performance. A copy of the current NWLF CQA Plan is provided in Appendix E. Following each liner construction project, a certification report will be prepared to document that the liner system and leachate collection system were constructed in accordance with the approved CQA Plan and all CDPHE and WCDPHE requirements. The certification report will be signed and sealed by a professional engineer (PE) registered by the State of Colorado and submitted to the CDPHE and the WCDPHE, with a copy placed into the Operating Record. An alternative liner demonstration indicating that the alternative liner system for the Unit 2 waste disposal area will reasonably ensure groundwater protection considering expected waste characteristics, site construction, and site setting is provided in Appendix I of this EDOP. Groundwater protection is demonstrated through technical evaluation and modeling that maximum contaminant levels (MCLs) listed in Table 1 of 40 CFR 258.40 will not be exceeded at the Unit 2 point of compliance (POC). For conservatism, the alternative liner demonstration does not consider the additional thickness of compacted cohesive soil iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 16 1538880 liner or the second liner (60 -mil HDPE geomembrane) within permanent leachate collection sumps, which are the most probable locations for a potential release. The alternative liner demonstration consisted of the following analyses: • A Hydrologic Evaluation of Landfill Performance (HELP) model analysis was performed to estimate leachate generation rates and impingement rates through the alternative liner system, assuming various waste depths and cover configurations throughout the operational life of the facility. The HELP analysis is discussed in greater detail in Section 5.1.1 of this EDOP. • Steady-state and transient MULTIMED modelling of leachate transport from the base of the alternative liner system was performed to estimate leachate constituent concentrations downgradient of Unit 2 at the point of compliance. • The steady-state modeling estimated a dilution factor (DF) reciprocal of 4.5 x 10-3 compared to the maximum requires! DF reciprocal of 7.1 x 10-2 to ensure MCLs are not exceeded at the Unit 2 POC, conservatively indicating maximum potential leachate constituent concentrations at least 16 times less than MCLs. • The transient modeling predicted that leachate constituents are not predicted to be detected above laboratory reporting limits (i.e., practical quantitation limits or Pals) at the Unit 2 P00 through the operational life and post -closure period of the facility. 4.5.2 Leachate Collection Sump Secondary Liner A second liner (60 -mil HDPE geomembrane) will be installed within permanent leachate collection sumps to create a composite liner system where leachate head may accumulate. Details and cross -sections of the composite liner system for the permanent sumps are shown in Sheet 8 of the Site Development Plans provided in Appendix A. The leachate collection sump liner system, including the sump profile, will consist of the following components, listed from top of the liner system down to existing foundation material: • A 12 -inch -thick granular leachate collection drainage layer installed over the sump area and composed of soils exhibiting a hydraulic conductivity equal to or greater than 1 x 10-2 cm/sec; • A 10 -ounce per square yard (oz/sq. yd.) non -woven geotextile installed over the sump area and extended a minimum of three feet beyond the limits of the sump; • A leachate collection and recovery sump housing the leachate extraction riser and auxiliary monitoring pipes, backfilled with three feet of drainage gravel exhibiting a hydraulic conductivity equal to or greater than 1.0 cm/sec; • A 9 -foot x 9 -foot 60 -mil HD PE geomembrane rub sheet; • A 60 -mil HDPE (smooth) geomembrane liner; • A 30 -inch -thick compacted cohesive soil liner composed of on -site or imported soils exhibiting a hydraulic conductivity no greater than 1 x 10-7 cmisec; and • Prepared subgrade material composed of conditioned and compacted existing subsurface material. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 17 1538880 Construction of permanent leachate collection sumps, including primary and secondary liners, will be performed in accordance with the current NWLF CQA Plan provided in Appendix E. 4.5.3 Water Balance Alternative Final Cover A water balance alternative final cover (AFC) system will be constructed over all waste placed at the NWLF facility once final grades are developed. The water balance final cover system for Unit 2 was designed in accordance with the streamlined guidance provided in the CDPHE "Final Guidance Document, Water Balance Covers in Colorado" (CDPHE 2013). As discussed in Section 5.3.2.2 of the Report of Geotechnical Investigation, North Weld Landfill Unit 2, Permitting and Development provided in Appendix B-1, the NWLF site is located within Colorado Ecozone 3. Within Ecozone 3, the average grain -size distribution from the soils encountered within the Unit 2 waste footprint (i.e., 40% sand, 40% silt, and 20% clay) plots within the acceptable zone for a 2.5 -foot -thick water balance cover overlying a daily cover foundation layer. A detail of the water balance final cover is shown in Sheet 6 of the Site Development Plans provided in Appendix A. The water balance final cover system for Unit 2 will be constructed in accordance with the requirements of the NWLF CQA Plan provided in Appendix E. Sheets 4A and 4B of the Site Development Plans provided in Appendix A show the proposed top of final cover grades for Unit 2 and for the full NWLF facility, respectively. The final grades for Unit 2 include a maximum finished grade elevation of 5,255.5 ft AMSL compared to the existing maximum finished grade elevation of 5,210 ft AM SL within the Unit 1 waste disposal footprint. Consistent with the final closure design for Unit 1, the Unit 2 closure design includes 4H:1 V side slopes (or less) and a top deck crown slope of 5%. In this way, the NWLF site will be left in a condition of good aesthetic appearance with consistent grading to blend with the surrounding topography and without visible differentiation between Units 1 and 2. Final cover stormwater controls will be constructed overtop of the AFC, as discussed in Section 5.4 of this EDOP; the full thickness of the water balance final cover will be maintained below all final stormwater controls. Closure and post -closure care of the facility will be performed and maintained in accordance with the Closure and Post -closure Plan discussed in Section 9.0 of this EDOP. 4.6 Leachate Collection System Design and Management The leachate collection system was designed to collect leachate and contact surface water runoff from the waste mass and provide for an efficient means of removal. Liner grades were designed to provide positive drainage within the leachate collection system in order to meet the leachate travel time requirement of 12 months and maintain no greater than one foot of leachate head on the liner throughout the life of the facility, in consideration of maximum potential future consolidation of foundation soils (see Section 5.2 of this iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 18 1538880 EDOP). To demonstrate that the maximum head on the liner system will be maintained at less than 12 inches, HELP modeling was performed assuming various waste depths and cover configurations to estimate maximum head buildup throughout the operational life of the Unit 2 waste disposal area. The results of HELP analyses and travel time calculations are discussed in Section 5.1.1 and 5.1.2 of this EDOP and are presented in greater detail in Appendices C-1 and C-2, respectively. The leachate collection system will consist of a 6 -inch -thick granular leachate collection drainage layer installed over the liner floor area and composed of soils exhibiting a hydraulic conductivity equal to or greater than 1 x 10-2 cm/sec. CDPHE has also approved the equivalent use of 8.5 inches of glass Gullet material with a minimum hydraulic conductivity of 1 x 10-2 cm/sec for the leachate collection drainage layer. A copy of the CDPHE approval letter is provided in Appendix J. Prior to the use of glass cullet material in leachate collection drainage layer construction, hydraulic conductivity testing will be performed to verify that the glass cullet will meet the hydraulic conductivity requirement of 1 x 10-2 cmisec. As previously discussed in Section 4.5.1 of this EDOP, the floor grades and overlying leachate collection drainage layer will slope toward the centerline of each phase. Along the centerline, gravel drain lines will be constructed at approximately 2.15% slope towards leachate collection sumps constructed at the low point in each module. Gravel drain lines will consist of a minimum of one foot of gravel material exhibiting a minimum hydraulic conductivity of 1.0 cm/sec wrapped in a 10-ozlsq. yd. non -woven geotextile to prevent the migration and accumulation of fines. As previously discussed in Section 4.2 of this EDOP, temporary leachate collection sumps will be constructed at the downgradient (i.e., east) end of modules until ultimate build -out of each phase when permanent leachate collection sumps will be constructed along the eastern boundary of each phase. Temporary leachate collection sumps will consist of a minimum of 2.5 feet of gravel material exhibiting a minimum hydraulic conductivity of 1.0 cm/sec overlying the alternative liner system described in Section 4.5.1 of this EDOP. Vertical 18 -inch -diameter riser pipes will be seated on 1 -inch -thick HDPE flat stock within the temporary leachate collection sumps to allow for leachate extraction. Design details for temporary sumps are shown in Sheet 7 of the Site Development Plans provided in Appendix A. Temporary sumps will be removed as part of construction of adjacent modules to allow for liner tie-in and eventual waste placement in the sump areas. Permanent leachate collection sumps are described in Section 4.5.2 of this EDOP. Design details for permanent sumps are shown in Sheet 8 of the Site Development Plans provided in Appendix A. Within the permanent leachate collection sumps, perforated leachate extraction and auxiliary monitoring pipe sections will be connected to solid -wall riser pipes that will extend up the eastern sideslope of Unit 2 to allow for leachate extraction and monitoring. A pipe loading analysis of the HDPE sump pipes is discussed in Section 5.1.3 of this EDOP and is presented in greater detail in Appendix C-3. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 19 1538880 4.7 Cover Materials Sufficient amounts of adequate cover will be readily available for use throughout the operating life of the Unit 2 waste disposal area to minimize nuisance conditions, prevent ponding, and complete site closure. Cover soils will be obtained from existing stockpiles on site and/or from excavation of Unit 2 modules. Excavated soils will be segregated into separate stockpiles for unclassified soils (i.e., general fill), potential liner construction materials, and potential final cover materials. All on -site soils are considered suitable for use as daily and/or intermediate cover. 4.7.1 Daily Cover Daily cover will be placed over the active disposal area at the end of each operating day, or at more frequent intervals if necessary to control nuisance conditions. Daily cover will consist of six inches of earthen material or ADC materials which have been approved by the CDPHE and the WCPDHE for use at NWLF. Letters of approval from the CDPHE and the WCDPHE for the usage of ADC materials at NWLF are included in Appendix K of this EDOP. If ADC is used, the following operational requirements will apply: ■ Shredding or the use of shredded construction and demolition (C&D) debris that contains any asbestos will not be used as ADC; ■ Stockpiles of segregated select C&D debris to be used as ADC will be located only on lined areas of the landfill. Stockpiles will be managed to control nuisance conditions; ■ Select C&D used as ADC will be a minimum of six inches thick and achieve complete coverage of the underlying solid waste. If the C&D ADC is insufficient to achieve complete coverage of the underlying waste, soil or other approved ADC will be used to provide complete coverage; ■ When any ADC is used, soil will be used for daily cover at least once every seven days and will remain in place; ■ C&D and other approved materials used for ADC are still considered a waste. Accordingly, the Weld County Solid Waste User Fee will be collected for these materials; ■ Approved ADC materials will be managed in a manner such that dust does not constitute a hazard to human health; and ■ Stormwater that comes in contact with materials used as ADC will be treated as leachate and managed as described in Section 8.3 of this EDOP. ADC materials and/or cover soil may also be used to improve trafficability of haul routes and unloading areas over previously -placed wastes. Dust generation of cover materials will be controlled as discussed in Section 7.5.5 of this EDOP. 4.7.2 Intermediate Cover A minimum of one foot of intermediate cover soil will be placed over areas left temporarily unused for greater than one month, in accordance with the Regulations. Intermediate cover will also be placed over disposal areas that have reached final waste grades but are not anticipated to receive final cover for at least one month. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 20 1538880 The intermediate cover will consist of unclassified on -site soils and will be graded to provide stormwater drainage away from the working face to avoid contact with waste. Prior to further waste disposal within intermediate -covered areas, the cover soils may be stripped and reclaimed (stockpiled) for future use. 4.8 Landfill Capacity Total permitted airspace of the NWLF facility, defined as the three-dimensional gross volume of the landfill available for waste disposal, is as follows: ■ Unit 1: 15,274,520 cubic yards (cy) (Rust 1997 design) • As of January 1, 2017 (estimated): 3,985,000 cy remaining ■ Unit 2: 26,636,000 cy ■ NWLF total: 41,910,520 cy • As of January 1, 2017 (estimated): 30,621,000 cy remaining These capacities represent the volume from the top of the leachate collection drainage layer/protective soil layer to the bottom of the final cover system, and include volume consumed by placement of daily and intermediate soil cover. 4.9 Soil Balance Earthen materials to be used for compacted cohesive soil liner construction and protective material for liner system sideslopes, final cover construction, daily and intermediate cover, and structural fill required for the development of the Unit 2 waste disposal area will be obtained from on -site excavation, where possible. Based on the results of the site characterization discussed in Section 2.2 of this EDOP and presented in Appendix B, there appears to be sufficient volumes of adequate soil types available for use to construct and operate Unit 2 through the life of the facility. From a soil balance perspective, the development of Unit 1 at NWLF is projected to result in a net surplus of approximately 2,178,000 cy of soil on site. Soil balance requirements for the development and operation of Unit 2 are projected as follows: ■ Unit 2 gross excavation to liner subgrade (base of liner): 4,400,000 cy ■ Structural fill required for cell/berm construction: 350,000 cy ■ Liner system construction: • Compacted cohesive soil liner material: 500,000 cy • Protective liner material: 13,000 cy ■ Daily and intermediate soil cover needs (13% of permitted airspace): 3,500,000 cy ■ Final cover system: 800,000 cy The NW LF site is projected to have an overall surplus of approximately 1,415,000 cy of soil after completion of the ultimate buildout, operation, and final closure of Unit 2. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 21 1538880 5.0 ENGINEERING CALCULATIONS 5.1 Leachate Collection System Design Calculations As discussed in Section 4.6 of this EDOP, the leachate collection system was designed to collect leachate and contact surface water runoff from the waste mass and provide for an efficient means of removal. The leachate collection system was designed to meet composite liner requirements set forth in the CDPHE Regulations for maximum head on liner and maximum leachate travel times. 5.1.1 Leachate Head on Liner (HELP Analysis) The HELP version 3.07 (USAGE 1997) was used to model leachate generation and corresponding hydrologic performance of the alternative liner and leachate collection systems in Unit 2. The H ELP analysis is described in detail in Appendix C-1. Various operational conditions were initially modeled, representing the most critical typical operational scenarios anticipated to occur throughout the life of the landfill from a leachate generation standpoint. Meteorological data was generated using the synthetic weather generator (WGEN) built into the HELP model. Material properties for the alternative liner system, final cover system, and waste mass were derived from site -specific laboratory test data (Swift River 2016a) and HELP default soil types. Post -consolidation liner grades were used in the analysis. The results of the initial analysis are presented in Appendix D-1 and demonstrate that the peak head on the alternative liner system is expected to be less than 12 inches throughout all open/daily cover, intermediate cover, and closed conditions of Unit 2. The results of the initial HELP analysis indicated that the operational scenario modeling 70 feet of in -place waste with intermediate cover for a 10 -year period (Scenario 3) results in the most critical head buildup of the alternative liner system. The maximum head buildup on the alternative liner system is expected to be less than 12 inches. The HELP model results also indicated that operational conditions consisting of 6 feet of waste with daily cover (Scenario 1) and 70 feet of waste with daily cover (Scenario 2) result in very similar critical leachate generation and impingement (i.e., leakage) rates through the alternative liner system. This observation indicates that leachate generation at the NWLF site is primarily driven by the moisture content of the waste and limited to the first lift of waste placed. Subsequent waste lifts do not contribute to additional generation of leachate, primarily due to storage capacity and evaporation of precipitation within the cover soils. This behavior is also consistent with site -specific observations from throughout the operational life of Unit 1 at NWLF, where generation of leachate has been observed to significantly decrease once the first lift of waste is placed in the active phase. i*15\15388801040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 22 1538880 5.1.2 Leachate Travel Time The maximum travel time for leachate to report to a permanent leachate collection sump was calculated using Darcy's Law along the longest leachate flow paths within Phases 4 and 5 of Unit 2. The results of travel time calculation show that the longest flow paths result in travel times of less than 365 days in both Phases 4 and 5 of Unit 2, and in consideration of reductions to leachate collection system floor grades due to differential consolidation of foundation soils. The detailed calculation is provided in Appendix 0-2. 5.1.3 Leachate Collection Header Pipe Strength Pipe strength calculations were completed to verify the structural integrity of the leachate collection header pipes (6 -inch- and 18 -inch -diameter SDR 17 HDPE) under the overburden pressure of the maximum height of waste and cover soils. The detailed calculations are provided in Appendix C-3. The calculations obtained factors of safety against wall crushing and wall buckling and estimated ring deflection. All factors of safety exceeded the minimums recommended by the Plastic Pipes Institute (PP') for thermoplastic pipe applications. 5.2 Foundation Consolidation Calculations Potential consolidation of the foundation soils beneath Unit 2 and corresponding total and differential settlement of liner system floor grades were estimated using consolidation properties of on -site material. Index and consolidation properties (i.e., the compression index [Cc], recompression index [Cr], and coefficient of secondary consolidation [C0]) were determined through two consolidation tests of undisturbed soil samples collected during the site characterization field program (Swift River 2016a). The tests were conducted on soil samples collected from below the Unit 2 subgrade grades. Results of the consolidation tests, along with the estimated loading from the maximum waste and cover soil profile, were used to compute potential foundation consolidation. It was assumed that consolidation will occur up to the top of the Laramie formation, as defined in the Report of Geotechnical Investigation, North Weld Landfill Unit 2, Permitting and Development (Swift River 2016a). Consolidation calculations were based on Terzaghi's one-dimensional consolidation model. Points were selected along both the leachate collection header trench and liner floor to evaluate differential settlement on final floor slopes and leachate conveyance. Total predicted consolidation under the maximum waste and cover soil was conservatively estimated to be up to 1.5 feet, with the maximum predicted differential settlement resulting in a calculated decrease in the slope of the liner floor from 2.8% (design grade) to 2.64%, and a decrease in leachate collection gravel drain line from 2.15% (design grade) to 2.12%. These post -consolidation slopes were used in leachate head buildup and travel time calculations. The foundation consolidation calculations are provided in Appendix C-4. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 23 1538880 5.3 Global Slope Stability Analyses Global stability analyses were performed to evaluate the stability of subgrade/liner excavation slopes, typical waste filling slopes, and final cover grades for Unit 2. As discussed in Section 3.4 of this EDOP, NWLF is not located in a seismic impact zone; therefore, slope stability analyses were only run for static loading conditions. A detailed discussion of the slope stability analyses is provided in Appendix C-5. Five cross -sections were analyzed for global slope stability analyses at various intermediate/operational geometries throughout the operational life of Unit 2 considered to be representative of worst -case conditions from a slope stability perspective: ■ Section A: cross-section cut through the maximum depth of excavation (i.e., longest excavation slope) required for liner construction ■ Section B: cross-section cut in a north -south alignment through an intermediate filling condition in Phase 4 that terminates at the 2H:1V step between the liner systems of Phases 4and5 ■ Section C: cross-section cut in an east —west alignment through an intermediate filling condition in Phase 4 ■ Section D: cross-section cut through the maximum thickness of waste (i.e., maximum driving force) ■ Section E: cross-section cut through maximum permitted waste grades at the location of minimum height of the perimeter berm (i.e., minimum resisting force) Critical failure surfaces (failure surfaces with the lowest factor of safety) were determined by limit -equilibrium analysis (2-D) using Spencer's method of slices. Circular and block failure surfaces were considered, and in all cases circular failure surfaces yielded the lowest factors of safety. Minimum allowable factors of safety for short-term conditions (excavation and intermediate fill) and long-term conditions (final closure) were defined as 1.30 and 1.50, respectively. Minimum factors of safety calculated against static stability failure were found to be above minimum allowable factors of safety for all cross sections and operational conditions evaluated. 5.4 Surface Water Management 5.4.1 Approach to Surface Water Management The general concept for management of stormwater for Unit 2 of NWLF will be to manage the runoff completely separate from the existing Unit 1 structures and return flow to historic drainage patterns, to the extent practical. Additionally, the stormwater management system was designed to retain runoff from the developed footprint of the site on -site in order to comply with the requests of the neighboring properties, specifically the Pierce lateral agricultural canal to the east andColorado Department of Transportation (C DoT) to the south of the NWLF site. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 24 1538880 5.4.2 Temporary Surface Water Management Surface water within the active landfill will be managed through a series of temporary berms and/or channels that will divert run-on away from the active area and direct runoff toward temporary surface water ponds or the permanent stormwater retention pond. Surface water runoff that is not contact water may be managed via gravity drainage or pumping for use on -site and/or to the stormwater retention pond. Details for the temporary stormwater control structures and other best management practices (BMPs) will be provided to the CDPHE for informational purposes with the construction packages for each cell prior to construction. Any temporary surface water controls will be designed to handle a 25 -year, 24 -hour storm event. 5.4.3 Final Stormwater Management System Permanent surface water structures and erosion control measures will be constructed over the life of Unit 2 to limit stormwater run-on and mange runoff. Components of the stormwater management system that will be constructed throughout the development of Unit 2 will include the following: • A run-on diversion channel; • A dissipation basin; • Landfill perimeter channels; • Landfill bench channels; • A downchute channel with stilling basin; • Culverts; • A low-water crossing; and • A retention pond. Peak flows from the 100 -year, 24 -hour storm event were used to size permanent stormwater management structures, in accordance with CDPHE Regulations and exceeding Weld County Code design requirements. Detailed hydrologic and hydraulic calculations and design details for permanent stormwater management structures are provided in the Drainage Report provided in Appendix D. The locations of the permanent stormwater management structures for Unit 2 are shown in Sheet 4A of the Site Development Plans provided in Appendix A. For reference, a site -wide site plan with stormwater management structures for the full NWLF site (Units 1 and 2) is shown in Sheet 4B. Sheets 9 and 10 provide details for the Unit 2 stormwater management structures. 5.5 oil Erosion Potential Evaluation An evaluation of the effects of erosion due to rainfall on the proposed water balance final cover system was performed. The analysis consisted of using the Revised Universal Soil Loss Equation, Version 2 (RUSLE2) erosion modeling software (USDA 2010) to estimate the amount of soil loss caused by sheet and rill erosion of the final cover after one year and five years of vegetative growth on the final cover. RUSLE2 calculations are provided in Appendix C-6. Annual soil loss due to erosion at one and five years was predicted to be 2.9 tons/acre/year and 1.4 tons/acre/year, respectively, and less than the targeted soil loss tolerance of 5 tons/acre/year. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 25 1538880 6.0 CONSTRUCTION QUALITY ASSURANCE The CQA requirements for liner system construction, leachate collection sump construction, and AFC construction at NWLF are outlined in the Construction Quality Assurance (CQA) Plan for the NWLF, provided in Appendix E. The NWLF CQA Plan addresses monitoring, testing, and documentation requirements necessary for approved construction. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 26 1538880 7.0 OPERATIONAL INFORMATION 7.1 Operating Hours The hours of operation of NWLF vary seasonally but generally range from 6:00 a.m. to 6:00 p.m. Monday through Saturday. The facility also periodically operates on Sundays as needed. Hours are subject to change to accommodate operational needs and may be extended to accommodate increased residential and commercial waste volume, clean-up projects, special waste contracts, or other operational variables. Standard hours of operation and all changes in operational hours are posted at the entrance to the NWLF site. 7.2 Facility Management and Personnel The WMDSC is the owner and operator of the NWLF. The qualifications, names, and addresses of the individuals currently operating the landfill and having the authority to take corrective action in the event of noncompliance are provided in Appendix H. Current staffing for the NWLF facility, which may vary over the life of the facility, includes the following: Site Manager 1 Operations Specialist 1 Scale Attendants 2 Equipment Operators 5 Mechanics 2 Laborers _I 1 I Facility Engineer (PT) 1 Operations Manager (PT) 1 Total 14 7.3 Facility Equipment Current equipment at the NWLF facility, which may vary over the life of the facility (make, model, and quantity), includes the following: Equipment Quantity Use Scrapers (Cat 627) 1 Earth moving Landfill Compactors (Cat 836) 2 Refuse compaction Motor Grader (Cat 140H) 1 Road/drainage maintenance Dozer (Cat D8) 1 Earth moving and refuse pushing Loader/Backhoe (Cat 430) 1 Multi -purpose Tractor (John Deere 2755) • 1 Multi -purpose Forklift (Champ CB40) 1 Loading and transport Sweeper (Broce RCT350) 1 Dust and track -out control Water Truck (3,500 gal) • 1 Dust control Pick-up/Service Trucks 6 Maintenance, employee use iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 27 1538880 7.4 Site Security A combination of physical barriers, signs, and staffed entrance facilities (office and scale house) are in place at NWLF and are used to secure the facility and prevent unauthorized access and use of the facility, as summarized below: ■ A lockable gate is in place at the site entrance and is closed and locked at all times when the facility is closed and unattended. ■ A six-foot fence with an additional one foot of barbed wire will be installed around the perimeter of the facility. ■ No trespassing signs are posted along the landfill boundary fence. ■ As discussed in Section 7.1 of this EDOP, the standard hours of operation are posted at the entrance to the NWLF site. In addition, a sign which lists prohibited waste types is located at the entrance to the facility. ■ A staffed office is located at the entrance of the NWLF facility. Contractors and visitors are instructed to sign in at the office. Customer vehicles entering the facility are instructed to bypass the office and report directly to the staffed scale house. Office and scale house personnel have radio contact with other NWLF personnel to report any unauthorized activities. Trained personnel are stationed at the scale house during all operating hours to monitor, screen, and control access by all users and visitors ■ WMDSC coordinates with the Windsor -Severance Fire District to ensure they have access 24 hours a day to be able to respond to an after-hours emergency, if necessary. 7.5 Control of Nuisance Conditions In order to minimize nuisance conditions (odors, noise, vector scavenging, dust, fire, and windblown lifter) that can be associated with landfilling operations, the NWLF facility implements the nuisance control programs discussed in the following subsections. 7.5.1 Odor Control Potential odors produced by incoming waste during the course of daily operations typically dissipate within a short distance from the active disposal area. For the purposes of controlling odors from migrating off site, the Unit 2 waste disposal footprint was designed with a minimum setback from the NWLF property line of at least 175 feet. Additionally, effective application of daily and intermediate cover over active waste disposal areas will mitigate long-term odor migration. If odors from waste materials becomes a nuisance condition, alternative operating techniques will be taken to minimize the condition, including the placement of additional cover material. 7.5.2 Noise Control A noise monitoring and hearing conservation program has been implemented to protect the hearing of the employees and to ensure the facility is maintaining compliance with local noise ordinances. The program includes noise surveys of each piece of operating equipment, which determines if hearing protection should be worn by the equipment operator. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 28 1538880 7.5.3 Vectors Disease and nuisance vectors such as flies, mosquitoes, and rodents have not been an issue at the NWLF site throughout the development and operation of the Unit 1 waste disposal area. Potential vector conditions are controlled primarily by proper grading and positive drainage to eliminate the potential for standing water and the development of insect breeding areas and through the effective use of daily and intermediate cover. A commercial vector control company will be retained if disease and/or nuisance vectors become a significant problem. 7.5.4 Bird and Wildlife Control Significant bird populations are expected around the active waste disposal area due to the presence of organic waste matter. Placement of daily and intermediate cover over active waste disposal areas helps to reduce nuisance bird conditions. Additional deterrents, such as noisemakers, visual scare techniques (birdlines, reflective tape, balloons, kites, owl decoys, etc.), and/or distress calls will be considered if birds become a persistent nuisance. 7.5.5 Dust Control Dust generation (particulate emissions) at NWLF can occur from soil excavation, soil transport and placement, refuse compaction, and vehicular and equipment travel along site access roads. Dust raised from vehicular movement is controlled by wetting roads with water and/or applying commercially available dust suppressant compounds. Additional procedures used for controlling particulate emissions at NWLF consist of the following: ■ Paving and sweeping certain primary on -site access roads; ■ Monitoring visible dust emissions from unpaved site access roads by facility personnel to determine the need for and frequency of dust suppression watering; ■ Minimizing the size of the active working disposal area, to the extent practical; ■ Minimizing the size of borrow areas and areas disturbed from soil stockpiles, to the extent practical; ■ Applying leachate within the constructed waste disposal limits (i.e., within lined areas of the landfill); ■ Revegetation of inactive areas; and ■ Posting and enforcing speed limit signs on site access and haul roads. 7.5.6 Fire Protection and Control The office, scale house, and maintenance buildings are equipped with suitable fire extinguishers for suppression of any minor fires and for personnel safety. Fire protection for landfill equipment and vehicles is provided by portable fire extinguishers attached to each piece of equipment, vehicle, or machinery and/or automatic fire suppression systems. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 29 1538880 Operational practices will limit the risk of fire in the landfill. Waste deliveries to the landfill will be checked in accordance with the Waste Identification Plan provided in Appendix F. No burning of waste is permitted at NWLF. Vehicles containing burning materials that would otherwise be accepted at the facility are directed to an inspection area where the vehicle driver can safely extinguish the fire. The vehicle is then directed to an isolated disposal area on site where the individual load can be safely unloaded from the vehicle and inspected by facility personnel. In this manner, NWLF is able to confirm that no burning material remains in the disposed waste. In order to manage accumulation of wind-blown tumbleweeds and prevent them from becoming a nuisance condition, NWLF has received permission from the CDPHE and the WCDPHE to burn weeds that have accumulated along internal fence lines and wind screens. NWLF will obtain a case -by -case burn permit from the WCDPHE, in consultation with the local fire protection district, and comply with weed -burning restrictions typically in effect within the agricultural district of Weld County. Additional fire protection coverage is available from the Windsor Severance Fire District via telephone communication. 7.5.7 Control of Windblown Litter To minimize nuisance conditions associated with windblown lifter, the following procedures are implemented at NWLF: ■ The size of the active waste disposal areas will be limited to the smallest practical area for the number and types of vehicles using the facility. Segregation and size of active disposal areas will be at the discretion of facility management to provide for safe, secure operations without compromising containment of windblown lifter. ■ Daily cover will be applied at a minimum thickness of six inches or ADC will be applied over each lift of waste placed. Twelve inches of intermediate cover soil will be placed over areas that will not receive additional waste for a period greater than 30 days. ■ Lifter screens and temporary fencing will be strategically placed around the active disposal areas to minimize the escape of windblown litter. Design and placement of litter screens and temporary fences will be at the discretion of facility management. ■ Other operational techniques may be employed to minimize migration of off -site litter, such as the current 40 -foot -high, 3,500 -foot -long litter fence in place along the southern and southeastern boundaries. ■ Disposal operations will be halted when sustained winds of 40 miles per hour (mph) or greater or gusts of 55 mph or greater, are expected to persist for one hour or longer. ■ Temporary laborers may be used on an "as required" basis to collect windblown litter that escapes the active disposal area. ■ Windblown material generated during disposal operations will be collected and returned to the landfill working face. 'r.115\15388801040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 30 1538880 ■ Adjacent properties (provided permission has been granted by the property owner) will be policed periodically to retrieve any litter which escapes vehicles using the facility. ■ Vehicles entering the facility are required to have loads covered or adequately secured. This requirement will be communicated by signage at the facility entrance. ■ Conditions of off -site litter resulting from landfill operations will be responded to within one business day of notification to the facility manager. 7.5.8 Control of Tracked -out Mud on Highways The following procedures are implemented at NWLF to minimize nuisance conditions associated with mud tracked out onto adjacent highways: ■ Extended pavement of internal roads leading up to the exit gate of the facility. ■ Rumble strips or equivalent tracking control devices are provided along the exit route. ■ Sweeping of paved internal roads will be performed, as necessary, to minimize accumulation of dirt and mud that could be carried out onto adjacent public roadways. In the event significant quantities of mud are tracked onto State Highway 14, NWLF will work with CDOT to clean the road segment in the proximity to the landfill, to the extent allowed, as soon as practical and safe. 7.6 Record Keeping A facility Operating Record has been developed for the NW LF facility and is maintained in the on -site office. This Operating Record will continue to be maintained throughout the development and operation of the Unit 2 waste disposal area. The Operating Record includes (and will continue to include) records of the following: ■ This Engineering Design and Operations Plan (EDOP); ■ Significant changes to the approved EDOP, accepted waste streams, facility design, or operating plan(s) or procedures; ■ Incoming waste volumes; ■ Internal/third-party inspection records; ■ Training topics and procedures; ■ CQA certification reports and construction as -built drawings and details; ■ Design documentation for controlling leachate or gas condensate and documentation on the amounts of leachate and gas condensate collected; ■ Water quality monitoring results, including demonstrations, certifications, findings, data, or other documents required by the Regulations; ■ Landfill gas monitoring results, including remediation plans required by the Regulations; ■ Closure and post -closure care plans and any monitoring, testing, or analytical data associated with closure or post -closure as required by the Regulations; ■ Closure and post -closure cost estimates and financial assurance documentation; ■ Inspection records and agency approvalslcorrespondence; and ■ Information demonstrating compliance with waivers from the Regulations. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates tH: December 2016 31 1538880 8.0 ENVIRONMENTAL MONITORING PROGRAMS 0.1 Groundwater Monitoring The Groundwater Monitoring Plan (GWMP) for the NWLF site was recently revised and approved by the CDPHE. The GWMP documents the approved groundwater monitoring network and monitoring procedures for the facility. The current GWMP for the site (Swift River 2016b) will be updated to include additional groundwater monitoring wells strategically located to effectively monitor the Unit 2 waste disposal footprint in accordance with the Regulations. The updated GWMP will be provided to the CDPHE for approval prior to the development of Unit 2. Because the revised GWMP was recently approved by the CDPHE and sampling, data evaluation, and reporting procedures from this plan will apply to the Unit 2 monitoring wells, CDPHE approval of groundwater monitoring requirements for Unit 2 wells should be streamlined. The updated and approved GWMP P will be placed in Appendix G of this EDOP. 8.2 Surface Water Monitoring Surface water discharges from the NWLF facility are managed in accordance with the Stormwater Management Plan (SWMP), North Weld Landfill (W MC 2016), issued and approved under the Colorado Discharge Permit System (CDPS) Permit No. COR-900412 issued by the CDPHE Water Quality Control Division. The SWMP was developed in accordance with the requirements of the Colorado Water Quality Control Act (CRS 1973 as amended) and the CDPS. The COR-900412 permit authorizes NWLF to discharge stormwater associated with non -extractive industrial activity from the facility. The SWMP includes provisions for: • Identification and evaluation of potential stormwater pollutant sources; • Sampling and analysis of surface water as required by the stormwater permit; • Personnel training for implementation and maintenance of facility stormwater controls and for spill prevention and response procedures; • Conducting inspections of facility stormwater management structures and potential sources of stormwater contaminants; and • Reporting to the CDPHE — Water Quality Control Division, at frequencies as required by the permit. A copy of the current SWMP (separate cover) is maintained at the NWLF office. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 32 1538880 8.3 Leachate Minimization, Management, and Monitoring 8.3.1 Leachate Minimization Minimizing leachate generation at NWLF is accomplished by a combination of the following design and operational factors: • Construction of modules suitably sized for the rate/volumes of waste received; • Placement of intermediate cover over external finished slopes and contouring of covered waste areas to provide positive slopes to prevent stormwater runoff from contacting the waste, avoid ponding within the landfill footprint, and direct runoff outside of the landfill footprint; and • Installation of temporary and permanent ditches and berms along the perimeter of waste placement areas to prevent run-on from entering the landfill footprint. 8.3.2 Contact Water Management Stormwater runoff that has contacted exposed waste (i.e., contact water) will be treated as leachate and managed in accordance with the leachate management procedures discussed herein. The WMDSC may elect to manage contact water as stormwater in the future, to the extent practical, and provided the contact water runoff is only from areas covered with at least six inches of adequate daily cover. Module separation berms will be constructed along the edges of each module, as necessary, for containment of waste and to limit run-on into the cell from surrounding areas and to prevent contact water from discharging to unlined areas. Contact water will be directed away from the active face by downstream filling patterns and allowed to percolate through the waste into the leachate collection system. 8.3.3 Leachate Collection Leachate generated in the landfill, either from precipitation entering the active waste footprint or from liquids which may be generated as a result of gravity drainage and long-term loading and consolidation of the waste mass, will drain to the leachate collection system and ultimately report to leachate collection sump. As discussed in Section 4.6 of this EDOP, the leachate collection system will consist of a 6 -inch -thick granular leachate collection drainage layer installed over the liner floor area and composed of soils exhibiting a hydraulic conductivity equal to or greater than 1 x 1 ft2 cm/sec. Temporary leachate collection sumps will be constructed at the downgradient (i.e., east) end of modules until ultimate build -out of each phase when permanent leachate collection sumps will be constructed along the eastern boundary of each phase. The leachate collection system LCRS is designed to limit the maximum buildup of head on the liner system (outside of the sumps) to less than 12 inches and promote transport of leachate from the most distant point of the leachate collection system to the leachate collection sump in less than 365 days. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 33 1538880 8.3.4 Leachate Monitoring and Removal Leachate will be monitored on a quarterly basis at temporary and permanent sump locations, or as site conditions warrant. The monitoring frequency may be changed as determined by the facility manager based on leachate quantities generated at the NW LF site. A record of the leachate monitoring events is maintained in the facility Operating Record. Removal of leachate from leachate collection sumps (both temporary and permanent) will be accomplished using submersible pumps lowered down the leachate extraction riser pipes on an as needed basis. Leachate will generally be removed from the sumps when an approximate one -foot depth of liquid is measured on the liner adjacent to the sump. Precipitation events over newly constructed liner areas may create circumstances when the one -foot depth limit is temporarily exceeded. When this potential exists, leachate depth measurements will be performed to coincide with rainstorm events. Leachate found to be in excess of the one -foot depth will be promptly removed from the sump after the appropriate management method is determined. Leachate at NWLF will be sampled and analyzed on an annual basis (if leachate is present) for all Appendix IA and I B constituents (CPDHE E 2015) in accordance with the GWMP provided in Appendix G. Additionally, NWLF may elect to analyze leachate samples for Table 3 constituents (Agricultural Standards) as defined in the CDPHE Water Quality Control Commission "Basic Standards for Groundwater," 5 CCR 1002-41 as amended May 9, 2016, to evaluate suitability for application on final cover (see Section 8.3.5 of this EDOP). 8.3.5 Leachate Management The leachate management method employed will depend on the quality of the leachate. The typical leachate management strategy at the site will be to apply the leachate within the constructed waste disposal limits (i.e., within lined areas of the landfill) primarily to manage fugitive dust. The primary elements associated with leachate application include the following: 1. Leachate will be pumped from the sumps into a water truck for transport to the application area(s). In lieu of a water truck, an alternative method for transporting and applying leachate may be used provided application conforms with Items 2 and 3 below. 2. Leachate will be applied over areas with daily cover at rates that will avoid runoff or significant amounts of standing water. 3. The application areas will be located away from the active disposal area. 4. In the event that analytical leachate data indicates that leachate quality meets Agricultural Standards (CDPHE 2016b), the leachate may be applied to final cover areas of the landfill. Otherwise, application will be limited to areas that are without final cover and away from exterior side slopes within lined areas of the landfill. Should NWLF elect not to consider the option of applying leachate to final cover areas, it may elect to exclude Agricultural Standards from the analysis. 5. Leachate analytical data and pumping records will be maintained at the NWLF office and be available for review. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 34 1538880 8.4 Landfill Gas Monitoring and Control 8.4.1 Gas Monitoring The facility monitors landfill gas near the property boundary and within facility structures on a quarterly► basis. At ultimate buildout, landfill gas will be monitored at the following gas probes, spaced approximately 500 feet around the full waste disposal footprint: ■ Unit 1, Phase 1: GP -19 and GP -20 (GP -14 through GP -18 abandoned to allow for development of Unit 2) ■ Unit 1, Phase 2: GP -6, GP -7, and GP -10 through GP -13 ■ Unit 1, Phase 3a: GP -3 through GP -5 ■ Unit 1, Phase 3b: GP -21 through GP -23 ■ Unit 2, Phase 4: GP -24, GP -25, GP 36 through 39 ■ Unit 2, Phase 5: GP -26 through GP -35 ■ Facility structures (gas probes and interior monitoring): • Maintenance shop: GP -1 • Landfill office: GP -2 The locations of existing Unit 1 gas probes and approximate locations of Unit 2 gas probes are shown in Sheets 4A and 4B of the Site Development Plans provided in Appendix A. Future modifications to the landfill gas monitoring network may be considered as site conditions change or as new information about the site is known. Any such modifications will be made in accordance with Sections 2.3.2 and 2.3.4 of the Regulations. Existing Unit 1 gas probes were constructed using one -inch inside diameter PVC casing with glued joints installed in six -inch -diameter borings. Future Unit 2 gas probes will be constructed using PVC threaded joints. The PVC will have drilled holes or will be slotted to within about 5 to 10 feet of ground surface. The annular space of the probes will be gravel -packed to approximately one foot above the slotted interval of the PVC. The remaining annular space will be backfilled with dry bentonite. Probes will be installed such that the bottom coincides with the elevation of the deepest portion(s) of the landfill. Any clearly identifiable preferential pathways will be intersected and monitored for landfill gas. The top of the gas probe screens will extend to the base of an overlying confining layer (if present) or within five feet of ground surface (whichever is deepest). Copies of quarterly gas monitoring reports are submitted to the CDPHE and the WCDPHE. Copies are also maintained in the NWLF Operating Record on site. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 35 1538880 8.4.2 Gas Control If landfill gas levels are detected exceeding 25% of the lower explosive limit (LEL) (equivalent to 1.25% by volume for methane) within facility structures or exceeding the LEL (equivalent to 5% by volume for methane) at site boundaries, the following actions will be taken in accordance with the Regulations: ■ Immediately take all necessary steps to ensure protection of human health. ■ Notify the CDPHE and the WCDPHE. ■ Within seven days of detection, place documentation of the explosive gas levels detected and description of the actions taken in the facility Operating Record. ■ Within 60 days of detection, implement an approved remediation plan, place an approved copy of the plan in the facility Operating Record, and notify the CDPHE and the WCDPHE that the plan has been implemented. The plan will describe the nature and extent of the condition and the proposed remedy. 8.4.3 Title V Operating Permit and Construction Permit NW LF operates under a Title V Operating Permit and Construction Permit issued by the Air Pollution Control Division (APCD) of the CDPHE. These permits regulate the management of emissions related to non -methane organic compounds (NMOCs), volatile organic compounds (QCs), hazardous air pollutants (HAPs), and fugitive particulates at the facility. The permits include provisions for identification/evaluation of emissions sources, conducting inspections, implementing/maintaining emissions controls, and submitting compliance reports to the APCD. The facility also performs NMOC calculations at frequencies as prescribed by the APCD to determine an annual NMOC emission rate to assess the need for active gas emissions controls at the site in order to maintain compliance with Title V Operating Permit requirements. At such time as NMOC threshold levels necessitate an active control system, a gas collection and control system (GCCS) will be installed at the site. The GCCS design, which will likely include a network of gas extraction wells installed within the landfill waste mass, an on -site blower/flare system for emission control, and gas collection lines to transport the gas from the extraction wells to the flare, will be submitted to the APCD for approval in accordance with permit requirements. Construction reports documenting the installation of the system will also be submitted to the APCD for approval Copies of the current Title V Operating and Construction permits are maintained at the NWLF office. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 36 1538880 9.0 CLOSURE AND POST -CLOSURE PLAN 9.1 Closure Design The closure design for Unit 2, including a description of the water balance final cover, is discussed in Section 4.5.3 of this EDOP. Final surface water controls are discussed in Section 5.4 of this EDOP and in the Drainage Report provided in Appendix D. 9.2 Final Closure Final closure activities will include installation of alternative water balance final cover over any remaining uncapped area(s) of the landfill, and may include removal of site buildings/infrastructure (including fuel tanks), grading disturbed areas to restore pre -development drainage patterns (where practical), and revegetation of all disturbed areas. Features such as the stormwater control channels, detention pond, and/or roads that are necessary during the post -closure period will remain in place. Final grading will promote positive drainage of surface water runoff and eliminate depressions to prevent surface water ponding. After the site is closed, no off -site waste will be accepted for disposal. However, any refuse generated on site as a result of construction activities will continue to be disposed in the landfill until final cover placement has been completed. 9.3 Closure Notifications Prior to beginning final closure of NWLF, WMDSC will notify the CDPHE and the WCDPHE in accordance with applicable regulations and place notice of the intent to close the landfill in the Operating Record. 9.4 Closure Schedule Final closure activities will be initiated no later than 30 days after final design grades at the site are reached and will be completed no later than 180 days following the beginning of final closure activities. Extension to either of these time frames may be sought by WMDSC, dependent upon successful demonstration to the CDPHE that all steps necessary to prevent threats to human health and the environment from the unclosed landfill phase have and will continue to be taken. 9.5 Closure Certification Following completion of closure, a certification report will be prepared to document that the final cover and any associated surface water control structures were constructed in accordance with the approved Closure Plan. The certification report will be signed and sealed by a PE registered by the State of Colorado and submitted to the CDPHE and the WCDPHE, with a copy placed into the Operating Record. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 37 1538880 9.6 Largest Landfill Area Ever Requiring Final Cover In accordance with Section 3.5.1(A)(2) of the Regulations, an estimate is required of the largest area of the landfill ever needing final cover during the active life. This estimate is updated as necessary to reflect current operating conditions and submitted to the CDPHE and the WCDPHE. The current maximum area requiring final cover is 100 acres. As indicated, the maximum area will be periodically reviewed and adjusted as necessary to reflect site conditions. 9.7 Post -closure In 2016, the Hazardous Materials and Waste Management Division (HMWMD) of CDPHE issued the "End of Post -Closure Care for Solid Waste Sites and Facilities" policy (CDPHE 2016a) that defines criteria by which the CDPHE will determine when post -closure care and maintenance may end at landfills. The policy states that the CDPHE can approve a proposal to end post -closure care after completing a performance -based evaluation that the solid waste unit is stable, secure, and will be protective of human health and the environment for the long term. The guiding principle for terminating post -closure care is whether a site has demonstrated stability to the point where only minimal maintenance is necessary going forward in order to ensure the waste left behind remains in a safe condition. In accordance with the above referenced policy, minimal maintenance activities (repair of minor erosion rills and reseeding) can potentially be handled through another regulatory mechanism such as an environmental covenant (EC). It is the intent of NWLF to place an EC on the property once the facility is closed or develop a post -closure care plan consistent with the CDPHE's policy on ending post -closure care. The purpose of the EC or post -closure care plan is to ensure protection of human health and the environment by minimizing the potential for exposure to solid waste that remains in the landfill following closure. This objective will be accomplished by prohibiting those activities that may interfere with the landfill cover or its monitoring or control systems and by creating a review and approval process to ensure that any such intrusive activities are conducted with appropriate precautions to avoid or eliminate hazards. Following closure, the landfill will most likely serve as open space or some other end use strategy that is protective of human health and the environment for the long term. The post -closure care period for NWLF will be 30 years unless a demonstration is made to CDPHE and WCDPHE that a shorter time period is sufficient to protect human health and the environment or if CDPHE determines, in consultation with WCDPHE, that a longer period is necessary for protection of human health and the environment. Post -closure inspections will typically be conducted annually. The inspector will assess the conditions of the site and recommend corrective actions for any items needing attention. Items to be inspected include nuisance conditions, the final cover system, groundwater monitoring wells, gas monitoring probes, the surface water management system, and site security. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 38 1538880 Post -closure maintenance will be performed as needed on the final cover system, surface water management system, perimeter fencing, and environmental monitoring systems to prevent nuisance conditions, ensure site security, and overall site integrity. Post -closure environmental monitoring at the landfill includes provisions for: ■ Groundwater monitoring consistent with 6 CCR 1007-2, Part 1 (Appendix B) requirements. ■ Monitoring leachate levels and managing any leachate extracted from the leachate collection sumps, as applicable. ■ Monitoring of the facility gas monitoring system, any future gas collection/control systems, and implementation of corrective action, as applicable. Upon completion of the post -closure care period, notification will either be given to the CDPHE, certified by a Professional Engineer registered by the State of Colorado, or approved by the CDPHE and the WCDPHE in accordance with Section 3.6.2 of the Regulations verifying that post -closure care has been completed in accordance with the approved Closure and Post -closure Plans. This notification will be placed in the facility Operating Record. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 39 1538880 10.0 FINANCIAL ASSURANCE A Financial Assurance Plan (separate cover) has been prepared in accordance with Section 1.8 of the Regulations that sets forth the closure and post -closure care costs for NWLF. The Financial Assurance Plan also describes the financial mechanism that is in place to ensure the payment of all associated closure and post -closure costs. Annual updates to the closure and post -closure care cost estimates include adjustments for inflation as well as any changes at the facility affecting closure and post -closure care costs. Accordingly, the financial assurance instrument is also updated annually. In accordance with the Regulations, cost estimates are replaced every five years. The current financial assurance plan covers closure and post -closure activities in Unit 1, and is updated as necessary to reflect current site conditions. The financial assurance plan will be updated to include Unit prior to initiating disposal operations in Unit 2. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 40 1538880 11.0 REFERENCES AirNav, LLC. 2016. Browse Airports, United States of America, Colorado. Private and Military Use Airports. Available online: www.airnay.com/airportslus/CO► (accessed August 12, 2016). ATEC Associates, Inc. (ATEC). 1993. Hydrogeologic Site Characterization Report, North Weld Sanitary Landfill, Weld County, Colorado. Braddock, W.A. and J.C. Cole. 1978. Preliminary Geologic Map of the Greeley 1 Degree x 2 Degree Quadrangle, Colorado and Wyoming. US Geological Survey. Code of Federal Regulations (CFR). 2015. Title 40 — Protection of Environment. CHAPTER I ENVIRONMENTAL PROTECTION AGENCY. SUBCHAPTER I - SOLID WASTES. PART 258 CRITERIA FOR MUNICIPAL SOLID WASTE LANDFILLS. Subpart D — Design Criteria. July 1. Colorado Department of Public Health and Environment (CDPHE). 2013. "Final Guidance Document, Water Balance Covers in Colorado." Guidelines for Design, Construction, and Development of Water Balance Covers According to the Regulations Pertaining to Solid Waste Sites and Facilities, 6 CCR 1007-2, Part 1. March. CDPHE. 2015. Hazardous Materials and Waste Management Division. Part 1 — Regulations Pertaining to Solid Waste Disposal Sites and Facilities, 6 CCR 1007-2. Amended November 17. CDPHE. 2016a. Hazardous Materials & Waste Management Division. End of Post -Closure Care for Solid Waste Sites and Facilities. 5 CCR 1007-2, § 2.6, 3.6, and 17.6. CDPHE. 2016b. Water Quality Control Commission. The Basic Standards for Ground Water, 5 CCR 1002-41. Amended May 9. Colorado Geological Survey (CGS). 2003. Groundwater Atlas of Colorado. Special Publication 53. Department of Natural Resources, Division of Minerals and Geology. CGS. 2008. Colorado Earthquake Hazards, Colorado's Earthquake and Fault Map. Colorado Earthquake Hazard Mitigation Council. CGS. 2016a. Distribution of Swelling Soils and Bedrock in Colorado Map. CGS. 2016a. US Forest Service Abandoned Mine Lands Inventory Map. CGS. 2016c. Colorado Landslide Inventory Map. Colorado Revised States (CRS). 1973. C.R.S. 25-8-101. Title 25. Public Health and Environment, Environmental Control. Article 8, Water Quality Control. Amended 2016. Colorado State University (CSU). 2000. Colorado Climate Center, Department of Atmospheric Science. The Recorded Climatic History of Fort Collins. March 23. Federal Aviation Administration (FAA). 2016. Airports Geographic Information System (Airports GIS). Federal Emergency Management Agency (FEMA). 2016. FEMA National Flood Hazard Layer (NFHL). Available online: https://hazards.fema.qovlfemaportallwpslportal/NFHLWMS (accessed August 12, 2016). Golder Associates Inc. (Golder). 2003. North Weld Landfill (NWLF), L F ), Alternative Final Cover Demonstration. December 30. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 41 1538880 Higley, D.K. and D.O. Cox. 2007. Petroleum Systems and Assessment of Undiscovered Oil and Gas in the Denver Basin Province, Colorado, Kansas, Nebraska, South Dakota, and Wyoming-USGS Province 29: US Geological Survey Digital Data Series DDS -69-P, Chapter 2 — Oil and Gas Exploration and Development along the Front Range in the Denver Basin of Colorado, Nebraska, and Wyoming. US Department of the Interior, US Geological Survey. Morgan, M.L., V. Matthews, and L. Heerschap. 2012. Colorado Earthquake Map Server with late Cenozoic Faults. Available online: http://dnrwebcamapg.state.co.us/CGSOnline/ (accessed August 12, 2016). N ational Centers for Environmental Information, National Oceanic and Atmospheric Administration (NOAA). 2016a.Climate Data Online. Fort Collins, CO 4 E Station. Available online: https://www.ncdc.noaa.gov/cdo-web/ (accessed October 5, 2016 by Dwyer Engineering, LLC). N OAA. 2016b. Climate Data Online. Greeley U NC Station. Available online: https://www.ncdc.naaa.gov/cda-web/ (accessed August 16, 2016). N ational Resource Conversation Survey (NRCS). 2016. Custom Soil Resource Report for Weld County, Colorado, Southern Part. August 17. N ew Mexico State University (NMSU). 1996. Potential and Actual Evapotranspiration Wizard Using Samani's Equation Java Version. Last updated May 29, 2003. Available online: http://hydrologyl .nmsu.edu/chile/samani.html (accessed October 5, 2016 by Dwyer Engineering, LLC). Rust Environment & Infrastructure, Inc. (Rust). 1997. Updated Design and Operations Plan for the North Weld Sanitary Landfill. November. Swift River Environmental Services, LLC (Swift River). 2016a. Report of Geotechnical Investigation, North Weld Landfill Unit 2, Permitting and Development. December. Swift River. 2016b. Groundwater Monitoring Plan (GWMP), North Weld Landfill, Ault Colorado. November. Swift River. 2016c. Hydrogeologic Characterization of North Weld Landfill Unit 2, Permitting and Development. December. Turney, J.E. and L. Murray -Williams. 1983. Colorado Front Range Inactive Coal Mine Data and Subsidence Information, Weld County. Plate 12 of 12. Colorado Geological Survey. U nited States Army Corps of Engineers (USAGE). 1997. Hydrologic Evaluation of Landfill Performance (HELP) Model, Version 3.07. Waterways Experiment Station for USEPA Risk Reduction Engineering Laboratory. November 1. U nited States Department of Agriculture (USDA). 2010. Revised Universal Soil Loss Equation 2 (RUSLE2), Version 2.0.4.0. U nited States Fish and Wildlife Service (USFWS). 2016. National Wetland Inventory (NWI) Wetlands Mapper. Available online: http://www.fws.qoviwetlands/Data/Mapper.html (accessed August 12, 2016). U nited States Geological Survey (USGS). 2014. Interactive Fault Map. Available online: http://earthQuake.usgs.gov/hazards/gfaults/map/#hazfaults2014 (accessed August 12, 2016). USGS. 2016a. U.S. Seismic Design Maps (Beta), Earthquake Hazards Program. Available online: http://earthquake.usgs.qovlhazards/designmapsl (accessed December 16, 2016). U SGS. 2016b. Severance Quadrangle, Colorado, 7.5 -Minute Series. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates December 2016 42 1538880 Waste Management of Colorado, Inc. (WMC). 2016. Stormwater Management Plan, Waste Management Disposal Services of Colorado, Inc., North Weld Landfill. PERMIT NO: CO900412. August. White, J. and C. Greenman. 2008. Collapsible Soils in Colorado. Colorado Geological Survey. Western Regional Climate Center (WRCC). 2002. Prevailing Wind Direction. Colorado, Fort Collins — Loveland AP, CO. Based on the hourly data from 1992-2002. iM 5\153888th040010404 edop fnl dec16\1538880 rpt-fnl nwlf unit 2 edop 21 decl 6.docx Golder Associates FIGURES ON •I a ttllol tllll tt t l•" ',•I I.I unnn II r... ---...—. .. 11 u11ll n n lIIBIl91� II II t Ilu , , , n trtt lt• I III'',, L I., II II 1 , -akip,..N1 i, I II ,I IIIIIrpIn, „�I�I , �� Mf I�I'II I pi. I ar,„ ■ j rr 1 `^1 LEGEND PROPOSED NORTH WELD LANDFILL USE BY SPECIAL REVIEW (USR) BOUNDARY USR- 1 527 (WASTE MANAGEMENT OF NORTHERN COLORADO) LIMIT OF WASTE Feet 0 1,000 2,000 4,000 REFERENCE 1. AERIAL IMAGERY: IMAGERY EXPORTED FROM GOOGLE EARTH USING GOOGLE EARTH PRO LICENSE. IMAGE CAPTURED 9/7/2013. 2. COORDINATE SYSTEM: NAD83 STATE PLANE COLORADO NORTH, US FEET. CLIENT WASTE MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC. PROJECT NORTH WELD LANDFILL, UNIT 2 ENGINEERING DESIGN AND OPERATIONS PLAN WELD COUNTY, CO TITLE SITE VICINITY MAP CONSULTANT Golder Associates YYYY-MM-DD 2016-10-27 PREPARED KJC DESIGN KJC REVIEW JAR APPROVED MEM PROJECT 1538880 FIGURE I 0 LEGEND i _ 7 i PROPOSED NORTH WELD LANDFILL USE BY SPECIAL REVIEW (USR) BOUNDARY TOWNSHIP/RANGE BOUNDARY SECTION BOUNDARY Feet 0 1,000 2,000 4,000 REFERENCE 1. TOPOGRAPHIC BACKGROUND MAPPING: USGS 7.5" TOPOGRAPHIC QUADRANGLE "SEVERANCE, CO". 2. HYDROLOGIC DATA: NATIONAL HYDROLOGY DATASET (NHD), D), USGS. 3. COORDINATE SYSTEM: NAD83 STATE PLANE COLORADO NORTH, US FEET. Pierce Lateral 8 17 f r CLIENT WASTE MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC. PROJECT NORTH WELD LANDFILL, UNIT 2 ENGINEERING DESIGN AND OPERATIONS PLAN WELD COUNTY, CO TITLE USGS TOPOGRAPHIC MAP CONSULTANT Golder Associates YYYY-MM-DD 2016-10-27 PREPARED KJC DESIGN KJC REVIEW JAR APPROVED MEM PROJECT 1538880 FIGURE 2 a u. S O 17- 1 1 0 w w m d x w M fl] r w w x cn w x t— a L8 LO U Q EC co LU w r co F LL E J) C m. LL I LL co x a IL J T 7. 740 a Sever3nfe LEGEND w t , a ,eL11, n t',' ire 1> c ``4: "Pie 3 ^ ►ilr`il" t' 4,,��c`MI i., � 'M'� "few 1III :o��if�l u Di ^• 1 Ii Y„ I rill iI Eaten. s II I ,,, !jkliii lif0 II + 1�. I'll l I' qlV IIIII-. 1 " Ii .' u , ill' Om i AL I Vii, ' r boo a i Ofn II rili IIIlif. IIi: I p II I Iutern a " II IN a PROPOSED NORTH WELD LANDFILL USE BY SPECIAL REVIEW (USR) BOUNDARY PRIVATE AIRPORT PUBLIC AIRPORT 0 2 REFERENCE 4 8 Miles 1. BACKGROUND MAPPING: ESRI BASEMAP SERVICES, BING MAPS, MICROSOFT CORPORATION. 2. AIRPORT DATA: AIRNAVCOM, FEDERAL AVIATION ADMINISTRATION. 3. COORDINATE SYSTEM: NAD83 STATE PLANE COLORADO NORTH, US FEET. CLIENT WASTE MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC. PROJECT NORTH WELD LANDFILL, UNIT 2 ENGINEERING DESIGN AND OPERATIONS PLAN WELD COUNTY, CO TITLE AIRPORT PROXIMITY MAP CONSULTANT Golder Associates YYYY-MM-DD 2016-10-27 PREPARED KJC DESIGN KJC REVIEW JAR APPROVED MEM PROJECT 1538880 FIGURE 3 0 0_ a LEGEND I' I' 1 . LLLLLLPIPrl U tttI I.I m. LLLLLLt.PtPLt Utr Yr Y" °nh.h LLLILLIPlr" LLLL[ Lr "nit r I Stlllhll'rr ILLLr{ P =.r��l, f'nxi LL41 PPPYIII h[ttl'fl l!' ^torn .H, ,r ,i.f �.'. _ I pL ..'I, I' ... yyI 1 r f'P .I!. I : IIi I ' Idralit sit ...........IIIILLILLIIIII,IIII IIL.[LIIIIrr 'rIlr i'�i h 1!!iiiill��h�� rhhhh h ..•••LLLLLLLLt PYPPPPPPh PhI IIII " " 'rl hl �'"" " '111��IIII�I!I11 ,, CountyIR4id LPnIO rL'n ere.. r hLr•4t1r.1-PII'II ,It;1.1:::11.1III11112 Permlr ,r•I[rtp[ roots t•FII`il 1 1hVLIL� `[ tt rr LU � .ru' HISTORICAL DRAINAGE COURSE PROPOSED NORTH WELD LANDFILL USE BY SPECIAL REVIEW (USR) BOUNDARY STREAM RIVERINE WETLAND 0 500 1,000 REFERENCE Feet 2,000 1. BACKGROUND MAPPING: ESRI BASEMAP SERVICES, BING MAPS, MICROSOFT CORPORATION. 2. WETLANDS DATASET: NATIONAL WETLANDS INVENTORY (NWI), US FISH AND WILDLIFE SERVICE. 3. STREAMS DATASET NATIONAL HYDROLOGIC DATASET (NHD), USGS. 4, COORDINATE SYSTEM: NAD83 STATE PLANE COLORADO NORTH, US FEET. Jas 1r'�!�y'I{MIlil t'. el rr►..,.r "I.:Millii iii ULrrt �iIIGIIttIIliItt1IE; CLIENT WASTE MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC. PROJECT NORTH WELD LANDFILL, UNIT 2 ENGINEERING DESIGN AND OPERATIONS PLAN WELD COUNTY, CO TITLE USFWS NATIONAL WETLANDS INVENTORY MAP CONSULTANT Golder Associates YYYY-MM-DD 2016-10-27 PREPARED KJC DESIGN KJC REVIEW JAR APPROVED MEM PROJECT 1538880 FIGURE 4 U. O 03 0 a w w C w N I - w w x In w x I- a L8 LO U Q EC co co f- u_ — T 0 I I I I I II I I I"1 Ijill74.,'POOI ilk 1�1y n ',AMINO ITN ' A , �� illi�I �Y�I �y !fr I; 7 d I :� r {� � r I I I I . IQ -a Y � Lar Yt{�� J■1 I I� I I 1 ..'. 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I Is Irr Y': - - LYe I Itin �I'I ir,:,t�r I • I`1vrTl[t�!� ` Denver rA l "�'i�,ill! 1T�0 a Iforringril .,'mid Jur41 i i$ _'.. ... l tNg ,I��LI�II��I -. .Ilw.`p I II II I 00,001101110111111 #041 14'0'1 4 le'1 rd -C I ', •� I G, , L.'-rtt.-a. ,, . ...I a E6.!'IIrF�E�lI -.. M i hill • 1111111 III I I I w LEGEND CLIENT WASTE NORTH WELD LANDFILL LOCATION MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC. PROJECT - - - QUATERNARY FAULTS NORTH ENGINEERING WELD WELD COUNTY, LANDFILL, DESIGN CO UNIT AND 2 OPERATIONS PLAN TITLE USGS QUATERNARY FAULTS MAP Miles CONSULTANT YYYY-MM-DD 2016-10-24 0 10 20 40 - PREPARED KJC y ° REFERENCE ,_,��DESICN e_n_Ai KJC 1. BACKGROUND MAPPING: ESRI BASEMAP SERVICES, BING MAPS, MICROSOFT CORPORATION. As oci to REVIEW JAR 2. FAULT DATA: UNITED STATES GEOLOGIC SURVEY, COLORADO GEOLOGIC SURVEY. APPROVED MEM 3. COORDINATE SYSTEM: NAD83 STATE PLANE COLORADO NORTH, US FEET. PROJECT FIGURE 1538880 5 0 IY U w U- U w w Co CO -1 2 w N W w CO 1 CO CO U F- E CO w 0 F- w w it CO •T w c_n 2 1— a LEGEND II IIII IIIIIJII I et. ,. II II II II II II II II II II I nil 'LlilitiCEStiliall ki-(, a l v . n 04144° I1. r l�v.�'i p 1,j ai 111111111111 .. I;111;;1111111111111111111111111 r11,111JJ 11111 r111' 4444-44 444 f: PROPOSED NORTH WELD LANDFILL USE BY SPECIAL REVIEW (USR) BOUNDARY FEMA 100-YR FLOODPLAIN 0 500 11000 REFERENCE Feet 21000 1. BACKGROUND MAPPING: ESRI BASEMAP SERVICES, BING MAPS, MICROSOFT CORPORATION. 2. FLOODPLAIN DATASET: FEDERAL EMERGENCY MANAGEMENT AGENCY. DIGITAL FLOOD INSURANCE RATE MAP SHOWN: PANEL 1205 OF 2250, MAP NUMBER 08123C1205E, UPDATED JANUARY 2016. 3, COORDINATE SYSTEM: NAD83 STATE PLANE COLORADO NORTH, US FEET. CLIENT WASTE MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC. PROJECT NORTH WELD LANDFILL, UNIT 2 ENGINEERING DESIGN AND OPERATIONS PLAN WELD COUNTY, CO TITLE FEMA FLOODPLAIN MAP CONSULTANT Golder Associates YYYY-MM-DD 2016-10-27 PREPARED KJC DESIGN KJC REVIEW JAR APPROVED MEM PROJECT 1538880 FIGURE 6 ED FROM G W W Lb CO C S W N (5) I - w w x rn w x I- a L8 LO U SUREMEATDOES NOT ATTACHMENTS U.S. Geo ogicaL Survey- Earthquake Hazards Program North Weld Landfill, Unit 2 Latitude = 40.589°N, Longitude = io4.825°W Location Reference Document I I. I _ 0.157 g 1= 0.051 g SMS S M1 0.376g 0.214 g IppLi Leaflet 2015 NEHRP Provisions Site Class E. Soft Gay Soil Risk Category IorII°rlll Ds SDI 0.2518 0.143 g MCER Spectrum Design Response Spectrum 0.44 - 035 - 0.30 - 0.25 - Co (O 0.20 0.15 0.10 - i 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 0.26 - 0.24 - 0.22 - 0.20- 0.18- 0.16- 0.14- 0.12- 0.10-i 0.08- 0.06- 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 Period, T (sec) Period, T (sec) Site Class The authority having jurisdiction (not the USGS), site -specific geotechnicat data, and/or the default h classified the site class as Site Class , based on the site soil properties in accordance with Chapter 20. Table 20.3-1 ite Classifica on Site Class v A. Hard Rock B. Rock C. Very dense soil and soft rock D. Stiff Soil E. Soft clay soil F. Salts requiring site response analysis in accordance with Section 21.1 as S >5,000 ft/s 2,500 to 5,000 ft/s 1,200 to 2,500 ft/s 600 to 1;200 ft/s <600 ft's N or N ch N/A N/A >50 15 to 50 <15 N/A N/A >2,000 psf 1,000 to 2,000 psf <1,000 psf Any profile with more than 10 ft of soil having the characteristics: ▪ Plasticity index RI > 20 ▪ Moisture content w ≥ 40%, and • Undrained shear strength su c 500 psf See Section 20.3.1 For SI: 1ft/s = 0.3048 n/s llt /ft2 = 0.0479 kN/m2 Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCE11) Spectral Response Acceleration Parameters Risk -targeted Ground Motion (0.2 s) CRsSsun =0.930x0.107=0.157g Deterministic Ground Motion (0.2 s) Sso=1.500g Ss - "Lesser of C RsS suH and S sD" = 0.157 g Risk -targeted Ground Motion (1.0 s) C R1S 1uH = 0.916 x 0.055 = 0.051 g Deterministic Ground Motion (1.0 s) S1a=O.600g S 1 "Lesser of CR1S1uH and S1a" = 0.051 g Table 11.4 -is Site Coefficient Fa Site Class A B (measured) B (unmeasured) C Spectral Reponse Acceleration Parameter at Short Period Ss≤0.25 Ss=0.75 S =L25 Ss≥1.50 S =0.50 Ss 1.00 0.8 0.9 1.0 1.3 0.8 0.9 0.8 0.9 1.0 1.3 D (determined) 1.6 1.4 D (default) 1.6 1.4 E I 2.4 I 1.7 0.8 0.9 0.8 0.9 0.8 0.9 1.0 1.0 1.2 1.2 1.2 1.1 1.2 1.2 1.3 1.2 1.0 1.0 1.2 1.2 1.0 1.0 1.2 1.2 1.2 1.2 F See Section 11.4.7 * For Site Class E and Ss ≥ 1.0 g, see the requirements for site -specific ground motions in Section 11.4.7 of the 2015 NEH RP Provisions. Here the exception to those requirements allowing F a to be taken as equal to that of Site Class C has been invoked. Note: Use straight-line interpolation for intermediate values of Ss. Note: Where Site Class B is selected, but site -specific velocity measurements are not made, the value of F , shall be taken as 1.0 per Section 11.4,2, Note: Where Site Class D is selected as the default site class per Section 11.4.2, the value of Fa shall not be less than 1.2 per Section 11,42, For Site Class = E and Ss_ 0.157 g, Fa_2.400 Table 11.4-2: Site Coefficient Fir Spectral Response Acceleration Parameter at 1 -Second Period Site Class S1≤0.10 S1=0.20 S1=0.30 S1=0.40 ,=0.S0 S1≥0.50 A 0.8 0.8 0.8 0.8 0.8 0.8 B (measured) 0.8 0.8 0.8 0.8 0.8 0.8 B (unmeasured) 1.0 1.0 1.0 1.0 1.0 1.0 C 1.5 1.5 1.5 1.5 1.5 1.4 D (determined) 2.4 2.2 1 2.0 1 1.9 1 1.8 1 1.7 1 D (default) 2.4 2.2 1 2.0 1 1.9 1 1.8 1 1.7 1 E I 4.2 I 3.3 1 2.8 1 2A 1 2.2 1 2.0 1 F See Section 11.4.7 1 For Site Class D or E and Si ≥ 0.2 gl site -specific ground motions might be required. See Section 11.4.7 of the 2015 NEHRP Provisions. Note: Use straight -Line interpolation for intermediate values of Si. Note: Where Site Class B is selected, but site -specific velocity measurements are not made, the value of F i shall be taken as 1.0 per Section 11.4.2. For Site Class = E and s1 -- 0.051 g, F, _ 4.200 Site -adjusted MCER (0.2 s) SM5=Fa s = 2.400 x 0.157 = 0.376 g Site -adjusted MCER (1.0 s) SM1= FvS1=4.200 x 0.051 = 0.214 Design Spectral Acceleration Parameters Design Ground Motion (0.2 s) SDS=%Sims =%x 0.376=0.251g Design Ground Motion (1.0 s) sot =2/ Styli =z/3xa.zi4=o.143g Design Response Spectrum Long -Period Transition Period = TL = 4 s Figure 11.4-1: Design Response Spectrum C0 C O COI U U cc tL C O a Ct C) U C) tin SDS-0.251~— S D1- 0.143 1 1 1 T0=0.114 T<To: Sa—SDS (0.4+ O.GT/To) TO≤T Ts:Sa=SDS TSCTSTL:Sa Spin T>T :S =S T /T2 L a D1 L TS -0.570 1.000 Period, T (sec) MCE R Response Spectrum The MCE R response spectrum is determined by multiplying the design response spectrum above by 1.5. bO Co C O a � 4-0 . C) Li C..) cC j U ! C a U, C) ce co mist yr/] a (en -0.376 -- S M1- 1- 0.214 1.000 T o - 0.114 I Ts -0.570 Period, T (sec) Additional Geotechnical Investigation Report Requirements for Seismic Design Categories I) through F Table 11.8-1: Site Coefficient for F p GA Mapped MCE Geometric Mean (MCE G) Peak Ground Acceleration Site Class A B (measured) B (unmeasured) C D (determined) D (default) E PGA≤0.10 PGA =0.20 PGA =0.40 PGA≥0.60 PGA 0.30 PGA 0.50 0.8 0.9 0.8 0.9 0.8 0.9 1.0 1.0 0.8 0.9 0.8 0.9 0.8 0.9 1.0 1.0 1.0 1.0 1.3 1.2 1.2 1.2 1.2 1.2 1.6 1.4 1.6 1.4 I 2.4 I 1.9 13 1.2 1.3 1.2 1.6 1.4 F See Section 11.4.7 1.1 1.1 1.2 1.2 1.2 1.1 Note: Use straight-line interpolation for intermediate values of PGA Note: Where Site Class D is selected as the default site class per Section 11.4.2, the value of F pga shall not be less than 1.2. For Site Class = E and PGA = 0.080 g, F pGA = 2.400 Mapped DICE c PGA =0.080g Site -adjusted MCE c PGA M = F PGAPGA =1400 x 0.080 = 0192 g APPENDIX A SITE DEVELOPMENT PLANS +-t^ili; r+&4'&A ilii+l+1.li 1141111 1�1la1 2C 1412-21 ISs ED TOE: cCPIFE "} SLAM I VA? NORTH WELD LANDFILL, UNIT 2 SITE DEVELOPMENT PLANS WELD COUNTY, COLORADO '.'fls L iiFPPPPr.ceCr^w...:.. , f,e.ee..nree _p.��.A• — WASTE MANAGEMENT WO SERVICES OF COLORADO, INC. CCU, M: 4SSOCATE'.S 44 UN ON Env. WE 30S, ESA •1 E14 SKI LISP L 411i✓�I{�IILi �.�14L11 I l i�l �.4a�i�.Ml.l'I .I till Prepared for: Waste Management Disposal Services of Colorado, Irnc, 40,000 Weld Ciounty Read 25 Ault, Colorado 80610 Prepared by: 'der Associates Inc- ? 44 Union Boulevard, Suite 300 a4Colorado 80228 DRAWING LIST STEET A& Trint f mem 1 MIERDF1L ' .a. S EMS TiIG' 110 FIAN A SUWONRBI An LEACNAlt Dc.lecnoII SYSTEMSAVO? A IA Fcin. 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Prepared by SWIFT RIVER ENVIRONMENTAL SERVICES, LLC An Alaska Native Corporation 26 West Dry Creek Circle, Suite 470 4 Littleton, Colorado • 303-695-4660 DECECMBER 2016 FINAL REPORT REPORT OF GEOTECHNICAL INVESTIGATION North Weld Landfill Unit 2 Permitting and Development Prepared by SWIFT RIVER ENVIRONMENTAL SERVICES, LLC An Alaska Native Corporation 26 West Dry Creek Circle, Suite 470 Littleton, CO 80120 0 303-695-4660 December 2016 Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 TABLE OF CONTENTS 1 INTRIJDUCTIIN..........................................................................................................................1-1 1.1 Purpose of Investigation 1-2 2 SITE CONDITIONS 2-1 2.1 Development History 2-1 2.2 Topography 2-1 2.3 Regional Geology 2-1 2.4 Local Geology 2-2 3 4 5 SITEINVESTIGATION ............................................................................................................... 3-1 3.1 Geotechnical Boring Locations and Depths 3-1 3.2 Geotechnical Boring Method 3-2 LABORATORY ANALYSES RESULTS..................................................................................... 4-1 4.1 Geotechnical Testing 4-1 4.1.1 Compaction Properties Tests 4-3 4.1.2 Consolidation Tests 4-4 4.1.3 Direct Shear Strength Tests 4-5 4.1.4 Triaxial Shear Strength tests 4-6 4.1.5 Permeability tests 4-6 4.2 Soil Water Characteristics Testing 4-8 4.3 Soil Chemical Analyses 4-8 4.3.1 Agricultural Properties 4-8 4.3.2 Cation Exchange Capacity 4-9 FINDINGS...................................................................................................................................... 5-1 5.1 Investigation Summary 5-1 5.2 Geologic Characterization 5-2 5.2.1 Lithology 5-2 5.2.2 Structure 5-2 5.2.3 Hydrogeology 5-3 5.3 Engineering Properties 5-4 5.3.1 Excavation Challenges 5-4 5.3.2 Possible Sources of Construction Material 5-4 152047 i FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 APPENDICES A - FIGURES Figure 1: Site Map and Geotechnical Investigation Locations Figure 2: Geotechnical Investigation Locations and Cross -Section Locations Figure 3: Planned Base Grade Elevation Map Figure 4: Cross Section A -A' Figure 5: Cross Section B -B' Figure 6: Cross Section C -C' Figure 7: Cross Section D -D' Figure 8: Colorado Ecozone Map Figure 9: Ecozone 3 Trilinear Graph B - DATA TABLES Table 1: Estimated Elevations and Drilling Depths Table 2: Boring Details Table 3: Piezometer Details Table 4: Test Pit Details Table 5: Soil Test Summary Table 6: Compaction Test Results Table 7: Consolidation Test Results Table 8: Direct Shear Test Results Table 9: Triaxial Shear Test Results Table 10: Permeability Test Results Table 11: Soil Water Characteristic Curve Results Table 12: Agricultural Parameters Results Table 13: Cation Exchange Capacity Results C - BORING LOGS, PIEZOMETER . WELL INSTALLATION RECORDS D - GEOTECHNICAL LABORATORY TESTING RESULTS E - CHEMICAL LABORATORY TESTING RESULTS F - SOIL WATER CHARACTERISTICS TESTING RESULTS 152047 11 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 1 INTRODUCTION This "Report of Geotechnical Investigation" describes activities conducted by Swift River Environmental Services, LLC (Swift River) to assist Waste Management Disposal Services of Colorado (WMDSC) with the Geotechnical Investigation of the North Weld Landfill (NW F) Unit 2 Permitting and Development. The purpose for the Geotechnical Investigation was to develop a thorough understanding of soil conditions that must be addressed by landfill design and environmental monitoring. This was accomplished through a process of subsurface investigation, using borings, temporary piezometers, and shallow excavations, and laboratory testing of soil samples. The physical target of field investigation and testing was the natural soil material that comprise the space that will become, and immediately underlies, the landfill cells. A hydrogeologic investigation of NWLF Unit 2 area geologic and groundwater conditions also was performed; the results of that investigation are presented in a separate report. The existing permitted ed NWLF (Unit 1) consists of a 122 -acre waste disposal footprint The planned NWLF Unit 2 is contiguous and north of the existing waste disposal footprint and will add approximately 155 acres to the landfill footprint Planning, designing, and permitting of NWLF Unit 2 include completion of the Geotechnical Investigation, as described below. A "Workplan for Hydrogeologic Characterization and Geotechnical Investigation" (Workplan, dated February 2016) was prepared by Swift River and approved for implementation by WMDSC. The Geotechnical Investigation work closely followed the approved Workplan and consisted of the following tasks: • Pre -field work planning and subcontracting and mobilization to the field; • Oversight and stratigraphic logging of 22 Geotechnical Investigation soil borings and collection of disturbed and undisturbed soil samples; • Installation of temporary piezometers; • Oversight and sample collection from five test pits excavated by backhoe; Development of boring logs and cross -sections; 152047 1-1 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 • Soil sample assessment and selection of samples for laboratory analyses; • Soil sample submittal to laboratories for analysis; • Review and interpretation of analytical data; and • Preparation of this Report of Geotechnical Investigation for submittal to WMDSC. The locations of the soil borings, test pits, and temporary piezorneters are shown in the Site Plan in Figure 1, included in Appendix A. Any adjustments to boring locations were maintained within the 500 -feet square grid block shown on Figure 1. The adjusted boring locations do not affect the conclusions of this report. 1.1 Purpose of Investigation The Geotechnical Investigation was performed to characterize soil types to be removed for landfill construction and to determine soil types and physical properties within 20 feet below the Unit 2 "planned base grades". The identification and characterization of the soil to be removed from the NWLF Unit 2 serves three main purposes: • Identify possible challenges to excavation (i.e., hard layers/rock and presence of water within or near base grade); • Evaluate possible sources of cover or liner material and identify for segregation during excavation; • Provide engineering properties to the landfill designers. The "planned base grades" considered for this Geotechnical Investigation were developed by WMDSC as a preliminary estimate for the Unit 2 cell bottom configuration. The planned disposal cell base grades are subject to change based on the findings of this investigation and the Hydrogeologic Characterization of North Weld Landfill Unit 21, as well as other design considerations. The "20 -feet below base grade" depth objective for geotechnical borings was selected to provide design flexibility in the event that a lower elevation base grade is determined through the Unit 2 design process. 1 The "Hydrogeologic Characterization of North Weld Landfill Unit 2, Final Report" is a separate report completed in December 2016. 152047 1-2 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 2 SITE CONDITIONS The following section describes the general site conditions that influenced the Geotechnical investigation. 2.1 Development History NWLF is located on land that primarily was undeveloped agricultural land used for dry -land farming prior to the development of the current landfill operation. Geological and geotechnical investigations began in 1989 to evaluate the property for potential development as a municipal solid waste disposal site. NWLF received its initial Certificate of Designation (CD) from the Weld County Board of County Commissioners on June 28, 1990 (Weld County, 1990), and construction of the first disposal cell was completed in December 1991. NWLF opened to the public for its first receipt of municipal solid waste on February 3, 1992. 2.2 Topography NWLF Unit 2 is topographically characterized as an upland area of gently undulating topography dissected by shallow drainages. The location is adjacent and contiguous to the active NWLF operation to the south, and currently is dryland farmed by a tenant farmer. 2.3 Regional Geology NWLF is located on the northwestern flank of the Denver Basin, a large asymmetric syncline that began forming during the Colorado orogeny. The Basin includes sedimentary units from Paleozoic age through Cenozoic age, with the Pennsylvanian Fountain Formation as the oldest sedimentary unit in the Basin and the Dawson Arkose as the uppermost (i.e., youngest) bedrock unit. The regional dip of sedimentary strata in the area of NWLF is toward the southeast at about one to two degrees below horizontal. The regional dip increases west of NWLF with proximity to the uplifted Front Range. Unconsolidated surficial soil of alluvial and eolian deposits lie unconformably over the bedrock units. The alluvium primarily consists of interbedded sands and gravels of glacial and interglacial sediment 152047 2-1 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 deposits with minor amounts of silt and clay. The wind -deposited eolian deposits, which generally blanket the region, are composed of very fine-grained materials, including silty sand and sandy silt. Floodplans of streams are underlain by sand and gravel deposits. 2.4 Local Geology NWLF, including Unit 2, is located in an upland area, which is underlain by eolian deposits and glacial outwash alluvium overlying bedrock stratigraphy consisting of the Laramie Formation, Fox Hills Formation, and the Pierre Formation. The bedrock formations locally dip gently to the southeast. Consistent with the regional geology, the estimated dip in the bedrock from wells installed at NWLF is about one to two degrees to the southeast. The permeable sandstones at the base of the Laramie Formation and the Fox Hills Sandstone form the Laramie -Fox Hills (LFH) Aquifer, and generally consist of interbedded layers of fine- grained sandstone, siltstone, and shale, with a combined thickness of as much as 300 feet. The Fox Hills Sandstone comprises the lowermost 100 feet (or more) of that interval. At depth, the sandstone and siltstone generally are poorly cemented and light to medium gray in color. In shallow depths and outcrops, the sandstone and siltstone can vary from friable to very hard, depending on the degree of iron mineralization (Uses, HA -730C). The eolian (wind -deposited) materials at the site are as much as 25 feet in thickness. Alluvium deposits beneath the eolian deposits are as much as 35 feet thick and were encountered in borings and wells drilled at NWLF. As a result of natural erosion and landfill construction, the eolian or alluvial deposits are thin or absent in some areas. The Laramie Formation is present beneath the entire NWLF, including NWLF Unit 2. Within the proposed NWLF Unit 2 footprint, the Laramie Formation occurs at depths below natural ground surface ranging from about 20 to 45 feet, and is from 35 to over 60 feet in thickness. 152047 2-2 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 SITE INVESTIGATION This section describes the field activities that were performed for the Geotechnical investigation. 3.1 Geotechnical Boring Locations and Depths Swift River personnel walked and observed the NWLF Unit 2 area and staked 24 soil boring locations on February 5, 2016, as included the February 8, 2016 Workplan. The geotechnical soil boring locations staked were within the NWLF Unit 2 footprint at the approximate centers (as determined by GPS2) of grid blocks laid out using a Soo feet by 500 feet grid that is based on the NWLF site coordinate system. Twenty of the boring locations (NVE-1 through NWE-20) were located in the undisturbed portion of the proposed NWLF Unit footprint, where soil derived from the active landfill development is not present, and four boring locations (NWE-21, NWE-22A, NWE-22B, and NWE-23) were located in the area of existing soil stockpiles along the north side of the NWLF Unit 1 area. NWE-22A and NWE- 22B represented two options for proposed boring NWE-22 to be drilled in an area of the stockpile, where large sandstone slabs unearthed during NWLF excavation were stockpiled. To avoid drilling through these rock slabs, a field decision was made to drill the northernmost (N\E-22A) of these two o locations during the Geotechnical Investigation. Alternate boring location NWE-22B was determined not to be necessary. A review of past drilling activities along the northern border of the NWLF Unit 1 identified gas probe locations that provided stratigraphic information near the location of staked location NWE-23. Boring NAIVE -23 was not drilled because the depth of data available from the existing gas probe in this area (i.e., probe GP -193) was comparable to planned boring depth. Drilled locations are shown on Figure 1, included in Appendix A. 2 Hand-held GPS (global positioning system) instruments were used to locate the pre -determined coordinates of the grid block centers. Off -sets from the pre -determined grid block centers were staked where those locations were within planted land. 3 Boring record for probe GP -19 is provided in Appendix C 152047 3-1 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 The total depth of each boring was determined based on present ground -surface elevation and the planned top of liner elevation supplied by WMDSC4. The planned base grade elevation (i.e., top of liner) map is shown on Figure 3, included in Appendix A. The planned depths of Geotechnical Investigation borings were to be 20 feet below base grade. Considering that base grade elevation represents the planned top of liner and the assumed maximum thickness of compacted soil liner system is 3.0 feet, all Geotechnical Investigation borings extended 23 feet below the planned base grade elevation at each boring location. The current ground -surface elevation at each boring location was estimated from the site topographic map (Figure 1). The estimated ground -surface elevations and planned and actual drilling depths presented in the Workplan are presented in Tables 1 and 2, included in Appendix B. 3.2 Geotechnical Boring Method The soil borings were drilled by Drilling Engineers, Inc. of Ft. Collins, Colorado. The geotechnical drilling program began on February 10, 2016 and was completed on February 18, 2016. Borings were drilled using a CME-75 drill rig using 8.25 inch outer diameter hollow -stem auger augers. The borings were sampled using five-foot continuous core samples, supplemented by split -barrel samples and thin -gall tube undisturbed samples, to develop lithologic boring logs for NWLF Unit 2. Descriptions and depths were recorded in the field and are presented in the soil boring records included in Appendix C. Except for borings NWE-8/TI - and NWE-21/TP-2 (piezometer locations, as discussed below), the Geotechnical Investigation borings were backfilled with hydrated bentonite chips in the interval from the boring bottom to a level above planned base grade. All borings were filled with bentonite to at least 1.5 feet above planned base grade level and then with drill cuttings to the ground surface. 4 Planned Base Grade map provided by WMDS a 152047 3-2 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 Boring record logs for the 22 borings advanced for the Geotechnical Investigation are included in Appendix C. A boring completion summary is presented in Table 2, in Appendix B. 3.2.1.1 Geotechnical Sample Collection and Selection During boring advancement, Swift River collected soil samples for description and physical testing (of selected samples] from each five-foot long continuous core sample. Samples were marked with the boring number and depth. The retained soil samples were available during review of the lithologic field logs to aid in correlation and development of boring records and cross -sections across the NWLF Unit 2. Field descriptions were compared to laboratory soil classifications and adjustments made to final field descriptions (e.g., grain size and plasticity) as appropriate. Four cross -sections were developed for this report and are included in Appendix A. The locations of the cross -sections are shown on Figure 2, included in Appendix A. The cross - sections (Figures 4, 5, 6 and 7) extend from west to east across the NWLF Unit 2, and are identified as follows. • Cross Section A -A': Soil borings NAIVE -6, NWE-9, NWE-12, NWE-15, and NWE-18. • Cross -Section B -B': Well TW-02, Soil borings NWE-3, NWE-5, NWE-8/TP-1, NWE- 11, NWE-14, NWE-17 and TW-08. • Cross -Section C -C: Soil borings NWE-1, NAIVE -2, NWE-4, NAIVE -7, NWE-1O, NWE-13, NWE-16, and NAIVE -2 0. • Cross -Section D -D': Soil borings NWE-21, NWE-22A, and NWE-19, TW-10, Gas Probes GP -16, GP -17, GP -18, GP -19, and former monitoring well MW -11. One undisturbed sample was collected slightly below planned base grade elevation in each boring by ASTM D-1587 thin -walled tube method (i.e. thin -wall tube sampler). An undisturbed sample was not collected at boring NWE-22A because hard soil damaged the thin -walled tube sampler and prevented sampler penetration. 152047 3-3 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit Starting below the undisturbed sample, standard penetration test samples were collected every five feet using the ASTM D-1586 method for split -barrel sampling and standard penetration tests. Continuous core samples were collected between the split -barrel samples. 3.2.1.2 Temporary Piezorneters No free water was encountered during advancement of the 22 geotechnical borings. Two soil borings (NWE-8 and N' E-21) appeared to have slightly higher soil moisture during boring advancement and were selected for the installation of temporary piezometers. The two temporary piezometers were installed as follows. • 2.0 -inch inside diameter Schedule 40 PVC casing, screen, and bottom cap. • Screen length of 5.0 feet of 0.010 -inch factory -slotted well l screen at NWE-8 and 10.0 feet of 0.010 -inch factory -slotted well screen at NWE-21. • The well screen positioned at the bottom of the boring to increase the potential for the accumulation of water in the piezometer. • Casing stickup of approximately 3.0 feet above ground with a locking '7' cap • The sand pack was installed with a 10/20 sand filter around the well screen to about 2.0 feet above the well screen. • A 2.0 -feet thick bentonite pellet seal was placed above the sand pack and hydrated with potable water. • Bentonite chips were placed from the top of the seal to the ground surface. Because the piezometers are completed as temporary for this investigation, concrete surface pads with protective posts were not installed. An orange traffic cone was placed on top of each well. At the discretion of WMDSC, these temporary piezometers will be abandoned or more permanent markers (e.g., steel T -posts) will be installed. Measurements of the two piezometers made one day after installation and approximately 60 days later confirmed the absence of water. Consequently, the piezometers did not require well development. 152047 3-4 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 Piezometer construction details are summarized in Table 3, included in Appendix B. 3.2.1.3 Test Pits On March 22, 2016, five test pits were excavated in the NWLF Unit 2. These pits were located as shown on Figure 1. The test pit excavation was performed by WMDSC personnel using a wheeled backhoe with a maximum reach of about 15 feet below ground surface (BGS). The test pit sample collection was performed by Swift River personnel from backhoe buckets emptied at the ground surface. Two composite samples (5 -gallon buckets) were taken from each test pit, one to represent a shallow depth range and the second to represent a deeper depth range. The test pit details and sample depth ranges are shown in Table 4, included in Appendix B. After the test pit sampling was completed, the pits were backfilled with excavated soil to the ground surface. 152047 3-5 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 4 LABORATORY ANALYSES RESULTS This section describes the laboratory testing performed on soil samples collected during the Geotechnical investigation. 4.1 Geotechnical Testing Samples representative of soil types identified by subsurface sampling and observations by the field geologist were selected for geotechnical laboratory testing. The following tests were performed by three different laboratories. Laboratory Performed Tests Advanced Testing Physical limits, Compaction Consolidation classification) properties Shear moisture properties and Direct (grain content, Shear size, Atterberg USCS Terra Triaxial Permeability Applied Soil Water Soil Water Characteristics Technologies TestAmerica, Inc. Cation Agricultural Exchange Capacity Parameters Following initial soil description and stratigraphic correlation (using cross -sections), nine disturbed soil samples from continuous core sampling and six undisturbed soil samples were selected for physical testing. Representative soil samples from test pits also were selected for physical testing. Samples were selected to determine physical properties determination for a range of soil types and stratigraphic positions and to satisfy the specific analytical requirements of Golder Associates Inc. (Golder), the firm retained by WMDSC for engineering design of NWLF Unit 2. Analytical requirements, as provided by Golder, are as follows. 152047 4-1 FINAL Report of Geotechnical Investigation North Weld Landfill Unit 2 December 2016 Requested Method Specific Instructions Test Test Modified Proctor D-1557 • liner Determine and compaction properties for potential final cover soil ASTM Permeability ASTM D-5084 • Run • Recompact above on optimum remolded apparatus 5 to or 97% 10 [moisture potential max minimum PSI) dry liner density, content] material confining 2.5% stress • Testing (typically Consolidation ASTM Method D-2435, B • Run on 0 Method 0 Hold mins • Do not UD run from 4, on B, inundated, 8, and remolded base 16 samples basic load load cycles schedule to 1440 grade KSF D-4767 • Run on UD from o 20, 40, 80 PSI base grade normal stresses CU Triaxial ASTM Direct Shear D-3080 • Remolded 0 0 • Remolded 0 0 Recompact below 25, Recompact below SO, suggested liner optimum final optimum are 100 material to PSI cover to OK 97% normal 85% normal max material max [moisture stresses stresses dry dry density, density, content] (1, 2.5% 2.5% 2, 4 ASTM The KSF) PCF = Pounds per cubic foot PSI = Pounds per square inch PSF = Pounds per square foot KSF = Kips per square foot Selected soil samples from the geotechnical borings were analyzed for grain -size analysis (including hydrometer analysis for the sub#200 sieve portion), moisture content, and Atterberg Limits. A summary of the results are shown in Table 5, included in Appendix B, and the laboratory testing reports are included in Appendix D. A review of the data shows that in the test pits, shallow soil from the western part of NWLF Unit 2 appeared to have more fines (sub #200 sieve) and less sand than the eastern part. The fines content averaged over 80% in Pits #1 and #2, but was only 40% in the samples from Pits #3 and #4. However, in the geotechnical borings taken over the entire NWLF Unit 2, especially for samples selected from the 9 to 14 ft BGS range from continuous core 152047 4-2 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit samplers, the fines content averaged over 75%. Considering the average of the four test pits, grain -size analysis shows a typical mixture of about 40% sand, 40% silt, and 20% clay. The average of the samples from soil borings yields a similar average makeup. From these grain -size correlations, it appeared that shallow soil from the western and central portion of the NWLF Unit 2 could provide low permeability material for liner construction. Similarly, based solely on grain -size, it appeared that shallow soil from across the entire NWLF Unit 2 area could be suitable for use in a water balance final cover. Laboratory testing assignments were made considering these grain -size observations and the Golder analytical requirements, as noted above. 4.1.1 Compaction Properties Tests Test pit excavations were made at five selected locations in the NWLF Unit 2 excavation footprint in order to obtain the large volume of composited shallow soil necessary for compaction properties testing, including determination of maximum dry density and optimum moisture content. Soil samples remolded consistent with the Golder requirements were tested to determine the permeability of compacted material potentially useful for liner construction and to determine direct shear properties (i.e., angle of internal friction and cohesion) for potential liner and final cover material. Four bulk soil samples were submitted for modified Proctor tests by ASTM Method D-1557. • Test Pit #1 (sample depth 2-4 Ft BGS); • Test Pit #2 (sample depth 5-9 Ft BGS); • Test Pit #3 (sample depth 3-5 Ft BGS); and • Test Pit #4 (sample depth 2-6 Ft B S). The laboratory data are included in Appendix D. The results showed a relatively narrow range of values, with optimum moisture content results ranging from 11.2 to 13.1 percent, and maximum dry density ranging from 119.0 to 122.2 PCF. The average of the four samples yielded an optimum moisture content of 12.0 percent and maximum dry density of 120.8 PCF. The results are summarized in Table 6. 152047 4-3 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 4.1.2 Consolidation Tests Consolidation testing was performed on two undisturbed samples taken slightly below the planned base grade in the NWLF Unit 2 from borings NWE-8 (sample depth 18-20 Ft BGS) and NWE-16 (sample depth 14-16 Ft BGS). The consolidation tests were performed under loadings of 100, 200, 400, 800, 1600, 3200, 6400, 12800 and 25600 PSF. Wet density for the undisturbed samples were 107.6 PCF for the sample from NWE-8 and 90.8 PCF for the sample from NWE-16. The first analysis of consolidation test results was the calculation of the over -consolidation ratio (OCR) for each sample. The method of Casagrande (1936) using the laboratory plot of void ratio versus log pressure was used. The midpoint depth of the two samples and the wet density was used to calculate the present effective vertical stress. The results suggest normal to slightly over -consolidated conditions. For the sample from NWE-8, the OCR=1.05, and for the sample from NWE-16, the OCR=1.04. The compression index (Cc) can be calculated by several different methods. The simplest method is the slope of the void ratio versus log pressure curve. For the sample from NWE-8, the Cc = 0.22 For the sample from NWE-16, the Cc =0.21 For comparison, the compression index also can be calculated by the empirical method of Skempton (1944) using Cc = 0.009(LL-10) For NWE-8, LL = 28, so the corresponding C, = 0.16 For NWE-16, LL = 30, so the corresponding Cr = 0.18 152047 4-4 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit An alternative calculation of the compression index for low plasticity soils using the initial void ratio (eoj uses the equation: Cc = 0.75 (ea -0.5) For the sample from NWE-8, ea =0.711 , so the corresponding Cc = 0.158 For the sample from NWE-16, ea = 0.9 5, so the corresponding Cc = 0.338 The average Cc for the two samples was 0.18 for NWE-8 and 0.24 for NWE-16. The results for NW -16 were skewed higher by the higher initial void ratio in that sample. The swell index (Cs) for the soil can be estimated as about 1/5 to 1/10 of Cc. Using the average Cc value for both samples, this yields the range of swell index values as: l' WE -8: Cs = 0.018 to 0.036 and NWE-16: Cs = 0.024 to 0.048. An alternative calculation of the swell index comes from Nagaraj and Murty (1985) as: = 0.0463[LLa /100]G5 Gs is assumed to be 2.65 g/cc For WE- , LL (liquid limit as %) _ 28, so the corresponding Cs = 0.034 For NWE-16, LL = 30, so the correspondin g Cc = 0.037 The consolidation test results are summarized in Table 7 and the laboratory sheets are included in Appendix D. 4.1.3 Direct Shear Strength Tests Direct shear was performed on remolded samples from Test Pit #2 (sample depth 5-9 Ft EGS) and Test Pit #3 (sample depth 3-5 Ft BGS). The sample from Test Pit #2 was selected to represent potential liner material and was remolded to specifications provided by 152047 4-5 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit Golder. The sample was remolded to 97% maximum dry density at 2.5% below optimum moisture content, with normal stress of 25, 50, and 100 PSI. The sample from Test Pit #3 was selected to represent potential final cover material and was remolded to specifications provided by Golder. The sample was remolded to 85% maximum dry density at 2.5% below optimum moisture content, with normal stress of 1, 2, and 4 KSF. The direct shear test results yielded peak shear stress friction angles of 26.4° and 29.9° and cohesion of 905 and 157 PSF for potential liner (Test Pit #2) and potential final cover (Test Pit #3) material, respectively. The direct shear test results are summarized in Table 8 and the laboratory sheets are included in Appendix D. 4.1.4 Triaxial Shear Strength tests Triaxial consolidated/undrained shear tests were performed on two undisturbed samples taken slightly below the planned base grade in the NWLF Unit 2 from boring NWE-9 (sample depth 17-19 Ft BGS) and boring NWE-14 (sample depth 17-19 Ft BGS). The confining pressures for the three test points for each sample, 20, 40, and 80 PSI, were provided by Golder. The least squares regression analysis for the triaxial shear test for the sample from NWE-9 at a depth of 17 to 19 Ft BGS was reported by the laboratory to yield a negative y -intercept. However, on inspection of the graph, it was observed that the value is barely negative. Using a y -intercept of 0 allowed the calculation of approximate values for friction angle and assignment of 0 PSI for cohesion. The average drained friction angle was 35.0° for the sample from NWE-9 and 26.0° for the sample from NWE-9. The average undrained friction angle was 15.6° for the sample from NWE-9 and 14.1° for the sample from NWE-9. The triaxial consolidated/undrained shear test results are summarized in Table 9 and the laboratory sheets are included in Appendix D 4.1.5 Permeability tests Tests were performed to determine the permeability that could be attained using site soil for liner material, and to measure the in -situ, undisturbed permeability of natural materials 152047 4-6 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 below the disposal cell base grade. Permeability tests were run on the undisturbed samples from Boring NWE-7 (17-19 ft BGS) and Boring NWE-12 (14-16 ft BGS) taken at the planned base grade in the NWLF Unit 2, and on remolded samples from: • Test Pit #1 (sample depth 2-4 Ft BGS); • Test Pit #2 (sample depth 5-9 Ft BGS); • Test Pit #3 (sample depth 5-10 Ft BGS); • Test Pit #4 (sample depth 2-6 Ft BGS); and • Test Pit #5 (sample depth 2-6 Ft BGS). The range of permeability values for the undisturbed samples taken at planned base grade was from 2.1 x 10-3 to 5.2 x 10-3 cm/sec. These values can be considered in evaluation of vertical travel time for a potential release from a lined disposal cell or sump. However, they are applicable only to travel time through coarser -grained materials (i.e., silts, sands, and gravels) and not to travel time through finer -grained layers (e.g., clay or claystone). The test pit samples were disturbed grab samples of material expected to be removed for disposal cell construction and available for liner or final cover construction. To simulate possible use as liner material, the samples selected for permeability testing were to be remolded at 97% maximum dry density and moisture content at 2.5% above optimum. Target density and moisture content, and testing confining stresses of 5 to 10 PSI, were based on instructions provided by Golder. As expected, the samples from test pits from the western portion of NWLF Unit 2 (expected to be finer -grained) had lower remolded permeability than the samples from test pits on the eastern portion of the NWLF Unit 2 area (expected to be slightly coarser -grained). • Western portion of NWLF Unit 2: The range of values for remolded samples from test pits #1 and #2 was 2.5 x 10-8 to 6.8 x 10-a cm/sec. • Eastern portion of NWLF Unit 2: The range of values for remolded samples from test pits #3, #4, and #5 was 1.1 x 10-7 to 2.8 x 10-7 cm/sec The permeability test results are summarized in Table 10 and the laboratory sheets are included in Appendix D. 152047 4-7 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 4.2 Soil Water Characteristics Testing Soil samples representative of potential final cover material were collected from Test Pit #4 (sample depth 6-12 Ft BGS) and Test Pit #5 (sample depth 6-10 Ft BGS) and tested to determine unsaturated soil hydraulic properties. These soil properties were measured by a series of tests collectively referred to as water -storage or water -retention characteristics. These characteristics include wilting point, field capacity, and plant -available water content. Testing was done to determine unsaturated moisture retention properties that are needed for numerical modeling of unsaturated flow. Unsaturated hydraulic conductivity is defined by the saturated hydraulic conductivity and soil -water characteristic curve (SWCC) which is defined by the relationship between soil suction and soil moisture content. The soil water characteristic curve test results are summarized in Table 11 and the laboratory sheets are included in Appendix E. 4.3 Soil Chemical Analyses Agricultural properties and cation exchange capacity (CEC) analyses were performed on disturbed boring samples and test pit samples. 4.3.1 Agricultural Properties The agricultural properties testing for potential final cover material is for consideration in determining the likely success of establishing vegetation on the final landfill cover. The agricultural parameters determined are soil pH, total organic carbon, soil electrical conductivity, and sodium adsorption ratio. Tests were performed on shallow soil that could be segregated for ultimate use as final cover topsoil. Four samples from the test pits were selected for agricultural parameter analysis. These samples were: • Test Pit #3, sample depth 3-5 Ft BGS; • Test Pit #4, sampled depth 2-6 Ft BGS; • Test Pit #4, sample depth 6-12 Ft BGS; and • Test Pit #5, sample depth 6-10 Ft BGS. 152047 4-8 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 The agricultural properties chemical analyses are summarized in Table 12 and the laboratory sheets are included in Appendix F. 4.3.2 Cation Exchange Capacity The CEC testing can be useful for determination of the behavior of liner and base grade soil that could be exposed to MSW landfill leachate. Eight samples were selected for analysis from continuous core boring samples and two from test pits. Four of the eight boring samples were selected as representative of possible liner material. These samples were: • Boring NWE-4, sample depth 13-15 t BGS; • Boring NWE-8, sample depth 13-15 Ft BGS; • Boring NWE-12, sample depth 11-13 Ft BGS; and • Boring NWE-17, sample depth 12-14 Ft BGS. The CEC of these samples ranged from 8.9 to 15 milliequivalents per 100 grams (meq/100 gm). These values are consistent with a fine sandy loam or silt loam. The remaining four boring samples were selected to be representative of the subgrade material beneath a landfill liner. This would represent the native undisturbed material beneath the NWLF Unit 2 after construction is completed. These samples were: • Boring NWE-4, sample depth 18 Ft BGS; • Boring NWE-8, sample depth 21 Ft BGS; • Boring NWE-12, sample depth 17 Ft BGS; and • Boring NWE-17, sample depth 17 Ft BGS. The CEC of the subgrade material samples ranged from 10 to 12 meq/100 gram. These values also are representative of a fine sandy loam or silt loam. CEC analyses also were done on two samples from test pits. These samples represented near -surface material from the western portion of the NWLF Unit 2 area that could be segregated during excavation for use as liner material. These samples were from: • Test Pit #1, sample depth 2-4 Ft BGS; and • Test Pit #2, sample depth 5-9 Ft BGS. 152047 4-9 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 The CEC of the subgrade material samples ranged from 15 to 17 meq/100 gram. These values also are representative of a fine sandy loam or silt loam. The laboratory chemical analyses are summarized in Table 13 and the laboratory sheets are included in Appendix F. 152047 4-10 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 5 FINDINGS The following section presents a summary of the findings of the Geotechnical Investigation. The Geotechnical Investigation was performed to characterize the natural material (soil and rock) types to be removed for landfill construction and to determine material types and physical properties below the planned NWLF Unit 2 area base grade. 5.1 Investigation Summary From February 10 to 18, 2016, Swift River personnel oversaw the advancement of 22 soil borings at the NWLF Unit 2. The borings were located on a 500 feet by 500 feet grid across the NWLF Unit 2, and extended to about 23 feet below the planned excavation base grade. Soil samples were collected by continuous core and split -barrel sampler and thin -wall tube (undisturbed samples) for physical testing and chemical analyses. Additionally, Swift River personnel oversaw the excavation of five test pits on March 22, 2016 for the collection of hulk grab samples from depths up to 12 feet below ground surface. Testing included: • Grain size, moisture content, and plasticity by Atterberg limits; • Compaction characteristics by modified Proctor method; • Friction angle and cohesive strength by direct shear and consolidated undrained triaxial methods; • Settlement characteristics by one-dimensional consolidation; • Permeability by back pressure saturated - flow pump method; • Unsaturated soil properties by soil water characteristic curve; and • CEC and agricultural parameter values. Test results and lithologic interpretation pertinent to the geotechnical characterization of the NWLF Unit 2 are summarized in Sections 5.2 and 5.3. 152047 5-1 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill. Unit 5.2 Geologic Characterization 5.2.1 Lithology Four cross -sections were developed from the soil borings drilled as part of the Geotechnical Investigation. These cross -sections extended from west to east across the NWLF Unit 2, with three cross -sections across the northern and central portions of the investigation area, and the fourth cross section along the soil stockpile along the southern 500 feet of the NWLF Unit 2. Consistent with the lithology of the adjoining NWLF Unit 1 to the south, the NWLF Unit 2 area is underlain by unconsolidated surficial deposits that lie unconformably over sedimentary bedrock. Most of the soil borings advanced for the Geotechnical Investigation were terminated within the upper part of the Laramie Formation. The surficial materials encountered above the Laramie Formation include eolian and alluvial deposits. The eolian deposits typically consist of clayey silt and very fine to fine-grained silty sand and were from seven to 20 feet thick across the NWLF Unit 2. The alluvium consists of interbedded coarser - grained sand and fine gravel with varying amounts of silt and clay interspersed within the sand and gravel. These deposits were from less than 10 feet to about 35 feet thick across the NWLF Unit 2. The Laramie Formation is the uppermost bedrock formation underlying the NWLF Unit 2. Most of the NWLF Unit 2 soil borings advanced for the Geotechnical Investigation penetrated into the Laramie Formation. The Laramie Formation underlying the landfill is an eroded surface, occurring at varying depths below ground surface, and is characterized as a mixture of weathered claystone, siltstone, fine-grained sandstone interstratified with laterally discontinuous coal or lignite layers. 5.2.2 Structure The lithologic cross sections illustrate a general stratigraphic dip toward the southeast. The structure within the shallow subsurface materials, as indicated by the inclination of stratigraphic contacts, is similar to the regional eastward dip of Denver Basin bedrock and the eastward slope of local surface topography. The planned base grade elevation for Unit 2 152047 5-2 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 of the landfill ranges from about 9 to 24 feet below ground surface in the areas other than beneath the soil stockpile. The contact between eolian and alluvial deposits, typically marked by the presence of coarse sand and fine gravel, occurs below the planned base grade elevation in the northern portion of NWLF Unit 2 (Cross -Sections A -A', B -B', and C-+ '). In the southern portion of NWLF Unit 2 (Cross -Section D -D'), part of the base grade elevation penetrates the alluvium and into the Laramie Formation. • Cross-section, A -A - the planned excavation base grade depth remains within the eolian material. • Cross -Section B -B' - the planned excavation base grade depth remains within the eolian material. • Cross -Section C- ' - in the western portion of the cross-section (Borings NWE-1 and NWE-2), the planned excavation base grade extends into the coarser grained alluvial materials. Across the remainder of the section, the planned base grade is in finer - grained eolian material. • Cross -Section D -D' - Across most of this cross-section, the planned excavation base grade depth extends into the alluvial materials. The planned base grade penetrates the alluvium and into siltstones and claystones of the uppermost portion of the Laramie Formation in the westernmost position of the section (from Boring WE -21 to Gas ProbeGP16) 5.2.3 Hydrogeology No ground water was encountered during drilling of Geotechnical Investigation borings or test pit excavation. Piezometers were installed at borings NWE-8 and NWE-21 where an apparent increase in soil moisture was observed during drilling. The piezometers were installed with a five -feet long screen in NWE-8, set from 29 to 34 Ft BGS, and a 10 -feet long screen in NWE-21, set from 66 to 76 Ft BGS. The piezometers were measured the day after installation and again about 60 days later and each time found not to contain water. Uppermost groundwater across the NWLF area occurs within areally discontinuous water - bearing zones within eolian and alluvial deposits and the Laramie Formation (shallow zones). The uppermost, areally continuous saturated zone occurs in the Fox Hills Sandstone (deep zone). The shallower water bearing strata typically are separated from deeper water bearing strata by several feet of fine-grained materials, typically including clayey silts, silty 152047 5-3 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit clays and hard siltstones or claystone layers. All water -bearing strata encountered during the Hydrogeologic Characterization Investigation (the results of which are provided in a separate report) occur below planned NWLF Unit 2 base grade level and have groundwater levels that also are below planned base grade levels in NWLF Unit 2. 5.3 engineering Properties The identification of the natural material to be removed from the NWLF Unit 2 serves three main purposes: • Identify possible challenges to excavation (i.e., hard layers/rock and presence of water within or near planned base grade); • Evaluate possible sources of cover or liner material and identify for segregation during excavation; Provide engineering properties of NWLF Unit 2 to the landfill designers. 5.3.1 Excavation Challenges In general, the drilling to the planned base grade depth encountered non -indurated silts, sands, and clays. Harder drilling in indurated materials (sandstone, siltstone, and claystone) was encountered below the planned base grade depth. Split spoon and thin -wall tube samples collected near the planned base grade depth provided indication of potentially harder layers, mainly weathered siltstones and claystones. Standard penetration values exceeding 100 blows per foot were encountered below base grade, but lard, indurated soil or rock layers were encountered within the landfill footprint to the depth of excavation base grade at only a few locations. Harder drilling was encountered at or a few feet above the planned base grade depth in borings NWE-1, NWE-4, NWE-21, and NWE-22A. 5.3.2 Possible Sources of Construction Material Soil materials excavated from above the coarser -grained (e.g., gravelly) alluvium and upper Laramie Formation could be useful for liner and final cover construction. Soil samples submitted for analyses showed behavior that could be developed during construction 152047 5-4 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit indicating that materials potentially acceptable for these uses are present within the excavation footprint of NWLF Unit 2. 5.3.2.1 Liner Material The boring logs and developed cross -sections indicate the presence of clayey silt with fine- grained sand to a typical depth of about 15 feet BGS. The permeability of the soil was evaluated for native conditions (undisturbed soil samples from below base grade depth) and remolded conditions (shallow soil from test pit grab samples). The undisturbed samples represent subgrade conditions and the compacted samples simulate liner material. The range of values from the undisturbed geotechnical boring samples was 2.1 x 10-3 to 5.2 x 10-3 cm/sec. The remolded samples from the test pits showed permeability ranging from 2.5 x 10-8 to 6.8 x 10-8 cm/sec sec in the western test pits (Test Pits #1 and #2), and 1.1 x 10-7 to 2.8 x 10-7 cm/sec in the eastern test pits (Test Pits #3, #4 and #5). Of interest for potential liner material is grain -size distribution and the percentage of sub #200 sieve fine-grained material. In the test pits, the western portion of the NWLF Unit 2 area appears to have more fines and less sand than the eastern portion. The fines content averaged over 80% in Pits #1 and #2, but was 40% in Pits #3 and #4. Deeper samples from borings, especially for samples from the 9 to 14 feet BGS range, have fines content averaging more than 75%. From these observations, it appears that shallow soil in the western and central part of the NWLF Unit could be the best source of low permeability material suitable for liner construction; however, remolded samples from test pits in the eastern part of the NWLF Unit 2 also had permeabilities of 10-7 cm/sec. 5.3.2.2 Cover Material The desired cover material will have a sand -silt -clay mixture that promotes vegetation growth. Grain -size analyses for the test pits shows a typical mixture of about 40% sand, 40% silt, and 20% clay. Shallow samples from the soil borings yield a similar average makeup. The final cover for NWLF Unit 2 is desired to be a water balance cover with a vegetative layer. Determination of site -specific cover thickness will be based on soil gradation and physical 152047 5-5 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit properties (i.e., moisture holding capacity). Two approaches are expected to be considered for determining final cover thickness: 1) a site -specific determination made by consideration of NWLF Unit 2 soil properties, including the results of soil -water characteristics testing (i.e., SWCC results) and 2) State of Colorado generic guidance for water -balance landfill covers. The Final Guidance Document - Water Balance Covers in Colorado (CDPHE, 2013) includes definition of Colorado "ecozones" and a the result of generic calculations of moisture -holding characteristics summarized as a "tri-linear graph of soil texture" that uses weight percentage of clay, silt, and sand fractions to determine a potentially acceptable final cover thickness. NWLF Units 1 and 2 are located in Colorado Ecozone 3, as shown in Figure 4 in Appendix A. The tri-linear graph of Water Storage Layer Thickness for Ecozone 3 is included as Figure 5 in Appendix A. Considering the average soil grain -size distribution determined for NWLF Unit 2 excavated soil (i.e., 40% sand, 40% silt, and 20% clay), the determination is made that this soil plots within the zone where a 2.5 feet thick cover thickness requirement is acceptable. The Colorado guidance document suggests that blending excavated soil from the NWLF Unit 2 footprint could yield adequate material for the final cover thickness and vegetation coverage as prescribed by the guidance document. An Alternative Demonstration derived from site -specific testing and analysis, including the SWCC results, might indicate that less soil thickness is required for a satisfactorily performing final cover, but such demonstration is outside the scope of this Geotechnical Investigation report. 152047 5-6 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 APPENDIX A FIGURES Figure 1: Figure 2: Figure 3: Figure 4: Figure 5: Figure 6: Figure 7: Figure 8: Figure 9: Site Map and Geotechnical Investigation Locations Geotechnical Investigation Locations and Cross -Section Locations Planned Base Grade Elevation Map Cross Section A -A' Cross Section B -B' Cross Section E -C Cross Section D -D' Colorado Ecozone Map Ecozone 3 Trilinear Graph 152047 FINAL 2190000 E t 21 88500 E 0- 2187000 E 2185500 E 460500 N 45G000 N J / r pm • Iit rr fly .. T' - -19 457500 N , N. - 456000 N "CI• - •``y Iii a>)) \r s r'' �ti /77; /' 1 �t g, I \ r / ...srter / r� l r 51CC 0 LEGE\ D Is NINE -1 • TW-1 • TIN -2 • TP-•i PIT -1 * GP -16 CI SHALLOW LARAMIE WELL DEEP FOX HILLS WELL OR ABANDONED WELL PLANNED ()NIT 2 LEACH ATE COLLECTION SUMP EXISTING INDEX CONTOUR EXISTING UN -IMPROVED SITE ROAD CEOTECHNICAL BORING SHALLOW TEMPORARY WELL DEEP TEMPORARY WELL TEMPORARY PIEZOMETER TEST PIT GAS PROBE TOPOGRAPHY AS OF FEBRUARY 21, 2016 30D Z TRUE NORTH 0 3D0 600 400 SCALE IN FEET WASTE MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC. PROPOSED NORTH WELD LANDFILL UNIT 2 AULT, WELD COUNTY, COLORADO FIGURE 1 SWIFT RIVER SITE MAP AND GEOTECHNICAL INVESTIGATION LOCATIONS f 4 % / 1, i / I ( 1 f Rt\ , /' d I / 1 ' • fi I I + 1 I $ I ..2 537 r0 50,7613' y I j i I 4 I r /r `` T -4 „./1 . it i - f , f, 1� 4 i "'L !/P . I / 5109.E 1 �- I' ,. I rr 4` �t•, y f, I' UNPA''£D P•.;ING lr �- - ��-.` I. 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I� I WASTE MANAGEMENT DISPOSAL SERVICES GEOTECHN I CAL BORING 'rp_ TEMP OR AR Y PIEZOM ETER (2) TQPQGRAPHY AS OF T11V-1 , PROPOSED OF NORTH COLORADO, WELD 0LAN DFILL UNIT 2 AULT, WELD COUNTY, COLORADO • SHALLOW LARAMIE BORING/TEMPORARY WELL (3) LXi PIT -1 TEST PIT (5) 2/21/2016 (AFRO -METRIC) • TW-2 DEEP FOX HILLS BORING/TEMPORARY WELL (5) �.4 GP -16 GAS PROBE (4) TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET .S3 PLANNED UNIT 2 LEACHATE COLLECTION SUMP 5102,0 GROUND SURFACE ELEVATION (FT USL) Y (FT R FIGURE 2 GEOTECHNICAL INVESTIGATION LOCATIONS AND CROSS-SECTION LOCATIONS TW-2 • • • S LEGEND NWE-1 TW-1 TIN -2 NiNE-21/TP-2 *5113.6 GEOTECHNIGAL BORING SHALLOW LARAMIE BORING/TEMPORARY WELL (3) DEEP FOX HILLS BORING/TEMPORARY WELL (5) PLANNED UNIT 2 LEACHATE COLLECTION SUMP N NWE-8f T P-1 5Q92,2 • TP-1 PIT -1 X AT GP -16 NWE-r1 0 5095.0 TEMPORARY PIEZOMETER (2) TEST PIT (5) GAS PROBE (4) 5092.5 BASE GRADE ELEVATION (FT MSL) TW-1 !� 5095.3 NOTE: NWE-'1 G 5079.7 BASE GRADE MAP FROM WASTE MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC. 150 0 75p 3013 450 SCALE IN FEET TW-8 • 'TWA /0 TW-8 WASTE MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC. PROPOSED NORTH WELD LANDFILL UNIT 2 AULT, WELD COUNTY, COLORADO AllYgR FIGURE 3 PLANNED BASE GRADE ELEVATION MAP A -i - '—I—I A' —1 _ —51 5140--1 k i II III III EXISTING. III GROUND III I i I SURFACE I I i III -H I III III 11 1 1 1 1 III III III III III III I I I I I F i —i—'r i i—f— i i--'r 40 5130— 5120— — 5130 —51 20 �- ,-t ,-_ NV \E-06 ELEV: 5111.5 I � 5110- - NwE—OD I 5110 s t _ ELEV 5102.0 N15V_12 — STIFF,CLAYEY SILT _ ELEV:548$,$ I PLANNED BASE GRADE — 51 TOP SOIL 51 00 STIFF, CLAYEY - I— S111FF, T SILT STFF.CLAYEY SILT ---- NWE-15 _ -'` ------ .� ELEV. 5487.2 < 509 0— NWE-18 —50 90 _ v — y UNDISTURBED SAMPLE •. HARD. SILT FIRM. CLAYEY SAND T SAIL}&'$ W �J �*:••.;,-,:-.,;,:',..:.-:.;•:.;.1.-,•- : ' ,,, �.1.:• . ,. : , •. STIFF, CLAYEY 5 CLAYEYftT • QS — L ,�.,.:.,. ; := �, -:: ,, , =.:, `. T 5- r51LTYSAND TO S SOIL i"\- — { Q W— TD: - 37.4' '- .: '' :_ ,< 'h :' • •, _•::,.,_.,•-• ` •' - ILT ,,-,n, .... � :•,. , ,.: < . • • -'� HARD. ANDY SILT � STI , -• __L STIFF. 7~ � Y. SILT � 5070-- � �l'Ix.,a: DE .. • �d?DVtt:',.t ,•Fp ., , , V*1',?......: •.' :.:.., ...................,.b`PeN. ,. �� j:= : "r. .'": :.\--:!--:?/-- ;. ... .. v-',.••••.,.!--•••:-.... , STIFF, CLAYEY SILT SANb — VERY _CLAY T $TIFF, CLA � � - �� {y, yam— ` 5060— 5060 5050—_ TD: 31.4' STIFF. t`9' _ >. •,:.;-~ �.., Y', ' .. .... : a :;,' _ —5050 HA5 = 5040-111 III III HI I III III III I II I IIIII III -FI-I4I I III 1-1-H111 III III III III III IFI III I III TD: 32.0' III III III Iii lit K L iii iii iii iii -5040 0+ 00 WEST Iii 111 III 300 0 300 40+ 00 EAST 600 LEGEND SCALE; 1n= 300' VERTICAL EXAGGERATION OF 10X NWE- U1 Geotechn i cal : orin g TP-1 Temporary Piezameter to y TIN -1 Temporary Well Undisturbed Sample Pllilt1PrOMMOOllia GP -16 Gas Probe Groundwater Level (May 2416) A i1 o, ; ;' Lt�l� r DIP l ll3it', ati. - Il iltirk lOttNA%LI 1iaaSIE 1 Top of Laramie FM ;t';' 1 : ;atil 'I ` • r..., Well Screen Wig ililil KFH . l e r f,•• = Top of Fox Hills Sandstone .r..1�t -. "tit; - L \IIi .s! '44#r _,,_„; �--_ :_--„---:._r__.__ � �,� , � r WASTE MANAGEMENT DISPOSAL SERVICES r� � OF COLORADO, INC. = Predominantly Sand and Sandstone e._, lin C ='-e`'e uil AU= • PROPOSED NORTH WELD LANDFILL UNIT 2 int.=—�,,.� - See Figure 2 For Cross —Section Location \_ j = Planned Base Grade {WM 2012) AU LT, WELD COUNTY, COLORADO _ FIGURE NOTE: See boring records for detailed description of subsurface material Cross —Section A —A' is aligned with east —west coordinate line 459750 a F d i,,t,YPIS _ CROSS—SECTION A —A' APRIL 2O16 515 514 513 512 511 510 509 508 Q 507 LLJ 505 504 503 502 501 500 499 498 497 B B } I I I I I I I I I -� III III I I I I I I I I I' 1 1 1 I I I I I I I I I III III I I 11 1 I I I III III -4U III I I I I I II 1 1 I 1 (' III 1 1 I I I I I I I I I III III I - TW-2 ELEV; 5135.5 - (PROJECTED) I- - _ TOP SOIL EXISTING GROUND SURFACE - • - ~ ,5T1FF, CLAYEY SILT NWE-3 ELEV! 5121_2 • I-- — — STFF, SANDY — SIT -____ .•-: _ TOP SOIL NWE-.5 ELEV:5115.4 PLANNED BASE GRADE i I — F}R FINE SAND -- a � r,� o NWE-8 /IP- 1 .��:. FIRM, CLAYEY SILT — � ELEV 51 oBr4 r....,,+, ' ..,>tw.': :' �'' '''..' V.<';''•:'r. .::':' :•'' " r .. , YEY SILT STIFF, CLAYEY SIL TOP SOIL NWE-11 — — 6 .'° ELEV: 5101.S 1 FIRM, SOIL NWE-14- •.. � — — L , • °• .,. , t, r , fiR' I FINE SAND - A CLAYEY SILT -� - ELEV:5094.0 HARD, CLAYSTONE • ` .. r•:.�,:':,.:-::%a.°•;; ;.: , ' FIRM, CLAW �� STIFF, CLAYEY SILT — — — SbP01L _' H , �{,�{jj •3�-..�.`f:. �'1LT+h' ••'. A l..'N. _i• '• NV1E-17 'r•...,�i'y•.;.,;�y;•,.T�.,;. •�r,.w:'-•, .�-..••.�-. . .E COARSE SAND ` �~ SOFT, CLAYEY SILT ELEV:5083.9 — ''-• .'=�'..?.?••••:,,.......:=:^ .. .. = :;w.•;• :• : '_ :..,...• :.-.., .... : .` ., ..,-;,1,.:..t, ;" , BFI , CLAYEY Si � " ' - ,-- TOP_SOIL ELEV:5074.8 — c,r,.-,:..':_. '•''t :-':/- . .. E `'•Y;-.- 1} t-'al� 1P: FIRM SILTY CLAY ...� TD 37.0' .:- :...r•.- • rtK ,:.::^ "',• :.....:STIFF, TFF STIFF, SANDY SILT) (PROJECTED) — D SANDSTONE) SE, SILTY FINE SAND ..,: •.;. s y" :v ::...:•••+;;"'`o. •:". rtil..a::a it J+, 'u•:• • i' :,:•.'.......' '.'.. kr.. :ti,•:'i.r,,..:•:;::i; ::,::.' •- • •-::,•.:.:. _ —' .FT . s. - VIITH ::-1 r: '•:.. ( STIFF, S a T� L S F SILTY CLAY ' — '- TOP SOIL SILTY CLAY — _— CLAYS ,r:.:— LT WITH SAN D STIFF. : I— — — UNDISTURBED SAMPLE — - f s �, _ r� . a ti ONE - -•,z.,...:. a E COARSE SAND - ' . '.:: `' �` -� • TD 38.0' S LAYEY SILT ,: ' — F H::.`• � . •,;' ..• LOCATIONS FIRM :`-n.... ,�� , ' t i ;.:• , ". +, M„.- • T1} 36,L1' . ' NSE. FINE/COARSE SA 'r "�;�-,..SSE, SILT Fl 5 ' Jlhl r 4'• .a �Y .....; . `; ,-..., ., 1 r H -'.;'`i5 ,e.<.LExF�?$Es., ., .`y /G1LiY-_ y:.,.`,n •`. QX• -.l9fi •. `= M L ,..., tr STL5Nt......•.. VJTi1` i7 ..P .�. 4 _ ,. • .,.,. A.r ]rr.'�'.:-: i. a•i-,..'.. -.,,•; - f TD: — 36.0 1"�,Ry • ' _ C• LT : r..,;..... . t,.a. f.., •- .,ti . 4 511 ,'" RM. SILT SILT .` FINE W xi ':�.. �J 'LE ND y-,• E-'...., ..r.�-._..... ;' '� _ '•', :..-•�-....mti Y '•'}.:::;:.'. .i. •'-:: r ..': ''•"^_F• ... .. ,. ��,.a,.i- . . -••. i I-- — •}t :�.:., • .. ,{.:`. .r. •••./. r : �• w.•{ ." �K\ FH ••r. - L ; , 5 YEV-5ILT - ` - t'.•1..-'.-(• ;.:,.1-"L•:�•,\ .' A .•j•- . ::.t P'I:. ✓•.' •.. `5.;: •5T1F .'•±:. :rf •.... 9: 7. :,. \ �.. .- •-+,,4".}'19'..::.4..- C: :'-1'?i 1r.` • ••`, .. ° e .A .. �.,.. r... `•� -.: ?' '�•Y FINE S� ti ,` ,... ....... , :._>`�..• ;`.,•- - CLAY 16) 5035.8 •. 'o''�.I.•••_/l:,' '.. .2.0",..........r..:,•;.: . ....4;.::• v. ..... 1: •, •9, ni.t, ar• • = i� . • 4..C"'."-"•—••••• • ,':....•'•,.i...'., r . ' t: •-. t:.rl•: .9..•‘[.. -...... ,.-.S1'•:-;• •.."; 0"..: .T.• !*.:1:.' SA a SILTSTONE --! — - L- - R. ..., . .. 7N4W�!IN., L'�C+YC,'.I�-Jr�a•N1�•'I.,... ....._ 4•...;•,. ^ ..i- 2..: .s :-4.-:'':•••"..- '. •.i •..'. ... .-... •'•''' .r` V. ! irv'.. I — ; : :, , •_ :'.ti,: ',r: ,F; :: _ ..,.,y.,'}; 9.. ,•,• ~ j......,-,.. ; '-, ;, ... „ . � ti DENSE, SILT, LT5TQNE — ... -• .. _ ..i •; •' - r• .b'e,� K ,;.,::; 7•y r. �C� -t -• f ti:: 1•}�•• .�J •g - "::'�.:.,, •f',5+ i ','l.r•.,:;; ....,;, ••. ,••: `[. C .. •_ ' .. 1,.1,-'..�:"�,', e . �; h• '" ` , , ... - ,: i: '•� .. ANDOLAI'STONE, LAYERS OF LIGNITE THIN _ •—.-.L SAND — I— I I I I I L L J I TD:104.0' • 4 DENSE, CLAYEY WITH UGNI I TE SILTS — _ I -1-1 III III III III III II 1 11IfIII �� I -II 1 III III I FIJI- III III III III 111(111 1IIIIIIIIIIII h 0+00 WEST LEGEND NWE-01 TP-1 TW-1 GP -16 KL KFH Geotechnical Boring Temporary Piezometer Temporary Well Gas Probe = Top of Laramie FM = Top of Fox Hills Sandstone V Undisturbed Sample Groundwater Level (May 2016) jWell Screen = Predominantly Sand and Sandstone _ J = Planned Base Grade (WM 2012) NOTE: See boring records for detailed description of subsurface material IB i qi lair ", is IMO , iii,L411: zwaianassztamiaminottuesmeesi lid II k'Ll�NMWatichill illingillitillilliiidiMika k ....„Lirmy i.ii te { b. =*.lI`,IA _ See Figure 2 For Cross —Section Location Cross —Section 8-8' is aligned with east —west coordinate line 459250 300 a 150 140 130 120 110 100 090 080 070 060 050 040 030 020 010 000 990 980 970 41 +50 EAST 300 600 SCALE: 1"= 300' VERTICAL EXAGGERATION OF 1OX WASTE MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC. PROPOSED NORTH WELD LANDFILL UNIT 2 AU LT, WELD COUNTY, COLORADO ✓ M IraNIFt a>• 'h1rL'r R FIGURE 5 CROSS-SECTION B -B' APRIL 2016 515 514 513 512 511 0 I_ 510 cc > 509 LLI w 508 507 506 505 504 0+00 WEST LEGEND NWE-01 TP-1 TV -1 GP -16 KL G 0h -III IllI1111III III III llI1 III III1I1IIIII III IJi-1 IIiIIiI ililIII Ilt1itl- I.. III 11I1I�I �H-HI1IIf--H-t�--t�-t1It-I--t-I�-tI11I1t-H--HH-I-f iIi IilIili HI III III HI NWE-1 ELEV 5144.2 EXISTING GROUND SURFACE ~ I- I— r NWE-2 SOILAYEY ELEV: 5129.2 STIFF4 SILTY SILT --___ TOP SOILI BROWN SILT , ',:' `?JfEr INE SAND `.': •ate. CLAYEY SILT NWE-4 ELEV: 5118A NYIE-7 ELEV; 5111.0 •��..' f,, "••,; �,�, ..:. ^.., .a a .. w':;! :h. ...- '.' C. _~ 'k _ "•. , d;,.:i : .,.,,. .�;-'.;, '.':?.,;_:.•.•:.1 :. .,..,...,..-':•a, ':":LP''' , ..:a'. , ,,. , .",., ^„1.r: c. '-E �'V"i••'i ILT ;..!•-•4. WITH ..a FINE SAND — TOP SOIL -- NWE-10 ELEV; 5105,4 — .;�`,'::.''.• �,?�<•'<:;,: .. -' '' °:+' .:,�., ., ;' -•::.ri r. -•`'s�' FIRM FINE SANDY SILT SOIL PLWVNECiETAS[GRADE . _ ,> :.. ;_..:_?.., — :: -...•• >; ' s"' WRY STIFF. CLAYSTONE - —_ :•;,z,:..9-,,,••••• RY HARD, SILTSTONE � CLAYEY SILT E SANDY SILT - SOFT/FIRM SILTY CLAY -- TOP RRM. SOIL CLAYEY SILT NWE-13 E� ' 9 '7 :.;M - SILTY CLAY _. NWE-16 _ ..` .•„''� ,> x t3.:•^ NoVERY <. .' •'•;:.: 1 '.. HARD CLAYSTONE VERY HARD, CLAYSTONE __ — " k ELEV: 5088.3 ,.::.. r..:: ', 'Y '1,.': . ,>. r,T.' .' . , (..::'.a j• •- ; i 1,:-.2'...s.:.' DENSE, VERY FINE SANG _ - ' TOP SOIL NWE-20 ELEV 5487.7 -v. .-:..,, . -115 44:5`:.`.'“/. ...--c,-",,,.:4‘...; ; .. ' -r;•,.:A -. `' 4.'; *::, 4 ,,,.:4‘..:'' �:.r.;:+; ..V:';, ' �.' •....'7.:*:.: .;.. ::: a.:..a •., VERY ,IRY, HARD, SILTY CLAY E STIFF, FINE SANDY —in-VERY f4Al ND _ �,.•1.:.'. TOPSOIL `��I- ,- ' . ,.. ,. .."- ..: - � • • •- Ih b Y r F?�4RD:� , � ..• ::Flit(>�:?AN1J•� '•::. , ,:.' . y:..�� •".•:•• FINE SAND '`�.: .. ... •a ..:,�,. :.a� n..-•. c'. '.•=: �•. . �.. '" '� I' "..•• T. - 0 �jr 'Li�N,JG�..��4�1 : II ,/y. jllig f J . •C i1�4G'-,,S'��L'l.'-, .:'a"•,. • ; :: , ��:} } 6t 1L �• ;c`�•*7•�7,., `'.• •' -r -SE SANd S1IFF CLAYEY SILT H€7u1 � .j-;.`•::.• ti�`1 :_„~ ,.-• TD_35 5' .••h�a' •`' 'M1::,,?.} .:DCJME'.-Piktr.c&AK'P :•''' __Li.— ,,.1;i141 �.' f:. I..:: � - '>' E IC•J�[, —M SET I-- I— —CLA Y S — .....:, ,`••;•{ty: 4� ;y�� • 4' - w�p�: �. • . TO DENSE. AND ,�1 — VERY STIFF, SILTY CLAY UNDISTURBED SAMPLE LOCATIONS _ Y SILT, SILTSTONE 9Th TD: 31.0' TD: = SOFT, 31.0' SILT son, CLAYEY _SW SILT LT VI/ GRAVEL 1 1 1 1 1 III III I I III III 1 III I I I I I I I I l l 1 1 1 I l l I I I I I I I I I I L -L. -III I III lit 1 -I_I- -I I I I I I I I I I I I I I I I I I I I I I -I - I I I I ' I I I I I__ I I iI I III I I 1 TD:31.0' I--�-I _-I. I I I I I I I I I I I in 1 I I I I 1 1 1 1 1 1 1 1 1 I I I 1 1 1 I I I I I I I 1 1 I I 1 1 7 in I iii I iii I I I I in I I I I I- iii I- I I iii I I I I in in I , I I. 1 1 i-1-I I I I I I I I I in I I I I I 1 Geotechnical Baring Temporary Piezometer Temporary Well Gas Probe = Top of Laramie FM K FH = Top of Fox Hills Sandstone Undisturbed Sample i Groundwater Level (May 2016) Well Screen = Predominantly Sand and Sandstone _ �} = Planned Base Grade (WM 2012) NOTE: See boring records for detailed description of subsurface material w iIFERIPPIEWIlliffirniteall re «. .- II n iiMIESI[zi 2 I' y,4 BILMENIIMMINGEThita LIAMIRAVII Mil UM MillitIUMI WAVIER! Mk I' _m_le._-...--,1M ky.LIILIh111fikin ll 01,114 la y See Figure 2 For Cross —Section Location C' Cross —Section C —C' is aligned with east —west coordinate line 458750 300 0 300 150 140 130 120 110 100 090 080 070 060 050 040 43+50 EAST SCALE: 1"=300' VERTICAL EXAGGERATION OF 10X 600 WASTE MANAGEMENT DISPOSAL SERVICES OF COLORADO, INC, PROPOSED NORTH WELD LANDFILL UNIT 2 AULT, WELD COUNTY, COLORADO FIGURE 6 CROSS—SECTION C —C° APRIL 2016 D 51B 517 516 515( 513 512 511 O I - 5O9 LLI 5O8 W 510 5O7 5O6 5O5 5O4 5O3 5O2 501 500 O+O0 WEST LEGEND NWE-01 TP -1 TW-1 GP -16 KL III Hi i Hid H1 I1HI if H NWE-21 ELEV; 5.594.6 /IP-2 L — ELEV.51 O.8 EXISTING GROUND SURFACE - I SOIL TOeK PILE :. - — y -r @R4'AN GLAY`CNEL—SILT — — 5 LiI.FIIJF.Q93k�1`E.r.l(C'J^: ':•j.a L 5,:, • ,.' ;.r,:'s• ?DC: •./...... '.,a:...., IELEV:5123.0—'I 5 IL 5T+*; PILE AF L,AYE`f SILT (aILTSTR ''' F .�''. J -'' ;' — - ., 1 1:: I : _..;.:... ' ' (ABkt1Df1MFD�I SO L STOCK PILE ' 1. :- :.§IE; - .' RVIkriN , • •..i.., -,:0 J..:-i,'.. `r e •. �. ' ,P-17 ELE':f: 5111_ — — H- ti. ;,i:7,. CL� -1 1 1 - y l t I': I ~ ��— .i ILTY COA' '•'•••• - d. ,.:•••fr. I. .'.'•:r, i. 4�4:.::". L` L CAP —•I$ ELEV.' S�U=u'� ELEV:5102.5 —1 `�r� -:'.''i , HARD CLAYSTnN ' , -4I ;`-''' • i.„:, `..:;.y'"h'<.`. ...L--- -RIB UTEP 'f-';'- L fµ s -L _ --.:44_,..,•, UNDISTUR@ED SAMPLE SILZi5TbNE AND -TONE _ :;;• `• s:: — ;: ,•--- .i : L•',;;:.,L J '... 'r•, •....,......: 'r*3`,;•; ^= ; :. L J >; , [ ._.,L .' 14.} ..'' ,•.,,_ L_.• -i. ; .,,., },.''.�!..‘7.1:35 }.�._.. .. J'•,"�"f. CLAYS ^.: J ;,;'� ..7:i..:..., . .. , SAh7D �c . 591E—TY GLAY i ht BASE OF STOCKPILE GP -15 ELE ! 5.01}2.0 - I ,. �•�_ T J, ..1y,CJ� :1'J.VFJ,'4� , . p `..L-'� D�i _ �.:'•:"' ~• yes @� l-9A191�rti'�" • •• •e.. 'ar, . 5 • .. M• a ni.; •• 'fL;, LOCATIONSL1...:. n V-''I;r•: •�� CLAYS Tg �', SEND 1� _ . i,•A. 1 .-a.: -�_ _ , _:. .f I :4;•. •. . , Y+•-•,-..:.-c.;:A—...:;•:-...:-;:,...:.. `'-.1.:.�'t:'.-C ; ..�-. .'1• ... ..f<� ; L, t � - � ' �_. .• •,: ; i=...l`'.;;: ,. � �i r ;; ••,:-•••••-•-.. .•1911. • . �,.. C.;+.a._ ••i. ?-.::L,Y::r' ..I' ;F'�l-h:••74'�s� ,a .. '' .,.--L.., ::,..:.;, •' .. -LfkNNE � BASE �RAQE - — "^—� fr, ° ; +r-,. � CLAY _ k NWE-19 ELEV: 5081.3 —f //L,' ' r�.l! =a 7D:4d.Gr GLAI'STONE �< .,_.' . ': .•1 I' ../ '.. -i;.; ;.: :. .f'11 ,, :.:.f J J'.'f'.iI '•' f �; : .I:. J. '. 2....1..r.., -Ii • ` e _ t.• �•. .t •-- IP!11yyr ' ' .•LJ' � - ''. Sfl. �--I••-i�r CL' +ICE.. {' I •, V • `i • I t S §�I ,;•d;'t. .. ..'.'�..: 41�i` • L t_. : il..`,:•.: ~ ;' '",�Y�. V. 1.....9...• ''L.• ' ..'r: . ,.I -1'f•^ -. •:;•.:-,'...; ,: i H-a3--�.;•-kr '':I e.. a :1- 1. 1;:pt �`..s.mp; y,_:.' L.. � T y.. .� ~ 1. _ ,,_ • , I r — TW-19 I L' 3D.D - VE.R' ! St; SAND ' +t',jEt', %_r SILTSTON :h f. ,•,::-�I'r•-, • .yip' h `. .'..• 0': I�.e�,_F;.- -L ` ` ..' . T'.'1':.•'..,- L;-''. ' r _. 1 crt4f _• ,i:' ( I. .• .'n ..• •--f`Q--, .-AR'S@.:istimpi.:, "':-...i r-sj.a1. J ••. i, .. ; ,f ;;',•!7-::` '..- .. _ _ L_ ELEi. 5073.2 — , • '',..• ••1. - S°FT. GLA Y SILT :1.4. .,[ 1. 7a' _,_•f!I-L.,- ` --"- 1 - _ 80.0• . x. ' i ."` r .r .'.1.:::."./:. ,.. ;•,t/;":. ..S, �''a'• -'fir"" , .....,::1, ':. `J' f ' ° "'- FIRM, GLA Y SILT FIRM, SILTY C Y - CLAYS -TONE• Tit 4a . :'�_..; ::.:}:;:.. •e.' ` a: -....;:':.` ;.- . _ ris-a; STIFF. SA'DY SILT •.-- ' - - — ^*< :'7••}: 6 3I 0' TD: ' -• 1 .. . ' FIRM. CLAYEY . . SAND — ..................................................-' ...': —_ STIFF CLAY J 1 11 I I I III I I I I III III Ill- III I -H H I T0: 159. I }' +I -I III- I+ I-I--i-I-H ++ I I I I I III III III 1 7C:': g II 8-56 I- I -I- I -H I-1-I-i -I I Geotechnical Boring Temporary Piezometer Temporary Well Gae Probe = Tap of Laramie FM KFH = rap of Fax Hills Sandstone Undisturbed Sample 2 Groundwater Level (May 2016) 'Well Screen = Predominantly Sand and Sandstone _ = Planned Base Grade (WM 2012) NOTE: See baring records for detailed description of subsurface material D rflWUcit7M111 fliNIRF,prerrayommziarird I kilitlattiElte ozammskvinniawit is‘. 1 Viii itili ilnalititlftillaiW, _`, Wii.,",wacm"r"r ---s-au_ar..--4•0, 'It,. 710iiiii ♦flag_ ;�f-.._o.e - — - .: _ ■.. —M �Rlfllta ---......—.—.M---i--! rant - I-� See , :ee Figure 2 For Cross —Section Location D' Oross—Section D —D' is aligned with east —west coordinate line 458250 300 0 .130 10 1 CI 150 140 130 170 11 1 O f] O9O O8O O6O 050 O4O O3O O2O O1O QQQ 45+OO EAST 600 SCALE: 1 "= 30ar VERTICAL EXAGGERATION OF 1OX WASTE MANAGEMENT DISPOSAL SERVICES �: J�J OF COLORADO, INC. PROPOSED NORTH WELD LANDFILL UNIT 2 AU LT, WELD COUNTY, COLORADO 5,,W1 IJiri PL!S FIGURE 7 CROSS-SECTION D -C!1 APRIL 2C'1 FIT COUNTY R!GDNAL LANDFILL IA,Y GULCH LANDFILL WEST QARFIE1QV11 LAN J CRSON COUNTY L.ANDF L LMIMM COUNTY LA*DF1LLI. �Vow NY to NIL NM LANDFI LLI DENVER REGIONAL LANDFILL tI rn SOLID vAII,STEteirER 6HAFFELcOUrr LANDFILL FOUNTAIN LA ImoG-UA COUNTW LANDFILL, 4iNTEZUMA COUNTY LANDFILL' _ OSTRANGE ANOFILL 'TOWER LANDFILL Ric C _ l AOf'r *SE LA.i�DFI� �C�+ . ■ : NER"1�4Oi8 11 IC COUNTY LANDFILL I%N COUeY LANDFILL VittPUNGTON COUNTY LAN S EAST NeDIONAL NOM NADU SPRINGS L*NCOLLi ANION LANDFILL TRCINDA I LANDFILL ;SP INGFIELD SACS: SWIFT RIVER ENV RONMIEb1TA L SERVICES, LLC From: Final Guidance Document, Water Balance Covers in Colorado, March 2013 Figure 8 Colorado Landfill Ecotone Map 3.0 ft 3.5 ft "soft 30 nuuwgonu IDAkr I S 7 70 90 looAral WAYS Alt& AWAY 8 SAVA% TA I FAVATA cWy Vat �•V••••I Average Grain AYATAAY,Size Distribution a FS= NWLF Unit 2 Area I !WAN rP4,0 I I sandy Q ° j S '' ►''mssMIVA A z VATATAITAU 111 loam AVAY P VAIL J d TA. 1 R 7417;;' \ AIWA ASWA AT :TAISSABITAL ,r) P v �`.f V;I y 0 - Sand Separate. % u� O it? ask a' SWIFT RIVER ENVIRONMENTAL SERVICES, LLC er,lailia--"mis.W. /re From: Final Guidance Document, Water Balance Covers in Colorado, March 2013 Figure 9 Ecozone Tri-Linear Graph Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 APPENDIX B TABLES Table 1: Estimated Elevations and Drilling Depths Table 2: Boring Details Table 3: Piezometer Details Table 4: Test Pit Details Table 5: Soil Test Summary Table 6: Compaction Test Results Table 7: Consolidation Test Results Table 8: Direct Shear Test Results Table 9: Triaxial Shear Test Results Table 10: Permeability Test Results Table 11: Soil Water Characteristic Curve Results Table 12: Agricultural Parameters Results Table 13: Cation Exchange Capacity Results 152047 FINAL Report of Geotechnical Investigation North Weld Landfill Unit 2 TABLE 1 Estimated Elevations and Drilling Depths December 2016 Boring Number Approximate Ground (Ft Elevation MSL) Top of Liner Elevation from 2012 Base Grade (Ft MSL) Base of Liner Elevation Assume 3 -Feet Thick Soil Liner (Ft MSL) Approximate Depth to Base of Liner from Ground Surface (Ft BGS) Target Boring Depth (Base of Liner + 20 Feet) (Ft BGS) Explanation NWE-01 5139 5118 5115 24 44 NUDE -02 5129 5114 5111 18 38 NWE-03 5121 5107 5104 17 37 NWE-04 5120 5108 5105 15 35 NWE-05 5116 5101 5098 18 38 NWE-06 5112 5098 5095 17 37 NWE-07 5113 5100 5097 16 36 NWE-08 5109 5094 5091 18 38 NWE-09 5105 5093 5090 15 35 NWE-10 5103 5094 5091 12 32 NWE-11 5100 5088 5085 15 35 NWE-12 5097 5086 5083 14 34 NWE-13 5094 5087 5084 10 30 NWE-14 5094 5082 5079 15 35 NWE-15 5087 5079 5076 11 31 NWE-16 5088 5080 5077 11 31 NWE-17 5084 5075 5072 12 32 NWE-18 5079 5073 5070 9 29 NWE-19 5081 5075 5072 9 29 NWE-20 5082 5074 5071 11 31 NWE-21 5165 5113 5110 55 75 On soil stockpile along NWLF north side NWE-22 5140 5100 5097 43 63 On soil stockpile along NWLF north side NWE-22a 5150 5094 5091 59 79 On soil stockpile along NWLF north side NWE-22b 5158 5107 5104 54 74 On soil stockpile along NWLF north side NWE-23 5140 5088 5085 55 75 On soil stockpile along NWLF north side Notes: Ft MSL = Elevation in feet above mean sea level Ft BGS = Feet below ground surface 152047 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 TABLE 2 Boring Details Boring Number Ground Surface Elevation at Planned Boring Location Ground Surface ce Elevation at Actual Boring Location (Ft MSL) Top of Liner Elevation at Actual Boring Location (Ft MSL) Base Grade Elevation at Actual Boring Location (Ft MSL) Depth to Base Grade from Ground Surface at Actual Boring Location (Ft BGS) Actual Drilled Boring Depth (Ft BGS) Undisturbed Sample Depth Ft BGS) (Ft MSL) NWE-01 5139 5140 5119 5116 24 44.5 24-24.5 NWE-02 5129 5129 5114 5111 18 38.5 18-20 NWE-03 5121 5121 5107 5104 17 37 17-19 NWE-04 5120 5119 5106 5103 15 35.5 17-17.7 NWE-05 5116 5115 5099 5096 19 38.5 18-20 NWE-06 5112 5112 5098 5095 17 37 17-19 NWE-07 5113 5111 5098 5095 16 36 17-19 NWE-08 5109 5107 5092 5089 17 38 18-20 NWE-09 5105 5102 5093 5090 13 36 17-19 NWE-10 5103 5105 5095 5092 13 34 14-16 NWE-11 5100 5102 5089 5086 16 36 17-19 NWE-12 5097 5099 5087 5084 15 36 14-16 NWE-13 5094 5094 5087 5084 10 31 14-16 NWE-14 5094 5094 5082 5079 15 36 17-19 NWE-15 5087 5087 5079 5076 11 31 14-16 NWE-16 5088 5088 5080 5077 11 31 14-16 NWE-17 5084 5084 5075 5072 12 32 14-16 NWE-18 5079 5079 5073 5070 9 32 9-11 NWE-19 5081 5081 5075 5072 9 31 9-11 NWE-20 5082 5082 5073 5070 12 31 12-14 NWE-21 5165 5165 5114 5111 54 76 57-59 NWE-22a 5150 5151 5094 5091 59 80 59-59.25 Notes: Elevations are estimated from NWLF Expansion Area topographic map Base Grade Elevation is based on assumption of 3 -feet thick soil liner system Ft MSL = Elevation in feet above mean sea level Ft BGS = Feet below ground surface 152047 FINAL Report of Geotechnical Investigation North Weld Landfill Unit 2 TABLE 3 Piezometer Details December 2016 Piezometer Boring Date Drilled Depth Drilled (Ft BGS) •. Well Bottom (Ft BGS) Screen Bottom (Ft BGS) Screen Top (Ft BGS) _ Sand Top (Ft Pack BGS) Bentonite Pellet Seal (Ft BGS) Top Annular Seal TP-01 NWE-08 2/17/2016 38 34 34 29 27 25 Bentonite chips to surface TP-02 NW E-21 ,. 2/18/2016 '0 76 76 76 66 64 62 Bentonite chips to surface Note: Ft BGS = feet below ground surface Bentonite pellet seal hydrated, bentonite chips to ground surface not hydrated 152047 FINAL Report of Geotechnical Investigation North Weld Landfill Unit 2 TABLE 4 Test Pit Details December 2016 Test Pit Depth (ft bgs) Date Excavated Description Notes 1 2-4 3/22/2016 Clayey silt Selected possible for LINER modified material Proctor and and for CEC permeability testing testing as 5-7 3/22/2016 Silty clay Not tested 2 3-5 3/22/2016 Clayey silt Not tested 5-9 3/22/2016 Silty clay Selected possible for LINER modified material Proctor and and permeability for CEC testing testing as 3 3-5 3/22/2016 Silt, clayey silt Selected and Agricultural for modified Parameters Proctor testing testing as possible COVER material 5-10 3/22/2016 Silty clay Selected for permeability testing as possible LINER material 4 2-6 3/22/2016 Silty clay Selected and LINER Agricultural for material modified Proctor Parameters, and testing as permeability possible COVER testing material as possible 6-12 3/22/2016 Clayey silt Selected Parameters for testing as possible and SWCC testing COVER material, Agricultural 5 2-6 3/22/2016 Clayey silt/silty clay Selected for permeability testing as possible LINER material 6-10 3/22/2016 Clayey silt Selected Parameters for testing and as possible SWCC COVER material, testing Agricultural Notes: CEC = Cation Exchange Capacity Agricultural Parameters = pH, Sodium Adsorption Ratio (SAR), Electrical Conductance (EC) and Total Organic Carbon (TOC) SWCC = Soil Water Characteristic Curve 152047 FINAL Report of Geotechnical Investigation North Weld Landfill Unit 2 TABLE 5 Soil Test Summary December 2016 Sample Sample Depth (Ft BGS) Sample Type USCS USDA Textural Class Moisture Content (%) Percent Retained Plastic Limit Liquid Limit Plasticity Index Gravel Sand Sub #200 Sieve Silt (estimate) Clay (estimate) NWE-01 19-24 Continuous SM Sandy Loam 8.2 0.0 77.5 22.4 13.4 9 NP NP NP NWE-02 NA NA NA NA NA NA NA NA NA NA NA NA NA NWE-03 24-29 Continuous SM Sandy Loam 5..9 0.0 65.4 34.6 25.6 9 NP NP NP NWE-04 9-14 Continuous CL Loam 10.2 0.3 38.0 61.6 40.6 21 14 34 20 NWE-05 9-14 Continuous CL Silt Loam 14.5 0.1 21.4 78.6 53.6 25 13 34 21 NINE -06 9-14 Continuous CL Silt Loam 14.0 0.0 13.7 86.4 60.4 26 14 35 21 NINE -07 14-17 Continuous CL Sandy Clay Loam 11.1 0.4 47.1 52.5 27.5 25 12 29 17 NINE -07 17-19 UD CL Loam/Clay Loam NM 0.3 39.6 60.1 33.1 27 15 28 13 NWE-08 18-20 UD CL Clay Loam NM 0.1 44:1 55:8 23.8 32 14 28 14 NWE-09 17-19 UD SC Sandy Loam/Sandy Clay Loam NM 0.7 61.4 38.0 18.0 20 NP NP NP NWE-10 NA NA NA NA NA NA NA NA NA NA NA NA NA NWE-11 NA NA NA NA NA NA NA NA NA NA NA NA NA NINE -12 14-16 UD CL Loam NM 1.5 41.4 57.1 40.1 17 12 29 17 NWE-13 9-14 Continuous CL Silt Loam 13.3 0.0 15.8 84.2 61.2 23 14 33 19 NWE-14 9-14 Continuous CL Silt Loam 12.8 0.0 20.5 79.6 55.6 24 14 34 20 NWE-14 17-19 UD CL Clay Loam 14.1 0.0 30.3 69.7 33.7 36 15 34 19 NINE -15 NA NA NA NA NA NA NA NA NA NA NA NA NA NWE-16 14-16 UD CL Silt Loam NA 0.0 24.5 75.5 55.5 20 15 30 15 NWE-17 NA NA NA NA NA NA NA NA NA NA NA NA NA NINE -18 NA NA NA NA NA NA NA NA NA NA NA NA NA NINE -19 NA NA NA NA NA NA NA NA NA NA NA NA NA NWE-20 9-12 Continuous CL Silt Loam 14.1 0.0 19.8 80.2 54.2 26 13 33 20 NINE -21 NA NA NA NA NA NA NA NA NA NA NA NA NA NWE-22A NA NA NA NA NA NA NA NA NA NA NA NA NA Test Pit #1 2-4 Grab CL Silt Loam NM 0.5 18.6 81.0 62.0 19 14 36 22 Test Pit #2 5-9 Grab CL Silt Loam NM 0 18.2 81.8 57.8 24 13 35 22 Test Pit #3 3-5 Grab CL Loam NM 0 46.7 53.3 34.3 19 16 29 13 Test Pit #4 2-6 Grab SC/SM Sandy Loam NM 0 73.8 26.2 9.2 17 NP NP NP Test Pit #5 NA NA NA NA NA NA NA NA NA NA NA NA NA Average Values (Test Pits #1-#2) 0.2 18.4 81.4 59.9 21.5 13.5 35.5 22.0 Average Values (Test Pits #3 -#4) 0.0 60.2 39.8 21.8 18.0 16.0 29.0 13.0 Average Values (Test Pits #1-#4) 0.1 39.3 60.6 40.8 19.8 14.3 33.3 19.0 Average Values (NWE-1 through NWE-22A borings) 0.2 37.4 62.4 39.7 22.7 13.7 31,8 18.0 Notes: Ft BGS = feet below ground surface Continuous = Disturbed grab sample from 5 -foot continuous core sampler USCS = Unified Soil Classification System PCF = pounds per cubic foot NA = Not Analyzed NM = Not Measured NP = Non -Plastic UD = Undisturbed soil sample (thin -wall tube) Grab = Grab sample from backhoc bucket 152047 Clay percentage estimated from grain size graph; silt percentage calculated from (fines% -day%) FINAL Report of Geotechnical Investigation North Weld Landfill Unit 2 December 2016 TABLE 6 Compaction Test Results Sample Location Sample Depth (Ft BGS) Optimum Content {%) Moisture Maximum Density (PCF) Dry 2-4 13.1 119.0 Test Pit #1 5-9 12.1 122.2 Test Pit #2 3-5 11.6 121.8 Test Pit #3 2-6 11.2 120.3 Test Pit #4 Average 12.0 120.8 � Notes: Test performed by Modified Proctor Test ASTM D-1557, Method A Ft BGS = feet below ground surface PCF = pounds per cubic feet 152047 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 TABLE 7 Consolidation Test Results Overconsolidation Ratio (OCR) Sample Location Sample Depth (Ft BGS) Sample Type(PCF)Overburden Wet Density Overburden Depth (ft BGS) Present Effective Pressure (PSF) preconsolidation Pressure (PSF) OCR NWE-8 18-20 UD 107.6 19 2044 2138 1.05 NWE-16 14-16 UD 90.8 15 1362 1412 1.04 Compression Index (Cc) Sample Location Sample (ftBGS)Type Sam1e p Li Limit Method Average uid Slope ratio void p lot Skempton Low Plasticity Soil NWE-8 18-20 UD 28 0.22 0.162 0.158 0.18 NWE-16 14-16 UD 30 0.21 0.180 0.338 0.24 Swell Index (Cs) Samle p Location Sample Depth (ftBGS) Sam le p Liquid Limit Method Range 1/10 Cc 1/5 Cc Nagaraj and Murty Type NWE-8 18-20 UD 28 0.018 0.036 0.034 0.018-0.036 NWE-16 14-16 UD 30 0.024 0.048 0.037 0.024-0.048 Notes: Test performed by ASTM D-243 5, Method B Ft B C S = feet below ground surface UD = Undisturbed sample PCF = Pounds per cubic foot OCR = Overconsonsolidation Ratio PSF = Pounds per square foot Cc = Compression Index Cs = Swell Index Geotechnical Criteria from Das (2002), Principles of Geotechnical Engineering Slope void ratio plot = Method to calculate Compression Index from Das (2002) Skempton = Skempton (1944) method to calculate Cc, presented in Das (2002) Low Plasticity Soil = Method to calculate Cc from Das (2002) Nagaraj and Murty = Nagaraj and Murty (1985) method to calculate Cs, presented in Das (2002) 1/10 Cc and 1/5 Cc = Method to calculate Swell Index from Das (2002) 152047 FINAL Report of Geotechn ical Investigation North Weld Landfill Unit 2 TABLE 8 Direct Shear Test Results December 2016 Sample Location Sample (Ft Depth BGS) Sample Type Remolding Parameters Peak Shear Stress Friction Angle Peak Shear Stress Cohesion (PSF) Utimate Friction Shear Stress Angie Ultimate Shear Stress Cohesion (PSF) Maximum Density 0/0 Dry %%% from Moisture Content Deviation Optimum Normal Stress Loads Test Pit #2 5-9 Grab 97 2.5% below 25, 50,100 PSI 26.4° 905.2 27.0° 540.7 Test Pit #3 3-5 Grab 85 2.5% below 1, 2, 4 KSF 29.9° 157.0 30.E 108.0 Notes: Test performed by ASTM D-3080 Ft BGS feet below ground surface PSF = pounds per square foot PSI = pounds per square inch KSF = kips per square foot 152047 FINAL Report of Geotechnical Investigation North Weld Landfill Unit 2 TABLE 9 Triaxial Shear Test December 2016 Sample Location Sample (Ft BGS) Sample Laboratory Sample Stress Condition at Maximum Deviator Stress (PSF) i a3 a1 a'3 all 1 C °'undrained - , c °drained Type Test NWE-09 17-19 UD A 11,520 20,827 3,273 12,580 0 16.7 0 36.0 B 5,760 9,160 1,138 4,538 0 13.2 0 36.8 C 2,880 5,257 1,037 3,414 0 17.0 0 32.3 NWE-14 17-19 UD A 11,520 18,181 3,970 10,631 0 13.0 0 27.1 B 5,760 9,416 2,736 6,392 0 13.9 0 23.6 C 2,880 4,980 1,238 3,338 0 15.5 0 27.3 Notes: Test performed by ASTM D-4767 ft BGS = feet below ground surface psf = pounds per square foot UD=Undisturbed 152047 FINAL Report of Geotechnical Investigation North Weld Landfill Unit 2 TABLE 10 Permeability Test Results December 2016 Sample Location Sample Depth (Ft BGS) - USCS Initial Moisture Content o Initial Wet �. Density (PCF) Initial Density (PCF) Dry Permeability (cm/see) Sample Type 17-19 UD CL 10.8 101.1 91.3 5.2 x 10-3 NWE-7 NWE-12 14-16 UD CL 11.2 100.3 90.1 2.1 x 10-3 Test Pit #1 2-4 Remolded CL 15.4 131.3 113.8 2.5 x10-8 Test Pit #2 5-9 Remolded CL 14.4 135.3 118.2 6.8 x 10-8 5-10 Remolded CL* 14.2 133.0 116.4 1.1 x 10-7 Test Pit #3 Test Pit #4 2-6 Remolded SC/SM 13.5 130.9 115.3 2.8 x 10-7 Test Pit #5 2-6 Remolded CL/NL* 14.4 133.5 116.7 1.3 x 10-7 Notes: Permeability test performed by ASTM D-5084, Method D Ft BGS = Feet below ground surface UD =Undisturbed sample USCS = Unified Soil Classification System PCF = pounds per cubic foot cm/sec = centimeters per second * = USCS based on visual description 152047 FINAL Report of Geotechnical cal Investigation North Weld Landfill Unit TABLE 1 Soil Water Characteristic Curve December 2016 Location (Ft Depth BGS) Type Van Genuchten Parameters er ,� Wilting Point Field Capacity alpha n m Test Pit #4 6-12 Remolded 0.01 1.22482 0.18355 0.0 0.377 0.122 0.284 Test Pit #5 6-10 Remolded 0.006 1.24000 0.19355 0.0 0.408 0.144 0.313 Notes: Test performed by ASTM D-6836 Ft BGS - Feet below ground surface van Genuchten parameters in centimeters 152047 FINAL Report of Geotechnical Investigation North Weld Landfill Unit 2 TABLE 12 Agricultural Parameters Results December 2016 Sample Location Sample Depth (Ft BGS) Sample Moisture Content (%) soil pH Sodium Adsorption Ratio Specific Conductance (urnbos/cm) Total Organic Carbon (g/Kg) Type Pit #3 3-5 CoverTest Material 8.9 9.1 ND 390 ND Pit #4 2-6 Corer Material 8.3 9.1 ND 330 ND Test 6-12 Material Cover 11.3 9.1 2.5 400 ND Pit #5 6-10 Corer Material 11.5 9.3 4.2 550 ND Test Notes: Sodium adsorption ratio by USDA Method 20B Specific conductance by Method SW -846 9050A Ft BGS=feet below ground surface umhos/cm= micromhos per centimeter 152047 FINAL Report of Geotechnical Investigation North Weld Landfill Unit 2 December 2016 TABLE 13 Cation Exchange Capacity Results Sample Location Sample Depth (Ft BGS) Sample Moisture Content (%) Cation (meq/ Exchange Capacity 100 gram) Type NAIVE -4 14-17 Liner Material 6.9 8.9 NAVE 14-18 Liner Material 7.7 9.9 -8 NAIVE 9-14 Liner Material 12.6 15.0 -12 NWE-17 9-14 Liner Material 12.3 14.0 NAVE 17-19 Subgrade 23.2 11.0 -4 NWE-8 19-24 Subgrade 9.1 10.0 NAVE -12 14-19 Subgrade 11.E 10.0 NAVE -17 16-18 Subgrade 10.1 12.0 Pit #1 2-4 Liner Material 13.6 17.0 Test Pit #2 5-9 Liner Material 12.5 15.0 Test Notes: Cation Exchange Capacity performed by Method SW -846 9081 Ft BGS=feet below ground surface nneq/ 10 0 gram = milliequivaients per 100 grams of dry soil 152047 FINAL Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 APPENDIX C BORING LOGS PIEZOMETER $c WELL INSTALLATION RECORDS 152047 FINAL Estimated Ground Surface: 514'12' TOPSOIL: SOFT, brown (10YR 5/4), clayey SILT with roots, moist Soil Boring Record Location NWE—O 1 Coordinates: N 458654, E 21858 Drilled By Drilling Engineers Drilling M Logged By PAZ Checked E Installation Date February 10, 2016 DEP (Fe{ 40 45 50 55 60 65 70 75 80 rH 'tDescription USA Graphic �c Interval Sample Recovery Odor SPT Borehole Abandonment Di t � very dense, brown gray (5YR 6/4), very . fine—grained silty SAND, with hard weathered SILTSTNE fragments SM--Chips ,.. . .. s.5 • . NO 50 Bentonite . • 4 B.T. @ 44.5' SWIFT RIVER ENVIRONMENTAL SERVICES, LLC Pill eet) 40 45 50 55 60 65 70 75 80 Soil Boring Record Location NWE—D1 Coordinates: N 458654, E 2185896 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By CRS Installation Date February 10, 2016 Page 2 of 2 DEPTH (Feet) USC rLog ic ntervai Rerc+ •y Odor s T Borehole Abandonment DI 0 0 Estimated Ground Surface: 5129.2' TOPSOIL: Soft to firm, brown (10YR 5/4), clayey SILT, roots in upper 12 CL/ti h IL opt • ..• .//: . .. • / ///k ' •, ... • • 48" 60" 43" 45" 18" 22" 36" 34,. 6as 36" " NO NO NO NO 24 1 50 50 M 13.0' ,0 ,0 ,� N N N, N \N S. N N ti 1/41/4 ti \ N 1/41/4 i, is, ti 's Ds N ` -w—Drill Cuttings 1.0 5 — Soft to firm, brown (10YR 5/4) silty CLAY CL +.0 9brown Soft, tan (10YR 8/2), mottled with rust and grayclayey SILT .0 — Medium dense, gray and rc wn (10YR 7/4). silty very fine— grained SAND with clay and minor gravel SM 10 — I- e e e r Bentonite -- Chips 15 — 19.5 Firm, brown gray mottled (10YR 5/4), sandy SILT and CLAY, damp TOP OF LARAMIE FM CL ./1/4 / A/4). 20 Very stiff, olive gray to dark (5YR 3/2), laminated, weathered, mottled CLAYSTONE with rust, lignite streaks ...3" yellow fine—grained sand lens with calcite @ 28.25' to 28.50' — 25 29.0 Hard to very hard, dark brown gray mottled (5YR 5/2), weathered laminated CLAYSTONE damp 30 — — 32.0 Hard, yellow (5YR 7/2), fine—grained SAND, dry ...hard, orange blackSAND, lignite seam, dry 0 32.0' to 32.5' SP • • . • 6 50 35 — 38.5 6 , 40 B.T. 0 38.5' PTH eet) 0 5 10 15 20 25 30 35 40 SWIFT RIVER ENVIRONMENTAL SERVICES, LLC Soil Boring Record Location NWE-02 Coordinates: N 458736, E 2186344 Drilled By Drilling Engineers drilling Method HSA Logged By PAZ Ch eked By SL1+ Installation Date February 10, 2016 Page 1 of 1 RecoveryOdor Log Intervalple T Borehole Abandon ent DI (F DEPTH (Feet) D e e r" I p t I o f'1 USC 0 Estimated Ground Surface: 5121.3' 1.0 5 — TOPSOIL: Firm, brown (10YR 5/4), silty CLAY with roots, damp CL/ ML f „ 4$ 60" 58" 36" 15" 36" 6O 36" 3" 36..StiOtittatii NO NO NO NO NO 50 II I II Firm, brown (10YR 5/4). clayey SILT CL — 11111111111 D II 111111 I Cuttinrillgs 10 12.5 iiiiikoklitil lilt I II 12.0' *AID Otailitaltigsitii iiiikiDARDAR -040y- 41 Firm, brown (10YR 5/4), SILT with clay, minor fine to coarse grained sand, damp 15/7/77 19.0 20 — ttaltillanii al. willilP-101- SDP ileiliStii"Ol SPOSAAMStili 1D-Ok 0%040% illk 0-41 441 — / Very dense, brown (10YR 5/4) to tan (10YR 7/4), silty very fine-grained SAND with some fine gravel, damp TOP OF LARAMIE FM SM ' ' • .,, . 01,4040%10 stilID-41,- ODIAIttliMi 0 40%10-14"1 0441 is 8entonite Chips — 25 — S 50 014801.140-14$ w.411,41IPP- 11 0.14040-9400.41 411."41111'• illy 44 Dill 41 - 27.0 30 — 6 Hard, ton (10YR 7/4), very fine sandy SILT, friable layers, damp ,..weathered shale layer with rust —color mottling from 34.5' to 34.75'//: CL , / 7,/ $%1014101" 4IIP ID IIIIP- 11IPP 00 0 00- -41 • 3 50 35 — 6 tilitO ShiStiltai MOD4r41041 0- 0 41 37.0 40 D.T. 0 37.0' SWIFT RIVER ENVIRONMENTAL SERVICE& LEG /0.111:er PTH eet) 0 5 10 15 20 25 30 35 40 Soil Boring Record Location N' E-03 Coordinates: N 459156, E 2186401 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked SLW Installation Date February 16, 2016 Page 1 of 1 DEP (Fe 0 1.2 5 10 13. 15 17. 20 23. 25 26. 30 31. 35 35. 40 Interval Log's Revery Borehole Abandonment DEPTH (Feet) rH 't Description use Odor SPT Estimated Ground Surface: 5118.5' TOPSOIL: Soft, brown (1 OYR 5/4), clayey SILT with roots, moist CL /I); 46" fiQa, 60" 36" 8" 16" 6" 48" 12" 10" 44" 16" NO NO NO NO NO ti N \ *1/4 N N ti 4 N ti Drill 5 _ Medium dense, light brown, very fine—grained sandy SILT, damp ~ N N Cuttings D 1}.O' 10 Soft, tan, SILT and silty SAND with laminations, damp SM D Soft, orange gray, clayey SILT TOP OF LARAMIE FM CL Bentonite 15 20 _ Hard to very hard, tan (1CYR 7/4) with rust—' color staining, laminated weathered CLAYSTONE Iel 4C 506 #— Chips 25 0 le/%:// r 1 Purple and gray, silty CLAY with rust —color staining 50 5 Very dense, tan (1OYR 7/4), silty, very fine— grained SAND, damp SM ; • 5 50 30 D Very hard, brown gray (10YR 6/2), very fine—grained sandy CLAY, damp CL r / 5 35 5 B.T. @ 35.5' 40 SWIFT RIVER ENVIRONMENTAL SERVICES, Lit Soil Boring Record Location NE -04 Coordinates: N 458734, E 2186900 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SLR Installation Date February 11, 2016 Page 1 of 1 DEPTH (Feet) f I t I I'"I USC rLQp g Sample atervvi �eco�►ery Odor ' PT Boreholee Abandonment DEPTH 0 Estimated Ground Surface: 5115.2' - TOPSOIL: Stiff, brown (10YR 5/4), silty CLAY with roots and clayey SILT, damp CL/ ML ' 43" 58" 29" 42" 19" 24" 18" 36" 4" 36" 10" 24" NO NO NO NO NO NO NO NO NO NO 25 46 50 • w ti \ `_ S N N 0 — 5 1.2 5 Stiff, brown (10YR 5/4), clayey SILT, damp CL N ` � N N - Drill w %. N N ti N Cuttings 10 13.0 — V 10 13.0' S. — 15 15 — 20 16.5 20 — Tan (10YR 7/4), clayey SILT with fine— to coarse —grained sand and fine gravel fl /l /f Bentonite Chips 25 24.0 25 — Dense, light brown (5YR 6/4), fine— to SW • . ; . — 30 — coarse —grained SAND and fine gravel, dry .. 30 �— 31.0 5 i() 50 35 — Very dense, light brown (10YR 6/2), silty fine—grained SAND, damp SM • ', , ' . , 35 ...becomes dense, ton (10YR 7/2), silty SAND, with hard layers, damp 0 36.0' 5 38.5 40 B.T. CD 38.5' 40 SWIFT RIVER ENVIRONMENTAL SERVICES, EEC ire-1,00.1.1111eas Soil Boring Record Location NWE-05 Coordinates: N 459253, E 2186916 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SLR Installation Date February 16, 2016 Page 1 of 1 DEPTH (Feet) Description USC Graphic Log Sample Interval Recovery Odor spT DEPTH (Feet) Borehole Abandonment 0 2.5 5 10 15 15.5 20 23.0 25 26.5 30 34.0 35 37.0 40 Estimated Ground Surface: 5111.5' TOPSOIL: Firm, brown (10YR 5/4), silty CLAY and clayey SILT, with roots, damp Stiff, brown (10YR 5/4), clayey SILT, damp Firm, brown (10YR 5/4), SILT with medium to coarse —grained sand, damp Hard, tan (10YR 7/4). SILT with fine coarse— grained sand and fine gravel, gypsum, damp to Very dense, tan (10YR 7/4), silty fine— grained SAND with hard layering, damp TOP OF LARAMIE E FM Very hard, brown (10YR 5/4), sandy SILT (SILTSTONE), dry B.T. €► 37.Q' CL/ ML CL SM CL oi; lid pei SWIFT RIVER ENVIRONMENTAL SERVICES, LEG "tio /001°C.-1-'slerimosery 42" 58" 43" 32" 12" 32" 10" 33" 6" 36" NO NO NO NO NO 8 50 5 50 6 50 5 Drill Cuttings Bentonite Chips Soil Boring Record Location NWE-06 Coordinates: N 459676, E 2186916 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SLW Installation Date February 17, 2016 Page 1 of 1 DEP (Fe{ 0 1.5 5 10 14. 15 20 25 26. 29. 30 35 36. 40 [H # Description useLog Graphic sample Interval Recovery RecoverysPr " - Borehole Abandonment DI F Estimated Ground Surface: 5111.1' TOPSOIL: Firm, brawn (10YR 5/4), silty CLAY with roots, damp CL! ML ,� N Soft to firm, brown (10YR 5/4), silty CLAY clayey SILT, damp 46" NO N \ N N Nand N N N� N Drill 58" NO I N ti N 4s. ' Cuttings / I 1 1 Firm, brown (10YR YR 5/4), silty CLAY with fine gravel 36" NO 11.0 DP, DP is 40. 4* -400 ID 0 OP - - - Firm to stiff, tan (10YR 7/4) and brown CL DP -0- -411111- (10YR 5/4) fine— to coarse —grained sandy silty CLAY6" 3lik NO -4111D- AD. AD O. - / OP 13" NO 21 "�•�`D' OP- Bentonite op - 36" ND Dr ID,s►Is- .,Or- 4olib, 4411D- Dr Chips 15" NO 39 M##► Dense, brown (10YR 5/4), silty fine— to coarse —grained SAND, increasing gravel at 27.25", damp SM . : 32" NO Dieop `. , ri, i M► - , Ii. Dense, red —brown (5YR 6/4), fine— to :' . ' 15" -OP coarse —grained SAND with gravel, damp NO 35►,►,- Mr 0 SW 36" NO Dr ., , -411DP, Ais Iii - - ID- ' 24" i♦ r3 . NO 41 41. B.T. @ 36.0' SWIFT SERVICES, EEC PTH eet) 0 5 10 15 20 25 30 35 40 Soil Boring Record Location NWE-07 Coordinates: N 458727, E 2187478 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SLW Installation Date February 17, 2016 Page 1 of 1 DEPTH (Feet) Description USC Graphic Log Sample Interval Recovery Odor SPT "N" Temporary Piezometer DEPTH (Feet) 0 1.3 5 10 13.0 15 16.0 18.0 20 25 26.0 30 33.0 35 38.0 40 Estimated Ground Surface: 5105.5' TOPSOIL: Firm brown (10YR 5/4), silty CLAY with roots, damp Firm, brown (10YR 5/4), clayey SILT crumbly texture to 7.5', damp Firm, reddish brown, clayey SILT with coarse grained sand, damp Stiff, tan (10YR 7/4), fine— to medium — grained sandy CLAY with gypsum mottling, with fine gravel, damp Firm, brown (10YR 5/4), silty fine— to coarse —grained SAND, with fine gravel, damp TOP OF LARAMIE FM Hard, gray black with rust staining, weathered CLAYSTON E, damp B.T. @ 38.0' CL/ ML CL SM CL 00' PI II WIFT RIVER ENVIRDWMENTAL SERVICES, EEC trOgilliaal-41"Nomallitarsolr 42" 54" 36" 43" 12" 24" 19" 36" 20" NO NO NO NO 9 5 21 27 Soil Boring Record Location NWE-08/TP-1 Coordinates: N 459243, E 2167478 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SLW Installation Date February 17, 2016 Page 1 of 1 DEP (Fe 0 1.0 5 10 15 16. 19. 20 25 26. 30 34. 35 36. 40 rH 1) Description USC ara�t�i� �� Sample inter of Recewery Odo gar 11 Borehole Abandonment DI F Estimated Ground Surface: 5102.0' TOPSOIL: Firm, brown, (10YR 5/4), silty CLAY CL/ '' � ti with roots and clayey silt, damp ML 0Stiff 46" ,% N , brown (10YR 5/4), silty CLAY, damp / N. ti, N N 'Drill N Cuttings 46" N N N. CL 4 ...increasing Silt @ 10.7 ' / 11.0' 14. 54" ►��,,�"' ! 44 4111li.- 44 ! 0 issi 44 44Dp. 4401 - Firm, reddish —brown, clayey fine— to•1 medium —grained SAND, damp ► ! Sc44 ." 1 iiii- 0 '4 4. 44 # ! ! Dfr Stiff , light brown (10YR 6/6) clayey SILT '.441D -0 - with fine- to coarse —grained sand, damp 18" 16 ► Bentonite #` ! — Chips 1 III CL 36" 1► 44 i ! ID- 21" 13 #! 0 - Medium dense, reddish —brown (10Th 5/4), Dirril !"`'' 4i lit 11 fine— to coarse —grained SAND with clay. damp as .; . 401PI- 41 441.P- lop' . 18" 21"'x'' # mert 44111b D" ! Very stiff, reddish —brown (10YR 6/4), silty CLAY, damp ,� Dren4 sew ID CL 36"#O! 44 0 1. 4411IFfr 41111P - Dense, pink brown (10YR 6/4), fine— to coarse —grained SAND and gravel, dry SW , ..a ' S " 34 44 ! a 40.4040 Aar B.T. @ 36.0' :PTH eet) 0 5 10 15 20 25 30 35 40 SWIFT RIVER ENVIRONMENTAL SERVICES, [LC Soil Boring Record Location NWE-09 Coordinates: N 459862, E 2187488 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SLW Installation Date February 17, 2016 Page 1 of 1 Description uSC Graphic Recovery Odor SPT Borehole Abandonment DI 0 DEPTH (Feet) SOm Estimated Ground Surface: 5105.4' 0.7 5 — TOPSOIL: Soft brown (10YR 5/4), silty CLAY with roots, moist CL/ ML ' r r r 42" 52" 50" 24" 14" 12" 36" 18" 36" 16" 12" „ 1 NO NO NO NO NO NO NO NO NO NO NO NO NO 11 10 15 32 -6—Drill Cuttings Firm, brown (10YR 5/4), clayey SILT, damp CL 9.0' _ - 10 13.0 ,- - Firm, brown (10YR 5/4), silty very fine- grained SAND, damp SM • . ; .. • ', .. ,; ' , . , ,• � 15 19.0 20 Bentonite -'—Chips Loose, fine to coarse SAND, damp — 24.0 25 — Firm, brown (10YR 5/4), silty fine— to coarse —grained SAND with fine gravel, damp 30 - 30.5 31,5 34.0 35 Medium dense, brown (10YR 5/4) fine— to coarse —grained SAND with fine— to SW coarse (rounded) gravel / SM Dense, brown, silty fine— to coarse —grained SAND, damp B.T. 0 34.0' 40 SWIFT RIVER ENVIRONMENTAL SERVICES, Lit PTH eet) 0 5 10 15 20 25 30 35 40 Soil Boring Record Location NE -10 Coordinates: N 458747, E 2187728 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SLW Installation Date February 11, 2016 Page 1 of 1 0EP (Fe, 0 1.3 5 10 15 19, 20 25 28. 30 32. 35 36. 40 O p I [H 't D e e r I t I o n USC Graphic L°s Recovery atj C}r SPATDEPTH Borehole Abandonment (Feet) Estimated Ground Surface: 5101.8' TOPSOIL: Soft, brown (1 €AYR 5/4), silty CLAY moist with roots, silt, damp CL! ML 0 0 48" 46" 4C 32" 10" 36"N 12" 36" 12" 36" 16" NO NO NO NO NO NO NO NO NO N0 NO 10 9 23 44 1 1.0' 111111 11111111111 111111111111111 s-40"0111"40-441 b. ).-40,- ws ►AIM►111fr-1i44M 4 *1l 1. 4M k-411A- 4 ► Ow 4 `rlli ► O�► 4 `1M iiPi is `1 D"411P• D. 1-41111"0 D-1111"01111,- 4IIIM4 iir is g1► ►X0•0 * 4111 fr- � ilF g-4 OP- Il IP 111 4411P• �Iw•�►r• 0. ilk I. 4110-411. illy iik 1IP- i 441w OP- 1 X11!i►iFii . 40 1I� ►1FM . , 1 M►.IM►,1�..�M •4111-0 i ilk i IWM .0 Alire 101.40 _r�_! 4411s. 1-40.110. 0 �1 40 -441D-r I 1M► Dr � la-OilC ilk 111D-411"41 IIi 111D-0- 441DP O.�I..,� I 1111 11i► -0-4111 la -0 -4 411 ,-r 41D- 40 il� III► 1ps ►1 i� ilk _: 4111 411 6 AI i ill 11 441 Al ail AI 0. 1i AIM AI I -M F� Drill 0 Stiff, brown (10YR 5/4), clayey SILT, with specks of gypsum, damp ...color change to tan 1 OYR 7/4) 16.5' CL 111DP• 111P-4111 1-4 ilIM►M iik #M►11 0 i 'DIM Cuttings Cuttings • - 1 r • M - • i e i • • ll Dentonite � i•40lii. 11P- 0 liih 1 40b- 11I� liP 1 iik isk la►.: _ 10 0 20 F, f f�f Stiff, brown (10YR 5/4), very fine -grained sandy SILT, damp 25 h i • r i M - M • M Firm, ton ' 1 OYR 7/4), silty fine- tt coarse -grained SAND, damp TOP OF LAI AMIE FM SM • 0 30 Hard, brown, SILT SILT and SILTSTC�NE with white gypsum nodules, dry CL 35 40 B.T. @ 36.0' SWIFT RIVER ENVIRONMENTAL SERVICES, EEC Soil Boring Record Location N E-1 1 Coordinates: N 459233, E 2187729 Drilled By Drilling Engineers Drilling Method HSA Logged By PA Checked By SL' t Installation Date February 11, 2016 Page 1 of 1 DEP (Fe! 0 1.9 5 10 15 18. 20 22. 23. 25 27. 30 30. 33. 35 36. 40 Recovery Odor Borehole Abandonment DI 0 r I I C1 Cr Lit: iC SPT Tv rH :t ) U SC inter I Estimated Ground Surface: 5098.8' - TOPSOIL: Soft, brown (10YR 5/4), clayey SILT, with roots, moist CL f ML r 36" 60" 42" 12" 12" 13" 36" 14" 36" 14" 36" 0" NO NO NO NO NO NO No NO NO NO NO NO 10 g 23 44 „ vs L \ '` ti is 4 4 Drill Stiff, brown (10YR 5/40, clayey SILT, dampN. ...with coarse —grained sand and fine gravel 0 16.0' to 18.0' CL / / //00 11.01 N, IN *4 ti N N Cuttings 4 Bentonite A o Stiff, tan (10YR 7/4), very fine—grained sandy SILT, damp --- Chips Firm, brown 5YR 5 coarse —grained SAND' silty fine- to SM ' Hard, brown, sandy SILT CL o Dense, light brown (5YR 5/6), fine— to coarse —grained sand with gravel, damp S : 5 Hard, brown— red (SYR 4/4), CLAY CL / Very dense, light brown (5YR 5/6) coarse — grained SAND SP ± B.T. 0 38.0' SWIFT R11/ER ENVIRONMENTAL SERVICES, LLC ders- -neariammilmr- RTH eet) 0 5 10 15 20 25 30 35 40 Soil Boring Record Location NWE— 12 Coordinates: N 459737, E 2187730 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SLW Page Installation Date February 12, 2016 1 of 1 DEP (Fe C 1.2 5 10 15 17. 20 23. 25 28. 30 31. 35 40 rH `} Description use Graphic Interval Recovery Odor Sin Borehole Abandonment a F Estimated Ground Surface: 5093.7' - TOPSOIL: Soft, brown „ (10YR 5/4), clayey SILT,' moist with roots (14) and firm brown silt with clay, damp CL/ ML ,� f 36" NO NO NO NO NO NO NO NO NO NO NO 9 $ 23 59 -r—Drill Cuttings Stiff, brown (10YR 5/4), clayey SILT, damp CL 60" 6.0' I- F. Bentonite -s— 5S" 14 Firm, tan (1 OYR 7/4), clayey SILT, damp minor sand ..,increase coarse sand and gravel @ 22.0' 12" Chips 12 a — 36" Firm to dense, light brown (10YR 7/4), silty SAND, damp TOP OF LARAMIE FM SM • ., :, .. 13" — 36" „ 10 Hard, brown ( 1 QYR 7/4), cemented sandy SILT, damp CL I'/'f B.T. :, 31.0' SWIFT RIVER ENVIRONMENTAL SERVICES, EEC Soil Boring Record Location NE -13 Coordinates: N 458739, E 2188297 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SLW Installation Date February 12, 2016 Page 1 PTH eet) 0 5 10 15 20 25 30 35 40 of 1 DEP (Fe; 0 1.3 5 8.0 10 13. 15 20 25 25. 26. 30 33. 34. 35 36. 40 Recovery Odor &I T Borehole Abandonment DF rH 'tDescription USC Graphico Sample r Estimated Ground Surface: 5094,0' TOPSOIL: Soft, brown, (1OYR 5/4), silty CLAY moist with roots, silt with clay, damp CL ML f 53„ 26" 53" 29" ft 1 0' 35" 11" 36" 18" 36" 13" NO NO NO NO No NO NO NO NO NO NO S 20 15 61 4., ti 4' %,� ti \ N %., `Ns , N. Dri l Soft, brown (10YR 5/4), SILT with clay, damp CL , j. ///// ///7/ N `N , "\ t N. \ --' Cuttings ti , Firm, brown (10YR 5/4), silty CLAY, damp 0 1 1.0° Bentonite Stiff, light brown (10YR 7/4) silty CLAY with fine-grained sand, gypsum mottling, damp Chips 5 Firm. fine- to coarse -grained silty SAND damp . . •• Stiff, light brown (10YR 7/4), silty with coarse -grained SAND and fine gravel 0 0 - Very dense, cemented rained SAND and GRAVEL fine— to coarse - with gypsum, dam. TOP OF LARAMIE FM CL Very hard, sandy SILT, damp B,T. 0 36.0' SWIFT RIVER ENVIRONMENTAL SERVICES, Etc :PTH eet) 0 5 10 15 20 25 30 35 40 Soil Boring Record Location N'E-14 Coordinates: N 459231, E 2188298 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SL1 Installation Date February 12, 2016 Page 1 of 1 DEP (Fe{ 0 0.8 5 10 15 20 20. 24. 25 30 30. 31. 35 40 Sample Inter l Recovery U Graphic La Cad or , " Borehole Abandonment D F rH 't �' I l o l'l Estimated Ground Surface: 5087.3' „ TOPSOIL: Firm, brown (9") with roots, damp (10YR 5/4) silty CLAY CL/ ML 36" 60" 60" 24" 19" 12" 13" 36" 23" 36" NO NO NO NO NO NO NO NO NO 7 6 36 14 11/4, Drill Firm, brown (10YR 5/4) clayey SILT, damp CL 6.0' tri 1 I Cuttings Bentonite Stiff, light reddish —brown (5YI 5/6), SILT Chips 5 5 — Stiff, tan (10YR 7/4), clayey SILT, with fine to medium —grained sand, damp7: Dense, brown (10YR 5/4) silty fine— to coarse —grained SAND with fine gravel TOP OF LARAMIE FM SW ' , ... •' •• • : , ,•1 • • ' tiff, brown (10YR fine- to —grained 514), silty CLAY with\ sand $ coarse D.T. O 31.0' SWIFT RIVER ENVIRONMENTAL SERVICES, Lit Soil Boring Record Location NWE-15 Coordinates: N 459735, E 2188299 Drilled By Drilling Engineers Drilling Method HSA Logged B PAZ Checked By SLW Installation Date February 15, 2016 Page 1 of 1 PTH eet) 0 5 10 15 20 25 30 35 40 DEP (Fed 0 1.8 5 8+0 10 15 20 23. 25 29. 30 31. 35 40 DescriptionLog Sample Interval SPT U' t do r Graphic Recovery Borehole Abandonment DI (1 rH++,, 4) Estimated Ground Surface: 5088.0' TOPSOIL: Soft, brown (10YR 5/4), silty CLAY with roots, damp CL/ ML 42" 58" 48" 24" 10" 12" $„ 36" 1" 36" 1 1" NO NO NO NO NO 17 20 24 7 \ ise , -Drill Soft, brown (10YR 5/4), SILT, damp / 0 6.0' \ Cuttings Bentonite Firm, brown (10YR 5/4), clayey SILT, blocky ky structure with fine—grained sand, damp of Chips $ Firm, tan (10YR 8/2), SILT, gypsum cementing and mottling, with minor gravel, damp Soft, gypsum tan (10YR 7/4), SILT with minor clay, mottling and coarse —grained sand, mp 0 B.T. @ 31.0' SWIFT RIVER ENVIRONMENTAL SERVICES, EEC Soil Boring Record Location NWE— 1 Coordinates: N 458737, Drilled By Drilling Engineers Logged By PAZ Installation Date E 2188820 Drilling Method HSA Checked By CRS February 15, 2016 Page 1 :PTH eet) 0 5 10 15 20 25 30 35 40 of DEPTH (Feet)Description UDCGraphicgintervalRecovery sample Odor sriT Borehole Abandonment DEPTH (Feet) 0 Estimated Ground Surface: 5083.9' 1.0 TOPSOIL: Firm to stiff, brown (10YR 5/4), silty CLAY with roots. damp CL/ ML .� 42" NO NO NO NO NO NO 5 5 14 \' -1Drill Cuttings — 5 5 — Stiff, brown (10YR 5/4), silty CLAY anti clayey SILT CL 010 53" -/ F' ,• Bentonite --- Chips 52" 10 - 10 — 15 16.0 15 — 20 20 Stiff, brown (10YR 5/4), clayey SILT, damp ,..sandier from 21.0' to 23.0' 18" 12" 16" — — 25 36" 23.0 Loose, brown coarse —grained (10YR 5/4), silty SAND with fine gravel, fine— to damp SW . , 19" 24 0 25 Stiff, brown (10YR 5/40, clayey SILT with fine— to coarse —grained silty sand lenses and fine gravel, damp CL — 30 — 30 36" 1 g" — 303 — 35 32.0 Firm, brownsilty — 10YR 5 4 finett coare—drained SAND, ■ amp SM ' . 35 B.T. 0 32.0 — 40 40 SWIFT RIVER ENVIRONMENTAL SERVICES, r' Et Soil Boring Record Location NVWE-17 Coordinates: N 45g235, E 2188821 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By ORS Installation Date February 15, 2016 Page 1 of 1 DEP (Fe C 1.0 5 10 14. 15 20 24. 25 27. 30 32. 35 40 rH 't) USA Interval Recovery Odor Borehole Abandonment DI t f Description Graphk o SPT Estimated Ground Surface: 5078.8' TOPSOIL: Firm dark brown (10YR 4/2), silty CLAY with roots CL! ML 48" 60" 24" 16" 12" 19" 36" 14" 36" 36" 8„ NO NO NO NO NO 6 19 12 31 37 7.0' ti --Drill Cuttings Stiff, brown (10YR 5/4), clayey SILT, damp CL :- Bentonite 0 Stiff, light brown (10YR 6/6). SILT with minor clay, damp Very stiff, tan (10YR 7/4), clayey SILT, damp „fine gravel 0 22E r Chips 5 Loose, light brown (10Th 7/4), fine—grained SAND TOP OF LARAMIE FM SP . •, Hard, brown (5YR 5/6), silty CLAY, dry CL 0 B.T. 0 32.0' SWIFT RIVER ENVIRONMENTAL SERVICES, EEC /.1110realeillte."-.00000V-e PTH eet) 0 5 10 15 20 25 30 35 40 Soil Boring Record Location NWE-18 Coordinates: N 459690, E 2188748 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By CRS Installation Date February 15, 2016 Page 1 of 1 DEP (Fe 0 1.5 5 10 15 20 25 27, 30 31. 35 40 rH `kDescription f rL g D Sample er Recovery ad r SN T Borehole Abandonment DI C F Estimated Ground Surface: 5081.3` TOPSOIL: Firm, brown (10YF 5/4), silty CLAY with roots, damp CL/ ML `�,/ �` e,r' \. Soft, brown (10YR 5/4), clayey SILT with fine—grained sand / 43" NO t \ Drill Cuttings 6.0' 33" NO Firm, brown (1 OYR 5/4), clayey SILT and silty CLAY, damp 10" NO 12" NO CL 11" NO 36" Bentonite ,s— Chips 19" S - 36" 12" ? - 0 36" Soft, brown, sandy SILT, with coarse sand and fine gravel, damp 8.1. @ 31.0' WIFT RIVER NVIADWMENTA,L SERVICES, EEC Soil Boring Record Location NWE— Coordinates: N 458225, Drilled By Drilling Engineers Logged By PAZ Checked By CRS Installation Date February 16, 2016 Page 1 E 2189329 Drilling Method HSA :PTH eet) 0 5 10 15 20 25 30 35 40 of TOPSOIL: Firm, brown 0YR 5/4), silty CLAY with roots and clayey SILT with gray —white mottling, damp Stiff, brown (10YR 5/4), clayey SILT and silty CLAY with gypsum mottling and minor coarse sand, fine gravel Soil Boring Record Location NWE-20 Coordinates: N 458716, E Drilled By Drilling Engineers DEP (Fe 0 5 10 15 20 20. 23. 25 30 31 35 40 [hi # Description Graphic Lag ample Interval RecoverySPT Odor p�) Temporary FIezometer DI F Estimated Ground Surface: 5164.6' SOIL STOCKPILE: Predominately clayey SILT and silty CLAY mixed with fine to coarse SAND CL 36" 47" 33" 19 46" 26" 52" 48" NO NO NO NO NO NO NO NO 8.25„ Borehole 2" Schedule 40 PVC --i-Bentonite Chips //:// /r S NATIVE SOIL: Stiff, brown (1 OYR 5/4), CLAY with silt and coarse sand Loose brown (10YR 6/80, fine— to coarse— grained SAND and gravel, damp TOP OF LARAMIE FM SW . . • .' ., Stiff, brown and gray layering with rust —color staining (1 OYR 5/4), clayey SILT (weathered siltstone), damp CL /7/: SWIFT RIVER ENVIRONMENTAL SERVICES, EEC PTH eet) 0 5 10 15 20 25 30 35 40 Soil Boring Record Location NWE-21/TP-2 /TP-2 Coordinates: N 458214, E 2186343 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SLW Installation Date February 18, 2016 Page 1 of 2 DEP (Fei 40 45 47 50 55 60 65 67 70 75 76 SO Sample Interval rH .tDescription t Graphic Lei Recovery Odor SPT M F.F Temporary I o rr� I ter DH 0 See 31.3' - 40.0') CL 7 // //// 43" 43" 58" 24" 8„ 12" 36" 24" 36" .. I' NO NO NO NO NO NO NO NO NO , 66 50 8.25" Borehole 62.0' 2" Schedule 40 PVC Bentonite Chips Hard to very hard, brown gray (10YR 5/4) and black (N3) layering, silty CLAYSTONE, thinly laminated, damp ...lignite 0 59.5' to 60.5' ...firm, brown -block rust -color mottled clay and lignite CD 67.25' -e-Bentonite 64.0' 66.0' - Very dense, tan (10YF 7/4) silty fine- grained SAND SIB ,' •5 10-20 Washed 2" 50 Silica — — Sand 2" 0 76.0' B.T. 0 76.0' SWIFT RIVER ENVIRONMENTAL SERVICES, [[C dedissinowl PTH eet) 40 45 50 55 60 65 70 75 80 Soil Boring Record Location NWE-21 /TP-2 Coordinates: N 458214, E 2186343 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SL+ Installation Date February 18, 2016 Page 2 of 2 DEP (Fed 0 5 10 15 20 25 30 35 40 rH t) Description use Graphic Log $�rrtipl Interval Recovery Odor SPT � � Borehole Abandonment DI (F Estimated Ground Surface: 5150.6' SOIL STOCKPILE: Predominately silty fine to coarse SAND mixed with clayey silt � \ 1 1 47" NO N N N N N N 1 1 N N 60" NO 1 1 \ N N N N r N r N N ,w 1 ` h N 18" NO Z 1 1 t N � w N 1 N / N N 43" NO N 1 N N / N N 1 CL w , N 1 1 N Drill a 1 Cuttings N 60" NO N. N .w 1 N h N R N N N N 1 N 60" NO " 1 N N N N 1 � N N t 60" NO o• 1 / 1 N N N N r N N 1 ` 1 1 4$" NO N. ` N N / N \ N ` 1 SWIFT RIVER ENVIRONMENTAL SERVICES, EEC PTH eet) 0 5 10 15 20 25 30 35 40 Soil Boring Record Location NWE-22A Coordinates: N 458225, E 2187829 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ checked By SL +J Installation Dote February 18, 2016 Page 1 of 2 DEP (Fe 40 44 45 50 55 58 60 64 65 69 70 75 76 80 Ili 't 0 Description USC Graphic Log Sample Interval Recovery Odor 5PT „NI` Borehole Abandonment DEPTH (Feet) ( 40 SOIL STOCKPILE CL 'r 4511 51 " " 11 3'• 4" 48" 17" 36" 1 1 " 11 3 6 50 55.0' y N Is . ti 4 I Drill 45 NATIVE SOIL: Dense, light brown (10YR 7/4), silty, fine—grained SAND, damp ...stiff reddish brown silty CLAY layer 0' 52.25' TOP OF LARAMIE FM S M A y Cuttings Bentonite ' . 50 • '• '' . 1 r- I� 4.4 # i ###► PP W44ID-44 ifr40., Dr l ID M► DP DP, PPP' # ► e ID 1w Mi- e► #44CIF # M► sir, e DIA-B.T. _� ilk �I►�4. 4► Ai* 101"Illik- iiik. soh es 40Pr 40, 1 illifr 44► 40Pr -44 44IDP •�► 0 Mk 0 4.4 110-4.11 A. 11"1011"01 40P, 1. ►►► e __ ii► 141, 4i► Abitibi. 44 ink AO -4► 44 �► .- 4► 0 ►M to 0 # Ds- ► 4. ilb-Or- ek DAD- DP d► �Ir 49- -4► 'In iiii,' 44* inth- 41► 10 40, Dili► * MIR Di- - ► * Dr ► ► ► ID' ► 55 60 Stiff to hard, light brown 10YR 7/4) weathered SILTSTONE, damp with rust —color staining CL / 411 81 65 Very hard, tan and brown gray (10YR 8/2 & 10YR 7/4) weathered silty CLAYSTONE with rust -color mottling ...block Cool searn, dry 0 67.0' to 68.0' - 0 1 1►#► 71 Chips Very dense, light brown 10YR 7/4) weakly cemented, silty fine-grained SANDSTONE, damp ' ' ' , 70 11 1 1 50eke 5 50 80 0 Very hard, brown, weakly cemented sandy SILTSTONE. weathered, damp Silty CLAYSTONE, damp @ 80.0' CO 80.0' CL / ' SWIFT RIVER ENVIRONMENTAL SERVICES, LLC Soil Boring Record Location NWE-22A 22A Coordinates: N 488225, E 2187829 Drilled By Drilling Engineers Drilling Method HSA Logged By PAZ Checked By SL1r' Page 2 of 2 Installation Date February 18, 2016 industrial Compliance Inc. J O9 +taCj t C LO LN I I LOCATION LtSit. CLAM etta 1aatIttttiG c€z: i ttt. 1 C C f 7- 6. Co)e Ewe.. Stag. 27 c300 olden. CO 60401 I PZ-19= P-19 . ation Diagram DATUM 45 IpSaliaarealiMP It E LE'9ATiON S P-2-44 i a-339 i(AskstSu�gus [(mu L INC MEI 0 iOn: C. .s s• MI • • �4 5P2S1Pas SAMPLING M ETil 0 WATER LEVEL TIME CASING DEPTH 5U R(r AC E- CQ` 01T t0N5: L� CoflMM 'a / WZ...te 'a MCP s MISIMmelP— V s" imam saw al,_._.._. .,.._, or 0 RaLLuJG START FINISH TIME TIME ;lip :OD It LEINICA J S.1"/4 (volt i Y tsi Er i idinoto 11-O4 s i "lity itiv MINIM! WS am*. i. airs —I. sees Y. is — Irk.. JOU UO CLILN LOCATION NZ. lb i 7aitf 214 i Industrial Compliance lnc. ; -.C? LoIe B'og. r ir. 00 Golden. CC 8040; :7°Li447 Location Diagram DATUM at P•' in c4 41 u O tof ti T- vi / %eq. I. 1 • ELEVATION 40 .r 0 i /f1 sLrRrAC itiaga...5trviusi AL Li...“4„ a Finn BORING NO. 1 LING MEN Ftpf]: E 12-- is 5-c— SHEET OF ea ! SAMPLING METHOD: ; DRILLING START FINISH 4Y ,TER ! `VEL j 3Ct 12 f TIM C It ra TIME /0:00 " I iicIh4PItT ta T U A E .6 _ I 5-( DATE D�►�~ 8 DATE CASING DEPTH35 C CONDITIONS: i sP .5,,,A,yer9 cm 7:7a . _. -e rl..fa!n Eli W.P.M. s (FCaL�tr) Report of Geotechnical Investigation December 2016 North Weld Landfill Unit 2 APPENDIX D GEOTECHNICAL LABORATORY TESTING RESULTS 152047 FINAL SOIL PROPERTIES TIES Moisture Content Grain Size Distribution Atterberg Limits Unified Soil Classification ATT Moisture Content Determinations ASTM D 2216 CLIENT: Swift River Environmental Services JOB NO. 2952-1 PROJECT North Weld Landfill Expansion LOCATION PROJECT NO. S152047 -. BORING NO. DEPTH SAMPLE NO. DATE SAMPLED DATE TESTED SOIL DESCRIPTION NWE-1 NWE-3 20' (19-24') 25' (24-29') _- .. lot - NWE-4 10' (9-14') .- NWE-5 10' (9-14') 317/2016 DPM 3/7/2016 DPM 3/7/2016 DPM 3/7/2016 DPM MOISTURE DETERMINATIONS Wt. of Wet Soil & Dish (gms) 220.86 305.94 228.54 294.67 Wt. of Dry Soil & Dish (gms) 205.13 289.61 208.79 259.17 Net Loss of Moisture (gms) 15.73 16.33 19.75 35.50 Wt. of Dish (gms) 14.20 14,36 14.25 14.47 Wt. of Dry Soil (gins) 190.93 275,25 194.54 244.70 Moisture Content (%) 8.2 5.9 10.2 14.5 BORING NO. DEPTH SAMPLE NO. DATE SAMPLED DATE TESTED SOIL DESCRIPTION NWE-6 NU'D'E -7 10' (9-14') 15' (14-17') -- .. NINE -13 10' (9-14') el NWE-14 10' (9-14') 3/7/2016 DPM 3/7/2016 DPM 3/7/2016 DPM 3/7/2016 DPM .- MOISTURE DETERMINATIONS Wt. of Wet Soil & Dish (gms) 393,06 340.87 321.68 295.39 Wt. of Dry Soil & Dish (gms) 347.24 308,19 285.66 263.44 Net Loss of Moisture (gms) 46.72 32.68 36.02 31.95 Wt. of Dish (gms) 14.20 14.44 14.32 14.39 Wt. of Dry Soil (gms) 333,04 293.75 271.34 249.05 Moisture Content (%) 14.0 11.1 13.3 12.8 BORING NO. DEPTH SAMPLE NO. DATE SAMPLED DATE TESTED SOIL DESCRIPTION MOISTURE DETERMINATIONS Wt. of Wet Soil & Dish (gms) Wt. of Dry Soil & Dish (gms) Net Loss of Moisture (gms) Wt. of Dish (gms) WI of Dry Soil (gms) Moisture Content (%) NINE -20 10' (9-12') -- -S 3/7/2016 DPM Data entry by.: NN Checked by: G,.r 384.85 338.94 45.91 14.34 324.60 14.1 Date: 318/2016 Date: 3l 2/1 C:/Client Data File12952\1'2952_1_M&D-ASTMD-2216-2937-R1 _a Client: Job Number. Project: Location: Project Number: 5152047 Grain Size Data Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): Swift River Environmental Services 2952-1 North Weld Landfill Expansion 100.23 96,04 2.18 3.11 94.94 2.3 General Sample Data Total Wet Weight of Sample (g): 82322 Total Dry Weight of Sample (g): 804.85 Calculated Weight Plus#200 (g): 624,23 Moisture of Total Sample (%): 2.3 Percent Retained #200 Sieve (%): 77.6 Plus Split Data Original Weight of -410 (g): 1.52 Calculated Weight of 410 (g): 1.32 Minus Split Data Original Weight of 410 (g): 821.80 Calculated Dry Weight of 410 (g): 803.53 USGS Classification ASTM D 2487 Atterberg Classification: NP Group Symbol: SM Course -Grained Soils Percent Gravels (%): 0.03 Percent Sands (%): 77.53 Percent Fines (%): 22.44 USCS Classification Silty Sand Data Entered By: NN Date: File Name: Particle Size Analysis of Soils ASTM D 422 Boring Number: NWE-4 Depth: 20' (19-24') Sample Number: Sampled Date Wash Date: Sampled By: 3/10/2016 Wash Technician: DPM Weight of Weight Calculated Percent Sieve Number Sieve Size (mm) Retained Soil & Pan Weight Pan of (g) Retained of Weight Retained of Passing by Weight , (al Soil (9) Soil tal (%) 3" 0.00 1.6" 0.00 314" 0.00 318" 0.00 #4 4.150 0.23 #10 2.000 1.09 73.689g split out of 410 material. #20 0.850 3.14 #40 #60 #100 #200 I� 76.2 38.10 19.05 9.625 0.425 0.250 0.150 0,075 3.16 3A5 36.60 26.06 0.00 0.00 0.00 0.00 0.00 0.00 3.13 3.09 3.11 3.13 3.10 0.00 0.00 0.00 0,00 0.23 1009 0.00 0.08 0.34 3147 21.96 0.00 0 0.00 0.00 0.00 0.23 1409 0.04 0.85 3.74 373.34 244.94 100.0 100.0 100.0 100.0 100.0 99.8 99,8 99.7 99.3 52.9 22A 100 90 r art O) tag iT .0 60 CO C a 60 U) 0. 40 C 30 0 20 10 0 100 a t Percent Passing vs Log of Particle Size a a a I I I t t t I I I I I I I t 1 1 I I I I 1 I I I I 1 I I I 1 1 1 1 I I I I Gravel (444) I I i Sands I 1 1 (+#20O} I Silts (4200) Clays (-O.Ca2rnm) I I I I I I I 6I ii 1 qty 1 II C a I .., I I '-' I CC I 2D M/ 1 41 I E.3 I o I to 1 0 E 1 fl? 4 I C i • IL I I I I I $ I a 10 1 0.1 0.01 Particle Size (mm) 0.001 0.0001 4--#— Sieve Analysis HD--- Hydrometer Analysis 3/14/2016 2952_1 hydrometer-ASTM-O422-R3 1.xls Checked By: Date: Particle Size Analysis of Soils ASTM D 422 Client Job Number: Project: Location: Project Number Hydrometer Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion S152047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: Boring Number Depth.: Sample Number: Sampled Date: Test Date: 15211 2.65 Sodium Hexametaphosphate 4.0 Specific Gravity Correction Factor 1.00 NWE-1 20' (19-24') -- Sampled By: 3/8/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): 823.32 804.85 73.689 72.033 72.178 DPI Elapsed Time (min) Hydrometer Reading Hydrometer Corrected Reading Temperatur e(°C) Temperatur Coefficient e RI Effective Depth (L) Grain Diameter (mm) Percent Suspension °la in Calculated Weight Retained Soilla) of Percent Passing by (%) Weight i 0 0.5 1 2 5 15 30 60 120 250 1440 21.0 19.0 18.0 17.0 16.0 15.0 14.0 12.8 11.5 9.5 17.0 15.0 14.0 13.0 12.0 11.0 10.0 8.8 7,5 5.5 23.0 23.0 23.0 23.0 23.0 23.1 23.2 23.3 23.4 22,8 - 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0133 Data Entered By: NN Date: 3/14/2016 File Name: 2952_1 hydrometer-AST-D422-R3_1.xis WI 12.85 13.18 13.34 13.51 13.67 13,83 14.00 14.20 14.41 14.74 0.0668 0.0478 0.0340 040216 0.0126 0.0089 0.0064 0.0045 0.0032 0.0013 Checked By: Date: 23.6 20,8 19.4 18.0 16.6 15.3 13.9 12,1 10.4 7.6 189,83 167.49 156.33 145.16 133.99 122.83 111.66 97.70 83.75 61,41 23.6 20.8 19.4 18.0 16.6 15.3 13.9 12.1 10A 7.6 eLT Client Job Number: Project: Location: Project Number: Grain Size Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion Y S152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 50.64 49.87 0.77 3.15 46.72 '1.7 General Sample Data Total Wet Weight of Sample (g): 962.45 Total Dry Weight of Sample (g): 946.76 Calculated Weight Plus #200 (g): 618.94 Moisture of Total Sample (%): 1.7 Percent Retained #200 Sieve (%): 65.4 Plus Split Data Original Weight of +#10 (g): 7.19 Calculated Weight of +#10 (g): 0.00 Minus Split Data Original Weight of -#10 (9): 955.26 Calculated Dry Weight of -#10 (g): 946.76 USCS Classification ASTM D 2481 Atterberg Classification: NP Group Symbol: SM Course -Grained Soils Percent Gravels (%): 0.00 Percent Sands (%): 65.37 Percent Fines (%): 34.63 USCS Classification Silty Sand Data Entered By: NN Date: File Name: Particle Size Analysis of Soils ASTM D 422 Boring Number Depth: Sample Number: Sampled Date: Wash Date: NWE-3 25' (24-29') -. -- Sampled By: 311012016► Wash Technician: DPM -- Sieve Number Sieve Size (mm) Weight Retained Soil & fat of Pan Weight Pan (g) of Calculated Weight Retained Soil fat of Percent Passing by Weight [° o� Weight Retained Soil of (g) " 76/ 0.00 1.5" 38.10 0.00 314" 19.05 0.00 318" 9.525 0.00 #4 4.750 0.00 #10 2.000 0.00 53.655g split out of 410 material. #20 0.850 3.11 0.425 3.11 0.250 3.40 0.150 10.03 0.075 30.63 #40 #60 #100 #200 0.00 0.00 0.00 0.00 0.00 0,00 3.11 3.10 3.22 3.12 3.24 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.18 6.91 27.40 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.18 3,26 123.97 491.44 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 99,6 86,5 34.6 Percent Passing by Weight 100 90 80 70 60 50 40 30 20 10 0 Percent Passing vs Log of Particle Size Gravel (44) , Sands I (+1200) I Sills (-#200) Clays (-0.0 mrn) 4 • 4 I I I I I I o t• §1/4.1 4 I v I + dl " UM I E I VI a , v 41 ItC 1 I M I p I P I r r r 100 10 1 0.1 0.01 Particle Size (mm) 0,001 Sieve Analysis -4—Hydrometer Analysis 0.0001 3/14/2016 2952_1 _hyd rometer-ASTM-D422-R3_6 err Checked By: Date: Particle Size Analysis of Soils ASTM D 422 Client: Job Number: Project: Location: Project Number: Hydrometer Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion - 5452047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: Boring Number: Depth: Sample Number: Sampled Date: Test Date: 152H 2.65 Sodium Hexametaphosphate 4.0 Specific Gravity Correction Factor 1.00 NWE-3 25' (24-29') -- -- Sampled By: 3/8/2016 Technician: Total Wet Weight of Sample (9): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - 'Mg): 962.45 946,76 53.655 52781 52.781 n DPM Elapsed Time (min) Hydrometer Reading Hydrometer Corrected Reading Terperatur e ( C) Temperatur Coefficient e (K) Effective Depth 04 Diameter Grain (mm) Percent Suspension (%)Soil in Calculated Weight Retained (o) of by Percent Passing Weight (%) 0 0.5 1 2 5 15 30 60 120 250 1471 21.0 16,5 15.5 14.0 13.0 12.0 11.0 10.5 9,3 8.3 17.0 12.5 11.5 10.0 9.0 8.0 7.0 6.5 5.3 4.3 a 23.0 23.0 23.0 23.0 23.0 23.0 23.1 23.1 23.3 22.8 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0133 Data Entered By: NN Date: 3/14/2016 File Name: 2952 1 hydrometer-ASTM-D422-R3_8.xls a 12.85 13.59 13.75 14.00 14.16 14.33 14.49 14.57 14.78 14.94 0.0668 0.0485 0.0345 0.0220 0.0128 0,0091 0.0065 0.0046 0.0032 0.0013 Checked By: Date: 32.3 231 21.8 19.0 17,1 15.2 13,3 12,3 10.0 8.1 305.36 224.53 206.56 179.62 161.66 143.70 125.74 116.75 94.30 76.34 a 32.3 23.7 21,8 19,0 17.1 15.2 13.3 12.3 4010 8.1 QTT AtNAMIOti" • Client: Job Number: Project: Location: -- Project Number. S152O47 Grain Size Data Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): Swift River Environmental Services 2952-1 North Weld Landfill Expansion 55.53 54.42 1.21 3.08 51.34 2.4 General Sample Data Total Wet Weight of Sample (g): 685.65 Total Dry Weight of Sample (g): 572.28 Calculated Weight Plus #2OO (g): 219.62 Moisture of Total Sample (%): 2.3 Percent Retained #200 Sieve (%): 38,4 Plus Split Data Original Weight of +#10 (g): 4.02 Calculated Weight of +#10 (g): 3.52 Minus Split Data Original Weight of -#10 (g): 561.63 Calculated Dry Weight of -#10 (g): 556/6 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 0.34 Percent Sands (%): 38,04 Percent Fines (%); 61.62 USCS Classification Sandy Lean Clay Particle Size Analysis of Soils ASTM D 422 Boring Number: NWE-4 Depth: 1O' (9-14') Sample Number: Sampled Date: Wash Date: Sampled By: 3/1O/2O16 Wash Technician: DPM -- Sieve Number Sieve Size (mm) Weight Retained Soil & iay of Pan Weight ai Retained Soil (g) of Calculated Weight Retained Soi (ata� of Percent Passing by Weight °/ Weight of Pan (g) 3" 1.5" 3/4" 318" #4 #10 76.2 3810 19.05 9.525 4.750 2.000 59.84g split out of 410 #20 0.850 #40 0.425 #60 0/50 #100 0.150 #200 0.075 0.00 0,00 0.00 1.93 0.00 1.59 material. 3,40 3.37 3.59 5.48 22.09 0.00 0.00 0.00 0.00 0.00 0.00 3.12 3.08 3,19 3.11 3.22 0.00 0.00 0.00 1,93 0,00 1.59 0.28 0.29 0.41 2,37 18.86 0,00 0.00 0.00 1.93 0.00 1.59 2.73 2,82 3.97 23.08 183.50 100.0 100.0 100.0 99.7 99.7 99.4 98,9 98,4 97.7 93.7 61.6 100 90 r 80 a, 70 >1 .0 60 O C 50 U) Cu 0. 40 C 30 0 0. 20 10 Percent Passing vs Log of Particle Size A. - — 1 r 1 1 1 1 f 1 , 1 , 1 I 1I 1 I I__ 4. - 1 I 1 I 1 I I I r 1 r 1 1 I Gravel (+14) 0 1 t 1 Sands (+#,200) A M - Silts t-0200) Clays (-0 O02mm) 1 r 1 * I 0 0 0 1:_ s# Si r-. I N '-I V 4 C I C I ' —• 0 I a, ' a l is E E. N el t z e LL — . 1 I 1 I I I 100 10 1 0.1 0.01 Data Entered By: NN Date: 3/14/2016 File Name: 2952_1 hydrometer-ASTM-D422-R3_Axis Particle Size (mm) 0.001 0.0001 --- Sieve Analysis —0—Hydrometer Analysis Checked By: Date: eIT Particle Size Analysis of Soils ATM D 422 Client Job Number: Project: Location: Project Number: Hydrometer Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion 8152047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant Deflocculant Correction: Specific Gravity Correction Factor 1,00 Boring Number: NUDE -4 Depth: 10" (9-14') Sample Number: Sampled Date: -- Sampled By: Test Date: 3/8/2046 Technician: w 152H Total Wet Weight of Sample (g): 2.65 Total Dry Weight of Sample (9): Sodium Hexametaphosphate Wet Weight of Sub -Sample (g): 4,0 Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample -W(g): 585.65 572.28 59,840 58.466 58.818 DPM Hydrometer Reading Corrected Hydrometer Reading Temperatur Coefficient e (K) Effective Depth PRetained (L) Grain Diameter (mm) I Suspension Percent ('A) in Calculated Weight Soil la) of Percent Passing b by Wei MI 9 ht Elapsed Time (mm) Temperatur e Q 0 1 2 5 15 30 60 120 250 1440 31.0 28.0 25.0 23.0 21.5 20.0 19.0 18,0 15.0 27.0 24.0 21.0 19.0 17.5 16.0 15.0 14.0 11.0 23.1 23.1 23.1 23.1 23.1 23.1 23.2 23.3 22.7 0.0132 0,0132 0.0132 0.0132 0.0132 0.0132 00132 0.0132 0.0133 Data Entered By: NN Date: 3/14/2016 File Name: 2952_1_hydrometer-ASTM-D422-R3_3xls 11.21 11.70 12.19 12.52 12.77 13,01 13.18 13.34 13.83 a 0.0441 0.0319 0.0206 0.0120 0.0086 0.0061 0.0044 0.0030 0.0013 46.0 40.9 35.8 32.3 29.8 27.2 25.5 23.8 18.7 263.06 233.83 204.60 185,11 170.50 155.89 146.14 136.40 107,17 Checked By: Q_0 Date: 46.0 40.9 35.8 32.3 29.8 27.2 25.5 23.8 18.7 ATT Client: Job Number Project: Location: Project Number S152047 Grain Size Data Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (9): Moisture (%): Swift River Environmental Services 2952-1 North Weld Landfill Expansion 42.14 41.11 1.03 3..07 3804 2.7 General Sample Data Total Wet Weight of Sample (g): 73012 Total Dry Weight of Sample (g): 711.02 Calculated Weight Plus #200 (g): 152.48 Moisture of Total Sample (%): 2,7 Percent Retained #200 Sieve (VD): 21.4 Plus Split Data Original Weight of +#10 (g): 2.17 Calculated Weight of +#10 (g): 1.96 Minus Split Data Original Weight of 410 (g): 727.95 Calculated Dry Weight of -#10 (g): 709.06 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 0.09 Percent Sands (%): 21.36 Percent Fines (%): 78.56 USCS Classification Lean Clay With Sand Particle Size Analysis of Soils ASTM D 422 Boring Number: Depth: Sample Number Sampled Date: Wash Date: NWE-5 10' (9-14') MAI Sampled By: 3/10/2016 Wash Technician: DPM Sieve Number a Sieve (mm) Size Weight Retained Soil & Ia) of Pan Weight Pan (g) of Wei ht 9Weight Retained Soil (g) of Calculated Retained Soil tar of Percent Passing by Weight (°. g 3„ 15„ 3/4" 3/8" #4 4.750 #10 2.000 65.435g split out of 410 material. #20 0.850 3.50 #40 #60 #100 #200 76.2 38.10 19.05 9.525 0.425 0.250 0.150 0.075 0.00 0.00 0.00 0.00 0.63 1.33 3.53 3.53 5.37 13.10 0.00 0.00 0.00 0.00 0.00 0,00 3.14 3.11 3.05 3.02 3.19 0.00 0.00 0.00 0.00 0.63 1.33 0.37 0.41 0.48 2.36 9.91 0.00 0.00 0.00 0.00 0.63 1.33 4.08 4.61 5.33 26.22 110.28 100.0 100.0 100.0 100.0 99.9 99.7 99.2 98.5 97.8 94.1 78.6 100 90 50 40 30 20 10 0 100 Data Entered By: NN Date: 3/14/2016 File Name: 2952.1.hydrometer-ASTM-D422-R3 Percent Passing vs Log of Particle Size 1 I 1 I 1 1 I I I I I I I f 1 I 1 I I I I- , I. 1 I 1 r I 1 I 1 1 1 r I h Gravel (+04) T 1 1 i 1 (0mm) :Sa:100) zt1 " r g eg t 2 ` �t.- Y. 1 1u 1. 3 . Ut 1 C E 1 !■�j3 1 C 2 I 11. * 1 t I t I I I 10 1 0.1 0,01 Particle Size (mm) 0.001 0.0001 -- Sieve Analysis -- Hydrometer Analysis Checked By: Date: AMMO " Particle Size Analysis of Soils ATM D 422 Client Job Number: Project: Location: Project Number: Hydrometer Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion S152047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant Deflocculant Correction: Specific Gravity Correction Factor 1.00 Boring Number: NNE -5 Depth: 10' (9-14') Sample Number:. Sampled Date: Test Date: 152H 2,65 Sodium Hexametaphosphate 4.5 Sampled By: 3/9/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): 730.12 711.02 65.435 63.718 63.940 DPM Calculated Weight Retained Soil lei of Percent Passing by r Weight 4 ki Elapsed Time (min) Hydrometer Reading Corrected Hydrometer Reading Temperatur e oC ) Tern Coefficient peratur e [K) Effective Depth fit.) Grain . Diameter (mm) Percent Suspension (%) in 0 1 2 5 15 30 60 120 250 1440 43.0 38.0 33.0 28.8 26.5 25.3 23.3 21.5 19.0 a 38.5 33.5 28.5 24.3 22.0 20.8 18.8 17.0 14.5 23.1 23.1 23.1 23.1 23,2 23.3 23.4 23.5 23.4 - 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 Data Entered By: NN Date: 3/140016 File Name: 2952_1_hydrometer-ASTM-D422-R3 0.xls 9.24 10.06 10.88 11.58 11.95 12.15 12.48 12.77 13.18 0.0400 0.0295 0.0494 0.0116 0.0083 0.0059 0.0042 0.0030 0.0013 Checked By: Date: 60.3 52,5 44,7 38.0 34.5 32.5 29.4 26,6 22.7 428.91 373.21 317.50 270.16 245,09 231.17 208.88 189.39 161.54 60.3 52.5 44.7 38.0 34.5 32.5 29.4 26.6 22.7 eTT Client Job Number: Project: Location: Project Number: Grain Size Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion $ 152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): Particle Size Analysis of Soils ASTM D 422 Boring Number Depth: Sample Number: Sampled Date: Wash Date: NWE-6 10' (9-14') -- Sampled By: 3/11/2016 Wash Technician: DPM -- Sieve Number Sieve Size (mm) Weight Retained Soil & a of Pan Wei Retained Soil ht {g) of Calculated Weight Retained Soi Cal of Percent Passing by Weight NI Weight Pan (g) of 50.12 3" 48.63 +1.5" 1.49 3f4" 3.11 3/8" 45.52 #4 3,3 #10 60.531 g General Sample Data #20 Total Wet Weight of Sample (g): 1,062.99 #40 Total Dry Weight of Sample (g): 1,029.26 #60 Calculated Weight Plus #200 (g): 140.54 #100 Moisture of Total Sample (%): 3.3 #200 Percent Retained #200 Sieve (%): 13.7 Plus Split Data Original Weight of +#10 (g): 0.87 Calculated Weight of 410 (g): 0.32 Minus Split Data Original Weight of 410 (g): 1,062.12 Calculated Dry Weight of 410 (g): 1,028.94 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 0.00 Percent Sands ((IA): 13.65 Percent Fines (%): 86.35 USCS Classification Lean Clay Data Entered By: Date: File Name: NN 3114/2016 2952_1 _hydrometer-ASTM-D422-R3_11.xIs 76.2 38.10 19.05 9.525 4.750 2.000 split out of 410 material. 0.850 0.425 0.250 0.150 0.075 0.00 0.00 0,00 0.00 0.00 0.32 3.23 3.21 3.24 3.93 10.13 0.00 0.00 0.00 0400 0.00 0.00 3.12 3.12 3.13 3.20 3.18 0.00 0.00 0.00 0.00 0.00 0.32 0.12 0.09 0,11 0,73 6.94 0.00 0.00 0.00 0.00 0.00 0.32 2.02 1.60 1.93 12.80 121.57 100.0 100.0 100.0 100.0 100.0 100.0 99.8 99.6 99.4 99.2 86.3 Percent Passing by Weight 100 90 80 70 60 50 40 30 20 10 0 Percent Passing vs Log of Particle Size a i a a a a _ a a 1 ! 1 i 1 1 1 1 Gravel (+#4) 1 Sands (+#200) 1 \CIays(4002mm) 1 1 1 Course S nd (+110) Medium Sand (+#40) Fine sane (n2OO) 100 10 1 0.1 0.01 Particle Size (mm) 0.001 —4— Sieve Analysis Hydrometer Analysis 0.0001 Checked By: Date: _pits /17//if ATT Particle Size Analysis of Soils ATM D 422 Client: Job Number: Project: Location: Project Number: Hydrometer Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion S152047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: Specific Gravity Correction Factor 1.00 Boring Number: NWE-6 Depth: 10' (9-14') Sample Number Sampled Date: Test Date: 15214 2.65 Sodium Hexametaphosphate 4.5 Sampled By: 3/9/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (9): Corrected Dry Weight of Sub -Sample - W(g): 1,062.99 1 )029,26 60.531 58.610 58.610 Pla DPI Elapsed Time (mire. Corrected Reading ' Temperatur Coefficient e 11(1 Effective Depth (L) Suspension Percent in (%) Calculated Weight Retained Soil (al of by Percent Passing Weight (%) Hydrometer Reading Temperatur a e C) Grain Diameter �mm} 0 1 2 5 15 30 60 120 250 1440 41.0 36.0 31.0 27.0 25.0 23.0 22.0 20.5 18.0 36.5 31.5 26.5 22,6 20,5 18.5 17.5 16.0 13.5 23.5 23.5 23.5 23.4 23.5 23.5 23.5 23.5 23.3 0.0132 0.0132 0.0132 0.0132 0,0132 0.0132 0.0132. 0.0132 0.0132 Data Entered By: NN Date: 3/14/2016 File Name: 2952_1_hydrometer-ASTM-D422-R3_11.xls 9.57 10.39 11.21 11.87 12.19 12.52 12.69 12.93 13.34 0.0407 0.0300 0.0197 0.0117 0.0084 0.0060 0.0043 0.0030 0.0013 Checked By: Date: 62.4 53.8 45.3 38.4 35.0 31.6 29.9 27.3 23.1 641.66 553.93 466.01 395.67 360.50 325.33 307.74 281.36 237.40 62.4 53.8 45.3 38.4 35.0 31.6 29.9 27.3 23.1 Client: Job Number, Project: Location: Project Number: Grain Size Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion S152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 63.22 62.23 0.99 3.09 59.14 1.7 General Sample Data Total Wet Weight of Sample (g): 890,34 Total Dry Weight of Sample (g): 875.98 Calculated Weight Plus #200 (g): 416.02 Moisture of Total Sample (%): 1.6 Percent Retained #200 Sieve (%): 47.5 Plus Split Data Original Weight of +#10 (g): 19.70 Calculated Weight of +#10 (g): 17,37 Minus Split Data Original Weight of -#10 (g): 870.64 Calculated Dry Weight of -#10 (9): 858.61 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 0.36 Percent Sands (%): 47.13 Percent Fines (%): 52.51 USCS Classification Sandy Lean Clay Data Entered By: NN Date: File Name: Particle Size Analysis of Soils ASTM D 422 Boring Number. NWE-7 Depth: 15' (14-17') Sample Number: Sampled Date: Wash Date: -- Sampled By: 3/11/2016 Wash Technician: DPM Sieve Number Sieve Size (mm) Weight Retained Soil & (al of Pan Weight Pan of (g) Wei 9 Retained Soil ht of (g) Calculated Weight Retained Soil 'al of Percent Passing by Weight 1%) 3', 1.5" 3/4" 3/8" #4 #10 68.819g split out of 410 material. #20 0.850 4.38 #40 0.425 4.48 #60 0.250 5.20 #100 0.150 11.46 #200 0.075 21.69 76.2 38.10 19.05 9.525 4.750 2.000 0.00 0.00 0.00 0,00 3.19 14.18 0.00 0.00 0.00 0.00 0.00 0.00 3.17 3.11 3.15 3.20 3.14 0.00 0,00 0.00 0.00 3.19 14.18 1.21 1.36 2.05 8.26 18.55 0.00 0,00 0.00 0.00 3.19 14,18 15.34 17.26 26.00 104.77 235.28 100.0 100.0 100.0 100.0 99.6 98.0 96.3 94.3 91.3 79.4 52.5 100 90 C) r 70 60 CD 40 UV U) O 40 C 0. 30 0 20 10 0 Percent Passing vs Log of Particle Size a_ - _ N P k I M I I 1 I l 4 I a I I 1 I l / 1 I 1 I I I I Il I I • I I I ,_ Gravel (+14) • I iI 1 Sands (+400) I I I I Silts (4200) Clays (-0.002mm) I I I M I M b , O 1 ' 1 v 1 c 1 0 1 4 I 0 v I f I C , (4 1 m 1 a 01 (4 1 4 E p CD i I G 2 I IL l I I 1 I I I I- 1 100 10 1 0,1 0.01 Particle Size (mm) 0.001 0.0001 -�- Sieve Analysis - Hydrometer Analysis 3/14/2016 2952_I_hydrometer-ASTM-D422-R3 J.xls Checked By: Date: ATT An NLIp:,,.:.. , Particle Size Analysis of Soils ASTM D 422 Client: Job Number Project: Location: Project Number: Hydrometer Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion v 5152047 TestConfiguration Hydrometer Type: Specific Gravity: Deflocculant: Defiocculant Correction: Boring Number: NWE-7 Depth: 15' (14-171) Sample Number Sampled Date: Test Date: 152H 2,65 Sodium Hexametaphosphate 4.5 Specific Gravity Correction Factor 1,00 -- �_ Sampled By: 3/9/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): 890.34 875.98 68.819 67.687 69.068 a - DPI Elapsed Time min } Hydrometer Reading H Hydrometer Corrected Y Reading Temperatur e (°C} empera Coefficient e (K) ur Effective Depth (I.) a Weight Retained Soil ma (p) e of ercen Passing by Weight [°fQ! Grain Diameter (mm) Percent Suspension (%) in 0 1 2 5 15 30 60 120 250 1440 34.0 32.5 31.5 29.5 28.3 27,5 26.0 24.5 17.0 IMP 29.5 28.0 27.0 25.0 23.8 23,0 21.5 20.0 12.5 23.3 23.3 23.3 23.3 23.3 23.3 23,4 23.4 23.2 0.0132 0.0132 0.0132 0,0132 0,0132 0.0132 0,0132 0.0132 0.0132 Data Entered By: NN Date: 3/1412016 File Name: 2952_1_hydrometer-ASTIR-D422-R3`2.xls 10.72 10.96 11.13 11.46 11.66 11.78 12.03 12.28 13.51 0.0431 0.0308 0.0196 0,0115 0.0082 0.0058 0.0042 0.0029 0.0013 Checked By: Date: 42.8 40.6 39,1 362 34A 33.3 31.2 29.0 18,1 374.65 355.60 342,90 317.50 301.63 292.10 273,05 254.00 158.75 42.8 40.6 39.1 36.2 34.4 33.3 31.2 29.0 18.1 err Client: Job Number Project: Location: Project Number: Grain Size Data Swift River Environmental Services 2952-2 North Weld Landfill Expansion 152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 66.84 63.70 3.14 6.97 56.73 5.5 General Sample Data Total Wet Weight of Sample (g): 964.35 Total Dry Weight of Sample (g): 914.64 Calculated Weight Plus #200 (g): 364.63 Moisture of Total Sample (%): 5.4 Percent Retained #200 Sieve (%): 39.9 Plus Split Data Original Weight of +#10 (g): 17.91 Calculated Weight of +#10 (g): 16.59 Minus Split Data Original Weight of -#10 (g): 946.44 Calculated Dry Weight of -#10 (g): 898.06 USCS Classification ASTM 0 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 0.30 Percent Sands (%): 39.56 Percent Fines (%): 60.13 USCS Classification Sandy Lean Clay Data Entered By: Date: File Name: NN 4/7/2016 2952 2_hydrorneter-ASTM-0422-R33.xls Particle Size Analysis of Soils ASTM D 422 Boring Number NWE-7 Depth: Sample Number: Sampled Date: Wash Date: Sampled By: 4/6/2016 Wash Technician: BDF Sieve Size (mm) Weight Retained Soil & gal of Pan Weight of Pan (g) Weight ht Retained Soil (g) of alculated Weight Retained Soil [at of Percent Passing by Weight WO Sieve Number 3" 1.5" 3/4" 3/8" #4 #10 76.2 38.10 19.05 9.525 4.750 2.000 53.91g split out of -#10 #20 0.850 #40 0.425 #60 0.250 #100 0.150 #200 0.075 0.00 0.00 0.00 0.00 2.76 13.83 material. 4.37 3.96 3.97 7.42 15.81 0.00 0.00 0.00 0.00 0.00 0.00 3.15 3.11 3.20 3.15 313 0.00 0,00 0.00 0.00 2.76 13.83 1.23 0.84 0.77 4.28 12.68 0.00 0.00 0.00 0.00 2.76 13.83 21.59 14.79 13.50 75.21 222196 100.0 100.0 '100.0 100.0 99.7 98.2 95.8 94.2 92.7 84.5 60.1 100 90 la 80 O) 70 6O O) C ■ it 0 40 C I.) 20 50 3O 10 O Percent Passing vs Log of Particle Size a . 4 I 4 4 4 I I I I ---- 4 I 4 1 - I - I I I I -4 - 1 4 i I I I I I 4 I $ 4 I I I I Gravel (+#4) Silts (4200) Clays (-0.002mm) Medium 5 nd (#040) . I Fine San (i-S200) I i U. r + r I 10O 10 1 0.1 0.01 Particle Size (mm) 0.001 -�- Sieve Analysis —0— Hydrometer Analysis 0.0001 Checked By: Date: ebto TT WNN^ AtM.Mil R 1 . Particle Size Analysis of Soils ASTM 0 422 Client: Job Number: Project: Location: Project Number Hydrometer Data Swift River Environmental Services 2952-2 North Weld Landfill Expansion -- 152047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: Boring Number: NWE-7 Depth: Sample Number Sampled Date: Test Date: 152H 2.65 Sodium Hexametaphosphate 4.0 Specific Gravity Correction Factor 1.00 -- Sampled By: 4/5/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): BDF 964.35 914.64 53.910 51.083 52,019 Elapsed Time + (min) Hydrometer Reading(L) Temperature Temperature Effective Diameter Grain (mm) Calculated Weight Soil (a) of Percent Passing fo4l Percent in (' o) Corrected Reading 0 1 2 5 15 30 60 420 250 1440 28.5 26.5 26.0 25.5 24.5 /23.0 22.0 19.5 15.5 - 24.5 22.5 22.0 21.5 20.5 19.0 18.0 15.5 11.5 - 23.3 23.3 23.3 23.3 23.4 23.4 23.6 23.6 22.8 0.0132 0.0132 0.0132 0.0132 0.0132 0,0132 0.0132 0.0132 0.0133 Data Entered By: NN Date: 4/7/2016 File Name: 2952_ 2_hydrometer-ASTM-0422-R3_3.xis 11.62 11.95 12.03 12.11 12.28 12.52 12.69 13.10 13.75 00449 0.0322 0.0204 0.0118 0.0084 0.0060 0.0043 0.0030 0.0013 Checked By. Date: MI 47.2 43.3 42.3 41.4 39.5 36.6 34.6 29.8 22.1 431.37 396.15 387.35 378.55 360.94 334.53 316.92 272.91 202A8 61/4 47.2 43,3 42.3 41A 39.5 36.6 34.6 29.8 22.1 ATT WAN=4 Client: Job Number Project: Location: Project Number: Grain Size Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion MS lift S152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (9): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 69.13 67.58 1.55 3.13 64.45 2.4 General Sample Data Total Wet Weight of Sample (g): 681.67 Total Dry Weight of Sample (g): 665.74 Calculated Weight Plus #200 (g): 294.11 Moisture of Total Sample (%): 2.4 Percent Retained #200 Sieve (%): 44.2 Plus Split Data Original Weight of +#10 (9): 5.08 Calculated Weight of +#10 (g): 3.81 Minus Split Data Original Weight of -#10 (g): 676.59 Calculated Dry Weight of #10 (g): 661.93 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 0.09 Percent Sands (%): 44.09 Percent Fines (%): 55.82 USCS Classification Sandy Lean Clay Data Entered By: NN Date: File Name: Particle Size Analysis of Soils ASTM D 422 Boring Number Depth: Sample Number Sampled Date: Wash Date: NWE-8 18-20' UD Sampled By: 3/1112016 Wash Technician: DPM Weight of Weight Calculated Percent Sieve Number Sieve Size (min) Retained Soil & (a) Pan Weight Pan (g) of of ai etarrred Soil (9) Weight Retained Soil tal of Passing by Weight 1%1 g 3" 1.5" 3/4" 3/8" #4 #10 76.2 38.10 19.05 9.525 4.750 2.000 62.34g split out of 410 #20 0.850 #40 0.425 #60 0.250 #100 0.450 #200 0.075 0,00 0.00 0.00 0.00 0.58 3.23 material. 3.59 3.89 4.67 10.77 19.64 0.00 0.00 0.00 0,00 0,00 0.00 3.10 3.14 3.22 3.21 3.19 0.00 0.00 0.00 0.00 0.58 3.23 0.49 0.75 1A4 7.56 16.45 0.00 0.00 0.00 0.00 0.58 3.23 5.33 8.20 15.70 82.20 178.87 100.0 1►00.0 100.0 100.0 99.9 99,4 98.6 97.4 95.0 82.7 55.8 100 90 r 80 a) ill 70 1i 60 O) C 50 4) es a. 40 4S C 30 0 0- 20 10 0 Percent Passing vs Log of Particle Size - 0 V $ 1 1 N i 4 - i $ 1• 4 1 0 1 t -1 • 1 I i N i 0 1 I 1 I 1 I 1 1 1 I --. Gravel (44) i i Sands i 1 M (+ 00) N 's (4200) Clays (-0.002mm) 1 1 i i I - -N N N N M r R 1 1 C1 t 1 i Cp I 1 V C � -- A l C 1 I Si 4 1 m E 1 ce # C i . - if I' 1 1 r 1 . 100 10 1 0.1 0.01 Particle Size (mm) 0.001 0.0001 —.0—Sieve Analysis Ai —Hydrometer Analysis 3/14/2016 2952_1 hydrometer-ASTM-D422-R3 j.xls Checked By: Date: ATT Particle Size Analysis of Soils ASTM D 422 Client Job Number: Project: Location: Project Number: Hydrometer Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion -- 8152047 Test Configuration Hydrometer Type: Specific Gravity: Defloccu !ant: Deflocculant Correction: Boring Number: Depth: Sample Number: Sampled Date: Test Date: 152H 2.65 Sodium Hexametaphosphate 4,5 Specific Gravity Correction Factor 1.00 NWE-8 18-20' UD ala Sampled By: 3/9/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): 681.67 665.74 62.340 60.875 61.242 -- DPM Elapsed Time (min) Hydrometer Reading Corrected Reading Reading Tennperatur e C) Temperatur- e Coefficient _LK) Effective Depth (L) Grain Diameter (mm) - Percent Suspension % in Calculated Weight Retained Soil (a) of by Percent Passing Weight 10/) . 0 1 2 5 15 30 60 120 250 1536 s 34.0 32.5 31.5 30.3 29.0 28.5 27.5 25.8 22.0 29.5 28.0 27.0 25.8 24.5 24.0 23.0 21.3 17.5 23.3 23.3 23.3 23.3 23,4 23.4 23.4 23.4 23.2 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 Data Entered By: NN Date: 3/1412016 File Name: 2952_1_hydrometer-ASTM-D422-R3_,9.xls a 10.72 10.96 11.13 11.33 11.54 11.62 11.78 12.07 12,69 0.0431 0.0308 0.0196 0.0114 0.0082 0.0058 0.0041 0.0029 0.0012 Checked By: Date: - 48.2 45.8 44.1 42.1 40.1 39.2 37.6 34.7 28,6 321.12 304.79 293.90 280.30 266.69 261.25 250.36 231.31 190.49 48.2 45.8 44,1 42.1 40.1 39.2 37.6 34.7 28.6 CET AUa to ' it Client: Job Number: Project: Location: -- Project Number: 5152047 Grain Size Data Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): Swift River Environmental Services 2952-1 North Weld Landfill Expansion 98.07 97.27 0.80 6.88 90.39 0.9 General Sample Data Total Wet Weight of Sample (g): 775.08 Total Dry Weight of Sample (g): 768.54 Calculated Weight Plus #200 (g): 476,82 Moisture of Total Sample (%): 0.9 Percent Retained #200 Sieve (%): 62.0 Plus Split Data Original Weight of +#10 (g): 30.70 Calculated Weight of +#10 (g): 29,10 Minus Split Data Original Weight of -#10 (g): 744.38 Calculated Dry Weight of 410 (g): 739.44 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: SC Course -Grained Soils Percent Gravels (%): 0.68 Percent Sands (%): 61,36 Percent Fines (%): 37.96 USCS Classification Clayey Sand Data Entered By: Date: File Name: NN 3/15/2016 2952_1_hydrometer-ASTM-D422-R3_12.xls Particle Size Analysis of Soils ASTM D 422 Boring Number: Depth: Sample Number: Sampled Date: Wash Date: NWE-9 17-19' UD Y Sampled By: 3/14/2016 Wash Technician: DPI -- Number Sieve Sieve Size Om) Weight Retained Soil & tat of Pan _ Weight Pan of (g) Weight Retained Soil of (g) Calculated Weight Retained Soil tat of Percent Passing by 1°ht Weight 3" 0.00 1.5" 0.00 3/4" 0.00 3/8" 0.00 #4 4.750 5.26 #10 2.000 23.84 66.647g split out of 410 material. #20 0.850 4.96 #40 #60 #100 #200 76.2 38.10 19.05 9.525 0.425 0.250 0.150 0.075 4.78 5.19 14.31 26.22 0.00 0.00 0.00 0.00 0.00 0,00 3.04 3.10 3.11 3.10 3.12 0.00 0.00 0.00 0.00 5.26 23.84 t92 1.68 2.09 11.21 23.10 0.00 0.00 0.00 0.00 5.26 23.84 21.48 18.85 23.35 125,47 258,57 100.0 100.0 100.0 100.0 99.3 96.2 93.4 91.0 87.9 71.6 38.0 100 90 m 60 a) 70 .C2 60 a) C .1' 50 0 0 O. 40 C 0 30 0 0. 20 10 Percent Passing vs Log of Particle Size v- ! - - - I Gavel (#4) Silts 4-200) Clays (-0 002mm) 10 1 0.1 0.01 Particle Size (mm) 0.001 0.0001 —4— Sieve Analysis Hydrometer Analysis Checked By: Date: AP 3 �G�1G ATT Particle Size Analysis of Soils ASTM D 422 Client Job Number: Project: Location: Project Number 5152047 Hydrometer Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion Mal Test Configuration Hydrometer Type: Specific Gravity: Deflocculant Deflocculant Correction: Specific Gravity Correction Factor 1.00 Boring Number NWE-9 Depth: 17-19' Sample Number: UD Sampled Date: Sampled By: Test Date: 3/9/2016 Technician: 152H 2.65 Sodium Hexametaphosphate 4.5 Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): 775.08 768.54 66.647 66.062 68.672 IMAM DPM Elapsed Time (min) Hydrometer Reading arrested Reading TemperaturTemperatur e C) Temperatur Coefficient e f ll Effective Depth (L} Grain Diameter (mil Sus Percent ensign pe re) in ; Calculated Weight Retained Soil tat of Percent Passing by Weight (°a1 1 2 5 15 30 60 120 250 1440 25.0 24.0 23.3 22.3 21.5 21.0 20.0 19,0 17.8 20.5 19.5 18.8 17.8 17.0 16.5 15,5 14.5 13.3 23.3 23.3 23.3 23.4 23.4 23.4 23.4 23.4 23.3 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 Data Entered By: NN Date: 3/15/2016 File Name: 2952_1_hydrometer-ASTM-D422-R3_12.xls - 12.19 12.36 12A8 12.65 12.77 12.85 13.01 13.18 13.38 0.0460 0.0327 0.0208 •/ 0.0121 0.0086 0.0061 0.0043 0.0030 0.0013 Checked By: Date: 29.9 28.4 27.3 25,9 24.8 24.1 22.6 21.1 19.3 229.74 218.53 210.13 198.92 190.51 184.91 173.70 162.50 148.49 29.9 28.4 27.3 25.9 24.8 24.1 22.6 21.1 19.3 Client: Job Number: Project: Location: Project Number: Grain Size Data Swift River Environmental Services 2952-2 North Weld Landfill Expansion 152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 109.09 107.13 1.97 6.91 100.21 2.0 General Sample Data Total Wet Weight of Sample (g): 793.17 Total Dry Weight of Sample (g): 778.43 Calculated Weight Plus #200 (g): 334.16 Moisture of Total Sample (%) 1.9 Percent Retained #200 Sieve (%): 42.9 Plus Split Data Original Weight. of +#10 (g): 30.92 Calculated Weight of+#10 (g): 2833 Minus Split Data Original Weight of -#10 (g): 762.25 Calculated Dry Weight of 410 (g): 750.10 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 1,49 Percent Sands (%): 41.44 Percent Fines (%): 57.07 USCS Classification Sandy Lean Clay Data Entered By: Date: File Name: NN 4/7/2016 2952 2_hydrometer ASTM-D422-R321.xls Particle Size Analysis of Soils ASTM D 422 Boring Number NWE-12 Depth: Sample Number Sampled Date: Wash Date: -- �w Sampled By: -- 41612016 Wash Technician: BDF Number Sieve Sieve Size (mm) ' Weight Retained Soil & (al or Pan Weight Pan of (g) Wei � Retained Soil ht (g) of Calculated Weight Retained Soil of (a) Percent Passing by Weight IV , 3„ 1.5" 3/4" 3/8" #4 #10 90.603g split out of -#10 material. #20 0.850 5.23 #40 0.425 4.61 #60 0,250 4.69 #100 0.150 #200 0.075 76.2 38.10 19.05 9.526 4/50 2.000 0.00 0.00 0.00 2.94 8.66 16.73 11.31 26.00 0.00 0.00 0.00 0.00 0.00 0.00 3.10 3.10 3.09 3.10 3.22 0.00 0.00 0.00 2.94 8.66 16.73 2.13 1.50 1.61 8.20 22.79 0.00 0.00 0.00 2.94 8.66 16.73 17.96 12.69 13.58 69.25 192.36 100.0 100.0 100.0 99.6 98.5 96.4 94.1 92.4 90.7 81.8 57.1 Percent Passing by Weight 100 9D 80 70 60 50 40 30 20 10 0 Percent Passing vs Log of Particle Size I i I 4 • I 4 1 0 I 4 1 I 1 * I 4 t-- a 4 S I 4 I 4 1 4 1 4 - 1 4 1 4 1 4 Gravel (44) $ - 1 4 4 Sands (4 200) I I ip Silts (4 200) Clays (-0.002mm) I I 4 I 4 I 4 I 4 s1 O 4 s i1 1 4 I io p 4 t C 4 v ' C a 0 ' 4 C E 4 m a I 4 7 4 S 01 2 4 1< - I I 4 1 4 I 4 I 4 t I r r• i .. i 100 10 1 0.1 0 0 Particle Size (mm) 0.001 --tieSieveAnalysis — Hydrometer Analysis 0.0001 Checked By: Date: CAL 917-16 Particle Size Analysis of Soils ASTM D 422 Client: Job Number Project: Location: Project Number: Hydrometer Data Swift River Environmental Services 2952-2 North Weld Landfill Expansion w- 152047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Dellocculant Correction: Boring Number NWE-12 Depth: Sample Number Sampled Date: Sampled By: Test Date: 4/5/2016 Technician: 152H 2.65 Sodium Hexametaphosphate 4.0 Specific Gravity Correction Factor 1.00 N w Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W{g}: 793.17 778.43 90.603 88.857 92.175 - BDF Temperature Coefficient(K) ' Grain Diameter (mm) Percent Suspension a (%) in Calculated Weight Retained la) of Percent Passing by Weight 1%) Elapsed Time (min) Hydrometer Reading Corrected Hydrometer Reading Temperature ac E Effective Depth �L 0 1 2. 5 15 30 60 120 250 1440 a 43.5 38.5 35.0 32.0 30.5 29.0 27.5 26.0 12,0 39.5 34,5 31.0 28.0 26.5 25.0 23.5 22.0 8.0 - 23.5 23.5 23.5 23A 23.5 23.6 23.7 23.7 22.6 s 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0133 Data Entered By: NN Date: 4/7/2016 File Name: 2952 2_hydrometer-ASTM-D422-R3 4,xls a 9.16 9.98 10.55 11,05 11,29 11.54 11.78 12.03 14.33 0.0399 0.0294 0.0191 0.0113 0.0081 0.0058 0.0041 0.0029 0.0013 Checked By: Date: r 42.9 37.5 33.7 30.4 28.8 27.2 25.5 23.9 8.7 a 334.04 291.75 26216 236.79 224,10 211.42 198.73 186.05 67.65 e44. 42.9 37.5 33.7 30.4 28.8 27.2 25.5 23.9 8.7 'GATT Client: Job Number: Project: Location: Project Number: Grain Size Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion S152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): 71.71 Weight of Dry Soil & Pan (g): 70.04 Weight of Water (g): 1,66 Weight of Pan (g): 3.09 Weight of Dry Soil (g): 66.95 Moisture (%): 2.5 General Sample Data Total Wet Weight of Sample (g): 58.24 Total Dry Weight of Sample (g): 56.83 Calculated Weight Plus #200 (g): 8.99 Moisture of Total Sample (%): 2.5 Percent Retained #200 Sieve (%):15,8 Plus Split Data Original Weight of +#10 (g): 0.00 Calculated Weight of +#10 (g): 0.00 Minus Split Data Original Weight of -#10 (g): 58.24 Calculated Dry Weight of 410 (g): 56.83 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (/): 0.00 Percent Sands (%): 15.82 Percent Fines (%): 84.18 USCS Classification Lean Clay With Sand Data Entered By: Date: File Name: NN 3/14/2016 2952_i hydrometer-ASTM-D422-R3_5.xls Particle Size Analysis of Soils ASTM D 422 Boring Number NUDE -13 Depth: 10' (9-14') Sample Number: Sampled Date: Wash Date: -- a- Sampled By: 3/10/2016 Wash Technician: DPM Number Sieve Sieve (mm) Size Weight Retained Soil & (al of Pan eight Retained Soil of (g) Calculated Weight Retained Soil (al of Percent Passing by Weight IV Weight Pan (g) of 76.2 1.5" 38.10 314" 19.05 318" 9.525 #4 4.750 #10 2.000 58.242g split out of 410 #20 0.850 #40 0.425 #60 0.250 #100 0.150 #200 0.075 0,00 0.00 0.00 0.00 0.00 0.00 material. 3.21 3.27 3.36 4.18 11.08 0.00 0.00 0.00 0.00 0.00 0.00 3.21 3.24 3.22 323 3.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.14 0.96 7.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.14 0.96 7,86 100.0 100.0 100.0 100.0 100.0 100.0 100,0 99.9 99.7 98.0 84.2 100 90 4,8 80 up) 70 .3 60 C 50 0 (Q a 40 C 30 C) 20 10 0 Percent Passing vs Log of Particle Size r a a_ a 0 t• a ids (4200) Clays (-0.002mm) Gravel (+14) b f i -ob.CIL !, S 6.. ti/ Ni 1 P • i 100 10 1 0.1 0.01 Particle Size (mm) 0.001 —1M-- Sieve Analysis at Hydrometer Analysis 0.0001 Checked By: Date: thk AUMNCW I • , Particle Size Analysis of Soils ASTM D 422 Client Job Number: Project: Location: Project Number: Hydrometer Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion 5152047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: Specific Gravity Correction Factor 1.00 Boring Number: NINE -13 Depth: 10' (9-14') Sample Number: Sampled Date: Test Date: 152H 2.65 Sodium Hexarnetaphosphate 4.5 -e Sampled By: 3/9/20'16 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample -1111(8): 58.24 56.83 58.242 56.829 56.829 DPM Elapsed Time (min) Hydrometer Reading - Corrected Hydrometer Reading Temperatur e °C1 Temperatur Coefficient e tic) Grain Diameter Om) Calculated Weight Retained Soil (al of by Percent Passing Weight PM ht Effective Depth 0L) Percent Suspension (%) in 0 1 2 5 15 30 60 120 250 1440 37.0 33.0 28.0 25.0 23.5 22.0 21,0 19.0 16.5 32.5 28.5 23.5 20.5 19.0 17.5 16.5 14.5 12.0 23.3 23.3 23.3 23.2 23.3 23.4 23.4 23.5 23.4 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 Data Entered By: NN Date: 3/14/2016 File Name: 2952_I _hydrometer-ASTM-D422-R3_5.xls 10.23 10.88 11.70 12.19 12.44 12.69 12.85 1118 13.59 we 0.0421 0.0307 0,0201 0.0119 0.0085 0.0061 0.0043 0.0030 0.0013 57.3 50.2 41.4 36.1 33.5 3048 29.1 25.6 21.1 32.54 28.54 23.53 20.53 19.03 17.52 16.52 14.52 12.02 Checked By: QA? Date: - 57.3 50.2 41.4 36,1 33,5 30.8 29.1 25.6 21.1 Client: Job Number: Project: Location: Project Number: Grain Size Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion IMAM S152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 27.85 27.32 0.53 3.13 24.18 2.2 General Sample Data Total WetWeight of Sample (g): 713.81 Total Dry Weight of Sample (9): 698.45 Calculated Weight Plus #200 (g): 142.83 Moisture of Total Sample (%): 2,2 Percent Retained #200 Sieve (°J): 20.4 Plus Split Data Original Weight of 410 (g): 0.09 Calculated Weight of 410 (g): 0.07 Minus Split Data Original Weight of 410 (g): 713.72 Calculated Dry Weight of 410 (g): 698.38 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 0.00 Percent Sands (%): 20.45 Percent Fines (%): 79.55 USCS Classification Lean Clay With Sand Data Entered By: Date: File Name: NN 3/14/2016 2952_1 _hydrometer-ASTM-0422-R3 4.xls Particle Size Analysis of Soils ASTM D 422 Boring Number NWE-14 Depth: 10' (9-14') Sample Number Sampled Date: Wash Date: - -- Sampled By: 3/10/2016 Wash Technician: DPM MI 'MI Number Sieve Sieve Size {mm) Weight Retained Soil & Lai of Pan Weight Retained Soil (g) of Calculated Weight Retained Sol lab of by Percent Passing Weight (%1 9 Weight Pan (g) of 3', 1.5" 314, 3/8" #4 #10 76.2 38.10 19.05 9.525 4.750 2.000 0.00 0.00 0.00 0.00 0.00 0.07 67,927g split out of -#10 material. #20 #40 #60 #100 #200 0.850 0.425 0.250 0.150 0.075 3.14 3.11 3.34 4.57 15.17 0.00 0.00 0.00 0,00 0.00 0.00 3.09 3.08 3.22 3.23 3.11 0.00 0.00 0.00 0.00 0.00 0,07 0.04 0.03 0.12 1.34 12.06 0.00 0.00 0.00 0.00 0.00 0.07 0.45 0.27 1.24 14.08 126.72 100,0 100.0 100,0 100.0 100.0 100.0 99.9 99.9 99.7 97.7 79.6 100 90 ic 8D C) 70- Lk 60 a) C +ur' 50 tOl (1I Cv a. 40 4S t 30 ICE 0- 20- 10 0 100 Percent Passing vs Log of Particle Size i Gravel (+#4) a e - Sills (4203) Clays (-4.0D2cnrn) 10 1 0.1 001 Particle Size (mm) 0.001 00001 -4—Sieve Analysis —I— Hydrometer Analysis Checked By: Date: �ATT AMAMI°;'- I, 'I Particle Size Analysis of Soils ASTIR D 422 Client: Job Number: Project: Location: Project Number: Hydrometer Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion r S152047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: Boring Number: NWE-14 Depth: 10' (9-14') Sample Number: Sampled Date: Test Date: 152H 2.65 Sodium Hexametaphosphate 4.5 Specific Gravity Correction Factor 1.00 -- -w Sampled By: 3/9/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): 713.81 698.45 67.927 66.465 66.465 DPM Time (min) Hydrometer Reading Hydrometer Corrected Reading TemperaturTemperatur ( C) Temperatur Coefficient e Effective Depth (L) Grain Diameter (mm� Suspension Percent in (��) Calculated Weight Retained Soil of by Percent Passing Weight % 0 1 2 5 15 30 60 120 250 1440 41,0 36.0 31.5 28.0 26.5 24.8 23.5 21.5 19.5 36.5 31.5 27.0 23.5 22.0 20.3 19,0 17,0 15.0 23.3 23.3 2.3.3 23.3 23.3 23.4 23.4 23.4 23,2 0.0132 0.0132 010132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 Data Entered By: NN Date: 3/14/2016 File Name: 2952.1_hydrometer-ASTM-D422-R3 4.xls 9.57 10.39 11.13 11.70 11.95 12,24 12.44 12,77 13.10 0.0407 0.0300 0.0196 0,0116 0.0083 0.0059 0,0042 0.0030 0.0013 Checked By: Date: - 55.0 47,5 40.7 35.4 33.1 30.5 28.6 25.6 22.6 384.08 331.47 284.12 24729 231.50 213.09 199.93 178.89 157.84 eKP Sit 55.0 47,5 40.7 35.4 33.1 30.5 28.6 25.6 22.6 Client: Job Number: Project: Location: -- Project Number: S152047 Grain Size Data Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): Swift River Environmental Services 2952-1 North Weld Landfill Expansion 91.86 88.40 3.46 6,57 81.83 4.2 General Sample Data Total Wet Weight of Sample (g): 781.68 Total Dry Weight of Sample (g): 750.13 Calculated Weight Plus #200 (g): 227.11 Moisture of Total Sample (%): 4.2 Percent Retained #200 Sieve (%): 30.3 Plus Split Data Original Weight of +#10 (g): 4.35 Calculated Weight of +#10 (g): 3.91 Minus Split Data Original Weight of -#10 (g): 777.33 Calculated Dry Weight of -#10 (g): 746.22 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 0.00 Percent Sands (%): 30.28 Percent Fines (%): 69.72 USCS Classification Sandy Lean Clay Data Entered By: Date: File Name: NN 3/1412016 2952_1 _hydrometer-ASTM-D422-R3_7.xls Particle Size Analysis of Soils ASTM D 422 Boring Number Depth: Sample Number: Sampled Date: Wash Date: NWE-14 17-19' UD a Sampled By: 3/10/2016 Wash Technician: DPM -- Weight Retained Soil & tal of Pan, Weight of Pan (g) Wei Retained Soil g ht (g� of Calculated Weight Retained Soil Cal of Percent Passing by Weight t%1 Sieve Number Sieve Size (mm) 3" 1.5" 314" 3/8" #4 #10 56.871g #20 #40 #60 #100 #200 76.2 38.10 19.05 9.525 4.750 2.000 0.00 0.00 0.00 0.00 0.00 3.91 split out of -#10 material. 0.850 3,65 0.425 0.250 0.150 0.075 3.71 3,88 7.18 13.59 0.00 0,00 0.00 0.00 0,00 0.00 3.15 3.20 3.06 3.14 3.15 0.00 0.00 0.00 0.00 0.00 3.91 0.50 0,51 0.82 4.04 10.44 0.00 0.00 0.00 0.00 0.00 3.91 6,87 7.03 11,21 55.27 142.83 100.0 100.0 100.0 100.0 100.0 99,5 98.6 97.6 96.1 88.8 69.7 100 s0 miss C) 70 '3 60 CD C 60 'o a. 40 C 30 0 O- 20 10 0 Percent Passing vs Log of Particle Size i I I I I I I I II Silts (4200) Gravel (+#4) Clays (-0.002mm) Course Sand (+#10) _IA/tedium Sand (+040) Fine Sand (+#200) F I I 1 100 10 1 01 0.01 Particle Size (mm) 0.001 -4—Sieve Analysis Hydrometer Analysis 0,0001 Checked By: Date: eTT xnNp" 14IJMAMLIO '• Particle Size Analysis of Soils ASTM D 422 Client: Job Number: Project: Location: Project Number: Hydrometer Data Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: 4.0 Specific Gravity Correction Factor 1.00 Swift River Environmental Services 2952-1 North Weld Landfill Expansion - S152047 Boring Number: Depth: Sample Number: Sampled Date: Test Date: 152H 2.65 Sodium Hexametaphosphate NWE-14 17-19' UD Sampled By: 3/8/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g); 781.68 750413 56.871 54.564 54,838 -- DPI Corrected remperatur Grain Percent in Calculated Percent Elapsed P Time rain Hydrometer Reading H y dre�meter Temperatur e (°D) e Coefficient Effective Depth (L) Diameter Suspension Weight Retained of Passing by Weight Reading (K) (mm} (%) Soil (ci) I°fad 0 1 2 5 15 30 60 120 250 1482. 37.0 36.0 34.3 33.0 32.0 31.0 29.5 28.0 18.0 OM 33.0 32.0 30.3 29.0 28.0 27.0 25.5 24.0 14.0 23.0 23.0 23,0 23.0 23.0 23.1 23.2 23.3 22.8 0.0432 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0133 Data Entered By: NN Date: 3/14/2016 File Name: 2952 1 hydrometer-ASTM-D422-R3.7.xls 10.23 10.39 10.68 10.88 11.05 11.21 11.46 11.70 13.34 0.0421 0.0300 0.0192 0.0112 0.0080 0.0057 0.0041 0.0028 0.0013 Checked By: Date: 603 58.4 55.2 53.0 51.1 49.3 46.6 43.5 25.6 452.02 438,32 414.35 397.23 383.53 369.84 349.29 328.74 191.77 evY 60.3 58.4 55.2 53.0 51.1 49.3 46.6 43.8 25.6 eTT . Client: Job Number: Project: Location: Project Number: Grain Size Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion 3152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (9): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 57.21 55.67 1.54 3.11 52.56 2.9 General Sample Data Total Wet Weight of Sample (g): 64.08 Total Dry Weight of Sample (g): 62.26 Calculated Weight Plus #200 (g): 15.27 Moisture of Total Sample (%): 2.9 Percent Retained #200 Sieve (%): 24.5 Plus Split Data Original Weight of +#10 (g): 0.00 Calculated Weight of +#10 (g): 0.00 Minus Split Data Original Weight of -#10 (g): 64.08 Calculated Dry Weight of -#10 (9): 62.26 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course Grained Soils Percent Gravels (%): 0,00 Percent Sands (%): 24.53 Percent Fines (%): 75.47 USCS Classification Lean Clay With Sand Data Entered By: NN Date: File Name: 10-4 Particle Size Analysis of Soils ASTM D 422 Boring Number. Depth: Sample Number Sampled Date: Wash Date: NWE-16 14-16' UD Sampled By: 3/10/2016 Wash Technician: DPM - Number Sieve Weight Retained Soil Nat & of Pan Weight Pan of (g) Wei Retained Soil g ht {g} of Calculated height Retained , Soil (al of by Percent Passing t Weight %1 Sieve Size (mm) 3" 76/ 0.00 1.5" 38.10 0.00 3/4" 19.45 0.00 3/8" 9325 0.00 #4 4.750 0.00 #10 2.000 0.00 64.082g split out of -#10 material. #20 0.850 3.11 #40 0.425 3.11 #60 0.250 328 #100 0.150 4.10 #200 0.015 17.33 0.00 0.00 0.00 0.00 0.00 0.00 3.11 3.11 3.23 3.12 3.09 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.05 0.99 14.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.05 0.99 14.23 100.0 400.0 100.0 100.0 100.0 100.0 100.0 100.0 99.9 98.3 75.5 Percent Passing vs Log of Particle Size 100 •#---t t $ s0- 70 60 50 40 30 0 Gravel (+44) $ 4 1 1 1 1 1 i 1 4 1 Sands (+#200) at It a C) d M I C 2 Silts (-200) 100 10 1 0.1 0,01 Particle Size (mm) Clays (-0,002mm) 0.001 0.0001 —+— Sieve Analysis --- Hydrometer Analysis 3/14/2016 29521_hydrometer,ASTM-D422-R3_10.xls Checked By: Date: CAIT Particle Size Analysis of Soils ASTIR D 422 CVent: Job Number: Project: Location: Project Number: 5152047 Hydrometer Data Test Configuration Hydrometer Type: Specific Gravity: Defloccu.la nt: Deflocculant Correction: Swift River Environmental Services 2952-1 North Weld Landfill Expansion Boring Number: Depth: Sample Number Sampled Date: Test Date: 152H 2.65 Sodium Hexametaphosphate 4.5 Specific Gravity Correction Factor 1.00 NWE-16 14-16' UD Sampled By: 3/9/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): 64.08 62.26 64, 082 62.257 62.257 -- DPI . Elapsed Time (min) Hydrometer Reading Corrected Hydrometer Reading Temperatur e oC 1 Temperatur Coefficient e (K) Effective De R tch L Grain Diameter (mm) Percent ire . Suspension %) Calculated Weight Retained Soil (a) of by Percent Passing 'Vtei Weight (%) g 0 1 2 5 15 30 60 120 250 1578 31,0 26.5 23.0 22.0 21.0 19,8 18.8 18.0 16.0 26.5 22.0 18.5 17.5 16.5 15.3 14.3 13.5 11.5 a 23.4 23.4 23.4 23.4 23.4 23.4 23.5 23.4 23.2 - 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 Data Entered By: NN Date: 3/1412016 File Name: 2952,1^hydrometer-ASTIR-D422-R3_10.xls 11.21 11.95 12.52 12.69 12.85 13.06 13.22 13.34 13.67 0.0441 0.0322 0.0208 0.0121 0.0086 0.0061 0.0044 0.0030 0.0012. Checked By: Date: 42.6 35.4 29.8 28.1 26.5 24.5 22.9 21.7 18.5 - 26.54 22.03 18.53 17.52 16.52 15.27 14.27 13.52 11,52 42.6 35.4 29.8 28.1 26.5 24.5 22.9 21.7 18.5 (ATT - AMMD, ' " Client: Job Number Project: Location: Project Number Grain Size Data Swift River Environmental Services 2952-1 North Weld Landfill Expansion 3152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g); Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 67.68 65.58 2.11 3.11 62.46 3.4 General Sample Data Total Wet Weight of Sample (g): 56.19 Total Dry Weight of Sample (g): 54.36 Calculated Weight Plus #200 (g): 10.78 Moisture of Total Sample (%): 3.4 Percent Retained #200 Sieve (%): 19.8 Plus Split Data Original Weight of +#10 (g): 0.00 Calculated Weight of +#10 (9): 0.00 Minus Split Data Original Weight of -#10 (g): 56.19 Calculated Dry Weight of 410 (g): 54.36 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%o): 0.00 Percent Sands (%): 19.83 Percent Fines (%): 80.17 USCS Classification Lean Clay With Sand Data Entered By: NN Date: File Name: Particle Size Analysis of Soils ASTM D 422 Boring Number: NWE-20 Depth: 10' (9-12') Sample Number: Sampled Date: Wash Date: Sampled By: 3/10/2016 Wash Technician: DPM Sieve Number Sieve Size (mm) - Weight Retained Soil & fal of Pan Calculated Weight Retained Soil rat of Percent Passing by Weight PM Weight Pan of (g) Weight Retained Soil (g) of 3" 76.2 1.5" 38.10 3/4" 19.05 3/8" 9.525 #4 4.750 #10 2.000 56.191g split out of -#10 material. #20 0.850 3.20 #40 0.425 3.11 #60 0.250 3.25 #100 0.150 4.61 #200 0.075 12.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.20 3.09 3.13 3.21 3.27 0.00 0.00 0.00 0000 0.00 0.00 0.00 0.02 0.12 1.40 9.24 0.00 0.00 0.00 0,00 0.00 0.00 100.0 100.0 100.0 100.0 100.0 100.0 0.00 100.0 0.02 100.0 0.12 99.7 1.40 97.2 9.24 80.2 100 90 pa 60 a) C Prsa U) 0 e, 40 0 30 6 0 a 20 1O O Percent Passing vs Log of Particle Size a a I I I I 1 I I I I I I I I I I I I I I I I I I M M I I I M I M I Gravel (+#4) M M I Sands D I 1 (4200) 1 f Silts (4200) Clays (4.002mm) M t k f I I I I p I a I .. itI I I I `,' I E C I C I v ` coa I 0J I c 4P I E 1 0 3 I a I a 0 1 2 a is- -is ---ii I 4 I 4 I 4 1O0 1O 1 0.1 0.01 Particle Size (mm) 0.001 0.0001 -4- Sieve Analysis -0- Hydrometer Analysis 3/14/2016 2952_1_hydrometer-ASTM-D422-R3_6.xis Checked By: Date: 8°F Particle Size Analysis of Soils ASTM D 422 Client: Job Number: Project: Location: Project Number. S152047 Hydrometer Data Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: Swift River Environmental Services 2952-1 North Weld Landfill Expansion Boring Number NWE-20 Depth: 10` (9-12') Sample Number: Sampled Date: Test Date; 152H 2.65 Sodium Hexametaphosphate 4.0 Specific Gravity Correction Factor 1.00 IM r - Sampled By; 3/8/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (9): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): 56.19 54.36 56191 54.357 54.357 DPM Elapsed Time (min) Hydrometer Reading Hydrometer Corrected Reading Temperatur Coefficient tKi e Effective Depth (L Grain Diameter (mm) Percent in uspensi�ori (%) Calculated I I Weight Retained Soil tat of by Percent Passing Weight Q 1%) Temperatur e °�C 0 0.5 1 2 5 15 30 60 120 250 1440 - 42.0 34,5 30.0 27.0 23.0 22.3 21.0 20.0 18.5 16.5 38.0 30.5 26.0 23.0 19.0 18.3 17.0 16.0 14.5 12.5 - 23.1 23.1 23.1 23.1 231 23.2 23.3 23.3 23.4 22.8 0.0132 0.0132 0,0132 0.0132 0.0132 0.0132 0.0132 0.0132 0,0132 0.0133 Data Entered By: NN Date: 3/14/2016 File Name: 2952_1_hydrometer-ASTM-D422-R3 6.xls 9A1 10.64 11.37 11.87 12.52 12.65 12.85 13.01 13.26 13.59 - 0,0571 0.0430 0.0314 0.0203 0.0120 0.0086 0.0061 0,0043 0.0030 0.0013 Checked By; Date: - 70.0 56.2 47,9 42.4 35.0 33.6 31.3 29.5 26.7 23.0 - 38.05 30.54 26.04 23.03 19.03 18.27 17.02 16.02 14.52 12.52 70.0 56.2 47.9 42.4 35.0 33.6 31.3 29.5 26.7 23.0 eTT Client: Job Number: Project: Location: Project Number: Grain Size Data Swift River Environmental Services 2952-2 North Weld Landfill Expansion Y 152047 Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 101.78 96.24 5.54 6.60 89.64 6.2 General Sample Data Total Wet Weight of Sample (g): 643,56 Total Dry Weight of Sample (g): 606.34 Calculated Weight Plus #200 (g): 115.35 Moisture of Total Sample (%): 6.1 Percent Retained #200 Sieve (%): 19.0 Plus Split Data Original Weight of 410 (g): 4.06 Calculated Weight of +#'10 (g): 3.77 Minus Split Data Original Weight of -#10 (g): 639.50 Calculated Dry Weight of -#10 (g): 602.57 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels CM: 0.48 Percent Sands (%): 18.55 Percent Fines (%): 80.98 USCS Classification Lean Clay With Sand Data Entered By: Date: File Name: NN 4/7/2016 29533hydrometer-ASTM-D422-R3 J.xls Particle Size Analysis of Soils ASTM D 422 Boring Number Depth: Sample Number: Sampled Date: Wash Date: Test Pit #1 2-4' bgs w Sampled By: 416/2016 Wash Technician: BDF Weight of Calculated Percent Sieve Number Sieve Size (mm) Retained Soil & !ol Pan Weight Pan (g) of Weight Retained Soil (g) of Weight Retained Soil [at of Passing by 1%) Weight 3', 1.5" 3/4" 3/8" #4 #10 76.2 3810 19,05 9.525 4.750 2.000 0.00 0.00 0.00 0.00 2.90 0.87 82.253g split out of 410 material. #20 #40 #60 #100 #200 0.850 0A25 0.250 0.150 0.075 3.40 3.39 3.48 5.29 14,43 0,00 0.00 0.00 0.00 0.00 0.00 3,13 3.12 3.11 3.10 3.19 0.00 0.00 0.00 0.00 2.90 0.87 0.27 0.27 0.38 2.19 11.24 0.00 0.00 0.00 0,00 2.90 0,87 2.11 2.07 2.92 17.06 87.43 100.0 100.0 100.0 100.0 99.5 99.4 99.0 98.7 98.2 95.4 84.0 100 90 le 80 - CD 70 .C 60 - Ca C , YI 0) 0. 40 C 0 2 0 0. 20 50 30 10 0 Percent Passing vs Log of Particle Size a. w 'V ! T e t I I * t I —1 -, I I 4 I I I I 1 I I I I I 1 1 I I I I 1 1 I I t I I 1 4 I I I I Gravel s (44) 1 I I Sands (4 200) I 1 / 4-#200) Clays (-0.00 mm) I I I I 1 1 s —— _._ 0^1 t rti r Q * 1 S�j1l+ v I 1-: I C 1 I QC W {A I I 1 1 E I di) a, _ , di ei a t i M if • , I I I I I I , 100 10 1 0.1 0.01 Particle Size (mm) 0.001 Sieve Analysis -e— Hydrometer Analysis 0.0001 Checked By: Date: 'fa 744 4 (ATI' louttion ACIWa'IQ S . '. Particle Size Analysis of Soils ASIM D 422 Client: Job Number: Project Location: Project Number 152047 Hydrometer Data Test Configuration Hydrometer Type: Specific Gravity: Deflocculant Deflocculant Correction: Swift River Environmental Services 2952-2 North Weld Landfill Expansion Boring Number Test Pit #1 Depth: 2-4' bgs Sample Number Sampled Date: Sampled By: Test Date: 4/5/2016 Technician: 152H 2.65 Sodium Hexametaphosphate 4.0 Specific Gravity Correction Factor 1.00 IBM M Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(gj: 643.56 606,34 821253 77.467 77.935 BDF Calculated Weight Retained Soil ial of Percent Passing by Weight � t t Elapsed Time (min) Hydrometer ReadingHydrometer Corrected Reading Effective Depth (L � Grain Diameter (mm) Percent Suspension in (%) Temperature (oc) Temperature Coefficient (K) 0 1 2 5 15 30 60 120 250 1440 49.0 43,0 38.0 34.0 32.0 29.5 28,5 26.0 11.0 - 45.0 39.0 34.0 30.0 28,0 25,5 24.5 22.0 7.0 23.0 23.0 23.0 23.1 23.1 23.4 23.6 23.7 22.5 0.0132 0.0132 0.0132 010132 0.0132 0.0132 0.0132 0.0132 0.0133 Data Entered By: NN Date: 4/7/2016 File Name: 2952 2_hydrometer-ASTM-D422-R3_5.xls 8.26 9.24 10.06 10.72 11.05 1146► 11.62 12.03 14.49 0,0378 0.0283 0.0187 0.0111 0,0080 0.0058 0.0041 0.0029 0.0013 Checked By: Date: Ila 57.8 50.1 43 1 38.5 36.0 32.8 3115 28.3 9.0 350.58 303.84 264.88 233.72 218.14 198.66 190.87 171,39 54.53 9-746 57.8 50.1 43,7 38.5 36.0 32.8 31.5 28, 3 9.0 ATT Client: Job Number: Project: Location: Project Number: 152047 Grain Size Data Swift River Environmental Services 2952-2 North Weld Landfill Expansion v Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (°A): 101.09 97.20 3.89 6.90 90,30 4.3 General Sample Data Total Wet Weight of Sample (g): 739.60 Total Dry Weight of Sample (g): 709.08 Calculated Weight Plus #200 (g): 128.76 Moisture of Total Sample (%): 4.3 Percent Retained #200 Sieve (%): 18.2 Plus Split Data Original Weight of +#10 (g): 0.43 Calculated Weight of +#14 (g): 0.39 Minus Split Data Original Weight of 410 (g): 739.17 Calculated Dry Weight of -#10 (g): 708.69 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 0.00 Percent Sands (%): 18.16 Percent Fines (%): 81.84 USCS Classification Lean Clay With Sand Data Entered By: NN Particle Size Analysis of Soils ASTM D 422 Boring Number Depth: Sample Number: Sampled Date: Wash Date: Test Pit #2 541 -- Sampled By: 4/6/2016 Wash Technician: BDF Number Sieve Sieve Size mm Weight Retained Soil (al c Pan Weight of Pan (g) Weight Retained Soil [A1 of by Percent Passing Weight o' 11a1 Weight Retained Soil ofCalculated (g) 3" 1.5" 3/4" 3/8" #4 #10 76.2 38.10 19,05 9.525 4.750 2,000 0.00 0.00 0.00 0.00 0.00 0.39 71.3g split out of 410 material. #20 0,850 3.18 #40 0.425 3.28 #60 0.250 3.20 #100 0.150 3.94 #200 0.075 14,50 0.00 0.00 0.00 0.00 0.00 0.00 3.15 3.23 3,11 3.10 3.12 0.00 0.00 0.00 0.00 0.00 0.39 0.03 0.05 0,09 0.84 11.38 0.00 0.00 0.00 0.00 0.00 0.39 0.29 0.53 0.91 8.70 117.94 100.0 100.0 100.0 100.0 100.0 99.9 99.9 99.8 99.7 96.5 81.8 100 90 ic 80 CD 70 t o . i 0 cv a. 40 C 30 4) as 20 60 5O 10 0 Percent Passing vs Log of Particle Size 1Hfl: its ( ) Clays (-0.002mm) 1 Sands t (4200) A Gravel (+14) 1 • A • A A a - - p1 e A O r 1 a u . v C I e a 13- 0 I 1a I c o A E 1 O al . 1 1 C 0 t• 2 I U. - I I A I l 100 10 1 0.1 0.01 Particle Size (mm) 0.001 wet- Sieve Analysis -4- Hydrometer Analysis 0.0001 Date: 4/7/2016 File Name: 2952 thydrometer-ASTM-D422-R3 axis Checked By: Date: dirt, Ca T AMMO , a Particle Size Analysis of Soils ASTM D 422 Client: Job Number: Project: Location: Project Number 152047 Hydrometer Data Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Sodium Hexametaphosphate Deflooculant Correction: 4.0 Specific Gravity Correction Factor 1.00 Swift River Environmental Services 2952-2 North Weld Landfill Expansion -- Boring Number TS Pit #2 Depth: 5-9' Sample Number Sampled Date: Test Date: - - -- Sampled By: 4/5/2016 Technician: 152H Total Wet Weight of Sample (g): 2.65 Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(9): 739.60 709.08 71.300 68,356 68.425 BDF Elapsed Timerain } Hydrometer Reading Corrected Hydrometer Reading Temperature t ci Temperature Coefficient((K) T Effective Depth Grain Diameter5uspenaian (mm) Percent in a �h) Calculated Weight Retained Soil NI of Percent Passing by Weight 1°0� (L) 0 1 2 5 15 30 60 120 250 1440 43.0 37.0 33.0 29.0 27.0 25.5 24.0 22.5 18.0 39.0 33.0 29.0 25.0 23,0 21.5 20.0 18.5 14.0 i 22.9 22.9 22.9 23.0 23.1 23.2 23.5 23.7 22.5 0.0133 0,0133 0.0133 0.0132 0.0132 0.0132 0.0132 0.0132 0.0133 Data Entered By: NN Date: 4/7/2016 File Name: 2952 2hydrometer-ASTM-D422-R3 6.xls 9.24 10.23 10.88 11.54 11.87 12,11 12.36 12.60 13,34 r 0.0405 0.0301 0.0197 0.0116 0.0083 0.0059 0.0042 0.0030 0.0013 Checked By: Date: 57.1 48.3 42.4 36.6 33.7 31.5 29.3 27.1 20.5 404.70 342.44 300.93 259.43 238.67 223.11 207.54 191.97 145.28 57.1 48.3 42.4 36.6 33.7 31.5 29.3 27.1 20.5 Client: Job Number: Project: Location: Project Number, 152047 Grain Size Data Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): Swift River Environmental Services 2952-2 North Weld Landfill Expansion 116.76 112.43 4.33 7,04 105.40 4.1 General Sample Data Total Wet Weight of Sample (g): 838.75 Total Dry Weight of Sample (g): 805.65 Calculated Weight Plus #200 (9): 375.97 Moisture of Total Sample (%): 4.1 Percent Retained #200 Sieve (%): 46.7 Plus Split Data Original Weight of 410 (g): 0.00 Calculated Weight of f#10 (g): 0.00 Minus Split Data Original Weight of -#10 (g): 835,75 Calculated Dry Weight of -#10 (g): 805.65 USCS Classification ASTM D 2487 Atterberg Classification: CL Group Symbol: CL Course -Grained Soils Percent Gravels (%): 0.00 Percent Sands (%): 46,67 Percent Fines (%): 53.33 USCS Classification Sandy Lean Clay Data Entered By: Date: File Name: NN 4/7/2016 2952_2_hyd rom eter-ASTM-[ 422-R3_2 . xl s Particle Size Analysis of Soils ASTM D 422 Boring Number: Depth: Sample Number: Sampled Date: Wash Date: Test Pit #3 3-5' bgs Sampled By: 4/6/2016 Wash Technician: BDF Sieve Number Sieve Size (rim) Weight Retained Soil & (al of Pan ' Weight of Pan (g) _ Wei�. Ret Soil ht of fined (g) Calculated Weight Retained Soil WI of Percent Passing by Weight 31, 1.5" 3/4" 3/8" #4 #10 75.911g #20 #40 #60 #100 #200 76.2 38.10 19.05 9.525 4.750 2.000 split out of 410 0.850 0.425 0.250 0.150 0.075 0.00 0.00 0.00 0.00 0.00 0.00 material, 3.22 3.19 4.24 9.57 29.46 0,00 0,00 0.00 0.00 0.00 0.00 3.19 3,11 3.13 3.13 3.10 0.00 0.00 0,00 0.00 0.00 0.00 0,05 0,08 1.11 6.45 26.37 0.00 0.00 0.00 0.00 0.00 0.00 0.29 0.89 12.23 71.23 291.32 100.0 100.0 100.0 100.0 100.0 100.0 100.0 99.9 98.3 89.5 53.3 100 90 Id 50 70 .2 60 a) C 50 U) a 40 yid CD 30 al 0. 20 10 0 100 Percent Passing vs Log of Particle Size I 1 1 a I I -- - 1 1 I 1 I I I 1 - - I 1 I 1 I I I -, I I 1 I I I 0 Y I I I I I I I I I Gravel (+#4) I II 1 i 1 Sands (+ 0) 1 1 1 I Sits (4200) Gays (-0.002mm) -I 1 1 1 P 1 1 • ;p 1 p 1 a vl C 1 v . V C 1 irA 1 el 1 a it l E 1 CO E 1 $ 1 0- 5. a 1 2 1 LL I N I N I I I , I -I - , i ,�, 10 1 0,1 0.01 Particle Size (mm) 0,001 —it—Sieve Analysis —ea, Hydrometer Analysis 0.0001 Checked By: Date: ns+■e I4 ID I I i. -i �, Particle Size Analysis of Soils ASTIR D 422 Client Job Number Project Location: Project Number: 152047 Hydrometer Data Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: Specific Gravity Correction Factor 1.00 Swift River Environmental Services 2952-2 North Weld Landfill Expansion Boring Number: Test Pit #3 Depth: 3-5' bgs Sample Number: Sampled Date: Test Date: 152H 2,65 Sodium Hexametaphosphate 4.0 a- -e Sampled By: 41512016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): 838.75 805.65 75.911 72.915 72.915 Ell BDF Hydrometer Corrected Reading Temperature c°c� Temperature Coefficient Effective Depth (L Grain Diameter (mm) Suspension Percent in (°I) Calculated Weight Retained Soil tci of by Percent Passing 1%) Weight Elapsed . Time (min} Hydrometer Reading 0 1 2 5 15 30 60 120 250 1440 - 27.5 240 23.0 22.6 21.5 20.5 20.0 18,6 16.5 • 23.5 20.0 19.0 18.5 17.5 16.5 16.0 14.5 12.5 23.2 23.2 23.2 23.2 23.3 2314 23.7 23.7 22.5 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0133 Data Entered By: NN Date: 4/7/2016 File Name: 2952.2],hydrometer-ASTM-D422-R3.2.xIs MEI 1178 12.36 12.52 12.60 1277 12.93 13.01 13.26 13.59 0.0452 0.0327 0.0208 0,0121 0..0086 0.0061 0,0043 0.0030 0,0013 Checked By: Date: 32.3 27.5 26.1 25.4 24.0 22.7 22,0 19.9 17.2 AEI 260.01 221.28 210,22 204.69 193,62 182.56 177.03 160.43 138.30 4- 32.3 27.5 26.1 25.4 24.0 22.7 22.0 19.9 17.2 ATT ��//�y�,/y�N ��....{{ awns"- Client: Job Number Project: Location: Project Number 152047 Grain Size Data Swift River Environmental Services 2952-2 North Weld Landfill Expansion M Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 129.20 124.26 4.95 7.05 117.20 4.2 General Sample Data Total Wet Weight of Sample (g): 1,024.90 Total Dry Weight of Sample (g): 983.39 Calculated Weight Plus #200 (g): 725.63 Moisture of Total Sample (%): 4.2 Percent Retained #200 Sieve (%): 73.8 Plus Split Data Original Weight of +#10 (g): 0.00 Calculated Weight of +#10 (g): 0.00 Minus Split Data Original Weight of 410 (g): 1,024.90 Calculated Dry Weight of -#10 (g): 983.39 USCS Classification ASTM D 2487 Atterberg Classification: CL -ML Group Symbol: SC-SM Course -Grained Soils Percent Gravels (%): 0.00 Percent Sands (%): 73.79 Percent Fines (%): 26.21 USCS Classification Silty* Clayey Sand Data Entered By: Date: File Name: NN it/712016 2952 2_hydrometer-ASTM,D422-R3_O.xls Particle Size Analysis of Soils ASTM D 422 Boring Number Depth: Sample Number Sampled Date: Wash Date: Test Pit #4 2-6' bgs -a Sampled By: 416/2016 Wash Technician: BDF NNW Sieve NumberSoil Sieve Size (mm) Weight Retained & (al of Pan Weight Pan of (g) Wei ht � Retained Soil (g) of Calculated Weight Retained Soil (01 of by Percent Passing Weight PM 3,' 1.5" 3/4" 3/8" #4 #10 76.958g split out of 410 material. #20 #40 #60 #100 #200 76,2 38.10 19.05 9.525 4.750 2.000 0.850 0.425 0,250 0,150 0,075 0.00 0.00 0.00 0.00 0.00 0.00 3.07 3.26 4.07 12.11 47.58 0.00 0.00 0.00 0.00 0.00 0.00 3.06 3.17 3.11 3.08 3.18 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.09 0.96 9.03 44.40 0.00 0.00 0.00 0.00 0.00 0.00 011 1.20 12.80 120.26 591.26 100.0 100.0 100,0 100.0 100.0 100.0 99.9 98.6 86.3 26,2 100 90 80 a) 70 tI 60 C) C ' 50 in co 0. 40 30 0 0 20 10 0 Percent Passing vs Log of Particle Size I I I I I I 1 I I M t ! C L I Y I i N. N N II r r i r II Sills (4200) Clays (-0.002mm) Gravel () d (*010) a f d (+#40) ;+g1,lOG) s 100 10 1 0.1 0.01 Particle Size (mm) 0.001 —t- Sieve Analysis —•-- Hydrometer Analysis 0.0001 Checked By: Date: (ATT inginse DI I - 0 L, Particle Size Analysis of Soils ASTM D 422 Client: Job Number: Project: Location: Project Number: Hydrometer Data Swift River Environmental Services 2952-2 North Weld Landfill Expansion 152047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: Boring Number Test Pit #4 Depth: 2-6' bgs Sample Number: Sampled Date: Test Date: 152H 2.65 Sodium Hexametaphosphate 4.0 Specific Gravity Correction Factor 1.00 -- Sampled By: 4/5/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub -Sample - W(g): 1,024.90 983.39 76,958 73.841 73.841 BDF CorrectedTemperature Hydrometer Reading Temperature Coefficient t x i Effective Depth (L) Grain Diameter (mm) Percent Suspension in a (%) Calculated Weight Retained Soil (o) of Percent Passing by Weight PM Elapsed Time (min) 1°C) oc Hydrometer y Reading 0 1 2 5 15 30 60 120 250 1440 23.0 20.5 20.0 200 19.5 19.0 18.0 17.0 15.0 19.0 16.5 16.0 16.0 15.5 15.0 14.0 13.0 11.0 23.2 23.2 23.2 23.3 23.4 23.5 23.7 23.6 22,7 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0133 Data Entered By: NN Date: 4/7/2016 File Name: 2952_2_hydrometer-ASTM-D422-R3_0.xls 12.52 12.93 43.01 13.01 13.10 13.18 13.34 13,51 13.83 0.0466 0.0335 0.0212 0.0123 0.0087 0.0062 0,0044 0.0031 0,0013 Checked By: Date: 25.8 22.4 211 21.7 21,0 20.3 19.0 17.6 14.9 253.38 220.04 21337 213.37 206.71 200.04 186.70 173,37 146,69 a 25.8 22.4 21.7 21.7 21.0 20.3 19.0 17.6 14.9 ATT itiwarsis AIDVIUMO s s - , , :IV Client: Job Number: Project: Location: Project Number: 152047 Grain Size Data Swift River Environmental Services 2952-2 North Weld Landfill Expansion - Hygroscopic Moisture of Fines Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Weight of Dry Soil (g): Moisture (%): 181.97 178.13 3.84 7.00 171.13 2.2 General Sample Data Total Wet Weight of Sample (g): 1,831.50 Total Dry Weight of Sample (g): 1,791.30 Calculated Weight Plus #200 (g): 784.80 Moisture of Total Sample (%): 22 Percent Retained #200 Sieve (%): 43,8 Plus Split Data Original Weight of +#10 (g): 0.00 Calculated Weight of +#10 (g): 0.00 Minus Split Data Original Weight of -#10 (g): 1,831,50 Calculated Dry Weight of -#10 (g): 1,191.30 USCS Classification ASTM D 2487 Atterberg Classification: CL -ML Group Symbol: CL -ML Course -Grained Soils Percent Gravels (%): 0.00 Percent Sands (%): 43,81 Percent Fines (%): 56.19 USCS Classification Sandy Silty Clay Data Entered By: Date: File Name: NN 4/7/2016 2952 2_hydrometer-ASTM-D422-R3_1.xls Particle Size Analysis ofSoils ASTM D 422 Boring Number: Depth: Sample Number: Sampled Date: Wash Date: TP-4 2-6' bgs -- -- Sampled By: -n 4/6/2016 Wash Technician: BDF Sieve Number Weight Retained Soil & of Pan Weight Pan of (g) Weight Retained Soil 9. 1%) (g) of Calculated Weight Retained of Percent Passing by Weight Sieve Size (mm) 3" 1.5" 3/4" 3/8" #4 #10 95.839g #20 #40 #60 #100 #200 76.2 38,10 19.05 9.525 4.750 2.000 split out of 410 material. 0.850 0,425 0.250 0.150 0.075 0.00 0.00 0.00 0.00 0.00 0.00 3.17 3.24 3.90 9.85 36.71 0.00 0.00 0.00 0.00 0.00 0.00 3.16 3.16 3.22 3.13 3.13 0.00 0.00 0,00 0.00 0.00 0,00 0.01 0.08 0.68 6,72 33.58 0,00 0.00 0.00 0.00 0.00 0.00 100,4 100.0 100.0 100.0 100.0 100.0 0.17 100.0 1,51 99.9 12.96 99.2 128.36 92.0 641.80 56.2 100 90 � 80 .0) 70 .0 60 0) C 1 50 CO CO 0.40 C 30 O. 0 20 10 0 Percent Passing vs Log of Particle Size I I I 1 4 '- I 1 I I I a I I I__ , 1 I I I I I I I I I I I I I I I I I , Seeds (+11200) I I Silts (-200) Clays (-0.002mm) `- Gravel (44) -t I r 1 M 1--- - I I I 4 r * r yr C D q I rpp- I to I } C I 0 N r r 7 I a D I c E I N C II I it T V M r r I 1 I I 100 10 1 0,1 0.01 Particle Size {mm) 0.001 -4-Sieve Analysis -4-- Hydrometer Analysis 0,0001 Checked By: Date: 4k (HI els Particle Size Analysis of Soils ASTM D 422 Client: Job Number: Project: Location: Project Number Hydrometer Data Swift River Environmental Services 2952-2 North Weld Landfill Expansion 152047 Test Configuration Hydrometer Type: Specific Gravity: Deflocculant: Deflocculant Correction: Specific Gravity Correction Factor 1.00 152H 2.65 Sodium 4.0 Boring Number: TP-4 Depth: 2-6' bgs Sample Number: Sampled Date: Test Date: __ r_ Sampled By: 4/5/2016 Technician: Total Wet Weight of Sample (g): Total Dry Weight of Sample (g): Hexametaphosphate Wet Weight of Sub -Sample (g): Dry Weight of Sub -Sample (g): Corrected Dry Weight of Sub-Sample-'M+'Mf(g): __ BDF 1,831.50 1,791.30 95.839 93.736 93.736 Calculated Weight Retained Soil of of by Percent Passing 1%) Weight Effective Depth (t.) Grain mm Suspension Percent in °!o Elapsed Time (min) Hydrometer Reading Corrected Hydrometer Reading i Tern e eratur P�Diameter C) Temperatur Coefficient e K 0 1 2 5 15 30 60 120 250 1440 29.5 26.0 25.5 24.0 23.5 22.5 22.0 21.0 18.0 25.5 22.0 21.5 20.0 19.5 18.5 18.0 17.0 14.0 23.0 23.0 23.0 23.0 23.1 23.3 23,5 23.7 22.5 a 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0132 0.0133 Data Entered By: NN Date: 4/7/2016 File Name: 2952_2_hydrometer-ASTM D422 R3_1.xls - 11.46 12.03 12.11 12.36 12.44 12.60 12.69 12.85 13.34 0.0446 0.0323 0.0205 0.0120 0.0085 0.0060 0.0043 0.0030 0.0013 Checked By: Date: 27.2 23.5 210 21,4 20.8 19.8 19.2 18.2 15.0 487.97 421.00 411.43 382.72 373.16 354.02 344.45 325.32 267.91 elk gin/lc 27.2 23.5 23.0 21.4 20.8 19.8 19.2 18.2 15.0 etT Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-1 Project: North Weld Landfill Expansion Location: -- Project Number 8152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Liquid Limits Non -Plastic Non -Plastic Data Entered By: NN Date: 3/10/2016 File Name: 2952_i atterberg-ABTMD-4318-R8_5,xls Boring Number Depth: Sample Number: Test Date: Technician: Sampled Date: Sampled By: Method: Atterberg Classification Data Checked Date: 3 NWE-1 20' (19-24') 3/100016 CAL -- Method A NP ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-1 Project: North Weld Landfill Expansion Location: -- Project Number: 8152047 Test Configuration Liquid Limits Device: 0966 Material Size of Fines: -#40 Plastic Limits Liquid Limits Non -Plastic Non -Plastic Data Entered By: NN Date: 3/8/2016 File Name: 2952 1 atterberg-ASTMD-4318-BS O.xls Boring Number Depth: Sample Number Test Date: Technician: Sampled Date: Sampled By: Method: Atterberg Classification Data Check Date: NWE-3 25' (24-29') -- 3/8/2016 NN _- Method A NP ADVANaD TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-1 Project: North Weld Landfill Expansion Location: -- Project Number: 8152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 6.491 Weight of Dry Soil & Pan (g): 5.812 Weight of Water (g): 0.679 Weight of Pan (g): 1.103 Moisture Content (%): 14.4 Liquid Limits Sample 2 6.871 6.175 0.696 1.136 13.8 Average: 13.9% Standard Deviation: 0.4% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 35 9.321 7.313 2.008 1.135 32.5 Sample 3 6.589 5.926 0.663 1.054 13.6 Sample 2 Sample 3 31 24 8.763 8.597 6.879 6.693 1.884 1.904 1.150 1.125 32.9 34.2 Boring Number: Depth: Sample Number: Test Date: Technician: Sampled Date: Sampled By: Method: NWE-4 10' (9-14') 3/9/2016 CAL -- Method A Sample 4 Sample 5 26 20 9.878 9.725 7.671 7.506 2.207 2.219 1.121 1.130 33.7 34.8 Plastic Limit: 14 Liquid Limit: 34 Plastic Index: 20 Atterberg Classification CL 35 34.5 • C 34 401 8 33.5 iS 33 U) '5 32.5 32 Flow Curve *Data Points *25 25 1 1.1 1.2 1.3 1.4 1.5 1.6 Log of Number of Blows 50 40 v 30 0 44 to 20 10 Plasticity Chart CH CL MH coit ML 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: NN Date: 3/10/2016 File Name: 2952_1 atterberg-ASTMD-4318-R6_3.xls Data Checked By: Date: ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-1 Project North Weld Landfill Expansion Location: -- Project Number: 8152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: 440 Plastic Limits Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Liquid Limits Sample 1 6.525 5.892 0.633 1.099 13.2 Sample 2 6.660 6.019 0.631 1.093 12.8 Average: 13.0% Standard Deviation: 0.2% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 33 8.361 6.578 1.773 1.148 32.7 Sample 2 27 9.338 7.209 2.129 0.970 34.1 Sample 3 6.634 6.008 0.626 1.148 12.9 Sample 3 21 9.836 7.559 2.277 1.091 35.2 Boring Number NWE-5 Depth: 10' (9-14') Sample Number -- Test Date: 3/10/2016 Technician: cal Sampled Date: -- Sampled By: -- Method: Method A Plastic Limit: 13 Liquid Limit: 34 Plastic Index: 21 Atterberg Classification CL 35.5 Flow Curve *Data Points 625 35 _ et ..r C 34.5 - T C 0 C) L - 33.5 - 0 2 33 _ 34 32.5 25 • 1 1.1 1.2 1.3 1.4 1.5 Log of Number of Blows 1.6 Plasticity Chart 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: cal Date: 3/1112016 File Name: 2952_1 atterberg-ASTMD-4318-R8.6.xls Data Checked By: Date: ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-1 Project: North Weld Landfill Expansion Location: — Project Number: S152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Liquid Limits Sample 1 6.545 5.878 0.667 1.126 14.0 Sample 2 6289 5.662 0.627 1.150 13.9 Average: 14.0% Standard Deviation: 0.1% Number of Blows: Weight of Wet Soil & Pan (9): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 28 8.642 6.719 1.923 1.147 34.5 Sample 2 29 9.999 7.711 2.288 1,129 34.8 Sample 3 6.165 5.539 0.626 1.107 14.1 Sample 3 26 10.970 8.415 2.555 1.144 35.1 Boring Number: Depth: Sample Number Test Date: Technician: Sampled Date. Sampled By: Method: Sample 4 20 8.630 6.608 2.022 1.146 37.0 NWE-6 10' (9-14') 3/11/2016 CAL Method A Sample 5 17 8.464 6.443 2.021 1.134 38.1 Plastic Limit: 14 Liquid Limit: 35 Plastic Index: 21 Atterberg Classification CL 38.5 38 .2 37,5 c 37 - S 0 36.5 U 4' 35,5 _ U) O 35 _ 34.5 35 - 34 Flow Curve *Data Points 025 a 25 1 1.1 1,2 1.3 Log of Number of Blows 1.4 1.5 50 40 x 40 30 c Y0 Is 20 a 10 0 Plasticity Chart CH Cl Y MH ML 7 T r 1 1 r 0 10 20 30 40 50 60 70 60 Liquid Limit Data Entered By: NN Date: 3/14/2016 File Name: 2952_1_atterberg-ABTMD-4316-R8_10.xls Data Checked By: DE Date: 1/14/1 L ATT ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client Swift River Environmental Services Job Number: 2952-1 Project: North Weld Landfill Expansion Location: -- Project Number: 8152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Liquid Limits Sample 1 7.399 6.731 0.668 1.139 11.9 Sample 2 Sample 3 7.554 6.977 6.884 6.346 0.670 0.631 1.100 1.092 11.6 12M Average: 11.8% Standard Deviation: 0,2% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (9): Weight of Pan (g): Moisture Content (%): Sample I 15 9.938 7.908 2,030 1.153 30.1 Sample 2 Sample 3 22 27 9.336 9.202 7.500 7,421 1.836 1.781 1.169 1.134 29M 28.3 Boring Number: Depth: Sample Number Test Date: Technician: Sampled Date: Sampled By: Method: NWE-7 15' (14-17') 3/9/2016 CAL -- -.. Method A Sample 4 Sample 5 23 26 8.567 10.449 6.905 8,380 1.662 2.069 1.164 1.155 28.9 28.6 Plastic Limit: 12 Liquid Limit: 29 Plastic Index: 17 Atterberg Classification CL 30.2 Flow Curve *Data Points 0 25 30 2'9.8 _ - 29.6 29.4 - ° 2s.2 - tv 29 3 y) 28.8- 2 28.6 _ 28.4 _ 28.2 _ 1 1.1 1.2 1.3 Log of Number of Blows 1.4 1.5 50 Plasticity Chart 40 - 10 - CL CH r _ ML MAH 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: MM Date: 3/10/2016 File Name: 2952_I,atterberg-ASTMD•4318•R8 4.xls ATT ireer ADVANCED TERRA TESTING Data Checked By:M._ Date: a(/ Atterberg Limits Test ASTM D 4318 Client Swift River Environmental Services • Job Number 2952-2 Project North Weld Landfill Expansion Location: -- Project Number 152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 7.382 Weight of Dry Soil & Pan (g): 6.538 Weight of Water (g): 0.844 Weight of Pan (g): 1.106 Moisture Content (NI: 15.5 Liquid Limits Sample 2 Sample 3 7.325 7.026 6,501 6.229 4,824 0.797 1.134 1.077 15.4 15.5 Average: 15.5% Standard Deviation: 0.1% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (ado): Sample 1 18 8.784 7.087 1.697 1.112 28.4 Sample 2 19 9.759 7.863 1.896 1.127 28.1 Sample 3 25 9.910 8.015 1.895 1.137 27.6 Boring Number. NWE-7 Depth: -- Sample Number -- Test Date: 4/5/2016 Technician: CAL Sampled Date: -- Sampled By: -- Method: Method A Sample 4 27 9.132 7.418 1.714 1.145 27.3 Sample 5 31 10.329 8.329 2.000 0.973 27.2 Plastic Limit: 15 Liquid Limit: 28 Plastic Index: 13 Atterberg Classification CL 28.6 28.4 zit 28.2 27.8 27.6 *•+ rn 416 = 27.4 �2 27.2 28 27 1 Flow Curve *Data Points 025 25 1.1 1,2 1.3 1.4 Log of Number of Blows 1,5 1.6 50 40 1< c 30 S 0 4+ 29 w a 10 0 Plasticity Chart CH CL A MH ML --Wit P 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: CAL Date: 4/6/2016 File Name: 2952_2 atterberwASTMD-4318-Rti.xls Data Checked : y: OP" Date: A 6 ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-1 Project: North Weld Landfill Expansion Location: -- Project Number: 3152047 Test Configuration Liquid Limits Device: 1080 Material Size of Fines: -#40 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 7.273 Weight of Dry Soil & Pan (g): 6.555 Weight of Water (g): 0.718 Weight of Pan (g): 1.146 Moisture Content (%): 13.3 Liquid Limits Sample 2 7.586 6.807 0379 1.131 13.7 Average: 13.6% Standard Deviation: 0.2% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g) Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 18 10,433 8,367 2.066 1.137 28,6 Sample 2 22 9,840 7.919 1.921 1.120 28.3 Sample 3 7.082 6.365 0.717 1.117 131 Sample 3 27 9.472 7.648 1.824 1.077 27.8 Boring Number Depth: Sample Number Test Date: Technician: Sampled Date: Sampled By: Method: Sample 4 29 8.784 7.123 1.661 1.092 27.5 NWE-8 18-20' -- 3/14/2016 CAL Method A Plastic Limit: 14 Liquid Limit: 28 Plastic Index: 14 Atterberg Classification CL 28.8 Flow Curve 0 Data Points 025 28.6 _ -28.4 _ C 0 C 28.2 0 U O 28 _ 4' 27.8 O 2 27.6 _ 25 27.4 _ 1 1.1 1.2 1.3 Log of Number of Blows 1.4 1.5 50 40 x t 30 .471 u 20 10 0 Plasticity Chart CH CL MH FAL CI,•ML T 1- 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: NN Date: 3/14/2016 File Name: 2952_1 atterberg-ASTMD-4316-R8_9.xls Data Che Date: 3 ked 1y eye ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client Swift River Environmental Services Job Number: 2952-1 Project: North Weld Landfill Expansion Location: -- Project Number: 5152047 Test Configuration Liquid Limits Device: 0966 Material Size of Fines: -#40 Plastic Limits Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (9): Weight of Water (g): Weight of Pan (9): Moisture Content (%): Liquid Limits Sample 1 9.573 8.651 0.922 1.141 12.3 Sample 2 6.907 8.303 0.604 1.161 11,7 Average: 11.7% Standard Deviation: 0.6% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 34 18.471 15.218 3,253 1.089 23.0 Sample 2 19 15.273 12.474 2.799 1.172 24.8 Sample 3 6.524 5.985 0.539 1.095 11.0 Sample 3 22 15.822 12.964 2.858 1.148 24.2 Boring Number: NWE-9 Depth: 17-19' Sample Number UD Test Date: 3/8/2016 Technician: NN Sampled Date: -- Sampled By: -- Method: Method A Sample 4 27 14.845 12.193 2.652 1.089 23,9 Plastic Limit: 12 Liquid Limit: 24 Plastic Index: 12 Atterberg Classification CL 25 24.8 a 24.6 24.4 0 24.2 0 24 E 23.8 3 23.6 .m 23.4 X23.2 23 22.8 1 Flow Curve Data Points 025 • • 1.1 1.2 1.3 1.4 1,5 Log of Number of Blows 1,6 50 40 Plasticity Chart c 30 - ns 20 a 10 CH MH c,. ML 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: NN Date: 3/9/2016 File Name: 2952_1 atterberg-ASTMD-431 B -R8 J.xls Data Checked By: Me Date: 3'4j+6 ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-2 Project: North Weld Landfill Expansion Location: Project Number: 152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: 440 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 6.979 Weight of Dry Soil & Pan (g): 6.343 Weight of Water (g): 0.636 Weight of Pan (g): 1.092 Moisture Content (%): 12.1 Liquid Limits Sample 2 7.169 6.486 0.683 1.090 12.7 Average: 12.4% Standard Deviation: 0.3% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 17 8.917 7.147 1.770 1.149 29.5 Sample 2 20 10.527 8.405 2.122 1.140 29.2 Sample 3 6.950 6.305 0.645 1.102 12.4 Sample 3 28 10.726 8.602 2.124 1.136 28.4 Boring Number NWE-12 Depth: -- Sample Number -- Test Date: 415/2016 Technician: CAL Sampled Date: -- Sampled By: -- Method: Method A Plastic Limit: 12 Liquid Limit: 29 Plastic Index: 17 Atterberg Classification CL 29.6 29.4 X29.2 C 29 O { 28.8 28.6 2 28.4 28.2 Flow Curve • Data Points 125 25 1 1,1 1.2 1.3 Log of Number of Blows 1.4 1.5 50 40 IS 30 20 a 10 0 Plasticity Chart CH CL MH ML CI L 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: CAL Date: 4/6/2016 File Name: 2952_2 atterberg-ASTMD-4318-R8_2.xls ATT lit, Data Ch dc Date:q (0 � BY: CKP ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client Swift River Environmental Services Job Number 2952-1 Project North Weld Landfill Expansion Location: Project Number: S152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 6,720 Weight of Dry Soil & Pan (g): 6.035 Weight of Water (g): 0.685 Weight of Pan (g): 1.136 Moisture Content (%): 14.0 Liquid Limits Sample 2 Sample 3 6.926 6.580 6.196 5.889 0.730 0.691 1.088 1.156 14,3 14.6 Average: 14.3% Standard Deviation: 0.3% Sample 1 Number of Blows. 26 Weight of Wet Soil & Pan (g): 9.967 Weight of Dry Soil & Pan (9): 7.778 Weight of Water (g): 2.189 Weight of Pan (g): 1.131 Moisture Content (%): 32.9 Sample 2 29 8.746 6.876 1.870 1.135 32.6 35 34.5 _ C 34 0 33.5 _ tig 33 _ oci 2 32.5 - Flow Curve • Data Points 025 • 32 ,- 1 1.1 1.2 1.3 Log of Number of Blows 1.4 1.5 Sample 3 26 9.922 7,722 2.200 1.127 33.4 Boring Number: Depth: Sample Number. Test Date: Technician: Sampled Date: Sampled By: Method: NWE-13 101(9-14') - 3/1012016 CAL Method A Sample 4 Sample 5 21 19 10.483 10.120 8,113 7.807 2.370 2.313 1.141 1.149 34.0 34.7 Plastic Limit: 14 Liquid Limit: 33 Plastic Index: 19 Atterberg Classification CL 50 40 X 13 30 6 O Is Kt 20 10 0 Plasticity Chart -/cH 4 MH 0 10 20 30 40 50 60 70 BO Liquid Limit Data Entered By: NN Date: 3114/2016 File Name: 2952_1_atterberg-ASTMD-431+3-R6_7.xis Data Ch eked By:1-Ke. Date: 14 ADVANCED TERRA TE51f $NG Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-1 Project: North Weld Landfill Expansion Location: — Project Number: S152047 Test Configuration Liquid Limits Device: 1080 Material Size of Fines: -#40 Plastic Limits Sample I Weight of Wet Soil & Pan (g): 6.436 Weight of Dry Soil & Pan (g): 5.801 Weight of Water (g): 0.635 Weight of Pan (g): 1.117 Moisture Content (QM: 13.6 Liquid Limits Sample 2 Sample 3 6.482 6.563 5.826 5.894 0.656 0.669 1.135 1.149 14.0 14.1 Average: 13,9% Standard Deviation: 0.3% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 20 10.391 8.012 2.379 1.111 34.5 Sample 2 Sample 3 33 29 11.364 10.317 8.833 8.037 2.531 2280 1.142 1.141 32,9 33.1 Boring Number Depth: Sample Number Test Date: Technician: Sampled Date: Sampled By: Method: Sample 4 23 10.779 8,316 2A63 1.131 34.3 NWE-14 10' (9-14') 3/11/2016 BDF Method A Plastic Limit: 14 Liquid Limit: 34 Plastic Index: 20 Atterberg Classification CL 34.8 _ 34.6 _ 34.4 rat 34.2- 4' C g 33.8- 33.6 _ 5 33.4 _ X33.2 _ 2 33- 32.9 32.6 _ 1 Flow Curve *Data Pants 125 25 1,1 1.2 1.3 1.4 Log of Number of Blows 1.5 1.6 50 40 go 30 2 m 20 F. 10 Plasticity Chart CH CL MH ._- . ML 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: NN Date: 3/14/2016 File Name: 2652 ,1 atterbe.rg-ASTMD-4316-R6_12.xis Data Ch- key By: 00K2 Date: 3 ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number 2952-1 Project: North Weld Landfill Expansion Location: - Project Number S152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 7.402 Weight of Dry Soil & Pan (g): 6.565 Weight of Water (g): 0.837 Weight of Pan (g): 1.136 Moisture Content (%): 15.4 Liquid Limits Sample 2 7.436 6.590 0.846 1.137 15.5 Average: 15.4% Standard Deviation: 0.2% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (9): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 30 9.702 7.546 2.156 1.141 33.7 Sample 2 27 7.737 6.046 1.691 1.110 34.3 36.5 36 a 35.5 C 35 O U 44 *a � 34 - 6 Flow Curve • Data Points 025 4 34.5 - 33.5 - 33 25 1 1,1 1.2 1.3 1.4 Log of Number of Blows 1.5 1,6 Sample 3 7.529 6.679 0.850 1.094 15.2 Sample 3 21 8.779 6.804 1.975 1.116 34.7 Boring Number: Depth: Sample Number: Test Date: Technician: Sampled Date: Sampled By: Method: Sample 4 20 9.705 7.463 2.242 1.141 35.5 NWE-14 17-19' DD 3/10/2016 CAL Method A Sample 5 17 9.725 7.435 2.290 1135 36.3 Plastic Limit: 15 Liquid Limit: 34 Plastic Index: 19 Atterberg Classification CL Plasticity Chart 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: NN Date: 3/14/2016 File Name: 2952_1fitterber�g-ASTMD-4318-R8 8.xis Data Che Date: 3 ed By: 0./k? ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-1 Project: North Weld Landfill Expansion Location: -- Project Number: 8152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 6.497 Weight of Dry Soil & Pan (g): 5.769 Weight of Water (g): 0.728 Weight of Pan (g): 1,084 Moisture Content (%©): 15.5 Liquid Limits Sample 2 6.475 5.763 0.712 1.145 15.4 Average: 15.3% Standard Deviation: 0.2% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight ht of Pan (g): Moisture Content (%): Sample 1 26 10.665 8.501 2.164 1.142 29.4 Sample 2 28 10.531 8.398 2.133 1.077 29.1 Sample 3 6.666 5..944 0.722 1.150 15,1 Sample 3 24 8.771 7.028 1.743 1.180 29.8 Boring Number NWE-16 Depth: 14-16' Sample Number UD Test Date: 3/1012016 Technician: CAL Sampled Date: -- Sampled By: -- Method: Method A Sample 4 22 9.559 7,603 1.956 1.144 30.3 Sample 5 18 9.535 7.544 1.991 1142 31.1 Plastic Limit: 15 Liquid Limit: 30 Plastic Index: 15 Atterberg Classification CL 31.5 O 31 C 30.5, 0 C) E 30- 3 U) 0 2 29.5 _ Flow Curve *Data Paints 125 29 25 1 { 1.1 1.2 1.3 Log of Number of Blows 1.4 1.5 50 40 • s 30 20 F. 10 0 Plasticity Chart CM CL A MH Y 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: NN Date: 3/14/2016 File Name: 2952_1 _atterberg-ASTMD-4318-R6_11. xis Data Checked By: pc Date: 3�1G �IL ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-1 Project: North Weld Landfill Expansion Location: -- Project Number: 8152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Liquid Limits Sample 1 6.539 5.907 0.632 1.124 13.2 Sample 2 6.456 5.838 0.618 1.144 13.2 Average: 13.1% Standard Deviation: 0.1% Number of Blows: Weight of Wet Soil & Pan (9):. Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 34 9.563 7,526 2,037 1.152 32.0 Sample 3 6.532 5.906 0.626 1.088 13.0 Sample 2 Sample 3 29 22 8.053 9.830 6.360 7.657 1.693 2.173 1.151 1.133 32.5 33.3 Boring Number Depth: Sample Number Test Date: Technician: Sampled Date: Sampled By: Method: Method A Sample 4 20 9.367 7.312 2.055 1.182 33.5 NWE-20 10' (9-12') 3/8/2016 CAL 7_ Plastic Limit: 13 Liquid Limit: 33 Plastic Index: 20 Atterberg Classification CL 33.8 33,6 _ _ 7 33.4 _ °. ,w 33.2 C 33 C CI 32.8 - Is 32.6 S .0 32.4 - 4 2322' 32 31.8 Flow Curve *Data Points •25 25 , 1,1 1.2 1.3 1.4 1.5 1.6 Log of Number of Blows 50 40 v 30 C Ira to vs 20 10 Plasticity Chart CH CL MH ML i i T 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: NN Date: 319/2016 File Name: 2952_1 atterberg-ASTMD-4318-R8 1.xls Data Checked By: a$ Date: ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-2 Project: North Weld Landfill Expansion Location: -- Project Number 152047 Test Configuration Liquid Limits Device: 0966 Material Size of Fines: 440 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 6.728 Weight of Dry Soil & Pan (g): 6.051 Weight of Water (g): 0.677 Weight of Pan (g): 1.135 Moisture Content (%): 13.8 Liquid Limits Sample 2 6.901 6.199 0.702 1.141 13.9 Average: 13.8% Standard Deviation: 0.1% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 18 14.408 10.871 3.537 1.152 36.4 Sample 2 24 12.482 9.466 3.016 1.151 36.3 Sample 3 35 12.948 9.840 3.108 1.132 35.7 Boring Number: Depth: Sample Number: Test Date: Technician: Sampled Date: Sampled By: Method: Method A Test Pit #1 2-4' bgs 4/5/2016 NN Plastic Limit: 14 Liquid Limit: 36 Plastic Index: 22 Atterberg Classification CL 36.5 36.4 36.3 c 36,2 S g 36.1 35.9 1in A 2 36 35.8 35.7 35.6 Flow Curve *Data Points • 25 -4 25 4 1 1.1 12 1.3 1.4 1.5 1,6 Log of Number of Blows 50 40 x 13 30 c 4' 120 a. 10 0 Plasticity Chart ittr CH CL CL -MI , " ML MEl I _ I _ 0 10 20 30 40 50 60 70 BO Liquid Limit Data Entered By: CAL Date: 4/6/2016 File Name: 2952 t atterberg-ASTMD-4318-R 3.xis ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number 2952-2 Project North Weld Landfill Expansion Location: — Project Number: 152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 6.758 Weight of Dry Soil & Pan (g): 6.087 Weight of Water (g): 0.671 Weight of Pan (g): 1.151 Moisture Content (Va): 13.6 Liquid Limits Sample 2 6.311 5.705 0.606 1.132 13.3 Average: 13.4% Standard Deviation: 0.2% Number of Blows: Weight of Wet Soil & Pan (9): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 32 9.036 7.049 1.987 1.146 33.7 Sample 2 28 10.088 7.817 2.271 1.136 34.0 Sample 3 6.123 5.532 0.591 1.137 114 Sample 3 25 10.552 8.146 2.406 1.154 34.4 Boring Number: Test Pit#2 Depth: 5-9' Sample Number: — Test Date: 4/6/2016 Technician: CAL Sampled Date: — Sampled By: — Method: Method A Sample 4 Sample 5 24 22 9.380 9.830 7.234 7.568 2.146 2.262 1.047 1.132 34.7 35.1 Plastic Limit: 13 Liquid Limit: 35 Plastic Index: 22 Atterberg Classification CL 35,4 35.2 Flow Curve *Data Points *25 35 t .b+ 341 C C 34,6 — o 34.4 11.)34.2 V1 34 a 2 33.E - 33.6 33.4 1 25 P 1.1 1.2 1,3 1.4 Log of Number of Blows 1,5 1.6 50 40 au 30 c U 20 10 0 Plasticity Chart CH CL MH ML CL -bit 4 1 I I I r I I 1 0 10 2D 30 40 50 60 70 80 Liquid Limit Data Entered By: NN Date: 4/712016 File Name: 2952_2_.atterberg-ASTMD-4318-R8.,4.xls Data Checked By: CAte Date; 1 innuerat ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-2 Project: North Weld Landfill Expansion Location: -- Project Number: 152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 7383 Weight of Dry Soil & Pan (g): 6.533 Weight of Water (g): 0.850 Weight of Pan (g): 1.132 Moisture Content (%): 15.7 Liquid Limits Sample 2 7.746 6.815 0.931 1.125 16.4 Average: 15.9% Standard Deviation: 0.4% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 34 11.334 9.107 2.227 1.090 27.8 Sample 2 18 9.917 7,915 2.002 1.100 29.4 Sample 3 6.668 5,913 0.755 1.073 15.6 Sample 3 22 10.468 8.356 2.112 1,090 29.1 Boring Number: Test Pit #3 Depth: 3-5' bgs Sample Number: -- Test Date: 4/612016 Technician: CAL Sampled Date: -- Sampled By: -- Method: Method A Sample 4 Sample 5 23 30 10.810 10.283 8.638 8.256 2.172 2.027 1.084 1.125 28.8 28.4 Plastic Limit: 16 Liquid Limit: 29 Plastic Index: 13 Atterberg Classification CL 29.6 29,4 4 29.2 ibe 29 C 28,8 U 28.6 i 28,4 3 U) 28.2 0 22 28 27.8 27.6 Flow Curve • Data Points $25 25 1 1.1 1.2 1.3 1.4 1.5 Log of Number of Blows 1.8 50 40 x do30 gt U JJ 20 10 0 Plasticity Chart CH _ 1 CL MH ML 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: NN Date: 4/'/2016► File Name: 2952_2_atterberg-ASTMD-4318-R8_5.xis Data Checked By: C - Date:. Wirier ATT mingewive- ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client Swift River Environmental Services Job Number 2952-2 Project North Weld Landfill Expansion Location: -- Project Number 152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 6314 Weight of Dry Soil & Pan (g): 5.461 Weight of Water (g): 0.853 Weight of Pan (g): 1.129 Moisture Content (%): 19.7 Liquid Limits Sample 2 Sample 3 6.795 7.219 5.871 6.222 0.924 0.997 1.145 1.152 19.6 19.7 Average: 19.6% Standard Deviation: 0.1 % Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (9): Moisture Content (%): Sample 1 25 13.212 10.864 2.348 1.147 24.2 Sample 2 29 10.886 9.011 1.875 1.138 23.8 Sample 3 17 13336 10.890 2.446 1.121 25.0 Boring Number Test Pit #4 Depth: 2-6' bgs Sample Number -- Test Date: 4/4/2016 Technician: CAL Sampled Date: -- Sam pled By: -- Method: Method A Plastic Limit: 20 Liquid Limit: 24 Plastic Index: 4 Atterberg Classification CL -ML 25.2 25 24.8 is 24.6 24.4 lip' 242 *8 24 2 23.8 23.6 Flow Curve #Data Points 025 25 1 1.1 1.2 1.3 1.4 Log of Number of Blows 1,5 50 40 iv30 2 ft 20 a. 10 0 Plasticity Chart CH I CL ' _ MH ILL .....l,-ll. i 1 I 7 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: NN Date: 4/512016 File Name: 2952 2_atterberg-ASTMD-4318-R8_0.xis Data Checked By: pp4 Date: mmusondwager ADVANCED TERRA TESTING Atterberg Limits Test ASTM D 4318 Client: Swift River Environmental Services Job Number: 2952-2 Project: North Weld Landfill Expansion Location: -- Project Number: 152047 Test Configuration Liquid Limits Device: 1075 Material Size of Fines: -#40 Plastic Limits Sample 1 Weight of Wet Soil & Pan (g): 6.200 Weight of Dry Soil & Pan (g): 5.347 Weight of Water (g): 0.853 Weight of Pan (9): 1.094 Moisture Content (%): 20.1 Liquid Limits Sample 2 Sample 3 8.644 9.294 7.356 7.924 1.288 1.370 1.135 1.115 20.7 20,1 Average: 20.3% Standard Deviation: 0.4% Number of Blows: Weight of Wet Soil & Pan (g): Weight of Dry Soil & Pan (g): Weight of Water (g): Weight of Pan (g): Moisture Content (%): Sample 1 16 11.826 9.492 2.334 1110 27,5 Sample 2 17 12.733 10.221 2,512 1.071 27.5 Sample 3 20 13.494 10.864 2.630 1.153 27.1 Boring Number: TP-4 Depth: 2-6' bgs Sample Number: -- Test Date: 04/07/2016 Technician: CAL Sampled Date: -- Sampled By: -- Method: Method A Sample 4 Sample 5 25 27 11.023 12.016 8.930 9.738 2.093 2.278 1.130 1.147 26.8 26.5 Plastic Limit: 20 Liquid Limit: 27 Plastic index: 7 Atterberg Classification CL -ML 28 27.8 e 27.6 ty 27.4 27.2 g 27 4, Ith 5 26.8 2 26..6 25A Flow Curve *Data Points 625 4 25 1 1.1 1.2 1.3 1.4 Log of Number of Blows 1.5 50 40 Plasticity Chart CH 10 0: CL GL -ML ML MH 0 10 20 30 40 50 60 70 80 Liquid Limit Data Entered By: CKP Date: 4172016 File Name: 2952_2 atterberg-ASTMD-4318-R8 J.xls Data Checked By: CM - Date: difi+ltt# ADVANCED TERRA TESTING Compaction Testing Proctor C1TT AnVANcOT-RRA TE5TINC. Compaction Test ASTM D 1557 - A Client: Swift River Environmental Services Job number: 2952-2 Project Number: Project: Sampled by: Tested by: Location: 152047 North Weld Landfill Expansion BDF Boring: Depth: Sample Id: Test date: Test Pit #1 2-4' bgs 4/4/2016 Initial conditions Wet Wt. Pan and Soil (g): Dry Wt. Pan and Soil (g): Wt Water (g) : Dish Weight: Wet Wt. of Total Fines (Ib): Dry Wt. of total fines (Ib): Mdc (mass dry coarse) (Ib): Wt of Moisture added (ml) Wt. of soil 8 dish (g) Dry wt. soil 8t dish (g) Net loss of moisture (g) Wt. of dish (g) Net wt. of dry soil (g) Moisture Content Corrected Moisture Content Wt of soil & mold (Ib) Wt. of mold (lb) Net wt. of wet soil (Ib) Net wt of dry soil (lb) Dry Density, (pcf) Corrected Dry Density (pcf) 326.33 303.74 22.59 6.65 29.37 27.30 0.047 200 325.97 280.07 45.90 6.89 273.18 16.8% 13,77 9.38 4.39 3.76 112_8 Pf (% fines) Pc (% course) Use Correction? Layers Blows/Layer 99.83% 0.17% No 5 25 40 322.32 295.39 26.93 7.04 288.35 9.3% 13.48 9.38 4.10 3.75 112.5 80 47321 426.94 46.37 6.64 420.30 11.0% 13.68 9.38 4.30 3.87 116.2 120 430.36 382.40 47.96 6.92 375A-8 12.8% 13.85 9.38 4.47 3.96 118.9 160 437.93 382.37 55.56 6.9E 375.41 14.8% 13.86 9.38 4.48 3.90 117.11 Data entry by: Data checked by: NN Date: Date: 04/05/16 Filename 2952_2_Proctor_ASTMD 1 557_ASTIVI D696 R2 1 .xls r --4 CO 0 la I lename 29112.Proctor_ASTM_ 8: _1 afa entry by: NN � Optimum Moisture content: 13.1 Maximum dry density: 119.0 aject Number: 152047 eject: North Weld Landfill Expansion Boring: mpled by: - Depth: steel by: BDF Sample cation: -- Test dal en wift River Environmental Services Job nun Dry Density (PCF) =.- _ CD co au CL co rs.3 oi Proctor Compaction ASTM D 1557 - A ---____y M rir r1/43 es- a o ep et .s i ar - J Zero air voi CD T � n srAL 3curve ©SG=2.65 Test Pit #1 2-4' bgs 4/4/2016 2952-2 0 a 01. 0 I S 0 CSI 1" a a C ri 8. 0cti I . ‘ Compaction AowwNcers Fearta 1 e•4TINC. ASTM D Test 1 557 - A Client: Swift River Environmental Services Job number: 2952-2 Project Number 152047 Project: North Weld Landfill Expansion Boring: Test Pit #2 Sampled by: -- Depth: 5-9' bgs Tested by: CAL Sample Id: -- Location: -- Test date: 4/1/2016 Initial conditions Pf (% fines) 99.95% 151.94 Wet Wt. Pan and Soil (g): Pc (% course) 0.05% 141.62 Dry Wt. Pan and Soil (g): Use Correction % No Wt. Water (g): 10.32 Layers 5 6.6 Dish Weight: Blows/Layer 25 3041 Wet Wt. of Total Fines (Ib): 1 28.25 Dry Wt. of total fines (Ib): Mdc (mass dry coarse) (Ib): 0.015 160 120 ' 80 40 Wt of Moisture added (ml) 330.11 418.85 479.66 Wt of soil & dish (g) 312.56 291.84 376.02, 438.21 Dry wt. soil & dish (g) 272.04 38.27 1 42.83 41.45 40.52 Net loss of moisture (g) 6.94 7.00 6.68 Wt. of dish (g) 6.68 284.90 369.02 431.53 265.36 Net wt. of dry soil (g) 13.4% 11.6% 9.6%,I Moisture Content 15.3% Corrected Moisture Content Wt of soil & mold (lb) 13.87 13.96 13.92 13.68 9.38 9.38 9.38 9.38 Wt. of mold (lb) 4.58 4.54 4.30 4.49 Net wt. of wet soil (lb) 4.04: 4.07 3.92 3.90 Net wt of dry soil (lb) 116S 121.1 122.0 117.7 Dry Density, (per Corrected Dry Density (pcf) Data entry by: Data checked by: BDF Date: Date: IFilename 2952_2_Proctor ASTIVIDI557_ASTMD69& R2_0.xls 04/04/16 IS -PCs _ - CD r v1n i Iil o �n lename 2952 2_Proctor ASTMD1557 ASTM F ata checked by: kig_ bDate: ata entry by: CAL I Optimum Moisture content: 12.1 Maximum dry density: 122.2 oject Number. 152047 oject: North Weld Landfill Expansion Boring: impled by: -- Depth: sted by: BDF Sample [cation: -- Test da k: Swift River Environmenta Services Job nur Dry Density (PCF) - N.) I — 01 CO Cik, 0 Ca) Co Proctor Compaction ASTM D 1557 - A d 0 C CD IV O e.. CD iris er ea- C .- fl. CD 71 0) it voids curve SG= 2.65 Test Pit #2 5-9' bgs 4/1/2016 a CICr Ca ille 0, IN 3 a co a X co C al a t♦ Pte!• a -C 2 al a a co al ta CeskeIT-Compaction IIOV/U11�17 I E FiRA "t I S 1 lNr . ASTM D 1557 Test _ A Client: Swift River Environmental Services Job number: 2952-2 Project Number: 152047 Project: North Weld Landfill Expansion Boring: Test Pit #3 Sampled by: -- Depth: 3-5' bgs Tested by: BDF Sample Id: -- Location: -- Test date: 4/412016 Initial conditions Wet Wt. Pan and Soil (g): 281.87 Pf (% fines) 99.99% Dry Wt. Pan and Soil (9): 268.36 Pc (% course) 0.01% Wt. Water (9): 13.51 Use Correction No Dish Weight: 6.58 Layers 5 Wet Wt. of Total Fines (Pb): 35.94 Blows/Layer 25 Dry Wt. of total fines (Pb): 34.18 Mdc (mass dry coarse) (lb): 0.002 Wt of Moisture added (ml) 160 120 200 80 Wt. of soil & dish (g) 422.99 383.28 312.83 427.56 Dry wt. soil & dish (g) 376.91 346.97 274.62 394.49 Net loss of moisture (g) 46.08 36.31 38.21 33.07 Wt. of dish (g) 7.12 6.98 6.66 6.62 Net wt. of dry soil (g) 369.79 339.99 267.96 387.87 Moisture Content 12.5% 10.7%. 14.3% 8.5% Corrected Moisture Content Wt of soil & mold (Pb) 13.93 13.86 13.83 13.67 Wt. of mold (lb) 9.38 9.38 9.38 9.38 Net wt. of wet soil (Pb) 4.55 4.48 4.45 4.29 Net wt of dry soil (lb) 4.05 4.05 3.89 3.95 Dry Density, (pcf) 121.4 121.4 116.8 118.6 Corrected Dry Density (pcf) Data entry by: N Date: 04/05116 Data checked by: Date: erti ni'f (Filename 2952_2_'roctor ASTMD1547 ►STMD698_R2 2.xls CD I Cari Qco al co ID cri CD Cr Cr a CD C 3 Do O CD p 3 C a a CD co N3 s CD 0 a C CD en 0 I I (%) )ue;u03 eifljsmo i s s CD Co Dry Density (PCF) . CO 0 r N) I Csn 2 CCD a a { op 2 CD c C n) E r-1Cfl D D CD s a rt es O a a rr R Cr � a .. a CD U U OD Q -n I CD a r Q7 a 531 0 Da CD CD Q Q co ED CD O 0) esti can) Cr En w 71 C,, a Cn .CD rn 3 a 3 CD 0) CD CD C 0• CD CO t) `7NM! 531 v 3I cR)NV4Qr ->4 tp Co a 0 B C''iT AflVAfVCEQ T L J<kA I L . I INC, Compaction Test ASTM D 1 557 - A 'Client: Swift River Environmental Services Job number: 2952-2 Project Number: Project: Sampled by: Tested by: Location: 152047 North Weld Landfill Expansion BDF Boring: Depth: Sample Id: Test date: Test Pit 2-6' bgs ##4 415/2016 Initial conditions Wet Wt. Pan and Soil (g): 266.14 Pf (% fines) 100.00% Dry Wt. Pan and Soil (g) : 260.29 Pc (% course) 0.00% Wt. Water (g): 5.85 Use Correction? No Layers 5 Dish Weight: -Total 6.6 Blows/Layer 25 Wet Wt. of Fines (Ib): 25.00 Dry Wt. of total fines (Ib): 24.44 Mdc (mass dry coarse) (lb): 0 - - Wt of Moisture added (ml) 169 200 280 320 24C' Wt. of soil & relish (g) 347.67 422.82 371.21 310.72 410.80 Dry wt. soil & dish (g) 317.94 330.96 324.27 267.50_ 364.45_ Net loss of moisture (g) 29.73 41.86 46.94 43.22 46.35 Wt. of dish (g) 6.94 6.92 6..58 6.92 6.64 Netwt. of dry soil 9) 311.00 374.04 317.69 260.58 357.81 Moisture Content 9.6% 11.2% 14.8% 16.6% 13.0% Corrected Moisture Content r - Wt of soil & mold (lb) 13.70 13.34 13.74 13.62 13.84 - Wt. of mold (Ib) 9.38 9.38 928 9.36 9.38 Net wt. of wet soil (lb) 4.32 4.36 4.46 424 4.46 Net wt of dry soil (lb) 3.94 3.80 - - 4.01 3.64 3.96 Dry Density, (P 118.3 120.3 114.0 109.1 118.5 Corrected Dry Density (pcf) Data entry by: Data checked by: IFilename CAL Date: Date: 104/op/le 2952_2_ProctorASTaVMD 1557_ASTMDG98_R2_4.xls -I co e - ra O --'u [lent: Swift River Environmental Services Job number: 29 x'j 3H 9690 j.Lsv Lg9i sv iotooai' zs6z meal Optimum Moisture content: 112 Maximum dry density: 120.3 oject Number: 152047 oject: North Weld Landfill Expansion Boring: impled by: -- Depth: ;steel by: BDF Sample 'cation: -- Test da Dry Density (PCF) . 0 0 st. es to N 0 cm a (Si 0 Cn ti I Proctor Compaction Test ASTM D 1557 - A M 0 Moab Naels - fir C CD I O = - e 0 G en '-. C ATN al Ca CO tir voids curve SG= 2.6 Test Pit #4 2-6' bgs W. 4/5/2016 0 _a 8 MP.CD CFI SO CPail CD ai CD SD ri 03 ,..ga Q - ' a fl? O1 at - - I Consolidation Testing One -Dimensional Car RENV1�!lE1a2 ,, CONSOLIDATION TESL ASTM D2435 Method B CLIENT Swift River Environmental' Services PROJECT NAME PROJECT NO. LOCATION BORING NO, DEPTH SAMPLE NO. SAMPLE DIA,(in) Wt. Soil & Ring(s) (g) Wt. Rin9(s) (g) Wt. Sod (9) Wet Density (p Moisture Content (%) Dry Density (psi) LOAD (PO) 100 Inundate 100 200 400 800 1600 3200 6400 12800 25600 6400 1600 400 100 Init, Ht, Solids (era) Init, Hit, Voids (Cm) Init, Vol Ratio North Weld ILe idtiR Expansion S152047 Y N1E 16-20' UD 2410 BEFORE TEST 171.91 43, 07 128.84 107.6 11.3 96/ CON OL. (IN) 6.0000 0.001!6 0.0065 0.0103 0.0168 0,0315 0.0631 0.1025 0.1423 0.1755 0.1735 0.1697 0.1657 0.1606 1A85 1.055 0311 JOB NO. 2952-1 SAMPLED TEST STARTED TEST FINISHED DONSOLIDOMETER SAMPLE DESCR. INITIAL HT.(ir) FINAL HT, (in) MOISTURE/DENSITY DATA AFTER TEST 178.24 43.07 135.17 134.5 16.7 115,2 LOG p Wt. Wet Soil & Pan (g) Alt. Dry Sail & Pan (g) Wt Lost MoLsture (g Wt. of Pan Only (g) It. of Dry Soil (9) SattJ ration (%) CONS Lr DEFL. (1111) (IN/IN) 2.'000 0.0000 0.0000 2.000 0.0018 -0.0O18 2.301 0..O 5 -0.0065 2.602 0.0103 40103 2.903 0.0168 -0.0166 3.204 0.0315 -0.0315 3305 0.0631 -0.0631 3.806 0.1025 -0.1025 4107 0.1423 41423 4.408 0.1755 -0,1755 3.806 0.1735 -01735 3.204 01697 -0.1697 2.602 0.1657 -01657 2.000 6.1606 -0,1606 Sp. G r. (g/oc) 2.650 Data entry by: NN Date: 03/2112016 Data checked by: Date: FileNan : 29521'_Donsalidation-ASTMD 4S5-R0!0.xIs VOID RATIO (el 0.711 0.708 0,700 0.693 0.682 0.657 0.603 0.53115 0.467 0.411 0.414 0.420 0A27 0,436 - -r- 03/09/2016 DPM 03/18/2016 DPM M1 -1? 1.000 0.839 BEFORE TEST 13 11 119.00 13,04 3.20 115.80 42.0 AFTER TEST 1 3a 37 119.00 19.37 3.20 115.80 101,7 Q17 "- I CONSOLIDATION TEST ASTM D2435 Method B CLIENT Swift River Environmental Services PROJECT NAME PROJECT NO, LOCATION BORING NO, DEPTH SAMPLE NO. JOB NO, 2952-1. Huh Weld ,Landfill Expansion SAMPLED $ 152047 TEST STARTED TEST FINISHED CONSOLIDOMETER SAMPLE DESCR. . N E-6 18-20' UD TIME HEADING DATA 0300952016 DPM 03018/2016 DPM ATT-17 Elapsed (min) 120.0 Time 0.0 0.1 0.3 0,5 2.0 4,0 9.0 16.0 30,0 60.0 to 100 SORT 10.95 Time (min) 0.00 0.32 0.50 0,71 1'.O0 1.41 2.00 3.00 4.00 5.48 7.75 wet psf Load Dial Reading (in) 0.0000 0.0001 0.0003 0.0006 0.0010 0.0012 0.0014 0;0015 0.0016 0.0017 0.0010 0.0018 Corrected Dell, (yin) VOID RATIO (e) Elapsed (min) 120.4 240.0 360.0 Time 16.0 30.0 60.0 0.0 0.1 0.3 0.5 1,0 2,0 4.0 9.0 SORT 200 Time (miry) 0,00 032 0.50 0.71 1,00 2.00 .3400 4.00 5.46 7,75 t41 psf Load Reading 0.0018 0.0044 0.0047 0.0050 0.0052 0.0054 0.0056 0.0058 0.0060 0.0061 0.0063 0.0065 0.0067 0.0068 Dial (in) Corrected 0.0016 Deff. 0061 (in) VOID RATIO (e) 03077 0.7037 03032 0.7027 0.7024 0,7020 03017 0.7014 0.7010 0.7008 0.7005 0.7002 0.6998 0.69% ,0000 ,7108 0.0001 0x00'03 0.0006 0.0010 0.0012 0,0014 0,0015 0.0016 0.0017 0.0 0.0016 0.7106 0,7102 0,7097 0,7091 0,.7067 01084 0,7082 0.7080 0/079 0,70T7 0.7077 ' ,0041 0.0044 0.0047 0,0049 1, II ,0063 0.0055 0.0057 0,0058 0.0060 0,0062 16 10.95 15A9 18.97 • .0064 0.0065 460 psf Load 800 psi Load Elapsed SORT Dial Corrected VOID Elapsed SORT Dial Corrected VO ) Time Time Reading Dell, RATIO Time Time Reading Daft. RATIO (miry) (min) (in) (in) (e) (min) (min) (in) (in) (e) 0.0 0.00 0.0'68 0,6996 0,0 0.00 0.0112 0,0103 0.6931 '.0065 01 0.32 0.0092 0.0083 0,6966 0.1 032 0.0153 0.0136 0.6875 0.3 0.50 0.0095 0.0086 0.6960 0.3 0.50 0.0158 0.0141 0.6866 0,5 0.71 0.0097 0.0088 0.6957 0.5 0.71 0.0161 0.0144 0.6861 1,0 1,00 0.0099 0,0090 0.6954 1,0 1,00 0.0164 0,0147 0.6E56 2.0 1.41 0.0100 0.0091 0.6952 2.0 t41 0.0168 0,0151 0.6849 4,0 2.00 0.0102 0.0093 0.6949 4,0 2.00 0.0171 0.0154 0.6844 910 3.00 0.0104 01.0095 0,6945 9.0 3.00 0.0174 0,0157 0.6839 16,0 4.00 0.0106 0.0097 0.6942 16.0 4,00 0.0177 0.0160 0.6834 30.0 5.48 0.0107 0,0098 0,6940 30.0 5,45 0.0179 0.0162 0.6830 60,0 775 0.0109 0.0100 0,6937 65,0 8.06 0.0182 0,0165 0.6825 120,0 1095 0.0112 01.0103 0,6931 120.0 10.95 0.0185 0.' 0.6820 168 Data entry by: NN Date: 03/21/2016 Data checked by: Date: FileName: 2952 � onsclndatLon-ASTMD2435-R0 0,xts � i � ATT loran j" AVNIIIPKAP AI CONSOUDATON TEST ASTM D2435 Method B CLIENT Swift River Environmental Services PROJECT NAME PROJECT NO. 3152047 LOCATION BORING NO, '''E-8 DEPTH 16-20 SAMPLE NO. CD sr North Weld Landfill Expansion JOB NO.. .2952-1 SAMPLED TEST STARTED TEST FINISHED COI' OLIDOMETER SAMPLE UESCR. TLME READING DATA ilk SEW 03/0912016 DPM 03/1812016 DPM ATT-1? a 1600 psf Lcad Elapsed SORT Time Time (mire) (miry) 0.0 0,00 0.1 0.32 0.3 0,50 0.5 0:71 1.0 11,41 .00 2.0 4.0 2.00 9.0 3.00 16.0 4.00 30.0 5.48 60.0 7.75 120.0 10.95 240.0 15.49 1214.0 34 Dial Reading (in) 0.0185 0.0260 0.0272 0.0280 0.0288 0r0295 0.0302 0.0311 0,0316 0.0322 0.0327 0,.0332 0,.0335 00342 Corrected Dell, (in) 0,11168 0,0233 0.0245 0.0253 0,0261 0,0268 0,0275 0.0284- 0,0289 0.0295 0,0300 0.0305 0.0308 0.0315 3200 psf Load VOID Elapsed SORT Dial RATIO Time Time Reading (e) (min) (min) (in) 0.6820 0.0 0.00 0,0342 0.6709 0.1 0.32 0..0501 0.6688 0.3 0.50 0.40530 0.6675 0.5 0.71 0,0548 0,6661 1,0 1,00 0,0564 0.6649 2.0 1.41 0.0579 0,.6637 4.0 2.00 0.0593 0.6622 9.0 3.00 0.0609 0,6613 20.0 4.47 0.0621 0.66.3 30.0 5.48 0.0628 0,6594 60.0 7.75 0.0638 0.6586 120.0 10.95 0.0646 0.6581 240.0 15.49 0.0654 048569 480.0 21.91 0:0658 1465,0 38.28 0,0666 Corrected Deft (in) 0.0315 0.0458 0.0487 0.0505 0,0521 0:0536 0.0550 0,0566 0,0578 0,0585 0,.0595 0„0603 0.0611 0,0615 0,0623 VOID RATIO 0.6569 0.6324 0.6274 0.6244 0.6216 0.6191 0.6167 0.6139 0.6119 0,6107 0.6090 0.6076 0.6062 0.6055 0.6042 6400 psi Load Elapsed SORT Dial Time Time Reading (min) (min) (in) 0.0 0,00 0,0674 0.1 0„32 0,0890 0.3 0.50 0.0927 0.5 071 0:0951 1.0 1.00 0,0974 2.0 1.41 0,0996 4.0 ZOO 0.1012 9.0 HO 0.1030 16.0 4,00 0.1040 30.0 5.48 0.1050 60.0 7.75 0.1059 120.0 10.95 0.1067 240.0 15.49 01073 480.0 21.91 0.1078 1440.0 37.95 0,10 , Corrected Def , (in) 0.0631 0,0831 0.8 0.0892 0.0015 00937 0.0953 0.0971 0.0981 0.0991 0.1000 0.1008 01014 0.1019 0.1025 12800 psf Load VOID Elapsed SORT RATIO Time Time (e) (min) (miry) 0.6028 0.0 0.00 0.5686 0.1 0.32 0.5623 0.3 0:50 0.5582 0.5 0,71 0,5542 1.0 1,00 0.5505 2.0 1,41 0.547/ 7 4.0 2,00 0.54489.0 3,00 0.5429 16.0 4.00 0,5412 30.0 5,48 0.5397 60.0 7.75 0.5383 120.0 10.95 0.5373 240.0 15.49 0.5364 480.0 21,91 0.5354 1526.0 39.06 Data entry by: NN Date: 031214016 Data checked by, Date: FileNar e: 29522952_I _Consolidation -A TMD2435-R 0s0..xls Dial Reading (An) 0.1084 0.1348 0.1379 0.1397 0.1412 0.1426 0.1439 0.1452 0.1461 01470 01479 01486 01493 0,1499 01505 Corrected Defl. <in) 0.1025 0.1268 0.1297 0,1315 0.1330 0..1344 01357 0.1370 0.. M 379 0.1388 0,1397 0.1404 0,1411 0.1417 0.1423 VOID RATIO (e) 0.5354 0_4942 0."::9 0,4858 0,.4832 044808 014786 0;4764 014748 0.4733 0,4718 0.4706 0,4594 4.4083 0.4673 GATT CONSOLIDATiON TEST ASTM E12435 Method B CLIENT Swift River Environmental e- rudc s PROJECT NAME PROJECT NO. LOCATION BORING NO, DEPTH SAMPLE NO. North Weld Laricifill Expansion S152047 NWE-8 18-20' UD JOB NO. 29524 SAMPLED TEST STARTED TEST FINISHED CONSOLIDOMETER SAMPLE DESCR. TIME READING DATA 25600 of Load Elapsed SORT Time Time (min) Cn1n> 0.0 0.00 0.1 0.32 0,3 0.50 X0.5 0.71 1,0 1,00 2.0 1.41 6,0 2.45 9.0 3.00 18.0 4.00 30.0 5.48 65.0 8.06 120.0 10.95 240,0 15.49 480,0 21.91 1440,0 37.95 Dial Reading (in) 0.1505 01726 0,1750 0.1764 0.1778 0,1789 0~1806 0.1811 01619 0,1827 0.1836 0.1841 0.1848 0.1854 01862 Corrected Defl. (in) 0.1423 01619 0.1643 0.1657 0.1671 0.1682 0,1699 0.1704 0.1712 0,1720 01729 01734 01741 C1747 01 755 VOID RATIO (e) 0A673 0.4338 0.4297 0.4273 0.4249 04230 0.4201 0,4192 0.4179 0.4165 0.4150 0.4141 0.4129 0.4119 0.+4105 Data entry by: NN Date: 0312112016 Data checked by: Date: FileName: 2952_11 Consolidation-ASTMD2435-RD 0.:xlS . a 03109/2016 DPM 0311812016 DPM ATT-17 a CONSOLIDATION TEST DATA NWE-8,18-20',UD 0.000 -0.020 -0.040 -0,060 -0 060 _i -0 00 C co 0-0 20 -0 40 -0.160 -0.180 100 190 200 400 600 1 a 400 0400 1 25600 v -0.2I'J'� 00 32611. 1. 0 2.00 2.50 3.00 3.50 4.00 4.50 5.00 LOG PRESSURE (psf) 6405 i Pressure - psf j 0.750 0.700 0.650 r r-GONSQLIDATION TEST DAT°° NWE-8,18-20',UD �L S 100 200 0.600 r 0.550 0.500 0 0,450 0.400 ■ 100 0.350 P 0.300 1.50 400 ROO 1 400 U 1600 rn 3 2Ob V 12 6400- 6400 25600 2sott 2.00 2.50 3.00 3.50 4.00 4.50 5.00 LOG PRESSURE (psf) sure - psf ® Pre Q:kClient Data FIIe\29521112952_1,ConsoIidation-ASTMD2435-Rt_O &71110 a 00_7106 0_7100 a 7s 0 7040 0.7015 ITIME READING DATAI ihnI i'E-.1t-20',LI O.100 welt psf Load IP 1 j - 4 10 90 t WC, i20X1 2.00 600 SQUARE ROOT ay TIME Scar 10.00 —t6—'Tim a in Minutes 1200 TIME READING DATA E-,18-20°, U13.2OO paf Load 0_7090- - 0.70800 i 0 0.701X:1 1 0.7060 y 0.7050 0 7040 CC } a,a1a a. G 7020 Oills n - til 0 7010 1- 20 4 0 - - lie .0 30.0 --"i+ii C 6990 - - - 120.0 - 240.0 ---�_ _e# _0 0.00 2.00 4100 000 900 10 C0 12 00 14 CO 10 00 19.00 20 00 a Time in Minutes SQUARE ROOT of TIME, # _\Clrent Data Fileti29521,1\2952_1_Consolidation-ASYMD02435-;P0_0 0.7000 0 0.6900 0-6930 0.6970 ea Ix 0.6960 Fa 0.6940 0.6930 0.111020 0.00 TIME READING DATAI NWS-&..'1 - -, a11P,(4 i Load 6'i e S I,a2.0 - p .4 0.0 10.01 i 1201.0 2.00 4.00 000 10.00 SQUARE ROOT of TIME I _ Time Fn Minutes Mean 0.0900 0.69130 04140 0.6820 0.6800 O.O0 [TIME READING DATA] MINE -8.1 S-201.UTD, 300 psi Load L i __ 1 0.5 to 2.0 9_0 il .41 3Ci.0cli.:WF 2 00 4.00 SQUARE ROOT 01 TAME ,.oil 110.001 Time WakstesI 112'_00 0.es5a a O eoa O 6750 0.5-reo O 66,.50 O 6600 O . es 510 0.001 {-FIME READING DATA HW 'E-S,1�$- O'.UC?1602C psf Load u z RI • as 04 ' 2 di $.Cir le 0 30.0 -7---____e_____ 4310.a 40 721].x! 140,0 -am 5.00 1000 500 2C.IC7a 5.DO SQUARE ROOT of TIME -no 35000 Tine In Minutes 40.00 0.6600 a 0-8500 0540 4-5200 0.5100 0.6003 0.00 ITIME READING DATAI riwe.-8.16-20r.uD. 32001 psi Load t i 1y�9 C� !h*: 2.16 9.0 ti 60.0 �( 48+.0 -e 1-465_0O 5.00 10-00 15w Q 2000 2* 00 SQUARE RAT of TIME 30.00 30.03 4010 I -is- Tine in 1wlintAc s 45;00 Qf' iSnll Dala Fille'42►9521142952_1_C•onsallidab n-ASTMi 124.3S-RO 0 0_61100 e.e 0.5100 0.5800 2 423 05700 115 0.5000 31500 0.5'14000 0.6'506 0.00 1TIME READING DATA N1 @,16 -.UDC, 64 af3 pest' Load p O- i ds1 4 1. 2. 4.0 -QI BICM O _ -I 120.0 2810.0 i 480-0 e 1.+440.0 5 CO 10.00 1500 20 25 CC SO UAR:E RO4::)T of TIME -• Time in M n ees I 30.00 36'00 4000 0_54+00 a 5:00 • 5200 O 5100 O 5000 0 4000 0_4500 O 4700 0 SCI 0,00 [TIME READING DATA NVVE-S t 18-2o'„OD,1.280D p Load I 01 1.1 a '1:18_ -� ; BBC! — 120.0 240.0 im- -41.0 a 500 10.00 161.0E MOO 25.00 SQUARE ROOT of TIME 3Y,:OQ 36.02 -a- Time in Minute( 45)00 ITIME READING DATAj NINE-8,18-20' .!UDi.25600 pcsf Load 0 0,4600 0,4600 04 *4100 a4 ■ Si t 1 41 „,,, i - �y� 6 ''143 +C9 --is-- 65 a #84 ,p 24.4 1440 0:00 5-00 10 .0C 15.00 2O' 00 2500 SQUARE ROOT IGO TIME 30.00 33'.00 —a- Time in Minutes 40 CO 0:"Client Data Fale"29 2141 4.52_1i_Con.solid!ation-,r STl41'C?2435-R.0_0 etTT ILIMPICIEPI-I CONSOLIDATION TEST A5TM D2435 Method B CLIENT Swift River Environmental Services PROJECT NAME Nun Weld Landfill Expansion PROJECT NO. S152047 LOCATION BORING NO. NWE-16 DEPTH 14-15' SAMPLE NO, D SAMPLE DiO. iin) 2.410 Wt. Soil & Rin(s) (g) Wt Ring(s) (g) Wt SoNI (g) Wet Density (p Moisture Content (%) Dry Density (I' BEFORE TEST 149,69 40.97 10832 90.8 7.0 84.9 LOAD CONSOL. (Ps ON) ) 100 Inundate 100 200 400 800 1600 3200 6400 12800 25600 6400 1600 400 100 hit. Ht. Solids (cm) Init. Ht. Voids (cm) Init. Void Ratio 0.0000 0.0089 040177 0.0375 0,0615 0,0924 0,1267 01571 0,1886 0,3136 0.2110 0,2080 0,2040 0.1900 1.303 1.237 0.950 JOB NO.. 2952-1 SAM PLED TEST STARTED 03'11/2016 DPM TEST FINISHED 03124/2016 CAL CONSOLIDOMET ER rip's SAMPLE DESDR, -- INITIAL HT (in) FINAL i.lin) MOISTURE/DENSITY DATA AFTER TEST 183.35 40,97 122.38 127.4 20,4 105.8 WI Wet Soil & Pan (g) WI. Dry Soil & Pan (g) WI Lost Moisture (g) WI. of Pan Only (g) VII. of Dry Soil (g) Saturation (%) LOG p CONSOL DEFL. VOID (IHMINJ III SIN) RATIO (e) 2,000 0.0000 0.0000 0.950 2.000 0.0089 -0.0089 0.932 2 301 0,017 -0.0177 0.915 2.,.602 0:0375 -0.0375 0.876 2.903 0.0615 -0.0615 0.830 3,304 0.0924 -0.0924 0369 3.505 0.1267 -0.1267 0/03 3.806 01571 41571 0.643 4.107 0.1886 -01886 0.522 4 408 0.2100 -02138 0:.533 3.506 0.2110 4.2110 0.538 3.204 0.2080 -0.2080 0344 2,602 0.2040 -0.2040 0352 2 000 0.1980 -01980 0364 Sp. Gr. (gloc) 2.650 Data entry by: CAL Date: 03/512016 Data checked by: Date: FIIeI ame: 2952 1_Consoiid Lion-ASTMD243S-RC�1-cr.xis 1,000 0,802 BEFORE AFTER TEST TEST 111,96 126.62 104486 104.86 7..10 20.77 &24 3.24 101,62 101:62 10.6 96.1 QTT ....r' • • CONSOLIDATION TEST ASTM D2435 Method B CLIENT Swift River Environmental Services PROJECT NAME PROJECT NO. LOCATION BORING NO. DEPTH SAMPLE NO. North Weld Landfill Expansion S152047 ram MWE-18 14-16' JOB NO 1 2952-1 SAMPLED TEST STARTED TEST FINIHED CONSOLIDOMETER SAMPLE DESCR. TIME READING DATA V.. Y 03111/2016 DPM 03124/2016 CAL ACTT -15 a_ Elapsed Time (min) 0.0 0.1, 0.3 0.5 1,0 2.0 4.0 9.0 1640 30.0 60,0 100 Wet psf Load SORT Tine (mil) 0.,00 0.32 150 071 1.00 1,41 2.00 3.00 4.00 5.48 7.75 Dial Reading Deft. (in) (in) 0,0000 0,0025 0,0055 0.0081 0.0084 0.0085 0.0066 0.0088 0.00 0.0089 0.0089 040000 -0.0025 -0,0055 - 0,0081 -0.0084 -0.0085 0.0085 - 0,0088 0.0088 -0.0089 - 0.0089 VOID RATIO (e) 0.9495 0,9447 0.9388 0.9337 0.9332' 0.9330' 0.9328 0.9324 0.9324 0.93222 0.9322 200 psfLoad Elapsed SORT Dial Corrected VOID Time Tine Reading Dell. RATIO (min) (min) (n) (in) (e) 0,0 0.00 0.0089 0,0089 0.9322 01 0,32 0.0128 0:0124 0.9254 013 0..50 0.0137 0).0133 0,9236 0,.5 0.710.0143 0r0139 0.9224 1.a 1,00 0.0148 0.0144 0.9215, 2,0 1.41 0.0154 0.0150 0.9203 4.0 2.00 0..0180 0.0156 0.9191 9.0 3.0!0 0,0166 0.0162 0.9180 18:0 4.00 00159 0.0165 0.9174 30.0 5A8 0.0173 0.0169 0,9188 60.0 7.7.5 0.0177 0.0173 0.9158 120.0 10,95 0.0180 0.0176 0.9152 190.0 13.78 0,0181 0.0177 0.9150 400 psi Loa Elapsed SORT Time Time (min) (min) 0.0 0.00 0.1 0.32 0.3 0.50 0.5 0.71 1.0 1.00 2.0 1.41 4.0 2.00 9.0 .3.00 16.0 4.00 310 5:48 00.0 7.75 125.0 11.18 240.0 15.49 1176.0 3419 Dial Reading (in) 0.0181► 0,0291 0.0303 0.0312 0.0320 0.0328 0,0336 0.0344 0.0349 010355 0.0362 0.0369 0.0372 0.0379 Corrected Defile (in) 0.017 0.0282 0.0294 0.0303 0.0311 0.0319 0.0327 a0335 0..040 0.0346 0.0353 0.0360 0.0363 0.0370 VOID RATIO (e) 0..9150 0.8946 0:8922 0.8905 0.8889 0. 0 58 0.8842 0,5833 0.5821 0.8807 0.8794 048788 0.874 Data entry by: CAL Date: 03/25/2016 Data checked by: Dale: FileName.:. 2952,1_Consolidation-A TMD2435-R0_1-cr,xls 800 psf Load Elapsed SORT Dial Corrected VOID Tine Time Reading Defi. RATIO (mica. (min) (in) (in) (e) 0.0 0.00► 0.0384 0.0375 0.8764 0.1 0.32 0,0497 0_0481 0.8558 0.3 0.50 010515 00499 0,8523 0.5 0.71 0.0527 0.0511 0.8499 1.0 1.00 0,.0545 0.0529 0.6464 2.0 1.41 0.0554 0.0538 0.8447 4.0 2.00 0r0563 0.0547 0,6429 9.0 3.00 0.0574 0,0558 0.8408 16.0 4.00 0.0581 0.0565 0.8394 30.0 5.48 0:0590 0.0574 0.8376 500 7.75 0.0599 0.0583 0.8359 120.0 10.95 0.0608 0.0592 0.8341, 240.0 1.5.49 0.0616 0.0000 0.832& 480.0 21.91 0.0624 0.0608 0.8310 1394.0 37:34 0.0630 0.0614 0.8298 ATT .f.f!!A1'V- 1.-I CONSOLIDATION TEST ASTM D2435 Method B CLIENT Swift River Environmental Services PROJECT NAME PROJECT NO, LOCATION BORING NO, DEPTH SAMPLE NO. North Weld Landfill Expansion 8152047 a NWE-16 14-%6' UD JOB NO 2952-1 SAMPLED TEST STARTED TEST FINISHED CONSOLIDOMETER SAMPLE DESDR, TIME READING DATA 03/11/2018 DPM 03/2412016 CAL ITT -15 1600 pal Load Elapsed SORT Dial Time Time Reading (miry) (min) (in) 0.0 0.00 0.0631 0.1 0.32 0.0'65 0.3 0.50 040805 0,5 0.71 0.0819 '1,0 too 0..0833 2.0 1.41 0.0847 4.0 2..00 0.0860 9.0 3.00 0.0876 16.0 4.00 0.0887 30.0 5.48 0.0897 60,0 7.75 0,0909 120.0 10.95 0.0921 240.0 15.49 0.0930 480.0 21.91 Da0939 1549.0 39.36 0.0949 6400 paf Load Elapsed SORT Dial Time Time Reading (min) (min) (in) 0. ' 0.00 0.1304 x0.1 0.32 0.1458 01 0.50 0.1484 0.5 0.71 0.1501. 1.0 1.00 01516 2.0 1.41 0.1530 4.0 2.00 0.1544 9.0 3.00 0.1559 18.0 4.00 0.1569 30.0 548 01679 60.0 775 0.1590 120.0 10,95 0.1699 240:0 15,49 0.1607 460.0 21.91 0.1613 1440.0 37.95 0.1620 Corrected oell. 0.0615 0.0760 0.0780 0.0794 aosoa 0.0822 0.0835 0.0851 0:0862 0.0872 0.0884 0.0896 0.0905 0.0914 0.0924 VOID RATIO (e) 0.8296 0.8014 0.7975 0.7947 0.7920 0.7893 0.7868 0.7836 0.7815 01795 03772 0.7749 0.7731 03713 0.7694 3200 PsI Load Elapsed SORT Time Time (min) 0.0 0,.00 0.1 0.32 0.3 0.50 0.5 0.71 to 1.00 2.0 1441 4.0 2,00 9.0 3.00 16.0 4,00 30.0 5.48 66.0 8,12 120.0 10,95 240.0 15,49 480.0 21,91 1440.0 37,95 Dial Reading (in) 0.0949 0.1127 0.1149 0.1166 0.1181 0.1196 0.1211 0.1226 01239 0.1250 01265 01274 0.1284 01293 0,1304 Corrected VOID De, . RATIO (in) (e) 0.0924 01090 01 112 01129 01144 01 159 0.1174 0.189 0.1202 0.1213 0►,1.228 0..1237 0.1247 0,1256 0.1267 0,.7694 0,7370 01327 0,7294 0.7265 01236 0.7.207 0,7177 01152. 0,7131 0,7101 0,7084, 0,7064 0,7047 01025 Corrected Dail. (in) 0.1267 0.1409 0.1435 0.1452 0.1467 0.1481 0.1495 01510 0.1520 0.1530 0.1541 0.1550 0.1558 0.1564 0.1571 VOID RATIO (e) 0.7025 0.6748 0.6698 0:665 0.6635 0.6608 0.6581 0.6552 0.6532 0.6Y5� 13 0.64 9 1 0.6474 0.6458 0.6446 0.6433 Elapsed Time (min) 0.0 0.1 0.3 0.5 1.0 2.0 4.0 9.0 16.0 30.0 60.0 120.0 240.0 480.0 1736.0 12500, psi Load SORT Dial Time Reading (rein) (yin), 0,00 0.32 0,50 0.71 1.00 1.41 2.00 3,00 4.00 5.48 7.75 10.95 15.49 21.91 41.67 0,1620 01818 0.1837 0.1850 01863 0,1874 0.1885 01898 0.1906 0,1914 0.1923 0.1931 0,1938 01944 0,1953 Corrected Dell. (in) 0,1571 0.1747 0.1766 (21779 0.1792 0.1803 0.1814 0.1827 0.1635 0.1843 0.1852 0.1860 01867 0.1873 0.1882 VOID RATIO (e) 046433 0.6090 0.6052 0.6027 0.6002 0.5980 0.5959 0.59 0.5918 0,5902 0.5885 0.5889 0..5856 0.5844 0.5826 Data entry by: CAL Date: 03/2512016 Data checked by: Date: FileName: 2952 1 onsolidation-A TM D2435 -R0 1-er. xis ITT AIIIYANWP .1.. CONSOLIDATION TEST ASTM D2435 Method B CLIENT Swift River Environmental Services PROJECT NAME PROJECT NO. LOCATION BORING NO. DEPTH SAMPLE NO, JOB NO 2952-1 North Weld Landfill Expansion SAMPLED $152047 TEST STARTED TEST FINISHED CONSOUDOMETER H SAMPLE DESCR. N E-6 14-16' (JD TIME READING DATA 25600 psi Load Elapsed. SORT Dial Time Time Reading Min) (Tin) (in) 0.0 0,.00 0,1 0132 0,3 0 50 015 0.71 1 Igo 1,00 2,0 1.41 4.0 2.00 9.0 3.00 1 6, 0 4.00 30.0 6.48 60.0 7.75 120.0 10.95 240.0 15.49 480.0 21.91 1500.0 38.73 0.1957 0.21112 0.2123 0.2133 0.2148 0.2158 0.2153 0.2173 0,2186 02194 0,2202 02210 0.2217 0.2224 0.232 Corrected Defl. an) 0,1 012016 02.032 101.2042 0.2052 0.2062 0.2072 0.2082 0.209 0.2098 0.2106 02114 02121 0.2128 0.2136 VOID RATIO (e) 0.58'19 0.5565' 0.5534 0.5514 0.5495 0.5475 0.5456 0.5436 0.5421 05405 15390 0.5374 0.5360 0.5347 0.5331 r- 03111 016 DPM 03124/2016 CAL MITT -16 Data entry by: CAL Date: Data checked by: Data: File Name: 2952_1 Qonsolidation-AST DZ43S-- 0_J-cr.xls 03/25/2016 CONSOLIDATION TEST DATA N E 16,14161,40 0,000 200 -0.050 -400 800 z -0100 0 -0150 O -0 200 •0.250 • 1. 1,000 :900 100 l 1600 • 6400 25600 0 2,00 2,50 3,00 I ":116)) N, 3.50 4.00 4.50 R. LOG P'RESS'URE. f) Pressure 3200�L'S S. ait CONSQLIDATIOJ TEST QAFob NWE-16j4-1614O 0 800 a) 0 r 0.700 O 0 600 0.500 0.400 1. 200 � 400 i 111 100 0 2,00 400 I 1600 3200'-t -26600 'i 2 BOO 2.50 3,00 3,50 4.00 4,50 5. —a v'ressure )0 pet] Q:tCtient Data File\2952th2952_i_cons0lidation-A TM D2435a0_i .xls a 9 320 9500 01 C+ 94.9J3 c 9460 C+ 94A0 {' C' 9420 0400 0 9390 0.913160 0.9040 0.9320 0.9300 0. CO TIME READING DATA NINE- 16.14-16'.I..V1to,1OO Wet rES.F Load P •t i 011 1 i 10 a El '-b 0 'E 0 i d. O -r 30_fl X80-4 too 2.00 3.0'0 i 00 SQUARE ROOT of TIME 6.C 7.07 NI Time in Minutes di_ o TIME READING DATA N E-16.14-16'9UO, 200 psf Load 0.9340 0.9320 IIII- 0p 0.93III 0 0 93810 1 0 97'5401 . I i o ca tX 0.9240 lit 01 a is > 0.19.220 0. 0.92114 Y. -' I 0.9180 /.y 2.10' 4 9.0 0.91111+1 `l •0 Nis 1a 1 u7 00.0 11 20.10 I■ _ 11.910X11 0.00 2.(X!1 .4-4)0 Itt 00 COP 19,00 12 09 14: 16.90 SQUARE ROOT TIME r -f Time in Min of 4rbe 0 Client Om Fts4429S2t1, 362_t_C•onsot ae.ter-4TSS0243S4t0_'a-+cr L 0.91 SO 1 0 0.9100 O.SC 'SO .g a1 5,000 Lt 0.59SO cL8805 7 8150 1.0* TIME READING DATA] NWE-1G.14-1S'.1V'D+400 psf Load r IF 13 - 6 L i Cl 2 10- 4.0 ilka. is II 117e. 1.25.0 5 . C+DI 1000 x 5.001 20.010 25.00 SQUARE ROOT of TIME 30_eD It —I■- rime wainuttes 35.00 40.00 0.84400 0 0.8700 0.esC0 .I 172 0.6500 118 0,0400 0.0300 0.a o0 000 TIME READING DATA NWE-^16.14' 111". UD1: BOO pMM Load I p. P . E 1 3 3 + 3 3 i t. ■ t L . 611.0 -SI- _ � '1:2101.0 240.0 �I� _``_'—e "! 2lE30. 0 i 1304.01 5.00 10.00 15400 201.00 26.001 SQUARE ROOT 1040 T14i1E 30 CO I ---a- Tine to Minna40rll &COO 40110 CC 0.$4130 0.3300 IC 0.00 0:121O0 0.9000 0-7000 0.1(10 Jena 10.100 (TIME READING . DATA FAIVE-1 6.14-1 671. 4.d D.. ✓1600 psi Load 4 4 1 242 80.0 0 120.0 2110.0 - .4SO O $00 10.00 1 5 100 200 2$ CO SQUARE ROOT a1 TIME MOD 31.00 40 00 �— Time In Minutes 45.001! O.771,OO D. 7700 X0_7500 + 0.7400 X010 1.72 Eric. • 07300 0.7200 0 1r r>1" 0- T0(16 0.601 0,00 TII' 1E READING DATA' NWE-16N14-161uD,. l0 psi Load • 0e, 1_ . pq 4.0 9s 0 19,0 w —. ._,. $&.[1 ---• 120_04G.; a190.0i 1..4c1.1I 5.00 10_00 1 5_00 201)0 2ir.R1141 SQUARE ROOT of liME 3'.00 —10,-Tirne ire Mism+ M e s I' 40.00 '0 Want F`41e52052L 2_1._c n.soliclunon-d 1114024.3 'R"a dtC 0- 7100 0.70000 04000 I} .6830 4 �S700 00500 0.0500 00.0400 0.00 [TIME READING DATA ririN1E4S,'14.46 UD.,6400 p s I Load I 1 - 1 4 1 1m MI, OR ,a.4 4.6 ;12_�rte s� ` -.a ai 2 0.0 1 .0 1 a FI 4T4 S 00 000 15.00 20.00 25.'X SE ROOT rsr TIME 30_0C --io—Tierne in Fair —. s I 35.04 40.00 4_6.540 1 IX 64000 O 43300 0_6200 0. scam O 5930 0.6700 //ma�yy 0000 'TIME READING DATA NWE, 161.14-16'19JD,1264)0 par Load 1 I tl -- � z 1 24.0 �yy —.9‘ '4V.O 20.0 es 3G. 0 - 1'yK71 10 00 15.00 213.O63 25.0 SQUARE ROOT of TIME 341 00 34_41e 4000 a- Menet indMitaphas 45.00 TIME READING DATA WIVE -16.14-166,U D2560O psi Load 0.5900 tufo o 0.5700 4.5500 0.5400 a 53.00 0.00 il t� 1 .. 6.0 b eon -a- 20.4 a 460.0 1500 C 5.00 15 00 20.00 25,00 S+CO U Aft E. ROOT at -MA E 310_00 35.00 40 400 As— Time iin Minutes j 4x00 0 Client! Data File?.ra521.Sri,2_1 Comsat clabon-.8STAR32435-Re 1 Cc Shear Testing Direct Shear Triaxial Consolidated Undrained Direct Shear ASTIR D3080 Client: Swift River Environmental Services Test Start Date: 04/08/16 By: BDF Job Number.: 2952-2 Test Finish Date: 04/08116 By: BDF Location: North Weld Landfill Expansion Project Number: 152047 Project: -- Raw Data Files: SRDSTP2A.DAT, SRDSTP2B.DAT, SRDSTP2C.DAT Sample Information Boring: TP-2 Depth: 5-9' Sample Number: -- Sampled Date: -- Soil Description: -- Wt. Wet Soil & Ring (g): Wt of Ring (g): Wt. Wet Soil (9): Wt. Wet Soil & Pan (9): Wt. Dry Soil & Pan(g): Wt. Water (g): WI, of Pan (g): Wt. of Dry Soil (g): Percent Moisture: Diameter (in): Area (ins): Height (in): Volume (ft"3): Wet Density (pcf): Dry Density (pcf): Point A 14382 psf Before After 128.41 133.45 27.92 27.92 100.49 105.53 107.23 112.27 98.29 98.29 8.94 13.98 6.74 6.74 91.55 91.55 9.76% 15.27% 1.938 i 1.938 2.950 2.950 1.000 0.988 0.00171 0.00169 129.78 137.92 118.24 119.65 Point A 14382 psf Peak Strength (psi) Ultimate Strength(psf) 8037.0 7795.0 Friction Angle Cohesion (psf) Test Configuration Continuous, Increasing, Deflection Control Shear Rate (in./min.): 0.0030 Normal Stress Point A (psf): 14382 Normal Stress Point B (psf): 7191 Normal Stress Point C (psf): 3595 Point B 7191 psf Before After 128.60 I 134.23 28.01 28.01 100.59 a 106.23 108.97 114.61 100.10 100.10 8.87 14.51 8.38 i 8.38 91.72 a 1 91.72 9.67% 15.82% 1,938 1.938 2.950 2.950 1.000 0.996 0.00171 0.00170 129.91 137.78 118.45 118.96 Point 8 7191 psf 4513.0 4438.0 Data Entered By: NN Entry Date: 04/11/16 File Name: 2952_2_directShear-ASTM D3080-R3_3.xis Point C 3595 psf Before After 128.54 135.07 27.97 vi 27.97 100.56 107.09 108.78 115.31 100.01 100.01 8.77 15,30 6.21 6.2.1 91.80 91.80 9.55% 16.66% 1.938 1.938 2.950 2.950 1.000 0.997 0.00171 0.00170 129.87 138.70 118.55 118.89 Point C 3595 psf 2667.0 2219.0 Data Checked By BOF Date 3/16 €3! ADVANCED TERN 04 T 15111 Peak Shear Stress vs Normal Stress 15000 12000 N a 0000 0 w 9) e 6000 ir 3000 0 0 3000 6000 9000 12000 15000 Normal Stress (psf) • Peak Shear data 0 Intercept Linear (Peak Shear data) Cohesion = 905.2 psf Friction Angle ! 26.4° Data Entered By: NN Entry Date: 04/41/16 File Name: 2952 2directShear-ASTMD3080-R3_3,xls Client Data Client: Swift River Environmental Services Job Number.: 2952-2 Location: North Weld Landfill Expansion Project Number: 152047 Project: -- Sample Information Boring: TP-2 Depth: 5-9' Sample Number: -- Sampled Date: -- Soil Description: -- Data Checked By 130F Date ;ftb ATT AMMO RCA TESTING Client Data Client: Swift River Environmental Services Job Number.: 2952-2 Location: North Weld Landfill Expansion Project Number 152047 Project: — Sample Information Boring: TP-2 Depth: 5-9' Sample Number -- Sampled Date: Soil Description: -- 9000.0 8000.0 7000.0 6000.0 1000.0 ,t000'o 000, 0 `000.0 +1)1000.0 0.0 Displacement vs Shear Stress r -M 0.0000 0.0500 0.1000 0.1500 Displacement (in) 0.2000 0.2500 0.3000 --Point A 14382 psf -Point B ?191 psf —Point C 3595 psf 0.0040 0.0030 0.0020 c t = 0,0010 0.0000 0 -0.0010 a-0.0020 I 140.0030 0 z-0.0040 Displacement vs. Normal Displacement 0.0000 0.0500 0.1000 0.1500 Displacement (In) 0.2000 0.2500 0.3000 -- Point A 14382 psf ----Point B 7191 psf Point C 3595 psi Data Entered By: NN Entry date: 04/11/16 File Name: 2952 2directSheer-ASTMD3080-R3.3'.xls Data Checked By 51) F Date Nii3h6 ATT AWAKED TERM TESTI14G Direct Shear ASTM D 3080 Client Data Client: Swift River Environmental Services Job Number: 2952-2 Location: North Weld Landfill Expansion Project Number: 152047 Raw Data Sample Information Boring: TP-2 Depth: 5-9' Sample Number: -- Sampled Date: -_ Soil Description: -- Page 1 Point A 14382 psi Point B 7191 psi Point C 3695 psi Displacement (in) Shear Stress (psi) Shear Stress (psi) Displacement Vertical (in) Displacement (in) Shear Stress (psi) Vertical Displacement (in) Displacement Vertical (in) Displacement (in) 0.0000 0.0050 0,0100 0.0150 0.0200 0.0250 0.0300 0.0350 0.0400 0.0450 0.0500 0,0550 0.0600 0.0650 0,0700 0.0750 0.0800 0.0850 0.0900 0.0950 0.1000 0.1050 0.1100 0.1150 0.1200 0.1250 0.1300 0.1350 0.1400 0.1450 0..1500 0,1550 001600 0.1650 0.1700 0.1750 0.1800 0.1850 01900 ], 0 1921.0 3002,0 3748.0 4121.0 4643.0 5520.0 6284.0 6620.0 6806.0 6918.0 7068.0 7142.0 7198.0 7291.0 7366.0 7440M 7552.0 7608.0 7646.0 7664.0 7720.0 7757.0 7776.0 7795.0 7795.0 7832.0 7851,0 7888,0 7907.0 7944.0 7944.0 7907.0 7963.0 7963.0 8000,0 8000.0 8019.0 8037.0 0.0000 - 0.0002 - 0.0002 - 0.0002 - 0.0002 -0.0003 0,0001 0.0003 0.0006 0.0008 0.0009 0.0009 0.0009 0.0009 0..0009{ 0.0008 0,0007 0.0006 0.0004 0.0004 0.0002 0.0002 0.0001 0.0000 - 0.0001 -0.0002 - 0.0004 -0.0005 -0.0006 - 0.0007 -0.0008 -0.0009 -0.0011 -0.0012 - 0.0014 -000014 -0.0015 -0,0017 -0.0018 0.0000 0.0050 0,0100 0.0150 0.0200 0.0250 0.0300 0.0350 0,0400► 0,0450 0,0500 0,0550 0.0600 0.0650 0.0700 0.0750 0.0800 0.0850 0.0900 0.0950 0.1000 0.1050 0.1100 0.1150 0.1200 0.1250 0.1300 0.1350 0.1400 0.1450 0.1500 0.1550 0.1600 0.1650 0.1700 0.1750 0.1800 0.1850 0.1900 0.0 1082.0 1697,0 2312.0 2872.0 3319.0 3674.0 3953.0 4140.0 4233.0 4308.0 4326.0 4345.0 4364.0 4382.0 4382.0 4401.0 4401.0 4420.0 4420.0 4420.0 4438.0 4457.0 4457.0 4475.0 4475.0 4494.0 4494.0 4513.0 4513,0 4513.0 4513.0 4513.0 4513.0 4494,0 4494.0 4513.0 4513,0 4513.0 0.0000 0.0000 0.0002 0.0005 0.0010 0.0014 0.0018 0.0023 0.0026 0.0029 0.0032 0.0033 0.0034 0.0034 0,0034 0.0034 0.0034 0M034 0.0034 0.0034 0.0033 0.0032 0.0031 0.0030 0,0028 0.0027 0.0027 0,0026 0.0025 0.0024 0.0022 0.0021 0.0019 0.0018 0.0017 0.0015 0.0013 0.0011 0.0010 0.0000 0.0050 0.0100 0.0150 0.0200 0.0250 0.0300 0.0350 0.0400 0.0450 0.0500 0.0550 0.0600 0.0650 0.0700 0.0750 0.0800 0,0850 0.0900 0.0950 0.1000 0.1050 0.1100 0.1150 0.1200 0.1250 0.1300 0.1350 0.1400 0.1450 0.1500 0.1550 0.1600 0.1650 0.1700 0.1750 0.1800 0,1850 0.1900 0.0 802.0 1473,0 1995.0 2350.0 2536.0 2648.0 2667.0 2629.0 2555.0 2517.0 2480.0 2443.0 2424.0 2406.0 2387.0 2387.0 2368.0 2368.0 2350.0 2350.0 2350.0 2350.0 2350.0 2350.0 2350.0 2350.0 2350.0 2350..0 2350.0 2350.0 2331.0 2331.0 2331,0 2331.0 2312.0 23121.0 2312 ,0 2294.0 0.0000 0.0003 0.0005 0,0008 0.0014 0.0018 0.0023 0.0029 0.0032 0.0034 0.0035 0.0037 0.0037 0.0037 0.0037 0.0037 0,0037 0.0037 0,0037 0.0037 0.0036 0.0035 0.0034 0.0033 0,0032 0.0031 0.0030 0.0030 0.0029 0.0027 0.0026 0.0024 0.0023 0.0022 0.0022 0.0020 0.0018 0.0017 0.0015 ,ITT ADVANCED TERRA LES €1NG Direct Shear ASTM D 3080 Client Data Client: Swift River Environmental Services Job Number.: 2952-2 Location: North Weld Landfill Expansion Project Number: 152047 Raw Data Sample Information Boring: TP-2 Depth: 5-9' Sample Number -- Sampled Date: -- Soil Description: -- Page 2 Point A 14382 psf Point B 7191 psi Point C 3595 psi , Displacement (in) Shear Stress (psi) Displacement Vertical (in) I Displacement _ (in) Shear Stress (pal Vertical Displacement (in) Displacement (in) _ Shear Stress (psf) Vertical Displacement (in) 0.1950 0.2000 0.2050 0.2100 0,2150 0.2200 0.2250 0.2300 0.2350 0,2400 0/450 0.2500 8000.0 7963.0 7963.0 7925.0 7903.0 7981.0 7981.0 7981 9 7944.0 7907.0 7907,0 7795.0 -0.0020 - 0.0022 -0.0023 - 0,0024 - 0.0026 - 0.0028 -0.0030 -0.0031 -0,0032 - 0.0034 -0.0036 - 0.0033 0.1950 0.2000 0.2050 0.2100 0.2150 0,2200 0.2250 0.2300 0.2350 0.2400 0,2450 0.2500 4513.0 4513,0 4494.0 4494.0 4494.0 4494.0 4494.0 4494.0 4494.0 4475.0 4457.0 4438,0 0,0009 0.0007 0.0005 0.0004 0.0002 0.0002 0,0000 -0.0002 40004 - 0.0005 - 0.0006 - 0,0007 0.1950 0.2000 0.2050 0.2100 0.2150 0.2200 0.2250 0.2300 0.2350 0.2400 0.2450 0.2500 2204,0 2294.0 2294.0 2294.0 2275.0 2275.0 2256.0 2256.0 2256.0 2238.0 2238.0 2219.0 0.0014 0.0013 0.0012 0.0010 0.0009 0.0007 0.0007 0.0006 0.0005 0.0003 0.0002 0.0001 ADVANCED TFRU, TESTING Direct Shear ASTM D3080 Client: Swift River Environmental Services Job Number.: 2952-2 Location: -- Project Number 152047 Project: North Weld Landfill Expansion Raw Data Files: SRDSTP3A.DAT, SRDSTP3B.DAT, SRDSTP3C.DAT Sample Information Boring: TP-3 Depth: 3-5' Sample Number: -- Sampled Date: -- Soil Description: -- Wt. Wet Soil & Ring (g): Wt of Ring (g): WI Wet Soil (g): Wt. Wet Soil & Pan (g): Wt. Dry Soil & Pan(g): Wt. Water (g):. Wt. of Pan (g): Wt. of Dry Soil (g): Percent Moisture: Diameter (in): Area (i n2: Height (in): Volume (ft"3): Wet Density (pcf): Dry Density (pcf): Poi nt A 4000 psf Before After 190.01 178.25 43.15 43.15 135.10 146,85 141.78 153.53 130.66 130.66 11.12 22.88 6.68 6.68 123.98 123.98 8.97% 18.45% 2,410 2.410 4.562 4.562 1.000 0.976 0.00264 0.00258 112.83 125.71 103.54 106.13 Peak Strength (psf) Ultimate Strength(psf) Point A 4000 psf 2460.0 2460.0 Test Start Date: 0410712016 By: BDF Test Finish Date: 04/07/2016 By: BDF Test Configuration Continuous, Increasing, Deflection Control Shear Rate (in./min.): 0.0080 Normal Stress Point A (psf): 4000 Normal Stress Point B (psf): 2000 Normal Stress Point C (psf): 1000 Point B 2000 psf Before After 178.12 190.71 42.91 42.91 13520 147.80 141.67 154.26 130.67 130.67 11.00 23.59 6.47 6.47 124.21 124.21 I p 8.85% 18.99% 2A10 2.410 4.562 4.562 1.000 0.988 0.00264 0.00261 112.91 124.98 103.73 _ 105.03 Point B 2000 psi 1302.0 1302.0 Peak Ultimate Friction Angle ° 29.9 Cohesion (psf) 30.5 157.0 108,0 Data Entered By: CKP Entry Date: 0410812016 File Name: 2952_2 directShear-ASTMD3080-R3_1.xls Point C 1000 psf Before After A 176.82 190.39 i 41.73 41.73 135.09 148.66 155.44 141.87 130.84 130.84 11.03 24.60 6.78 6.78 124.06 124.06 8.89% 19.83% 2.410 2.410 4.562 10000 44.562 1,008 0.00264 0.00266 112.82 123.13 fr 103.61 102.76 Point C 1000 psf 736.0 687.0 Data Checked By A4 - Date Wi1/40 ITT ADVANCE) NG Client Data Client: Swift River Environmental Services Job Number.: 2952-2 Location: -- Project Number: 152047 Project: North Weld Landfill Expansion Sample Information Boring: TP-3 Depth: 3-5' Sample Number: -- Sampled Date: -- Soil Description: -- 3000.0 2500.0 2000.0 V) U) 500.0 000.0 500.0 0.0 Displacement vs Shear Stress navain....-.••- - u ----- Waal eranassieng Paieriael 0.0000 0.0500 0.1000 0.1500 Displacement (in) 0.2000 0.2500 0.3000 "nei ...- Point A 4000 psf "4""4"" Point B 2000 psf Print C 1000 psf 0.0100 0.0050 0.0000 '0.0050 Ia0i0100 0.0450 4 a-0.0200 I 1-0.0250 0 -01 0300 Displacement vs. Normal Displacement 0.0000 0.0500 0.1000 0.1500 Displacement (in) 0.2000 0.2500 0.3000 - Point A 4000 psf - — Point B 2000 psf Point C 1000 psf Data Entered By: CKP Entry Date: 04/08/2016 File Name: 2952_2 JirectShear-ASTMD3O80-R3_1,xls Data Checked By - Date ylii'io nor" A DTERRATESTING Peak Shear Stress vs Normal Stress 5000 4000 U) a 3000 r 2000 1000 T 0 1000 2000 3000 4000 5000 Normal Stress (psf) Peak Shear data Intercept Linear (Peak Shear data) Cohesion = 157.0 osf Friction Angle = 29.9° Client Data Client: Swift River Environmental Services Job Number.: 2952-2 Location: — Project Number: 152047 Project: 'Nalh Weld Landfill Expansion Sample Information Boring: TP-3 Depth: 3-5' Sample Number: -- Sampled Date: -- Soil Description: -- 5000 4000 Ultimate Shear Stress vs. Normal Stress ra 3000 E 2000 - r 1000 41 Ultimate Shear Data �P Intercept Linear (Ultimate Shear Data) Cohesion = 108.0 psf Friction Angle = 30.6° 0 1000 2000 3000 4000 5000 Normal Stress (psf) Data Entered By: CKP Entry Date: 04/08/2016 File Name: 2052 2_directshear-ASTMD3080-R3_1axis Data Checked By ewes Date 00G Can ANANtfb 1EAAA 1E5n Direct Shear ASTM D 3080 Client Data Sample Information Client Swift River Environmental Services Boring: TP-3 Job Number.: 2952-2 Location: -- Project Number: 152047 Raw Data Depth: 3-5' Sample Number: -- Sampled Date: -- Soil Description: -- Pape 1 Point A 4000 psi Point B 2000 psf Point C 1000 psf Displacement (in) Shear Stress (psi) Displacement Vertical (in) Displacement (in) Shear Stress (psf) Displacement (in) Shear Stress (ps0 Vertical Displacement (in) Vertical Displacement (in) 0.0000 0.0050 0.0100 0.0150 0.0200 0.0250 0.0300 0.0350 0.0400 0.0450 0.0500 0.0550 0.0600 0.0650 0.0700 0.0750 0.0800 0.0850 0.0900 0.0950 0.1000 0.1050 0.1100 0.1150 0.1200 0.1250 0.1300 0.1350 0.1400 0.1450 0.1500 0.1550 0.1600 0,1650 0.1700 0.1750 0.1800 0.1850 0.1900 0.0 133.0 253.0 639.0 965.0 1218.0 1387.0 1483.0 1544.0 1592.0 1640.0 1688.0 1736.0 1773.0 1809.0 1833.0 1869.0 1881.0 1905.0 1954.0 1978.0 2014.0 2038.0 2062.0 2086.0 2110.0 2134.0 2146.0 2171.0 2195.0 2219.0 2231.0 2255.0 2267.0 2291.0 2303.0 2315.0 2327.0 2351.0 0.0000 0.0000 0.0000 0.0000 - 0.0003 - 0.0006 -0.0008 -0.0013 - 0.0018 - 0.0025 -0.0032 -0.0039 -0.0046 0.0053 - 0.005E - 0.0064 -0.0069 -0.0074 -0.0080 - 0.0087 - 0.0092 - 0.0096 -0.0102 -0.0107 -0.0112 ▪ 0.0117 -0.0121 -0.0127 -0.0131 - 0.0136 - 0.0140 -0.0144 -0.0149 -0.0152 - 0.0157 -0.0160 -0.0165 -0.0168 - 0.0173 0,0000 0.0050 0.0100 0.0150 0.0200 0.0250 0,0300 0.0350 0.0400 0.0450 0.0500 0,0550 0.0600 0.0650 0.0700 0.0750 0.0800 0.0850 0.0900 0.0950 0.1000 0.1050 0.1100 0.1150 0.1200 0.1250 0.1300 0,1350 0.1400 0.1450 0.1500 0.1550 0,1600 0.1650 0.1700 0.1750 0,4800 0.1850 0.1900 0.0 470.0 844.0 1025.0 1109.0 1109.0 1097.0 1085.0 1085.0 1085,0 1097.0 1097.0 1109.0 1109.0 1121.0 1134.0 1146.0 1146.0 1146.0 1158.0 1170.0 1170.0 1182.0 1182.0 1194.0 1194.0 1206.0 1218.0 1218.0 1218.0 1230.0 1242.0 1242.0 1242.0 1254.0 1254.0 1254.0 1266.0 1266.0 0.0000 0.0000 0.0000 0.0003 0.0006 0.0009 0.0010 0.0010 0.0009 0.0007 0,0006 0.0004 0.0002 0.0000 -0.0002 -0.0004 - 0.0006 - 0.0009 -0.0010 -0.0012 -0.0015 - 0.0017 - 0.0019 - 0.0021 -0.0024 -0.0026 - 0,0027 -0.0029 -0.0032 -0.0034 -0.0036 - 0.0038 0.0041 -0.0043 -0.0044 - 0.0047 -0,0049 -0.0051 -0.0053 0.0000 0.0050 0.0100 0.0150 0.0200 0.0248 0.0300 0.0350 0.0400 0.0450 0.0500 0.0560 0.0600 0.0650 0.0700 0.0750 0.0800 0.0850 0.0900 0.0950 0.1000 0.1050 0.1100 0.1150 0.1200 0.1250 0.1300 0.1350 0.1400 0.1450 0.1500 0.1550 0.1600 0.1650 0.1700 0.1750 0.1800 0.1850 0.1900 0.0 241.0 458.0 603.0 687.0 736.0 724.0 687.0 663.0 651.0 651.0 651.0 651.0 663.0 663.0 663.0 663.0 663.0 663.0 663.0 663.0 651.0 651.0 639.0 639.0 639.0 651.0 651.0 651.0 663.0 663.0 663.0 663.0 663.0 675.0 675.0 675.0 675,0 675.0 0.0000 0.0001 0.0000 0.0001 0.0006 0.0012 0.0017 0.0022 0.0023 0.0023 0.0023 0.0023 0.0023 0.0023 0.0023 0.0023 0.0023 0.0023 0.0023 0.0023 0.0023 0.0023 0.0022 0.0019 0.0018 0.0016 0,0015 0.0013 0.0011 0.0009 0.0007 0.0006 0.0004 0.0002 0.0000 -0.0001 -0.0002 -0.0005 -0.0007 ATT AOVAN WTEINA IWW4G Direct Shear ASTM D 3080 Client Data Job Project Raw Data Client: Swift River Environmental Number,: 2952-2 Location: -- Number: 152047 Sample Information Services Boring: TP-3 Depth: 3-5' Sample Number: -- Sampled Date: -- Soil Description: -- Pane 2 Point A 4000 sf Point B 2000 sf Point C 1000 psf Displacement (in) Shear Stress (psi) Vertical Displacement (in) Displacement (in) Shear Stress (psf) Vertical Displacement (in) Displacement (in) Shear (1)60 Stress Displacement Vertical (in) 0,1950 02000 0.2050 0.2100 0.2150 0.2200 0,2250 0.2300 0.2350 0.2400 0.2450 0,2500 2364.0 2376.0 2388.0 2388.0 2400.0 2412.0 2412,0 2424,0 2436.0 2436.0 2448.0 2460,0 -0.0176 -0.0181 - 0,0184 -0,0188 -0,0192 0.0195 -0.0199 - 0.0201 - 0.0205 -0.0207 -0.0210 0,0214 0.1950 0.2000 0.2050 0.2100 0.2150 0.2200 0.2250 042300 0.2350 0.2400 0.2450 0.2500 1266.0 1266.0 1266,0 1266.0 1278,0 1278.0 1278.0 1290.0 1290.0 1290.0 1302.0 1302.0 -0.0056 -0.0058 - 0.0060 - 0.0063 -0.0065 -0.0067 -0,0068 - 0.0071 - 040074 - 0.0075 -0.0077 0.0080 0.1950 0.2000 0.2050 0.2100 0.2150 0.2200 0.2250 0.2300 0.2350 0.2400 0.2450 0.2500 675.0 675.0 687.0 687.0 687.0 687.0 687.0 687.0 687.0 687.0 687.0 687.0 -0.0008 -0.0009 -0.0011 - 0.0013 - 0.0015 -0.0017 -0,0018 -0,0020 - 0.0022 - 0.0024 -0.0025 -0.0026 err AAVAN€EaifacA TEhiNG Consolidated Undrained dra i ned Triaxial Compression Test for Cohesive Soils ATM 04167 011 (p (psi Client Job Number Project Location Project Number S 152047 TEST TYPE TX/CUPP 0j Confining Stresses (psi) SAMPLE A SAMPLE B SAMPLE C 11520 5760 2880 SAMPLE A DATA Deviator (Stress (0i-03) (Dsf1 11520 11520 0 11520 11501 11839 338 11670 11382 12393 1011 11888 11208 12660 --1452 11934 10987 12690 1703 11839 10776 127sn 19714 117AS 10583 12786 10344 12817 2203 11685 2473 11661 9628 13247 3619 11438 Swift River Environmental Services 2952-1 North Weld Landfill Expansion 506 726 852 987 1102 1237 1456 1810 6110 4448 12999 11736 6889 7288 9555 8092 3445 3644 3741 3383 3007 2841 2822 2831 2631 2904 2942 3024 3089 3144 3200 3273 11197 10910 10600 10512 10688 10907 11080 11331 11483 11751 12125 12287 12364 12580 7456 7527 7631 7671 7866 8076 8229 8427 8541 8727 9036 9143 9164 9307 7469 7147 6823 6677 6755 6869 6946 7118 7213 7388 7607 7716 7782 7927 3728 3764 3816 3636 3933 4038 4115 4214 4271 4364 4518 4572 4582 4654 Data entry by: Date: FileName: (psi) (psi} 5780 5760 5458 6686 4867 7195 4205 6951 3643 1%29R 6681 fivinA 3038 AlAA Peak Points SAMPLE A SAMPLE B SAMPLE C Boring Number: Depth: Sample Number: Sampled Date: Sampled By: p1 (psi} 7927 2838 2226 q (Psis 4654 1700 1189 SAMPLE B DATA Deviator Stress (a1 -o3) lost) NJE-9 17-19' Pt A, B, D pI= q_ (ae+a )12 (a, -a3)/2 (psi) (psi) 0 5760 0 1228 6072 614 2328 6031 1164 2746 5578 - 1373 5162 1519 MR 4506 2894 6118 3224 2635 5898 3263 4267 inCfi A7'a'} 44A') Anal 2218 5451 1592 1612 1632 1671 3233 3835 1617 Tested By: CAL Stress Condition at Maximum Deviator Stress (PSF) a3 cr1 a'3 a"1 SAMPLE A SAMPLE B SAMPLE C a' 3 (Psi 11520 5760 2860 (psi) 20827 9160 5257 SAMPLE C DATA Deviator Stress +r fist 3273 1138 1037 12580 4638 3414 p- q- (cr1 +03')/2 (cri-(73)/2 (psi) (psf) 2880 2880 0 2660 C 2837 2979 142 2908 71 2779 2448 2146 3204 3651 3701 425 1203 1555 2992 3050 2924 213 602 778 2074 5346 1613 4744 3272 3131 3710 3179 1636 1566 1397 1282 1181 1080 1080 1051 1051 1037 1022 1051 1060 1066 1094 1094 1138 4450 4298 4240 4028 4100 4176 4105 4191 4146 4291 4340 4288 4409 4407 4538 3053 3014 3059 2948 3020 3125 3054 3154 3124 3240 3260 3222 3315 3313 3400 2924 2789 2711 2664 2590 2614 2578 2614 2584 2671 2710 2677 2752 2751 2838 1527 1507 1530 1474 1510 1563 1527 1677 1562 1620 1630 1611 1658 1657 1700 NN 3/21/16 2952_1_PQPlots-ASTM-D4767-withrnetric-R2_1 xis 1915 3680 1728 _ 1584 1-151 67O3 _ 1765 1975 _ 2798 2716 _ 82 988 _ 3628 3566 2044 2112 1368 3548 2180 1282 1037 3530 3414 2248 2377 2606 2510 1022 1056 2458 1090 2406 2226 1124 1189 907 770 734 677 648 619 590 590 576 562 547 533 533 504 504 3203 3081 2937 2789 2671 2621 2503 2483 2384 2349 2315 2219 2200 2152 2072 2296 2266 2203 2112 2023 2002 1913 1893 1808 1787 1768 1686 1667 1648 1568 2055 1920 1836 1733 1660 1620 1547 1537 1480 1456 1431 1376 1387 1328 1286 1148 1142 1102 1056 1012 1001 957 947 904 894 884 843 834 824 784 Data checked by: e,,,� Date:-' 111111114414444444449ii9944441414444,4I' on“ CAT T Effective Stress Path Analysis - p" q Plots --, N' E- , P't. A, B, 0,17-19' 13000 12000 11000 10000 i 9000 6000 7000 40013 30420 601)01 1000 a 1• p mtelmsb A 1000 2000 3000 4000 sefreessaa apt alliNiast l aalr rt a, SO 1} 6000 7000 8000 900 10000 (P SF) 4r V -4 12000 1+0 —+►— Stress Path of Sample A —a—Stress Path or Sample B —a—Stress Path of Sample C • Peak Points NOTE 1' The peek points shown if -t te.plot rspreser k maxirurrwaiues of g ((01012]. _ IIIMIT req'144444ti Effective Stress Path Analysis - p' -q Regression Plot at Maximum q --, NWE-9, Pt. A, B, D,17-1 9' 13000 12000 11000 10000 I 9000 8000 7000 6000 5000 4000 3000 2000 1000 0 47,--; � M 2000 3a )0 4000 • 6000 1000 50 70 60 90)0 10000 11000 6 12 0 13 - f (PSF aoles1 • Shear t M 1 . fib 0 1. p • l< 1 Line Note: Peak points are plotted for visual verification only. Least squared regression analysis, yields a negative alpha (a) value; Jherefo no! regression analysis has teen 00 N 2: The line presented in the grph is the K f line taken at Peak q values defined _by theequation q=a+p' tan(') when ► = th int ro pt on the ct-axis in stress units and 'P = the angle of the 1 _f line with respect to the horizontal in degrees. NOTE 3: The K f is NOT the Mohreouiomb failure envelope defined by the equation r=c+a tan(P). The equations sin(ch)=tsnet9 and c=a/cos(D) may be used to approximate values for 0 and c at the effective stress condition described in NOTE 1. C&TT ADVANCEDiEIWATESTING CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ASTIR 04767 CLIENT PROJECT PROJECT NO. BORING NO. DEPTH SAMPLE NO. LOCATION Swift River Environmental Services North Weld Landfill Expansion S152047 NWE-9 17-19' Pt. A Apn Shelby Tube /DENSITY DATA BEFORE TEST AFTER TEST JOB NO. Date Sampled Date Tested CELL NUMBER SATURATED TEST CONF. PRES. (psf) 2952-1 3115/2016 225 Yes 11520 Wt Soil + Moisture (g) 758.64 788.85 Wt. Wt. Wt. V\irt. Wt. Wet Dry Lost of of Soil Soil Moisture Pan Dry Soil & & Only Pan (g) 772.84 Pan (g) 688.61 (g) 84.23 (g) 14.20 (g) 674,41 803,05 688.61 114.44 674.41 14.20 Moisture Content % 12.5 17.0 Wet Density (pcf) 3. 138.2 Dry Density (pcf) 109.6 118.1 init. Diameter (in) 2.416 Init. Area (sq in) 4.584 Init. Height (in) 5.112 Vol. Bet Consol. (cu ft) 0.01356 Vol. After Console (cu ft) 0.01259 Notes & Comments Data entry by: NN Date: 03/16/2016 Technician CAL ata checked by: _ Date: 3 f I (0, 1 FileName: 2952_1 TX_CUpp_ASTMa 4767_R 0_2 xis Page 1 of 4 ADVANCED i E RHA I E S 1 IICJG CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ASTM O4767 CLIENT Swift River Environmental Services PROJECT North Weld Landfill Expansion PROJECT NO. S152047 BORING NO. N E-9 DEPTH 17-19' SAMPLE NO. Pt. A LOCATION CTE Shelby Tube SATURATION DATA JOB NO. Date Sampled Date Tested CELL NUMBER SATURATED TEST CONF. PRES. (psi) 2952-1 3/15/2016 22S Yes 11 520 Ce P ro o p ro Back 'Tess' ire Burette Reath Pore Pro - u (Ps ) (psi) `f s (cc) (psi) Change Close Open Close Open B 40.0 38.0 3.1 14.E 50.0 46.0 18.1 10/ 38.1 45.2 71 -0.71 60.0 58.0 21.1 22.0 48.2 56.4 8 2 0.82 70.0 68.0 23.2 24.0 58.2 66.5 8 3 0.53 50.0 _ 73.0 24.3 24.6 68.0 76.9 8 9 0.89 90.0 27.4 27.5 77.8 87.4 9 0 0,00 It CONSOLIDATION DATA Elapsed SORT Burette Volume Time TIME Reading Deflection . (min) (min) (cc) (cc) . 0.00 0.0 0.30 0.00 0.25 0.5 18.50 -18.20 0.6 0.7 10.10 10.10 1,0 20.05 - I G.75 2 1.4 20.50 -20.20 4 2.0 20.80 -20.50 9 3.0 21.20 -20.00 16 4.0 21,40 -21.10 30 5.5 21.80 -21.50 00 7.7 22.00 -21.70 120 11.0 22.30 -2200 240 15.5 22.80 -22.50 360 19.0 23.10 -22.80 1440 37.9 25.40 -25.10 Initial Height (in) 5.112 Initial Vol. (cc) 384.108 Height Change (in) 0.107 Vol. Change (cc) 49.800 I -It. After Cons. (in) 5.00• - Cell, Exp. (cc) 22.153 Initial Area (sq 4.584 Net Change (cc) 27.647 Area After Cons. (sq in) 4.345 Cons. Vol. fccl 356.462 ��rnninm�mm�nt FileName: 2952_1 TX_CUpp_A$TMD_4767_RQ_2 xis Page 2of4 ADVANCED CHHAtES1ING CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ASTIR D 4767 CLIENT PROJECT PROJECT NO BORING NO. DEPTH SAMPLE NO. LOCATION SAM Swift River Environmental Services North Weld Landfill Expansion S152047 NE -9 17-19' Pt. A Ariar Init. Consol. Ht. (in) 5.005 JOB NO Date Sampled Date Tested CELL NUMBER SATURATED TEST CONF. PRES. (psf) Init. Area (sq in) Consol. Area (sq in) 2952-1 3115/2016 225 Yes 11520 4.584 4.345 Back Pres. (psi) 77.2 Strain Rate (in/min) 0.0081 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht. Strain Final Stress Pres. Pres. 3` 1' Stress (lbs.) (psf) (in) (%) (sq in) (psf) (psi) (psi) (psf) (rsl Ratio 0.0 __ 0 0.000 0.00 4,345 0 77.2 0 11520 11520 1.00 10 338 0,010 0.20 4.354 337 77.3 19 11501 11839 1.03 +1 1 X51 0.0 1 5 0'31 4 359 1 01 1 78,2 1 +S 1 Q+3 1 2393 � 09 44 1458 0.020 0.41 4.363 1452 79.4 312 11208 12660 1.13 52 1712 0.026 0.51 4.368 1703 80.9 533 10987 12690 116 60 1987 0.031 0.61 4.372 1975 82.4 744 10776 12750 1.18 67 2219 0.036 0.71 4.377 2203 83.7 937 10583 12786 1.21 75 2494 0.041 0.82 4.381 2474 85.4 1176 10344 12817 1.24 50 2938 0.046 0.92 4.386 2911 87.1 1424 10096 13007 1.29 ]1U Apr 1 1 .1301 1.U2 4.Jtni Jt010 titi.4 1�uz 0b18 1324 f 1. i 211 8996 0.077 1.53 4.413 6889 114.8 5410 6110 12999 2.13 225 7440 0.102 2.04 4.436 7288 126.3 7072 4448 11736 2.64 231 7651 0.128 2.55 4.459 7456 131.2 7779 3741 11197 2.99 234 7757 0.148 2.96 4.478 7527 133.7 8137 3383 10910 3.23 240 7947 0,199 3.98 4.525 7631 136.3 8513 3007 10638 3.54 244 8074 0.250 5.00 4.574 7670 137.5 8679 2841 10512 3.70 253 8370 0.301 6.02 4,624 7866 137.6 8698 2822 10688 3.79 262 8687 0.352 7.04 4.674 8076 137.6 8669 2831 10907 3.85 270 8940 0.398 7.96 4.721 8229 137.6 8689 2831 11060 3.91 279 9258 0.449 8.98 4.774 8427 137.0 8616 2904 11331 3.90 286 9490 0.500 9.99 4.828 8541 136.8 8578 2942 11483 3.90 296 9807 0.551 11.01 4.883 8727 136.2 8496 3024 11751 3.89 310 10272 0.602 12.03 4.940 9036 135.8 8431 3089 12125 3.93 317 10505 0.648 12.95 4.992 9144 135.4 8376 3144 12287 3.91 321 10652 0.699 13.97 5.061 9164 135.0 8320 3200 12364 3.86 330 10948 0750 14.99 5.112 9307 134.5 8247 3273 12580 3.84 111flh4i1NNNNNNNNNN}IN I FileName: 2952_1_TX_CUpp ASTMa 4767_R0_2 xis Page 3 of 4 T CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST FOR COHESIVE IVE SOILS ASTIR D4767 -20 ADVANCED 7 F flf4A TESTING 0 -5 -10 Consolidation Data NWE-9,17-19',Pt. 7-1 9', Pt. A O -25 0.00 -30 11 SAO IM I I ■ 5 10 15 20 25 30 35 4 0625 els `e'%0 10000 9000 8O00 is BO • 120 Square Root of Time in Minutes Time in Minutes I -Sheatfata NWE-9,17-19', Pt. A Deviator Stress ! psf 8000 5000 4000 3000 2000 1000 0 I, 4 6 k_ Percent Axial Strain Deviator Stress Delta Pore Pres. AL --■ —a- --s 10 12 14 F IeName: 29521,_T _$Upp_ASTMD_4767'_RU_2.xls a Page 4 of 4 iii,4144444444O1111 44444 i Vas ADV EHHA TESTING CONSOLIDATED UNDRAINED E RAI N ED TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ASTM D4767 CLIENT PROJECT PROJECT NO. BORING NO. DEPTH SAMPLE NO. LOCATION Swift River Environmental Services North Weld Landfill Expansion 5152047 NINE -9 17-19' Pt. B Shelby Tube CAlarruKt/DENSITY DATA BEFORE TEST AFTER TEST JOB NO. Date Sampled Date Tested CELL NUMBER SATURATED TEST CONF. PRES. (pst) 2952-1 03/17/2016 IS Yes 5760 Wt. Soil + Moisture 688.94 749.16 Wt. Wt. Wt. Wt. Wt. Moisture Wet Dry Wet Soil & Dry Soil & Lost Moisture of Pan Only of Dry Soil Content Density (pcf) Density (pcf) Pan (g) Pan (g) (g) (g) (g) (g) % _ 703.26 637.36 65.90 14.32 623.04 113.6 1027 763.48 637.36 126.12 14.32 623.04 10.6 132.0 109.8 20.2 Init. Diameter (in) 2.404 Init. Area (sq in) 4.539 Init. Height (in) 5.090 Vol. Bef. Consol. (cu ft) 0.01337 Vol. After Canso!. (cu ft) 0.01251 Notes & Comments: Data entry by: CKP Date: 03/21/2016 Technician CAL Data checked by: c4. -A-- Date: jiza FileName; 2952_1_TX_CUppASTMa 4767 RD 4 xis Page 1 of 4 w b! I I I I I 111111111111111111111 ADVANCED Tr PIRA T E c 11 N G - CONSOLIDATED UNDRAINED DRAI N EO TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ASTM D4767 CLIENT PROJECT PROJECT NO. BORING NO. DEPTH SAMPLE NO. LOCATION Swift River Environmental Services North Weld Landfill Expansion S152047 NWE-9 17-19' Pt. B PE Shelby Tube SATURATION DATA JOB NO. Date Sampled Date Tested CELL NUMBER SATURATED TEST CONF. PRES. (psf) 2952-1 03/17/2016 7S Yes 5760 Ce Back Burette Melding Pore I Pressurc (Ps ) f resourc (psi) - ressure (cc) (psi) Change Close Open Close Open B 40.0 38.0 4.9 10.5 -- 50.0 48.0 17.6 19.0 38.7 44.8 6.1 0.61 60.0 58.0 19.1 20.2 47.9 55.0 7.1 0.71 70.0 68.0 20.4 21.4 58.4 65.9 7.5 0.75 60.0 - 78.0 21.6 22.5 68.2 76.5 8.3 0.83 90.0 88.0 23.1 24.0 78.8 87.7 8.9 0.89 100.0 94 1 24•.9 49.0 98.2 972 '0.92 - 1 TOTU 108.0- 25.O 25.2 98.9 1 tits • 9.5 (1.95 II I CONSOLIDATION DATA Elapsed SORT Burette Volume Time TIME Reading Deflection (min) (min) (cc) (cc) 0.00 0.0 0.20 0.00 0.25 0.5 14.70 -14.50 0.6 0.7 18.25 16.0 1 2 1.0 1A 15.:0 - I-5. o0 16.30 -16.10 4 2.0 16.90 -16/0 9 3.0 17.50 -17,30 16 4.0 17.80 -17.60 30 5.5 18.15 -17.95 60 7.7 18.50 -18.30 120 11,0 18.80 -18.60 240 15.5 19.10 -18.90 374 19.3 19.30 -19.10 1440 37.9 19.90 -19.70 Initial Height (in) 5.090 Initial Vol. (cc) 378.665 Height Change (in) 0.100 Vol. Change (cc) 40.000 Ht. After Cons. 4.090 Cell Exp. 15.772 (in) (cc) e s in Area After Cons. (so in) 4.334 Cons. Vol. (cct 354.438 FileName: 2952_1 TX_CUpp_ASTMD_4767_RO_4 xis Page 2 of 4 e'U!fffhttlfutllufl ADVANCED 7 17 HkA T E 511NG CONSOLIDATED UNDRAINED E D TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ATM D 4767 CLIENT PROJECT PROJECT NO. BORING NO. DEPTH SAMPLE NO. LOCATION SA h Alehelby Tube Swift River Environmental Services North Weld Landfill Expansion 5152047 NW E-9 17-19' Pt. B Init. Ht. 90 Consol. Ht. (in) 4.990 JOB NO, Date Sampled Date Tested CELL NUMBER SATURATED TEST CONE. PRES. (psf) Init. Area (sq in) Consol. Area (sq in) 2952-1 03/17/2016 75 Yes 5760 4.539 4.334 Back Pres. (psi) 97.1 Strain Rate (in/min) 0.0042 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht. Strain Final Stress Pres. Pres. 3 1' Stress (lbs.) (nth (in) (%) (sd in) (sfl (psi) (psfl (psf) (psf) Ratio 0.0 _ 0 0.000 0.00 4.334 0 97.1 0 5760 5760 1.00 37 1229 0.005 0.10 4.338 1228 99.2 302 5458 6686 1.23 70 2333 0.010 0.20 4.343 2328 103.3 893— 4867 71°05 1.48 83 2755 0.015 0.31 4.347 2746 107.9 1555 4205 6951 1.65 92 .. _ 3050 0.020 0.41 4.352 3038 1113 2117 3643 6681 1,83 96 3200 0.026 0.51 4.356 3183 114.7 2534 3226 6409 1.99 98 3243 0.031 0.61 4.360 3223 117.0 2866 2894 6118 2.11 99 3286 0.036 0.72 4.365 3263 118.8 3125 2635 5898 2.24 101 3369 0.041 0.82 4.369 3342 120.5 3370 2390 5732 2.40 Yti Tzb3 U.04b U.32 4.314 "ICI . f 3642 221a b4t1 2.4E 100 3306 0.051 1.02 4.378 3272 122.7 3686 2074 5346 2.58 96 3180 0.077 1.54 4.401 3131 125.9 4147 1613 4744 2.94 94 3117 0.102 2.05 4.424 3053 127.4 4363 1397 4450 3.19 93 3094 0.128 2.56 4.448 3014 128.2 4478 1282 4296 3.35 95 3157 0.153 3.07 4.471 3060 128.9 4579 1181 4240 3.59 93 3074 0.204 4A0 4.519 2948 129.6 4680 1080 4028 3.73 96 3180 0.250 5.02 4.563 3020 129,6 4680 1050 4100 3.80 100 3326 0.302 6.05 4.613 3125 129.8 4709 1051 4175 3.97 99 3286 0.353 7.07 4.663 3054 129.8 4709 1051 4105 3.91 103 3432 0.404 3.09 4.715 3155 129.9 4723 1037 4191 4.04 103 3432 0.450 9.01 4.763 3123 130,0 4738 1022 4146 4.05 108 3602 0.501 10.04 4.817 3240 129.8 4709 1051 4291 4.08 110 3665 0.552 11.06 4.873 3260 129.6 4680 1080 4340 4.02 110 3665 0.603 12.09 4.930 3222 129.7 4694 1066 4288 4.02 115 3815 0.654 13.11 4.987 3315 129.5 4666 1094 4409 4.03 116 3858 0.705 14.13 5.047 3313 129.5 4666 1094 4407 4.03 121 4007 0.756 15.15 5.108 3400 129.2 4622 1138 4538 3.99 I'IgNn INN hnm 1'14NNNNNMhNNNNNNNNNN�N'IM�� i, FileName: 2952,E TX_CUpp_ASTMD_4767_RO_4 xis Page 3 of 4 T CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ASTM D4767 ADVANCED TERRA TESTING 0 -5 S ta 0 -10 01/4-T E _15 LQ25 Consolidation Data N E-9/17-19', Pt. B 0 Deviator Stress - psi -20 -25 5000 _ 4500 4000 3500 _ 3000 2500 200O 1500 1000 500 0 a 5 4 riAr 10 15 20 25 30 35 4 st2C S uare Root of Time in Minikes Time in Minutes 2 heap Data NWE-9,17-19', tit. B .. 111 , IL IN r A, • lie e O cal a a O 5 10 12 14 1 Percent Axial Strain Deviator Stress Delta Pore Pres. pileName. 2952_1 TX_CUpp_A$TMa_4787_RQ 4.xls Page 4 of 4 tlIIIIIIIIIIIII114444444444444444444 c farg y, . �� ,. if -Fa Bonne £ Sampr4 ldu. Wit_ irLocation ProjectaaviEt PCOJnt No. _sitpale Testeetniy_ linear Teat rype Core/rinks Oa � ��1'INh1791IIlIIII1IIIII "!!!I II IIIUIHMIIMMU ADVANCEDU[PHA TES11NG CONSOLIDATED UNDRAINED NE D TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ATM D4787 CLIENT PROJECT PROJECT NO. BORING NO. DEPTH SAMPLE NO. LOCATION Swift River Environmental Services North Weld Landfill Expansion 5152047 NWE-9 17-19 Pt, D Shelby Tube 'DEN SITY DATA BEFORE TEST AFTER TEST JOB NO Date Sampled Date Tested CELL NUMBER SATURATED TEST CONF. PRES. (psf) 2952-1 3/19/2016 15S Yes 2B80 Wt7Soil-i—Moistu Wt. Wt. Wt. Wt. Wt. Moisture Wet Dry Wet Soil & Pan Dry Soil & Pan Lost Moisture of Pan Only of Dry Soil Content Density (pcf) Density (pcf) (g) (g) (g) (g) (g) % 1060.21 926.43 133.78 14.16 912.27 106.7 1167.52 14.7 93.1 926.43 241.09 14.16 912.27 124,0 o 26.4 98.8 Init. Diameter (in) 2.845 Init. Area (sq in) 6.357 'nit, Height (in) 5.875 Vol, Bet Consol. (cu ft) 0,02151 Vol_ After Consol. (Cu ft1 0.02030 Notes & Comments: Data entry by: NN Date: 03/21/2016 Technician ..i CAL Data checked by:s Date: it no FileName: 2952_1_TX:CUpp ASTMa_4767j 0_5 xls Page 1 of 4 p tIIIIIIIUIHhlI ADVANCED TCHHA TE5TING CONSOLIDATED UNDRAINED D RAI N ED TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ATM D4767 CLIENT PROJECT PROJECT NO. BORING NO. DEPTH SAMPLE NO. LOCATION Swift River Environmental Services North Weld Landfill Expansion 8152047 NWE-9 17-19' Pt. D PE Shelby Tube SATURATION DATA JOB NO Date Sampled Date Tested CELL NUMBER SATURATED TEST COIN. PRES. (psf) 2952-1 3/19/2016 15S Yes 2880 Ce Prc33urc Back Incesawe-Reeding- Burette Pore _ - (ps ) (psi) -Pt-enure (cc) (psi) Close Open Close Open Change B 40.0 38.0 8.1 30.8 50.0 48.0 32.5 34.4 38.9 45.0 6 1 0,61 60.0 58.0 34.5 35.4 48.7 55.1 6 4 0.64 70.0 68.0 35.1 36.3 59.0 66.6 7 6 0,76 80.0 78.0 36.0 36.9 69.0 77.2 8 2 0.82 - 90.0 88.0 36.2 37.3 78.8 87.8 9 0 0.90 100.0 98.0 37.2 38.2 80.9 98.0- ---.94 0.91 110.0 108.0 39.O 38.8 98.9 105.2 9 3 0.9 120J0 38.8 38.9 108.9 118.5 9 6 0.96 M CONSOLIDATION DATA Elapsed SQRT Burette Volume Time TIME Reading Deflection (min) (min) (cc) (cc) 0.00 0.0 0.40 0.00 0.25 0.5 12.10 -11.70 0.6 0.7 1-3.00 12 SO 1.0 14.05 13.65 2 1.4 14.75 -14,35 4 2.0 15.30 -14.90 9 3.0 15.90 -15.50 16 4.0 16.20 -15.30 30 5.5 16.65 -16.25 60 7.7 17.05 -16.65 120 11.0 17.40 -17.00 240 15.5 17.75 -17.35 341 18.5 17.90 -17.50 153$ 39.2 18.45 -18.05 Initial Height (in) 5.875 Initial Vol. (cc) 612.127 Height Change (in) 0.095 Vol. Change (cc) 49.100 Ht. After Cons. (in) 5.780 Cell Exp. 13.711 (cc) -- Initial Area (sq In) 6.357 Net Change (cc) 35.389 Area After Cons. (so in) 6.088 Cons. Vol. (cc) 576.738 � 11! I I II1i11111�N�IMI�IM1 -_-- -- FileNarns; 2962_1_TX_CUpp_ASTMD_4767_R.0_5 xis Page 2 of 4 ADVANCED rtHH1i ?ES1$N& CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ASTM D 4767 CLIENT PROJECT PROJECT NO. BORING NO, DEPTH SAMPLE NO. LOCATION SA Swift River Environmental Services North Weld Landfill Expansion 5152047 NWE-9 17-19' Pt, D Ar"ru' nit. Ht. . 875 Consol. Ht. (in) 5.780 JOB NO Date Sampled Date Tested CELL NUMBER SATURATED TEST CONF. PRES, (psf) Init. Area (sq in) Consol. Area (sq in) 2952-1 311912016 15S Yes 2880 6.357 6.088 Back Pres. (psi) 108.6 Strain Rate (inlm in) 0.0069 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht, Strain Final Stress Pres. Pres. 3 1' Stress (lbs.) (nsf) (inl CA) (so in) (ns) (asi) (risf) (osf) (isf) Ratio 0.0 0 0.000 0.00 6.088 0 108.6 0 2880 2880 1.00 6 142 0.006 0.10 6.094 142 105.9 43 2837 2979 1.05 51 1206 0.017 0.30 6.106 1203 111.6 432 2448 3651 1.49 . _ 66 „ .. 1561 0_,023 _0,39_6,112_____1_555___ 113.7 734 2146 3701 1,72 75 1774 0.029 0.49 6.118 1765 115.3 965 1915 3680 1.92 84 1987 0.034 0.59 6.124 1975 116.6 1152 1728 3703 2.14 87 2058 0.040 0.69 6.130 2044 117.6 1296 1584 3628 2.29 90 2129 0.046 0.79 6.137 2112 118.5 1426 1464 3566 2.45 E ti.tibi U.ti a.14,31 2160 119.1 1612 1 2,9 96 2271 0.057 0.99 6.149 2248 119.7 1598 1282 3530 2.75 102 2413 0.086 1.49 6.180 2377 121.4 1843 1037 3414 3.29 99 2342 0.114 1,98 6.211 2295 122.3 1973 907 3203 3.53 99 2342 0.143 2.48 6.243 2284 123.2 2102 776 3061 3.94 96 2271 0.172 2.98 6.275 2203 123.5 2146 734 2937 4.00 93 2200 0,230 3.98 6.341 2112 123.9 2203 677 2789 4.12 90 2129 0.288 4.98 6.407 2023 124.1 2232 648 2671 4.12 90 2129 0.345 5.96 6.474 2002 124.3 2261 619 2621 4.23 87 2058 0.407 7.05 6.550 1913 124.5 2290 590 2503 4.24 87 2058 0.464 8.03 6.620 1892 124.5 2290 590 2483 4.21 64 1987 0.522 9.02 6.692 1808 124.6 2304 576 2384 4.14 84 1967 0.579 10,02 6.766 1788 124.7 2318 562 2349 4.18 84 1987 0.636 11.01 6.841 1768 124.8 2333 547 2315 4.23 81 1916 0.694 12.01 6.919 1686 124.9 2347 533 2219 4.16 81 1916 0.751 13.00 6.998 1667 124.9 2347 533 2200 4.13 81 1916 0.809 13.99 7.676 1648 125.1 2376 504 2152 4.27 78 1845 0.866 14.99 7.161 1568 125.1 2376 504 2072 4.11 FileName: 2952_1_TX_CUpp_ASTMa 4767_R4_S xis Page 3of4 '11'11'1`1'1' I I I I I I I I I I I I I I I I I 1114'Id I I t 11111111 1111111 CONSOLIDATED UNDRAINED E D TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ATM D4767 AuvimiKEDiEREA TESTING Consolidation Dab N 'E-9,17-19',Pt. D 0 -2 -6 tC -8 .2 0-171-1— E 0.5 - 14 - 16 -18 - 20 1 S Ir0-0-0 'MA ... . ... Y '. Y 5 10 15 20 25 30 35 40 4 - Square Root of Time in Minutes Er Time in Minutes I �4 Ica a n, a a oar, _ N 'E-9,17-19', Pt. C 2500 2000 0) a. to 2 405 03 Iu O 1500 1000 500 0 a a e a ■ a 4 2 8 10 12 14 1 Percent Axial Strain Deviator Stress Delta Pore Pres. F IeName: 2952_1_TX_CUppp_ASTMD 4767_R05.xls Page 4 of 4 .Itiii'Ii t'$ii.t t 11 t I I i I Ii I III Consolidated Undrained Triaxial Compression Test for Cohesive Soils ASTM D 4767 Client Job Number Project Location Project Number TEST TYPE Swift River Environmental Services. 2952-1 North Weld Landfill Expansion 5152047 TX/CUPP a3 Confining Stresses (psf) SAMPLE A SAMPLE B SAMPLE C 11520 5760 2880 SAMPLE A DATA Deviator stress iara3) .(Psf) (a14002 (Psi) (a4 -a3)/2 (psf) 11 520 11520 11290 12393 10682 10142 9867 9563 9095 8214 7507 6955 6404 4797 3970 3465 3162 2814 2621 2501 2409 2363 2363 2354 2344 2336 2327 2308 2336 12383 12236 12347 12256 12603 12879 12962 12769 12597 11426 10631 10027 9691 9088 8870 8602 8465 8393 8353 8336 8259 8259 8182 8096 8018 0 11520 1103 11 842 1701 2094 2480 2693 3508 4665 5455 5814 6193 6631 6661 6562 6529 6274 6249 6101 6056 6030 5990 5982 5915 5923 5855 5788 5682 11533 11189 11107 10910 10849 10547 10235 9862 9501 6113 7301 6746 6427 5951 5746 5552 5437 5378 5356 5345 5302 5298 5255 5202 5177 0 552 851 1047 1240 1347 1754 2333 2723 2907 3097 3316 3331 3281 3265 3137 3125 3051 3028 3015 2995 2991 2958 2962 2928 2894 2841 Data entry by: Date: FileName: 5342 4608 3917 3427 3038 2736 2491 2275 2117 1656 1354 1152 1037 893 806 763 720 691 662 634 619 590 576 547 533 Boring Number: Depth: Sample Number. Sampled Date: Sampled By: Peak Points p' (psi) q (psi) _ SAMPLE A 7301 3331 SAMPLE B 4564 1828 SAMPLE C 2288 1050 SAMPLE B DATA NWE-14 11-19' P1. A, B,&C Tested By: CAL Stress Condition at Maximum Deviator Stress (PSF) a3 a1 a'3 cY1 SAMPLE A 11520 18181 3970 10631 SAMPLE B 5760 9416 2736 6392 SAMPLE C 2880 4980 1238 $338 G' 3 (pst ' 1 (pst) Deviator Stress {al -a3) (psf: (ara3)/2 (psi) 5760 5760 0 5602 6143 541 6532 1190 7092 2484 7045 3128 6876 3449 6591 3553 6392 3656 6144 3653 5924 3649 5762 3645 5179 3523 4645 3291 4320 3168 4083 3046 3806 2913 3585 2779 3412 2649 3339 2619 3183 2492 3127 2465 2972 2338 2934 2315 2783 2193 2745 2169 2597 2050 2560 2027 5760 0 5873 271 5937 595 5850 1242 5481 1564 5152 1725 4815 1777 4564 1828 4318 1827 4100 1625 3940 1823 3418 1762 3000 1646 2736 1584 2560 1523 2350 1457 2196 1390 2088 1325 2030 1310 1937 1246 1895 1233 i 1803 1169 1777 1158 1687 1097 1661 1065 1572 1 025 1547 1014 NN 3/16/16 2952_1 _PSI Plots-ASTM-D4767-withmetric-R2.0.xls R�= q_ (ai'+or3)/2 (a1 -a3))2 SAMPLE C DATA 03 3 al. 1 Deviator Stress (psf) (psi) (O1 -O3) (Rsf) (Rsfl 2880 2880 0 2880 0 2477 3581 1104 3029 552 2218 1771 1469 1238 1 066 950 364 778 7O6 518 432 389 36O 317 302 288 259 245 230 230 216 202 202 202 187 3622 3575 3471 3338 3163 2946 2858 2769 2695 2300 2106 1957 1920 1764 1639 1517 1475 1355 1328 1316 1290 1263 1251 1239 1212 1404 1804 2002 2100 2097 1996 1994 1991 1989 1782 1674 1568 1560 1447 1337 1229 1216 1110 1098 1 086 1074 1061 1 049 1037 1025 2920 2673 2470 2288 2115 1948 1861 1774 1701 1409 1269 1173 1140 1041 971 903 867 80O 779 773 753 733 727 721 70O 702 902 1001 1050 1049 998 997 996 995 891 837 784 780 724 669 616 608 555 549 543 537 531 525 519 513 Data checked by: _,r, Date: Phi (ATT Effective Stress Path Analysis - p' q Plots --,NIB-14, Pt. A, B, & C,17-19' 6000 8000 10000 0 2000 4000 p' (PSF) 12000 —4—Stress Path of Sample A —a—Stress Path of Sample B -a— Stress Path of Sample C • Peak Points NOTE 1: The peak points shown in the plot represent maximum values of q [(al -a3)l2). Effective Stress Path Analysis - p' -q Regression Plot at Maximum q --,NWE-14,Pt. A, B, & C,17-19' 12000 10000 8000 6000 4000 2000 0: 0 2000 4000 6000 8000 10000 p' (PSF) 12000 • Shear Data K f Line Note: Peak points are plotted for visual verification only. Least squared regression analysis, yields a negative alpha (a) value; therefore no regression analysis has been provided. NOTE 2: The line presented in the graph is the K f line taken at Peak q values defined by the equation q=a+p' tan(W) where a L. the intercept on the q -axis in stress units and = the angle of the Kf line with respect to the horizontal in degrees. NOTE 3: The K f is NOT the Mohr -Coulomb failure envelope defined by the equation T=ic+v tan(0). The equations sin(0)=tan(W) and c=alcos(o) may be used to approximate values for 0 and c at the effective stress condition described in NOTE I. Ln err pee ADVANCED :rHRA'JESTING CONSOLIDATED UNDRAINED TRIAXIAL ASTIR COMPRESSION D4767 TEST FOR COHESIVE SOILS CLIENT Swift River Environmental Services JOB NO. 2952-1 PROJECT North Weld Landfill Expansion Date Sampled — PROJECT NO. 8152047 Date Tested 3115/2016 BORING NO. NWE-14 CELL NUMBER 205 DEPTH 17-19' SATURATED TEST Yes SAMPLE NO. Pt. A CONF. PRES. (psf) 11520 LOCATION •F SAMPLE TYPE Shebly Tube MOISTURE/DENSITY BEFORE AFTER DATA TEST TEST Wt. Soil + Moisture (g) 661.43 699.23 WI Wet Soil & Pan (9) 676.92 714.72 WI Dry Soil & Pan (g) 595.14 595.14 WI Lost Moisture (g) 81.78 119.58 WI of Pan Only (g) 15.49 15.49 WI of Dry Soil (9) 579.65 579.65 Moisture Content % 14.1 20.6 Wet Density (pcf) 111.6 130.6 Dry Density (pcf) 97.8 108.3 Init. Diameter (in) 2.408 Init, Area (sq in) 4.554 Init. Height (in) 4.959 Vol. Bet Consols (cu ft) 0.01307 Vol, After Canso!. (cu ft) 0.01180 Notes & Comments: Data entry by: NN Date: 03/16/2016 Data checked by:,S. Date:3/11./if, FiteName: 2952_1 TX CuppASTMO_4767_RO 3,xls Technician CAL Page 1 of 4 I GATT Illlwntum,"" ADVANCED .4E l u! A a. CONSOLIDATED UNDRAINED TRIAXIAL ASTM COMPRESSION D4767 TEST FOR COHESIVE SOILS CLIENT Swift River Environmental Services JOB NO, 2952-1 PROJECT North Weld Landfill Expansion Date Sampled H PROJECT NO. S152047 Dale Tested 3/15/2016 BORING NO. NINE -14 CELL NUMBER 205 DEPTH 17-19' SATURATED TEST Yes SAMPLE NO. Pt. A CONF. PRES. (psf) 11520 LOCATION - SAMPLE TYPE Shebly Tube SATURATION DATA Cell Back Burette Pore Pressure Pressure Reading Pressure (psi) (psi) (cc) (psi) Change B Close Open Dose Open 40.0 38.0 3.3 13.5 50,0 48.0 14.2 15.3 37.7 44.6 6,9 0.69 60.0 58.0 15.2 16.1 48.2 55.8 7.6 0.76 7001 65.0 16.3 17.0 58.1 66.0 7.9 0.79 80.0 78.0 16.9 17.5 68.1 77.0 8.9 0.89 90.0 88.0 17.6 18.2 78.1 87.1 9.0 0.90 100.0 18.3 18,4 8T6 97.3 97 0.97 CONSOLIDATION DATA Elapsed SORT Volume Burette Time TIME Reading Deflection (min) (rein) (cc) (cc) 0.00 0.0 0.30 0.00 0.25 0.5 28.40 -28.10 0.5 0.7 31.70 -31.40 1 1.0 34.00 -33.70 2 1.4 35.45 -35.15 4 2.0 36.50 -36.20 9 3.0 37.40 -37.10 16 4.0 37.90 -37.60 30 5.5 38.50 -38.20 60 7.7 39.05 -38.75 120 11.0 39.70 -39.40 240 15.5 40.20 -39.90 380 19.0 40.50 -40.20 1440 37.9 41.70 -41.40 Initial Height (in) 4.959 Initial Vol. (cc) 370.148 Height Change (in) 0.155 Vol. Change (cc) 56.500 Ht. After Cons. (in) 4.804 Cell Exp. (cc) 20.518 Initial Area (sq in) 4.554 Net Change (cc) 35.982 Area After Cons. (sq in; 4244 Cons. Vol. cc) 334.165 FileName: 2952_1 TX_CUpp_ASTMa_4767_RO 3.xls Page 2 of 4 ATT ADVANCED TeRkA CONSOLIDATED UNDRAINED TRIAXIAL ASTM COMPRESSION D 4767 TEST FOR COHESIVE SOILS CLIENT Swift River Environmental Services JO: NO. 2952-1 PROJECT North Weld Landfill Expansion Date Sampled .. PROJECT NO. S152047 Date Tested 3/15/2016 BORING NO. NWE-14 CELL NUMBER 20S DEPTH 17-19' SATURATED TEST Yes SAMPLE NO. Pt. A CONF. PRES. (psi) 11520 LOCATION — SAMPLE TYPE Shebly Tube Init.. Ht. (in) 4.959 Init. Area (sq in) 4.554 Consol. Ht. (in) 4.804 Consol. Area (sq in) 4.244 Back Pres. (psi) 87.4 Strain Rate (iinlmin) 0.0060 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht. Strain Final Stress Pres. Pres, 3' 1' Stress (lbs.) (psi) (in) (°A) (sq in) (Rs (psi) (psfl (psf) (Ps#) Ratio 0.0 0 0.000 0.00 4.244 0 87,4 0 11520 11520 1,00 33 1104 0.002 0.05 4.246 1103 89.0 230 11290 12393 1.10 50 1704 0.007 0.15 4.250 1701 93.2 838 10682 12383 1,16 62 2099 0.012 0.25 4.255 2094 96.9 1378 10142 12236 1.21 73 2489 0,017 0.35 4.259 2480 98.8 1653 9867 12347 1.25 80 2705 0.022 0.45 4.263 2693 100,9 1957 9563 12256 1.28 104 3527 0.027 0.55 4.268 3508 104,2 2425 9095 12603 1.39 138 4696 0,031 065 4.272 4665 110.3 3306 8214 12879 1.57 162 5497 0.036 0,75 4.276 5455 115.2 4013 7507 12962 1.73 173 5864 0.041 0,86 4.261 5814 119.1 4565 6955 12769 1.84 184 6254 0.046 0.96 4.285 6194 122.9 5116 6404 12597 1.97 198 6730 0,070 1A7 4.307 6632 134.0 6723 4797 11428 2.38 200 6795 0.095 1.97 4.329 6661 139.8 7550 3970 10631 2. ; 198 6730 0.120 2,49 4.353 6563 143.3 8055 3465 10027 2.89 198 6730 0.144 3.00 4.375 6529 145.4 8358 3162 9691 3.06 193 6536 0.192 4.00 4.421 6274 147.8 8706 2814 9088 3.23 194 6579 0.241 5.01 4.468 6249 149.2 8899 2821 8870 3.38 191 6492 0,289 6.02 4.516 6101 150.0 9019 2501 8602 3.44 192 6514 0.338 7.03 4.565 6056 150.6 9111 2409 8465 3,51 193 6557 0.386 8.04 4.615 6030 150.9 9151 2363 8393 3.55 194 6579 0.430 8.95 4.661 5990 150.9 9157 2363 8353 3.53 196 6644 0.479 9,96 4.714 5982 151,0 9166 2354 8336 3.54 196 6644 0.627 10.97 4.767 5915 151.1 9176 2344 8259 3.52 198 6730 0.576 11.99 4,822 5924 151.1 9184 2336 8259 3.54 198 6730 0.626 13,00 4.878 5855 151.2 9193 2327 8182 3.52 198 6730 0.673 14.01 4.935 5787 151.3 9212 2308 8096 3.51 197 6687 0.722 15.02 4.994 5683 151,1 9184 2336 8018 3.43 FileName: 2'952_1 TX CUpp_ASTMD 4767ft_3.xls Page 3 of 4 ATT pee ADVANCED 1EHF A it 1JNt CONSOLIDATED UNDRAINED IRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ASTIR 04767 0 c c iti _10 -15' -20 -25 -30 -35 40 -45 Consolidation NAVE -14,17-14', Dab Pt. A 0 ii _5 0,00 • a g ! 4.25 0.5 t 4 f- fo-----... _ _. .... .. -I 1440 0 5 10 15 Square Root 20 of Time in Minutes 25 30 35 40 -R- Time in Minutes Deviator Stress - psi 10000 9000 8000 7000 6000 5000 4000 3000 2000 1000 0 a Shear Dab NWE-14,17-19',Pt. A A --A -A ---A---4----&---4- _____A---47----4 2 4 6 8 Percent Axial Strain -I-- Deviator Stress -1r Delta Pore Pres. 10 12 14 16 FileName: 2952_I TX CUpp ASTMS 476?_RO_3.xls Page 4 of 4 Q:\Client Data File\2952\1\PICTURE DSCF6155.jpg ADVANCED s CH/' CONSOLIDATED UNDRAINED TRIAXIAL ASTM COMPRESSION D4767 TEST FOR COHESIVE SOILS CLIENT Swift River Environmental Services JOB NO. 2952-1 PROJECT North Weld Landfill Expansion Date Sampled PROJECT NO. 3152047 Date Tested 3/14/2016 BORING NO. NWE-14 CELL NUMBER 195 DEPTH 17-19' SATURATED TEST Yes SAMPLE NO. Pt. B CONE, PRES. (psf) 5760 LOCATION -- SAMPLE TYPE Shelby Tube MOISTURE/DENSITY BEFORE AFTER DATA TEST TEST Wt, Soil + (9) 558.39 605.83 Moisture Wt. Wet Soil & Pan (g) 572.63 620007 Wt. Dry Soil & Pan (g) 476.32 476.32 Wt. Lost Moisture (g) 96.31 143.75 WI of Pan Only (g) 14.24 14.24 WI. of Dry Soil (g) 462,08 462.08 Moisture Content % 20.8 31.1 Wet Density (pcf) 93.3 120.3 Dry Density (pcf) 77.2 91.8 Init. Diameter (in) 2.396 Init. Area (sq in) 4,509 Init. Height (in) 5.057 Vol. Be Console (cu 0) 0.01320 Vol. After Consul. (cu ft) 0.01110 Notes & Comments: Data entry by: NN Data checked by: FileName: Date: Date: 2952_1_TX CUpp RSTMD 1767_R4 O,xis 03/15/2016 Technician CAL Page 1 of 4 CeTT ADVANCED 1FHkA USING CONSOLIDATED UNDRAINED TRIAXIAL ASTM COMPRESSION 04767 TEST FOR COHESIVE SOILS CLIENT Swift River Environmental Services JOB NO. 2952.1 PROJECT North Weld Landfill Expansion Date Sampled -- PROJECT NO. S152047 Dale Tested 3/14/2016 BORING NO. NWE-14 CELL NUMBER 193 DEPTH 17-19' SATURATED TEST Yes SAMPLE NO. Pt. B CONE PRES. (psf) 5760 LOCATION -- SAMPLE TYPE Shelby Tube SATURATION DATA Cell Back Burette Pore Pressure Pressure Reading Pressure (psi) (psis (cc) (psi) Change B Close Open Close Open 40.0 38,0 4,0 20.0 50.0 48.0 20.5 21.8 38.7 44.2 5.5 0.55 60.0 58.0 22.0 23.1 47.5 54.8 7.3 0.73 70.0 68.0 23,2 24.0 57.9 66.0 8.1 0.81 80,0 78.0 24.0 24.7 67+7 76.4 8.7 0.87 90.0 88.0 24.9 25.5 78.1 87.5 9.4 0,94 100.0 25.8 25.8 88.2 97.9 9.7 0.97 CONSOLIDATION DATA Elapsed SORT Burette Volume Time TIME Reading Deflection (min) (min) (cc) (cc) 0.00 0.0 0.40 0.00 0.25 0.5 33.90 -33.50 0.5 0,7 38.60 -38.20 1 1.0 41.80 -41.40 2 1.4 44.80 -44.40 4 2.0 46.70 -46.30 9 3.0 47.60 -47.20 16 4,0 49.35 -48.95 30 5.5 50.40 -50.00 60 7.7 51.25 -50.85 120 11.0 51,90 -51.50 240 15.5 52.50 -52.10 360 19,0 52.80 -52.40 1453 38.1 53.90 -53.50 Initial Height (in) 5.057 Initial Vol. (cc) 373.711 Height Change (in) 0.247 Vol. Change (cc) 76.400 HI After Cons. (in) 4.810 Cell Exp. (cc) 17.071 Initial Area (sq in) 4.509 Nel Change (cc) 59.329 Area After Cons. (stl in) 3.988 Cons. Vol. (cc) 314.382 Page 2 of 4 FwleName: 2952_1 T?_ CUpp_ASTM4_4767 R0 axis ADVANCED ENk+1ItStIN% CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST FOR COHESIVE ASTM D 4767 SOILS CLIENT Swift River Environmental Services JOB NO. 2952-1 PROJECT North Weld Landfill Expansion Date Sampled — PROJECT NO. 8152047 Date Tested 3/1412016 BORING NO. N1 E-14 CELL NUMBER 19S DEPTH 17-19' SATURATED TEST Yes SAMPLE NO. Pt, B CONF. PRES. (ps#) 5780 LOCATION -- SAMPLE TYPE Shelby Tube , Init. Ht. (in) 5.057 Init. Area (sq in) 4.509 Cansol. HI, (in) 4,810 Console Area (sq in) 3.988 Back Pres. (psi) 87.5 Strain Rate (in!mirn) 0.0059 Axial Axial Delta Axial Area Dev, Pore Delta Sigma Sigma Prin. Load Load Ht. Strain Final Stress Pres. Pres. 3' 1' Stress (lbs.) (Psf) (in) (° ' (sq in) (Psf) (psi) (Psf) (psf) (psf) Ratio 0.0 0 0.000 0.00 3.988 0 87.5 0 5760 5760 1.00 15 542 0.005 0.10 3.992 541 88.6 158 5602 6143 110 33 1192 0.010 0.21 3.996 1189 90.4 418 5342 6532 1.22 69 2492 0.015 0.31 4.000 2484 95.5 1152 4608 7092 1.54 87 3142 0.020 0.42 4.005 3128 100.3 1843 3917 7045 1.80 96 3467 0.025 0.52 4.009 3448 103.7 2333 3427 6876 2.01 99 3575 0.030 0.63 4.013 3552 106.4 2722 3038 6591 2.17 102 3683 0.035 0.73 4.017 3656 108,5 3024 2736 6392 2.34 102 3683 0.040 0.84 4.021 3652 110.2 3269 2491 6144 2.47 102 3683 0,045 0.94 4.026 3649 111.7 3485 2275 5924 2.80 102 3683 0.050 1.04 4.030 3645 112.8 3643 2117 5762 2.72 99 3575 0.070 1.46 4.047 3523 116.0 4104 1656 5179 3.13 93 3358 0.095 1.98 4.068 3292 118.1 4406 1354 4645 3.43 90 3250 0.121 2.51 4.000 3168 119.5 4608 1152 4320 3.75 87 3142 0.146 3.03 4.112 3046 120.3 4723 1037 4083 3.94 84 3033 0.191 3.97 4.153 2913 121.3 4867 893 3806 4.26 81 2925 0.241 5.02 4.199 2778 121.9 4954 806 3585 4.45 78 2817 0.287 5.96 4.240 2649 122.2 4997 763 3412 4.47 78 2817 0,337 7.01 4.288 2619 122.5 5040 720 3339 4,64 75 2708 0.384 7.99 4.334 2492 122.7 5069 691 3183 4.61 75 2708 0.433 9.00 4.382 2465 122.9 5098 662 3127 4.72 72 2600 0.483 10.05 4.433 2339 123.1 5126 634 2972 4.69 72 2600 0.528 10,98 4.480 2314 123.2 5141 619 2934 4.74 69 2492 0.573 12.02 4.532 2192 123.4 5170 590 2783 4,71 69 2492 0.624 12.96 4.582 2169 123.5 5184 576 2745 4.76 66 2383 0.674 14.01 4.638 2049 123.7 5213 547 2597 4.75 66 2383 0,719 14.95 4.689 2027 123.8 5227 533 2560 4.80 FileName: 2952_1 TX Cupp ASTMD 4767_,R0j.xls Page 3 of 4 (\IT ADVANCED a£HHA if5TtNG CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST FORCOHESIVE SOILS ASTM D4767 0 - 10 -20 It - 30 0) a 3 40 75 -50 -60 Consolidation Data NWE-14,17-19',Pt. B gain I A 0.25 i! a5 1612 Illik9 1120-.-60_._-.420------1-240---B-360.----- p_,0------40--.---B .------- - ---- 1453 ----I 0 5 10 15 20 25 30 35 40 45 Square Root of Time in Minutes -l--- Time in Minutes Deviator Stress - psi 6000 5000 4000 3000 2000 1000 0 Shear Dab NWE-14,17-19`, Pt. B - ...-�_..-R -- i....._,_ ■--I I-. -. I I I I I 0 2 4 6 6 Percent Axial Strain — 0— Deviator Stress — A— Delta Pore Pres. 10 12 14 16 FiteName: 2952_1 Tx CU pp_A►STMD_4767_RO_O.xls Page 4 of 4 client 5s44 River Esw. 5i Job No. via - Depth 1T-igt' Sample No, P Lace Nd Lr xa+v PrOitiOt Project Na. San Date Test — SJBY_ .. .._ Test TyPe Confining SW ilisumunsoPee ADVANCED 'PIRA itSitNG CONSOLIDATED UNDRAINED TRIAXIAL ASTM COMPRESSION D4767 TEST FOR COHESIVE SOILS Swift River Environmental Services JOB NO. 2952-1 CLIENT PROJECT North Weld Landfill Expansion Date Sampled -- PROJECT NO. S152047 Date Tested 3/14/2016 BORING NO. NWE-14 CELL NUMBER 21S DEPTH 17-19' SATURATED Yes TEST SAMPLE NO. Pt. C CONF. PRES. (psf) 2880 LOCATION -- SAMPLE TYPE Shelby Tube hitOISTURE/DENSITY BEFORE AFTER DATA TEST TEST Wt. Soil + Moisture (g) 539.65 616.36 WI. Wet Soil & Pan (g) 555.20 633.91 WI. Dry Soil & Pan (g) 450.22 450.22 WI. Lost Moisture (g) 104.98 183.69 'WI of Pan Only (g) 15.55 15455 WI. of Dry Soil (g) 434.67 434.67 Moisture Content % 24.2 421 Wet Density (pcf) 92.0 113.2 Dry Density (pcf) 74.1 79,6 Init. Diameter (in) 2.408 Init. Area (sq in) 4.554 Init. Height (in) 4,905 Vol. Bef. Corasol. (cu ft) 0,01293 Vol. After Consols (cu ft: 0.01204 Notes & Comments: Data entry by: NN Date: 03/15/2016 Data checked by:. Date: ,4411,2_ FileNarne 2952_i Tx_CIJpp_ASTMO_4767_R0_1 xis Technician CAL Page 1 of 4 CATT ADVA D'iNNA'iSY1NG_ CONSOLIDATED UNDRAINED TRIAXIAL ASTM COMPRESSION D4767 TEST FOR COHESIVE SOILS CLIENT Swift River Environmental Services JOB NO, 2952.1 PROJECT North Weld Landfill Expansion Date Sampled -- PROJECT NO. $152047 Date Tested 3/14/2016 BORING NO. NWE-14 CELL NUMBER 21S DEPTH 17-19' SATURATED TEST Yes SAMPLE NO. P1. C CONF. PRES. (pat) 2880 LOCATION -- SAMPLE TYPE Shelby Tube SATURATION DATA Cell Back Burette Pore Pressure Pressure Reading Pressure (psi) (psi) (cc) (psi) Change B Close Open Close Open 40,0 38,0 3,5 17.5 50.0 48.0 20.2 21.4 38.9 43.6 4.7 0.47 60.0 58.0 24.2 25.2 47.7 54.4 6.7 0.67 70.0 68.0 256 26.5 57.7 65,4 7.7 0.77 80.0 78.0 26.9 27.9 67.7 76.2 8.5 0.85 90.0 88.0 28.1 28.8 78.1 87.2 9,1 0.91 100.0 29.1 29.1 88.1 97.7 9.6 0.96 CONSOLIDATION DATA Elapsed SORT Burette Volume Time TIME Reading Deflection (min) (min) (cc) (cc) 0,00 0.0 0.30 0.00 0.25 0.5 7.70 -7.40 0,5 0.7 8.30 -8,00 1 1.0 9.15 -8.85 2 1.4 9.80 -9,50 4 2.0 10.30 -10.00 9 3.0 11,00 -10.70 16 4.0 11,35 -11.05 30 5.5 11.80 -11.50 60 7.7 12.20 •11.90 120 11.0 12.70 -12.40 240 15.5 13.20 -12.90 360 19.0 13,35 -13.05 1456 38.2 14.50 -14.20 Initial Height (in) 4.905 Initial Vol. (cc) 366,118 Height Change (in) 0.064 Vol. Change (cc) 40.800 Hi. After Cons. (in) 4.841 Cell Exp. (cc) 15.773 Initial Area (sq in) 4.554 Net Change (cc) 25.027 Area After Cons. (sq in) 4,299 Cons, Vol. (cc) 341.091 FileName: 2952_1_TX_CUpp_ASTMD4761_R0 1.xls Page 2 of 4 CTT ADVANCED ZCRRA USING CONSOLIDATED UN DRAINED TRIAXIAL ASTM COMPRESSION D 4767 TEST FOR COHESIVE SOILS CLIENT Swift River Environmental Services JOB NO, 2952.1 PROJECT North Weld Landfill Expansion Date Sampled -- PROJECT NO. 5152047 Date Tested 311412016 BORING NO. NWE-14 CELL NUMBER 215 DEPTH 17-19' SATURATED TEST Yes SAMPLE NO, Pt. C CONE. PRES. (psf) 2880 LOCATION -- SAMPLE TYPE Shelby Tube Init. Hi (in) 4.905 Init. Area (sq in) 4.554 Canso'. HI (in) 4,841 Canso'. Area (sq in) 4.299 Back Pres. (psi) 88.1 Strain Rate (in/min) 0.0063 Axial Axial Delta Axial Area Dev. Pore Delta Sigma Sigma Prin. Load Load Ht. Strain Final Stress Pres. Pres. 3' 1' Stress (lbs.) (psi) (in) (%) (sq in) (p4(psi) (Ina jps (psf) Ratio 0.0 0 0.000 0.00 4.299 0 88.1 0 2880 2880 1.00 33 1105 0.005 0.10 4.303 1104 90.9 403 2477 3581 1.45 42 1407 0.010 0.20 4.307 1404 92.7 662 2218 3622 1.63 54 1809 0,014 0.30 4.312 1803 95.8 1109 1771 3575 2.02 60 2010 0.019 0.40 4.316 2002 97.9 1411 1469 3471 2.36 63 2110 0.024 0.50 4.320 2100 99.5 1642 1238 3338 2.70 63 2110 0.029 0.59 4.325 2098 100.7 1814 1066 3163 2.97 60 2010 0.034 0.69 4.329 1996 101.5 1930 950 2946 3.10 60 2010 0.039 0.80 4.333 1994 102.1 2016 864 2858 3.31 60 2010 0.043 0.89 4,338 1992 102.7 2102 778 2769 3,56 60 2010 0.048 0.99 4.342 1990 103.2 2174 706 2695 3.82 54 1809 0.072 1.49 4.364 1782 104,5 2362 518 2300 4.44 51 1708 0.096 1.99 4.386 1674 105.1 2448 432 2106 4.88 48 1 608 0.120 2.48 4.408 1568 105.4 2491 389 1957 5.03 48 1608 0.144 2.98 4,431 1560 105.6 2520 360 1920 5,33 45 1507 0.192 3.97 4.476 1448 105.9 2563 317 1764 557 42 1407 0.240 4.96 4.523 1337 106.0 2578 302 1639 5.42 39 1306 0.289 5.96 4.571 1229 106.1 2592 288 1517 5.27 39 1306 0.337 6.97 4.621 1215 106.3 2621 259 1475 5.69 36 1206 0.386 7.97 4.671 1110 106,4 2635 245 1355 5.53 36 1206 0.434 8.97 4.722 1098 106.5 2650 230 1328 5.76 36 1206 0.483 9.98 4.775 1086 106.5 2650 230 1316 5.71 36 1206 0.531 10.98 4.829 1074 106.6 2664 216 1290 5.97 36 1206 0.580 11.98 4.884 1061 106.7 2678 202 1263 6.27 36 1206 0.626 12,98 4.940 1049 106.7 2678 202 1251 6.21 36 1206 0.677 13.98 4.997 1037 106.7 2678 202 1239 6.15 36 1206 0.725 14.98 5.056 1025 106,8 2693 187 1212 6.48 FiteWame: 29521TX C'Upp A 1Ma_476 R0 1.xis Page 3 of 4 CONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST FOR COHESIVE SOILS ASTIR D4767 ADVANCED TERRA USING 0 V C C 0 4) 4) 0 ea) E 3 0 0 -2 -6 -8 - 10 - 12 - 14 -16 Consolidation Data NWE-14,17-19',Pt, C ,0.00, 1 1 1 1 1 -4.5 0.25 -- 2 4 16 0 5 10 15 20 25 30 35 40 Square Root of Time in Minutes —0— Time in Minutes 45 Deviator Stress - psf 3000 2500 2000 1500 1000 500 0 2 4 6 8 10 12 14 0 Shear Dab NWE-14,17-19',Pt. C Percent Axial Strain — 0— Deviator Stress — A-- Delta Pore Pres. 16 FileName: 2952_1TX_CUpp_ASTMD 4767 R 1.xts Page 4 of 4 Q:\Client Data File\2952\1\PICTUREDSCF61 4jjpg Permeability Testing Back Pressure Saturated - Flow Pump PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD PROJECT North Weld Landfill Expansion PROJECT NO. 152047 BORING NO. NWE-12 -12 DEPTH -- SAMPLE NO. -- LOCATION -- SAMPLE TYPE Shelby Tube MOISTURE / DENSITY DATA Wt. Soil + Moisture - (g) Wt. Wet Soil & Pan - (g) Wt. Dry Soil & Pan - (g) Wt. Lost Moisture - (g) Wt. of Pan Only - (g) Wt. of Dry Soil - (g) Moisture Content - (%) Wet Density - (pcf) Dry Density - (pcf) Init. Diameter - (in) Init. Area - (sq in) Init. Height - (in) Vol. Bef. Consol. - (cu ft) Vol. After Consol, - (cu ft) Porosity - (%) ASTM D5084 Method D BEFORE TEST 514.64 528.80 476.76 52.04 14.16 462.60 112 100.3 901 SAMPLED TEST STARTED TEST FINISHED CELL NUMBER PERMEANT CONF. PRES. (psi) AFTER TEST 601.25 615.41 476.76 138.65 14.16 462.60 30.0 123.1 94.7 2.761 5.987 3.266 0.01132 0.01077 45.46 JOB NO. 2952-2 03/30/2016 04/07/2016 5P Water 720 FLOW PUMP CALCULATIONS Pump Setting (gear number) 1 Percentage of Pump Setting 100 Q - (ccis) 1.09E-01 Height - (in) 2.857 Diameter - (in) 2.880 Pressure - (psi) 0.128 Area after consul. - (sq cm) 42.017 Gradient 1.240 Permeability k - (cm/s) 2.1E-03 Permeability k - (m/s) 2.1E-05 Back Pressure - (psi) 78.0 Cell Pressure - (psi) 83.0 Ave.. Effective Stress - (psi) 4.936 Average temperature degree - (c°) 22.2 Data entry by: CKP Checked by: oft 'Date: 04/08/2016 Date: pgi,r'Zeth Fi eName: 2952 2 HarvardFlewPump-Perm-ASTMD-5084-R3_0.xls • AT T illl i.„,....... ADVANCED .. PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD ASTM D5084 Method D CLIENT Swift River Environmental Services I IJOB NO. 2952-2 PROJECT North Weld Landfill Expansion PROJECT NO, 152047 BORING NO. NWE-12 DEPTH SAMPLE NO. -- LOCATION -- SAMPLE TYPE Shelby Tube SAMPLED TEST STARTED TEST FINISHED CELL NUMBER PERMEANT CONF. PRES, - (psf) -- 03/3012016 04/07/2016 5P Water 720 By-- By: CAL By: CAL r SATURATION DATA Cell Press. Back Press. Burette Reading (cc) Press. Pore (psi) Close Open (psi) (psi) Close I Open Change B 40.0 I 38.0 6.6 26.0 50.0 48.0 27.1 28.3 38.7 46.1 7.4 0.74 60.0 58,0 28.4 29.3 487 56.9 8.2 0.82 70.0 68.0 29.5 1 30.3 5847 67.8 9,1 0.91 80.0 78.0 30.4 31.1 687 78.1 9.4 0.94 90.0 31.3 31.4 78.7 88.3 9.6 0.96 - a • -- - - - CONSOLIDATION DATA Elapsed Time (Min) - SORT (Min) Time Burette Reading (cc) Volume Defl. (cc) 0.00 0.00 0.00 0.00 025 0.50 1,30 1,30 0.5 0.71 1.35 -1.35 1 1.00 1.40 -1.40 2 1.41 1.50 -1.50 4 2.00 1.50 -1.50 9 3.00 1.60 -1.60 16 4000 1.60 -1.60 30 5.48 I 1.70 -1.70 60 7 75 1.70 -1.70 120 10.95 1,85 -1.85 240 I 15.49 1.90 -1.90 360 _ 18.97 - 1.90 I -1.90 Initial Heiight- (in) 3,.266 Height Change - (in) 0.409 Ht. After Cons: - (in) 2.857 Initial Area - (sq in) 5.987 Area After Cons. - sq in 6.513 Init. Vol. - (cc) Vol. Change - (cc) Cell Exp. - (cc) Net Change - (cc) Cons. Vol. - (cc) 320.49 28.10 12.57 15.53 304.96 F ileName: 2952_)_HarvardFFouwPurnp-Perm-ASTM0-5084-R3_axis Page 2 of 3 ea._____PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD ASTM D5084 Method D I CLIENT Swift River Environmental Services I 'JOB NO. 2952-2 I CONSOLIDATION DATA NWE-12,--7__ 0.00 D i Il =0.2 -0.4 -0.6 -0.8 a 4 I= Time in Minutes w _1 ---M-- VOLUME DEFI s J �s al IQ 'CO 0) A N 1 0,� 6 5 1 2 4 9 16 30 60 _ 120 240 360 MI 0 2 4 6 8 10 SQUARE ROOT OF TIME IN 12 MINUTES 14 16 18 20 FileName: 2952_,2,_,HarvardFlowPump-Perm-ASTMD-5084-R3_O.xls Page 3 of 3 Preliminary Flow Pump Test Data ASTIR D5084 ADVANCED TERRA TESTING Client: Swift River Environmental Services Job Number: 2952-2 Project: North Weld Landfill Expansion Location: Project Number: 152047 Boring Number: NWE-12 Depth: -- Sample Number: — Sampled Date: — Test Date: 41712016 Sampled By: -- Technician: CAE. 3.0E-03 2.9E-03 2.8E-03 2.7E-03 2.6E-03 V el 2.5E-03 E 2,4E-03 2..3E-03 2.2E-03 2.1E-03 2.0E-03 0.0 rn O w rsi en 0 w N Average last 4 values 2.6E-03 1.0 2.0 time (minutes) Data Entered By: CAL Date: 4/7/2016 File Name: 29522 PrelimPerm ASTMD-5084-methodD-R1 O.xls 3.0 4.0 Checked By: Date: Client �_-- `"�l ,lob Nog`.". Borirtgblo.jDepth -- Lea ec� ,rO� prolectitio.rr, 00 Tete-T- Test t�� Stress ConOng Q:\Client Data File\2952\2\PICTUREDSCF6170.JPG L tI I II II+II IIp I q I + M PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD ASTM D5084 Method D CLIENT Swift River Environmental Services JOB NO. 2952-2 PROJECT North Weld Landfill Expansion SAMPLED TEST STARTED -- 3/30/2016 By: -- By: CAL PROJECT NO. 152047 BORING NO. NWE-7 TEST FINISHED 4/12/2016 By: CAL DEPTH -- SAMPLE NO. -- CELL NUMBER 12P PERMEANT Tap Water LOCATION SAMPLE TYPE -- Shelby Tube CONE, PRES, - (psf) 720 MOISTURE 1 DENSITY DATA I BEFORE TEST AFTER TEST Wt. Soil + Moisture - (g) 575.98 674.95 Wt. Wet Soil & Pan - (g) 590.22 689.19 WI Wt. Wt. Wt. Moisture Wet Dry Lost of of Density Pan Dry Soil Moisture Content Soil & Only - (pcf) Pan - - (g) - - (g) - (g)56,05 (g) (%) 534.17 14.24 519.93 101.1 10.8 534.17 155.02 519.93 14.24 29.8 124.1 Dry Density - (pcf° 91.3 95.6 Init. Diameter - (in) 2.822 Init. Area - (sq in) 6.255 Init. Height - (in) 3.470 Vol. Bef. Consol. - (cu ft) O01256 Vol. After Consol. - (cu ft) 0.01199 Porosity - (%) 45.67 FLOW PUMP CALCULATIONS Pump Setting (gear number) 1 Percentage Q - (cc/s) of Pump Setting 1.09E-01 100 3.455 2.763 0.068 38.675 0.545 Height- (in) Diameter Pressure Area Gradient after - (in) - (psi) consol. - (sq cm) r Permeability k - (cm/s) 5.2E-03 5.2E-05 Permeability k - (m/s) Back Cell Ave. Average Pressure Effective Pressure temperature - - (psi) Stress (psi) - degree (psi) - c° 103.0 98.0 4.966 21.5 a 'Data entry by: NN Date: 04/13/2016 Checked by: net 'Date: 09p3/ 2ps FileNarne: 2952_2_HarvardFlowPump-Perm-ASTMD-5084-R3_1.xls Page 1 of 3 Ati.ASTM (ITT PERMEABILITY TEST - BACK PRESSURE D5O84 SATURATED Method D - FLOW PUMP METHOD CLIENT Swift River Environmental Services I IJOB NO. 2952-2 PROJECT North Weld Landfill Expansion PROJECT BORING NO. NO, 152047 NWE-7 TEST SAMPLED STARTED -- 3/30/2016 By: -- By: CAL DEPTH -- TEST FINISHED 4/12/2016 By: CAL SAMPLE NO. -- CELL NUMBER 12P LOCATION -- PERMEANT Tap Water SAMPLE TYPE Shelby Tube CONF, PRES. - (psU 720 SATURATION DATA Cell Press. Back Press. Burette Reading cc) Pore Press. (psi) (psi) (psi) I Close Open Close Open Change N B 40.0 38.0 I 5.4 26.5 50.0 48.0 28.4 29.6 a 38.7 43.7 5.0 0.50 60,0 58,0 29.5 30.6 48.6 55.2 6.6 f . 0.66 70.0 68.0 30.7 31.,7 58.6 66.4 7.8 0.78 80,0 78.0 31.5 i 32.4 68.7 77.0 8.3 0.83 90,0 88.0 32.6 33.4 78.7 87.7 9.0 1 0.90 100.0 98.0 33.4 34.1 88.8 97.9 9.1 0.91 110,0 I I 34.4 34.6 98.7 108.3 9.6 0.96 CONSOLIDATION DATA Elapsed (Min) Time SQRT Time (Min) Burette Reading (cc) Volume Defl. (cc) 0.00 0,25 120 240 360 0.5 1 2 4 9 16 30 60 10.95 15.49 18.97 0.00 0.50 0.71 1.00 1.41 2.00 3.00 4.00 5.48 7.75 0.50 1.60 1.65 1.65 1.70 1.75 1,80 1.80 1.80 1.85 1.90 1.95 1.95 0.00 -1.10 -1.15 -1.15 -1.20 -1.25 -1.30 -1.30 -130 -1.35 -1.40 -1.45 -1.45 Initial Height Height Change - (in) 3.470 - (in) 0.015 Init, ; Vol. Vol. Change - (cc) 355.72 - (cc) 31.25 Ht. After Cons, - (in) 3A55 Cell Exp. - (cc) 14.99 Initial Area - (sq in) 6.255 Net Change - (cc) 16.26 Area After Cons. - sq in 5.995 Cons. Vol. - (cc) 339.46 FileNene: 2952_2_HarvardFlowPurnp-Perm-ASTMD-5084-R3_1.xis Page 2 of 3 PERMEABILITY TEST - BACK PRESSURE SATURATED FLOW PUMP METHOD ASTM 05084 Method D CLIENT Swift River Environmental Services I [JOB NO. 2952-2 CONSOLIDATION DATA NWE-7,--,-- il l t 045 !f. 51 in st„:", 4 9 16 30 ` —120 240 36O SQUARE ROOT OF TIME IN MINUTES FileName: 2952_2_I-larvardFlowPump-Perm-ASTMD-5084-R3_1.xis ADVANCED TERRA rEST ING Client: Swift River Environmental Services Job Number: 2952-2 Project: North Weld Landfill Expansion Location: Project Number. 152047 Preliminary Flow Pump Test Data ASTM D5084 Boring Number: NWE-7 Depth: Sample Number: -- Sampled Date: -- Test Date: 4/12/2016 Sampled By: — Technician: CAL 5,3E-03 - 5.2E-03 5.2E-03 5.1E-03 - 5,1E-03 5,0E-03 5,0E-03 in 9 N L in 0 en a w C �i Average last 4 values en a w C ui prn C w en 9 w p LA en 9 w en a w O In 5,0E-03 0.00 1.00 time (minutes) 2.00 3.00 Data Entered By: CAL Date: 4/12/2016 File Name: 2952 2 PrelimPerrnASTMD-8084-methodD-R1_1,xls Checked By: pini Date: 1{ !3 /6 Q:\Client Data File\2952\2\PICTURE\D CF6I l I.JPG ellentafetich)taiict5 Job NO, a s.3,- a BorIngNo. wLQ -I th Sample No, Location At tsnr,M 1 Project Project No, &OW Date TestecliBy 4-i rW{, I eAle_ Test Tyrpe" , km:WV Conflntng Siren' 5p*i PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD ASTM D5084 Method D CLIENT Swift River Environmental Services j IJOB NO. 2952-2 j PROJECT PROJECT BORING NO. NO. North 152047 Test Pit Weld #2 Landfill Expansion SAMPLED -- By: -- TEST STARTED 4/6/2016 By: CAL TEST FINISHED 4/14/2016 By: CAL DEPTH SAMPLE NO. 5-9' -- bgs CELL NUMBER 10►P PERMEANT Tap Water LOCATION SAMPLE TYPE -- Remolded -#4 I CONF. PRES. - fpsf) 720 BEFORE AFTER MOISTURE / DENSITY DATA I TEST TEST Wt. Soii + Moisture - (g) 487.63 500.97 Wt. Wet Soil & Pan - (g) 501.88 515.22 Wt. Dry Soil & Pan - (g) 440.45 440.45 Wt. Lost Moisture - (g) 61.43 74.77 Wt. of Pan Only - (g) 14.25 14.25 Wt. of Dry Soil - (g) , 426.20 426.20 Moisture Content - (%) 14.4 17.5 Wet Density - (pc° 135.3 136.7 Dry Density - (pot) 118.2 116.3 Init. Diameter - (in) 2.410 Init. Area - (sq in) 4.662 Init. Height - (in) 3.010 Vol. Bef. Consols - (cu ft) 0.00795 Vol. After Canso'.. - (cu ft) 0.00808 Porosity - (%) 32.07 FLOW PUMP CALCULATIONS Pump Setting (gear number) Percentage of Pump Setting - (cc/s) Height - (in) Diameter - (in) Pressure - (psi) Area after consul. - (sq cm) Gradient Permeability k - (cm/s) Permeability k - (m/s) Back Pressure - (psi) Cell Pressure - (psi) Ave. Effective Stress - (psi) Average temperature degree - (00) 12 100 2.30E-05 3.005 2.432 1.218 29.979 11.220 6.8E-08 6.8E-10 78.0 83.0 4.391 22.7 Data Checked entry by: by: NN C,4c. i Date: 04/15/2016 Date: D1I/6 / -2t/4k FGleName: 2952 2 HarvardFlowPump-Perm-ASTMD-5084-R3 j.xls Page 1 of 3 ,,ITT AIDHAIiiED'Par- •r -t ., PERMEABILITY TEST • BACK PRESSURE ASTM D5084 SATURATED Method D • FLOW PUMP METHOD ICLIENT Swift River Environmental Services I [JOB NO. 2952-2 PROJECT North Weld Landfill Expansion PROJECT NO, 152047 SAMPLED — By: -- BORING NO. Test Pit #2 TEST STARTED 4/6/2016 By: CAL DEPTH 5-9' bgs TEST FINISHED 4/14/2016 By: CAL SAMPLE NO. -- CELL NUMBER 10P LOCATION -- PERMEANT Tap Water SAMPLE TYPE Remolded -#4 CONF. PRES. - (psf) 720 SATURATION DATA Cell Press. Back Press. Burette Reading (cc) Pore Press. si) (psi) (psi) Close Open Close Open Change B 40.0 38.0 2.6 14.0 50.0 u 48.0 12.9 14.1 38.4 45.8 7.4 0.74 60.0 58,0 13.1 14.2 48.5 56.9 8.4 0.84 70.0 68.0 14,2 15.1 58.3 67.1 8.8 0.88 80.0 78.0 15.1 16.0 68.3 77.7 9.4 0.94 90.0 k 16.1 16.2 78.2 87.8 9.6 0.96 CONSOLIDATION DATA Elapsed Time (Min) SORT (Min) Time Reading Burette (cc) Volume Defi. (cc) 0.00 0.25 120 240 348 0.5 1 2 4 9 16 30 60 10.95 15.49 18.65 0.00 0.50 0.71 1.00 1.41 2.00 3.00 4.00 5.48 7.75 0.30 0.70 0.70 0.70 0.70 0.75 0.75 0.80 0.80 0.85 0.90 0.90 1.00 0.00 -0.40 -0.40 -0.40 -0.40 -0.45 -0.45 -0.50 -0,50 -0.55 -0.60 -0.60 -0,70 Initial Height Ht. After Height Change Cons. - (in) 3.010 - (in) 0.005 - (in) 3.005 Init. Vol. Cell Vol. - (cc) 225,05 Change - (cc) 15.10 Exp. - (cc) 18.92 Initial Area Area - (sq in) After Cons. - sq in 4.562 4.647 Net Cons. Change Vol. - (cc) -3,82 - (cc) 228.86 FileNama: 2952 2 HarvardFlowPump-Pemrn-ASTMD-5064-R3_2.xI$ Page 2 of 3 Ciazi7T- t- Ilk A 'LS -,NC, PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD ASTM D5084 Method D IJOB NO_ 2952-2 1 'CLIENT Swift River Environmental Services I • 0 U J LL W C W 0.00 0 -0.1 -0.2 -0.3 -0.4 -0.5 -0.6 -0.7 -0.8 CONSOLIDATION DATA Test Pit #2,--75-91 bgs { R l { ii k { { i 1 { 0.0561 2 se 4;3/4 9 15 30 -----_, 60 „ - 120 240 ----------,...„___348 a 0 2 4 6 8 10 12 14 SQUARE ROOT OF TIME IN MINUTES 16 18 20 Time in Minutes Fi IeNarne: 2952 2_,Harvard FlowPum p-Perm-ASTMD-5084-R3_2.xls Page 3 of 3 Preliminary Flow Pump Test Data ASIM D5084 ADVANCED TERRATESTING, Client: Swift River Environmental Services Job Number 2952-2 Project: North Weld Landfill Expansion Location: Project Number 152047 3.5E-07 N O w 3.0E-07 rsil 2.5E-07 a' 2.0E-07 w E w U ip 1.5E-07 1.0E-07 5.0E-08 Boring Number: TP#2 Depth: 5-9' Sample Number — Sampled Date: -- Test Date: 4/14/2016 Sampled By: -, Technician: CAL Average last 4 values 7.3E -SOS 4 w ri 'I O La ri vs, ri o w co co as ao 00 1-41 m w o rn en w w w O w ad to w NI I`: r 0 20 40 60 80 100 120 140 160 time (minutes) Data Entered By: CAL Date: 4/14/2016 File Name: 2952_2_PrelimPeriSTMD-5064-methodD-R1�2.xls Checked By: I V IL) Date: 9/I≤/16 Q:\Client Data File 952 PICTURE4D CF6174.JPG Clien Job No, is oe►p Sample M9' ...t LOCtitiOrt Project Pr',aject No, Date YMatadi% Teel, Type Confining Stress ADVANCED e I I PERMEABILITY TEST - BACK PRESSURE ASTM D5084 SATURATED Method D - FLOW PUMP METHOD CLIENT Swift River Environmental Services I [JOB NO. 2952-2 PROJECT North Weld Landfill Expansion PROJECT NO, 152047 SAMPLED -- By: -- BORING NO. Test Pit #1 TEST STARTED 417/2016 DEPTH 2-4' bgs TEST FINISHED 4/18/2016 By: CAL SAMPLE NO. -- CELL NUMBER 8P LOCATION -- IPERMEANT Tap Water SOIL DESC Remolded -#4 CONE. PRES. - (psf) 720 MOISTURE I DENSITY DATA BEFORE TEST AFTER TEST Wt. Wt. Soil Wet + Soil Moisture & Pan - (9) - (g) 479.25 493.61 496.15 510.51 Wt. Dry Soil & Pan - (g) 429.83 429.83 Wt. Lost Moisture - (g) 63/8 80.68 Wt. of Pan Only - (g) 14.36 14.36 Wt. of Dry Soil - (g) 415.47 415.47 Moisture Wet Dry Density Density Content - - (pcf) (pcf) - (%) I 131.3 113.8 15.4 I 19.4 142.8 119,1 Init. Init. Diameter Area - - (in) (sq in) 2.412 4.569 Init. Height - (in) 3.043 Vol. Bet Consol, - (cu ft) 0.00805 Vol. After Consol. - (cu ft) 0,00769 Porosity - ;%) 37.05 FLOW PUMP CALCULATIONS Pump Setting 29 Velocity - (cm/sec) 1.93E-04 Q. Height - (cc/s) - (in) 6.16E-06 3.043 Diameter - (in) 2.358 Pressure - (psi) 0.960 Area after consol. - (cm*cm) 28.165 Gradient 8.733 Permeability k - (crm/s) 2.5E-08 Permeability k - (m/s) 2.5E-10 Back Pressure - (psi) 78.0 Cell Pressure - (psi) 83.0 Ave, Effective Stress - (psi) 4.520 Average Temperature Degree - (C°) 22.2 Data entry by: NN Date: 04/19/2016 Checked by: NA, Date: od Zot+ FileName, 2952_2 OrganonFlowPumpPerm•ASTMD•5O84-R5 0.xis Page 1 of 3 AT ADVANCED PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD ASTM D5084 Method D CLIENT Swift River Environments! Services I 1JOB NO. 2952-2 PROJECT North Weld Landfill Expansion TEST SAMPLED STARTED -- 4/7/2016 By: -- PROJECT NO. 152047 BORING NO. Test Pit#1 TEST FINISHED 4/18/2016 By: CAL. DEPTH 2-4' bgs SAMPLE NO. -- ' CELL NUMBER 8P PERMEANT Tap Water LOCATION SOIL DESC -- Remolded -#4 CONF. PRES. - (psQ 720 SATURATION DATA Pres. (psi) Cell Back Pres. (psi) Burette Reading (cc) I ' Pore Pressure (psi) , Close Open Close Open , Change B 40.0 38.0 48.0 58.0 68.0 78.0 2.0 22.8 24.5 16,1 23.8 25,4 38.6 48.6 46.8 57.4 82 0.82 50.0 60.0 70.0 80.0 90.0 8.8 i 9.0 0.88 0.90 26.1 27.0 58.4 67.4 27.4 28.2 282 284 67.8 78,1 77.2 87.6 9.4 0.94 9.5 0.95 CONSOLIDATION DATA Elapsed (min) Time SORT Burette Reading Volume Time (rain) Deft. (cc) (cc) 0.00 0.25 0.5 1 2 4 9 16 30 0.00 0.50 0.40 0.80 0.80 0.00 -0.40 -0.40 -0.40 -0.40 -0.50 0.71 1.00 0.80 0.80 0.90 0.90 1.00 1.10 1.41 2,00 3.00 4.00 548 -0.50 0,60 -0.70 -0.80 120 240 360 60 7.75 1.20 10.95 1.40 1.50 1.60 -1.00 15.49 -1.10 18.97 _ -1.20 Initial Height - (in) 3.043 Init. Vol. - (cc) 227.89 Height Change - (in) 0.000 Vol. Change - (cc) 28.70 Initial Ht. Area After Area After Cons. - (sq Cons.-(sq - (in) in) in' 3.043 4.569 4.366 Ceil Exp. - (cc) 18.54 Net Change - (cc) 10.16 Cons. Vol. - :ix) 217.73 FileNanie: 2952 2 OrgananFlowPurnpPerm-ASTMD.5O84-R5 O.xis Pane 2of3 4rdieNT PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD ....F... „ „. - . , ASTM D5084 Method D Ii - Swift River E r vi ro n mentor I Services JOB NO. 2952-2 CONSOLIDATION DATA U Test Pit ##1r--,2-41 bgs -0.2 n e 1. -0.4 La u T Cc. Nt 0. 1 2 Ii:: 3 0 I 8 -1 60 y ' �- -_ 120 24? -1.2 360 -1.4 O 2 4 6 8 10 12 14 16 18 SQUARE ROOT OF TIME IN MINUTES 20 *Time in Minutes I 2952_2 organanFlowPumpPerrn-ASTMD-5084-R5_O.xis Page 3 of 3 Preliminary Flow Pump Test Data ASTM D5084 Method D Client: Job Number Project: Location: Project Number. Swift River Environmental Services 28522 North Weld Landfill Expansion a 152047 7.0E-08 6.0E-08 5.0E-08 u E. v 8.0E-08 - 4.0E-08 2.0E-08 1.0E-08 Boring Number: Depth: Sample Number Sampled Date: Test Date: Test Pit #1 2-4' 411812016 Sampled By: -- Technician: CAL av 9 m 'a 0.0E+00 0 20 40 60 80 time (minutes) Data Entered By: CAL Date: 4115/2016 File Name: 2952 _2 PrelimPerm ASTMD-5084.methodD•R1 jxls 100 120 140 Checked By: Date: 1-774 Q:\Client Data File\2952\2\PICTURE\DSCF6I79.JPG Client . # Rine Job No. 2g6i , poring No.'Teeit 64 *I Depth ii] h Sample No, Location ih latakespitin Project Project No.. (51flr Date Tested/By iiY trr4 Test Type -Pip6 Confining Shoal l'w sJ ("SAT 1 PERMEABILITY TEST - BACKPRE URE SATURATED - FLOW PUMP METHOD AIN D5084 Ilethod LIENT Sift River Environmental Services JOB NO, 2952-3 PROJECT PROJECT NO. BORING NO_ DEPTH SAMPLE NO. LOCATION SAMPLE TYPE North Weliti Landfill Expansion 5162047.01 Pt 5-10' Remolded 44 SAMPLED TEST STARTED TEST FINISHED CELL NUMBER FERMEANT CONE. PRES. • (pst'� WEI 512412016 61112016 5P Tap Water 720 SY: By: CAL By: CAL BEFORE AFTER MOISTURE f DENSITY DATA TEST TEST W:. Soil + Moisture- (g) 482.65 5C2.44 Note: Unable to achieve requested, remold criteria Wt. Wet Soil & Pan - (9) 490,22 508.98 1 Wt_ Dry Soil. & Pan - (g) 430.11 42011 Wt. Lost Moisture - (g) 00.11 78.87 't_ poi Par Only - (g) €.&4 6.54 Yc't„ itlf Dry Soil - (g) 42 ,57 423.57 Moisture Content - (%) 14.2 18.0 Wet Dens - (pot) 133:0 1361 Dry Density - (pct) 116.4 114.7 Intl, Diameter - (in) 2A1$ Init. Area - (sq in) 4.584 In it Height- (an) 3.023 Vol. Bef_ Consot - (cu ft) 0.00802 'Vol_ After Oonsol. - (u ft) 0)0814 PQrosit - (%) 34.21 FLOW PUMP CALCULATIONS Pump Setting (gear number) Percentage at Pump Setting Q -(Ws) Height - (in) Diameter - (in) Pressure - (psi), Area after consul, - (54 CM) gradient ,Permeability k -(cm's) Permeability k - (tit's) Back Pressure - (psi) Cell F ressu t& _ (psi) Ave, Effective Stress, - (psi) Average temperature degree - (eta 11 100 5_71E -O5 3.015 2,437 1809 30.102 16.608 1.1E -O7 1.1E -O9 68,.01 75.E 4,096 23.1 Data entry by: Checked b NN Date= Date: 0630212016 Filet'Jame 29s2 )a,Or+, nanFl aPun pPerre-ASTMD-51184-.R5_0.xis Page 1 of 3 PERMIEABGL.ITY TEST - BACK PRESSURE AS T IM E5084 SATURATE I�ilehDd D - FLOW PUMP METHOD cATT aU W !* kIi CLIENT Swift River EcvironrnenaaI Services JOB IQ_ 2952-2 PROJECT 2 RC J E CT North NO, S152047,01 Weld Landfill Expansion AM PLED -- By; BORING NO NS TEST STARTED 5/242015 By; CAL P:E'F°TF 5-10' TEST FINISHED 8,1//018 =y; CAL SAMPLE !LOC, iIQN Nye_ -- -- CELL PERMEANT NUMBER 513 Tap Water i SArr1PLE TYPE Remolded -#4 CONF. PRES. - ()A 729 SATURATION DATA Cali Press. Back Press, Emile Reading ccc) Fress- Pyre (psi) (psi) (psi) Close Open,, Close Open Change B 40.0 38.0 2.0 12,5 50.0 8.1 0,,81 80.0 .. . 1 47.9 5 .7 0.88 70.0 80.0 CONSOLIDATION DATA Elapsed Time (Min) SORT Time (Min) Burette Reading s(cc) Volume [left. (cc)' r 0.00 0.25 0.5 1 2 4 9 16 3O 60 120 240 0 i X0.00 0.50 0,71 1.09 1.41 2 3100 4,00 5.48 7.75 10.95 15,49 18.97 00 0.00 9.55 9.60 9.60 9.65 0,65 9.70 0-80 9.85 0.95 10.00 10.00 10.10 0.01 -0,25 •030 -0.30 -0 35 -0.35 0.40 -0.50 -0.55 -0,85 =0.70 -0.70 -0:00 ' Initial Height I -IL Initial Area After After Height Change Ares Cans. - isq Cons_ -din) 8-C23 lnit. - (in) 0,008 - ) 0.015 r` n) 4.584 . sict in 4.666 \'4I. Cell Net Cons. Vol, Change Exp. Change Vol. - (cc) 227;14 - (CC) 8.30 - (cc), 11.72 - (cc) -3.42 - (cc) 238,56 FileName 2952 HarvardFlcxwPum . Perm—ASIMD-5 R t.xls Page 2 of 3 „oarT ttI. "!M •,.0 ST tivt. PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD ASTM O5084 Method D (CLIENT Swift River Environmental Services j _ 'JOE NO. 2952-3 VOLUME DEFLECTION - (cc) Q.U0 0 -0.1 _0.3 - 0.4 - 0.5 0.6 - 0.7 -0..s -0.9 CONSOLIDATION DATA Pit 3.--.5-10' 1 p 6 �1 '111.1. I I 2 112 16 30 60 120 III 240 360 II I a 2 4 6 10 12 SQUARE ROOT OF TIME PN MINUTES 14 16 18 20 —m-- Time in Minutes JJ IFileNarre: 2952_3_(-IarvardFlowPump-Perm- TMD-5OB4-R3 ;. cls. Page 3 of 3 ATT ADVANCED -F;HIiif.r Client: Swift. River Emirenmerital Services Job Number. 29524 Prot: North Weld Landfill Expansion L•aa: Project N umber: S152047.01 Preliminary Flow Pump Test Data AS TIC D5084 Boring Number Pit 3 Depth: 5-lU Sample N urns: -- Sampled Date: - Test Date: 5i112016 Sampled By: — Tecunician' CAL U II E U 1,0E -C6 gl CP 9.0E -C7 3,0E _07 7,OE-07 6.0E-07 5,0E-07 4.0E-07 3,0E-07 290E-01 tOE-07 0.C E+00 a Average last 4 values 1.2E17 U ell el et el �.wbrl'u :; "•.,J 11 t.1._i.1.,1=..,.,king-h, le 1•i64krif-..IWl+srl l•l•-._ r44t.-Ir,La.r1 .__. �,....I!s __ 14)1. II,. Sc 100 Data Entered By, CAL Date: 61112016 File Name: 2952 3_Pr&& Perrn_ASTMa 84-r todD-P.Q_1 150 200 time (minutes) 25 0 Checked By: 19/014 Date: BaSfl',.�(J/ 'J Cact PY�1a�� !��?4TH Sample No. n---.-- - ProledALOAS Project Date iesi_ Typ Qc fL ng 9 WIClient Data He 952\3\PI TURF\D SCF5 11JP eTT ADVANCED i n.t1. : .t1/4,. PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD ASTM D5084 Method D CLIENT Swift River Environmental Services I IJOB NO. 2952-3 PROJECT DESC NO. NO. NO. -- -- North 8152047.01 Pit 2-6' Remolded 4 Weld -#4 Landfill Expansion SAMPLED TEST TEST CELL PERMEANT CONF. STARTED FINISHED NUMBER PRES. - -- 5/24/2016 6/1/2016 6P Tap (psi) 720 Water By: -- By: CAL PROJECT BORING DEPTH SAMPLE LOCATION SOIL BEFORE AFTER MOISTURE / DENSITY DATA I TEST TEST to achieve requested remold criteria Wt. Soil + Moisture - (g) 478.33 493.20 Note: Unable Wt. Wet Soil & Pan - (g) 484.84 g. 499.71 Wt. Dry Soil & Pan - (g) 427.96 427.96 Wt. Lost Moisture - (g) 56.88 71.75 Wt. of Pan Only - (g) 6.51 6.51 Wt. of Dry Soil - (g) 421.45 421.45 Moisture Content - (%) 13.5 17.0 Wet Density - (pcf) 130.9 136.5 Dry Density - (pcf) 115.3 116.6 Init. Diameter - (in) 2.415 hit. Area - (sq in) 4.581 Init. Height - (in) 3.039 Vol. Bel. Consol. - (cu ft) 0.00806 Vol. After Consol. • (cu ft) 0.00797 Porosity - (°lo) 31.80 FLOW PUMP CALCULATIONS Pump Setting Velocity - (cm/sec) Q-(ccls) Height - (in) Diameter - (in) Pressure - (psi) Area after consul. - (cm*cm) Gradient Permeability k - (cm/s) Permeability k - (m/s) Back Pressure - (psi) Cell Pressure - (psi) Ave. Effective Stress - (psi) Average Temperature Degree - (C°) 99 6.53E-04 2.09E-05 3.019 2.410 0.272 29.418 2.494 2.8E-07 2.8E-09 68.0 73.0 4.864 23.4 Data entry by: NN Checked by: g/s- Date: 06/02/2016 Date: G/y��G FileName: 2952_ OrganonFlowPumpPerm-ASTMD-5084-R5 °.xls Pagel of 3 c51T PERMEABILITY TEST - BACK PRESSURE ASTM D5064 SATURATED Method - D FLOW PUMP METHOD CLIENT Swift River Environmental Services JOB NO, 2952-3 PROJECT I PROJECT NO. North 5152047,01 Weld Landfill Expansion SAMPLED -- By: -- BORING NO. Pit ,4 TEST STARTED 5124/2016 DEPTH SAMPLE LOCATION jSOIL DESK �� NO. -- — Remolded -#4 TEST ;PERME ICONF. CELL FINISHED NUMBER PRES. ' NIT a 1 s I 6,11X016 6P Tap 720 By: CAL Water SATU NATION DATA Cell Pres. (psi) Back Prey, Burette Reading lam! Pore Pressure (psi psi) -- Clone Open Close Open Change B 40.0 50:0 60.0 70.0 80.0 38,0 48.0 58.0 68.0 14.9 16.6 17.9 2.5 3.3 11.1 14r4 16.1 17,4 17.9 38.8 48.2 58.4 6a2 I 4541 66,5 67,4 78.0 7.3 8.3 9.0 9.8 0.73 0,83 0:90 0.98 CONSOLIDATION DATA — Elapsed (min) Time SORT Time (rein) Reading Burette ). Volume Deft (cc) 0,00 0.25 120 240 360 0.5 1 2 4 9 16 30 60 I 10.95 15.49 18:97 0.00 0,50 0.71 1,00 1..41 2.00 3.00 4,00 5.48 7.75 I I 17,90 18.40 13.40 19,45 18,50 18450 18450 18.50 18.50 18.55 I 18.55 18,55 18.551 0.00 10.E 0.50 -0.55 -0,60 -0..60 -0.60 460 -0:60 465 -0,65 -0.65 -0.65 Initial Initial Height Ht. Area After After Height Area Change Cons. - Cons.-(sq - (in) - (in) - (in) (sq in) in) 3.088 0.020 3.019 4.581 4,560 rCons. !Ink Vol. Cell Net Vol. Change E: Change p. Vol.. (cc) - (cc) - - (co) - (cc) (cc) 223:16 16.40 13,87 2.53 225.83 J Filelw 2952 3 ! ganonFl.owPumpPerm-ASTMD-5084-RSi OS Page 2 of 3 Ciak Jr PERMEABILITY TEST - BACK PRESSURE SATURATED - FLOW PUMP METHOD -4;M.t&'It s. -Si- ASTM D5084 Method a IICLIENT Swhft River Environmental Services I JOB NO. 2952-3 i CONSOLIDA ION P TA Pit 4„-_,.2-5' 0 ? 040 d 0.1 1 1 stLi R Ili O I LJ� W W a , 8 c 2 � 'y I I -0:5 T �� 1 t 12O 240 I 360 -0.7 0 2 4 6 8 10 SQUARE ROOT OF TIME 12 11.4 16 18 20 iN MINUTES 1 -Time In Minutes I 2952 3►_QrganonFlowPumpPe'rmaSTMD-5O -R5_I0h_xIs Page 3 of 3 "DTI" ii„, CI'ie tt. Job Number: Project: Location: — Project I' umber Si52 47 C1 Preliminary Row Flow Pump HiestData AVM D5084 Meths' 0 Swift River Environmental Services 29524 North Weld Landfill 'j ariziQn lancing 'Numbers Pit 4 Depth: 2 Sample Number: — Sampled Date: — Tesi. Late° &Vi/2C16 Sampled : — Technician: CAL 8.0E -C7 7,©E-7 6,0E -C7 5,0E -C? C 4,0E -C7 E U 3.0E-07 2,0E -C7 C.0E+CG w Oa iii, Average last 4 values 2.9E.01 IIII tVi a N ---4- 1 20 40 60 BO time (minutes) aaa 120 14C Data Entered CAL Date: 61112015 FIB flame; 2951 tPreiimPerm_STN- -me dDaRO_2 xis car CaLCfc t LSI&' Job Nkk :Z1 Ela- nd 0416 Depth ALIA! - n Seriph' Na,_..R_.r--_-- Isa cul_44.44O1. AP ahemkm ficei Prajtck rrfl.I3_ _ ° _ er' PERMEABILITY TEST - BACK PRESSURE SATURATED FLOW PUMP METHOD ASTM 05084 Method U CLIENT Swift River Environmental Services _ JOB NO. 2952-3 PROJECT PROJECT NO. BORING 140, DEPTH SAMPLE NO. LOICKNON SAMPLE TYPE North Weld Landfill Expansion S152547.01 fit 5 2-6° Remolded 44 SAMPLED TEST STARTED TEST FINISHED CELL NUMBER PERMEANT CONF. PRES. - I '4/2016 5/3112016 12P Tap Water 720 By By: CAL By: CAL MOISTURE J DENSITY DATA BEFORE TEST AFTER TEST Note: Could rernold not obta Requested criteria. 491,08 505.32 436. 14.24 482.63 16.E 139.4 120.0 45 B7 � W , Wt, Wt. Soil Wet Dry + Soil Moisture Soil & & Pan - (9) Pan - (g) - (9) - (g) - (9) (9) - ( ) � 48140 497.64 436:87 1424 422 Soil Moisture . Lost ,. of . of Moisture Wet DPI 0. 63 14.4 133.6 116.7 Pan Dry Content Density DertsitY Only - - (04 - (pcf) Init. Init. Init. Vol. Vol, Porosity~ Diameter Ariea Height Beef, After - Consul. Coml. - (sq - (in) Al, - (in) in) - (cu fl) - (ou ft) 2.408 4.554 3.030 0.00799 0.00776 31.1S FLOW PUMP CALCULATIONS Pump Setting (gear number) 100 5,71E-05 3;631 2,386 1.672 28145 16:422 11 Percerta a of Pump Setting O - Cords) Height a (n) Diameter- (iri) II Pressure - (psi) Area after ono'. - (srl Gradient Permeability k - (cm/s) Permeability k - (rn/s) Back Pressure - (psi) Cell Pressure - (psi) cm) 1,3E-07 1.3E-09 58.0 63.0 4164 23.3 we. Effective • verage temperature Stress - degree (lam) - (cep Data entry by: Dl Cheeked by; 'Date: 'Date: 08101/2016 ano F alum 2952:_3_Har ardFk wPump-Perm-ASTMD-5084-R3J.*1s Plgc of 3 rr I .IiP� T.T irelirCI PERMEABILITY TEST - BACK PRESSURE SATURATED = FLOW PUMP METHOD ASTM D5084 Metal D CLIENT Swift River Environmental Services 'JOE NC. 2952-3 PROJECT PROJECT NC. BORING NO. DEPTH SAMPLE NO. LOCATION SAMPLE TYPE North Weld Landfill Scansion 5152047.01 Pit 5 Remolded -44 SAM,?6_E D TEST STARTED TEST FINISH ED CELL NUMBER PERMEANT CDNF. PRESS - 512412016 5J3112016 12P Tap Water sit 720 By: -- By: CAL By: CAL SATURATION DATA Ceil Press. [ureic Back Reading Press. icc) Fore Press_ (psi) (psi) Close Open 'Close 1 erg � Chan e _ 9_ B (psi) 43.0 38,3 2.6 14.6 I ?9.2 48,1 8.9 0.89 48.0 15.C 16.0 53.0 69.0 58.3 151 17.01 48,3 57.5 9.2 0$2 53 4 57.9 9.5 X0.95 70.0 17,B 11.4 CONSOLIDATION DATA Elapsed Time SORT Time Burette Reading Vo1urne Deft_ (Mir) (Min) ( ) (cc 0.00 0.00 17.40 0.00 0.25 3.50 17.75 -0.35 0.5 9.71 17.8-0 -O.4° 1 1.10 17.80 -0.40 2 1.41 17,90 •0.50 4 2.00 17.90 -0.50 9 3.00 18.00 -0.60 16 4,00 18.05 x.65 30 5148 18.10 -0.70 60 735 18..15 -0.75 120 10:55 18,29 a 240 1549 18..25 4185 50 18.97 1025 -0.85 initial Height - On) 3,030 Height Change - (in) 0.029 Ht. After Cons. - (in) 3.001 India6 Area -.!(sq in) 4.554 Area Ater Guns_ _ sq in 4.471 Ind, VoI._( ) Vol. Change - (cc) Cell _gip_ - (cc) Net Change - (t4) Cons, Vol, - (cc) 226.16 ate 9.85 6.25 219.91 FileName: 2252 3 i aRwarelFbAtFump-Perm-+ TMI[)-5DB4-R3i0.�;1S Page 2of3 PERMEABILITY TEST - BACK PRESSURE SATURATED a FLOW PUMP METHOD ASTM D5084 Method D 1 I CLIENT Swift River Environmental Services I IJOB NO. 2952-3 J 0.00 0 -0.2 - 0.7 - 0.6 -0.9 0 CONSOLIDATION DATA Pit 5, -, -6' 7L 7 1 .51 ik 2 4 a Mk -.a. ` , , __ 30 12O 240 350 2 4 6 8 10 12 SQUARE ROOT OF TIME IN MINUTES 14 1$ 20 I—MI— Time in Minutes FileName: 2952_3_Harvardflo Pump-Perm-ASTIVID-5084-R3_ l.xls Page 3 of 3 4 Preliminary Flow Pump Test Data ATM D5084 Illirn' x's-. ACVII'ED ERV, TESTING Client: S t1 River Environmental Services Job Number: 2952-3 Project: North Weld Landfill Expansion Location: Project Number S152O47.01 w E U 7.0E -C7 6.0E -C7 5.0E -C7 ALOE -07 3.0E -C7 2.0E-07 1,0E-07 0.0E+00 0 r 0 tl UJ Ca Boring Number Pit 5 Depth: 2 6' Sample Number -3 Sampled Date: Test Datr 5/31/2016 Sampled By; — Technic ian: CAL Average last 4 values Ctil r-i C r' N CO CD ILC intil{�y, Ihin i ate:, I it 0 L 4'1 1.4E -O? N N Orig C r• N�I'll Mr'i ri• 0 20 40 60 80 1O0 120 140 160 180 time (minutes) Data Entered By: CAL Date; 51311 16 File Warne: 2 j Plrelim'Perm SSTMi ►64-melhodD-RD;C xis Checked By: 1$14 Date Q!\Client Data File\2952\ \PI TURE\D F 14.JP Hello