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Home My WebLink About7606_GoldHillCDLF_Phase2BPartialClosure_response_FID1359129_20191007October 7, 2019 Mr. Ming-Tai Chao, P.E. Environmental Engineer NCDEQ – Division of Waste Management 217 West Jones Street Raleigh, NC 27603 RE: Phase 2B Closure Gold Hill Road C&D Landfill Asheboro, North Carolina Solid Waste Permit No. 7606-CDLF-2001 Dear Ming: On behalf of Gold Hill Road C&D Landfill (Gold Hill), Smith Gardner, Inc. (S+G) is pleased to provide response to your comments received through email correspondence dated September 26, 2018 (attached). Your comments are repeated below in italics followed by S+G’s response in bold. 1.To avoid confusion and to be consistent with the previous submittal (DIN 28479), please provide a separate drawing (without any contour lines and sample points but the boundaries of each phase) showing the closed Phase 2A (5 acres), Phase 2B (1.3 acres), to-be-closed Phase 2 (2.03 acres), and the active Phase 1A-1 and constructed Phase 1A-2 and the future Phase 1B (7.6 acres). Figure 1 (attached) includes the Phase boundaries showing the closed, active and future areas. Based on these areas, the current open area is 4.8 acres (excluding Phase 2B partial closure of 1.3 acres). As a result, Gold Hill is allowed to access the approximately 1.3 acres of Phase 1A-2 for waste disposal. 2.According to AOC (DIN 20575 & 28246) the landfill can only operate 6.1-acre- constructed landfill area for waste disposal. Since the active disposal are of 1.3-acre is closed, the remaining area for waste disposal at the landfill will be 4.5 acres. The landfill owner can request an approval to use the portions of the constructed 1.90- acre Phase 1A-2, up to 1.6 acres, for receiving permitted wastes for disposal per Permit Condition No. 4, Part II of Attachment 3 of the permit (DIN 28583) dated November 06, 2017. To obtain a new Permit Approval to Operate (PTO) for using the additional disposal area at the landfill, please submit the following documents: i.A new Facility Plan drawing to show remaining disposal area of 6.1 acres of the CDLF including remaining Phase 2 area (2.03 acres), Phase 1A-1 (2.47 acres), the portion of Phase 1A-2 (1.6 acres), and remaining Phase 1A area (0.29 acres). DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Mr. Ming-Tai Chao October 7, 2019 Page 2 of 6 The facility plan (attached) includes the Phase boundaries showing the closed, active and future areas. The areas of each phase are provided. ii.A drawing containing two cross sections over the new Facility Plan drawing to show the landfill grades – the landfill base grades, the latest fill grades, and the approved interim grades. Figure 2 and 3 (attached) includes two cross-sections showing landfill base grades, fill grades as of June 2019, and interim grades. iii.The operating capacity of each above-mentioned phase which will be incorporated into the new permit – PTO. Based on our review of available information, S+G has determined the following footprints and capacities of each phase: Phase Footprint (AC)Consumed Capacity (CY) Remaining Capacity (CY) Total Available Capacity (CY) Phase 2 and 1A-1 11.0 (4.8 Active)418,145 79,840 497,985 Phase 1A-2 1.9 N/A 138,163 138,163 Phase 1B 7.4 N/A 410,292 410,292 Phase 1C 0 N/A 340,267 340,267 Facility 20.3 418,145 992,596 1,410,741 The Permit to Operate (PTO) for the certified areas of Phase 1 and 2, dated February 17, 2014 (Doc ID: 9575) provide a permitted gross capacity of 1,114,400 cubic yards. Prior to beginning Phase 1C operations, Gold Hill will either request a permit amendment for the additional available capacity, or close the facility at approximately elevation 808 feet, which represents a gross capacity of 1,225,840 (110% of permitted capacity). N.C.G.S § 130A-294(a3)(1)b allows for an increase of up to 110% of the permitted airspace without a substantial amendment. The available airspace within the permitted footprint at final closure grades is 1,410,741 cubic yards. iv.The physical markers must be established/surveyed which will be used to physically separate Phase 1A-2 (approved disposal area) and remaining Phase 1A area of 0.29 acres (constructed area not for waste disposal yet). The established markers will be subject to the future facility audit/inspection. Markers will be established at the permitted disposal boundary by a surveyor licensed in the State of North Carolina. 3.According to the CQA Report, the test pits were used to measure the thickness of compacted soil layer and vegetative soil layer (VSL) for the constructed final cover DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Mr. Ming-Tai Chao October 7, 2019 Page 3 of 6 system. The approaches are NOT APPROVED by the Solid Waste Section and deviated from the approved CQA Plan (DIN 26596, Page 1 & Table C). i.Who approved this deviation from the approved CQA Plan (DIN 26596)? Should the decision-making process be documented in the CQA Report? As stated in Note 6 of Table C of the Approved CQA Plan (DIN 26596), “Testing protocols may be altered at the Engineer’s discretion, providing minimum standards of practice are observed and the regulatory requirements are met.” In this instance the Engineer of Record used his discretion to verify thickness of each layer by direct measure of each layer. This decision was documented in the submitted CQA report by stating “The project engineer was witness to Gold Hill CDLF performing testing pits to confirm thickness of cover...”. Test pits are appropriate to measure cap thickness due to settlement of waste during cap construction. Settlement of waste during cap construction can result in final grades, upon placement of cap material, being at or near preconstruction grades; therefore providing an inaccurate measurement of cover thickness. Additionally the test pit areas were evaluated by S+G to ensure the test pit areas were recompacted in conformance with the project specifications as noted below. ii.How were the test-pit areas restored? Specifically, the compacted soil barrier (CSB) was initially constructed and tested for classification, compaction, and permeability, then the CSB was excavated for measuring the layer thickness by several huge hole as shown in the Photos in Appendix C of the CQA Report; have the required in-place density and permeability tests for the restored layer been tested in the restored layer? Where are the re-tested data? The pits, which measured approximately 3’ by 3’ (by inspection of photographs), were restored by replacing the excavated material and compacting with the excavator bucket. Samples from test pits 2B-1 and 2B-3 were taken by Geotechnics, Inc. (Geotechnics), with oversight by S+G, on June 27, 2019 for in-situ hydraulic conductivity testing and moisture-density testing, and. Additional samples from test pits 2B-2, 2B-4, and 2B-5 were taken by Geotechnics, with oversight by S+G, on September 18, 2019. In-situ moisture and density tests were completed, with a drive ring sample taken as backup. Results of testing are attached. iii.If the testing data (mentioned in Comment No. 3.ii) on the restored areas are not available how can the constructed final cover system be considered as satisfying the requirements set forth in Rule 15A NCAC 13B .0543? Testing conducted by S+G indicated the material exceeded hydraulic conductivity at two (2) locations, 2B-1 and 2B-3, by at least an order of magnitude. Compaction and moisture requirements, analyzed by drive cylinder testing at all five (5) test pit locations, were exceeded as well. Based DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Mr. Ming-Tai Chao October 7, 2019 Page 4 of 6 upon field observations and the analytical tests provided herein, S+G believes the final cover system is in conformance with the requirements set forth in Rule 15 NCAC 13B .0543. iv.The Section – Responsibilities and Documentation stated that the local surveying company – Charlie Morgan Surveying, PLLC was contacted for survey work of the described closure activities. In another landfill construction meeting in 2018 at Randolph County, the Solid Waste Section was informed that Charlie Morgan Surveying, PLLC, who has conducted survey work for previous phased developments at this landfill did not contract for the similar project this time due to retirement of the owner. For the sake of clarification, please provide the specific descriptions of the work that Charlie Morgan Surveying, PLLC was contracted to do and provide the original survey data signed and sealed by the licensed surveyor. A topographic survey was completed by Survey Carolina, PLLC, and the sealed survey is attached. The attached facility plan and figures reference the survey firm and survey date of each survey used to create the composite topographic map. 4.(Figure 1) Please address the following concerns: i.There are two locations named as 2B-4; please correct the likely typo. The figure has been revised to show one (1) 2B-4, the second 2B-4 has been revised to read2B-5. ii.Add the sample location 2B-5. See above. 5.(Appendix B) Please provide the required info or data. i.Per the approved CQA Plan (DIN 26596), the Sections – Responsibilities and Documentation & Laboratory Testing and Observations stated that in-place density of CSB were tested at the frequency of four (4) tests per acre per lift. Appendix B only contains testing results of 15 samples, rather than 24 samples. Please provide the required testing results of the other sample locations. Per the approved CQA Plan (DIN 26596), in-place density is required at a frequency of four (4) tests per acre per lift for the CSB. An 18-inch-thick CSB was placed in six (6)-inch-lifts over 1.3 acres which equates to 15.6 tests. Based upon our field observations and testing provided in the September 2017 CQA Report, S+G believes that 15 tests are sufficient to show material conformance. DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Mr. Ming-Tai Chao October 7, 2019 Page 5 of 6 ii.Please provide the lab testing results used to establish the relationship between soil density and moisture content (Standard Proctor Compaction Test) of the earthen material used for this final cover construction. The Proctor tests used for comparison to determine compaction were submitted with the 2017 Final Cover Certification Documentation, provided by Amec, Foster, Wheeler, and are attached for reference. iii.The Section – Laboratory Testing and Observations stated that the strength properties of the soil for constructing final cover system had the friction angle of 29 degrees and the cohesion of 180 psf. Please provide the lab testing results and the sample location/identification (sample location must be shown on the drawing). Direct shear testing was provided within the 2017 Final Cover Certification Documentation, provided by Amec, Foster, Wheeler, and are attached for reference. iv.In addition to testing in-place soil density on the CSB, the approved CQA Plan (DIN 26596) specifies the testing of moisture content on the CSB, at the frequency of Four (4) tests per acre per lift. Please provide the testing results. A total of 15 moisture contents were taken (see response to 5.i for discussion on quantity) and were provided in the “report of field density test of soil by nuclear gauge using test mode method A (ASTM D 6938)” as part of the “Cover Certification Phase 2B Documentation,” prepared by Wood, dated September 18, 2018. 6.(Appendix C) Please correct the likely typos in the photo logs: i.What is VSB? Should the correct term be VSL as described in the Section of Responsibilities and Documentation? The photo logs have been revised to state VSL. ii.The location identification shall be consistent to that shown on the drawing Figure 1. The location identifications stated in the Photo Log are misleading. The locations of photos are identified as location of the photo and picture at that location, for example location 2B-1-1 is location 2B-1 photo 1. 7.According to available soil testing results, the in-place dry soil densities of the 18- inch CSB range from 82.7 to 106.1 psf; nine (9) of the 15 tested samples fail to pass the required 95% compaction effort specified in the approved PTC Application (DIN 26596). Additionally, veneer slope stability analyses in the approved PTC Application DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Mr. Ming-Tai Chao October 7, 2019 Page 6 of 6 (DIN 26596) specifies the minimum friction angle of the compacted soil liner is 31 degrees. The Solid Waste Section can’t accept the conclusion for the low compaction effort of CSB due to the presence of mica content and/or small rock; additionally, the reported friction angle of the compacted soil liner is 29 degrees, which is less than the specified minimum value of 31 degrees. The slope stability shall be re-analyzed by using collected data – field density and shear strength to demonstrate the constructed 3 to 1 side slope is reasonably stable. S+G conducted a veneer stability analysis using the reported friction angle of 29 degrees and cohesion of 180 psf, and the worst case scenarios for compaction. The two (2) field test values used for analysis are 2B-2-3 and 2B-3-1. Based on this analysis (see attached), S+G believes the compactive effort achieved is sufficient to prevent a veneer failure of the 3:1 slope. S+G trusts the above responses and accompanying attachments adequately address your comments. Should you have any additional questions, comments, or require further clarification, please do not hesitate to contact us at your earliest convenience. Sincerely, SMITH GARDNER, INC. Spencer W. Hollomon, P.E. W. Michael Brinchek, P.E. Project Engineer, x134 Senior Project Manager, x128 spencer@smithgardnerinc.com mike@smithgardnerinc.com Attachments (5) cc: Al Morton, Gold Hill C&D Landfill File DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 10/7/2019 Attachment 1 Figures Response to Comments Dated September 26, 2018 Phase 2B Partial Closure Gold Hill Road C&D Landfill DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 This page intentionally left blank. DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 G:\CAD\Gold Hill\Gold Hill 19-1\sheets\GOLDHILL-B0001.dwg - 10/7/2019 1:21 PMDRAWN:APPROVED:PROJECT NO:SCALE:FILENAME:DATE:FIGURE NO.PREPARED BY:PREPARED FOR:SMITHGARDNER+© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603NC LIC. NO. F-1370 (ENGINEERING)919.828.0577SC COA NO. C014881526 Richland St., Columbia SC 29201GOLD HILL ROAD C&D LANDFILLFACILITY MAPC.T.J.AS SHOWN1Oct 2019GOLD HILL 19-1GOLDHILL-B0001DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 G:\CAD\Gold Hill\Gold Hill 19-1\sheets\GOLDHILL-B0001.dwg - 10/7/2019 1:17 PM DRAWN:APPROVED: PROJECT NO: SCALE: FILENAME:DATE: FIGURE NO.PREPARED BY:PREPARED FOR: SMITH GARDNER+© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603 NC LIC. NO. F-1370 (ENGINEERING) 919.828.0577 SC COA NO. C01488 1526 Richland St., Columbia SC 29201 GOLD HILL ROAD C&D LANDFILL CROSS SECTION A-A C.T.J.AS SHOWN 2 Oct 2019 GOLD HILL 19-1 GOLDHILL-B0001 DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 G:\CAD\Gold Hill\Gold Hill 19-1\sheets\GOLDHILL-B0001.dwg - 10/7/2019 1:17 PM DRAWN:APPROVED: PROJECT NO: SCALE: FILENAME:DATE: FIGURE NO.PREPARED BY:PREPARED FOR: SMITH GARDNER+© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603 NC LIC. NO. F-1370 (ENGINEERING) 919.828.0577 SC COA NO. C01488 1526 Richland St., Columbia SC 29201 GOLD HILL ROAD C&D LANDFILL CROSS SECTION B-B C.T.J.AS SHOWN 3 Oct 2019 GOLD HILL 19-1 GOLDHILL-B0001 DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 This Page Intentionally Left Blank DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Wood Environment & Infrastructure Solutions, Inc. 4021 STIRRUP CREEK DRIVE, SUITE 100 DURHAM, NORTH CAROLINA TESTING LOCATION PLANGOLD HILL CDLF ASHEBORO, NORTH CAROLINA DRAWN: MCR DATE: SEPTEMBER 2018 FIGURE ENG CHECK: MCR SCALE: NTS 1APPROVAL: GDG JOB NO.: 6468-17-7115 Closed Boundary Posts Point 5 Point 4 Point 3Point 2 Point 1 Easting 1764406 1764478 1764523 1764865 1765104 Northing 720020 720056 719986 720188 720278 Point 1 2 3 4 5 2B-5 7-1 2B-4 2B-3 2B-2 2B-1 Phase 2B Closed, 1.3ac DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 This page intentionally left blank. DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Attachment 2 Drawings Response to Comments Dated September 26, 2018 Phase 2B Partial Closure Gold Hill Road C&D Landfill DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 This page intentionally left blank. DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PROJECT TITLE:DRAWING TITLE:REV.DATEDESCRIPTIONDESIGNED:DRAWN:APPROVED:PROJECT NO:SCALE:FILENAME:PREPARED BY:PREPARED FOR:SHEET NUMBER:DRAWING NUMBER:DATE:G:\CAD\Gold Hill\Gold Hill 19-1\sheets\GOLDHILL-D0002.dwg - 10/4/2019 4:16 PM SEALSEALSMITHGARDNERENGINEERS+Electronic files are instruments of service provided by SmithGardner, Inc. for the convenience of the intended recipient(s), andno warranty is either expressed or implied. Any reuse orredistribution of this document in whole or part without thewritten authorization of Smith Gardner, Inc., will be at the solerisk of the recipient. If there is a discrepancy between theelectronic files and the signed and sealed hard copies, the hardcopies shall govern. Use of any electronic files generated orprovided by Smith Gardner, Inc., constitutes an acceptance ofthese terms and conditions.© 2019 Smith Gardner, Inc.14 N. Boylan Avenue, Raleigh NC 27603NC LIC. NO. F-1370 (ENGINEERING)919.828.05771526 Richland St., Columbia SC 29201SC COA NO. C01488GOLD HILLC&D LANDFILLFACILITY PLANW.M.B.C.T.J.GOLDHILL 19-1AS SHOWNOCT. 2019GOLDHILL-D00021S1DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 717000 717100 717200 717300 717400 717500 717600 717700 717800 17647001764800176490017650001765100176520017653001765400Location Map (Not to Scale) Legend Property Line Computed Property Line Right of Way Line Easement Line Old Plat Book Line Existing Iron Rod/Pipe NIR Point Not Set/Computed Point Well Tie Lines 717200 717300 717400 717500 717600 717700 717800 717900717900 718000 718100 718200 717000 717100750 755 760 765 77077077578078579076577077578078579079576076577077578078576 5 7 7 0 7 7 5 7 8 0 7 8 5 79 0 Dr.CrossSt.WashingtonAve.Falls Rd.Old CedarFarrSt.Presnell St. CoventryPl. Rd. La n s - d o w n e Woodla n d Cir.Twain Dr. Brookwood Dr.GoldHill Rd.StoneHavenSITE 17647001764800176490017650001765100176520017653001765400Closed Area #3: 3.54 Acres Import Area Shown in Contours Volumed Imported Since 2017: 24,200 Cubic Yards 0 50 100 150 DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Attachment 3 Soil Testing Response to Comments Dated September 26, 2018 Phase 2B Partial Closure Gold Hill Road C&D Landfill DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 This page intentionally left blank. DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net SIEVE ANALYSIS ASTM D 422-63 (2007) Client: Smith + Gardner, Inc. Boring No.: 2B1 Client Reference: Gold Hill Landfill Depth (ft): NA Project No.: R-2019-199-001 Sample No.: 1 Lab ID: R-2019-199-001-001 Soil Color: Orange SIEVE ANALYSIS HYDROMETER USCS cobbles gravel sand silt and clay fraction USDA cobbles gravel sand silt clay USCS Summary Sieve Sizes (mm)Percentage Greater Than #4 Gravel 0.23 #4 To #200 Sand 5.01 Finer Than #200 Silt & Clay 94.75 USCS Symbol: CL, TESTED USCS Classification: LEAN CLAY page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls 12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm) DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client:Smith + Gardner, Inc.Boring No.: 2B1 Client Reference: Gold Hill Landfill Depth (ft): NA Project No.: R-2019-199-001 Sample No.: 1 Lab ID:R-2019-199-001-001 Soil Color: Orange Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material Tare No.:924 Tare No.:NA Wt. of Tare & Wet Sample (g):790.60 Weight of Tare & Wet Sample (g):NA Wt. of Tare & Dry Sample (g):658.65 Weight of Tare & Dry Sample (g):NA Weight of Tare (g):222.75 Weight of Tare (g):NA Weight of Water (g):131.95 Weight of Water (g):NA Weight of Dry Soil (g):435.90 Weight of Dry Soil (g):NA Moisture Content (%):30.3 Moisture Content (%):0.0 Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):435.90 Dry Weight of - 3/4" Sample (g): 18073.9 Weight of Minus #200 Material (g):413.02 Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):22.88 Dry Weight of + 3/4" Sample (g): 0.00 Total Dry Weight of Sample (g): 18073.9 Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent Retained Finer (mm)(g)(%) (%)(%)(%) 12" 300 0.00 0.00 0.00 100.00 100.00 6" 150 0.00 0.00 0.00 100.00 100.00 3" 75 0.00 0.00 0.00 100.00 100.00 2" 50 0.00 ( * ) 0.00 0.00 100.00 100.00 1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00 1" 25.0 0.00 0.00 0.00 100.00 100.00 3/4" 19.0 0.00 0.00 0.00 100.00 100.00 1/2" 12.5 0.00 0.00 0.00 100.00 100.00 3/8" 9.50 0.00 0.00 0.00 100.00 100.00 #4 4.75 1.02 0.23 0.23 99.77 99.77 #10 2.00 3.54 0.81 1.05 98.95 98.95 #20 0.85 3.15 ( ** ) 0.72 1.77 98.23 98.23 #40 0.425 2.95 0.68 2.45 97.55 97.55 #60 0.250 2.31 0.53 2.98 97.02 97.02 #140 0.106 5.52 1.27 4.24 95.76 95.76 #200 0.075 4.39 1.01 5.25 94.75 94.75 Pan -413.02 94.75 100.00 -- Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample ( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample Tested By RF Date 7/8/19 Checked By GEM Date 7/12/19 page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ATTERBERG LIMITS ASTM D 4318-17 Client:Smith + Gardner, Inc.Boring No.:2B1 Client Reference: Gold Hill Landfill Depth (ft): NA Project No.: R-2019-199-001 Sample No.: 1 Lab ID:R-2019-199-001-001 Soil Description: ORANGE LEAN CLAY Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried) sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description . 123M Tare Number:K Y-3 17 U Wt. of Tare & Wet Sample (g): 25.41 26.82 26.62 L Wt. of Tare & Dry Sample (g):22.32 23.31 22.91 T Weight of Tare (g):15.17 15.57 15.45 I Weight of Water (g):3.1 3.5 3.7 P Weight of Dry Sample (g):7.2 7.7 7.5 O Was As Received MC Preserved:I Moisture Content (%):43.2 45.3 49.7 N Number of Blows:34 27 16 T Plastic Limit Test 1 2 Range Test Results Tare Number:4M P Liquid Limit (%): 46 Wt. of Tare & Wet Sample (g): 21.77 21.72 Wt. of Tare & Dry Sample (g): 20.47 20.36 Plastic Limit (%): 27 Weight of Tare (g): 15.56 15.43 Weight of Water (g): 1.3 1.4 Plasticity Index (%): 19 Weight of Dry Sample (g): 4.9 4.9 USCS Symbol: CL Moisture Content (%): 26.5 27.6 -1.1 Note: The acceptable range of the two Moisture Contents is ± 1.12 Flow Curve Plasticity Chart Tested By NL Date 7/11/19 Checked By GEM Date 7/12/19 page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls 222.75 658.65 790.60 Liquid Limit TestAs Received Moisture Content Yes 924 ASTM D2216-10 30.3 435.9 132.0 20 25 30 35 40 45 50 55 110100Water Content (%)Number of Blows 0 10 20 30 40 50 60 0 20406080100Plasticity Index (%)Liquid Limit (%) CL CH MH CL-ML ML DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOISTURE - DENSITY RELATIONSHIP ASTM D698-12 Client:Smith + Gardner, Inc.Boring No.: 2B1 Client Reference: Gold Hill Landfill Depth (ft): NA Project No.:R-2019-199-001 Sample No.: 1 Lab ID:R-2019-199-001-001 Test Method STANDARD Visual Description: Orange Lean Clay Optimum Water Content (%):19.7 Maximum Dry Density (pcf):96.3 Tested By GB Date 7/8/19 Checked By GEM Date 7/12/19 page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 85 90 95 100 15 20 25 30 35Density (pcf)Water Content (%) Specific Gravity 2.70 Assumed DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOISTURE - DENSITY RELATIONSHIP ASTM D698-12 Client:Smith + Gardner, Inc.Boring No.: 2B1 Client Reference: Gold Hill Landfill Depth (ft): NA Project No.:R-2019-199-001 Sample No.: 1 Lab ID:R-2019-199-001-001 Visual Description: Orange Lean Clay Total Weight of the Sample (g): 13200 Test Type:STANDARD As Received Water Content (%): NA Rammer Weight (lb):5.5 Assumed Specific Gravity:2.70 Rammer Drop (in):12 Rammer Type:MECHANICAL Percent Retained on 3/4":0 Machine ID: R174 Percent Retained on 3/8": 0 Mold ID:R552 Percent Retained on #4: NA Mold diameter:4" Oversize Material:Not included Weight of the Mold (g):4234 Procedure Used:B Volume of the Mold (cm3):942 Mold / Specimen Point No.123 4 5 Weight of Mold & Wet Sample (g): 5930 5972 6010 6024 6033 Weight of Mold (g): 4234 4234 4234 4234 4234 Weight of Wet Sample (g): 1696 1738 1776 1790 1799 Mold Volume (cm3):942 942 942 942 942 Moisture Content / Density Tare Number:911 909 906 912 907 Weight of Tare & Wet Sample (g): 517.10 509.60 489.30 526.00 516.30 Weight of Tare & Dry Sample (g): 454.30 443.14 417.63 443.04 427.38 Weight of Tare (g):102.00 103.20 102.30 101.30 101.00 Weight of Water (g):62.80 66.46 71.67 82.96 88.92 Weight of Dry Sample (g):352.30 339.94 315.33 341.74 326.38 Wet Density (g/cm3):1.80 1.85 1.89 1.90 1.91 Wet Density (pcf): 112.4 115.1 117.6 118.6 119.2 Moisture Content (%): 17.8 19.6 22.7 24.3 27.2 Dry Density (pcf): 95.4 96.3 95.8 95.4 93.6 Zero Air Voids Moisture Content (%):25.5 28.0 30.5 Dry Unit Weight (pcf):99.8 95.9 92.4 Tested By GB Date 7/8/19 Checked By GEM Date 7/12/19 page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 S:Excell\Excel Qa\Spreadsheets\Proctor.xls DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net SIEVE ANALYSIS ASTM D 422-63 (2007) Client: Smith + Gardner, Inc. Boring No.: 2B3 Client Reference: Gold Hill Landfill Depth (ft): NA Project No.: R-2019-199-001 Sample No.: 2 Lab ID: R-2019-199-001-002 Soil Color: Orange SIEVE ANALYSIS HYDROMETER USCS cobbles gravel sand silt and clay fraction USDA cobbles gravel sand silt clay USCS Summary Sieve Sizes (mm)Percentage Greater Than #4 Gravel 0.76 #4 To #200 Sand 3.92 Finer Than #200 Silt & Clay 95.32 USCS Symbol: CL, TESTED USCS Classification: LEAN CLAY page 1 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls 12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #100 #200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm) DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client:Smith + Gardner, Inc.Boring No.: 2B3 Client Reference: Gold Hill Landfill Depth (ft): NA Project No.: R-2019-199-001 Sample No.: 2 Lab ID:R-2019-199-001-002 Soil Color: Orange Moisture Content of Passing 3/4" Material Moisture Content of Retained 3/4" Material Tare No.:918 Tare No.:NA Wt. of Tare & Wet Sample (g):777.96 Weight of Tare & Wet Sample (g):NA Wt. of Tare & Dry Sample (g):662.24 Weight of Tare & Dry Sample (g):NA Weight of Tare (g):222.77 Weight of Tare (g):NA Weight of Water (g):115.72 Weight of Water (g):NA Weight of Dry Soil (g):439.47 Weight of Dry Soil (g):NA Moisture Content (%):26.3 Moisture Content (%):0.0 Wet Weight of -3/4" Sample (g): 23545 Weight of the Dry Sample (g):439.47 Dry Weight of - 3/4" Sample (g): 18637.4 Weight of Minus #200 Material (g):418.92 Wet Weight of +3/4" Sample (g): 0.00 Weight of Plus #200 Material (g):20.55 Dry Weight of + 3/4" Sample (g): 0.00 Total Dry Weight of Sample (g): 18637.4 Sieve Sieve Weight of Soil Percent Accumulated Percent Accumulated Size Opening Retained Retained Percent Finer Percent Retained Finer (mm)(g)(%) (%)(%)(%) 12" 300 0.00 0.00 0.00 100.00 100.00 6" 150 0.00 0.00 0.00 100.00 100.00 3" 75 0.00 0.00 0.00 100.00 100.00 2" 50 0.00 ( * ) 0.00 0.00 100.00 100.00 1 1/2" 37.5 0.00 0.00 0.00 100.00 100.00 1" 25.0 0.00 0.00 0.00 100.00 100.00 3/4" 19.0 0.00 0.00 0.00 100.00 100.00 1/2" 12.5 0.00 0.00 0.00 100.00 100.00 3/8" 9.50 0.00 0.00 0.00 100.00 100.00 #4 4.75 3.32 0.76 0.76 99.24 99.24 #10 2.00 3.74 0.85 1.61 98.39 98.39 #20 0.85 3.35 ( ** ) 0.76 2.37 97.63 97.63 #40 0.425 3.12 0.71 3.08 96.92 96.92 #60 0.250 2.13 0.48 3.56 96.44 96.44 #140 0.106 1.06 0.24 3.80 96.20 96.20 #200 0.075 3.83 0.87 4.68 95.32 95.32 Pan -418.92 95.32 100.00 -- Notes :( * ) The + 3/4" sieve analysis is based on the Total Dry Weight of the Sample ( ** ) The - 3/4" sieve analysis is based on the Weight of the Dry Sample Tested By RF Date 7/8/19 Checked By GEM Date 7/11/19 page 2 of 2 DCN: CT-S3B, DATE: 7/17/17, REVISION: 9e S:Excel\Excel QA\Spreadsheets\SieveHydJ.xls DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net ATTERBERG LIMITS ASTM D 4318-17 Client:Smith + Gardner, Inc.Boring No.:2B3 Client Reference: Gold Hill Landfill Depth (ft): NA Project No.: R-2019-199-001 Sample No.: 2 Lab ID:R-2019-199-001-002 Soil Description: ORANGE LEAN CLAY Note: The USCS symbol used with this test refers only to the minus No. 40 (Minus No. 40 sieve material, Air dried) sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description . 123M Tare Number:A-M A-K W-S U Wt. of Tare & Wet Sample (g): 29.43 27.71 29.94 L Wt. of Tare & Dry Sample (g):25.32 24.05 25.55 T Weight of Tare (g):15.31 15.48 15.79 I Weight of Water (g):4.1 3.7 4.4 P Weight of Dry Sample (g):10.0 8.6 9.8 O Was As Received MC Preserved:I Moisture Content (%):41.1 42.7 45.0 N Number of Blows:32 24 16 T Plastic Limit Test 1 2 Range Test Results Tare Number:V E Liquid Limit (%): 42 Wt. of Tare & Wet Sample (g): 21.86 21.62 Wt. of Tare & Dry Sample (g): 20.54 20.33 Plastic Limit (%): 25 Weight of Tare (g): 15.20 15.20 Weight of Water (g): 1.3 1.3 Plasticity Index (%): 17 Weight of Dry Sample (g): 5.3 5.1 USCS Symbol: CL Moisture Content (%): 24.7 25.1 -0.4 Note: The acceptable range of the two Moisture Contents is ± 1.12 Flow Curve Plasticity Chart Tested By PW Date 7/10/19 Checked By GEM Date 7/11/19 page 1 of 1 DCN: CTS4B, REV. 8, 5/22/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls Yes 918 ASTM D2216-10 26.1 439.5 114.7 222.77 662.24 776.96 Liquid Limit TestAs Received Moisture Content 20 25 30 35 40 45 50 110100Water Content (%)Number of Blows 0 10 20 30 40 50 60 0 20406080100Plasticity Index (%)Liquid Limit (%) CL CH MH CL-ML ML DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOISTURE - DENSITY RELATIONSHIP ASTM D698-12 Client:Smith + Gardnerm, Inc.Boring No.: 2B3 Client Reference: Gold Hill Landfill Depth (ft): NA Project No.:R-2019-199-001 Sample No.: 2 Lab ID:R-2019-199-001-002 Test Method STANDARD Visual Description: Orange Lean Clay Optimum Water Content (%):19.0 Maximum Dry Density (pcf):103.8 Tested By GB Date 7/8/19 Checked By GEM Date 7/9/19 page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 85 90 95 100 105 110 10 15 20 25 30Density (pcf)Water Content (%) Specific Gravity 2.70 Assumed DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net MOISTURE - DENSITY RELATIONSHIP ASTM D698-12 Client:Smith + Gardnerm, Inc.Boring No.: 2B3 Client Reference: Gold Hill Landfill Depth (ft): NA Project No.:R-2019-199-001 Sample No.: 2 Lab ID:R-2019-199-001-002 Visual Description: Orange Lean Clay Total Weight of the Sample (g): 10000 Test Type:STANDARD As Received Water Content (%): NA Rammer Weight (lb):5.5 Assumed Specific Gravity:2.70 Rammer Drop (in):12 Rammer Type:MECHANICAL Percent Retained on 3/4":0 Machine ID: R606 Percent Retained on 3/8": 1 Mold ID:R607 Percent Retained on #4: NA Mold diameter:4" Oversize Material:Not included Weight of the Mold (g):4291 Procedure Used:B Volume of the Mold (cm3):940 Mold / Specimen Point No.123 4 5 Weight of Mold & Wet Sample (g): 6039 6099 6159 6162 6113 Weight of Mold (g): 4291 4291 4291 4291 4291 Weight of Wet Sample (g): 1748 1809 1869 1871 1823 Mold Volume (cm3):940 940 940 940 940 Moisture Content / Density Tare Number:914 910 904 906 909 Weight of Tare & Wet Sample (g): 307.70 326.00 333.30 305.70 309.00 Weight of Tare & Dry Sample (g): 284.80 295.46 294.73 268.41 267.60 Weight of Tare (g):102.20 102.80 99.30 102.30 103.00 Weight of Water (g):22.90 30.54 38.57 37.29 41.40 Weight of Dry Sample (g):182.60 192.66 195.43 166.11 164.60 Wet Density (g/cm3):1.86 1.92 1.99 1.99 1.94 Wet Density (pcf): 116.1 120.1 124.0 124.2 121.0 Moisture Content (%): 12.5 15.9 19.7 22.4 25.2 Dry Density (pcf): 103.1 103.6 103.6 101.4 96.7 Zero Air Voids Moisture Content (%):21.0 25.3 29.5 Dry Unit Weight (pcf):107.5 100.2 93.8 Tested By GB Date 7/8/19 Checked By GEM Date 7/9/19 page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 15 S:Excell\Excel Qa\Spreadsheets\Proctor.xls DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Client Smith + Gardner, Inc.Boring No.2B1 Client Project Gold Hill Landfill Depth (ft.)NA Project No. R-2019-199-001 Sample No. ST-2B1-1A Lab ID No. R-2019-199-001-003 Visual Description: Orange Clay AVERAGE PERMEABILITY = 2.1E-07 cm/sec @ 20 oC AVERAGE PERMEABILITY = 2.1E-09 m/sec @ 20 oC Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19 Page 1 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eOJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-003 Permometer.xlsm]Sheet1 FLEXIBLE WALL PERMEABILITY TEST PERMOMETER METHOD ASTM D 5084-16a (SOP-S22C) 1.0E-09 1.0E-08 1.0E-07 1.0E-06 1.0E-05 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5PERMEABILITY, cm/secELAPSED TIME, min PERMEABILITY vs. TIME DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Client Smith + Gardner, Inc.Boring No. 2B1 Client Project Gold Hill Landfill Depth (ft.) NA Project No. R-2019-199-001 Sample No. ST-2B1-1A Lab ID No. R-2019-199-001-003 Specific Gravity 2.70 Assumed Sample Condition Undisturbed Visual Description: Orange Clay Permeant Type: Deaired Tap Water MOISTURE CONTENT:BEFORE TEST AFTER TEST Tare Number 859 TB-05 Wt. of Tare & WS (gm.)519.12 474.4 Wt. of Tare & DS (gm.)443.00 403.17 Wt. of Tare (gm.)134.26 135.6 Wt. of Water (gm.)76.12 71.23 Wt. of DS (gm.)308.74 267.57 Moisture Content (%)24.7 26.6 SPECIMEN:BEFORE TEST AFTER TEST Wt. of Tube & WS (gm.)619.18 NA Wt. of Tube (gm.)0.00 NA Wt. of WS (calc.) (gm.)619.18 628.95 Length 1 (in.)3.106 3.084 Length 2 (in.)3.122 3.064 Length 3 (in.)3.116 3.077 Top Diameter (in.)2.817 2.869 Middle Diameter (in.)2.819 2.848 Bottom Diameter (in.)2.837 2.838 Average Length (in.)3.11 3.07 Average Area (in.2 )6.27 6.39 Sample Volume (cm3 )319.77 321.76 Unit Wet Wt. (gm./ cm 3 )1.936 1.955 Unit Wet Wt. (pcf )120.9 122.0 Unit Dry Wt. (pcf )97.0 96.4 Unit Dry Wt. (gm./ cm 3 )1.553 1.544 Void Ratio, e 0.738 0.749 Porosity, n 0.425 0.428 Pore Volume (cm3 )135.8 137.8 Total Wt. Of Sample After Test 622.73 Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19 Page 2 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-003 Permometer.xlsm]Sheet1 FLEXIBLE WALL PERMEABILITY TEST PERMOMETER METHOD ASTM D 5084-16a (SOP-S22C) DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Client Smith + Gardner, Inc.Boring No.2B1 Client Project Gold Hill Landfill Depth (ft.)NA Project No. R-2019-199-001 Sample No. ST-2B1-1A Lab ID No.R-2019-199-001-003 Test Pressures Final Sample Dimensions Cell Pressure(psi)55.0 Sample Length (cm), L 7.81 Back Pressure(psi)50.0 Sample Area (cm2 ), A 41.20 Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142 Response (%) 100 Annulus Area (cm2 ), aa 0.76712 Equilibrium Level (cm), R eq 1 AVERAGE PERMEABILITY = 2.1E-07 cm/sec @ 20 oC AVERAGE PERMEABILITY = 2.1E-09 m/sec @ 20 oC DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL TIME READI NG GRADIENT PERMEABILITY tRp i @ 20oC (mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec) 7/10/19 14 39 56 39.93 0.000 9.5 14.2 25.4 NA 7/10/19 14 40 15 40.25 0.317 9.4 14.0 25.4 2.5E-07 7/10/19 14 40 33 40.55 0.617 9.3 13.9 25.4 2.7E-07 7/10/19 14 40 52 40.87 0.933 9.2 13.7 25.4 2.6E-07 7/10/19 14 41 13 41.22 1.283 9.1 13.5 25.4 2.3E-07 7/10/19 14 41 34 41.57 1.633 9.0 13.4 25.4 2.4E-07 7/10/19 14 41 58 41.97 2.033 8.9 13.2 25.4 2.1E-07 7/10/19 14 42 22 42.37 2.433 8.8 13.0 25.4 2.1E-07 7/10/19 14 42 45 42.75 2.817 8.7 12.9 25.4 2.3E-07 7/10/19 14 43 10 43.17 3.233 8.6 12.7 25.4 2.1E-07 Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19 Page 3 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-003 Permometer.xlsm]Sheet1 TIME FLEXIBLE WALL PERMEABILITY TEST PERMOMETER METHOD ASTM D 5084-16a (SOP-S22C) DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Client Smith + Gardner, Inc.Boring No.2B3 Client Project Gold Hill Landfill Depth (ft.)NA Project No. R-2019-199-001 Sample No. ST-2B3-2A Lab ID No. R-2019-199-001-004 Visual Description: Brown Clay AVERAGE PERMEABILITY = 4.8E-07 cm/sec @ 20 oC AVERAGE PERMEABILITY = 4.8E-09 m/sec @ 20 oC Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19 Page 1 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eOJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-004 Permometer.xlsm]Sheet1 FLEXIBLE WALL PERMEABILITY TEST PERMOMETER METHOD ASTM D 5084-16a (SOP-S22C) 1.0E-09 1.0E-08 1.0E-07 1.0E-06 1.0E-05 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5PERMEABILITY, cm/secELAPSED TIME, min PERMEABILITY vs. TIME DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Client Smith + Gardner, Inc.Boring No. 2B3 Client Project Gold Hill Landfill Depth (ft.) NA Project No. R-2019-199-001 Sample No. ST-2B3-2A Lab ID No. R-2019-199-001-004 Specific Gravity 2.70 Assumed Sample Condition Undisturbed Visual Description: Brown Clay Permeant Type: Deaired Tap Water MOISTURE CONTENT:BEFORE TEST AFTER TEST Tare Number 858 TB-06 Wt. of Tare & WS (gm.)627.60 575.61 Wt. of Tare & DS (gm.)566.01 492.84 Wt. of Tare (gm.)137.21 134.88 Wt. of Water (gm.)61.59 82.77 Wt. of DS (gm.)428.80 357.96 Moisture Content (%)14.4 23.1 SPECIMEN:BEFORE TEST AFTER TEST Wt. of Tube & WS (gm.)639.37 NA Wt. of Tube (gm.)0.00 NA Wt. of WS (calc.) (gm.)639.37 688.34 Length 1 (in.)3.081 3.099 Length 2 (in.)3.116 3.090 Length 3 (in.)3.132 3.132 Top Diameter (in.)2.865 2.893 Middle Diameter (in.)2.869 2.911 Bottom Diameter (in.)2.889 2.877 Average Length (in.)3.11 3.11 Average Area (in.2 )6.49 6.58 Sample Volume (cm3 )330.66 334.80 Unit Wet Wt. (gm./ cm 3 )1.934 2.056 Unit Wet Wt. (pcf )120.7 128.3 Unit Dry Wt. (pcf )105.5 104.2 Unit Dry Wt. (gm./ cm 3 )1.691 1.670 Void Ratio, e 0.597 0.617 Porosity, n 0.374 0.382 Pore Volume (cm3 )123.6 127.7 Total Wt. Of Sample After Test 666.00 Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19 Page 2 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-004 Permometer.xlsm]Sheet1 FLEXIBLE WALL PERMEABILITY TEST PERMOMETER METHOD ASTM D 5084-16a (SOP-S22C) DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Client Smith + Gardner, Inc.Boring No.2B3 Client Project Gold Hill Landfill Depth (ft.)NA Project No. R-2019-199-001 Sample No. ST-2B3-2A Lab ID No.R-2019-199-001-004 Test Pressures Final Sample Dimensions Cell Pressure(psi)55.0 Sample Length (cm), L 7.89 Back Pressure(psi)50.0 Sample Area (cm2 ), A 42.42 Eff. Cons. Pressure(psi) 5.0 Pipette Area (cm2 ), ap 0.03142 Response (%) 100 Annulus Area (cm2 ), aa 0.76712 Equilibrium Level (cm), R eq 1 AVERAGE PERMEABILITY = 4.8E-07 cm/sec @ 20 oC AVERAGE PERMEABILITY = 4.8E-09 m/sec @ 20 oC DATE ELAPSED PIPETTE INCREMENT TEMP. INCREMENTAL TIME READI NG GRADIENT PERMEABILITY tRp i @ 20oC (mm/dd/yy) (hr) (min) (sec) (min) (min) (cm) (cm/cm)( oC)(cm/sec) 7/10/19 14 53 21 53.35 0.000 10.0 14.9 25.5 NA 7/10/19 14 53 35 53.58 0.233 9.8 14.6 25.5 6.3E-07 7/10/19 14 53 51 53.85 0.500 9.6 14.2 25.5 5.7E-07 7/10/19 14 54 7 54.12 0.767 9.4 13.9 25.5 5.8E-07 7/10/19 14 54 26 54.43 1.083 9.2 13.6 25.5 5.0E-07 7/10/19 14 54 46 54.77 1.417 9.0 13.2 25.5 4.9E-07 7/10/19 14 55 7 55.12 1.767 8.8 12.9 25.5 4.7E-07 7/10/19 14 55 28 55.47 2.117 8.6 12.6 25.5 4.9E-07 7/10/19 14 55 50 55.83 2.483 8.4 12.2 25.5 4.8E-07 7/10/19 14 56 13 56.22 2.867 8.2 11.9 25.5 4.7E-07 7/10/19 14 56 36 56.60 3.250 8.0 11.6 25.5 4.8E-07 Tested By: MY Date: 7/10/19 Checked By: GEM Date: 7/11/19 Page 3 of 3 DCN: CT-22A DATE: 8/28/17 REVISION: 5eJECTS\SMITH+GARDNER\2019-199 SMITH+GARDNER GOLD HILL LF\[2019-199-001-004 Permometer.xlsm]Sheet1 TIME FLEXIBLE WALL PERMEABILITY TEST PERMOMETER METHOD ASTM D 5084-16a (SOP-S22C) DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Wednesday 9/18/19 2 1 of 2 Arrived:10:30 AM Departed:12:45 PM Temperature: Excavator ▪ ▪ ▪ ▪ ▪ ▪ ▪ ▪ Date: 9/18/19 MPS Date:9/19/19 Day: Date: Log No.: Page: Daily Field Report Project Name:Gold Hill C&D Landfill Project No.:2019-199 Client Name:SMITH&GARDNER Client Contact:Michael Brinchek Site Location:Asheboro, NC Time on Site: General Contractor:N.A.Superintendent:N.A. Other Firms / Sub-Contractor Represented On Site Firm / Sub-Contractor Representative's Name and Title Smith + Gardner Spencer Hollomon, P.E. Weather Conditions:Partly Cloudy 70 Contractor's Equipment: Contractor's Personnel:1 Description of Daily Activities & Events Geotechnics representative, Erik Lindquist, arrived on site. Geotechnics Rep. preformed the following test in locations specified by P.E. Spencer Hollomon. Nuclear Density tests at 12-18", 12-6", 6-0" and 2-0" and a DC (DC-3) for the 2" test at 2B-2. Nuclear Density test at 6" and DC-4 at 2B-2 B. DC-5 at 2B-4, top layer. Nuclear Density tests were not taken at locations 2B-4 and 2B-5 because Spencer Hollomon and geotechnics rep determined that the high mica content of the areas soils was interfering with the gauges readings. DC-6 at 2B-5, top layer. Geotechnics rep departed site. Checked By:Prepared By: EL DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Wednesday 9/18/19 2 2 of 2 Arrived:10:30 AM Departed:12:45 PM Date:9/18/19 MPS Date:9/19/19Prepared By: EL Checked By: 2B-5 2B-2 and 2B-2 B 2B-4 General Contractor:N.A.Superintendent:N.A. Description of Photo Client Name:SMITH&GARDNER Client Contact:Michael Brinchek Site Location:Asheboro, NC Time on Site: Day: Date: Log No.: Page: Daily Field Report Project Name:Gold Hill C&D Landfill Project No.:2019-199 DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Smith + Gardner Gold Hill C&D Landfill Report Number :Geotechnics Representative :Page :1 of 1 Date (s) :Reviewed By :MPS Date :9/19/19 Contractor : Borrow Source : MDD pcf Opt. %M WD (pcf)% M DD (pcf)% C % Req. ND-3 2B-2 18-12"6"199-001-001 96.3 19.7 109.3 15.5 94.6 98.3%95.0% ND-4 2B-2 12-6"6"199-001-001 96.3 19.7 110.0 18.0 93.2 96.8%95.0% ND-5 2B-2 6-0"6"199-001-001 96.3 19.7 106.3 15.4 92.1 95.7%95.0% ND-6 2B-2 Top 2"199-001-001 96.3 19.7 109.0 18.1 92.3 95.8%95.0% DC-3 2B-2 Top NA 199-001-001 96.3 19.7 108.2 16.8 92.6 96.2%95.0% ND-7 2B-2 B 6-0"6"199-001-002 103.8 19.0 117.2 13.8 103.0 99.2%95.0% DC-4 2B-2 B 6-0"NA 199-001-002 103.8 19.0 118.9 14.9 103.5 99.7%95.0% DC-5 2B-4 6-0"NA 199-001-002 103.8 19.0 120.3 21.2 99.3 95.6%95.0% DC-6 2B-5 6-0"NA 199-001-001 96.3 19.7 112.1 20.5 93.0 96.6%95.0% 343035717 1949 Test Number 657 Client: Project Name : Project Number : 2019-199 9/18/19 Proctor I.D. No. Field Density Report Compaction Equipment : SFDR-02 Erik Lindquist Measured In Place Compaction NA Test Location On Site Elevation/ Lift Comments NA Rod Depth Proctor Data Gauge Number Gauge Model Density Count Moisture Count DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net Report Number : Date (s) : Test Information Test Number :DC-03 DC-04 DC-05 DC-06 Nuclear Test Number :ND-6 ND-7 NA NA Location:2B-2 2B-2 B 2B-4 2B-5 Depth (ft):2"0-6"0-6"0-6" Date :9/18/19 9/18/19 9/18/19 9/18/19 Cylinder ID 1 1 1 1 Weight of Cylinder (lbs.)1.31 1.31 1.31 1.31 Volume of Cylinder (ft³)0.033 0.033 0.033 0.033 Specimen Wt. of Cylinder & WS (lbs.)4.88 5.23 5.28 5.01 Wt. of Cylinder (lbs.)1.31 1.31 1.31 1.31 Wt. of WS 3.57 3.92 3.97 3.70 Cylinder Volume (ft³)0.033 0.033 0.033 0.033 Tare Number 861 858 855 856 Wt. of Tare & WS (gm)243.43 309.31 298.64 239.16 Wt. of Tare & DS (gm)228.44 286.96 270.15 221.77 Wt. of Tare (gm)139.24 137.23 135.82 137.02 Wt. of Water (gm)14.99 22.35 28.49 17.39 Wt. of DS (gm)89.20 149.73 134.33 84.75 Wet Density (pcf):108.2 118.9 120.3 112.1 Moisture Content (%):16.8 14.9 21.2 20.5 Dry Density (pcf):92.7 103.5 99.3 93.0 Geotechnics Representative :EL Date: 9/19/19 SFDR-02 Checked By: MPS Drive Cylinder - ASTM D 2937 Mold Moisture / Density 9/18/19 Project Number :2019-199 Client: Project Name : Smith & Gardner Gold Hill C&D Landfill DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Maximum dry density = 97 pcf Optimum moisture = 21 % 5768.0 5855.0 5899.0 5914.0 5925.0 4110.0 4110.0 4110.0 4110.0 4110.0 725.4 789.5 866.5 794.9 581.0 654.4 707.8 760.7 695.0 518.3 239.6 293.7 293.2 289.8 290.8 17.1 19.7 22.6 24.7 27.6 93.7 96.4 96.5 95.8 94.1 WM + WS WM WW + T #1 WD + T #1 TARE #1 WW + T #2 WD + T #2 TARE #2 MOISTURE DRY DENSITY Tested By Preparation Method Hammer Wt. Hammer Drop Number of Layers Blows per Layer Mold Size Test Performed on Material Passing Sieve NM LL PI Sp.G. (ASTM D 854) %>#4 %<No.200 USCS AASHTO Date Sampled Date Tested AASHTO T 99-15 Method A Standard Method B 5.5 lb. 12 in. three 25 0.03333 cu. ft. #4 12.2 ND ML (vis)ND 8/24/17 8/26/17 CS Light Reddish Brown Sandy SILT 6468177115 AL Morton ND = Not Determined vis = visual SPF Lab Director Test Specification: TESTING DATA TEST RESULTS Material Description Remarks: Project No.Client: Project: Source: 17-084 Depth: Bulk 18"-36"Sample No.: 17-084 Checked by: Title: Figure 17/085 - B-2 Curve No.Dry density, pcf93 94 95 96 97 98 Water content, % 15 17.5 20 22.5 25 27.5 30 21%, 97 pcf 1 2 3 4 5 6 ASTM D 698-12e2015 Gold Hill CDLF DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Maximum dry density = 108 pcf Optimum moisture = 12 % 5790.0 5845.0 5904.0 5948.0 5952.0 4110.0 4110.0 4110.0 4110.0 4110.0 691.3 820.1 719.7 836.1 1050.2 672.8 779.8 680.1 774.5 952.6 294.0 240.4 290.1 290.8 293.4 4.9 7.5 10.2 12.7 14.8 105.9 106.8 107.7 107.8 106.1 WM + WS WM WW + T #1 WD + T #1 TARE #1 WW + T #2 WD + T #2 TARE #2 MOISTURE DRY DENSITY Tested By Preparation Method Hammer Wt. Hammer Drop Number of Layers Blows per Layer Mold Size Test Performed on Material Passing Sieve NM LL PI Sp.G. (ASTM D 854) %>#4 %<No.200 USCS AASHTO Date Sampled Date Tested AASHTO T 99-15 Method A Standard Method A 5.5 lb. 12 in. three 25 0.03333 cu. ft. #4 ND ND ND SM (vis)ND 8/17/17 8/18/17 CS Olive Brown Silty SAND 6468177115 AL Morton ND = Not Determined vis = visual SPF Lab Director Test Specification: TESTING DATA TEST RESULTS Material Description Remarks: Project No.Client: Project: Source: 17/080 Depth: Bulk Sample No.: 17/080 Checked by: Title: Figure 17/080 Curve No.Dry density, pcf105 106 107 108 109 110 Water content, % 2.5 5 7.5 10 12.5 15 17.5 12%, 108 pcf 1 2 3 4 5 6 ASTM D 698-12e2015 Gold Hill CDLF DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net DIRECT SHEAR ASTM D 3080-11 Client Amec Foster Wheeler Boring No. N/A Client Reference Gold Hill Final Cover Cert. - 6468177115 Depth (ft) 24-36" Project No.R-2017-817-001 Sample No. DS-1 Lab ID R-2017-817-001-008 Visual Description LIGHT REDDISH BROWN Sandy SILT (-#4 MATERIAL) Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Maximum Shear Normal Stress (psi)Stress (psi) Overall Regression Analysis 2.21 (1)1.74 Slope = 0.57 2.49 (2)3.47 C = 0.92 5.05 (3)6.94 Φ =29.9 degrees Selected Shear Normal Points Stress (psi) Stress (psi)Selected Points Regression 1 2.21 1.74 Slope = 0.55 3 5.05 6.94 C = 1.26 Φ =28.7 degrees Note: Graph not to scale Tested By MY Date Approved By MPS Date 9/7/17 page 1 of 5 DCN: CT-S26 DATE: 01/27/06 REV: 4 Z:\2017 PROJECTS\2017-817 AMECFW - GOLD HILL FINAL COVER CERT\[2017-817-001-008 Direct3.xls]FinalPlot 9/7/17 0 1 2 3 4 5 6 7 012345678910Shear Stress (psi)Normal Stress (psi) SHEAR STRESS vs. NORMAL STRESS C = Φ =O 1.26 28.7 DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net DIRECT SHEAR ASTM D 3080-11 Client Amec Foster Wheeler Boring No. N/A Client Reference Gold Hill Final Cover Cert. - 6468177115 Depth (ft) 24-36" Project No.R-2017-817-001 Sample No. DS-1 Lab ID R-2017-817-001-008 Visual Description LIGHT REDDISH BROWN Sandy SILT (-#4 MATERIAL) Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED Tested By MY Date 9/7/17 Approved By MPS Date 9/7/17 page 2 of 5 DCN: CT-S26 DATE: 01/27/06 REV: 4 Z:\2017 PROJECTS\2017-817 AMECFW - GOLD HILL FINAL COVER CERT\[2017-817-001-008 Direct3.xls]FinalPlot 0.0 1.0 2.0 3.0 4.0 5.0 6.0 0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400 0.450 0.500Shear Stress (psi)Horizontal Displacement (in) SHEAR STRESS vs. HORIZONTAL DISPLACEMENT 1.74 psi 3.47 psi 6.94 psi DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net DIRECT SHEAR ASTM D 3080-11 Client Amec Foster Wheeler Boring No. N/A Client Reference Gold Hill Final Cover Cert. - 6468177115 Depth (ft) 24-36" Project No.R-2017-817-001 Sample No. DS-1 Lab ID R-2017-817-001-008 Visual Description LIGHT REDDISH BROWN Sandy SILT (-#4 MATERIAL) Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED SHEAR BOX DATA Wt.of Wet Specimen & Ring(gm) 113.34 Specific Gravity ( Assumed )2.70 Weight of Ring (gm)0 Volume of Solids(cc)35.2 Weight of Wet Specimen (gm) 113.34 Initial Consolidation Reading (in.)0 Initial Specimen Height(in)0.75 Final Consolidation Reading (in.)0.00379 Specimen Diameter(in)2.5 Corrected Final Cons. Reading (in.)0.0010 Wet Density(pcf)117.3 Void Ratio Before Consolidation 0.72 Dry Density(pcf)98.2 Void Ratio After Consolidation 0.71 Moisture Content Before Test After Test Testing Parameters Tare ID TB-04 806 Wt. Wet Soil & Tare (gm)336.83 224.26 Normal Stress(psi)1.74 Wt. Dry Soil & Tare (gm)303.98 192.73 Wt. Tare (gm)134.86 99.73 Strain Rate(in/min)0.002 Wt. of Water (gm)32.85 31.53 Wt. of Dry Soil (gm)169.12 93 Machine Deflection(in.)0.0028 Moisture Content (%) 19.4 33.9 Vertical Horizontal Proving Ring Shear Vertical Displacement Shear To Displacement Deflection Stress Reading (+)incr,(-)decr Normal (in) (in) (psi)(inches)(inches)Ratio 0.000 0.0000 0.00 0.0000 0.0000 0.00 0.000 0.0005 0.87 -0.0005 0.0005 0.50 0.001 0.0013 1.90 -0.0019 0.0019 1.09 0.006 0.0016 2.21 -0.0036 0.0036 1.27 0.016 0.0012 1.83 -0.0061 0.0061 1.05 0.026 0.0011 1.60 -0.0060 0.0060 0.92 0.037 0.0010 1.54 -0.0061 0.0061 0.89 0.052 0.0009 1.42 -0.0065 0.0065 0.81 0.072 0.0009 1.39 -0.0061 0.0061 0.80 0.082 0.0009 1.37 -0.0060 0.0060 0.79 0.092 0.0009 1.36 -0.0060 0.0060 0.78 0.108 0.0008 1.35 -0.0062 0.0062 0.77 0.128 0.0008 1.33 -0.0065 0.0065 0.76 0.144 0.0007 1.22 -0.0067 0.0067 0.70 0.174 0.0008 1.23 -0.0075 0.0075 0.71 0.205 0.0007 1.19 -0.0076 0.0076 0.68 0.245 0.0007 1.19 -0.0079 0.0079 0.69 0.295 0.0007 1.22 -0.0076 0.0076 0.70 0.344 0.0008 1.29 -0.0074 0.0074 0.74 0.393 0.0008 1.33 -0.0074 0.0074 0.76 0.432 0.0009 1.36 -0.0074 0.0074 0.78 Tested By MY Date 8/31/17 Input Checked By GEM Date 9/7/17 page 3 of 5 DCN: CT-S26 DATE: 01/27/06 REV: 4 Z:\2017 PROJECTS\2017-817 AMECFW - GOLD HILL FINAL COVER CERT\[2017-817-001-008 Direct3.xls]FinalPlot 7.9 6.7 7.6 6.9 6.5 6.0 6.0 5.8 6.8 6.7 6.7 6.6 6.0 6.4 5.9 6.5 Shear 9.3 10.9 9.0 Force (lbs) 0.0 4.3 DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net DIRECT SHEAR ASTM D 3080-11 Client Amec Foster Wheeler Boring No. N/A Client Reference Gold Hill Final Cover Cert. - 6468177115 Depth (ft) 24-36" Project No.R-2017-817-001 Sample No. DS-1 Lab ID R-2017-817-001-008 Visual Description LIGHT REDDISH BROWN Sandy SILT (-#4 MATERIAL) Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED SHEAR BOX DATA Wt.of Wet Specimen & Ring(gm) 113.34 Specific Gravity ( Assumed )2.70 Weight of Ring (gm)0 Volume of Solids(cc)35.2 Weight of Wet Specimen (gm) 113.34 Initial Consolidation Reading (in.)0 Initial Specimen Height(in)0.75 Final Consolidation Reading (in.)0.00734 Specimen Diameter(in)2.5 Corrected Final Cons. Reading (in.)0.0030 Wet Density(pcf)117.3 Void Ratio Before Consolidation 0.72 Dry Density(pcf)98.2 Void Ratio After Consolidation 0.71 Moisture Content Before Test After Test Testing Parameters Tare ID TB-04 834 Wt. Wet Soil & Tare (gm)336.83 388.82 Normal Stress(psi)3.47 Wt. Dry Soil & Tare (gm)303.98 353.82 Wt. Tare (gm)134.86 260.42 Strain Rate(in/min)0.002 Wt. of Water (gm)32.85 35 Wt. of Dry Soil (gm)169.12 93.4 Machine Deflection(in.)0.0044 Moisture Content (%) 19.4 37.5 Vertical Horizontal Proving Ring Shear Vertical Displacement Shear To Displacement Deflection Stress Reading (+)incr,(-)decr Normal (in) (in) (psi)(inches)(inches) Ratio 0.000 0.0000 0.00 0.0000 0.0000 0.00 0.000 0.0009 1.42 -0.0010 0.0010 0.41 0.000 0.0014 2.02 -0.0021 0.0021 0.58 0.004 0.0017 2.35 -0.0034 0.0034 0.68 0.014 0.0018 2.48 -0.0058 0.0058 0.71 0.024 0.0018 2.48 -0.0076 0.0076 0.72 0.034 0.0018 2.49 -0.0090 0.0090 0.72 0.049 0.0018 2.48 -0.0107 0.0107 0.71 0.069 0.0017 2.45 -0.0123 0.0123 0.71 0.079 0.0017 2.44 -0.0130 0.0130 0.70 0.089 0.0017 2.43 -0.0137 0.0137 0.70 0.104 0.0016 2.28 -0.0145 0.0145 0.66 0.124 0.0016 2.32 -0.0154 0.0154 0.67 0.139 0.0016 2.27 -0.0159 0.0159 0.65 0.169 0.0016 2.23 -0.0164 0.0164 0.64 0.199 0.0016 2.22 -0.0167 0.0167 0.64 0.240 0.0016 2.21 -0.0170 0.0170 0.64 0.290 0.0015 2.18 -0.0172 0.0172 0.63 0.339 0.0015 2.18 -0.0173 0.0173 0.63 0.389 0.0015 2.15 -0.0175 0.0175 0.62 0.426 0.0015 2.13 -0.0175 0.0175 0.61 Tested By MY Date 9/2/17 Input Checked By GEM Date 9/7/17 page 4 of 5 DCN: CT-S26 DATE: 01/27/06 REV: 4 Z:\2017 PROJECTS\2017-817 AMECFW - GOLD HILL FINAL COVER CERT\[2017-817-001-008 Direct3.xls]FinalPlot 10.9 10.7 11.9 11.2 10.9 10.9 11.4 11.1 10.7 10.6 10.5 12.2 12.2 12.0 12.0 9.9 11.6 12.2 12.2 0.0 7.0 Shear Force (lbs) DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone (919) 876-0405 • Fax (919) 876-0460 • www.geotechnics.net DIRECT SHEAR ASTM D 3080-11 Client Amec Foster Wheeler Boring No. N/A Client Reference Gold Hill Final Cover Cert. - 6468177115 Depth (ft) 24-36" Project No.R-2017-817-001 Sample No. DS-1 Lab ID R-2017-817-001-008 Visual Description LIGHT REDDISH BROWN Sandy SILT (-#4 MATERIAL) Sample Conditions:REMOLDED, INUNDATED AND DOUBLE DRAINED SHEAR BOX DATA Wt.of Wet Specimen & Ring(gm) 113.34 Specific Gravity ( Assumed )2.70 Weight of Ring (gm)0 Volume of Solids(cc)35.1 Weight of Wet Specimen (gm) 113.34 Initial Consolidation Reading (in.)0 Initial Specimen Height(in)0.75 Final Consolidation Reading (in.)0.01411 Specimen Diameter(in)2.5 Corrected Final Cons. Reading (in.)0.0082 Wet Density(pcf)117.3 Void Ratio Before Consolidation 0.72 Dry Density(pcf)98.0 Void Ratio After Consolidation 0.70 Moisture Content Before Test After Test Testing Parameters Tare ID SS-3 TB-10 Wt. Wet Soil & Tare (gm)298.61 258.13 Normal Stress(psi)6.94 Wt. Dry Soil & Tare (gm)266.04 227.49 Wt. Tare (gm)100.33 134.28 Strain Rate(in/min)0.002 Wt. of Water (gm)32.57 30.64 Wt. of Dry Soil (gm)165.71 93.21 Machine Deflection(in.)0.0060 Moisture Content (%) 19.7 32.9 Vertical Horizontal Proving Ring Shear Vertical Displacement Shear To Displacement Deflection Stress Reading (+)incr,(-)decr Normal (in) (in) (psi)(inches)(inches) Ratio 0.000 0.0000 0.00 0.0000 0.0000 0.00 0.002 0.0017 2.41 0.0000 0.0000 0.35 0.005 0.0028 3.69 -0.0002 0.0002 0.53 0.008 0.0034 4.42 -0.0003 0.0003 0.64 0.017 0.0038 4.90 0.0000 0.0000 0.71 0.027 0.0039 5.05 -0.0001 0.0001 0.73 0.037 0.0038 4.94 -0.0004 0.0004 0.71 0.053 0.0033 4.38 -0.0006 0.0006 0.63 0.073 0.0031 4.07 -0.0006 0.0006 0.59 0.083 0.0030 3.99 -0.0006 0.0006 0.58 0.093 0.0030 3.93 -0.0006 0.0006 0.57 0.108 0.0029 3.81 -0.0007 0.0007 0.55 0.129 0.0028 3.79 -0.0008 0.0008 0.55 0.144 0.0028 3.78 -0.0009 0.0009 0.55 0.174 0.0028 3.73 -0.0013 0.0013 0.54 0.205 0.0027 3.64 -0.0019 0.0019 0.52 0.245 0.0026 3.54 -0.0024 0.0024 0.51 0.295 0.0026 3.47 -0.0027 0.0027 0.50 0.344 0.0025 3.42 -0.0028 0.0028 0.49 0.394 0.0025 3.36 -0.0024 0.0024 0.48 0.425 0.0025 3.34 -0.0021 0.0021 0.48 Tested By MY Date 8/29/17 Input Checked By GEM Date 9/7/17 page 5 of 5 DCN: CT-S26 DATE: 01/27/06 REV: 4 Z:\2017 PROJECTS\2017-817 AMECFW - GOLD HILL FINAL COVER CERT\[2017-817-001-008 Direct3.xls]FinalPlot 16.5 16.4 19.3 18.7 16.8 18.6 18.6 18.3 17.9 17.4 17.0 24.1 24.8 20.0 19.6 24.3 21.5 0.0 11.8 18.1 21.7 Shear Force (lbs) DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 This page intentionally left blank. DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Attachment 4 Photologs Response to Comments Dated September 26, 2018 Phase 2B Partial Closure Gold Hill Road C&D Landfill DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 This page intentionally left blank. DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 1 of 8 Photo No. 1 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-1-1 Test Depth – 0-6” Dry Density – 85.5 lb/ft3 Percent Compaction – 88.3% Photo No. 2 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-1-2 Test Depth – 6”-12” Dry Density – 85.2 lb/ft3 Percent Compaction – 88.0% DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 2 of 8 Photo No. 3 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-1-3 Test Depth – 12”-18” Dry Density – 84.6 lb/ft3 Percent Compaction – 87.4% Photo No. 4 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-2-1 Test Depth – 0-6” Dry Density – 90.2 lb/ft3 Percent Compaction – 93.2% DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 3 of 8 Photo No. 5 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-2-2 Test Depth – 6”-12” Dry Density – 82.9 lb/ft3 Percent Compaction – 85.6% Photo No. 6 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-2-3 Test Depth – 12”-18” Dry Density – 82.7 lb/ft3 Percent Compaction – 85.4% DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 4 of 8 Photo No. 7 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-3-1 Test Depth – 0-6” Dry Density – 98.6 lb/ft3 Percent Compaction – 91.3% Photo No. 8 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-3-2 Test Depth – 6”-12” Dry Density – 104.3 lb/ft3 Percent Compaction – 96.6% DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 5 of 8 Photo No. 9 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-3-3 Test Depth – 12”-18” Dry Density – 106.1 lb/ft3 Percent Compaction – 98.2 Photo No. 10 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-4-1 Test Depth – 0-6” Dry Density – 95.1 lb/ft3 Percent Compaction – 98.2 DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 6 of 8 Photo No. 11 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-4-2 Test Depth – 6”-12” Dry Density – 92.8 lb/ft3 Percent Compaction – 95.9% Photo No. 12 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-4-3 Test Depth – 12”-18” Dry Density – 91.7 lb/ft3 Percent Compaction – 94.7% DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 7 of 8 Photo No. 13 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-5-1 Test Depth – 0-6” Dry Density – 90.0 lb/ft3 Percent Compaction – 93.0% Photo No. 14 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-5-2 Test Depth – 6”-12” Dry Density – 86.6 lb/ft3 Percent Compaction – 89.5% DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 8 of 8 Photo No. 15 Date: 12/12/17 Description: Phase 2B CSL Testing Location – 2B-5-3 Test Depth – 12”-18” Dry Density – 88.1 lb/ft3 Percent Compaction – 91.0% DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 1 of 6 Photo No. 1 Date: 6/6/18 Description: Phase 2B CSL Testing Location – 2B-1-1 VSB Thickness –18” Photo No. 2 Date: 6/6/18 Description: Phase 2B CSL Testing Location – 2B-1-2 Total VSB and CSL Thickness – 36” VSL VSL DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 2 of 6 Photo No. 3 Date: 6/6/18 Description: Phase 2B CSL Testing Location – 2B-2-1 VSB Thickness – 18.5” Photo No. 4 Date: 6/6/18 Description: Phase 2B CSL Testing Location – 2B-1-2 Total VSB and CSL Thickness – 36.5” VSL VSL DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 3 of 6 Photo No. 5 Date: 6/6/18 Description: Phase 2B CSL Testing Location – 2B-3-1 VSB Thickness –18” Photo No. 6 Date: 6/618 Description: Phase 2B CSL Testing Location – 2B-1-2 Total VSB and CSL Thickness – 37” VSL VSL DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 4 of 6 Photo No. 7 Date: 6/6/18 Description: Phase 2B CSL Testing Location – 2B-4-1 VSB Thickness – 20” Photo No. 8 Date: 6/6/18 Description: Phase 2B CSL Testing Location – 2B-1-2 Total VSB and CSL Thickness – 36” VSL VSL DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 5 of 6 Photo No. 9 Date: 6/6/18 Description: Phase 2B CSL Testing Location – 2B-5-1 VSB Thickness – 21” VSL DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PHOTOGRAPHIC LOG Project Name: Gold Hill CDLF Phase 2B Cover Certification Project Number: 6468-17-7115 Site Location: Asheboro, NC P:\COMM-IND\PROJECTS\CLIENTS G TO L\GOLD HILL ROAD CDLF\6468-17-7115 FINAL COVER CERT Page 6 of 6 Photo No. 10 Date: 6/6/18 Description: Phase 2B CSL Testing Location – 2B-5-2 VSB Thickness – 39” VSL DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 Attachment 5 Calculations Response to Comments Dated September 26, 2018 Phase 2B Partial Closure Gold Hill Road C&D Landfill DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 This page intentionally left blank. DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 ADDRESS TEL WEB PROJECT SHEET 1 OF 2 DATE COMPUTED BY SUBJECT JOB #CHECKED BY OBJECTIVE: REFERENCE: REQUIREMENTS: ANALYSIS: 1.Treat the final cover as an infinite slope and use the following equation: (Matasovic, 1991) where:FS =factor of safety against shallow veneer failure k s = γ c =unit weight of final cover material(s) (pcf) γw =unit weight of water (62.4 pcf) (pcf) c =cohesion/adhesion along assumed failure surface (psf) d =interface friction angle along assumed failure surface (degrees)Z c =depth of final cover (depth to failure surface) (ft) dw = β =slope angle of final cover (degrees) 2.Determine minimum interface shear strength as follows: where:t =interface shear strength (lbs) s =normal load (psf) d =interface friction angle (min. value from analysis or greater) c =cohesion/adhesion (min. value from analysis or greater) seismic coefficient (= 0 for static conditions) (= peak ground acceleration for seismic conditions) depth to seepage surface (assumed parallel to slope) (ft) *Note: Based on an allowable LFG pressure of 6 inch-w.c. (= 31.2 psf), the use of a depth to seepage of 1.5 feet or less (for evaluation of interfaces above the geomembrane) will satisfy the evaluation for LFG pressure against the bottom of the geomembrane as well. 14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com Gold Hill Road C&D Landfill To determine the interface shear strength requirements for the final cover system veneer to satisfy the required factor(s) of safety against sliding. FSmin(Static) = 1.5 FSmin(Seismic) = 1.0 (If Applicable) 10/7/2019 SWH Veneer Stability Evaluation GOLDHILL-19-1 WMB Matasovic, N. (1991), “Selection of Method for Seismic Slope Stability Analysis,” Proc. 2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, St. Louis, Vol. 2, pp.1057-1062. ()()() FS sistingForce DrivingForce c z zd z k k cc w c w cc s s == +--Ø ºŒ ø ßœ- + Re cos tan tan tan tan g b d g g b d b 2 1 ()u zdwcw=-g ts d=+tan c SMITH GARDNER, INC.STABILITY VENEER FCS_Gold Hill C&D DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3 PROJECT SHEET JOB # SUBJECT DATE COMPUTED BYCHECKED BY Input Parameters: Side Slope Angle (b):18.4 degrees (3.0H:1V Slope) Final Cover:Thickness (z c):1.5 ft Unit Weight (g c):110.8 pcf Cohesion/Adhesion (c):180 psf Depth to Seepage (dw):1.5 ft (= z if Slope is Dry) Seismic Coefficient (k s):0 Static Conditions 0.10 Seismic Conditions (= Peak Ground Acceleration For The Site) Required Factors of Safety:Static:1.5 Dynamic:1.1 Static Conditions: Resisting Driving Force Force FS Comment 1.20 0.33 3.62 OK 1.71 0.33 5.15 OK 1.73 0.33 5.21 OK 1.76 0.33 5.28 OK 1.78 0.33 5.35 OK 1.80 0.33 5.42 OK Seismic Conditions: Resisting Driving Force Force FS Comment 1.20 0.43 2.78 OK 1.70 0.43 3.92 OK 1.72 0.43 3.97 OK1.74 0.43 4.02 OK 1.76 0.43 4.07 OK 1.78 0.43 4.12 OK Minimum Interface Shear Strength Requirements: Cohesion/Adhesion (c ) (From Above) =180 psf Interface Friction Angle (d) =24 degrees (Use Min. Value From Above or Greater) 500 403 Gold Hill Road C&D Landfill 2/2 GOLDHILL-19-1 Final Cover Veneer Stability Evaluation 10/7/2019 SWH WMB Interface ShearNormal Load (s) (psf)Strength (t) (psf) 100 225 200 269 0 27 28 29 30 31 29 30 31 Interface Friction Angle (d)(degrees) Interface Friction Angle (d) (degrees) 0 27 28 SMITH GARDNER, INC.STABILITY VENEER FCS_Gold Hill C&D DocuSign Envelope ID: 45D4105D-9333-4223-BA9A-4A66A9667DF3