4117_A1SandRockCDLF_PTCApp_Phase3_DIN28812_20180524

Permit to Construct Application
A-1 SANDROCK, INC. C&D LANDFILL
(4117-CDLF-2008) PHASE 3

Submitted to:

NCDENR Division of Waste management
Solid Waste Section
217 W Jones Street
Raleigh, NC 27603

Presented to:

A-1 Sandrock, Inc.
2091 Bishop Road
Greensboro, NC 27406

Prepared By:

Amec Foster Wheeler
Environment & Infrastructure, Inc.
4021 Stirrup Creek Drive, Suite 100
Durham, North Carolina 27703
[phone]
amecfw.com

24 May 2018
Amec Foster Wheeler Project No.: 6468-18-8009
1
Chao, Ming-tai
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Chao, Ming-tai
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Subject: A-1 Sandrock CDLF Phase 3 PTC Application

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Amec Foster Wheeler Notification Service

24 May 2018

Mr. Ed Mussler, PE
NCDEQ, Solid Waste Section
217 W Jones Street
Raleigh, NC 27603

Subject: Permit to Construct Application
A1 Sandrock, Inc. CDLF Phase 3
NC Solid Waste Permit 4717-CDLF
Greensboro (Guilford County), NC
Amec Foster Wheeler Project 6468-18-8009

Dear Mr. Mussler:

On behalf of A-1 Sandrock, Inc., Amec Foster Wheeler has prepared the enclosed revisions
to the Permit to Construct application, submitted on January 13, 2015. This work revises
the September 2013 Permit to Operate application for Phase 1, submitted by David Garrett
& Associates, which was approved by the Solid Waste Section in December 2013. The
Owner requests a continuation of the 5-year PTO and a PTC for Phase 3. The phase
expansion will occur within a previously approved footprint and does not affect the
permitted capacity or daily intake. The enclosed revisions were prepared in response to
comments from Ming-tai Chao, PE.

Amec Foster Wheeler Environment & Infrastructure, Inc.

G. David Garrett, P.G., P.E. Michael C. Raup, P.E.
Senior Engineer Geotechnical Engineer
NC – PG 0983 NC – PE 45271
NC – PE 25462

cc: Mr. Ronnie Petty, III
A-1 Sandrock, Inc.
TABLE OF CONTENTS

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Facility Plan Update Page i
FOREWORD .................................................................................................................... vii
OWNER/OPERATOR INFORMATION ........................................................................ viii
SITE LOCATION DATA................................................................................................ viii

1.0 FACILITY PLAN ............................................................................................................. 10
1.1 Regulatory Summary ............................................................................................ 10
1.2 Facility Drawings .................................................................................................. 10
1.2.1 Facility Layout .......................................................................................... 10
1.2.2 Operational Sequence ............................................................................... 11
1.3 Facility Report ...................................................................................................... 11
1.3.1 Waste Stream ............................................................................................ 11
1.3.2 Landfill Capacity ...................................................................................... 11
1.3.3 Special Engineering Features .................................................................... 14
1.3.4 Soil Volume Analysis ............................................................................... 14

2.0 ENGINEERING PLAN .................................................................................................... 15
2.1 Engineering Report ............................................................................................... 15
2.1.1 Analytical Methods ................................................................................... 15
2.1.2 Identified Critical Conditions ................................................................... 15
2.1.3 Technical References ................................................................................ 17
2.1.4 Location Restriction Demonstrations ....................................................... 17
2.2 Construction Materials and Practices.................................................................... 17
2.3 Design Hydrogeologic Report .............................................................................. 18
2.4 Engineering Drawings .......................................................................................... 18
2.4.1 Existing Conditions ................................................................................... 18
2.4.2 Grading Plan ............................................................................................. 18
2.4.3 Stormwater Segregation ............................................................................ 18
2.4.4 Final Cap System ...................................................................................... 18
2.4.5 Temporary and Permanent S&EC ............................................................ 18
2.4.6 Vertical Separation.................................................................................... 19
2.4.7 Other Features ........................................................................................... 19
2.5 Specific Engineering Calculations ........................................................................ 19
2.5.1 Settlement ................................................................................................. 19
2.5.2 Slope Stability ........................................................................................... 20
2.5.2.1 Deep-seated stability .................................................................. 20
2.5.2.2 Veneer Stability ......................................................................... 22
2.5.3 Final Slope Ratios ..................................................................................... 23

3.0 CONSTRUCTION PLAN REQUIREMENTS ................................................................ 24
3.1 Horizontal Separation ........................................................................................... 24
3.1.1 Property Lines ........................................................................................... 24
3.1.2 Residences and Wells ............................................................................... 24
3.1.3 Surface Waters .......................................................................................... 24
3.1.4 Existing Landfill Units .............................................................................. 24
3.2 Vertical Separation................................................................................................ 24
3.2.1 Settlement ................................................................................................. 24
3.2.2 Soil Consistency........................................................................................ 24
3.3 Survey Control Benchmarks ................................................................................. 25
TABLE OF CONTENTS

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Facility Plan Update Page ii
3.4 Location Coordinates ............................................................................................ 25
3.5 Landfill Subgrade.................................................................................................. 25
3.5.1 Subgrade Inspection Requirement ............................................................ 25
3.5.2 Division Notification ................................................................................ 25
3.5.3 Vertical Separation Compliance ............................................................... 26
3.6 Special Engineering Features ................................................................................ 26
3.7 Sedimentation and Erosion Control ...................................................................... 26

4.0 CONTRUCTION QUALITY ASSURANCE .................................................................. 27
4.1 General Provisions ................................................................................................ 27
4.1.1 Definitions................................................................................................. 27
4.1.1.1 Construction Quality Assurance (CQA) .................................... 27
4.1.1.2 Construction Quality Control (CQC) ......................................... 27
4.1.1.3 CQA Certification Document .................................................... 28
4.1.1.4 Discrepancies Between Documents ........................................... 28
4.1.2 Responsibilities and Authorities ............................................................... 28
4.1.2.1 Owner ......................................................................................... 28
4.1.2.2 Engineer ..................................................................................... 28
4.1.2.3 Contractor .................................................................................. 29
4.1.2.4 CQA Testing Firm ..................................................................... 29
4.1.3 Control vs. Records Testing ...................................................................... 29
4.1.3.1 Control Testing .......................................................................... 29
4.1.3.2 Record Testing ........................................................................... 29
4.1.4 Modifications and Amendment................................................................. 30
4.1.5 Miscellaneous ........................................................................................... 30
4.1.5.1 Units ........................................................................................... 30
4.1.5.2 References .................................................................................. 30
4.2 CQA Plan .............................................................................................................. 30
4.2.1 Responsibilities and Authorities ............................................................... 30
4.2.1.1 Compaction Criteria ................................................................... 30
4.2.1.2 Testing Criteria .......................................................................... 31
4.2.1.3 Material Evaluation .................................................................... 31
4.2.1.4 Subgrade Approval .................................................................... 31
4.2.2 General Earthwork Construction .............................................................. 32
4.2.2.1 Construction Monitoring ............................................................ 32
4.2.2.2 Control Tests .............................................................................. 32
4.2.2.3 Record Tests............................................................................... 32
4.2.2.4 Record Test Failure .................................................................... 32
4.2.2.5 Judgment Testing ....................................................................... 33
4.2.2.6 Deficiencies................................................................................ 33
4.2.3 Inspection Activities ................................................................................. 33
4.2.3.1 Material Approval ...................................................................... 33
4.2.3.2 Final Cover Systems Installation ............................................... 35
4.2.3.3 Deficiencies................................................................................ 35
4.3 CQA Meetings ...................................................................................................... 35
4.3.1 Project Initiation CQA Meeting ................................................................ 35
4.3.2 CQA Progress Meetings ........................................................................... 36
4.3.3 Problem or Work Deficiency Meetings .................................................... 36
TABLE OF CONTENTS

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Facility Plan Update Page iii
4.4 Documentation and Reporting .............................................................................. 36
4.4.1 Periodic CQA Reports .............................................................................. 37
4.4.2 CQA Progress Reports .............................................................................. 38
4.4.3 CQA Photographic Reporting ................................................................... 38
4.4.4 Documentation of Deficiencies................................................................. 39
4.4.5 Design or Specification Changes .............................................................. 39
4.5 Final CQA Report ................................................................................................. 39
4.6 Storage of Records ................................................................................................ 40
4.7 Protection of Finished Surfaces ............................................................................ 41

5.0 GENERAL FACILITY OPERATIONS PLAN ............................................................... 46
5.1 General Conditions ............................................................................................... 46
5.1.1 Facility Description ................................................................................... 46
5.1.2 Location and Surroundings ....................................................................... 46
5.1.3 Geographic Service Area .......................................................................... 46
5.1.4 Hours of Operation ................................................................................... 47
5.1.5 Hours of Operation ................................................................................... 47
5.2 Contact Information .............................................................................................. 47
5.2.1 Emergencies .............................................................................................. 47
5.2.2 A-1 Sandrock Administrative Offices ...................................................... 47
5.2.3 NCDEQ Winston Salem Regional Office ................................................. 47
5.3 Permitted Activities .............................................................................................. 48
5.4 Description of Facilities ........................................................................................ 49
5.4.1 Processing Facility .................................................................................... 49
5.4.2 CDLF (Phases 1 and 2) ............................................................................. 49
5.5 Facility Drawings .................................................................................................. 50
5.6 Staff Responsibilities ............................................................................................ 50
5.7 Inspections and Maintenance ................................................................................ 51
5.8 Access Control ...................................................................................................... 52
5.8.1 Physical Restraints .................................................................................... 52
5.8.2 Security ..................................................................................................... 52
5.8.3 All-Weather Access .................................................................................. 52
5.8.4 Traffic ....................................................................................................... 52
5.8.5 Anti-Scavenging Policy ............................................................................ 52
5.8.6 Signage ...................................................................................................... 53
5.8.7 Communications ....................................................................................... 45
5.9 Fire and Safety ...................................................................................................... 53
5.9.1 Fire Control ............................................................................................... 53
5.9.2 Personal Safety.......................................................................................... 53
5.10 Other Regulatory Requirements ........................................................................... 54
5.10.1 Sedimentation and Erosion Control .......................................................... 54
5.10.2 Water Quality (Storm Water) Protection .................................................. 55
5.11 Miscellaneous Requirements ................................................................................ 55
5.11.1 Minimizing Surface Water Contact .......................................................... 55
5.11.2 Processing Facility Operation over the CDLF .......................................... 55
5.11.3 Equipment Maintenance ........................................................................... 56
5.11.4 Utilities ...................................................................................................... 56
5.11.5 Vector Control .......................................................................................... 57
TABLE OF CONTENTS

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Facility Plan Update Page iv
5.11.6 Air Quality Criteria ................................................................................... 57
5.11.7 Air Quality Criteria ................................................................................... 58
5.12 Operating Record .................................................................................................. 58
5.13 Annual Report ....................................................................................................... 59
5.14 Contingency Plan .................................................................................................. 60
5.14.1 Hot Loads Contingency ............................................................................ 60
5.14.2 Hazardous Waste Contingency ................................................................. 60
5.14.3 Severe Weather Contingency .................................................................... 61
5.14.3.1 Ice Storms .................................................................................. 61
5.14.3.2 Heavy Rains ............................................................................... 61
5.14.3.3 Electrical Storms ........................................................................ 62
5.14.3.4 Windy Conditions ...................................................................... 62
5.14.3.5 Violent Storms ........................................................................... 62

6.0 PROCESSING FACILITY OPERATIONS PLAN ......................................................... 63
6.1 Overview ............................................................................................................... 63
6.2 Acceptable Wastes ................................................................................................ 63
6.3 Prohibited Wastes ................................................................................................. 63
6.4 Waste Processing .................................................................................................. 63
6.4.1 Waste Receiving and Screening................................................................ 64
6.4.2 LCID Processing ....................................................................................... 65
6.4.3 C&D Processing........................................................................................ 65
6.4.4 Disposal of Rejected Wastes ..................................................................... 65
6.4.5 Processing of Finished Goods ................................................................... 66
6.4.6 Maximum Stockpile Size .......................................................................... 59
6.4.7 Maximum Processed Material Storage Volumes ...................................... 59
6.4.8 Asphalt Shingle Storage for Recycling ......................................................59
6.5 Contingency Plan .................................................................................................. 68
6.6 Annual Reporting .................................................................................................. 60

7.0 C&D LANDFILL OPERATIONS PLAN ....................................................................... 70
7.1 Waste Acceptance Criteria .................................................................................... 70
7.1.1 Permitted Wastes ...................................................................................... 70
7.1.2 Asbestos .................................................................................................... 70
7.1.3 Wastewater Treatment Sludge .................................................................. 70
7.2 Waste Exclusions .................................................................................................. 70
7.3 Waste Handling Procedures .................................................................................. 71
7.3.1 Waste Receiving and Inspection ............................................................... 71
7.3.2 Disposal of Rejected Wastes ..................................................................... 72
7.3.3 Waste Disposal Procedures ....................................................................... 72
7.3.4 Spreading and Compaction ....................................................................... 73
7.3.5 Special Wastes: Asbestos Management ................................................... 74
7.4 Cover Material ...................................................................................................... 74
7.4.1 Periodic Cover .......................................................................................... 74
7.4.2 Final Cover................................................................................................ 75
7.4.3 Final Cover................................................................................................ 75
7.5 Survey for Compliance ......................................................................................... 76
7.5.1 Height Monitoring .................................................................................... 76
TABLE OF CONTENTS

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Facility Plan Update Page v
7.5.2 Annual Survey .......................................................................................... 77
7.6 Contingency Plan .................................................................................................. 77
7.7 Annual Reporting .................................................................................................. 77

8.0 CLOSURE AND POST-CLOSURE PLAN ..................................................................... 80
8.1 Summary of Regulatory Requirements ................................................................. 80
8.1.1 Final Cap ................................................................................................... 80
8.1.2 Construction Requirements ....................................................................... 80
8.1.3 Alternative Cap Design ............................................................................. 80
8.1.4 Division Notifications ............................................................................... 80
8.1.5 Required Closure Schedule ....................................................................... 81
8.1.6 Recordation ............................................................................................... 81
8.2 Closure Plan .......................................................................................................... 81
8.2.1 Final Cap Installation ................................................................................ 81
8.2.1.1 Final Elevations ......................................................................... 81
8.2.1.2 Final Slope Ratios ...................................................................... 81
8.2.1.3 Final Cover Section.................................................................... 82
8.2.1.4 Final Cover Installation.............................................................. 82
8.2.1.5 Final Cover Vegetation .............................................................. 83
8.2.1.6 Documentation ........................................................................... 84
8.2.2 Maximum Area/Volume Subject to Closure............................................. 84
8.2.3 Closure Schedule ...................................................................................... 84
8.2.4 Closure Cost Estimate ............................................................................... 85
8.3 Post-Closure Plan .................................................................................................. 86
8.3.1 Monitoring and Maintenance .................................................................... 86
8.3.1.1 Term of Post-Closure Care ........................................................ 86
8.3.1.2 Maintenance of Closure Systems ............................................... 86
8.3.1.3 Landfill Gas Monitoring ............................................................ 86
8.3.1.4 Ground Water Monitoring ......................................................... 87
8.3.1.5 Record Keeping ......................................................................... 87
8.3.1.6 Certification of Completion ....................................................... 87
8.3.2 Responsible Party Contact ........................................................................ 89
8.3.3 Planned Uses of Property .......................................................................... 89
8.3.4 Post-Closure Cost Estimate ...................................................................... 89

9.0 FACILITY MONITORING PLAN .................................................................................. 90
9.1 Summary of Regulatory Requirements ................................................................. 90
9.2 Ground Water Monitoring .................................................................................... 90
9.2.1 Monitoring System Requirements ............................................................ 91
9.2.2 Background Water Quality ....................................................................... 91
9.2.3 Point of Compliance Water Quality .......................................................... 91
9.2.4 Sampling and Analysis Procedures ........................................................... 92
9.2.5 Detection-phase Monitoring Parameters................................................... 92
9.2.6 Sampling Frequency ................................................................................. 92
9.2.7 Water Level Elevations ............................................................................. 92
9.2.8 Reporting................................................................................................... 92
9.2.9 Source Demonstration ............................................................................... 92
9.2.10 Monitoring Well Design ........................................................................... 92
TABLE OF CONTENTS

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Facility Plan Update Page vi
9.2.11 Monitoring Well Layout ........................................................................... 93
9.2.12 Alternative Monitoring Systems ............................................................... 93
9.2.13 Assessment Monitoring ............................................................................ 93
9.3 Surface Water Monitoring .................................................................................... 93
9.4 Landfill Gas Monitoring and Control Plan ........................................................... 93
9.4.1 Regulatory Limits ............................................................... Section Omitted
9.4.2 Gas Monitoring Program .................................................... Section Omitted
9.4.3 Corrective Action ................................................................ Section Omitted
9.5 Adherence to Waste Acceptance .......................................................................... 94
9.6 Plan Preparation and Certification ........................................................................ 94

10.0 FINANCIAL ASSURANCE ............................................................................................ 95

11.0 CERTIFICATION ............................................................................................................ 96

TABLES Refer to the in-text tables referenced by page number
4A CQA Testing Schedule for General Earthwork .....................................................42
4B CQA Testing Schedule for Drainage and Final Cover .........................................43
4C CQA Testing Schedule for Compacted Soil Barrier .............................................44
4D Reference List of ASTM Test Methods ................................................................45
6.1 Prohibited Waste at the Processing Facility ..........................................................69
7.1 Prohibited Waste at the CDLF Unit ................................................................ 78-79
8A Estimated Final Closure Costs for Phase 1 – 4 .....................................................85
8B Post-Closure Monitoring and Maintenance Schedule ........................................... 88
8C Estimated Post-Closure Costs for Phase 1 – 4 ......................................................89

APPROVED CONSTRUCTION DRAWINGS AND FIGURES Refer to tabbed section
DRAWINGS Refer to the rolled drawing set that accompanies this report
APPENDICES
1 Property Description, Title and Franchise Amendment (Guilford County records)
2 Stability, Settlement and Volume Calculations
3 Sedimentation and Erosion Control Calculations
4 Operation Plan Information
4A Waste Screening Form
4B Fire Notification Form
4C Hazardous Waste Responders
4D Asphalt Shingles Recycling
5 Ground Water Monitoring Plan
6 Landfill Gas Monitoring Plan
7 Design Hydrogeologic Investigation
FOREWORD
A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Facility Plan Update Page vii
This Facility Plan update was prepared in accordance with North Carolina Solid Waste
Rules 15A NCAC 13B .0531, et seq., in conjunction with a Permit to Construct (PTC)
application for Phase 3 of Permit 4117-CDLF-2008. This work modifies the existing
permit, which was renewed in August 2015 (Phase 2A) and August 2017 (Phase 2B). The
Facility requires additional disposal capacity and desires to construct and operate Phase 3
within the permitted footprint, contiguous with Phases 1 and 2.

At present, portions of Phases 1 and 2 are approaching interim bench grades. Side slopes
have been covered with a vegetated interim soil cover. No areas have received final cover
and been certified closed at present. Phase 3 is anticipated to extend the airspace through
the next 5-year cycle.

Earlier site studies include Site Suitability study and design hydrogeologic evaluations for
the entire CDLF footprint. Approved Erosion and Sedimentation (E&S) control measures
are in place and appear to be functioning as planned. The Water Quality Monitoring Plan
and Landfill Gas Monitoring Plan requirements are in place. To date, there are no known
adverse conditions indicated by the monitoring programs. Pending approval of this Permit
to Construct, a future application for a Permit to Operate will be submitted, including CQA
documentation.

The C&D Landfill is the reclamation stage of a permitted (and active) mining operation
(North Carolina Mining Permit #41-22). Mining activities have been planned around the
permitted base grades of the C&D Landfill, which were established to meet the regulatory
minimum vertical buffer requirements. The mine has been developed in three stages
(Phases 1, 2 and 3) that correspond to the three ground disturbing phases of CDLF
footprint. A permitted fourth phase of the CDLF (Phase 4) is a vertical expansion over the
first three phases. Phase 4 will not require a Facility Plan modification.

The facility is permitted to accept up to 300 tons per day of C&D and LCID debris as
defined in the solid waste rules. Recycling of certain portions of the waste stream are
conducted at the working face and inactive areas within the footprint. Waste intake has
been variable due to regional economic conditions. The service area is defined as all
counties within and touching a 50-mile radius. The Franchise Agreement with Guilford
County requires recycling a minimum 10 percent of the waste stream.

This document includes an updated Closure/Post-Closure Plan and Financial Assurance
calculations, which have been updated from that submitted in 2017 to reflect the increased
footprint and the 2018 inflation factor of 1.018 furnished by NCDEQ Division of Waste
Management (the “Division”), Solid Waste Section (the “Section”).

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Facility Plan Update Page viii
This document updates the 2017 PTC application and supersedes all previous versions.
Within this document are the following updates, prepared in accordance with Rule 15A
NCAC 13B .0535:

• A Facility Plan prepared in accordance with Rule .0537
• An Engineering Plan prepared in accordance with Rule .0539
• An Operation Plan prepared in accordance with Rule .0541
• A Closure and Post-Closure Plan prepared in accordance with Rule
.0543, which incorporates a Construction Quality Assurance Plan as
required by Rules .0543 and .0541
• A Monitoring Plan prepared in accordance with Rule .0544.

OWNER/OPERATOR INFORMATION

Mr. R.E. ‘Gene’ Petty, Sr. – Owner/Operator
Mr. Ronnie E. Petty, III – Operator/Operator
A-1 Sandrock, Inc.
2091 Bishop Road
Greensboro, NC 27406 Tel. [phone]

SITE LOCATION DATA

LATTITUDE 35.98745 N

LONGITUDE -79.84639 E

PARCEL NUMBER 12-03-0185-0-0739-W -007
Deed Date 1/17/1996 Guilford County, NC
Deed Book 4378 Deed Page 0198
Plat Book 149 Plat Page 93

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Facility Plan Update Page ix

Figure 1 – Surrounding Properties (Guilford County GIS)

1.0 CDLF FACILITY PLAN
(15A NCAC 13B .0537)

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Construction Plan Page 10
1.1 Regulatory Summary
15A NCAC 13B .0531 et seq. require a comprehensive facility plan that identifies future
development in phases that correspond approximately to 5-year operational capacities. The
facility plan must identify and show all relevant permitted Solid Waste units and activities
conducted (or proposed) at the site. The grading plan requirements emphasize vertical
separation and minimum subgrade soil type requirements. The C&D expansion meets or
exceeds the 4-foot minimum vertical separation requirement to groundwater and bedrock,
thus no liner or leachate collection system is required under these rules. Subgrade soil
types that will be exposed via excavation and used in the compacted fill sections are
anticipated to exhibit a mix of finer soil types, e.g., ML, MH, CL, CH, SM and mixed SM-
ML classifications, thus subgrade permeability is expected to be relatively low, providing
the soils are reworked and compacted (see Section 3.3.2).
1.2 Facility Drawings
1.2.1 Facility Layout
A drawing set titled “A-1 Sandrock South Mine Facility Plan,” dated April 2018, shows
the entire facility layout, along with interim grades for various phases, and relevant final
cover and S&EC details. The mine and CDLF was developed in three ground disturbing
phases, with a fourth phase vertical expansion over the first three phases. Each phase is
expected to provide approximately 5 years of operational capacity, based on current waste
stream projections.
Drawings E1 and E2 depict current conditions and base grades for Phase 3. Drawings E3
and E4 show interim operational grades (top of waste) which were used in volume
calculations. Drawings E5 and E6 show permitted final grades (top of waste) for Phases
3 and 4, respectively, consistent with the original permitting. Drawing EC1 shows
permitted final cover grades and erosion control measures, also consistent with the original
permitting. Construction details are depicted in Drawing EC2. Hydrogeologic cross
sections are presented in Drawings X1 and X2.
C&D recycling activities will take place within the approved CDLF footprint and may be
moved around as needed to remain close to the working face. Temporary storage areas
will be developed to the southeast of the footprint. No part of the CDLF development
contains identified floodplains or jurisdictional wetlands, unstable areas or cultural
resources that affect project development.

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Construction Plan Page 11
1.2.2 Operational Sequence
Phase 3 is being developed in the western third (approximately) of the CDLF footprint.
Grading for this phase involves removing stockpiles fill soil (remnant from earlier phases),
then making cuts into natural ground varying to approximately 20 feet in depth to reach
the approved base grades. The operational sequence for Phase 3 is shown as one cell, with
the initial fill being used to establish positive drainage to the south. Subsequent fill
operations will progress from north to south, i.e. from high ground toward low ground, to
maintain the drainage pattern. Operational cover will be used to segregate non-contact
surface water runoff from water that has contacted the waste (leachate).
Interim side slopes will be maintained at 3H:1V, in accordance with Division requirements,
while upper surfaces shall be graded at approximately 2% to 5% slopes. Operational
procedures are described more fully in Sections 5.0 – 7.0. Exterior slopes will be closed
in increments as the slopes come to grade within Phase 3. Interim cover will be placed on
exterior slopes until approximately 10 acres of slope is reached, then the final cover will
be placed (refer to Section 8.0).
1.3 Facility Report
1.3.1 Waste Stream
The following data is updated from the original (2002) Facility Report with data furnished
to Guilford County in 2008 renegotiation of the Franchise Agreement. Supporting data,
e.g., population and growth projection, are presented in Appendix 1.
The geographic area to be served by the franchisee may include the following
counties within (and touching) a fifty-mile radius from the site: Guilford,
Randolph, Rockingham, Alamance, Forsyth, Davidson, Stokes, Surry, Yadkin,
Caswell, Person, Orange, Durham, Chatham, Moore, Montgomery, Stanley,
Rowan, Cabarrus, Lee and Davie. The bulk of the wastes are expected to be derived
from an 8-county region bordering Guilford County. The annual waste intake is
anticipated to vary from 60,000 to 80,000 tons per year – a daily intake up to 300
tons per day – 10% of the waste stream will be recycled. The facility will accept
C&D and LCID waste (see Section 7.1).
1.3.2 Landfill Capacity
A volumetric analysis originally performed in 2002 using an AutoCAD Digital Terrain
Model (DTM) was confirmed using the method of slices and is discussed below.

A-1 Sandrock CDLF and Processing Facility Phase 3 PTC 4/3/2018
Permit 4117-CDLF-2008 Construction Plan Page 12
Based on the grading plan and final waste contours (Drawing E6), the landfill will
have a total volumetric capacity of 2,391,654 cubic yards. Subtracting the final
cover (106,000 cy), 10% of the remaining airspace will be lost due to periodic cover
(consuming approximately 228,565 c.y.), the net disposal capacity is 2,057,088
c.y., or approximately 1,285,680 tons in place (at 0.5 ton/cy, including an estimated
20% compaction factor). The landfill is being planned to receive an average of 225
tpd, or 450 c.y./day. It is assumed that the landfill will operate 5.5 days per week,
with 280 working days per year. These assumptions yield an estimated annual
airspace consumption of 100,800 cubic yards, plus 10% for periodic cover,
resulting in a total annual airspace consumption equaling 110,880 c.y. Based on
the current volume projections and operational history, the landfill has an
estimated 18 years remaining capacity.
A tabulation of the disposal capacity and life expectancy by phase follows this section.
Following the first six months of operations, during late 2009, the tonnage and density was
recorded as 3,237 tons and 0.61 tons/cy, respectively (for 5,396 cy). Later, an in-situ
density of 0.68 tons/cy was calculated, which is considered more representative. After the
first four years of operation, the following analysis has been developed:
Year ending June 30 Tonnage Density @ 0.68 tcy

2010 30,555.25 tons 44,934 cubic yards

2011 32,847.70 48,305

2012 40,479.24 59,528

2013 94,618.71 139,145

Phase 1 in-situ data 198,500.90 tons 291,912 cubic yards

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CAPACITY PROJECTIONS A-1 Sandrock, Inc., CDLF (Permit #41-17)
Other Activities/Infrastructure Scales/Office, Mining, LCID and C&D Recycling, Sales

Completed Completed Completed
CDLF Phases/Sub-Phases 1 1A 1B 1C
New Ground Footprint Acreage 1 2.54 ac 3.18 ac 2.46 ac
Interim Capacities (Sub-Phases) 2 62,370 cy 186,242 cy 221,720 cy
Interim Elevations (Sub-Phases) EL. 830 EL. 820 EL. 812
Volumetric Capacity (Phase 1) 2 ................................................................................. 470,332 cy
Final Elevations (Phase 1) 2 ......................................................................................... EL. 840
Maximum Waste Thickness 2 ...................................................................................... 60 feet 5
Permitted Footprint Acreage ...................................................................................... 8.18 ac

FUTURE CONDITIONS Phases 2 through 4 are contiguous with Phase 1
Completed Completed Under Current PTC:
New CDLF Phases/Sub-Phases 1 2A 2B 3 3 4
New Ground Footprint Acreage, ac 1 4.40 3.42 5.89 0 5
Interim Capacities (Sub-Phases), cy 2 250,383 357,809 744,980 568,150
Interim Elevations (Sub-Phases) EL. 820 EL. 820 EL. 850 EL. 904

Volumetric Capacity (Phase 2 only) 4 ......................................................................... 608,192 cy
Permitted Disposal Acreage (through Phase 2) 4 ......................................................... 16.00 acres
Permitted Capacity (through Phase 2) 4 ...................................................................... 1,078,524 cy

Permitted Disposal Acreage (through Phase 3) 4 ......................................................... 21.89 acres
Permitted Capacity (through Phase 3) 4 ...................................................................... 1,823,504 cy

Permitted Disposal Acreage (through Phase 4) 4 ......................................................... 21.89 acres
Permitted Capacity (through Phase 4) 4, 6 ................................................................... 2,391,654 cy

Final Elevations (Entire Unit) 2 ................................................................................... EL. 904
Maximum Waste Thickness 2 ...................................................................................... 84 feet
Permitted Side Slope Ratios ....................................................................................... 3H:1V
Remaining Life Expectancy7 ....................................................................................... 18 years
1 Corresponding to 5-year Operating Capacity
2 Includes Final Cap System and Operational Cover
3 Covered by current Permit to Construct application
4 Cumulative areas and volumes
5 Vertical Expansion – not actual ground disturbance (does not add to total footprint area)
6 Newly calculated airspace is 2,391,654 cy versus original airspace of 2,240,000 cy. This difference is less
than the 10% allowable difference in initial permitted volume and will be used heretofore.
7 At the current average airspace consumption of 72,978 cy per year, the corrected airspace of 2,391,6540 cy is
expected to last approximately 30 years from the beginning, or 18 years from present.

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1.3.3 Special Engineering Features
No seeps, springs, soft ground or other deleterious conditions were identified in the site
characterization studies. As such, no special engineering features are required.
1.3.4 Soil Volume Analysis
The following soil data was developed using the airspace calculations (discussed above)
and the permitted grading plan (relative to regulatory vertical buffer requirements). The
excavated volume may understate the allowable excavation if “beneficial fill” as defined
by the Solid Waste Rules is used to restore site grades to design values. These data were
presented in the original (2002) Facility Report, adjusted per the recent recalculation of
volumes for the current operational sequence and current cover requirements.
Total Proposed Airspace 2,391,654 cy
Final Cover Required (3' x 21.89 ac x 1613 cy/ac/ft) 106,000 cy
Intermediate Cover (10% Volume) 228,565 cy
Structural Fill for Construction 16,000 cy
Total Required Soil 335,400 cy
Excavated Volume 760,000 cy
Net Soil Balance surplus 424,600 cy
Breakout soil quantities for Phase 2 (included above) are follows:
Phase 1 Proposed Airspace 470,332 cy
Final Cover Required* (3' x 8.18 ac x 1613 cy/ac/ft) 39,583 cy
Intermediate Cover (10% Volume) 47,033 cy
Phase 2A Proposed Airspace 250,383 cy
Final Cover Required* (3' x 4.40 ac x 1613 cy/ac/ft) 21,291 cy
Intermediate Cover (10% Volume) 25,038 cy
Phase 2B Proposed Airspace 357,809 cy
Final Cover Required* (3' x 3.42 ac x 1613 cy/ac/ft) 16,549 cy
Intermediate Cover (10% Volume) 35,780 cy
Phase 3 Proposed Airspace 744,980 cy
Final Cover Required* (3' x 5.89 ac x 1613 cy/ac/ft) 28,501 cy
Intermediate Cover (10% Volume) 74,498 cy
Phase 4 Proposed Airspace 568,150 cy
Final Cover Required* (3' x 0.01 ac x 1613 cy/ac/ft) 0 cy
Intermediate Cover (10% Volume 56,815 cy

*Includes 15% shrinkage on compacted clay layer
2.0 ENGINEERING PLAN
(15A NCAC 13B .0539)

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2.1 Engineering Report

This section of the report describes the physical aspects of the facility design, with
emphasis on waste containment and environmental control systems, based on the
hydrogeologic data discussed in earlier studies. The design was prepared by a qualified
Professional Engineer, who is licensed to practice in North Carolina and is familiar with
the requirements of the North Carolina Division of Waste Management (Division) rules.
Phase 3 is set to provide approximately 5 years of capacity, in keeping with rules.

Also, in keeping with the intent of 15A NCAC 13B .0531 - .0547, there is no liner or
leachate collection system for this facility, since the site meets the rule requirements for
soil types present within two feet below planned base grades, and there is at least 4 feet of
vertical separation between the waste and seasonal high ground water and/or bedrock. The
planned base grades and outer slopes will have maximum slope ratios of 3H:1V, which
have been demonstrated to be stable.

2.1.1 Analytical Methods

The facility design incorporates elements that are consistent with Division rules and
guidelines, as well as sound engineering practice. Various analyses used in the design of
the facility include evaluations of soil conditions, i.e., the consistency of subgrade soils and
the availability of suitable soils for constructing stable embankments and other earthen
structures (discussed below), and ground water characteristics, i.e., flow directions and
seasonal water depth fluctuations. Soil properties testing used to facilitate these
evaluations included grain size analysis, shear strength, consolidation, and compaction
characteristics. Stability and settlement of foundation soils were considered in setting base
grades, as was the outer slope stability for the final cover system, presented in Appendix
2. Other analyses including an evaluation of Erosion and Sedimentation Control (E&SC)
and stormwater management systems, permitted by the predecessor agency to NCDEQ
Division of Energy, Minerals and Land Resources, are presented in Appendix 3.

2.1.2 Identified Critical Conditions

Based on the nature of the soils within Phase 3 (and the entire CDLF footprint), along with
an understanding of geologic conditions within the region, no inherent foundation stability
or long-term settlement problems are anticipated. Some considerations that are both
generic to landfills and specific to the on-site soils, learned through practical experience
with the construction of other landfills in the region, are discussed below.

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• Subsurface conditions consist of weathered granite saprolite, i.e., “sandrock,”
which can vary in density within short lateral and horizontal distances. Conditions
that produce “auger refusal” can be localized and not apparent during open
excavations. The grading plan is based on auger refusal and may not reflect the
actual excavation characteristics.

• Ground water is typically deeper than bedrock within the eastern portions of the
site, shallower than bedrock within the western portion of the site – that is,
groundwater depths govern the vertical separation requirements for the base
grading plan within the western half of the site (approximately), bedrock elevations
govern within the eastern portion of the site.

• Minor veins or “knots” of rock-like materials may be encountered above the
permitted grades, which may require ripping for removal.

• Required soil types for the upper two (2) feet of base grades include SM, SC, ML,
MH, CL, and CH classifications. These soils are abundant on the site.

• Required lower permeability soils for final cover construction, which require a
permeability no greater than 1 x 10-5 cm/sec are also available in sufficient
quantities, but the operator will need to segregate and reserve these soils.

• Borrow site selection and a field evaluation of the soils during construction (see
Section 7) will be critical to assure the subgrade construction complies with the
rule requirements.

• Soil compaction is dependent on both compaction effort (i.e., the right equipment)
and working within the correct range of near-optimum moisture (Section 5.2).

• Properly compacted embankments are expected to be stable due to high soil
strength and stable foundation conditions. Outer slope stability (relative to final
cover) will also rely on adequate compaction and observation of proper slope ratios,
due to the strength considerations.

• Soil erosivity is a consideration that can be counteracted with good cover
construction practices and vegetative cover. The on-site soils have moderate field
capacity and poor nutrient value, which may require additional effort to establish
vegetation. These conditions pose operational considerations but require no special
design accommodations.

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2.1.3 Technical References

Calculations found in Appendix 2 are referenced within the various analyses. All
calculations and analyses were performed in accordance with accepted engineering
standards of practice.

2.1.4 Location Restriction Demonstrations

The site was granted a Site Suitability determination in accordance with 15A NCAC 13B
.0531 et seq. based on work completed in 2002-04, i.e., the site characteristics were
determined suitable for a C&D landfill. Relative to Rule .0536 pertaining to C&D
landfills, the site has no disqualifying conditions with respect to zoning, setbacks from
residences or potable wells, historic or cultural sites, state or nature preserves, 100-year
floodplains, wetlands, water supply critical areas, or endangered species. Documentation
pertaining to these site selection criteria is found in the 2002 Site Suitability Report.

2.2 Construction Materials and Practices

Based on the 2002 Design Hydrogeologic (found in the original Permit to Construct
application) investigation, on-site soils available for embankment and subgrade
construction consist chiefly of variably silty sand exhibiting Unified Soil Classification
System classifications of SM and SM-ML, with silty clay (CL) and clayey silt (ML). These
soils meet the requirements for the upper two feet beneath the landfill subgrade referenced
in 15A NCAC 13B .0540 (2). The soils exhibit adequate compaction characteristics and
shear strength (when properly compacted) to build stable embankments and subgrade that
will not undergo excessive. Some selective use of soils and/or field evaluation will be
required to place the correct soil types within the upper two (2) feet beneath the subgrade
elevations.

Good construction practices for embankments and subgrade include compaction using
steel-wheel rollers, sheep foot rollers, and/or smooth-drum rollers of sufficient weight –
not dozers – with a minimum numbers of passes (typically three to five passes) in two
perpendicular directions to achieve the desired strength properties for stability. Experience
at the site indicates that material selection (i.e., avoiding soils that are excessively wet or
exhibit excess organic debris content) and/or blending soils to negate the effects of wet or
slick soils will produce satisfactory results. The targeted compaction criterion is 95% of
standard Proctor maximum dry density (ASTM D-698). Critical embankment and
subgrade areas should be tested to ensure proper compaction in accordance with the criteria
outlined in the CQA Plan (Section 4.0).

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2.3 Design Hydrogeologic Report

A Design Hydrogeologic Report for Phase 3, dated April 2018, has been prepared and is
included in this report as Appendix 7.

2.4 Engineering Drawings

Refer to the rolled plan set that accompanies this report. All relevant criteria required by
the rules (except as noted) are depicted on the plans.
2.4.1 Existing Conditions
See Drawings E1 in the Construction Drawings.
2.4.2 Grading Plan
See Drawing E2.
2.4.3 Stormwater Segregation

See Drawings E3 – E6. While this rule requirement pertains to separation of
stormwater runoff from leachate (i.e., a lined landfill), good practices for water
management include maintaining slopes with positive drainage (always directed
toward approved S&EC measures), facilitated by orderly waste placement.

2.4.4 Final Cap System

See Drawing EC1 for final contours and placement of drainage measures, and
Drawing EC2 for final cover details.

2.4.5 Temporary and Permanent E&SC

See Drawings E1 and E2 for temporary erosion and sedimentation control (E&SC)
measures and Drawing EC1 for permanent measures pertaining to the final cover.
An E&SC plan was submitted to the NC DENR Division of Land Resources, Land
Quality Section (now NC DEQ Division of Energy, Minerals and Land Resources),
pursuant to the mining permit. Relevant calculations for cell construction and final
closure are presented in Appendix 3.

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2.4.6 Vertical Separation

Vertical separation was established for base grades in the 2002 Design
Hydrogeologic report. Separation to groundwater and bedrock are depicted in
Drawings S2 – S4 (map view) and in Drawings X1 and X2 (cross sections).

2.4.7 Other Features

This rule pertains to liners and leachate collection systems, if proposed (none are).

2.5 Specific Engineering Calculations and Results

Calculations for settlement and slope stability were performed using site specific data. The
calculations can be found in Appendix 2, and supporting geotechnical lab data are found
in Appendix 2 and Table 1. The following is brief description of the analyses.

2.5.1 Settlement

Settlement is a concern for maintaining vertical separation between the bottom of the waste
(or base liner) and the maximum long-term seasonal high-water table. Settlements of the
foundation soils result from time-dependent strain, i.e., a change in thickness within the
various soil layers due to the vertical stress (weight of the landfill) applied at the surface,
accompanied by drainage of the various soil layers. Vertical stresses beneath landfills
gradually increase as the waste becomes thicker over long periods of time. Strain-induced
settlements within sands and/or well drained silts and clays are relatively short-term, thus
long-term settlements are not typically a concern unless thick uniform clay deposits are
present (which tend to drain slowly) – such is not the case at the subject landfill. This
landfill site is excavated into residual saprolite, derived from the underlying bedrock,
thus settlement is not expected to be a concern.

Settlements were calculated using elastic methods adapted from the US Federal Highway
Administration (FHWA) for highway embankments. Ostensibly, a landfill is a large
flexible embankment with the highest stresses impinging on the foundation soils near the
center. The FHWA settlement calculation is based on the work of Hough (1959) and
others, which considers both the material type and overburden depth for determining a
“correction factor” for standard penetration test (SPT) values, from which the
compressibility and load-induced strain of each soil layer can be evaluated. For sandy soils
conventional sampling via Shelby tubes and laboratory consolidation testing is infeasible.
No Shelby tube samples were acquired for laboratory consolidation tests, because the soils
were too sandy and dense.

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A spreadsheet facilitates the settlement calculation (see Appendix 2). The maximum
vertical stress increase calculated using the maximum embankment height of 110 feet and
an average unit weight of 1000 pounds per cubic yard (37 pcf), then applying a depth-
related “influence factor” based on elastic stress distribution theory. Next a subsurface
stress distribution was developed for original and post-construction (final height)
conditions, based on the depth and average unit weight of the soil layers, plus the added
vertical stresses. The SPT correction factor was applied to determine the compressibility
factor and strain within each layer, differentiating between sand and clay layers based on
empirical data. Strain in the individual layers was summed up to estimate the total
settlement. Time-dependent settlement was not considered due to the well-drained
conditions indicated by the subsurface data.

Assuming uniform subsurface conditions within the footprint – as confirmed by the test
borings – a representative subsurface profile was used to estimate the maximum
settlements beneath the center of the landfill. Settlements along the edges of the landfill
are negligible, and settlements beneath the slopes would fall in between the maximum and
minimum values. The calculations confirm that the base grade design, which typically
provides more than the minimum required 4 feet of separation, is sufficient to
accommodate the anticipated settlement. Differential settlement within the footprint is not
a concern. The maximum estimated foundation settlement is 0.36 feet.

2.5.2 Slope Stability

Two primary concerns exist for landfills with respect to slope stability: deep-seated or
global stability involving a deep layer in the foundation or along the base of the landfill,
which could potentially result in catastrophic slope failure, and veneer stability (sliding of
the cover), which can expose the waste but is typically more of a maintenance issue relative
to the effort of exacting repairs. Subsurface conditions identified at this site are relatively
sandy (high strength soils) with interspersed this clay layers with sand seams that are
expected to drain readily under the applied embankment loads – only “effective” stresses
(i.e., drained conditions) were considered. The site is not earthquake prone, so liquefaction
is not a concern. No extremely soft layers that would pose stability concerns were
identified by the SPT testing, but the foundation is expected to undergo a strain-hardening
strength increase as settlement occurs, i.e., the foundation soils will become even more
stable with time.

2.5.2.1 Deep-seated stability – Limit-equilibrium methods, i.e., the STABL-5M model
used for this project, evaluate the balance of forces driving a slide (weight of the porous
material and contained water) against the forces resisting a slide (shear strength, expressed
as cohesion and friction) along a theoretical failure surface, which can be either a circular

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surface or a series of intersecting planar surfaces. A “static” analysis considers just the
weight of the materials and the shear strength (tie-back loads may be considered for
reinforced embankments); a “dynamic” analysis might consider external loads, such as
linear loads at the top of the embankment (i.e., traffic forces) or additional horizontal loads
to represent earthquakes (expressed as a fraction of the normal gravity field, specific to the
region of interest).

In more advanced routines, the mass above the failure surface is divided into many slices,
and the driving and resisting forces for each of which are calculated and summed up.
Variations on the “method of slices” involve planar block failure surfaces – typically the
more conservative analysis – and classic circular failure surfaces, both of which represent
the loci of movement at the base of a sliding mass above the failure surface. The balance
of forces – the sum of the resisting forces divided by the sum of the driving forces – is
expressed as a ratio, e.g., 1.5:1, or simply 1.5, which is called the “safety factor.” Ratios
less than unity (safety factor <1) indicate unstable conditions. Typical minimum safety
factors for maintaining stable embankment conditions throughout the life of a project are
1.5 for static conditions, 1.2 for seismic conditions.

Shear strength inputs to the STABL-5M model were developed from the drilling and
laboratory data (see the 2002 Design Hydrogeologic Report). A circular failure surface
and a block analysis were analyzed with the Janbu method of slices. A representative soil
profile was developed from the drilling data. A side slope ratio of 3H:1V was modeled.
Shear strength parameters were derived empirically from the standard penetration
resistance values, based on familiarity with local soils and decades of engineering
experience. Typically, the in-situ sandrock exhibits a high shear strength value, expressed
in engineering terms as the cohesion (in units of force/area) and the internal friction angle
(expressed in degrees).
The following table shows a summary of the soil strength input values, representative of
pre-excavation conditions at the project site, i.e., along the edges of the mine and landfill.

Soil
Layer
Layer
Thickness
(feet)
Soil Layer Description
Saturated
Unit Weight
(pcf)
Drained
Cohesion
(psf)*
Drained
Friction
Angle (deg)
1 110 Waste 64 100 25
2 10 Silty sand
N = 17 110 100 35
3 25 Silt-Clay
N = 20-50 135 300 34

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4 40 Silty sand
N = 100 130 40 35
5 40 Bedrock 145 5000 45

*Apparent cohesion for silty sands and waste is based on retrogression analysis from other projects
(based on experience). The water table was modeled at a depth of 5 feet below ground surface, i.e.,
the base of the waste, which reflects seasonal high conditions.

Based on the analysis presented in Appendix 2, the minimum safety factors calculated for
this project are summarized below:
Failure Analysis Seismic* Non-Seismic
Block 1.56 1.85
Circular 2.15 2.15
*A horizontal static load of 0.04g was applied to represent regional seismicity,
consistent with the protocols of the STABL5M computer program – the region is
not within a seismic impact zone as defined by NC DENR Solid Waste Rules

2.5.2.2 Veneer Stability – Sliding of the final cover (or veneer failure) is dependent on
slope angle, material strength, i.e., the interface friction angle and cohesion within the soils
and between the soils and synthetic components (if any), and the degree of saturation.
Veneer failure occurs when the pore pressures build up along a critical interface exceeding
available shear strength. The severity of failure can range from minor sloughing of small
areas (maintenance nuisances) to large-scale slides requiring complete replacement of large
sections – this type of failure is expensive to repair, especially when synthetic components
are involved. The analysis is typically performed for preliminary design conditions to
anticipate (and try to avoid) the large-scale failures.

A worse-case scenario involves little (or no) cohesion, as in a geotextile-geomembrane
interface, and complete saturation of the soils overlying that interface. Good engineering
practice requires a drainage layer (typically a synthetic geonet) whenever a flexible
membrane barrier is used, e.g., an alternative final cover that might be considered. The
regulatory minimum cover includes 18 inches of vegetative support soil overlying a
compacted soil barrier. Given the regional soil types, the upper 18 inches could include a
high permeability sand layer near the base, and ample soil resources are available for the
compacted soil barrier (maximum 1 x 10-5 cm/sec permeability). North Carolina Solid
Waste regulations allow alternative final covers, subject to approval by the Solid Waste
Section, but specific interface testing will be required to verify future designs.

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Even when native soil covers are used, drainage is still important relative to veneer
stability, so a final cover section should include higher permeability sand layer next to the
barrier to prevent the soils above the barrier from becoming saturated. Assuming a
regulatory minimum cover soil profile is used, the critical interface for veneer stability
exists within a low-cohesion sand layer overlying the compacted soil barrier at full
saturation on a 3H:1V slope (i.e., the angle measured from the horizontal is 18 degrees).
While a minimum cohesion could be assumed along the sand layer and the compacted soil
barrier, the stresses near the base of the sand layer would control stability.

A veneer stability analysis (Appendix 2) adapted from Matasovic (1991)1 was performed
to evaluate four conditions: static unsaturated and saturated conditions (with a required
safety factor of 1.5) and seismic unsaturated and saturated conditions (with a safety factor
of 1.1). For this site, the static (non-seismic) saturated case is the critical condition for
design because of the higher required safety factor. The calculations start with the given
slope geometry and saturation state, then for a given safety factor the required friction (with
or without cohesion) is back-calculated to provide the desired safety factor.

The analysis assumed full saturation of the vegetation support layer (upper cover soil is at
field capacity) with a 1-year, 60-minute design storm impinging, resulting in a head of just
over 12 inches acting on the base of the upper soil layer. Assuming the deeper compacted
soil layer is stronger (due to cohesion) a minimum friction angle of 31 degrees is required
within the upper soil layer. Select soils available in the region (including the borrow sites
on the premises) will provide this minimum friction angle, combined with the required
high permeability for drainage. The CQA program for the final closure should verify the
available friction angles for the actual cover components (including alternative cover
designs, if these are to be used).

2.5.3 Final Slope Ratios

Both the deep-seated stability analysis (Section 2.5.2.1) and the veneer stability analysis
(Section 2.5.2.2) assumed a 3H:1V slope ratio. These analyses demonstrate that stability
safety factors meet the minimum acceptable requirement of 1.5 for static (non-seismic)
conditions. The use of 3H:1V slope ratios will result in stable slopes, providing that the
drainage requirements are accommodated, and assuming proper vegetation maintenance.

1 Geotechnical and Stability Analyses for Ohio Waste Containment Facilities, Geotechnical Resource Group,
Ohio Environmental Protection Agency, Columbus, Ohio, September 2004, pg. 9-12.

3.0 CONSTRUCTION PLAN REQUIREMENTS
(15A NCAC 13B .0539)

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This following sections demonstrate compliance of the facility design for CDLF Phase 3
with the requirements of the C&D Rules, 15A NCAC 13B .0537 - .0540.

3.1 Horizontal Separation

The following regulatory criteria are addressed in project drawings specified below. Refer
to the rolled plan set that accompanies this report.

3.1.1 Property Lines

The minimum setback to property lines is 200 feet (Drawings E1 – E5).

3.1.2 Residences and Wells

The minimum setback to residences and wells is 500 feet (Drawings E1 – E5).

3.1.3 Surface Waters

The minimum setback to surface waters is 50 feet (Drawings E1 – E5).

3.1.4 Existing Landfill Units

There are no other landfill units present on the site.

3.2 Vertical Separation

3.2.1 Settlement

Maximum waste thicknesses are approximately 110 feet; the waste density is
approximately 0.5 tons/cubic yard. Foundation soils are very dense residual silty sand and
gravelly sand and silt (all saprolite). Settlement calculations (see Appendix 2) indicate
maximum post-construction settlements on the order of 0.36 feet (4 inches), or less.
Discussion of the assumptions and procedures behind the calculations is presented in
Section 2.5.

3.2.2 Soil Consistency

Based on the laboratory data summary table (see Appendix 2), most of the on-site soils
generally classify as silty sands (SM), silt (ML) or dual classify as sand-silt (SM-ML). A

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relatively small fraction of the near surface soils consists of low plasticity silty clay (CL),
and very minor quantities of high plasticity silty clay (MH-CH) soil types are present.
Based on the data, these soil types are prevalent and will be present – either in-situ or
within compacted subgrade – to meet the requirements of Rule .0540 (2) (b) for the upper
two feet beneath the subgrade. No modification of the soils, i.e., admixtures, will be
required to meet this rule requirement, but reworking to blend the soils to a more uniform
consistency and proper compaction may be required to mitigate isolated pockets of highly
granular soils. For new base grade fill sections, proper soil selection will be required. The
soil types shall be documented in the CQA program.

3.3 Survey Control Benchmarks

A permanent benchmark is located long Bishop Road (see facility drawings), with the
following information:

NAD 83 Coordinates N 817,233.63456
E 1,749,238.54876
NGVD 29 El. 783.30
3.4 Site Location Coordinates

The latitude and longitude coordinates of the center of the site (determined from Google
Earth) are approximately:

LATTITUDE 35.98745 N
LONGITUDE -79.84639 E

3.5 Landfill Subgrade

3.5.1 Subgrade Inspection Requirement

The Owner/Operator shall have the subgrade inspected by a qualified engineer or geologist
upon completion of the excavation, in accordance with Rule .0534 (b) and Rule .0539.
Said inspection is required by the Division to verify that subgrade conditions are consistent
with expected conditions based on the Design Hydrogeologic Report.

3.5.2 Division Notification

The Owner/Operator shall notify the Division at least 24 hours in advance of the subgrade
inspection.

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3.5.3 Vertical Separation Compliance

The subgrade inspection shall verify to the Division that the minimum vertical separation
requirements are met and that required subgrade soil types are present.

3.6 Special Engineering Features

This section of the rules generally pertains to liners and leachate collection systems, if any
are present (none will be).

3.7 Sedimentation and Erosion Control

The sedimentation and erosion control structures were permitted by the now NCDEQ
Division of Energy, Minerals and Land Resources, Land Quality Section and have been
designed to accommodate the 25-year, 24-hour storm event, per the North Carolina
Sedimentation Pollution Control Law (15A NCAC 04). Required measures are depicted
in the construction plan set (see Drawings E1 – E5 and EC1 – EC3). Existing sediment
traps shall be cleaned out and upgraded as needed; other measures shall be maintained
throughout the life of the facility. Basin function will be evaluated and modifications made
as needed.

4.0 CONTRUCTION QUALITY ASSURANCE
(15A NCAC 13B .0541)
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4.1 General Provisions

This Construction Quality Assurance (CQA) Plan has been prepared to provide the Owner,
Engineer, and CQA Testing Firm – operating as a coordinated team – the means to govern
the construction quality and to satisfy landfill certification requirements. The CQA program
includes both a quantitative testing program (by a third-party) and qualitative evaluations (by
all parties) to assure that the construction meets the desired criteria for long-term
performance. Variations in material properties and working conditions may require minor
modification of handling and placement techniques throughout the project. Close
communication between the various parties is paramount. It is anticipated that the early
stages of the construction activities will require more attention by the CQA team, i.e., the
Contractor, Engineer, Owner and CQA Testing Firm.

The requirements of the CQA program (construction oversight and testing) apply to the
preparation of the base grades, embankments, and engineered subgrade, as well as the final
cover installation. All lines, grades, and layer thicknesses shall be confirmed by topographic
surveys performed under the supervision of the Engineer of Record or the CQA Testing Firm,
and as built drawings of the base grades and final cover shall be made part of the construction
records. Once the base grade and final cover construction is completed, the Engineer shall
verify that all surfaces are vegetated within 20 days following completion of final grades.
The Engineer shall also verify that interior slopes and base grades of new cells are protected
until waste is placed.

4.1.1 Definitions

4.1.1.1 Construction Quality Assurance (CQA) – In the context of this CQA Plan,
Construction Quality Assurance is defined as a planned and systematic program employed
by the Owner to assure conformity of base grade and embankment construction and the final
cover system installation with the project drawings and specifications. CQA is provided by
the CQA Testing Firm as a representative of the Owner and is independent from the
Contractor and all manufacturers. The CQA program is designed to provide confidence that
the items or services brought to the job meet contractual and regulatory requirements and
that the final cover will perform satisfactorily in service.

4.1.1.2 Construction Quality Control (CQC) – Construction Quality Control refers to
actions taken by manufacturers, fabricators, installers, and/or the Contractor to ensure that
the materials and the workmanship meet the requirements of the project drawings and the
project specifications. The manufacturer's specifications and quality control (QC)
requirements are included in this CQA Manual by reference only. A complete updated

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version of each manufacturer's QC Plan for any Contractor-supplied components shall be
incorporated as part of the Contractor's CQC submittal. The Owner and/or the Engineer shall
approve the Contractor’s QC submittal prior to initial construction. Contractor submittals
may be (but are not required to be) incorporated into the final CQA certification document
at the Owner’s discretion.

4.1.1.3 CQA Certification Document – The Owner and/or the Engineer will prepare a
certification document upon completion of construction, or phases of construction. The
Owner will submit these documents to the NC DENR Division of Waste Management Solid
Waste Section. The CQA certification report will include relevant testing performed by the
CQA Testing Firm, including field testing used to verify preliminary test results and/or
design assumptions, records of field observations, and documentation of any modifications
to the design and/or testing program. An “as-built” drawing (prepared by/for the Owner),
showing competed contours, shall be included. The Certification Document may be
completed in increments, i.e., as several documents, as respective portions of the final cover
are completed. Section 2 discusses the documentation requirements.

4.1.1.4 Discrepancies Between Documents – The Contractor shall be instructed to bring
discrepancies to the attention of the CQA Testing Firm who shall then notify the Owner for
resolution. The Owner has the sole authority to determine resolution of discrepancies
existing within the Contract Documents (this may also require the approval of State Solid
Waste Regulators). Unless otherwise determined by the Owner, the more stringent
requirement shall be the controlling resolution.

4.1.2 Responsibilities and Authorities

The parties to Construction Quality Assurance and Quality Control include the Owner,
Engineer, Contractor, CQA Testing Firm (i.e., a qualified Soils Laboratory).

4.1.2.1 Owner – The Owner is A-1 Sandrock, Inc., who operates and is responsible for
the facility. The Owner or his designee is responsible for the project and will serve as liaison
between the various parties.

4.1.2.2 Engineer – The Engineer (a.k.a. the “Engineer of Record”) is responsible for the
engineering design, drawings, and project specifications, regulatory affairs, and
communications coordinator for the construction of the base grades, embankments,
engineered subgrade, drainage and final cover systems. The Engineer represents the Owner
and coordinates communications and meetings as outlined in Section 4.3.

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The Engineer shall also be responsible for proper resolution of all quality issues that arise
during construction. The Engineer shall prepare the CQA certification documents, with input
from the Owner, the CQA Testing Firm and the Owner’s Surveyor. The Engineer shall be
registered in the State of North Carolina.

4.1.2.3 Contractor – The Contractor is responsible for the construction of the subgrade,
earthwork, and final cover system. The Contractor is responsible for the overall CQC on the
project and coordination of submittals to the Engineer. Additional responsibilities of the
Contractor include compliance with 15A NCAC 4, i.e., the North Carolina Sedimentation
and Erosion Control rules.

Qualifications – The Contractor qualifications are specific to the construction
contract documents and are independent of this CQA Manual. The Owner may serve
as the contractor, as long as the specifications are met.

4.1.2.4 CQA Testing Firm – The CQA Testing Firm (a.k.a. Soils Laboratory) is a
representative of the Owner, independent from the Contractor, and is responsible for
conducting geotechnical tests on conformance samples of soils and aggregates used in
structural fills and the final cover system. Periodic site visits shall be coordinated with the
Engineer of Record and the Contractor.

Qualifications – The CQA Testing Firm shall have experience in the CQA aspects
of landfill construction and be familiar with ASTM and other related industry
standards. The Soils CQA Laboratory will be capable of providing test results within
24 hours or a reasonable time after receipt of samples, depending on the test(s) to be
conducted, as agreed to at the outset of the project by affected parties, and will
maintain that standard throughout the construction.

4.1.3 Control vs. Records Testing

4.1.3.1 Control Testing – In the context of this CQA plan, Control Tests are those tests
performed on a material prior to its actual use in construction to demonstrate that it can meet
the requirements of the project plans and specifications. Control Test data may be used by
the Engineer as the basis for approving alternative material sources.

4.1.3.2 Record Testing – Record Tests are those tests performed during or after the actual
placement of a material to demonstrate that its in-place properties meet or exceed the
requirements of the project drawings and specifications.

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4.1.4 Modifications and Amendment

This document was prepared by the Engineer to communicate the basic intentions and
expectations regarding the quality of materials and workmanship. Certain articles in this
document may be revised with input from all parties, if so warranted based on project specific
conditions. No modifications will be made without the Division’s approval.

4.1.5 Miscellaneous

4.1.5.1 Units – In this CQA Plan, and through the plans and specifications for this project,
all properties and dimensions are expressed in U.S. units.

4.1.5.2 References – This CQA Plan includes references to the most recent version of the
test procedures of the American Society of Testing and Materials (ASTM). Table 4D at the
end of this text contains a list of these procedures.

4.2 Inspection, Sampling and Testing

The requirements of the General Earthwork (perimeter embankments and subgrade) and
Final Cover Systems (soil barrier, vegetative cover, and storm water management devices)
differ with respect to continuous or intermittent testing and oversight. The following two
sections are devoted to the specific requirements of each work task.

4.2.1 General Earthwork

This section outlines the CQA program for structural fill associated with perimeter
embankments, including sedimentation basins, and general grading of the subgrade. Issues
to be addressed include material approval, subgrade approval, field control and record tests,
if any, and resolution of problems.

4.2.1.1 Compaction Criteria – All material to be used as compacted embankment shall be
compacted to a minimum of 95% of the Standard Proctor Maximum Dry Density (ASTM
D-698), or as approved by the Engineer or designated QC/QA personnel. Specifically, field
observation of the response of soils beneath equipment and the use of a probe rod and/or a
penetrometer are other means of determining the adequacy of compaction. Skilled soil
technicians working under the supervision of an engineer may make this determination,
subject to concurrence by the engineer. Approval is based on visual evaluation for
consistency with project specification and objectives. Such material evaluations may be
performed either during material handling, i.e., delivery to or upon receipt at the landfill, or

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from existing stockpiles and/or the soil borrow site. Borrow soils shall be evaluated by the
Engineer and QC/QA personnel prior to placement on the work site. All visual inspection
and testing shall be documented for the CQA Report.

Where permeability is the key parameter of interest, field and/or lab tests will be used.

4.2.1.2 Testing Criteria – Periodic compaction (moisture-density) testing requirements are
imposed on the structural fill, although compaction and testing requirements may not be as
stringent as that required for the final cover construction. Initial compaction testing shall be
in accordance with the project specifications. The Engineer may recommend alternative
compaction testing requirements based on field performance. Additional qualitative
evaluations shall be made by the Contractor Superintendent and the Engineer to satisfy the
performance criteria for placement of these materials.

CQA monitoring and testing will not be “full-time” on this project. Rather, the CQA Testing
Firm will test completed portions of the work at the Contractor’s or Owner’s request. The
CQA Testing Firm may be called upon to test final cover and/or compacted structural fill at
any time, ideally scheduling site visits to optimize his efforts. The Engineer will make an
inspection at least monthly, more often as needed (anticipated more often in the initial stages
of new construction).

4.2.1.3 Material Evaluation – Each load of soil will be examined either at the source, at
the stockpile area, or on the working face prior to placement and compaction. Any unsuitable
material, i.e., that which contains excess moisture, insufficient moisture, debris or other
deleterious material, will be rejected from the working face and routed to another disposal
area consistent with its end use. Materials of a marginal natural, i.e., too dry or too wet, may
be stockpiled temporarily near the working face for further evaluation by designated QC/QA
personnel. The Contractor may blend such materials with other materials (in the event of
dryness) or dry the materials (in the event of excess moisture).
Soils designated for the upper 2 feet of subgrade within the cell shall consist of ML, MH,
CL, CH, SM and mixed SM-ML classifications – this shall be confirmed with lab testing.

4.2.1.4 Subgrade Approval – Designated QC/QA personnel shall verify that the
compacted embankment and/or subgrade are constructed in accordance with the project
specifications prior to placing subsequent or overlying materials. These activities include an
inspection of the subgrade by a qualified engineer, geologist, or soil technician working
under the supervision of an engineer, which will examine and classify the soils within the
upper two feet beneath the finished subgrade. This may consist of continual observation
during placement with confirmatory sampling and laboratory gradation testing at specified

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intervals, or there may be an exploratory sampling program at some time near the completion
of the subgrade with confirmatory testing at specified intervals. The frequency of visual
inspection and testing shall conform to Table 4A.

4.2.2 General Earthwork Construction

4.2.2.1 Construction Monitoring – The following criteria apply:
A. Earthwork shall be performed as described in the project specifications. The
Construction Superintendent has the responsibility of assuring that only select
materials are used in the construction, discussed above.
B. Only materials previously approved by the Engineer or his designee shall be
used in construction of the compacted embankment. Unsuitable material will
be removed and replaced followed by re-evaluation to the satisfaction of the
Engineer and retesting, as may be required.
C. All required field density and moisture content tests shall be completed before
the overlying lift of soil is placed – as applicable. The surface preparation (e.g.
wetting, drying, scarification, compaction etc.) shall be completed before the
Engineer (or his designate) will allow placement of subsequent lifts.
D. The CQA Testing Firm and/or the Engineer shall monitor protection of the
earthwork, i.e., from erosion or desiccation during and after construction.

4.2.2.2 Control Tests – The control tests, as shown on Table 4A, will be performed by the
CQA Testing Firm prior to placement of additional compacted embankment.

4.2.2.3 Record Tests – The record tests, as shown on Table 4A, will be performed by the
CQA Testing Firm during placement of compacted embankment. The CQA Testing Firm
may propose and the Engineer may approve an alternative testing frequency. Alternatively,
the Engineer may amend the testing frequency, without further approval from the regulatory
agency, based on consistent and satisfactory field performance of the materials and the
construction techniques.

4.2.2.4 Record Test Failure – Failed tests shall be noted in the construction report,
followed by documentation of mitigation. Soils with failing tests shall be evaluated by the
Engineer (or his designee), and the soils shall either be recompacted or replaced, based on
the Engineer’s judgment. Recompaction of the failed area shall be performed and retested
until the area meets or exceeds requirements outlined in the specifications.

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4.2.2.5 Judgment Testing – During construction, the frequency of control and/or record
testing may be increased at the discretion of the CQA Testing Firm when visual observations
of construction performance indicate a potential problem. Additional testing for suspected
areas will be considered when:

• Rollers slip during rolling operation;
• Lift thickness is greater than specified;
• Fill material is at an improper moisture content;
• Fewer than the specified number of roller passes is made;
• Dirt-clogged rollers are used to compact the material;
• Rollers may not have used optimum ballast;
• Fill materials differ substantially from those specified; or
• Degree of compaction is doubtful.

4.2.2.6 Deficiencies – The CQA Testing Firm will immediately determine the extent and
nature of all defects and deficiencies and report them to the Owner and Engineer. The CQA
Testing Firm shall properly document all defects and deficiencies – this shall be more critical
on the final cover construction, although this applies to structural fill, as well. The Contractor
will correct defects and deficiencies to the satisfaction of the Owner and Engineer. The CQA
Testing Firm shall perform retests on repaired defects.

4.2.3 Final Cover Systems

This section outlines the CQA program for piping, drainage aggregate, geotextiles,
compacted soil barrier layer, and the vegetative soil layer of the final cover system, as well
as the related erosion and sedimentation control activities. Issues to be addressed include
material approval, subgrade approval, field control and record tests, if any, and resolution of
problems.

4.2.3.1 Material Approval – The Engineer and/or the CQA Testing Firm shall verify that
the following materials (as applicable) are provided and installed in accordance with the
project drawings, specifications, and this CQA Manual. In general, the Contractor shall
furnished material specification sheets to the Engineer for review and approval. In certain
cases, materials furnished by the Contractor may need to meet the Owner’s requirements, in
which case the Owner shall approve of the materials with the Engineer’s concurrence. The
materials approval process may involve the submittals furnished by the Owner, (for
documentation purposes) in the event that the Owner decides to furnish certain materials.

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A. High Density Polyethylene (HDPE) Pipe

(1) Receipt of Contractor's submittals on HDPE pipe.

(2) Review manufacturer’s submittals for conformity with project specs.

B. Corrugated Polyethylene (CPE) Pipe

(1) Receipt of Contractor's submittals on CPE pipe.

(2) Review manufacturer’s submittals for conformity with project specs.

C. Aggregates (Verify for each type of aggregate)

(1) Receipt of Contractor's submittals on aggregates.

(2) Review manufacturer’s submittals for conformity with project specs.

(3) Verify aggregates in stockpiles or borrow sources conform to project
specifications. Certifications from a quarry will be sufficient.

(4) Perform material evaluations in accordance with Table 4B.

D. Vegetative Soil Layer and Drainage Layer

(1) Review manufacturer’s submittals for conformity with project specs.

(2) Review contractor’s submittals on seed specifications.

(3) Perform material evaluations in accordance with Table 4C.

E. Compacted Barrier Layer

(1) Review manufacturer’s submittals for conformity with project specs.

(2) Conduct material control tests in accordance with Table 4C.

F. Erosion and Sedimentation Control

(1) Review Contractor's submittals on erosion and sedimentation control items
(including rolled erosion control products and silt fence).

(2) Review of submittals for erosion and sedimentation control items for
conformity to the project specifications.

(3) Perform visual examination of materials for signs of age or deterioration.

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4.2.3.2 Final Cover Systems Installation – The CQA Testing Firm, in conjunction with
the Engineer, will monitor and document the construction of all final cover system
components for compliance with the project specifications. Monitoring for the components
of the final cover system includes the following:

• Verify location of all piping;
• Assuring sufficient vertical buffer between field equipment and piping;
• Monitoring thickness and moisture-density of the final cover layers and
verification that equipment does not damage the compacted barrier layer or
other components; and
• Assuring proper installation of sedimentation and erosion control measures.

4.2.3.3 Deficiencies – The CQA Testing Firm and/or the Engineer will immediately
determine the extent and nature of all defects and deficiencies and report them to the Owner.
The CQA Testing Firm and/or the Engineer shall properly document all defects and
deficiencies. The Contractor will correct defects and deficiencies to the satisfaction of the
Engineer. The CQA Testing Firm and/or the Engineer shall observe all retests.

4.3 CQA Meetings

Effective communication is critical toward all parties’ understanding of the objectives of the
CQA program and in resolving problems that may arise that could compromise the ability to
meet those objectives. To that end, meetings are essential to establish clear, open channels
of communication. The frequency of meetings will be dictated by site conditions and the
effectiveness of communication between the parties.

4.3.1 Project Initiation CQA Meeting

A CQA Meeting will be held at the site prior to placement of the compacted barrier layer.
At a minimum, the Engineer, the Contractor, and representatives of the CQA Testing Firm
and of the Owner will attend the meeting. The purpose of this meeting is to begin planning
for coordination of tasks, anticipate any problems that might cause difficulties and delays in
construction, and, above all, review the CQA Manual to all of the parties involved.

During this meeting, the results of a prior compaction test pad will be reviewed, and the
project specific moisture-density relationships and it is very important that the rules
regarding testing, repair, etc., be known and accepted by all. This meeting should include
all of the activities referenced in the project specifications. The Engineer shall document
the meeting and minutes will be transmitted to all parties.

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4.3.2 CQA Progress Meetings

Progress meetings will be held between the Engineer, the Contractor, a representative of the
CQA Testing Firm, and representatives from any other involved parties. Meeting frequency
will be, at a minimum, once per month during active construction or more often if necessary
during critical stages of construction (i.e., initial stages of final cover). These meetings will
discuss current progress, planned activities for the next week, and any new business or
revisions to the work.

The Engineer will log any problems, decisions, or questions arising at this meeting in his
periodic reports. Any matter requiring action, which is raised in this meeting, will be
reported to the appropriate parties. The Engineer will document these meetings and minutes
will be transmitted to interested parties and to a record file.

4.3.3 Problem or Work Deficiency Meetings

A special meeting will be held when and if a problem or deficiency is present or likely to
occur. At a minimum, the Engineer, the Contractor, the CQA Testing Firm, and
representatives will attend the meeting from any other involved parties. The purpose of the
meeting is to define and resolve the problem or work deficiency as follows:
• Define and discuss the problem or deficiency;
• Review alternative solutions; and
• Implement an action plan to resolve the problem or deficiency.
The Engineer will document these meetings and minutes will be transmitted to interested
parties and to a record file.

4.4 Documentation and Reporting

An effective CQA plan depends largely on recognition of which construction activities
should be monitored and on assigning responsibilities for the monitoring of each required
activity. This is most effectively accomplished and verified by the documentation of quality
assurance activities. The CQA Testing Firm will provide documentation to address quality
assurance requirements. Monitoring will not be continuous and full-time, although the CQA
Testing Firm representative (typically this is a Soil Technician) and the Engineer will make
frequent and periodic visits to inspect and/or test the work. Both parties shall keep records
of their visits and observations.

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The Soils Technician will visit the site periodically (e.g., once per week) to document
activities during placement of the structural fill and during final cover construction. Site
visits by the CQA Testing Firm shall be coordinated between the Contractor and the CQA
Testing Firm. The Engineer will make monthly site visits during these critical stages to
review the work.

The Construction Superintendent or his representative shall be present on-site daily and shall
keep a record of the general construction progress, noting specifically any problems or
inconsistencies that need to be brought to the Owner’s attention. The specifics of the
Contractor’s records will not be spelled out, but at a minimum, daily or weekly progress
records shall be kept and made available to the Owner upon request.

The CQA Testing Firm will provide the Owner (or his designee) with periodic progress
reports including signed descriptive remarks, data sheets, and logs to verify that required
CQA activities have been carried out. These reports shall also identify potential quality
assurance problems. The CQA Testing Firm will also maintain at the job site a complete file
of project drawings, reports, project specifications, the CQA Plan, periodic reports, test
results and other pertinent documents. The Owner shall furnish a location to keep this record
file.

4.4.1 Periodic CQA Reports

The CQA Testing Firm representative's reporting procedures will include preparation of a
periodic report that will include the following information, where applicable:
• A unique sheet number for cross referencing and document control;
• Date, project name, location, and other identification;
• Data on weather conditions;
• A Site Plan showing all proposed work areas and test locations;
• Descriptions and locations of ongoing construction;
• Descriptions and specific locations of areas, or units, of work being tested
and/or observed and documented;
• Locations where tests and samples were taken;
• A summary of test results (as they become available, in the case of laboratory
tests);
• Calibration or recalibration of test equipment, and actions taken as a result of
recalibration;
• Off-site materials received, including quality verification documentation;

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• Decisions made regarding acceptance of units of work, and/or corrective
actions to be taken in instances of substandard quality;
• Summaries of pertinent discussions with the Contractor and/or Engineer;
• The Technician's signature.
The periodic report must be completed by the end of each Technician's visit, prior to leaving
the site. This information will keep at the Contractor’s office and reviewed periodically by
the Owner and Engineer. The CQA Testing Firm on a weekly basis should forward copies
of the Periodic CQA Reports electronically to the Engineer. Periodic CQA Reports shall be
due to the Engineer no later than Noon on the next working day (typically Monday) following
the end of a work week (typically Friday). If a periodic visit is postponed or cancelled, that
fact should be documented by the CQA Testing Firm and noted in the next periodic report.

4.4.2 CQA Progress Reports

The Engineer will prepare a summary progress report each month, or at time intervals
established at the pre-construction meeting. As a minimum, this report will include the
following information, where applicable:
• Date, project name, location, and other information;
• A summary of work activities during the progress reporting period;
• A summary of construction situations, deficiencies, and/or defects
occurring during the progress reporting period;
• A summary of all test results, failures and retests, and
• The signature of the Engineer.

The Engineer's progress reports must summarize the major events that occurred during that
week. This report shall include input from the Contractor and the CQA Testing Firm.
Critical problems that occur shall be communicated verbally to the Engineer immediately (or
as appropriate, depending on the nature of the concern) as well as being included in the
Periodic CQA Reports.

4.4.3 CQA Photographic Reporting

Photographs shall be taken by the CQA Testing Firm at regular intervals during the
construction process and in all areas deemed critical by the CQA Testing Firm. These
photographs will serve as a pictorial record of work progress, problems, and mitigation
activities. These records will be presented to the Engineer upon completion of the project.
Electronic photographs are preferred; in which case the electronic photos should be

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forwarded to the Engineer (the CQA Testing Firm shall keep copies, as well). In lieu of
photographic documentation, videotaping may be used to record work progress, problems,
and mitigation activities. The Engineer may require that a portion of the documentation be
recorded by photographic means in conjunction with videotaping.

4.4.4 Documentation of Deficiencies

The Owner and Engineer will be made aware of any significant recurring nonconformance
with the project specifications. The Engineer will then determine the cause of the non-
conformance and recommend appropriate changes in procedures or specification. When this
type of evaluation is made, the results will be documented, and the Owner and Engineer will
approve any revision to procedures or specifications.

4.4.5 Design or Specification Changes

Design and/or project specification changes may be required during construction. In such
cases, the Contractor will notify the Engineer and/or the Owner. The Owner will then notify
the appropriate agency, if necessary. Design and/or project specification changes will be
made only with the written agreement of the Engineer and the Owner, and will take the form
of an addendum to the project specifications. All design changes shall include a detail (if
necessary) and state which detail it replaces in the plans.

4.5 Final CQA Report

At the completion of each major construction activity at the landfill unit, or at periodic
intervals, the CQA Testing Firm will provide final copies of all required forms, observation
logs, field and laboratory testing data sheets, sample location plans, etc., in a certified report.
Said report shall include summaries of all the data listed above. The Engineer will provide
one or more final reports, pertinent to each portion of completed work, which will certify
that the work has been performed in compliance with the plans and project technical
specifications, and that the supporting documents provide the necessary information.

The Engineer will provide Record Drawings, prepared with input from the Owner’s
Surveyor, which will include scale drawings depicting the location of the construction and
details pertaining to the extent of construction (e.g., depths, plan dimensions, elevations, soil
component thicknesses, etc.). All final surveying required for the Record Drawings will be
performed by the Owner’s Surveyor. The items shown below shall be included in the Final
CQA Report(s). Note that some items may not be applicable to all stages of the project.

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FINAL CQA REPORT GENERAL OUTLINE (FINAL COVER SYSTEM)

1.0 Introduction
2.0 Project Description
3.0 CQA Program
3.1 Scope of Services
3.2 Personnel
4.0 Earthwork CQA
5.0 Final Cover System CQA
6.0 Summary and Conclusions
7.0 Project Certification

Appendices
A Design Clarifications/Modifications
B Photographic Documentation
C CQA Reporting
C1. CQA Reports
C2. CQA Meeting Minutes
D Earthwork CQA Data
D1. CQA Test Results - Control Tests
D2. CQA Test Results - Record Tests
E Final Cover System CQA Data
E1. Manufacturer’s Product Data and QC Certificates
E2. Test Results - Drainage Aggregate
E3. Test Results - Vegetative Soil Layer
E4. Test Results - Pressure Testing of HDPE Piping (Manufacturer data)
E5. Test results on final cover compacted soil barrier/low permeability layer
F Record Drawings
F1. Subgrade As-Built
F2. Compacted soil barrier/low permeability layer as-built drawing
F3. Vegetative Soil Layer As-Built

Each CQA report shall bear the signature and seal of the Engineer (or multiple Engineers as
applicable), attesting that the construction was completed in accordance with the CQA plan,
the conditions of the permit to construct, the requirements of the North Carolina Solid Waste
Rules, and acceptable engineering practice.

4.6 Storage of Records

All handwritten data sheet originals, especially those containing signatures, will be stored in
a secure location on site. Other reports may be stored by any standard method, which will
allow for easy access. All written documents will become property of the Owner.

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4.7 Protection of Finished Surfaces

The only relevant systems exposed after construction will be the finished slopes, including
both interior and exterior slopes, various drainage systems, and the subgrade. Ground cover
shall be established on all finished surfaces shall to prevent erosion, i.e., seeding of the
finished surfaces within 20 days, per NC DEQ Division of Land Quality rules, or other
measures for preventing erosion (e.g., mulch, rain sheets). Maintenance of finished slopes
and subgrade until waste is placed is required. Exterior slopes shall be vegetated in
accordance with application sediment and erosion control regulations. The Engineer shall
document that the finished surfaces are adequately protected upon completion, and said
documentation shall be recorded in the CQA report.

The Owner/Operator shall be responsible for maintaining the finished surfaces, including
exterior slope vegetation and drainage conveyances, along with the interior slopes and
subgrade. If finished surfaces within the waste disposal area will be required to sit completed
for more than 30 days following completion, the Engineer shall examine the finished surfaces
prior to waste disposal and the Owner shall be responsible for any necessary repairs, e.g.,
erosion that might affect embankment integrity or vertical separation with a subgrade. The
Engineer shall document any required maintenance or repairs prior to commencing disposal
activities, placing said documentation into the Operating Record.

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TABLE 4A
CQA TESTING SCHEDULE FOR GENERAL EARTHWORK

PROPERTY TEST METHOD MINIMUM TEST
FREQUENCY
CONTROL TESTS:
Consistency Evaluation ASTM D 2488
(visual)1
Each Material
RECORD TESTS:
Lift Thickness Direct Measure Each compacted lift
In-Place Density ASTM D 29222 20,000 ft2 per lift
Moisture Content ASTM D 30173 20,000 ft2 per lift
Subgrade Consistency within the
upper 24 inches4
Visual 4 tests per acre
Subgrade Consistency within the
upper 24 inches4
ASTM D 422
ASTM D 4318
1 test per acre

Notes:

1. To be performed by Contractor Superintendent, Engineer, or CQA Testing Firm. Direct measure shall be
facilitated with hand auger borings.
2. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear density tests perform
at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM D 2937 as a verification of the accuracy of
the nuclear testing device. Minimum required soil density is 95 percent of the standard proctor maximum dry
density, which is dependent on the moisture-density characteristic developed for the specific soil during
initial construction; lower density or incorrect moisture results in a failed test and the lift must reworked and
retested.
2a. If “beneficial fill” materials are used to construct embankments or structural fill, the Contractor shall spread
large particles evenly and fill all voids with finer soil – this is referred to as “choking off” the voids; density
testing shall be suspended at the discretion of the Engineer, but judgment testing shall be applied and the use
of these materials and evaluation thereof shall be documented as would any other soil placement activity
3. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every ten (10) nuclear density-
moisture tests, perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or ASTM D 4959 as a
verification of the accuracy of the nuclear testing device.
4. Subgrade evaluation shall be conducted via continuous inspection with the indicated testing frequency, in
order to evaluate the full 24-inch depth, of an intrusive investigation (e.g., hand auger borings) may be
performed after portions of the subgrade are completed with the indicated testing frequency – all testing
locations, testing types and test results shall be recorded on a site map and made part of the construction
record

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TABLE 4B
CQA TESTING SCHEDULE FOR DRAINAGE AND FINAL COVER MATERIALS

COMPONENT PROPERTY TEST
METHOD

MINIMUM
TEST
FREQUENCY
RECORD TESTS:
Gas Vent Pipes and
Stone
Correct type, grade and
placement for pipes;
correct gradation and
trench dimensions for
collection stone*
Visual Each Vent
Coarse Aggregate: Confirm Gradation Visual 5,000 CY1
Vegetative Soil Layer:
(In-Situ Verification)
Visual Classification ASTM D 2488 1 per acre
Layer Thickness Direct measure Survey4

Notes:

1. A quarry certification is acceptable for aggregate from a commercial quarry. If on-site derived stone or a
byproduct is used, i.e., crushed concrete aggregate, the gradation test frequency may be adjusted based on
project specific conditions. The Engineer shall approve all materials and alternative test frequencies.
Materials that do not meet relevant ASTM or AASHTO standard gradation specifications (either may be used
at the discretion of the Engineer) shall be rejected.

* Relative to Detail G on Drawing EC2.

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TABLE 4C
CQA TESTING SCHEDULE FOR FINAL COVER COMPACTED SOIL BARRIER

PROPERTY TEST
METHOD
MINIMUM TEST
FREQUENCY
RECORD TESTS:
Lift Thickness Direct measure Survey4
Permeability ASTM D50841 1 per acre per lift
In-Place Density ASTM D 29222 4 per acre per lift
Moisture Content ASTM D 30173 4 per acre per lift
Direct Shear Friction Test ASTM D 53215 1 per acre

Notes:

1. Optionally use ASTM D6391. Maximum allowable confining pressure for laboratory testing under ASTM
D5084 is 20 psi; maximum gradient is 10; actual confining pressure and gradient values shall be at the
discretion of the engineer in charge of the CQA program.

Maximum allowable soil permeability is 1 x 10-5 cm/sec; higher permeability results in a failed test and the
lift must be reworked and retested.

2. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear density tests perform
at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM D 2937 as a verification of the accuracy of
the nuclear device. Minimum required density is dependent on the moisture-density-permeability
characteristic developed for the specific soil during initial construction; lower density or incorrect moisture
may result in higher permeability. Permeability criteria shall govern the determination of a passing test.

3. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every ten nuclear-moisture tests,
perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or ASTM D 4959 as a verification of the
accuracy of the nuclear testing device.

4. Topographic survey to be performed by licensed surveyor, observing the following technical specifications to
confirm that the minimum thickness of each proposed final cover component is constructed according to the
Rule 15 NCAC 13B .0543. Each of the following layers shall be documented with individual surveys:
a) The top elevations of the final intermediate soil cover layer.
b) The top elevations of the final compacted soil liner layer.
c) The top elevations of the final vegetation cover layer.

The survey shall be performed on a regular grid or triangular grid layout – ideally the same point locations
would be used for each layer based on the original construction grid; locations of each data point shall be
measured to a minimum accuracy of 0.01 feet on the horizontal and vertical; any stakes placed on the slopes
shall be removed and the holes backfilled with soil that is similar to the layer of interest; the backfill soil shall
be placed in maximum 9 inch thick loose lifts and compacted to approximately 6 inches thickness with a hand
tamp; lifts shall be measured directly down-hole with a stick or tape measure; the as-built drawings for each
layer shall be drawn as layer thickness contours paralleling the slopes, i.e., an thickness isopach map, with the
same 0.01 foot vertical accuracy. Digital data acquisition will be assumed.

5. These tests may be altered at the Engineer’s discretion, providing minimum standards of practice are
observed and the minimum project requirements are met.

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TABLE 4D
REFERENCE LIST OF ASTM TEST METHODS

ASTM C 136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

ASTM D 422 Standard Test Method for Particle Size Analysis of Soils.

ASTM D 698 Test Method for Laboratory Compaction Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/ft3).

ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-
Cone Method.

ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in Place by the
Rubber Balloon Method.

ASTM D 2216 Standard Test Method for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass.

ASTM D 2488 Standard Practice for Description and Identification of Soils (Visual-Manual
Procedure).

ASTM D 2922 Standard Test Methods for Density of Soil and Soil-Aggregate in Place by
Nuclear Methods (Shallow Depth).

ASTM D 2937 Standard Test Method for Density of Soil in Place by the Drive Cylinder Method.

ASTM D 3017 Standard Test Method for Water Content of Soil and Rock in Place by Nuclear
Methods (Shallow Depth).

ASTM D 4318 Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of
Soils.

ASTM D 4643 Standard Test Method for Determination of Water (Moisture) Content of Soil by
the Microwave Oven Method.

ASTM D 4959 Standard Test Method for Determination of Water (Moisture) Content of Soil by
Direct Heating Method.

ASTM D5084 Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated
Porous Materials Using a Flexible Wall Permeameter

ASTM D 5993 Standard Test Method for Measuring Mass per Unit of Geosynthetic Clay Liners.

ASTM D6391 Standard Test Method for Field Measurement of Hydraulic Conductivity Limits
of Porous Materials Using Two Stages of Infiltration from a Borehole

ASTM D 6768 Standard Test Method for Tensile Strength of Geosynthetic Clay Liners.

ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and Geosynthetic
or Geosynthetic and Geosynthetic Friction by the Direct Shear Method
5.0 GENERAL FACILITY OPERATIONS PLAN
(15A NCAC 13B .0542)
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5.1 General Conditions
This Operation Plan was prepared for the A-1 Sandrock Recycling (Processing) facility
and C&D landfill (CDLF) to provide the facility staff with an understanding of relevant
rules and how the Engineer assumed that the facility would be operated. While deviations
from the operation plan may be acceptable, significant changes should be reviewed and
approved by the Engineer and/or regulatory personnel.
5.1.1 Facility Description
The facility consists of a permitted mine and landfill located on a 75-acre tract, which is
isolated by natural barriers such as creeks and wooded tracts. Permitted mining includes
the excavation of “sandrock” (weathered granite) and other soil, which is sold off-site.
Adequate on-site soil resources are available to meet the operational needs of the CDLF.
The landfill is a permitted reclamation activity that will restore the property to a usable
condition for future development. Recycling activities are required as a condition of the
Franchise Agreement with local government. The facility contains a CDLF processing and
disposal area, with recycling activities taking place near the working face, a separate LCID
processing area (no disposal) and a concrete processing area and stockpile.
5.1.2 Location and Surroundings
The facility entrance is located at 2091 Bishop Road, accessible from I-85 Business via
Holden Road or Groomtown Road. Bishop Road is paved and has a 45-mph posted speed
limit. The entrance to the facility was enhanced to improve visibility for traffic with turn
lanes and a widening of Bishop Road. Nearby facilities include an asphalt plant, other
mines and landfills, a trucking terminal, a MSW transfer station, and other businesses
which put heavy truck traffic on the road. The scales and office are located near the front
gate, which is the only means of accessing the site by the public. A few residences exist
within a mile of the facility on Bishop Road, which rely on ground water wells. The site
is located in the Deep River Reservoir watershed – protection of water quality is an
important issue in the permitting and operation of the facility. A regional fire department
is located one-mile to the west on Bishop Road.
5.1.3 Geographic Service Area
The service area authorized by the Guilford County Commissioners includes the entire
political boundaries of all counties within or touching a 50-mile radius from the facility.
The operator is responsible for knowing his customer base and waste stream characteristics,
such that the approved service area is observed.

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5.1.4 Waste Stream and Intake
The facility receives C&D and LCID debris from commercial haulers, contractors, and
private individuals. All materials are inert and meet the NC DENR Division of Waste
Management definitions. The facility expects to receive approximately 150 tons per day
(4000 tpm) of combined C&D wastes and LCID. The franchise allows up to 300 tons per
day. Much of the daily C&D intake will come from an affiliated waste hauling service.
The intake will be source-sorted with putrescible MSW excluded to the extent possible.
5.1.5 Hours of Operation
The facility is open to the public from 7 AM to 5 PM on Monday – Friday and 7 AM to 12
PM on Saturday. All current operations for the facility are within those hours.
5.2 Contact Information
5.2.1 Emergencies
For fire, police, or medical/accident emergencies dial 911.

5.2.2 A-1 Sandrock, Inc., Administrative Offices

Mr. R.E. ‘Gene’ Petty, Sr. – Owner/Operator
Mr. Ronnie E. Petty, III – Owner/Operator
A-1 Sandrock, Inc.
2091 Bishop Road
Greensboro, NC 27406

Tel. [phone]
5.2.3 North Carolina Department of Environment Quality (NCDEQ)

Division of Waste Management - Solid Waste Section

Division of Energy, Minerals and Land Resources - Land Quality Section

450 West Hanes Mill Road, Suite 300,
Winston-Salem, NC 27105

Phone: [phone]

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5.3 Permitted Activities
This document was prepared in pursuit of a Permit to Operate from the NC DEQ Division
of Waste Management, Solid Waste Section, for construction of Phase 3 within the
permitted footprint and continued operation of Phases 1 – 3 (and future Phase 4) over a 5-
year operating cycle. The following is a comprehensive summary of the permitted solid
waste activities within the 75-acre facility, shown on Drawings E1 – E5:
Activities conducted under Permit #41-17 (Processing Facility):
• Receipt of wood wastes and inert debris (C&D and LCID)
• Sorting recyclables, shredding or grinding the wastes1
• Removal of incidental non-compliant wastes2
• Production of mulch, boiler fuel, aggregates3
• Temporary storage of products in roll off boxes
Activities conducted under Permit #41-17 (CDLF disposal unit):
• Disposal of construction and demolition debris
• Disposal of asbestos wastes in a designated area
1 Primary recyclables include aggregates, wood wastes, and metals; aggregates derived from the
two sources may be combined, wood wastes derived from the two sources may be blended for fuel;
typically, the C&D wastes are better suited for boiler fuel, LCID wastes are better suited for
mulching, thus the two waste streams are typically not blended; no other blending shall occur
2 Includes MSW and other non-C&D wastes that inadvertently enter the C&D waste stream at
construction sites – these materials will be placed in roll-off boxes and taken to the nearby MSW
transfer station on a weekly basis; no MSW disposal shall occur at this facility
3 Materials typically will be distributed off-site, but some on-site use of mulch outside of the active
C&D unit will occur (with limitations on application rates), and aggregates may be used on-site;
all non-fuel wood wastes processed at the facility will be considered as mulch – not compost – with
no nutrient value
All sorting and grinding activities will take place within the approved CDLF footprint.
Finished goods may be stored outside the CDLF footprint within designated areas
(approved for mining disturbance) that have drainage control. No mining, processing or
disposal activities shall occur within designated stream buffers, wetlands, or the 100-year
floodplain. All activities and areas are accessible only via a single gate and are secure after
hours. Each permitted activity is described in brief detail in Section 5.4.

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5.4 Description of Facilities
5.4.1 Processing Facility
The Owners of the facility intend to accept appropriate C&D and LCID wastes for
recycling into boiler fuel, mulch, aggregates, and reclaimed of metals. All C&D materials
shall be weighed and recorded, with accurate accounting to account for material flow.
Intake materials shall be processed within the approved CDLF footprint, separated from
the active working face by a safe distance.

Public access to the processing area and working face is restricted – C&D unloading,
processing and disposal areas are to be separated by approximately 50 feet – and the LCID
processing area will be separate from the C&D processing facility. The tipping and
processing areas have runoff control measures that integrate into the main storm water
system but can be isolated in the event of a spill of fuel, oil, or hazardous materials.
Operations shall be scheduled around the weather to minimize contact between the waste
and water – no grinding of C&D wastes shall take place in the rain.

Materials shall be sorted and placed in containers, e.g. 100-cubic yard trailers or 40-cubic
yard roll-off boxes, which can be covered. Recyclables are normally processed within a
day or two of receipt, stored within the Phase 1 footprint in containers, and shipped to
appropriate receiving facilities on a weekly basis. Based on the December 2009 Six Month
Demonstration Report, the intake stockpile is typically kept under 6,000 cy.

Recyclable C&D materials shall be shipped to established markets, e.g., boiler fuel and
metals; aggregates will be ground and sold or used on the premises in a beneficial manner.
Non-recyclable C&D wastes shall be disposed within the on-site C&D disposal facility. A
separate, roll-off box shall be kept on-hand for inadvertent non-C&D wastes (MSW) that
may come into the facility, which will be taken to the nearby MSW transfer station or other
approved disposal facility on a weekly basis. Finished materials shall be removed (or
turned) at least quarterly, except for aggregates (see Section 5.7).
5.4.2 CDLF (Phases 1 – 4)
The CDLF is an unlined landfill encompassing 21.9 acres, approved ca. February 2004.
Phases are sized to last approximately 5 years, coinciding with the 5-year Permit to Operate
cycle. All phases drain toward large perimeter channels, which in turn lead to the main
sedimentation basin. All E&S measures were designed in accordance with 15A NCAC 4
and were approved by (now) NCDEQ Division of Energy, Minerals and Land Resources.

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The edge of waste is clearly staked with permanent markers.
Closure of various phases will be incremental, conducted in accordance with the approved
Closure/Post-Closure Plan.
Financial Assurance requirements will be adjusted on a yearly basis to account for new
areas opening and those being closed.
Operation of the C&D Landfill will be in strict accordance with Solid Waste rules,
including groundwater and landfill gas monitoring programs.
Other applicable permits include the mining permit and a stormwater permit certificate.
5.5 Facility Drawings
A copy of the approved Facility Plan and construction drawings must be kept on-site
always. Several sets of drawings submitted to various agencies exist, e.g., local
government site plan approval, the mining permit application and solid waste applications;
revisions have occurred over time. The Engineer should be consulted to resolve conflicts
between drawings. The Owner/Operator shall note the location of the active working face
on the facility plan, noting areas that have come to final grade and areas that are closed –
the map shall be updated continuously and filed with the Operating Record (Section
5.12). The drawings show the locations of special waste disposal areas (i.e., asbestos), soil
borrow and stockpile areas.
5.6 Staff Responsibilities
It is essential that every staff member understand the requirements of not only their
assigned tasks but of the regulatory and safety requirements for the entire facility. Each
worker should understand that the overall compliance of the facility affects not only their
position at the facility but the future ability to continue operations beyond the next 5-year
permit review. All staff should be vigilant about enforcing the waste acceptance policy
and to make sure that all aspects of the operation, from mowing the grass to the daily
transfer or disposal of waste, are conducted in an environmentally sound manner.
Every staff member shall receive instruction on “preventative maintenance” pertaining to
ground water and surface water quality, and how to protect these features, in addition to
waste acceptance criteria and operational requirements that pertain to each individual’s
specific duties. The critical importance of preserving environmental quality and
maintaining operational compliance should be a topic for discussion at regular staff
meetings, along with issues concerning safety and efficient operation of the facility.

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In accordance with Rule .0542(j)(2) a trained operator must be on duty at all times when
the facility is open to the public and/or when operations are being conducted. All training
should be documented and Operator’s certifications shall be kept current.

5.7 Inspections and Maintenance
The following O&M schedule highlights some, but not all, of the major the requirements
for routine facility inspection and maintenance at both the recycling facility and the CDLF.
This schedule is intended to serve as a guide for the Owner/Operator for addressing short-
term and long-term issues, but the O&M schedule does not alleviate the Owner/Operator
of key rule requirements, whether or not they are covered here. Of particular emphasis,
the Owner/Operator should adhere to the following:
• Collect trash and windblown debris around the scale, buildings, and areas outside
the working face daily in compliance with Rule 15 NCAC 13B .0542(g)(3).
• Note the date and time of cover placement (periodic and interim covers) in the
operating record in compliance with Rule .0542(f)(2).
The following tabulated summary for normal operations (see Sections 6.0 and 7.0) hereby
replaces the O&M Checklist presented in the 2009 permit application:
Daily
• Remove any Trash or Debris at Facility Entrance, Scales, Driveways, Ditches
• Remove any Trash or Debris around CDLF and Processing Areas, including Trees
• Check for Windblown Debris Escaping CDLF Working Face
• Verify All Waste Intake Processed and/or Disposed within 48 hours
• Verify Working Face under One-Half Acre (200 x 200 feet)
• Check Finished Goods Stockpiles for Foreign Materials or Trash
• File Waste Inspection Forms (Minimum 3 per Week)

Weekly
• Verify Working Face is Covered Weekly
• Verify Access Roads are Passable
• Check for Spills or Leaks on Roads, Processing and Storage Areas, Working Face
• Verify that Inactive Disposal Areas are Covered per Solid Waste Rules
• Check for Proper Drainage Conditions, Erosion, Sediment Buildup
• Inspect Gates, Locks, Fences, Signs
• Check Communication and Surveillance Equipment
• Check Mulch Stockpile Size (should be under 6000 cy)

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Monthly
• Check for Excess Erosion on Slopes or Benches and Ditches
• Verify Vegetation is Healthy on Slopes, Ditches and Shoulders
• Verify that Sediment Basin Primary Outlet is Draining within 5 Days

Semi-Annually
• CDLF Slope Vegetation Mowed (Minimum Twice per Year)
• Inspect for CDLF Slopes Cracking, Sloughing, Bulging, Excess Erosion
• Turn or Remove Finished Mulch Stockpiles (Minimum Twice per Year)
• Mow Clear Access Paths to Monitoring Wells

Annually
• Staff Training Certifications Up to Date
• Annual Topographic Survey of CDLF

5.8 Access Control

5.8.1 Physical Restraints – The site is accessible by the single entrance gate. All
customers and visitors shall check upon arrival; all incoming waste-hauling vehicles shall
cross the scales. The entrance gates will be securely locked during non-operating hours.

5.8.2 Security – Frequent inspections of gates and fences will be performed by landfill
personnel. Evidence of trespassing, vandalism, or illegal operation will be reported to the
Owner.

5.8.3 All-Weather Access – The on-site roads will be paved or otherwise hardened and
maintained for all-weather access.

5.8.4 Traffic – The Operator shall direct traffic to a waiting area, if needed, and onto the
working face with safe access to an unloading site is available. Once a load is emptied, the
delivery vehicle will leave the working face immediately.

5.8.5 Anti-Scavenging Policy – The removal of previously deposited waste by members
of the public (or the landfill staff) is strictly prohibited by the Division for safety reasons.
The Operator shall enforce this mandate and discourage loitering after a vehicle is
unloaded. No persons that are not affiliated with the landfill or having business at the
facility (i.e., customers) shall be allowed onto or near the working face.

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5.8.6 Signage – A prominent sign containing the information required by the Division
shall be placed just inside the main gate. This sign will provide information on operating
hours, operating procedures, and acceptable wastes. Additional signage will be provided
within the landfill complex to distinctly distinguish access routes. Restricted access areas
will be clearly marked and barriers (e.g., traffic cones, barrels, etc.) will be used.

5.8.7 Communications – Visual and radio communications will be maintained between
the C&D landfill and the landfill scale house and field operators. The scale house has
telephones in case of emergency and for the conduct of day-to-day business. Emergency
telephone numbers (Fire and Rescue) are displayed in the scale house.

5.9 Fire and Safety

5.9.1 Fire Prevention – Measures shall be taken to prevent fires in the raw materials and
finished goods stockpiles in the processing facility. Stockpiles (and the disposal area) shall
be inspected daily for signs of smoke or combustion. The piles shall be separated by a
minimum distance of 25 feet for access. At a minimum, any accumulated piles of
combustible materials shall be limited to 6,000 cy in size and turned on a quarterly basis
or when dictated by temperature. The piles shall be monitored for dryness and temperature
– a temperature probe shall be acquired and kept in the office – maximum allowable
temperatures shall be 120 degrees Fahrenheit.

Fire Control – Fires in landfills and stockpiles (especially LCID facilities) have been a
regulatory concern in recent times. The possibility of fire within the landfill or a piece of
equipment must be anticipated. A combination of factory installed fire suppression
systems and/or portable fire extinguishers shall be kept operational on all heavy pieces of
equipment. Brush fires of within the waste may be smothered with soil, if combating the
fire poses no danger to the staff. The use of water to combat the fire is allowable, but soil
is preferable. For larger or more serious fire outbreaks, the local fire department will
respond. In the event of any size fire at the facility, the Owner shall contact NC DENR
Division Waste Management personnel within 24 hours and complete a Fire Notification
Form (Appendix 4B) within 15 days, which will be placed in the Operating Record.

5.9.2 Personal Safety – Safety is a key concern with the operation of this facility. All
aspects of operation were planned with the health and safety of the landfill's operating staff,
customers, and neighbors in mind. Prior to commencing operations, a member of the
management staff will be designated as Site Safety Officer. This individual, together with
the Facility's management will modify the site safety and emergency response program as
needed to comply with National Solid Waste Management Association and Occupational

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Safety and Health Administration (OSHA) guidance. Staff safety meetings (minimum one
per month) shall be conducted. Safety equipment to be provided includes (at a minimum)
equipment rollover protective cabs, seat belts, audible reverse warning devices, hard hats,
safety shoes, and first aid kits. Field operators are encouraged to complete the American
Red Cross Basic First Aid Course with CPR.

The working face of a landfill is an inherently dangerous place due to the movement of
heavy equipment, steep slopes, obstacles to pedestrian movement and sometimes poor
visibility (such as equipment backing up). These considerations are also a concern for the
sorting and grinding operations, as well as the concern for flying debris that can be ejected
from a tub grinder. Safety for customers will be promoted by the Operator and his staff
knowing where the equipment and customer vehicles are moving at all times. Radio
communications between the scale house and the field staff will help keep track of the
location and movement of customers.

The processing areas (C&D and LCID) and public access areas shall be located no closer
than 50 feet to the working face of the CDLF disposal unit. Signs, fences and/or physical
barriers will be used to separate public access areas from the working face of the CDLF
and the waste processing areas (sorting, grinding, etc.) – activities that could endanger the
public shall not be conducted when non-employees are present. Vehicles transporting
waste to the facility and/or the general public shall not have access to the working face.
Children under the age of 16 shall not be allowed in the facility. No waste unloading,
grinding or disposal activities shall be conducted after dark.

5.10 Other Regulatory Requirements
5.10.1 Sedimentation and Erosion Control – All aspects of the facility operation are
subject to the requirements of 15A NCAC 4, the Sedimentation and Erosion Control rules.
Runoff measures for this facility were designed in accordance with this rule and approved
by the now NCDEQ Division of Energy, Minerals and Land Resources, Land Quality
Section, as a condition of the mining permit. Approved S&EC measures shall be installed
and maintained throughout the operational life of the facility and into the post-closure
period (see Closure/Post Closure Plan, Section 7.0). Measures to curtail erosion include
vegetative cover and woody mulch as ground cover. Measures to control sedimentation
include stone check dams in surface ditches, sediment traps and basins. As of March 2013,
all exposed soils, regardless of whether they are inside or outside the disposal area, shall
be vegetated or otherwise stabilized within 15 days after any given area is brought to
final grade.

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5.10.2 Water Quality (Storm Water) Protection – This facility is covered by NC DENR
Division of Water Quality Storm Water General Permit, NCG020000 – Certification
No. NCG020633. Compliance with the provisions of the permit – and the monitoring
requirements – is required. A Storm Water Pollution Prevention Plan was prepared for
the facility, in accordance with the General Permit, which shall be observed and
incorporated into the daily operation of the facility.
Steps to protect water quality include diverting surface water (“run-on”) away from the
disposal area, allowing no impounded water inside the disposal area, and avoiding the
placement of solid waste into standing water. The facility is obligated by law not to
discharge pollutants into the waters of the United States (i.e. surface streams and wetlands).
Any conditions the Operator suspects might constitute a discharge should be mitigated
immediately – appropriate agencies and the Engineer should be contacted.
5.11 Miscellaneous Requirements

5.11.1 Minimizing Surface Water Contact – Protection of water quality is a key
interest in the operation of this facility. Although C&D wastes are typically inert, there
can be chemical residues present in the C&D (e.g., solvents) that can mobilize upon contact
with water – i.e., leachate generation – and which can enter the environment via storm
water runoff. This tends to be more prevalent when the wastes are processed (sorted and
ground) due to increased surface area available to contact the water source and increased
exposure to ambient conditions.

Whereas the tipping and processing areas will be uncovered, the C&D processing facility
shall not be operated during rain events in order to minimize contact between the waste
and surface water, thus minimizing leachate generation. Activities pertaining to the
processing facility should be scheduled to accommodate the weather forecast. During
periods of light rain unloading may occur and sorting operations may occur if no runoff is
visible, but no grinding shall occur. During heavy rain (with visible runoff) or periods of
high wind the incoming (unprocessed) materials shall be stockpiled and covered with tarps
(secured against wind) or incorporated into the working face to minimize contact with
water. Processed materials (including source-sorted loads) shall be placed in appropriate
(covered) containers – i.e., transport trailers or roll-off boxes.

5.11.2 Processing Facility Operation over the CDLF – The Processing Facility
(tipping, sorting, loading) activities will move within the C&D footprint to be near the
working face of the CDLF unit, albeit a safe distance shall be maintained – minimum of
50 feet – to promote safety of workers and the public (Section 5.9.2). The Processing
Facility may be located atop an inactive portion of the CDLF unit.

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When the Processing Facility is to be operated over an inactive portion of the CDLF, a
soil pad with a minimum thickness of 2 feet shall be placed beneath the processing
facility operational area (including the tipping and grinding areas), in addition to the
interim soil cover that might already be present (see Section 7.4.2).

The purpose of the supplemental operating soil pad is to protect the underlying wastes –
and water quality – against possible spills, leaks and/or the introduction of non-compliant
materials (liquids) that might escape detection in the preliminary screening. The soil pad
serves as a sorbent layer that can be removed in the case of an incident, minimizing the
chance of the incident affecting the ground water or surface water monitoring system, and
maintaining adequate coverage for the underlying wastes. The soil pad may be removed
at the end of the processing operation and/or prior to placement of final cover and/or
additional waste disposal.

5.11.3 Equipment Maintenance – Facility equipment consists of a variety of
excavators, loaders, dozers, dump trucks, and specialized equipment, e.g., a tub grinder for
LCID and a separate grinder with power screens for aggregates. Most of the equipment is
used in the normal course of mining operations. The Owner represents that he has
sufficient resources to provide and maintain the needed equipment to operate the facility.
A maintenance schedule for the facility equipment is beyond the scope of this Operations
Plan. The Operator (or his designee) should develop a routine equipment maintenance
program to lessen the likelihood of fluid spills or leaks.
Fuel and lubricants shall be stored under covers and/or with secondary containment
systems that are separate from the principle storm water drainage systems at all times. Care
shall be taken when servicing or fueling equipment to prevent spills. Driveways, shop
areas and all operations areas where heavy equipment is working shall be inspected daily
for signs of spills and leaks. Equipment should be parked overnight and serviced in areas
that will not contaminate the facility storm water management systems. Care shall be taken
not to allow any hazardous substance to enter the surface water or ground water, including
(but not limited to) fuel, oil, hydraulic fluid, pesticides, and herbicides. The requirements
of the Storm Water Pollution Prevention Plan and monitoring criteria required by the
NC DENR Storm Water General Permit shall be observed.
5.11.4 Utilities – Electrical power, water, telephone, and restrooms will be provided at
the scale house. Other sanitary facilities shall be provided for the field staff, as needed.
Two-way radios or cell phones shall be provided to the field staff for communication with
the scale house. Portable light plants may be required to promote safe operation of the
processing facility in the late afternoon or evening.

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5.11.5 Vector Control – Steps shall be employed to minimize the risk of disease carrying
vectors associated with the landfill (e.g., birds, rodents, dogs, mosquitoes). The C&D
wastes should be mostly inert (subject to the waste screening procedures) and not attractive
to animals. Pools of standing water should be avoided.

5.11.6 Air Quality Criteria

Dust Control – Measures shall be taken to control dust from the operations. Dusty wastes
shall be covered immediately with soil, and water shall be sprinkled on roads and other
exposed surfaces (including operational cover and/or the working face, as needed) to
control dust. Disposal activities may need to be suspended during high winds.

Open Burning – No open burning of any waste shall be allowed.

State Implementation Plan – Compliance with the State Implementation Plan (SIP) for
air quality under Section 110 of the Clean Air Act, as required by 15A NCAC 13B .0531 et
seq., is demonstrated with the following discussion. Typically, the SIP focuses on
industries that require air permits and activities that have regulated emissions that
contribute to unhealthy levels of ozone (NOx, SO4, VOC’s), particularly coal combustion
(electric power plants) and other “smokestack” industries. Compliance with the spirit of
the SIP is demonstrated by the prohibition of combustion of solid waste, the fact that the
wastes are generally inert and do not emit sufficient quantities of landfill gas to require
active controls (such as flaring), and the current status of the regional attainment. The
facility is not currently located in a designated area of non-attainment for ozone and/or fine
particle emissions (e.g., VOC’s, NOx), designation based on NCDEQ Division of Air
Quality (DAQ) web site information.

Based on information presented earlier this year concerning the possibility of certain areas
of the state being designated as non-attainment areas for ozone, it does not appear that a
non-attainment designation would affect existing facilities – a more impact might be
expected on future industrial location in the region – and the three-year data that lead to
this consideration is barely above the US-EPA’s current threshold for attainment. State-
wide, ozone monitoring data show general improvement since the implementation of the
“clean smokestacks” legislation within the last five years, and if the next few months show
continued improvement, US-EPA may not impose the non-attainment designation. 2 This
leads to a conclusion that the facility is not contributing to an existing non-attainment
condition in the local area, nor is it likely to in the future.

2 Tom Mather, Public Information Officer, NC DENR DAQ, personal communication (2-12-09)

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Nonetheless, proactive steps that can be taken at the facility include dust control measures
(see below) to minimize airborne particle emissions, minimizing the idling time on trucks
and equipment, keeping mechanized equipment in good operating condition, and the use
of low-sulfur fuels, subject to availability. Adherence to the waste acceptance criteria will
minimize VOC emissions. Regular application of periodic cover will reduce the risk of
fires and curtail wind-blown debris; the proper use of vegetative cover will further
minimize fugitive emissions of dust and particulates.

5.11.7 Litter Control – Appropriate measures will be taken to control trash and
windblown debris within and around the facility, including litter on Bishop Road. The site
and entrance will be policed for litter on a weekly basis and such materials will be collected
and disposed of properly.

5.12 Operating Record

The Operating Record shall consist of one or more files, notebooks, or computerized
records and associated maps that document the day-to-day facility operations, including
the waste intake and sources, transfer records, routine waste placement, cover, and closure
activities (for the CDLF), and routine or special maintenance requirements and follow up
activities. The following records shall be maintained:
A Daily intake tonnage records - including source of generation
B Tonnage and type of recycled materials shipped offsite
C Copies of the facility map, tracking the current location of waste placement
activities, interim closure and completed final closure activities – including
the date and time of placement of cover material
D Waste inspection records (on designated forms); fire notification forms;
E Quantity, location of disposal, generator, and special handling procedures
employed for all special wastes disposed of at the site
F Generators or haulers that have attempted to dispose of restricted wastes
G Employee training procedures and records of training completed
H Ground water quality monitoring information including:
1. Copy of the current Sampling and Analysis Plan (Monitoring Plan)
2. Monitoring well construction records
3. Sampling reports
4. Records of inspections, repairs, etc.

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I Notation of the date and time of the cover placement (both periodic and
interim covers) must be recorded in the operating recorded in compliance
with Rule .0542(f)(2).
J Closure and post-closure information, where applicable, including:
1. Testing
2. Certification
3. Completion records
K Cost estimates for financial assurance documentation
L Annual topographic survey of the active disposal phase
M Records of operational problems or repairs needed at the facility, e.g., slope
maintenance, upkeep of SE&C measures, other structures
N Equipment maintenance records
O Daily rainfall records (via on-site rain gauge).
P Landfill gas monitoring information:
1. Quarterly methane monitoring records
2. Landfill Gas Monitoring and Control Plan
Q Updated Financial Assurance Documentation
R Compliance Audit Records (by the Solid Waste Section) and
documentation of follow up measures to ensure compliance
S Copies of the Operation Plan, Closure and Post Closure Plan,
Sediment and Erosion Control Plan, Construction Drawings,
Storm Water Pollution Prevention Plan, Storm Water General Permit
Certificate of Coverage, Solid Waste Permit, and Mining Permit

The Owner or his designee will keep the Operating Record up to date. Records shall be
presented upon request to DWM for inspection. A copy of this Operations Plan shall be
kept at the landfill and will be available for use at all times, along with the Closure/Post-
Closure Plan, the Monitoring Plan, and Monitoring Records.

5.13 Annual Report

The facility shall file an annual report with the NC DENR Division of Waste Management
by August 1 of each year, detailing the activities for the preceding July 1 through June 30.
Records shall include types and amounts of wastes received, reused, recycled, and
distributed; material quantities shall be reported annually in tons.

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C&D landfill rules require an annual survey to determine slope, height, and volume (see
Section 7.5). The reporting requirements include an annual topographic map prepared by
a licensed surveyor. The mining permit for this facility has a requirement for annual
reporting of reclamation activities; reclamation at this site includes all backfilling (with
beneficial fill) and completion of slopes (with permanent vegetation). The annual
reclamation report has map submission requirements, as well as an estimate of percentage
of the disturbed area reclaimed. In addition, the Storm Water General Permit, issued by
NC DEQ Division of Waste Quality, has an annual sampling and reporting requirement.

5.14 Contingency Plan

5.14.1 Hot Loads Contingency – In the event of a "hot" load attempting to enter the
landfill, the scale house staff will turn away all trucks containing waste that is suspected to
be hot, unless there is imminent danger to the driver. The vehicle will be isolated away
from structures and other traffic and the fire department will be called. The vehicle will
not be allowed to unload until the fire is out. If a hot load is detected on the working face,
then the load will be treated as a fire condition (see Section 5.9), whereas the load will be
spread as thin as possible and cover soil will be immediately placed on the waste to
extinguish the fire. Other traffic will be redirected to another tipping area (away from the
fire), or other waste deliveries may be suspended until the fire is out. The fire will be
monitored to ensure it does not spread. If the fire cannot be controlled, the fire department
will be notified and the area cleared of non-essential personnel.

5.14.2 Hazardous Waste Contingency – In the event identifiable hazardous waste or
waste of questionable character is detected at the scales or in the landfill, appropriate
protective equipment, personnel, and materials will be employed as necessary to protect
the staff and public. Hazardous waste identification may be based on (but not limited to)
strong odors, fumes or vapors, unusual colors or appearance (e.g., liquids), smoke, flame,
or excess dust. The fire department will be called immediately in the event a hazardous
material is detected.

An attempt will be made to isolate the wastes in a designated area where runoff is
controlled, preferably prior to unloading, and the vicinity will be cleared of personnel until
trained emergency personnel (fire or haz-mat) take control of the scene. Staff will act
prudently to protect personnel but no attempt will be made to remove the material until
trained personnel arrive. A partial listing of regional Hazardous Waste Responders and
disposal firms is found in Appendix 4C.

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The Operator will notify the Division (see Section 5.2.3) that an attempt was made to
dispose of hazardous waste at the landfill. If the vehicle attempting disposal of such waste
is known, attempts will be made to prevent that vehicle from leaving the site until it is
identified (license tag, truck number driver and/or company information) or, if the vehicle
leaves the site, immediate notice will be served on the owner of the vehicle that hazardous
waste, for which they have responsibility, has been disposed of at the landfill.

The landfill staff will assist the Division as necessary and appropriate in the removal and
disposition of the hazardous waste (acting under qualified supervision) and in the
prosecution of responsible parties. If needed, the hazardous waste will be covered with on-
site soils, tarps, or other covering until such time when an appropriate method can be
implemented to properly handle the waste. The cost of the removal and disposing of the
hazardous waste will be charged to the owner of the vehicle involved. Any vehicle owner
or operator who knowingly dumps hazardous waste in the landfill may be barred from
using the landfill or reported to law enforcement authorities.

Any hazardous waste found at the scales or in the landfill that requires mitigation under
this plan shall be documented by staff using the Waste Screening Form provided in
Appendix 4A. Records of information gathered as part of the waste screening programs
will be placed in the Operating Record and maintained throughout the facility operation.

5.14.3 Severe Weather Contingency – Unusual weather conditions can directly affect
the operation of the landfill. Some of these weather conditions and recommended
operational responses are as follows.

5.14.3.1 Ice Storms – An ice storm can hinder access to the landfill, prevent
movement or placement of periodic cover, and, thus, may require closure of the
landfill until the ice is removed or has melted and the access roads are passable
without risk to personnel of the side slopes cover.

5.14.3.2 Heavy Rains – Exposed soil surfaces can create a muddy situation in
some portions of the landfill during rainy periods. The control of drainage and use
of crushed stone (or recycled aggregates) on unpaved roads should provide all-
weather access for the site and promote drainage away from critical areas. In areas
where the aggregate surface is washed away or otherwise damaged, aggregate
should be replaced. Intense rains can affect newly constructed drainage structures
such as swales, diversions, cover soils, and vegetation. After such a rain event,
inspection by landfill personnel will be initiated and corrective measures taken to
repair any damage found before the next rainfall.

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Processing activities should be planned to avoid sorting and grinding during
periods of rain. Ideally, waste deliveries should be suspended until the rain
passes, but if unloading in the rain cannot be avoided the debris piles should be
kept small as possible and covered with tarps. Sorting should be completed as
soon as practical and all materials cleared from the tipping area to avoid contact
with rain or runoff.

5.14.3.3 Electrical Storms – The open area of a landfill is susceptible to the
hazards of an electrical storm. If necessary, landfill activities will be temporarily
suspended during such an event. To promote the safety of field personnel, refuge
will be taken in buildings or in rubber-tire vehicles.

5.14.3.4 Windy Conditions – High winds can create windblown wastes, typically
paper and plastic, but larger objects have been known to blow in extreme
circumstances. Operations should be suspended if blowing debris becomes a
danger to staff, after the working face is secured. The proposed operational
sequence minimizes the occurrence of unsheltered operations relative to prevailing
winds. If this is not adequate during a particularly windy period, work will be
temporarily shifted to a more sheltered area.

When this is done, the previously exposed face will be immediately covered with
daily cover. Soil cover shall be applied whenever windblown wastes become a
problem. Staff shall patrol the perimeter of the landfill periodically, especially on
windy days, to remove windblown litter from tress and adjacent areas.
Windscreens of various sorts have been used with mixed success at other facilities
in the region. Proper planning for windy conditions is essential.

5.14.3.5 Violent Storms – In the event of a hurricane, tornado, or severe winter
storm warning issued by the National Weather Service, landfill operations should
be temporarily suspended until the warning is lifted. Daily cover will be placed on
exposed waste and buildings and equipment will be properly secured. In the event
of eminent danger to staff or the public, personal safety shall take precedence over
other concerns.
6.0 PROCESSING FACILITY OPERATIONS PLAN
(15A NCAC 13B .0542)
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6.1 Overview

This section describes the general waste intake and handling operations for the Processing
(Recycling) facility. These protocols shall be followed, regardless of whether the material
is source-sorted and delivered by affiliated waste transport vehicles or brought to the
facility by private contractors or the general public.

6.2 Acceptable Wastes

The Facility shall only accept these waste types generated within approved service area:

• Construction Debris: Unpainted and untreated wood, plywood, particle board,
hardboard, gypsum board, siding, flooring, asphalt shingles, etc., from new residential
or commercial construction;

• Demolition Debris: Concrete, brick, block and asphalt will be accepted; unpainted and
untreated wood, roofing, insulation, piping, wallboard, siding, etc., from residential and
commercial remodeling, repair, or demolition operations, will be accepted after the
Facility produces certificates of training for the staff pertaining to the identification
and safe handling of hazardous materials (e.g., asbestos, lead paint)

• Land Clearing and Inert Debris: Stumps, trees, limbs, brush, other vegetation,
concrete, brick, concrete block, clean soils and rock, untreated/unpainted wood, etc.;

6.3 Prohibited Wastes

No municipal solid waste (MSW), hazardous waste as defined by 15A NCAC 13A .0102,
including hazardous waste from conditionally exempt small quantity generators (CESQG
waste), or liquid waste will be accepted at this facility. In addition, no tires, batteries,
polychlorinated biphenyl (PCB) waste, electronic devices (computer monitors), or mercury
switches and fluorescent lamps will be accepted. Animal carcasses will not be accepted.
No oils, grease, solvents, or fluids of any kind will be accepted, nor will bagged wastes or
any putrescible or household wastes. A partial listing of prohibited wastes is presented on
Table 6.1 following this section.

6.4 Waste Processing

To assure that no prohibited waste enters the Facility, a waste screening program will be
implemented (see Section 6.4.1). Waste received at the scale house will be inspected by

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trained personnel. These individuals will be trained to spot indications of suspicious
wastes, including: hazardous material placards or markings, liquids, powders or dusts,
sludges, bright or unusual colors, drums or commercial size containers, and "chemical"
odors. Screening programs for visual and olfactory characteristics of prohibited wastes will
be an ongoing part of the Facility operation.

6.4.1 Waste Receiving and Screening

All incoming vehicles must stop at the scale house located near the entrance of the facility,
and visitors are required to sign-in. All waste transportation vehicles shall be uncovered
prior to entering the scales to facilitate inspection; all incoming loads shall be weighed and
the content of the load assessed. The attendant shall request from the driver of the vehicle
a description of the waste it is carrying to ensure that unacceptable waste is not allowed
into the Facility. Signs informing users of the acceptable and unacceptable types of waste
shall be posted near the facility entrance. The attendant shall visually check the vehicle as
it crosses the scale. Suspicious loads will be pulled aside for inspection prior to leaving
the scale area. Loads with unacceptable materials or wastes generated from outside of the
service area will be directed to the nearby Transfer Station.
Once passing the scales, incoming transport vehicles will be routed to the tipping area for
unloading, inspection, sorting and appropriate processing, depending on the nature of the
load – C&D and LCID materials will go to separate areas (Sections 6.4.2 and 6.4.3).
Incoming vehicles shall be selected at random for screening a minimum of three times
per week. The selection of vehicles for screening might be based on unfamiliarity with the
vehicle/driver or based on the driver’s responses to interrogation about the load content.
Vehicles selected for inspection shall be directed to an isolated area away from the
stockpile of materials to be stockpiled, where the vehicle will be unloaded and the waste
shall be carefully spread using suitable equipment. An attendant trained to identify
unacceptable wastes shall inspect the waste, using the Waste Screening Form (Appendix
4A) to document the waste screening activity. After the waste screening inspection of a
load, one of the following activities will occur:
• If no unacceptable waste is found, the load will be pushed to the active recycling
area and processed with the remainder of the day’s intake;
• If unacceptable materials are found, the entire load will be isolated and secured via
barricades, then loaded into roll-off boxes for disposal at a permitted facility;
• Non-hazardous materials will be reloaded onto the delivery vehicle for removal
from the facility, the hauler will be escorted to the nearby MSW Transfer Station;
• If hazardous materials are detected, the Hazardous Waste Contingency Plan
outlined in Section 5.14 will be followed.

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The hauler will be responsible for removing unacceptable waste from the Facility. The
rejection of the load shall be noted on the Waste Screening Form, along with the
identification of the driver and vehicle. A responsible party to the load generator or hauler
shall be notified that the load was rejected. The generator or hauler may be targeted for
more frequent waste screening and/or banished from delivering to the facility, depending
on the nature of the violation of the waste acceptance policy. State and County authorities
may be notified of severe or repeat offenders.

6.4.2 LCID Processing

The Facility may recycle LCID to make mulch, boiler fuel, and aggregates. LCID wastes
generally consist of brush, limbs, tree trunks, stumps, leaves, dirt, inert debris, and other
materials defined by the NC DENR Solid Waste rules. LCID materials may be stockpiled
and shredded or ground within a designated area (in a future CDLF phase) but separated
from the CDLF working face. Some LCID materials may be combined with similar C&D
materials post-processing – e.g., wood wastes that can be ground into boiler fuel and inert
debris that can be processed into aggregates. LCID materials shall not be commingled
with other materials prior to processing, except for concrete debris.

6.4.3 C&D Processing

The Facility may recycle C&D wastes aggregates, boiler fuel, mulch, and beneficial fill.
Typically, C&D materials are anticipated to arrive source-sorted, having been transported
by an affiliated hauler, but some private hauling will occur. Sorting will take place at least
50 feet from the CDLF working face, with appropriate runoff controls and S&EC measures
in place. The sorted materials will be redirected to appropriate stockpiles and/or roll-off
boxes and temporarily stored for further processing (see below). Non-recyclable C&D
materials will be pushed into the CDLF working face (Section 7.0). Co-mingling of pre-
process or interim stage processed materials from the C&D and LCID waste streams will
NOT be allowed – except for concrete debris – separate stockpiles or containers shall be
maintained. Concrete debris is processed in a separate area. All materials will be strictly
accounted for, including those in various stages of processing, stockpiled finished goods,
on-site beneficial-use materials and/or distribution off-site.

6.4.4 Disposal of Rejected Wastes

All waste loads will be inspected upon arrival, in order to reject inappropriate material
before it is unloaded or such that it can be reloaded onto the transport vehicle and sent to
an appropriate facility. One or more roll-off boxes will be kept on-site for disposal of any

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“reject” materials that are found in the waste during material sorting, e.g., small quantities
of garbage (chiefly food containers), plastic packaging, paint cans, insulation, carpet, etc.
Such “rejects” will be placed into the roll-off boxes and removed from the site for disposal
at an approved facility, e.g. the nearby Transfer Station on Bishop Road or another
approved MSW facility. The roll-off boxes will be removed on a weekly basis. The
number of roll-off boxes required will depend on the market trends; A-1 and affiliated
businesses own an ample supply of roll-off boxes. Operations will be conducted to
minimize the amount of reject materials through source sorting – this facility will not
become a MSW transfer station.

6.4.5 Processing of Finishing Goods

Processing activities shall be limited to grinding, shredding, or chipping land clearing
debris, unpainted/untreated wood waste (including pallets and new construction waste),
and certain engineered wood products (plywood, particle board), to make boiler fuel or
mulch (but not compost). Inert materials will be processed and recycled into aggregates.
The operation of the Processing Facility will include the following:

• Pre-processed sorted C&D (raw materials) will be stockpiled temporarily in the
designated sorting area, adjacent to the working face.
• Woody materials suitable for making mulch and/or boiler fuel (including pallets)
will be ground or shredded and stored in over-the-road shipping containers.
• Earthen inert materials (dirt, rocks, concrete debris) suitable for “beneficial fill”
and/or for processing into aggregates, will be ground or shredded and stockpiled.
• Metals will be placed in roll-off boxes and kept clean and ready to haul to off-site
recycling operations until a full load is reached.
• New guidelines apply for storing and processing asphalt shingles intended for
recycling (see Section 6.4.8). Source-sorted, new (non-asbestos), tear-off asphalt
shingles may be stored for recycling. Shingles accepted for disposal only should
be sent to the working face. No grinding of shingles shall be conducted onsite.
The Owner intends to process incoming material and remove sorted materials from the
tipping area to covered bins or stockpiles by the end of each working day. Plans are to
move the finished materials off-site or use them in the mine reclamation activities on a
quarterly (or more frequent) basis. If the stockpiles of finished products must remain on
site for longer periods of time, these materials will be wetted and turned quarterly (as
needed) to prevent composting and/or fires (see Section 5.5).

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6.4.6 Maximum Stockpile Size

Maximum volumes of each processed and raw material stockpile stored at the processing
facility (for those materials not stored in roll-off boxes) shall be 6000 cy – this is consistent
with Solid Waste Sections rules and guidelines for “notification” stockpiles, e.g., LCID
stockpiles. The following provides guidance for determining the maximum allowable
stockpile dimensions to meet this requirement at various heights with 2H:1V maximum
side slope ratios. The selection of maximum size of stockpile needs to incorporate the
factors of safe operation, storage, and fire prevention.

Height of
Pile, ft
Top of Pile
Diameter, ft
Bottom of Pile
Diameter, ft
Average Cross
Section Area, sf
Volume,
cy
20 20 100 60 2,093
20 40 80 80 3,721
25 20 120 70 3,562
25 40 140 90 5,887
30 20 140 80 5,582

6.4.7 Maximum Processed Material Storage Volumes

Estimates of maximum stored volumes of combustible materials such as unprocessed
wastes, boiler fuel and mulch (see Sections 6.4.2 and 6.4.3) are as follows. The bulky
materials are stored in multiple stockpiles with variable daily volumes. Non-combustible
aggregates are stored separately, typically for longer duration depending on demand, but
these materials do not pose a fire hazard. Finished goods are marketable commodities and
are relatively easy to move. The facility is located near a MSW Transfer Station that will
be the destination for reject materials that cannot be disposed in the on-site landfill.
Unprocessed Wastes 3,000 cy
Boiler Fuel 1,000 cy
Mulch 2,000 cy
Total All Stockpiles 6,000 cy

6.4.8 Asphalt Shingle Storage for Recycling

The Owner/Operator shall only accept new tear-off asphalt shingles for storage, typically
from contractors they know. No grinding of shingles shall be conducted at the facility.
Source-sorted shingles shall be placed into roll off boxes or temporary stockpiles as

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separate loads. Documentation for the source for each load shall be retained. A detailed
plan for documenting the intake and distribution (i.e., to a licensed recycler) of asphalt
shingles is found in Appendix 4D. Old shingles may contain asbestos and shall not be
stored or processed for recycling at this facility. Asphalt shingles arriving without
documentation or in mixed loads may be accepted for disposal, but these materials shall
not go through the processing line and should be sent to the working face.

Acceptance and storage of documented asphalt shingles for off-site recycling may take
place within the current T&P area on top of the CDLF, at least 50 feet away from the
working face alongside other recycling activities. The facility is only authorized to receive
and store asphalt shingles at present. The facility must adhere to NCDEQ’s
documentation requirements outlined in Appendix 4D to maintain operational compliance.
Should the facility opt to grind shingles into a recycled byproduct in the future, an
additional Solid Waste Processor permit application and an asbestos screening plan will be
prepared to supplement this operational.

6.5 Contingency Plan
Refer to Section 5.14
6.6 Annual Reporting
Refer to Sections 5.12 and 5.13

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Table 6.1

Prohibited Wastes at the Processing Facility*

• Putrescible wastes (garbage and/or food wastes)
• Demolition Wastes
• Hazardous wastes: Pesticides
Herbicides
Used motor oil
Antifreeze
Solvents
Paint thinners
• Hazardous materials as defined by 15A NCAC 13A
• Radioactive materials
• Lead acid batteries
• Regulated medical wastes
• Polychlorinated biphenyls (PCB) wastes
• All sludges except sludge from water treatment plants
• White Goods
• Liquid wastes
• Animal carcasses
• Asbestos wastes
• Yard Wastes
• Tires
• Electronic equipment
• Mercury switches or lamps
*References: 15A NCAC 13B .0103
15A NCAC 13B .1626
7.0 C&D LANDFILL OPERATIONS PLAN
(15A NCAC 13B .0542)
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7.1 Waste Acceptance Criteria

7.1.1 Permitted Wastes

The C&D Landfill shall only accept (for disposal) the following wastes generated within
approved areas of service:

• Construction and Demolition Debris Waste: (Waste or debris derived from
construction, remodeling, repair, or demolition operations on pavement or
other structures);
• Land Clearing and Inert Debris Waste: (yard waste, stumps, trees, limbs,
brush, grass, concrete, brick, concrete block, uncontaminated soils and rock,
untreated and unpainted wood, etc.);
• Other Wastes as approved by the NC DENR Solid Waste Section.

7.1.2 Asbestos

A-1 Sandrock may dispose of asbestos within the C&D landfill, or within a special
designated area, only if the asbestos has been processed and packaged in accordance with
State and Federal (40 CFR 61) regulations. Handling asbestos requires advance
arrangements between the hauler and the landfill and special placement techniques (see
(Section 7.3.5).

7.1.3 Wastewater Treatment Sludge

Sludges of any kind shall not be disposed in the C&D Landfill, per Division rules. Waste
Water Treatment Plant sludge may be used as a soil conditioner to enhance the final cover,
upon receipt of permission from the Division, to be applied at agronomic rates.

7.2 Waste Exclusions

No municipal solid waste (MSW), hazardous waste as defined by 15A NCAC 13A .0102,
or hazardous waste from conditionally exempt small quantity generators (CESQG waste),
sludges or liquid wastes will be accepted. No drums or industrial wastes shall be accepted.
No tires, batteries, polychlorinated biphenyl (PCB), electronic devices (computer
monitors), medical wastes, radioactive wastes, septage, white goods, yard trash, fluorescent
lamps, mercury switches, lead roofing materials, transformers, or CCA treated wood shall
be accepted.

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No pulverized or shredded C&D wastes may be accepted – except those materials received
and inspected in a whole condition and shredded on-site. The Facility will implement a
waste-screening program, described in Section 7.3 below, to control these types of waste.
Solid Waste Rule .0542 (e) contains further exclusions (see Table 7.1 at the end of this
section).

7.3 Waste Handling Procedures

To assure that prohibited wastes are not entering the landfill facility, screening programs
have been implemented at the landfill. Waste received at both the scale house entrance
and waste taken to the working face is inspected by trained personnel. These individuals
have been trained to spot indications of suspicious wastes, including: hazardous placards
or markings, liquids, powders or dusts, sludges, bright or unusual colors, drums or
commercial size containers, and "chemical" odors. Screening programs for visual and
olfactory characteristics are an ongoing part of the landfill operation.

7.3.1 Waste Receiving and Inspection

All incoming vehicles must stop at the scale house located near the entrance of the facility,
and visitors are required to sign-in. All waste transportation vehicles shall be uncovered
prior to entering the scales to facilitate inspection; all incoming loads shall be weighed and
the content of the load assessed. The scale attendant shall request from the driver of the
vehicle a description of the waste it is carrying to ensure that unacceptable waste is not
allowed into the landfill.

Signs informing users of the acceptable and unacceptable types of waste shall be posted at
the entrance near the scale house. The scales attendant shall visually check the vehicle as
it crosses the scale. Any suspicious loads will be pulled aside for a more detailed inspection
prior to leaving the scale house area. Loads with unacceptable materials will be required
to be covered (with a tarp) and turned away from the facility. Wastes from outside of the
service area will be rejected.

Once passing the scales, the vehicles containing C&D wastes are routed to the working
face. Vehicles shall be selected for random screening a minimum of three times per
week. The selection of vehicles for screening might be based on unfamiliarity with the
vehicle/driver or based on the driver’s responses to interrogation about the load content.
The Operator shall use the Waste Screening Form (see Appendix 4A) to document the
waste screening activities. Documentation of three random waste screenings shall be
placed in the Operational Record (see Section 5.12).

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Selected vehicles shall be directed to an area of intermediate cover adjacent to the working
face where the vehicle will be unloaded and the waste shall be carefully spread using
suitable equipment. An attendant trained to identify wastes that are unacceptable at the
landfill shall inspect the waste discharged at the screening site. If no unacceptable waste
is found, the load will be pushed to the working face and incorporated into the waste cell.

• If unacceptable wastes that are non-hazardous are found, the load will be
reloaded onto the delivery vehicle and directed to the Transfer Station.

• For unacceptable wastes that are hazardous, the Hazardous Waste
Contingency Plan outlined in Section 5.14 will be followed.

The hauler is responsible for removing unacceptable waste from the landfill property. The
rejection of the load shall be noted on the Waste Screening Form, along with the
identification of the driver and vehicle. A responsible party to the load generator or hauler
shall be notified that the load was rejected. The generator or hauler may be targeted for
more frequent waste screening and/or banished from delivering to the facility, depending
on the nature of the violation of the waste acceptance policy. If the violation is repetitive
or severe enough, State and/or County authorities may be notified.

7.3.2 Disposal of Rejected Wastes

Attempts will be made to inspect waste as soon as it arrives in order to identify the waste
hauler; ideally, the hauler can be stopped from leaving the site and the rejected materials
reloaded onto the delivery vehicle. Non-allowed materials that are found in the waste
during sorting or placement, i.e., after the delivery vehicle has left the site, shall be taken
to the on-site Transfer Station.

Small quantities of garbage (chiefly food containers) will inevitably wind up in the C&D
waste stream from job sites. These may be disposed with the C&D wastes as long as the
materials are non-liquid and non-hazardous. If large quantities of garbage, “black bags”
or any prohibited wastes are detected, the Operator shall be responsible for removing these
materials and placing them into the Transfer Station at the earliest practical time.

7.3.3 C&D Disposal Procedures

Waste transportation vehicles will arrive at the working face at random intervals. There
may be many vehicles unloading waste at the same time, while other vehicles are waiting.
To maintain control over the unloading of waste, only a certain number of vehicles will be

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allowed on the working face at a time. The superintendent and/or equipment operator(s),
who will serve as ‘spotters’, will determine the actual number. This procedure will be used
to minimize the potential of unloading unacceptable waste and to control disposal activity.

Operations at the working face will be conducted in a manner that will promote the efficient
movement of vehicles to and from the working face, and to expedite the unloading of waste.
At no time during normal business hours will the working face be left unattended. Scale
house and field staff shall be in constant communication regarding incoming loads and the
movement of vehicles on the site, irrespective of facility vehicles or private vehicles. It is
the responsibility of the working face superintendent to know always where each vehicle
in the facility is located and what they are doing.

Portable signs with directional arrows and barricades will be used to direct traffic to the
correct unloading area. The approaches to the working face will be maintained such that
two or more vehicles may safely unload side by side. A vehicle turn-around area large
enough to enable vehicles to arrive and turn around safely with reasonable speed will be
provided adjacent to the unloading area. The vehicles will back to a vacant area near the
working face to unload. Upon completion of the unloading operation, the transportation
vehicles will immediately leave the working face. Personnel will direct traffic as necessary
to expedite safe movement of vehicles.

Waste unloading at the landfill will be controlled to prevent disposal in locations other than
those specified by site management. Such control will also be used to confine the working
face to a minimum width, yet allow safe and efficient operations. The width and length of
the working face will be maintained as small as practical to control windblown waste,
preserve aesthetics, and minimize the amount of required periodic cover.

Normally, only one working face will be active on any given day, with all deposited waste
in other areas covered by either periodic or final cover, as appropriate. The procedures for
placement and compaction of solid waste include: unloading of vehicles, spreading of
waste into 10-foot lifts, and compaction on relatively flat slopes (i.e., 5H: IV max.) using
a minimum number of three full passes. Depending on the nature of the wastes and long-
term volume analysis of in-situ density, the waste placement geometry and compaction
procedures may require adjustment to optimize airspace.

7.3.4 Spreading and Compaction

The working face shall be restricted to the smallest possible area; ideally, the maximum
working face area with exposed waste shall be one-quarter to one-half acre. Wastes shall

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be compacted as densely as practical. Appropriate methods shall be employed to reduced
wind-blown debris including (but not limited to) the use of wind fences, screens, temporary
soil berms, and periodic cover. Any wind-blown debris shall be recovered and placed back
in the landfill and covered at the end of each working day.

7.3.5 Special Wastes: Asbestos Management

Any asbestos handling and disposal will follow specific NC DENR regulations with proper
shipping manifests and documentation of disposal. Asbestos shall arrive at the site in
vehicles that contain only the asbestos waste and only after advance notification by the
generator and if accompanied by a proper NC DMV transport manifest. Once the hauler
brings the asbestos to the landfill, operations personnel will direct the hauler to the
designated asbestos disposal area. Operations personnel will prepare the designated
disposal area by leveling a small area using a dozer or loader. Prior to disposal, the landfill
operators will stockpile cover soil near the designated asbestos disposal area. The volume
of soil stockpiled will be sufficient to cover the waste and to provide any berms, etc. to
maintain temporary separation from other landfill traffic.

Once placed in the prepared area, the asbestos waste will be covered with a minimum of
18 inches of daily cover soil placed in a single lift. The surface of the cover soil will be
compacted and graded using a tracked dozer or loader. The landfill compactor will be
prohibited from operating over asbestos disposal areas until at least 18 inches of cover are
in-place. The landfill staff shall record the location and elevation of the asbestos waste
once cover is in-place. Records of the disposal activity shall be entered into the Operating
Record. Once disposal and recording for asbestos waste is completed, the disposal area
may be covered with C&D waste. No further excavation into recorded asbestos disposal
areas will be permitted.

7.4 Cover Material

7.4.1 Periodic Cover

The working face of the CDLF shall be covered on a weekly basis, or sooner if the area
of exposed waste exceeds one-half acre in size. Periodic cover shall consist of a 6 inch
layer of earthen material that completely covers the waste to control vectors, fire, odors,
and blowing debris. Alternative periodic cover may be considered, subject to a
demonstration project with prior approval from the Division. Placement of periodic cover
shall be documented in the Operating Record (see Section 5.12) and on a copy of the
facility map.

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7.4.2 Interim Soil Cover

An interim soil cover (at least 24 inches in thickness) shall be placed on inactive slopes,
subject to the following conditions:

• Interior slopes adjacent to future expansion (such as a cell or phase boundary) no
later than 30 days following the last waste receipt, providing that further waste
disposal will occur within one year of the last waste receipt*

• Exterior slopes that have attained final grade, but are to be left for no more than 15
working days without temporary vegetation, until an area of no more than 10 acres
is ready to be closed simultaneously.**

*North Carolina Solid Waste Rule 15A NCAC 13B .0543 requires final cover to be placed
if the slope shall remain inactive for more than one year

**Typically, it is advantageous to close the final slopes in 2 to 3-acre increments, observing
the placement of erosion control benches; 10 acres is the regulatory maximum

Interim cover soils shall be vegetated in accordance with the Seeding Schedule presented
in the Facility Drawings. Either temporary or permanent vegetation may be required – and
alternate ground cover may be considered – depending on the time duration of inactivity.
Placement of interim cover shall be documented in the Operating Record.

7.4.3 Final Cover

Exterior slopes shall be closed upon reaching final grades in increments throughout the
operation of the facility. Placement of final cover shall conform to the design and CQA
requirements presented in the Closure and Post-Closure Plan (Section 8.0) and shall be
documented in the Operating Record and on a copy of the facility map.

The permitted final cover consists of a minimum of 18 inches of compacted soil cover
(maximum 10-5 cm/sec permeability requirement), overlain by 18 inches of vegetation
support soil. In general, the final soil cover shall be spread in three uniform lifts (maximum
of 9 inches before compaction, 6 inches after compaction), and soils shall be compacted by
“tracking” with dozers or other equipment. North Carolina Solid Waste regulations require
a maximum permeability, achieved through proper material selection and compaction
criteria, confirmed by the testing program outlined in the CQA section of the Closure and
Post-Closure Plan.

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Sedimentation and Erosion Control Rule 15A NCAC 04B .0107, MANDATORY
STANDARDS FOR LAND-DISTURBING ACTIVITY, states as follows: “Pursuant to
G.S. 113A-57(3), provisions for a ground cover sufficient to restrain erosion must be
accomplished within 15 working days or 90 calendar days following completion of
construction or development, whichever period is shorter.” Prior to May 2013 the rule
required that all disturbed soils shall be stabilized within 20 days following completion of
the grading. The facility’s interpretation is that all slopes must be vegetated with a seed
mix that is suitable to climatic conditions (see construction plans) within 15 days. All
seeded areas should be provided with lime, fertilizer and straw mulch. An emulsified tack
may be required to prevent wind damage. Other stabilization treatments, e.g., curled wood
matting of synthetic slope stabilization blankets may be employed.

At the operator’s discretion, wood mulch may be spread evenly over the final surfaces – at
a maximum thickness of 2 inches – to help retain moisture and retard erosion while the
vegetation develops. By SWS definition this material is not recognized to provide nutrient
value but the partial decomposition of the wood mulch over time does introduce organic
content to the soils, which were typically derived from deep within the borrow pit.
Typically, the mulch takes about a year to break down and does benefit the effort of
establishing vegetation, as long as the mulch is not applied too thick. This allows the
operator some flexibility is establishing vegetation at optimum times. A nurse crop of
seasonal vegetation can be sown at the time the slopes are finished and a permanent crop
can be sown later, typically requiring manual sowing to prevent damaging the existing
vegetation. All protective measures must be maintained until permanent ground cover
is established and is sufficient to restrain erosion on the site.

If settlement occurs after the cover is placed, the cover shall be fortified with additional
soil. In the case of extreme settlement (unlikely), the old cover can be stripped and the
affected area built up with waste prior to replacing the cover. The sedimentation and
erosion control criteria governing the final closure of this facility are performance-based;
some trial and error may be required, but the goal is to protect the adjacent water bodies
and buffers throughout the operational and post-closure periods.

7.5 Survey for Compliance

7.5.1 Height Monitoring

The landfill staff will monitor landfill top and side slope elevations on a weekly basis or as
needed to ensure proper slope ratios, in accordance with the approved grading plan, and to
ensure the facility is not over-filled. This shall be accomplished by use of a surveyor’s

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level and a grade rod. When such elevations approach the grades shown on the Final Cover
Grading Plan, the final top-of-waste grades will be staked by a licensed surveyor to limit
over-placement of waste.

7.5.2 Annual Survey

The working face shall be surveyed on an annual basis to verify slope grades and to track
the fill progression. In the event of problems (slope stability, suspected over-filling), more
frequent surveys may be required at the request of the Division.

7.6 Contingency Plan

Refer to Section 5.14

7.7 Annual Reporting

Refer to Sections 5.12 and 5.13

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Table 7.1
Prohibited Wastes in the CDLF Unit**
(1) Containers such as tubes, drums, barrels, tanks, cans, and bottles unless they are
empty and perforated to ensure that no liquid, hazardous or municipal solid waste
is contained therein,
(2) Garbage as defined in G.S. 130A-290(a) (7),
(3) Hazardous waste as defined in G.S. 130A-290(a) (8), to also include hazardous
waste from conditionally exempt small quantity generators,
(4) Industrial solid waste unless a demonstration has been made and approved by
the Division that the landfill meets the requirements of Rule .0503(2) (d) (ii) (A),
(5) Liquid wastes,
(6) Medical waste as defined in G.S. 130A-290(a) (18),
(7) Municipal solid waste as defined in G.S. 130A-290(a) (18a),
(8) Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761,
(9) Radioactive waste as defined in G.S. 104E-5(14),
(10) Septage as defined in G.S. 130A-290(a) (32),
(11) Sludge as defined in G.S. 130A-290(a) (34),
(12) Special wastes as defined in G.S. 130A-290(a) (40),
(13) White goods as defined in G.S. 130A-290(a) (44), and
(14) Yard trash as defined in G.S. 130A-290(a) (45),
(15) The following wastes cannot be received if separate from C&DLF waste:
• lamps or bulbs, e.g., halogen, incandescent, neon or fluorescent;
• lighting ballast or fixtures;
• thermostats and light switches;
• batteries, e.g., those from exit and emergency lights and smoke detectors;
• lead pipes;
• lead roof flashing;
• transformers;
• capacitors; and
• copper chrome arsenate (CCA) and creosote treated woods.

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(16) Waste accepted for disposal in a C&DLF unit must be readily identifiable as
C&D waste and must not have been shredded, pulverized, or processed to such an
extent that the composition of the original waste cannot be readily ascertained
except as specified in Subparagraph (17) of this Paragraph.
(17) C&D waste that has been shredded, pulverized or otherwise processed may be
accepted for disposal from a facility that has received a permit from an authorized
regulatory authority which specifies such activities are inspected by the authority,
and whose primary purpose is recycling and reuse of the C&D material. A waste
screening plan and waste acceptance plan must be made available to the Division
upon request.
(18) Waste that is generated outside the boundaries of a unit of local government
ordinance (i.e., areas not approved by County Commissioners).
**Reference: 15A NCAC 13B .0542

8.0 CLOSURE AND POST-CLOSURE PLAN
(15A NCAC 13B .0543)
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8.1 Summary of Regulatory Requirements

8.1.1 Final Cap

The final cap design for all phases of the CDLF shall conform to the minimum
requirements of the Solid Waste Rules, i.e., the compacted soil barrier layer shall exhibit a
thickness of 18 inches and a field permeability of not more than 1.0 x 10-5 cm/sec. The
overlying vegetative support layer shall be 18 inches thick. Drawings E2 – E5 show final
contours and Drawings EC1 – EC3 show final cover cross-section and details.

8.1.2 Construction Requirements

Final cap installation shall conform to the approved plans (see accompanying plan set),
inclusive of the approved Sedimentation and Erosion Control Plan. The CQA plan must
be followed (see Section 4.0) and all CQA documentation must be submitted to the
Division. Post-settlement surface slopes must not be flatter than 5% on the upper cap and
not steeper than 33% (3H:1V) on the side slopes. Per Rule 15 NCAC 13B .0543, a gas
venting system is required for the cap. A passive venting system will be specified, which
will consist of a perforated pipe in crushed stone-filled trench – installed just below the
final cap soil barrier layer – with a tentative minimum vent spacing of three vents per
acre. Drawing EC2 shows the gas vent system details.

8.1.3 Alternative Cap Design

Rule 15 NCAC 13B .0543 make a provision for an alternative cap design, to be used in
the event that the permeability requirements for the compacted soil barrier layer cannot be
met. Past experience indicates that on-site soils may not meet the required field
permeability of not more than 1.0 x 10-5 cm/sec, as supported by the laboratory data for the
soils discussed in Section 4.0. Tentative final closure plans have assumed that on-site soils
will be used for the compacted barrier layer – alternative cap designs may be researched
and submitted for Division approval at a future time. Plans and specifications shall be
provided to the Solid Waste Section for an alternative final cover design, if used, at least
60 days before any closure or partial closure activities (see Section 8.1.5).

8.1.4 Division Notifications

The Operator shall notify the Division prior to beginning closure of any final closure
activities. The Operator shall place documentation in the Operating Record pertaining to
the closure, including the CQA requirements and location and date of cover placement.

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8.1.5 Required Closure Schedule

The Operator shall close the landfill in increments as various areas are brought to final
grade. The final cap shall be placed on such areas subject to the following:

• No later than 30 days following last receipt of waste;
• No late that 30 days following the date that an area of 10 acres or greater is
within 15 feet of final grades;
• No later than one year following the most recent receipt of waste if there is
remaining capacity.

Final closure activities shall be completed within 180 days following commencement of
the closure, unless the Division grants extensions. Upon completion of closure activities
for each area (or unit) the Owner shall notify the Division in writing with a certification
by the Engineer that the closure has been completed in accordance with the approved
closure plan and that said documentation has been placed in the operating record.

8.1.6 Recordation

The Owner shall record on the title deed to the subject property that a CDLF has been
operated on the property and file said documentation with the Register of Deeds. Said
recordation shall include a notation that the future use of the property is restricted under
the provision of the approved closure plan.

8.2 Closure Plan

The following is a tentative closure plan for Phases 1, 2, and 32 of the CDLF, based on the
prescribed operational sequence and anticipated conditions at the time of closure.

8.2.1 Final Cap Installation

8.2.1.1 Final Elevations – Final elevation of the landfill shall not exceed those depicted
on Drawing E2 when it is closed, subject to approval of this closure plan. The elevations
shown include the final cover. A periodic topographic survey shall be performed to verify
elevations.

8.2.1.2 Final Slope Ratios – All upper surfaces shall have at least a 5 percent slope, but
not greater than a 10 percent slope. The cover shall be graded to promote positive drainage.

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Side slope ratios shall not exceed 3H:1V. A periodic topographic survey shall be
performed to verify slope ratios.

8.2.1.3 Final Cover Section – The terms “final cap” and “final cover” both apply. The
final cover will subscribe to the minimum regulatory requirement for C&D landfills:

• An 18-inch thick compacted soil barrier layer (CSB), i.e., the “infiltration
layer,” with a hydraulic conductivity not exceeding 1 x 10-5 cm/sec,

overlain by

• An 18-inch thick “topsoil” or vegetated surface layer (VSL),
i.e., the “erosion layer.”

8.2.1.4 Final Cover Installation – All soils shall be graded to provide positive drainage
away from the landfill area and compacted to meet applicable permeability requirements
(see Section 4.0). Suitable materials for final cover soil shall meet the requirements
defined above. Care shall be taken to exclude rocks and debris that would hinder
compaction efforts. The surface will then be seeded in order to establish vegetation.

Test Pad – Whereas the lab data indicate that the required permeability is
attainable, the ability to compact the materials in the field to achieve the required
strength and permeability values shall be verified with a field trial involving a test
pad, to be sampled with drive tubes and laboratory density and/or permeability
testing, prior to full-scale construction. The materials, equipment, and testing
procedures should be representative of the anticipated actual final cover
construction. The test pad may be strategically located such that the test pad may
be incorporated into the final cover.

Compacted Barrier – Materials shall be blended to a uniform consistency and
placed in three loose lifts no thicker than 9 inches and compacted by tamping,
rolling, or other suitable method to a thickness of 6 inches – the targeted final
thickness of the barrier layer is 18 inches minimum. A thicker compacted barrier
is acceptable. The cover shall be constructed in sufficiently small areas that can be
completed in a single day (to avoid desiccation, erosion, or other damage), but large
enough to allow ample time for testing without hindering production. The
Contractor shall take care not to over-roll the cover such that the underlying waste
materials would pump or rut, causing the overlying soil layers to crack – adequate
subgrade compaction within the upper 36 inches of waste materials and/or the

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intermediate cover soil underlying the final cover is critical. All final cover soils
shall be thoroughly compacted through the full depth to achieve the required
maximum permeability required by Division regulations of 1.0 x 10-5 cm/sec, based
on site-specific test criteria (see below). Compaction moisture control is essential
for achieving adequate strength and permeability.

Vegetated Surface Layer – Materials shall be blended and placed in two loose lifts
no thicker than 12 inches and compacted by tamping, rolling, or other suitable
method – the targeted final layer thickness is 18 inches minimum per the design
criteria. A thicker soil layer is acceptable. A relatively high organic content is also
desirable. The incorporation of decayed wood mulch or other organic admixtures
(WWTP sludge, with advance permission from the Division) is encouraged to
provide nutrient and enhanced field capacity. These surface materials are not
subject to a permeability requirement, thus no testing will be specified. Care should
be taken to compact the materials sufficiently to promote stability and minimize
erosion susceptibility, but not to over-compact the materials such that vegetation
would be hindered. Following placement and inspection of the surface layer, seed
bed preparation, seeding and mulching should follow immediately. The work
should be scheduled to optimize weather conditions, if possible.

Inspection and Testing – Soils for the barrier layer are subject to the testing
schedule outlined in the Construction Quality Assurance plan (see Section 4.0).
The proposed testing program includes a minimum of one permeability test per lift
per acre and four nuclear density gauge tests per lift per acre, to verify compaction
of the compacted barrier layer. The moisture-density-permeability relationship of
the materials has been established by the laboratory testing (discussed elsewhere in
this report). The Contractor shall proof roll final cover subgrade materials (i.e.,
intermediate cover), which consist of essentially the same materials as the
compacted barrier layer (without the permeability requirements), to assure that
these materials will support the final cover.

8.2.1.5 Final Cover Vegetation – Seedbed preparation, seeding, and mulching shall be
performed accordance the specifications provided in the Construction Plans (see Drawing
EC3), unless approved otherwise (in advance) by the Engineer). In areas to be seeded,
fertilizer and lime typically should be distributed uniformly at a rate of 1,000 pounds per
acre for fertilizer and 2,000 pounds per acre for lime, and incorporated into the soil to a
depth of at least 3 inches by disking and harrowing. The incorporation of the fertilizer and
lime may be a part of the cover placement operation specified above. Distribution by
means of an approved seed drill or hydro seeder equipped to sow seed and distribute lime

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and fertilizer at the same time will be acceptable. Please note that the seeding schedule
varies by season.

All vegetated surfaces shall be mulched with wheat straw and a bituminous tack. Areas
identified as prone to erosion mat be secured with curled-wood excelsior, installed and
pinned in accordance with the manufacturer’s recommendations. Certain perimeter
channels will require excelsior or turf-reinforcement mat (TRM), as specified in the
Channel Schedule. Alternative erosion control products may be substituted with the project
engineer’s prior consent. All rolled erosion control materials should be installed according
to the generalized layout and staking plan found in the Construction Plans or the
manufacturer’s recommendations.

Irrigation for landfill covers is not a typical procedure, but consideration to temporary
irrigation may be considered if dry weather conditions prevail during or after the planting.
Care should be taken not to over-irrigate in order to prevent erosion. Collected storm water
will be suitable for irrigation water. Maintenance of the final cover vegetation, described
in the Post-Closure Plan (see below), is critical to the overall performance of the landfill
cover system.

8.2.1.6 Documentation – The Owner shall complete an “as-built” survey to depict final
elevations of each final cover layer, i.e., top of the intermediate cover layer, top of the
compacted soil barrier, and top of the vegetated soil layer, along with construction narrative
to document any problems, amendments or deviations from the plan drawings. Records of
all testing, including maps with test locations, shall be prepared by the third-party CQA
testing firm. All materials pertaining to the closure shall be placed in the Operational
Record for the facility. Whereas the closure will be incremental, special attention shall be
given to keeping the closure records separate from the normal operational records.

8.2.2 Maximum Area/Volume Subject to Closure

The largest anticipated area that will require final closure at any one time within the next
5-year period – including all of Phase 1, 2, 3 and 4 – is 21.89 acres. Intermediate cover
shall be used on areas that have achieved final elevations until the final cover is installed.
An annual adjustment is required by the Division for the open area (and the bond
requirement). The volume of Phases 1, 2, and 3 is 1,823,504 cubic yards (Section 1.3).

8.2.3 Closure Schedule

Refer to the requirements outlined in Section 8.1.5 (above).

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8.2.4 Closure Cost Estimate

The following cost estimate is considered suitable for the Financial Assurance
requirements (see Section 10.0). The Owner intends to build all of Phase 3, designated as
Phase 3, which adds 5.89 acres to the previously permitted 16-acre footprint, for 21.89
acres permitted. No area has a certified final cover in place.

TABLE 8A
ESTIMATED FINAL CLOSURE COSTS FOR PHASES 1 – 4 (2018 dollars) 1

VSL (topsoil)2 – 21.89 ac 52,962 c.y. @ $4 / cubic yard $ 211,851
CSB (barrier)2 – 21.89 ac 60,907 c.y. @ $8 / cubic yard $ 487,256
Establish Vegetation 21.89 acres @ $1,500 per acre $ 32,835
Storm Water Piping 3 530 LF @ $35.00 / LF $ 18,550
Erosion Control Stone 3 27 tons @ $40.00 / ton $ 1080
Cap Gas Vents (3/acre) 66 @ $100 ea $ 6,600
Testing and Surveying 4 Estimated 20 percent of above $ 151,634
Contingency Estimated 15 percent of above $ 113,725
Total Construction Cost (if contracted out) $ 1,023,531

Notes:
1 Intended to represent likely third-party construction costs (hired contractor, not the Owner/Operator), based
on knowledge of local construction costs for similar projects – these estimates provided to meet NC DENR
Division of Waste Management financial assurance requirements; actual costs may be lower for construction
by the Owner/Operator; final closure work will be performed incrementally, spreading out the costs over the
life of the project.

2 Includes soil work for regulatory requirements of 15A NCAC 13B .0543, i.e., a minimum of 18 inches of
compacted soil barrier (max. permeability of 1 x 10-5 cm/sec) and 18 inches of topsoil (total soil thickness is
36 inches). For the compacted soil barrier, use a shrinkage factor of 15%; costs include surface preparation,
soil procurement and transport costs, soil placement and compaction, machine/equipment costs, fuel costs

3 Conservative estimates are based on similar project history; includes materials and installation

4 Includes Construction document and bidding, construction administrative fee, CQA field monitoring and lab
testing, CQA reporting and certification, final survey for as-built drawings, recordation/notation fee

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8.3 Post-Closure Plan

8.3.1 Monitoring and Maintenance

8.3.1.1 Term of Post-Closure Care – The facility shall conduct post-closure care for a
minimum of 30 years after final closure of the landfill, unless justification is provided for
a reduced post-closure care period. The post-closure care period may be extended by the
Division if necessary to protect human health and the environment.

8.3.1.2 Maintenance of Closure Systems – Inspections of the final cover systems and
sediment and erosion control (S&EC) measures shall be conducted quarterly. Maintenance
will be provided during post-closure care as needed to protect the integrity and
effectiveness of the final cover. The cover will be repaired as necessary to correct the
effects of settlement, subsidence, erosion, or other events. Refer to the Post Closure
Monitoring and Maintenance Schedule (below).

8.3.1.3 Landfill Gas Monitoring – Quarterly landfill gas (LFG) monitoring will be
conducted during the operational period and for at least 30 years following closure. Post
closure monitoring will be a continuation of the operational monitoring program (see
Section 9.4), subject to amendment as might be required by the Solid Waste Section (SWS)
resulting from rule changes or conditions indicated by the data. The primary concern is
the potential for migration of explosive gas (chiefly methane), although the potential is
relatively low for this facility. The regulations require that LFG levels remain below 100
percent of the lower Explosive Level (LEL) – approximately 5 percent methane by volume
in air or soil gas – at the facility boundary and below 25 percent of the LEL within on-site
structures. A monitoring plan prepared in accordance with the current SWS guidance
document can be found in Appendix 6. The plan includes monitoring requirements and
procedures, as well as contingency activities to be implemented if regulatory thresholds are
exceeded.

Locations for the initial detection monitoring of methane were based on site conditions
(physical barriers to gas migration, i.e. surface streams), the presence of man-made
conduits for potential gas migration (i.e., pipelines), and past experience with numerous
gas monitoring and remediation programs at other facilities. The bar-hole punch tests are
intended to provide early indication of gas migration outside the waste unit boundary,
accomplished by monitoring the backfill zones of the pipelines and other locations,
including the up-gradient soils where the porous saprolite and groundwater are deep. The
original LFG monitoring locations are shown on Drawing MP-1.

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If the data so warrant, future consideration will be given to permanent gas sampling
probes, using the bar hole punch data as a guide for selecting the probe locations.

8.3.1.4 Ground Water Monitoring – Groundwater monitoring will be conducted under
the current version of the approved Sampling and Analysis Plan (see Appendix 5). This
plan will be reviewed periodically and may change in the future. Approximately one year
prior to the landfill reaching permitted capacity, the facility will submit post-closure
monitoring and maintenance schedules, specific to the ground water monitoring.
Procedures, methods, and frequencies will be included in this plan. This future plan, and
all subsequent amendments, will be incorporated by reference to this document.

8.3.1.5 Record Keeping – During the post closure period, maintenance and inspection
records, i.e., a Post Closure Record, shall be kept as a continuation of the Operating
Record that was kept during the operational period. The Post Closure Record shall include
future inspection and engineering reports, as well as documentation of all routine and non-
routine maintenance and/or amendments. The Post Closure Record shall include the
ground water and gas monitoring records collected for the facility.

8.3.1.6 Certification of Completion – At the end of the post-closure care period the
facility manager shall contact the Division to schedule an inspection. The facility manager
shall make the Post Closure Record available for inspection. A certification that the post-
closure plan has been completed, signed by a North Carolina registered professional
engineer, shall be placed in the operating/post closure record. C&D Landfill, Inc. shall
maintain these records indefinitely.

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TABLE 8B
POST-CLOSURE MONITORING AND MAINTENANCE SCHEDULE

Activity Frequency
Yrs. 1 - 5
Frequency
Yrs. 6-15
Frequency
Yrs. 16-30
General - Inspect access gates, locks, fences, signs,
site security
Quarterly Quarterly Quarterly
Maintain access roads, monitoring well access As needed As needed As needed
Final Cover Systems/Stability - Inspect cap and
slope cover for erosion, sloughing, bare spots in
vegetation, make corrections as needed (1)
Quarterly Semi-
Annually
Annually
Storm Water/Erosion Control Systems - Inspect
drainage swales and sediment basin for erosion,
excess sedimentation (1)
Quarterly Semi-
Annually
Annually
Mow cover vegetation and remove thatch Semi-Annually Annually None (2)
Inspect vegetation cover and remove trees Annually Annually Annually
Landfill Gas Monitoring Quarterly (3) Quarterly (3) Quarterly (3)
Ground Water Monitoring System - Check well
head security, visibility
Semi-Annually Semi-
Annually
Semi-
Annually
Ground Water Monitoring (4) Semi-Annually Semi-
Annually
Semi-
Annually

Notes:
1. Inspect after every major storm event, i.e., 25-year 24-hour design storm

2. Dependent on vegetation type, periodic mowing may be required

3. The Solid Waste Section may be petitioned for discontinuation of gas monitoring if no detections occur in gas
sampling locations or on-site buildings

4. See current Ground Water Sampling and Analysis Plan

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8.3.2 Responsible Party Contact
Mr. R.E. ‘Gene’ Petty, Sr. – Owner
Mr. Ronnie E. Petty, III – Operator
A-1 Sandrock, Inc.
2091 Bishop Road
Greensboro, NC 27406 Tel. [phone]
8.3.3 Planned Uses of Property
Currently, there is no planned use for the landfill area following closure. The closed facility
will be seeded with grass to prevent erosion. Any post-closure use of the property
considered in the future will not disturb the integrity of the final cover or the function of
the monitoring systems unless necessary (and to be accompanied by repairs or upgrades).
Future uses shall not increase the potential threat to human health and the environment.
8.3.4 Post-Closure Cost Estimate
The following cost estimate is considered representative of post-closure care costs for the
Financial Assurance (see Section 10.0). This calculation includes all of Phase 1, 2, 3 and
4, totaling 21.89 acres.
TABLE 8C
ESTIMATED POST-CLOSURE COSTS FOR PHASES 1 – 4 (in 2018 dollars)

Annual Events Units Unit
Cost
Cost/
Event Annual Costs
Reseeding/mulching and erosion repair
(Assume 5% of 21.89 ac., once per year)
1.09 ac. $1,600 $1,744.00 $1,744.00
Mow final cap (twice per year) 21.89 ac. $25 $547.50 $1095.00
Ground Water (semi-annual, 5 wells)* 5 ea. $400 $2000.00 $4000.00
Surface Water (semi-annual, 4 locations)* 4 ea. $350 $1400.00 $2800.00
Water quality analysis and reporting 2 ea. $2250 $4500.00 $4500.00
Landfill Gas Monitoring (quarterly) 4 ea. $500 $2000.00 $2000.00
Engineering inspection (annual basis) 1 ea. $1,500 $1,500.00 $1,500.00
Maintain storm water conveyances 1 ea. $1,000 $1,000.00 $1,000.00
Maintain access roads, gates, buildings 1 ea. $500 $500.00 $500.00
*Appendix I Detection Monitoring (Section 9.0) Total Estimated Annual Cost $19,139.00

30 years * $19,139 = $574,170 (See Section 10)
9.0 FACILITY MONITORING PLAN
(15A NCAC 13B .0544)
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9.1 Summary of Regulatory Requirements

Detection phase monitoring for ground water and surface water is required of all C&D
landfills. Typical monitoring programs include one or more up gradient background wells
and several down gradient (or cross gradient) compliance wells, along with several
strategically placed surface water sampling locations (with up gradient and down gradient
coverage). Well placement is based on the site’s hydraulic and topographic characteristics;
compliance wells are located at a regulatory “review boundary” approximately half the
distance to the “compliance boundary” – established 50 feet inside the facility boundary,
or 150 feet from the waste boundary at a C&D landfill.

Detection phase monitoring for all landfills includes semi-annual sampling and analysis
for ensuring compliance with North Carolina ground water standards, i.e., 15A NCAC 2L
.0300 (the “2L rules”). The detection phase sampling list includes organic constituents on
the Appendix 1 list3 (i.e., volatiles and semi-volatiles that are analyzed by US-EPA Method
8260 and the eight RCRA metals), key indicator parameters (measured in the field), and
several additional constituents (mercury, manganese, sulfate, iron, alkalinity, and total
dissolved solids). Assuming no detects of ground water constituents that exceed a 2L
standard, the term of detection phase monitoring runs for the operational life of the facility
plus the post-closure period (minimum of 30 years beyond closure). Should one or more
detected constituents exceed a 2L standard, the facility must undergo an expanded
assessment monitoring program to determine the source, extent, and rate of contaminant
migration, plus an evaluation of potential human receptors and/or other environmental
impacts.

The Sampling and Analysis Plan (discussed below, see Appendix 5), considers both
present and anticipated future needs of the assessment monitoring program, with respect to
surface water sampling and strategic placement of monitoring wells, but the program
described herein stands alone for detection phase monitoring for the C&D landfill.

9.2 Ground Water Monitoring

The following discusses the rationale behind planned amendments to the detection phase
monitoring program for the C&D landfill, reflected in the Groundwater Sampling and
Analysis Plan (Appendix 5). The format of the plan is consistent with that used for
numerous Division-accepted landfill monitoring programs.

3 40 CFR Part 258

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9.2.1 Monitoring System Requirements

The 2002 Design Hydrogeologic study indicated a radial ground water flow pattern toward
the west, southwest, and northwest. This flow pattern reflects surface topography along a
pronounced ridge, surrounded on three sides by surface streams (i.e., ground water
receptors). Based on site topography and hydrogeologic conditions, predominant ground
water flow direction is to the west (toward Hickory Creek). Medium dense to dense sandy
surficial soils serves as the uppermost (unconfined) aquifer (Unit 1), which transitions with
depth to bedrock (Unit 2). The transition zone includes a layer of dense but porous
saprolite called “partially weathered rock” in engineering parlance, which has been
identified as the primary water bearing zone. This zone exhibits both partial confinement
– resulting in water levels typically higher than the actual water bearing zone – and good
dispersive characteristics with nearly ubiquitous presence.

Wells screened within the deeper Unit 1 zone have a high probability of intersecting the
uppermost ground water flow zones for effective monitoring of the facility, but the well
screens will likely be beneath the static water levels much of the time. Streams that
surround the site serve as the discharge points for a relatively confined, closed-loop aquifer
system. The radial flow pattern toward the streams and distinct topographic features –
reflective of the underlying regional joint pattern – makes well selection based on
topographic features relatively straightforward. With the on-site discharge points, the
ground water flow regime is well defined, thus the monitoring system can be effective with
fewer wells. Current well locations (see Drawing MP1) are appropriate for monitoring
Phases 1 and 2.

9.2.2 Background Water Quality

Low concentrations of metals have been detected at the facility background wells and the
baseline sampling of the compliance wells. No concentrations of inorganic constituents
were present that affect the ability to monitor the site.

9.2.3 Point of Compliance Water Quality

The 15A NCAC 2L ground water standards are applicable for the compliance boundary,
tempered with background water quality data. For constituents that do not have
promulgated 2L standards, the Division will consider the Solid Waste Section Limits for
future compliance issues.

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9.2.4 Sampling and Analysis Procedures

Industry accepted protocols (also consistent with Division guidelines)4 are discussed in the
Sampling and Analysis Plan (see Appendix 5).

9.2.5 Detection-phase Monitoring Parameters

The sampling parameters consist of the EPA Appendix I list of organic constituents and
metals, modified by 15A NCAC 13B .0544.

9.2.6 Sampling Frequency

The detection phase sampling frequency shall be semi-annually.

9.2.7 Water Level Elevations

During each sampling event, water levels shall be measured from the top-of-casing at each
monitoring well.

9.2.8 Reporting

Data analysis and reporting, consistent with Division requirements, are described in the
Sampling and Analysis Plan (see Appendix 5).

9.2.9 Source Demonstration

In the event of the detection of a ground water constituent that exceeds a 2L standard, an
evaluation may be made in accordance with Division policy to determine the source, e.g.,
sampling error, laboratory contamination, extenuating circumstances (improper repairs to
a well or incidental spill near a well). Typically, such evaluations are accompanied by re-
sampling and, if appropriate, correction of conditions that may have led to the detection.
If such demonstrations cannot be made, the landfill might be considered as the source.

9.2.10 Monitoring Well Design

Wells shall be (and currently are) designed in accordance with 15A NCAC 2C.

4 NC DENR Division of Waste Management Guidance Document, Ground Water Sampling for
Construction and Demolition, Closed or Industrial Landfills,
http://www.wastenotnc.org/swhome/enviro_monitoring.asp

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9.2.11 Monitoring Well Layout

The layout takes advantage of topographic features, the shape of the top of the confining
unit (as indication of buried former channels), regional flow conditions and access
considerations within the generally hilly terrain.

9.2.12 Alternative Monitoring Systems

None are proposed at present.

9.2.13 Assessment Monitoring

Requirements of assessment monitoring, if required, are outlined in Rule 15A NCAC 13B
.0545. If such conditions exist in the future at the CDLF that requires assessment
monitoring, a plan will be prepared for review by the Division. It is not anticipated at
present that future assessment activities will be required.

9.3 Surface Water Monitoring

Surface water monitoring should (and does) focus on the creek and unnamed tributaries
shown to be shallow ground water discharge features to the north, west, and south of the
Phases 1, 2, and 3 footprint. Upstream monitoring on these water bodies, which converge
at the site margins, and monitoring of the larger stream at the point it leaves the property
will provide excellent monitoring of the surface water. The surface water sampling
locations are shown on Drawing MP1. The North Carolina 2L ground water standards
will apply. Samples will be analyzed for Appendix I parameters, consistent with the
ground water samples. A separate storm water sampling program focuses on turbidity and
sediment, with sampling conducted under the purview of the NC DENR Division of Water
Quality and in accordance with a NPDES General Storm Water Permit.

9.4 Landfill Gas Monitoring and Control Plan

A landfill gas monitoring plan was approved with the original permitting and has been
conducted since the facility opened. A reputable third-party environmental firm is used for
the routine monitoring. The Solid Waste Section published the document, “Landfill Gas
Monitoring Guidance,” in November 2010. This section has been superseded by an
updated plan, prepared in accordance with the guidance document, which includes the
requirement for a standalone plan document and is found in Appendix 6.

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9.5 Adherence to Waste Acceptance Criteria

Monitoring of the waste intake is addressed in the Operations Plan (see Section 5.0). The
plan calls for routine waste screening and record keeping with respect to waste types,
sources, and haulers. Maintaining strict adherence to the waste acceptance criteria is the
sure way to maintain compliance with ground water quality criteria.

9.6 Plan Preparation and Certification

This monitoring plan for the C&D Landfill, Inc., disposal units has been prepared by, or
under the responsible charge of, one or more North Carolina Licensed Geologists or
Professional Engineers. The individual signature and seal below attests to compliance with
this rule requirement.

Signed ___________________________

Printed _G. David Garrett____________

Date _August 24, 2014____________

Not valid unless this document bears the seal of the above-named licensed professional.
10.0 FINANCIAL ASSURANCE
(15A NCAC 13B .0546)
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15A NCAC 13B .0546 requires that Owners/Operators demonstrate financial assurance
for closure and post-closure activities. Typically, for local government-owned facilities,
said demonstration is based on a local government test. For private facilities, the posting
of a performance bond or insurance policy is typically acceptable to the Division.

Cost estimates for closure and post-closure of CDLF Phases 1 – 4 are presented in Sections
8.2.4 and 8.3.4, respectively. The following is a detailed analysis of the closure and post
closure costs, based on the preceding, all in 2018 dollars, projected over the anticipated life
of the landfill and 30 years of post-closure care. The Financial Assurance obligation should
be recalculated for future years to account for inflation using annual multipliers furnished
by NCDEQ.

It should be realized that the bond requirement is for the whole landfill that has a Permit to
Operate – the liabilities both increase and decrease with time as phases are opened and
others are closed. Thus, the amount of the post-closure instrument should be adjusted on
an annual basis, consistent with Division policy. Acceptable financial assurance
instruments include performance bonds, insurance policies, cash deposits and irrevocable
letters of credit.

SUMMARY OF CLOSURE AND POST-CLOSURE COST (2018 dollars)

1. Final Closure Construction (see Table 8A) $1,023,531

2. Projected Post-Closure Costs (see Table 8C)* $ 574,170

TOTAL CLOSURE/POST-CLOSURE COST $1,597,701

3. PACA** $1,000,000

TOTAL REQUIRED FINANCIAL ASSURANCE $2,597,701

Per Division rules, Owners/Operators must furnish an acceptable financial assurance
instrument (e.g., performance bond, irrevocable letter of credit, insurance policy, other
fiduciary instrument) within 30 days of notification of approval.

*Assumes 30 years
*Statutory changes enacted ca. 2008 and revised ca. 2010 require a separate bond for Potential Assessment
and Corrective Action, also referred to as PACA. The minimum bond amount is currently $1M.
11.0 CERTIFICATION
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This engineering plan for the A-1 Sandrock, Inc., C&D Landfill Phases 1, 2, 3, & 4 disposal
unit has been prepared by, or under the responsible charge of, a North Carolina Licensed
Professional Engineer to meet the requirements of 15A NCAC 13B .0539. The individual
signature and seal below attests to compliance with this rule requirement.
Signed ___________________________
Printed _G. David Garrett____________
Date
Not valid unless this document bears the seal of the above-named licensed professional.
Appendix 1
Property Information
Guilford County Property Record Card
Parcel ID:12-03-0185-0-0739-W -007 Data Upload Date:2/9/0010
Property Address:2390 CONCORD CHURCH RD Inquiry Date:2/13/2009
Disclaimer: While every effort is made to keepinformation provided over the internet accurate andup-to-date, Guilford County does not certify theauthenticity or accuracy of such information. Nowarranties, express or implied, are provided for therecords and/or mapping data herein, or for their use orinterpretation by the User.
Owner
Name:PETTY RONALD EUGENE SR & BETTY B
Address:3011 COUNTY CLARE ROAD
City State Zip:GREENSBORO, NC 27409
Property Information
Description:71.16AC NEWMAN PB149-93 Parcel Size:71.16
Acres
Address:2390 CONCORD CHURCH RD Area as
Mapped:57.49
Use:Office 3 Floors or Less Tax District:64
Zoning:
Heavy Industrial (HI), Residential Single-Family 1 unit per acre (RS-40),
Heavy Industrial, Conditional Use, Special Use Permit (CU-HI-SP),
Agricultural (AG)

Sales History
Book-Page Sale Date Price Type Qualification Improved
4378-198 1/15/1996 $209,500 Sales Questionnaire Qualified No
4026-1803 11/15/1992 $3,500 Warranty Deed Unqualified Yes
Total Appraisal Values
Assessed Building Out Building Land Deferred
$908,500 $54,600 $0 $853,900 $0
Guilford County Property Card http://gcgis.co.guilford.nc.us/guilford_new/propertyCard.aspx?PIN=1203...
1 of 2 2/13/2009 12:06 PM

Appendix 2

Stability, Settlement, and Airspace Calculations
And Supporting Geotechnical Laboratory Data

Table 2Sample Types: S = Split spoon sampleGeotechnical Laboratory DataB = Bulk sampleU = Undisturbed (Shelby tube)Grain Size Distributution and Soil ClassificationBoring Sample Sample % >3" % Gravel % Sand % Silt % Clay Liquid Plasticity Plasticity USCS Natural % Passing HydrogeologicNumber Number Depth, ft.>75 mm 75 mm> 4.5 mm> 0.075 mm> 0.005 mm>Limit Limit Index Class. Moisture#200 SieveDescription****> #4 #4 - #200 #200 > %B-13 B1 0.0 - 50.0 0 3.0 68.0 21.0 8.0 NP NP NP SM-ML 5.1 29.0 Gray-Brown Silty Fine to Medium SANDB-21 B2 0.0 -20.0 0 0.0 87.5 6.5 6.0 23 18 5 SM 12.5 Tan Silty Coarse to Fine SANDB-22 B3 0.0 - 20.0 0 0.0 75.7 19.3 5.0 NP NP NP SM 2.3 24.3 Gray Silty Fine to Medium SANDB-11 S1 3.5 - 5.0 0 0.0 10.1 58.9 31.0 49 28 21 CL-ML 38.3 89.9 Orange Silty CLAYB-11 S3 13.5 - 15.0 0 6.5 68.0 24.0 8.0 NP NP NP SM 10.7 32.0 Gray-Tan Silty Fine to Medium SANDB-12 S2 8.5 - 10.0 0 0.0 86.4 9.6 4.0 NP NP NP SM 4.5 13.6 White-Brown Silty F - C SANDB-19 S3 13.5 - 15.0 0 0.0 83.4 16.6 0.0 NP NP NP SM 16.6 Silty Fine to Medium SANDB-21 S1 3.5 - 5.0 0 0.0 39.5 43.5 17.0 33 24 9 SM-ML 60.5 Tan Fine Sandy SILTB-21 S2 8.5 - 10.0 0 0.0 40.7 41.3 18.0 41 28 13 SM-ML 59.3 Fine Sandy SILTB-21 S3 13.5 - 15.0 0 0.0 55.8 38.2 6.0 28 23 5 SM-ML 44.2 Silty Fine SANDB-21 S4 18.5 - 20.0 0 0.0 54.0 38.0 8.0 NP NP NP SM-ML 46.0 Silty Fine SANDNotes to Above:Moisture Contents are Dry Unit Weight BasedMoisture data for bulk samples acquired from individual jar samples collected with the bulk sample. Samples were oven-dried. These data are considered representative of in-situ moisture conditions for earth work considerations. Samples tested by Geotechnologies. Inc., Raleigh, NCRutherford County Site Suitability Investigation2/18/2009

SETTLEMENT CALCULATION A-1 Sandrock CDLFPage 1Calculations based on Hough's method for sand (corrected SPT values) and consolidation theory for clays (using lab data)*These preliminary calculations assume no soil surcharge (preloading) to establish baseline settlement for planning purposesAssume soil surcharge height = 0 feet x soil unit weight = 100 pcf = 0 psf Soil surcharge pressure increase = 0 psfMax. final waste height = 110 feet x unit weight = 37 pcf = 4070 psfEst'd base soil thickness = 0 feet x soil unit weight = 100 pcf = 0 psf Final vertical pressure increase = 4070 psf ALL STRESSES USED IN THE CALCULATIONS ARE EFFECTIVE STRESSHypothetical "worst case" soil profile Grd. Elev. 750 Water table depth (ft)** = 15initial vertical stress condition surcharge preload, if any final vertical stressLayer Depth Base Unit Wt. Po u Po' Thickness Soil N Zave I Average Past Surcharge Pp=Pi+Ps del-P Pf(ft) Elev. (pcf) - wet (psf) (psf) (psf) (ft) Type (bpf) (ft) Po' Pc*** Pi Ps000 01 10 740 120 1200.00 -312.00 1512.00 10 SM 35 5 1 756 376 756 0 756 4070 48262 20 730 135 2550.00 312.00 2238.00 10 SM 100 15 0.97 1875 1700 1875 0 1875 3948 58233 30 720 140 3950.00 936.00 3014.00 10 SM 100 25 0.9 2626 1700 2626 0 2626 3663 62894 40 710 135 5300.00 1560.00 3740.00 10 SM 100 35 0.78 3377 1700 3377 0 3377 3175 65525 50 700 135 6650.00 2184.00 4466.00 10 SM 100 45 0.63 4103 1700 4103 0 4103 2564 6667*Reference: Cheney, R.S., and R.G. Hassie, Soils and Foundations Workshop Manual, US Federal Highway Administration, November 1982
SETTLEMENT CALCULATION A-1 Sandrock CDLFPage 2RR = Recompression ratio (staged loading/unloading)CR = Consolidation ratio (virgin compression curve)Use consolidation data, considering maximum past pressure for peat & clay layers: Use corrected spf, without past pressure, for sands:for log Pc/Po < Pc: for log Pf/Pc > Pc: add the two:del-H = Ho * RR * log(Pc/Po) del-H = Ho * CR * log(Pf/Pc) del-H = Ho * 1/C' * log(pf/Po)Ref. Consol Data RR CR log Pp/Po del-H log Pf/Pp del-H del-H clay N'/N N' C' log Po/Pf del-H sand TOTALCr/1+eo Cc/1+eo (ft) (ft) (ft) (ft) SETTLEMENT2 70 85 0.81 0.09 0.091.8 100 85 0.60 0.07 0.071.7 100 85 0.38 0.04 0.041.4 100 25 0.29 0.12 0.121.3 100 55 0.21 0.04 0.04Consolidation Settlement - Clay Layers 0.00 Elastic Settlement - Sand Layers 0.36 0.36
Calculation of Veneer Stability for Static and Seismic Conditions
Saturated and Unsaturated Cases
Project:A-1 Sandrock Inc. C&D Landfill Pha3H:1V slope ratio
Reference:Geotechnical and Stability Analyses for Ohio Waste Containment Facilitie
Ohio EPA Geotechnical Resource Group, Guidance Document 660, September 2004
http://www.epa.state.oh.us/dsiwm/document/guidance/gd_660.pdf
The described method calculates the factor of safety against final cover sliding with varying depths of water (head) above barrier layer,
e.g., an upper vegetation-support layer above a synthetic membrane or compacted soil; precipitation depth can be specified (design storm),
or for a given desired factor of safety, the minimum required friction angle can be determined (after Matasovic, 1991)
For saturated conditions, assume a minimum 10-year, 60-min design storm impinges on surface soils at field capacity
The following assumes a 3H:1V slope ratio, with 18 inches of vegetative cover soil above a compacted soil barrier (10^-5 cm/sec)
A mimimal amount of cohesion may be assumed for a soil-to-soil interface - if a flexible membrane barrier is to be used, no cohesion is
assumed and a synthetic drain layer or free draining sand must be used!
The assumed design condition places a bench or diversion berm every 25 to 30 vertical feet, thus the slope length of interest is 75 feet
The basic equation for the safety factor is:
FS = {c/Gam-c*Zc*Cos^2Beta + tanPhi[1 - Gam-w(Zc - Dw)/(Gam-c*Zc)] - Ng*tanBeta*tanPhi } / Ng+tanBeta Eq. 9.1
where: Fs = 1.5 = Factor of Safety (for static case use 1.5, for seismic use 1.1)
Ng = 0 = peak horizontal acceleration, %g (specific to region)
Gam-c = 120 = unit weight of cover material, pcf (assume saturated)
Gam-w = 62.4 = unit weight of water, pcf
c = 0 = cohesion along failure surface, psf
Phi = = internal angle of friction, degrees
Beta = 18.43 = angle of slope (degrees), for 3H:1V slopes = 18.43
Zc = 1.5 = depth of cover soil, ft.
Dw = = depth of water (assume parallel to slope), see Eq. 9.2 below
Turned around, the equation becomes:
Phi = tan^-1 {Fs*(Ng + tanBeta) - (c/Gam-c*Zc*Cos^2Beta) / [1 - (Gam-w*(Zc-Dw)/(Gam-c*Zc)] - Ng*tanBeta]} = 30.50 degrees
See Summary
The calculation of head follows:
Havg = P(1-RC)*(L*cosBeta) / Kd*sinBeta = 13.3 cm = 0.44 feet Eq. 9.2
where: Havg = average head on failure surface
P = precipitation, in/hr = 2.75 = 1.94E-03 (cm/sec)
L = slope length, ft = 75 = 2286 (cm)
RC = runoff coefficient = 0
Kd = permeability of drainage layer = 1 (cm/sec)
thus, Dw = Zc - Havg = 1.06 feet Eq. 9.4
SUMMARY OF REQUIRED DESIGN PARAMETERS
THE FOLLOWING ANALYSES ASSUME NO INTERFACE COHESION
For unsaturated, static conditions, required minimum friction angle for a safety factor of 1.5 is 26.56 degrees
For unsaturated, seismic conditions, required min. friction angle for a safety factor of 1.1 is 21.23 degrees
For saturated, static conditions, required minimum friction angle for a safety factor of 1.5 is 30.50 degrees CRITICAL
For saturated, seismic conditions, required minimum friction angle for a safety factor of 1.1 is 24.60 degrees
INTERFACE TESING SHALL BE PERFORMED AS A CQA REQUIREMENT FOR ACTUAL FIELD CONDITIONS
David Garrett, PG, PE 2/18/2009
PH1 AIRSPACE VOLS 2-5-09
Phase 1A
Site Volume Table: Unadjusted
Cut Fill Net
cu.yds cu.yds cu.yds Method
========================================================================
Site: SANDROCK-2 AIRSPACE VOLS
Stratum: ph1 cell1 airspace vols cell1 bottom grades 2-5-09 cell 1 fill grades
2-5-09
32 62237 62205 (F) Grid
50 62432 62382 (F) Composite
49 62440 62391 (F) End area
Phase 1B
Site Volume Table: Unadjusted
Cut Fill Net
cu.yds cu.yds cu.yds Method
========================================================================
Site: SANDROCK-2 AIRSPACE VOLS
Stratum: ph1 cell2 airspace vols 2-5-09 cell2 bott & cell1 fill 2-5-09 cell 2
fill 2-5-09
26 192150 192124 (F) Grid
50 192702 192652 (F) Composite
57 192693 192636 (F) End area
Phase 1C
Site Volume Table: Unadjusted
Cut Fill Net
cu.yds cu.yds cu.yds Method
========================================================================
Site: SANDROCK-2 AIRSPACE VOLS
Stratum: ph1 cell3 airspace vols 2-5-09 cell2 fill&cell3 bott 2-5-09 cell 3 fill
grades 2-5-09
0 314009 314009 (F) Grid
2 315449 315447 (F) Composite
2 315458 315456 (F) End area
Page 1
PH2 -4 AIRSPACE VOLS 2-5-09
Phase 2
Site Volume Table: Unadjusted
Cut Fill Net
cu.yds cu.yds cu.yds Method
========================================================================
Site: SANDROCK-2 AIRSPACE VOLS
Stratum: ph2 airspace vols 2-5-09 ph1 fill & ph2 bott grades 2-5-09 ph2 fill
grades 2-5-09
49 607218 607169 (F) Grid
73 608413 608340 (F) Composite
77 609148 609071 (F) End area
Phase 3
Site Volume Table: Unadjusted
Cut Fill Net
cu.yds cu.yds cu.yds Method
========================================================================
Site: SANDROCK-2 AIRSPACE VOLS
Stratum: ph3 airspace vols 2-5-09 ph3bott ph1&2 fill grades 2-5-09 ph3 fill
grades 2-5-09
2 646844 646841 (F) Grid
8 648262 648254 (F) Composite
8 648276 648268 (F) End area
Phase 4
Site Volume Table: Unadjusted
Cut Fill Net
cu.yds cu.yds cu.yds Method
========================================================================
Site: SANDROCK-2 AIRSPACE VOLS
Stratum: ph4 airspace vols 2-5-09 ph1-2-3 fill grades 2-5-09 ph4 fill grades
2-5-09
1 345136 345135 (F) Grid
47 345632 345585 (F) Composite
49 345624 345575 (F) End area
All Phases
Site Volume Table: Unadjusted
Cut Fill Net
cu.yds cu.yds cu.yds Method
========================================================================
Site: SANDROCK-2 AIRSPACE VOLS
Stratum: ph1-2-3-4 airspace vols ph1-2-3 bott 2-5-09 ph1-2-3-4 fill 2-5-09
0 2171291 2171291 (F) Grid
1 2173482 2173481 (F) Composite
0 2173461 2173460 (F) End area
Page 1

Appendix 3

Sediment & Erosion Control Calculations

Please note, the calculations are excerpted from the
2002 Mining Permit application, pertaining to the final cover
drainage (slope drains and perimeter channels).

These calculations were approved ca. 2003 with
Mining Permit #41-22 by the
NC DENR Division of Land Resources, Land Quality Section.

Page 1 of 21Design Calculations for Channel No.
Perimeter toe drain for east side, below Drainage Area 2Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
29.310.3584%5.46lawn, steep (>7%)Side slopes
3.580.2216%1.06lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
32.89100%6.52Summation
0.33=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Design Conditions:
acres6.52Drainage Area, A
feet (height above outlet within drainage area130Maximum Relief, H
feet (distance along main drainage feature)750Hydraulic Length, L
feet500=LengthMaximum slope0.060Channel Slope, S
feet250=LengthMinimum slope0.012
Trapezoidal channel:
feet (based on site geometry)1Max. flow depth
3 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use3=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs17.77=6.52*8.29*0.33Rational Eq'n , Q = CIA =
CFS18=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 21Design Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet4Bottom width, B =
feet1Minimum depth =
feet10Top width = 2m*y + B =
feet500=Length, L0.06=Slope, SMaximum slope section(s):
0.025=Manning's n coefficient1.23Q*n/1.49*S^0.5 =
feet (iterate)0.45Normal Depth =
fps4>fps7.5Velocity, V =
Requires permanent channel liner
fps2.5>
Requires temporary liner
on straight sectionpsf1.7Shear stress, T =
on curves and bendspsf1.8
TRMMaximum slopeLiner material for
feet250=Length, L0.012=Slope, SMinimum slope section(s):
0.025=Manning's n coefficient2.76Q*n/1.49*S^0.5 =
feet (iterate)0.72Normal Depth =
fps4>fps4.1Velocity, V =
Requires permanent channel liner
fps3>
Requires temporary liner
on straight sectionpsf0.5Shear stress, T =
on curves and bendspsf0.6
TRMMinimum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slope1Channel No.
TRMAssumed channel lining
(NCESC, Table 8.05e)0.025Manning's coefficient, n
0.06Channel Gradient, S
3Channel Side Slope, m
CFS18Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)1.23 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):4 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep1.450.387.162.750.504
Shallow0.970.326.532.080.404
Deep1.250.366.912.470.464
Shallow1.150.356.782.340.444
Shallow√1.200.356.852.410.454
feet0.45Normal flow for design condition:
feet1Flow < max. allowable depth ofCOMMENT:
feet4Bottom width, B =Recalculate D
feet1Minimum depth =
feet10Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
fps4>7.5V = Q/A = Q/(B*y + M*y^2) =
Requires permanent channel liner
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)1.7T = y * d * s =
1.05Kb min =(for bend in channel)1.8Tb = Kb * T =
feet75Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Minimum slope1Channel No.
TRMAssumed channel lining
(NCESC, Table 8.05e)0.025Manning's coefficient, n
0.012Channel Gradient, S
3Channel Side Slope, m
CFS18Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)2.76 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):4 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep3.500.579.065.120.804
Shallow2.710.518.434.270.704
Deep3.170.548.814.770.764
Deep3.010.538.684.600.744
Deep√2.860.528.554.440.724
feet0.72Normal flow for design condition:
feet1Flow < max. allowable depth ofCOMMENT:
feet4Bottom width, B =Recalculate D
feet1Minimum depth =
feet10Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
fps4>4.1V = Q/A = Q/(B*y + M*y^2) =
Requires permanent channel liner
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)0.5T = y * d * s =
1.05Kb min =(for bend in channel)0.6Tb = Kb * T =
feet300Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 1 of 22Design Calculations for Channel No.
Perimeter toe drain for south side, below Drainage Area 3Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
29.880.3585%6.18lawn, steep (>7%)Side slopes
3.220.2215%1.06lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
33.10100%7.24Summation
0.33=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Design Conditions:
acres7.24Drainage Area, A
feet (height above outlet within drainage area142Maximum Relief, H
feet (distance along main drainage feature)550Hydraulic Length, L
feet550=LengthMaximum slope0.024Channel Slope, S
feet0=LengthMinimum slope0.000
Trapezoidal channel:
feet (based on site geometry)1Max. flow depth
3 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use2=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs19.85=7.24*8.29*0.33Rational Eq'n , Q = CIA =
CFS20=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 22Design Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet4Bottom width, B =
feet1Minimum depth =
feet10Top width = 2m*y + B =
feet550=Length, L0.024=Slope, SMaximum slope section(s):
0.025=Manning's n coefficient2.17Q*n/1.49*S^0.5 =
feet (iterate)0.63Normal Depth =
fps4>fps5.4Velocity, V =
Requires permanent channel liner
fps2.5>
Requires temporary liner
on straight sectionpsf0.9Shear stress, T =
on curves and bendspsf1.0
TRMMaximum slopeLiner material for
feet0=Length, L0=Slope, SMinimum slope section(s):
0=Manning's n coefficient0.00Q*n/1.49*S^0.5 =
feet (iterate)0Normal Depth =
OKfps4<fps0.0Velocity, V =
Below permissible velocity for vegetation
OKfps3<
Below permissible velocity for bare soil
on straight sectionpsf0.0Shear stress, T =
on curves and bendspsf0.0
0Minimum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slope2Channel No.
TRMAssumed channel lining
(NCESC, Table 8.05e)0.025Manning's coefficient, n
0.024Channel Gradient, S
3Channel Side Slope, m
CFS20Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)2.17 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):4 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep2.710.518.434.270.704
Shallow2.030.457.793.480.604
Deep2.430.488.173.950.664
Deep2.290.478.053.790.644
Deep√2.230.467.983.710.634
feet0.63Normal flow for design condition:
feet1Flow < max. allowable depth ofCOMMENT:
feet4Bottom width, B =Recalculate D
feet1Minimum depth =
feet10Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
fps4>5.4V = Q/A = Q/(B*y + M*y^2) =
Requires permanent channel liner
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)0.9T = y * d * s =
1.05Kb min =(for bend in channel)1.0Tb = Kb * T =
feet75Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 1 of 23Design Calculations for Channel No.
Perimeter toe drain for sothwest side, below Drainage Area 4Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
30.330.3587%6.88lawn, steep (>7%)Side slopes
2.940.2213%1.06lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
33.26100%7.94Summation
0.33=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Design Conditions:
acres7.94Drainage Area, A
feet (height above outlet within drainage area156Maximum Relief, H
feet (distance along main drainage feature)550Hydraulic Length, L
feet550=LengthMaximum slope0.034Channel Slope, S
feet0=LengthMinimum slope0.000
Trapezoidal channel:
feet (based on site geometry)1Max. flow depth
3 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use2=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs21.88=7.94*8.29*0.33Rational Eq'n , Q = CIA =
CFS22=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 23Design Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet4Bottom width, B =
feet1Minimum depth =
feet10Top width = 2m*y + B =
feet550=Length, L0.034=Slope, SMaximum slope section(s):
0.025=Manning's n coefficient2.00Q*n/1.49*S^0.5 =
feet (iterate)0.59Normal Depth =
fps4>fps6.5Velocity, V =
Requires permanent channel liner
fps2.5>
Requires temporary liner
on straight sectionpsf1.3Shear stress, T =
on curves and bendspsf1.3
TRMMaximum slopeLiner material for
feet0=Length, L0=Slope, SMinimum slope section(s):
0=Manning's n coefficient0.00Q*n/1.49*S^0.5 =
feet (iterate)0Normal Depth =
OKfps4<fps0.0Velocity, V =
Below permissible velocity for vegetation
OKfps3<
Below permissible velocity for bare soil
on straight sectionpsf0.0Shear stress, T =
on curves and bendspsf0.0
0Minimum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slope3Channel No.
TRMAssumed channel lining
(NCESC, Table 8.05e)0.025Manning's coefficient, n
0.034Channel Gradient, S
3Channel Side Slope, m
CFS22Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)2.00 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):4 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep2.030.457.793.480.604
Shallow1.450.387.162.750.504
Shallow1.790.427.543.180.564
Shallow1.910.437.673.330.584
Shallow√1.970.447.733.400.594
feet0.59Normal flow for design condition:
feet1Flow < max. allowable depth ofCOMMENT:
feet4Bottom width, B =Recalculate D
feet1Minimum depth =
feet10Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
fps4>6.5V = Q/A = Q/(B*y + M*y^2) =
Requires permanent channel liner
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)1.3T = y * d * s =
1.05Kb min =(for bend in channel)1.3Tb = Kb * T =
feet75Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 1 of 24ADesign Calculations for Channel No.
Perimeter toe drain for northeast side, steeper section with less flow areaDescription:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%1.02lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%1.02Summation
0.35=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Design Conditions:
acres1.02Drainage Area, A
feet (height above outlet within drainage area54Maximum Relief, H
feet (distance along main drainage feature)400Hydraulic Length, L
feet400=LengthMaximum slope0.063Channel Slope, S
feet0=LengthMinimum slope0.000
Trapezoidal channel:
feet (based on site geometry)1Max. flow depth
3 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use2=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs2.96=1.02*8.29*0.35Rational Eq'n , Q = CIA =
CFS3=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 24ADesign Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet2Bottom width, B =
feet1Minimum depth =
feet8Top width = 2m*y + B =
feet400=Length, L0.063=Slope, SMaximum slope section(s):
0.036=Manning's n coefficient0.29Q*n/1.49*S^0.5 =
feet (iterate)0.3Normal Depth =
OKfps4<fps3.4Velocity, V =
Below permissible velocity for vegetation
fps2.5>
Requires temporary liner
on straight sectionpsf1.2Shear stress, T =
on curves and bendspsf1.2
TRMMaximum slopeLiner material for
feet0=Length, L0=Slope, SMinimum slope section(s):
0=Manning's n coefficient0.00Q*n/1.49*S^0.5 =
feet (iterate)0Normal Depth =
OKfps4<fps0.0Velocity, V =
Below permissible velocity for vegetation
OKfps3<
Below permissible velocity for bare soil
on straight sectionpsf0.0Shear stress, T =
on curves and bendspsf0.0
0Minimum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slope4AChannel No.
TRMAssumed channel lining
(NCESC, Table 8.05e)0.036Manning's coefficient, n
0.063Channel Gradient, S
3Channel Side Slope, m
CFS3Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)0.29 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):2 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep0.320.223.900.870.302
Shallow0.150.163.260.520.202
Shallow0.250.203.640.720.262
Shallow0.280.213.770.800.282
Deep√0.300.223.830.830.292
feet0.3Normal flow for design condition:
feet1Flow < max. allowable depth ofCOMMENT:
feet2Bottom width, B =Recalculate D
feet1Minimum depth =
feet8Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
OKfps4<3.4V = Q/A = Q/(B*y + M*y^2) =
Below permissible velocity for vegetation
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)1.2T = y * d * s =
1.05Kb min =(for bend in channel)1.2Tb = Kb * T =
feet75Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 1 of 24BDesign Calculations for Channel No.
Perimeter toe drain for northeast side, below Down-channel 5Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%1.81lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%1.81Summation
0.35=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Design Conditions:
acres1.81Drainage Area, A
feet (height above outlet within drainage area64Maximum Relief, H
feet (distance along main drainage feature)350Hydraulic Length, L
feet350=LengthMaximum slope0.023Channel Slope, S
feet0=LengthMinimum slope0.000
Trapezoidal channel:
feet (based on site geometry)1Max. flow depth
3 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use1=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs5.25=1.81*8.29*0.35Rational Eq'n , Q = CIA =
CFS6=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 24BDesign Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet3Bottom width, B =
feet1Minimum depth =
feet9Top width = 2m*y + B =
feet350=Length, L0.023=Slope, SMaximum slope section(s):
0.036=Manning's n coefficient0.96Q*n/1.49*S^0.5 =
feet (iterate)0.45Normal Depth =
OKfps4<fps3.1Velocity, V =
Below permissible velocity for vegetation
fps2.5>
Requires temporary liner
on straight sectionpsf0.6Shear stress, T =
on curves and bendspsf0.7
TRMMaximum slopeLiner material for
Protect bend with 12" rip-rap
feet0=Length, L0=Slope, SMinimum slope section(s):
0=Manning's n coefficient0.00Q*n/1.49*S^0.5 =
feet (iterate)0Normal Depth =
OKfps4<fps0.0Velocity, V =
Below permissible velocity for vegetation
OKfps3<
Below permissible velocity for bare soil
on straight sectionpsf0.0Shear stress, T =
on curves and bendspsf0.0
0Minimum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slope4BChannel No.
TRMAssumed channel lining
(NCESC, Table 8.05e)0.036Manning's coefficient, n
0.023Channel Gradient, S
3Channel Side Slope, m
CFS6Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)0.96 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):3 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep1.150.376.162.250.503
Shallow0.760.305.531.680.403
Deep0.980.345.912.010.463
Shallow0.900.335.781.900.443
Shallow√0.940.335.851.960.453
feet0.45Normal flow for design condition:
feet1Flow < max. allowable depth ofCOMMENT:
feet3Bottom width, B =Recalculate D
feet1Minimum depth =
feet9Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
OKfps4<3.1V = Q/A = Q/(B*y + M*y^2) =
Below permissible velocity for vegetation
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)0.6T = y * d * s =
1.05Kb min =(for bend in channel)0.7Tb = Kb * T =
feet75Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 1 of 25Design Calculations for Channel No.
Perimeter toe drain for north side, below Down-channel 5Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%2.58lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%2.58Summation
0.35=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Design Conditions:
acres2.58Drainage Area, A
feet (height above outlet within drainage area74Maximum Relief, H
feet (distance along main drainage feature)600Hydraulic Length, L
feet600=LengthMaximum slope0.020Channel Slope, S
feet0=LengthMinimum slope0.000
Trapezoidal channel:
feet (based on site geometry)2Max. flow depth
3 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use2=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs7.48=2.58*8.29*0.35Rational Eq'n , Q = CIA =
CFS8=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 25Design Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet4Bottom width, B =
feet1Minimum depth =
feet10Top width = 2m*y + B =
feet600=Length, L0.02=Slope, SMaximum slope section(s):
0.036=Manning's n coefficient1.37Q*n/1.49*S^0.5 =
feet (iterate)0.49Normal Depth =
OKfps4<fps3.0Velocity, V =
Below permissible velocity for vegetation
fps2.5>
Requires temporary liner
on straight sectionpsf0.6Shear stress, T =
on curves and bendspsf0.6
TRMMaximum slopeLiner material for
feet0=Length, L0=Slope, SMinimum slope section(s):
0=Manning's n coefficient0.00Q*n/1.49*S^0.5 =
feet (iterate)0Normal Depth =
OKfps4<fps0.0Velocity, V =
Below permissible velocity for vegetation
OKfps3<
Below permissible velocity for bare soil
on straight sectionpsf0.0Shear stress, T =
on curves and bendspsf0.0
0Minimum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slope5Channel No.
TRMAssumed channel lining
(NCESC, Table 8.05e)0.036Manning's coefficient, n
0.02Channel Gradient, S
3Channel Side Slope, m
CFS8Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)1.37 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):4 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep1.450.387.162.750.504
Shallow0.970.326.532.080.404
Shallow1.250.366.912.470.464
Shallow1.350.377.042.610.484
Deep√1.400.387.102.680.494
feet0.49Normal flow for design condition:
feet2Flow < max. allowable depth ofCOMMENT:
feet4Bottom width, B =Recalculate D
feet1Minimum depth =
feet10Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
OKfps4<3.0V = Q/A = Q/(B*y + M*y^2) =
Below permissible velocity for vegetation
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)0.6T = y * d * s =
1.05Kb min =(for bend in channel)0.6Tb = Kb * T =
feet75Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 1 of 26Design Calculations for Channel No.
Perimeter toe drain for north side, below Drainage Area 7Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
34.520.3599%12.31lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.300.221%0.17lawn, steep (>7%)Off-site
34.82100%12.48Summation
0.35=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Design Conditions:
acres12.48Drainage Area, A
feet (height above outlet within drainage area146Maximum Relief, H
feet (distance along main drainage feature)600Hydraulic Length, L
feet600=LengthMaximum slope0.010Channel Slope, S
feet0=LengthMinimum slope0.000
Trapezoidal channel:
feet (based on site geometry)1Max. flow depth
3 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use2=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs36.01=12.48*8.29*0.35Rational Eq'n , Q = CIA =
CFS37=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 26Design Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet8Bottom width, B =
feet1Minimum depth =
feet14Top width = 2m*y + B =
feet600=Length, L0.01=Slope, SMaximum slope section(s):
0.025=Manning's n coefficient6.21Q*n/1.49*S^0.5 =
feet (iterate)0.82Normal Depth =
fps4>fps4.3Velocity, V =
Requires permanent channel liner
fps2.5>
Requires temporary liner
on straight sectionpsf0.5Shear stress, T =
on curves and bendspsf0.5
TRMMaximum slopeLiner material for
feet0=Length, L0=Slope, SMinimum slope section(s):
0=Manning's n coefficient0.00Q*n/1.49*S^0.5 =
feet (iterate)0Normal Depth =
OKfps4<fps0.0Velocity, V =
Below permissible velocity for vegetation
OKfps3<
Below permissible velocity for bare soil
on straight sectionpsf0.0Shear stress, T =
on curves and bendspsf0.0
0Minimum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slope6Channel No.
TRMAssumed channel lining
(NCESC, Table 8.05e)0.025Manning's coefficient, n
0.01Channel Gradient, S
3Channel Side Slope, m
CFS37Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)6.21 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):8 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep7.620.7013.699.630.908
Shallow6.160.6413.068.320.808
Deep7.010.6813.449.100.868
Deep6.720.6613.318.840.848
Deep√6.440.6513.198.580.828
feet0.82Normal flow for design condition:
feet1Flow < max. allowable depth ofCOMMENT:
feet8Bottom width, B =Recalculate D
feet1Minimum depth =
feet14Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
fps4>4.3V = Q/A = Q/(B*y + M*y^2) =
Requires permanent channel liner
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)0.5T = y * d * s =
1.05Kb min =(for bend in channel)0.5Tb = Kb * T =
feet300Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 1 of 27Design Calculations for Channel No.
Conveys combined perimeter flow to Sediment Basin No. 2Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%1.08lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%1.08Summation
0.35=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Design Conditions:
acres1.08Drainage Area, A
feet (height above outlet within drainage area30Maximum Relief, H
feet (distance along main drainage feature)770Hydraulic Length, L
feet170=LengthMaximum slope0.047Channel Slope, S
feet600=LengthMinimum slope0.020
Trapezoidal channel:
feet (based on site geometry)1Max. flow depth
3 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use5=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs3.13=1.08*8.29*0.35Rational Eq'n , Q = CIA =
CFS4=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 27Design Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet2Bottom width, B =
feet1Minimum depth =
feet8Top width = 2m*y + B =
feet170=Length, L0.047=Slope, SMaximum slope section(s):
0.03=Manning's n coefficient0.37Q*n/1.49*S^0.5 =
feet (iterate)0.28Normal Depth =
fps4>fps5.0Velocity, V =
Requires permanent channel liner
fps2.5>
Requires temporary liner
on straight sectionpsf0.8Shear stress, T =
on curves and bendspsf0.9
TRMMaximum slopeLiner material for
feet600=Length, L0.02=Slope, SMinimum slope section(s):
0.03=Manning's n coefficient0.57Q*n/1.49*S^0.5 =
feet (iterate)0.42Normal Depth =
OKfps4<fps2.9Velocity, V =
Below permissible velocity for vegetation
fps3>
Requires temporary liner
on straight sectionpsf0.5Shear stress, T =
on curves and bendspsf0.6
GrassMinimum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slope7Channel No.
TRMAssumed channel lining
(NCESC, Table 8.05e)0.030Manning's coefficient, n
0.047Channel Gradient, S
3Channel Side Slope, m
CFS4Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)0.37 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):2 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Shallow0.320.223.900.870.302
Shallow0.150.163.260.520.202
Shallow0.250.203.640.720.262
Shallow√0.280.213.770.800.282
Shallow0.210.193.520.650.242
feet0.28Normal flow for design condition:
feet1Flow < max. allowable depth ofCOMMENT:
feet2Bottom width, B =Recalculate D
feet1Minimum depth =
feet8Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
fps4>5.0V = Q/A = Q/(B*y + M*y^2) =
Requires permanent channel liner
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)0.8T = y * d * s =
1.05Kb min =(for bend in channel)0.9Tb = Kb * T =
feet75Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Minimum slope7Channel No.
GrassAssumed channel lining
(NCESC, Table 8.05e)0.030Manning's coefficient, n
0.02Channel Gradient, S
3Channel Side Slope, m
CFS4Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)0.57 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):2 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep0.850.345.161.750.502
Shallow0.550.284.531.280.402
Deep0.720.324.911.550.462
Deep0.660.314.781.460.442
Deep√0.610.294.661.370.422
feet0.42Normal flow for design condition:
feet1Flow < max. allowable depth ofCOMMENT:
feet2Bottom width, B =Recalculate D
feet1Minimum depth =
feet8Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
fps4<2.9V = Q/A = Q/(B*y + M*y^2) =
Below permissible velocity for vegetation
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)0.5T = y * d * s =
1.05Kb min =(for bend in channel)0.6Tb = Kb * T =
feet300Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 1 of 2DBS1Design Calculations for Channel No.
Perimeter drain for cap, located at crest of side slopeDescription:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
0.000.350%0lawn, steep (>7%)Side slopes
22.000.22100%0.64lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
22.00100%0.64Summation
0.22=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Design Conditions:
acres0.64Drainage Area, A
feet (height above outlet within drainage area4Maximum Relief, H
feet (distance along main drainage feature)330Hydraulic Length, L
feet330=LengthMaximum slope0.020Channel Slope, S
feet0=LengthMinimum slope0.000
Trapezoidal channel:
feet (based on site geometry)1Max. flow depth
6 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use4=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs1.17=0.64*8.29*0.22Rational Eq'n , Q = CIA =
CFS2=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 2DBS1Design Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet1Bottom width, B =
feet1Minimum depth =
feet13Top width = 2m*y + B =
feet330=Length, L0.02=Slope, SMaximum slope section(s):
0.03=Manning's n coefficient0.28Q*n/1.49*S^0.5 =
feet (iterate)0.31Normal Depth =
OKfps4<fps2.3Velocity, V =
Below permissible velocity for vegetation
OKfps2.5<
Below permissible velocity for bare soil
on straight sectionpsf0.4Shear stress, T =
on curves and bendspsf0.4
GrassMaximum slopeLiner material for
feet0=Length, L0=Slope, SMinimum slope section(s):
0.036=Manning's n coefficientERRQ*n/1.49*S^0.5 =
feet (iterate)0.35Normal Depth =
OKfps4<fps1.8Velocity, V =
Below permissible velocity for vegetation
OKfps3<
Below permissible velocity for bare soil
on straight sectionpsf0.0Shear stress, T =
on curves and bendspsf0.0
NAMinimum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slopeDBS1Channel No.
GrassAssumed channel lining
(NCESC, Table 8.05e)0.030Manning's coefficient, n
0.02Channel Gradient, S
6Channel Side Slope, m
CFS2Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)0.28 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):1 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Shallow0.270.184.650.840.301
Deep0.310.194.890.930.321
Deep√0.290.194.770.890.311
Shallow0.160.153.920.590.241
Shallow0.140.143.680.510.221
feet0.31Normal flow for design condition:
feet1Flow < max. allowable depth ofCOMMENT:
feet1Bottom width, B =Recalculate D
feet1Minimum depth =
feet13Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
OKfps4<2.3V = Q/A = Q/(B*y + M*y^2) =
Below permissible velocity for vegetation
OKfps2.5<
Below permissible velocity for bare soil
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)0.4T = y * d * s =
1.05Kb min =(for bend in channel)0.4Tb = Kb * T =
feet75Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 1 of 2Down Channel 1Design Calculations for Channel No.
Conveys Channel #6 to Sediment Basin 1 (north end)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
34.520.3599%12.31lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
1.230.901%0.17Road drainage
35.75100%12.48Summation
0.36=AiΣ(Ai x Ci) /ΣComposite Runoff Coefficient, C =
Design Conditions:
acres12.48Drainage Area, A
feet (height above outlet within drainage area)146Maximum Relief, H
feet (distance along main drainage feature)120Hydraulic Length, L
feet120=LengthMaximum slope0.280Channel Slope, S
feet0=LengthMinimum slope0.000
Trapezoidal channel:
feet (based on site geometry)2Max. flow depth
3 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use0=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs36.97=12.48*8.29*0.36Rational Eq'n , Q = CIA =
CFS37=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 2Down Channel 1Design Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet8Bottom width, B =
feet2Minimum depth =
feet20Top width = 2m*y + B =
feet120=Length, L0.28=Slope, SMaximum slope section(s):
0.036=Manning's n coefficient1.69Q*n/1.49*S^0.5 =
feet (iterate)0.39Normal Depth =
fps4>fps10.3Velocity, V =
Requires permanent channel liner
fps2.5>
Requires temporary liner
on straight sectionpsf6.8Shear stress, T =
on curves and bendspsf7.2
12" Rip-rapMaximum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slopeDown Channel 1Channel No.
12" Rip-rapAssumed channel lining
(NCESC, Table 8.05e)0.036Manning's coefficient, n
0.28Channel Gradient, S
3Channel Side Slope, m
CFS37Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)1.69 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):8 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep1.830.3510.533.680.408
Shallow1.110.279.902.670.308
Shallow1.520.3210.283.270.368
Shallow1.670.3310.403.470.388
Deep√1.750.3410.473.580.398
feet0.39Normal flow for design condition:
feet2Flow < max. allowable depth ofCOMMENT:
feet8Bottom width, B =Recalculate D
feet2Minimum depth =
feet20Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
fps4>10.3V = Q/A = Q/(B*y + M*y^2) =
Requires permanent channel liner
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)6.8T = y * d * s =
1.05Kb min =(for bend in channel)7.2Tb = Kb * T =
feet75Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 1 of 2Down Channel 2Design Calculations for Channel No.
Conveys Channels 3, 7, and Down Pipe 1 to Sediment Basin 1Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
32.560.3593%14.14lawn, steep (>7%)Side slopes
1.530.227%1.06lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
34.09100%15.20Summation
0.34=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Design Conditions:
acres15.20Drainage Area, A
feet (height above outlet within drainage area156Maximum Relief, H
feet (distance along main drainage feature)100Hydraulic Length, L
feet100=LengthMaximum slope0.200Channel Slope, S
feet0=LengthMinimum slope0.000
Trapezoidal channel:
feet (based on site geometry)2Max. flow depth
3 Side slope, m
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use0=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Discharge, Q:
cfs42.94=15.2*8.29*0.34Rational Eq'n , Q = CIA =
CFS43=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Page 2 of 2Down Channel 2Design Calculations for Channel No.
Analyzed by Normal Depth ProceedureChannel Dimensions:
feet8Bottom width, B =
feet2Minimum depth =
feet20Top width = 2m*y + B =
feet100=Length, L0.2=Slope, SMaximum slope section(s):
0.036=Manning's n coefficient2.32Q*n/1.49*S^0.5 =
feet (iterate)0.46Normal Depth =
fps4>fps10.0Velocity, V =
Requires permanent channel liner
fps2.5>
Requires temporary liner
on straight sectionpsf5.7Shear stress, T =
on curves and bendspsf6.0
12-inch rip-rapMaximum slopeLiner material for
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
Estimate Flow Depth in Trapezoidal Channel by Normal Depth Procedure
Maximum slopeDown Channel 2Channel No.
12-inch rip-rapAssumed channel lining
(NCESC, Table 8.05e)0.036Manning's coefficient, n
0.2Channel Gradient, S
3Channel Side Slope, m
CFS43Q25Calculated Flow for
(Reference Malcom Eq. II-16)Rearrange Manning's Equation:
use for comparison (see below)2.32 Zreq = A*R^.0667 = Q*n/1.49*S^0.5 =
Calculate Zavg = A * R^0.667 for various flow depths by iterative procedure
feet):8 (find "normal" flow for design width, B =
CommentZavgR, ft.P, ft.A, s.f.y, ft.B, ft.
Deep2.690.4311.164.750.508
Shallow1.830.3510.533.680.408
Deep√2.320.4010.914.310.468
Shallow2.150.3810.784.100.448
Shallow2.240.3910.854.210.458
feet0.46Normal flow for design condition:
feet2Flow < max. allowable depth ofCOMMENT:
feet8Bottom width, B =Recalculate D
feet2Minimum depth =
feet20Top width = 2m*y + B =
(Reference Malcom Eq. II-11)Check Velocity:
fps4>10.0V = Q/A = Q/(B*y + M*y^2) =
Requires permanent channel liner
fps2.5>
Requires temporary liner
(Reference NCESC, App. 8.05)Tractive Force Procedure:
where y = 62.4 pcfpsf (for straight channel)5.7T = y * d * s =
1.05Kb min =(for bend in channel)6.0Tb = Kb * T =
feet75Rc =
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of1Page
DP1, Inlet DFlow Calculations for Slope Drain:
Slope drain for west side, highest section (Bench D)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%0.86lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%0.86Summation
0.35=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres0.86Drainage Area, A
feet (height above outlet within drainage area30Maximum Relief, H
feet (distance along main drainage feature)530Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use3=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs2.49=0.86*8.29*0.35Rational Eq'n , Q = CIA =
CFS3=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of2Page
DP1, Inlet CFlow Calculations for Slope Drain:
Slope drain for west side, third section (Bench C)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%1.5lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%1.50Summation
0.35=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres1.50Drainage Area, A
feet (height above outlet within drainage area60Maximum Relief, H
feet (distance along main drainage feature)750Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use3=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs4.35=1.5*8.29*0.35Rational Eq'n , Q = CIA =
CFS5=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of3Page
DP1, Inlet BFlow Calculations for Slope Drain:
Slope drain for west side, second section (Bench B)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%2.03lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%2.03Summation
0.35=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres2.03Drainage Area, A
feet (height above outlet within drainage area90Maximum Relief, H
feet (distance along main drainage feature)1000Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use4=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs5.89=2.03*8.29*0.35Rational Eq'n , Q = CIA =
CFS6=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of4Page
DP1, Inlet AFlow Calculations for Slope Drain:
Slope drain for west side, lowest section (Bench A)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%2.59lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%2.59Summation
0.35=AiΣ(Ai x Ci) ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres2.59Drainage Area, A
feet (height above outlet within drainage area120Maximum Relief, H
feet (distance along main drainage feature)1250Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use5=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs7.51=2.59*8.29*0.35Rational Eq'n , Q = CIA =
CFS8=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of5Page
Down Pipe 1Size Inlets for Slope Drain:
Debo, T.N., and Reese, A.J., Municipal Storm Water Management,Reference:
Lewis Publishers, Boca Raton, FL, 1995, pp. 438-442.
ABCDInlet Parameters:
2.592.031.50.86Area (each bench), acres
8653Peak flow, Q25, cfs
3222Allowable HW depth, feet
1111Number of pipes, N
18181818Inlet diameter, D (inches)
1.210.90.75Critical depth, dc (feet)
CPECPECPECPEType of drainage pipe
780810840870Inlet Elev. (Invert along Bench)
100100100100Exit Culvert length, L (feet)
0.300.300.300.30Culvert slope, S (feet/feet)
0.0240.0240.0240.024Manning's coefficient, n
0.70.70.70.5Entrance loss coefficient, ke
ProjectingProjectingProjectingProjectingType of Inlet along Bench
PipePipePipePipe
Determine Governing Control:
Re: Inlet NomographInlet:
1.31.10.940.7HW/D =User input
2.01.71.41.1HW, feet =
Re: Outlet NomographOutlet:
ho = (dc + D) / 2 = tailwater head
HW = H + ho - (L * S) = hydr. head
1.351.251.21.125ho, feet =
7.52.21.20.4H, feet =User input
-21.15-26.55-27.6-28.475HW, feet =
InletInletInletInletGoverning Control Condition:
OKOKOKOKIs HW depth OK?
Note: If HW for the governing case too deep, must use a larger diameter pipe or make
berm higher; e.g., if HW is OK, then pipe diameter and berm height are sufficient.
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of6PageDP1Size the Main PipeD = 16 * [ (Q * n) / s^1/2 ]^3/8CPEPipe Data:25-yearDesign Storm:0.024Manning's n =232g =V = (s^1/2 * D^2/3) / (8.9 *n)Note: Q not rounded up (as used previously!)23h =QCIABenchSegmentSegmentV fullPipeD theoSlopePeakRunoffRunoffTime ofPipeInletTotal DrainsPipeElevationTimeLengthSizeDischargeCoeffic.IntensityConc.TimeTimeAreaBenchesSectionmin.feetft/secinchesinchesft/ftcfsin/hrmin.min.min.acres8700.110017.6186.90.302.50.358.295.0050.85DDP 1d8400.110017.61810.20.306.80.358.265.10.152.36C, DDP 1c8100.110017.61812.80.3012.70.358.265.10.154.39B - DDP 1b7800.110017.61815.30.3020.20.358.265.10.156.98A - DDP 1aProject Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of1Page
DP2, Inlet DFlow Calculations for Slope Drain:
Slope drain for north side, highest section (Bench D)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%1.04lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%1.04Summation
0.35=AiΣ(Ai x Ci) /ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres1.04Drainage Area, A
feet (height above outlet within drainage area)30Maximum Relief, H
feet (distance along main drainage feature)580Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use3=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs3.02=1.04*8.29*0.35Rational Eq'n , Q = CIA =
CFS4=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of2Page
DP2, Inlet CFlow Calculations for Slope Drain:
Slope drain for north side, third section (Bench C)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%1.66lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%1.66Summation
0.35=AiΣ(Ai x Ci) /ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres1.66Drainage Area, A
feet (height above outlet within drainage area)30Maximum Relief, H
feet (distance along main drainage feature)810Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use5=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs4.81=1.66*8.29*0.35Rational Eq'n , Q = CIA =
CFS5=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of3Page
DP2, Inlet BFlow Calculations for Slope Drain:
Slope drain for north side, second section (Bench B)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%2.18lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%2.18Summation
0.35=AiΣ(Ai x Ci) /ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres2.18Drainage Area, A
feet (height above outlet within drainage area)30Maximum Relief, H
feet (distance along main drainage feature)970Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use6=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs6.32=2.18*8.29*0.35Rational Eq'n , Q = CIA =
CFS7=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of4Page
DP2, Inlet AFlow Calculations for Slope Drain:
Slope drain for north side, lowest section (Bench A)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%2.54lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%2.54Summation
0.35=AiΣ(Ai x Ci) /ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres2.54Drainage Area, A
feet (height above outlet within drainage area)30Maximum Relief, H
feet (distance along main drainage feature)1200Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use8=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs7.37=2.54*8.29*0.35Rational Eq'n , Q = CIA =
CFS8=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of5Page
Down Pipe 2Size Inlets for Slope Drain:
Debo, T.N., and Reese, A.J., Municipal Storm Water Management,Reference:
Lewis Publishers, Boca Raton, FL, 1995, pp. 438-442.
ABCDInlet Parameters:
2.542.181.661.04Area (each bench), acres
8754Peak flow, Q25, cfs
3222Allowable HW depth, feet
1111Number of pipes, N
18181818Inlet diameter, D (inches)
1.210.90.8Critical depth, dc (feet)
CPECPECPECPEType of drainage pipe
780810840870Inlet Elev. (Invert along Bench)
60110120110Exit Culvert length, L (feet)
0.300.300.300.30Culvert slope, S (feet/feet)
0.0240.0240.0240.024Manning's coefficient, n
0.70.70.70.7Entrance loss coefficient, ke
ProjectingProjectingProjectingProjectingType of Inlet along Bench
PipePipePipePipe
Determine Governing Control:
Re: Inlet NomographInlet:
1.31.10.940.8HW/D =User input
2.01.71.41.2HW, feet =
Re: Outlet NomographOutlet:
ho = (dc + D) / 2 = tailwater head
HW = H + ho - (L * S) = hydr. head
1.351.251.21.15ho, feet =
84.51.10.45H, feet =User input
-8.65-27.25-33.7-31.4HW, feet =
InletInletInletInletGoverning Control Condition:
OKOKOKOKIs HW depth OK?
Note: If HW for the governing case too deep, must use a larger diameter pipe or make
berm higher; e.g., if HW is OK, then pipe diameter and berm height are sufficient.
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
6of6PageDP2Size the Main PipeD = 16 * [ (Q * n) / s^1/2 ]^3/8CPEPipe Data:25-yearDesign Storm:0.024Manning's n =232g =V = (s^1/2 * D^2/3) / (8.9 *n)Note: Q not rounded up (as used previously!)23h =QCIABenchSegmentSegmentV fullPipeD theoSlopePeakRunoffRunoffTime ofPipeInletTotal DrainsPipeElevationTimeLengthSizeDischargeCoeffic.IntensityConc.TimeTimeAreaBenchesSectionmin.feetft/secinchesinchesft/ftcfsin/hrmin.min.min.acres8700.16017.6187.50.303.00.358.295.0051.04DDP 2d8400.111017.61810.70.307.80.358.275.10.152.7C, DDP 2c8100.112017.61813.40.3014.10.358.265.10.154.88B - DDP 2b7800.111017.61815.60.3021.40.358.255.10.157.42A - DDP 2aProject Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
5of1Page
DP3, Inlet EFlow Calculations for Slope Drain:
Slope drain for east side, highest section (Final Cap)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
0.000.350%0lawn, steep (>7%)Side slopes
22.000.22100%1.06lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
22.00100%1.06Summation
0.22=AiΣ(Ai x Ci) /ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres1.06Drainage Area, A
feet (height above outlet within drainage area)6Maximum Relief, H
feet (distance along main drainage feature)550Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use6=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs1.93=1.06*8.29*0.22Rational Eq'n , Q = CIA =
CFS2=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
5of2Page
DP3, Inlet DFlow Calculations for Slope Drain:
Slope drain for east side, second section (Bench D)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%1.12lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%1.12Summation
0.35=AiΣ(Ai x Ci) /ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres1.12Drainage Area, A
feet (height above outlet within drainage area)30Maximum Relief, H
feet (distance along main drainage feature)810Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use5=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs3.25=1.12*8.29*0.35Rational Eq'n , Q = CIA =
CFS4=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
5of3Page
DP3, Inlet CFlow Calculations for Slope Drain:
Slope drain for east side, first section (Bench C)Description:
Designed for post-closure conditions (anticipated max. flow)
ProductCi, RunoffPercentDrainageSlope Conditions:
(Ai x Ci)CoefficientArea, AiArea, ac.
35.000.35100%1.78lawn, steep (>7%)Side slopes
0.000.220%0lawn, (2 – 7%)Cap areas
0.000.220%0lawn, steep (>7%)Off-site
35.00100%1.78Summation
0.35=AiΣ(Ai x Ci) /ΣComposite Runoff Coefficient, C =
Runoff conditions for drainage to the pipeDesign Conditions:
acres1.78Drainage Area, A
feet (height above outlet within drainage area)30Maximum Relief, H
feet (distance along main drainage feature)970Hydraulic Length, L
Not the pipe length!
(Reference Malcom Exhibit 2)Time of Concentration:
minutes5minutes, use6=Kirpich's Equation, Tc = [L^3/H]^0.385/128
(Reference NCESC, App. 8.03)Runoff Intensity:
in/hr8.29I =23h =232g =Runoff Intensity, I = g/(h + Tc), where
For 25-year, 5-minute storm, for Greensboro, NC
(Reference Malcolm Eq. II-1)Determine Peak Discharge, Q:
cfs5.16=1.78*8.29*0.35Rational Eq'n , Q = CIA =
CFS6=Q25
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
5of4Page
Down Pipe 2Size Inlets for Slope Drain:
Debo, T.N., and Reese, A.J., Municipal Storm Water Management,Reference:
Lewis Publishers, Boca Raton, FL, 1995, pp. 438-442.
CDEInlet Parameters:
1.781.121.06Area (each bench), acres
642Peak flow, Q25, cfs
222Allowable HW depth, feet
111Number of pipes, N
181212Inlet diameter, D (inches)
1.10.90.6Critical depth, dc (feet)
CPECPECPEType of drainage pipe
810840870Inlet Elev. (Invert along Bench)
110110100Exit Culvert length, L (feet)
0.300.300.30Culvert slope, S (feet/feet)
0.0240.0240.024Manning's coefficient, n
0.70.70.5Entrance loss coefficient, ke
ProjectingProjectingFlared-endType of Inlet along Bench
PipePipePipe
Determine Governing Control:
Re: Inlet NomographInlet:
1.11.91HW/D =User input
1.71.91.0HW, feet =
Re: Outlet NomographOutlet:
ho = (dc + D) / 2 = tailwater head
HW = H + ho - (L * S) = hydr. head
1.30.950.8ho, feet =
4.51.10.45H, feet =User input
-27.2-30.95-28.75HW, feet =
InletInletInletGoverning Control Condition:
OKOKOKIs HW depth OK?
Note: If HW for the governing case too deep, must use a larger diameter pipe or make
berm higher; e.g., if HW is OK, then pipe diameter and berm height are sufficient.
Project Name: A-1Sandrock, Inc. 02/22/09 David Garrett, P.G., P.E.
5of5PageDP3Size the Main PipeD = 16 * [ (Q * n) / s^1/2 ]^3/8CPEPipe Data:25-yearDesign Storm:0.024Manning's n =232g =V = (s^1/2 * D^2/3) / (8.9 *n)Note: Q not rounded up (as used previously!)23h =QCIABenchSegmentSegmentV fullPipeD theoSlopePeakRunoffRunoffTime ofPipeInletTotal DrainsPipeElevationTimeLengthSizeDischargeCoeffic.IntensityConc.TimeTimeAreaBenchesSectionmin.feetft/secinchesinchesft/ftcfsin/hrmin.min.min.acres8700.16013.5127.50.303.10.358.295.0051.06Final CapDP 3e8400.111013.5129.90.306.30.358.265.10.152.18D, CapDP 3d8100.112017.61812.30.3011.40.358.255.10.153.96C, D, CapDP 3cProject Name: A-1Sandrock, Inc. 02/22/09David Garrett, P.G., P.E.

Appendix 4
Operation Plan Information

Appendix 4A
Waste Screening Form

WASTE SCREENING FORM Facility I.D. __________________
Permit No. __________________
Day / Date: ______________________ Time Weighed in: ______________________
Truck Owner: ______________________ Driver Name: ______________________
Truck Type: ______________________ Vehicle ID/Tag No: ______________________
Weight: ______________________ Tare: ______________________
Waste Generator / Source: _________________________________________________________________
Inspection Location: _________________________________________________________________
Reason Load Inspected: Random Inspection _______ Staff Initials ________
Detained at Scales _______ Staff Initials ________
Detained by Field Staff _______ Staff Initials ________
Description of Load: _________________________________________________________________
______________________________________________________________________________________
Approved Waste Determination Form Present? (Check one) Yes______ No ______ N/A____
Load Accepted (signature) _______________________________ Date _______________
Load Not Accepted (signature) _______________________________ Date _______________
Reason Load Not Accepted (complete below only if load not accepted) _____________________________
Description of Suspicious Contents: Color ________ Haz. Waste Markings ___________
Texture ________ Odor/Fumes___________________
Drums Present ________ Other ________________________
(describe)_____________________
Est. Cu. Yds. Present in Load ________
Est. Tons Present in Load ________
Identified Hazardous Materials Present:______________________________________________________
County Emergency Management Authority Contacted? Yes______ No ______
Generator Authority Contacted? _________________________________________________________
Hauler Notified (check if waste not accepted)? ____ Phone ______________ Time Contacted ________
Final Disposition of Load _________________________________________________________________
Signed ___________________________________________Date ________________________
Solid Waste Director
Attach related correspondence to this form. File completed form in Operating Record.

Appendix 4B
Fire Notification Form

FIRE OCCURRENCE NOTIFICATION

NC DENR Division of Waste Management
Solid Waste Section
The Solid Waste Rules [15A NCAC 13B, Section 1626(5)(d) and Section .0505(10)(c)] require verbal notification within 24
hours and submission of a written notification within 15 days of the occurrence. The completion of this form shall satisfy
that requirement. (If additional space is needed, use back of this form)
NAME OF FACILITY: ______________________ PERMIT #_______________
DATE AND TIME OF FIRE ________/_____/_____ @ _____: ____ AM / PM (circle one)
HOW WAS THE FIRE REPORTED AND BY WHOM ______________________________________
___________________________________________________________________________________
LIST ACTIONS TAKEN_______________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
WHAT WAS THE CAUSE OF THE FIRE_________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
DESCRIBE AREA, TYPE, AND AMOUNT OF WASTE INVOLVED__________________________
___________________________________________________________________________________
___________________________________________________________________________________
WHAT COULD HAVE BEEN DONE TO PREVENT THIS FIRE______________________________
___________________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
CURRENT STATUS OF FIRE __________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
DESCRIBE PLAN OF ACTIONS TO PREVENT FUTURE INCIDENTS: _______________________
___________________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________

NAME_______________________TITLE__________________________DATE_______________
THIS SECTION TO BE COMPLETED BY SOLID WASTE SECTION REGIONAL STAFF

DATE RECEIVED____________________________
List any factors not listed that might have contributed to the fire or that might prevent occurrence of future fires:
___________________________________________________________________________________
___________________________________________________________________________________
FOLLOW-UP REQUIRED: † NO † PHONE CALL † SUBMITTAL † MEETING † RETURN VISIT BY:____________________ (DATE)
ACTIONS TAKEN OR REQUIRED:

Revised 6/29/01
Appendix 4C
Hazardous Waste Responders
HAZARDOUS WASTE CONTACTS
The following contacts were originally found on NC DENR Division of Waste Management’s web
site in early 2007; since then, local phone numbers have been updated based on internet research.
Facility management should verify the availability of these contacts before an emergency. The
reference listing of these organizations here is not an endorsement by either the Division or the
preparer of this document, nor are any affiliations in existence or implied. For more information
refer to the respective URL’s.
EMERGENCY RESPONSE
Clean Harbours Reidsville, NC 336-342-6107
www.cleanharbors.com
GARCO, Inc. Asheboro, NC 336-683-0911
www.egarco.com
Safety-Kleen Reidsville, NC 336-669-5562
(a.k.a. Clean Harbours)
Zebra Environmental Services High Point, NC 336-841-5276
www.zebraenviro.com
TRANSPORTERS
ECOFLO Greensboro, NC 336-855-7925
www.ecoflo.com
GARCO, Inc. Asheboro, NC 336-683-0911
Zebra Environmental Services High Point, NC 336-841-5276
USED OIL AND ANTIFREEZE
3RC Resource Recovery Winston-Salem, NC 336-784-4300
Carolina Environmental Associates Burlington, NC 336-299-0058
Environmental Recycling Alternatives High Point, NC 336-905-7231
FLUORESCENT HANDLERS
3RC Resource Recovery Winston-Salem, NC 336-784-4300
Carolina Environmental Associates Burlington, NC 336-299-0058
ECOFLO Greensboro, NC 336-855-7925
GARCO, Inc. Asheboro, NC 336-683-0911
Safety-Kleen Reidsville, NC 800-334-5953
PCB DISPOSAL
ECOFLO Greensboro, NC 336-855-7925
GARCO, Inc. Asheboro, NC 336-683-0911
Zebra Environmental Services High Point, NC 336-841-5276
Appendix 4D
Asphalt Shingles Recycling

General Operation Plan
For Tear-off Asphalt Shingle Sorting
At a Solid Waste Permitted Facility

A-1 Sandrock, Inc. CDLF
and Recycling Facility

Permit #41-17

Prepared for

Ronnie E. Petty, III
A-1 Sandrock, Inc.
2091 Bishop Road
Greensboro, NC 27406

Prepared by

G. David Garrett, PG, PE
5105 Harbour Towne Drive
Raleigh, NC 27604

November 6, 2013

Site specific information
a. The maximum amount of shingles to be stockpiled at any
time is 40 cubic yards, or the equivalent of one roll-off box.
b. The service area for shingle receipt must be consistent with
the landfill service area.
c. The Owner/Operator must keep contact information for the
contracting shingle recycling company with the records of
incoming and outgoing shingles. Any changes must be
reflected in the records.
d. No grinding of asphalt shingles shall be conducted at
the T&P unit.

The Owner/operator shall refer to the following generic plan,
provided by the Solid Waste Section, which includes acceptance
criteria for recycling and documentation for the sources of
incoming loads (example form).

APPENDIX 5
Ground Water Monitoring Plan
Table of Contents
A-1 Sandrock, Inc. (Permit #41-17) Rev. 3 3/31/2015
Water Quality Monitoring Plan Sampling and Analysis Plan Page i
Section Page
1.0 Introduction ..............................................................................................................1
1.1 Background ....................................................................................................1
1.2 Monitoring Location Criteria .........................................................................2
2.0 Sampling Schedule and Term ..................................................................................2
3.0 Record Keeping and Reporting ................................................................................2
3.1 Sampling Reports ...........................................................................................2
3.2 Well Abandonment/Rehabilitation ................................................................3
3.3 Additional Well Installations .........................................................................3
3.4 Maintenance ...................................................................................................4
3.5 Implementation Schedule ...............................................................................4
3.6 Modifications and Revisions ..........................................................................4
4.0 Certification .............................................................................................................5
Tables
1 Monitoring Well Construction Data
2 Required Analytical Parameters
Figures
1 Type 3 Monitoring Well Schematic (Lower Aquifer)
2 Type 2 Monitoring Well Schematic (Upper Aquifer)
Attachments

1 Drawing M1 Monitoring Locations
2 Solid Waste Section Guidelines for Groundwater, Soil, and Surface Water
Sampling, State Of North Carolina Department Of Environment And Natural
Resources Division Of Waste Management Solid Waste Section, Rev 4-08*
3 New Guidelines for the Submittal of Environmental Monitoring Data,
Solid Waste Section Memorandum, October 27, 2006
4 Environmental Monitoring Data Form
5 February 23, 2007 Addendum to the October 27, 2006 Memorandum
6 October 16, 2007 Memorandum
7 November 5, 2014 Memorandum
8 Monitoring well construction logs

*available online at http://www.wastenotnc.org/swhome/EnvMonitoring/SolidWasteSamplingGuidance.pdf

Table of Contents
A-1 Sandrock, Inc. (Permit #41-17) Rev. 3 3/31/2015
Water Quality Monitoring Plan Sampling and Analysis Plan Page ii

Revisions

0 Water Quality Monitoring Plan, A-1 Sandrock CDLF (South Facility)
September 2002

1 Water Quality Monitoring Plan Amendment, A-1 Sandrock CDLF (Permit 41-17)
February 2009

2 Corrections to February 2009 plan text, September 2013

3 Amendment to support Phase 2 PTC/PTO (Added MW-6)

Upon approval by NC DENR-Division of Waste Management, this plan will supersede all
previous versions for the detection-phase monitoring of the CDLF.

A-1 Sandrock, Inc. (Permit #41-17) Rev. 3 3/31/2015
Water Quality Monitoring Plan Sampling and Analysis Plan Page 1
1.0 Introduction

1.1 Background

Water quality monitoring for the A-1 Sandrock, Inc., construction and demolition debris
landfill (CDLF) is scheduled to commence with the opening of Phase 1. The facility is
located at 2091 Bishop Road, south of Greensboro, North Carolina. Ground water is the
principal source for the local potable water supply, but no downgradient water supply
wells are present. The site is within the Randleman Reservoir Watershed, but not in the
critical area. The current monitoring well network consists of six wells – MW-1 is the
facility background well – and four surface sampling locations (see Drawing M1). The
monitoring network is based on site studies performed in 2002 and 2015. The original
Water Quality Monitoring Plan was approved by the NC DENR Solid Waste Section
(SWS) in 2004 with the issuance of the Permit to Construct for Phase 1.

Detection stage water quality monitoring is required by 15A NCAC 13B .0544 (b)(5)(B).
This Water Quality Monitoring Plan (WQMP) – also known as a Sampling and Analysis
Plan (SAP) – is an update of the original plan that reflects the current monitoring network
and current sampling and analysis protocols. These changes include the reporting of
“Solid Waste Section Limits” and the electronic data reporting format. The facility is
required to undergo semi-annual sampling for Appendix I constituents and specific
parameters unique to C&D Landfills (see Tables).

North Carolina solid waste regulations require monitoring of the “uppermost” aquifer –
typically consisting of saturated saprolite (variably dense soil derived from the
weathering of bedrock) in Piedmont environments, but which can include the upper
reaches of bedrock. Earlier hydrogeologic investigations determined that sampling the
relatively thick saturated saprolite – which is several ten’s of feet thick – is sufficient to
adequately monitor the site. Ground water movement is from the higher elevations of the
site from east to west, toward the surface streams. The background well is isolated
upgradient of the landfill; compliance wells are located downgradient between the
landfill and the streams. Stream sampling will be performed with Appendix I parameters.

This Sampling and Analysis Plan (SAP) has been prepared to meet North Carolina’s
monitoring requirements and describes the detection-stage monitoring program, prepared
in accordance with the following applicable rules, which are incorporated by reference:

 15A NCAC 13B .0544 (Solid Waste Construction and Demolition Rules)
 15A NCAC 2C (Well Construction Rules)
 15A NCAC 2L (Ground Water Classifications and Standards)
 15A NCAC 27 (Well Contractor Certification Rules)
 15A NCAC 2H (Water Quality Laboratory Certification Rules)

A-1 Sandrock, Inc. (Permit #41-17) Rev. 3 3/31/2015
Water Quality Monitoring Plan Sampling and Analysis Plan Page 2
1.2 Monitoring Location Criteria

The compliance well network consists of the five existing wells (MW-1 through MW-5),
plus a new well (MW-6), each located to monitor the saprolite aquifer (Unit 1) and/or the
transitional zone within the bedrock (Unit 2), plus surface water sampling at four
locations. The monitoring locations are shown on Drawing M1. Wells currently
surround the entire CDLF footprint, but the well spacing is subject to review per the 5-
year permitting cycle. A new well was added near the northwest corner, just north of the
sediment basin, to provide coverage of that area. The wells are located near the
regulatory review boundary, approximately 150 feet from the waste boundary, and no
closer than 50 feet inside the facility boundary. These well locations were selected based
on topographic relationships, variable depths to bedrock, and a fracture trace analysis
apparent from the local topography and reflected in the drilling data.

Refer to Table 1 following this text for a summary of the well construction details.
Monitoring well construction logs are presented in the appendices.

2.0 Sampling Schedule and Term

Sampling shall be conducted on a semi-annual basis, specifically once in the spring and
once in the fall. Monitoring shall be conducted for the duration of operations and for a
minimum of 30 years following final closure.

3.0 Record Keeping and Reporting

3.1 Sampling Reports

Copies of all laboratory analytical data shall be forwarded to the SWS semi-annually
upon completion of the report and in accordance with the schedule outlined in the facility
permit and regulations. In addition to the sampling results being submitted in Table
format with a written report, the laboratory analytical data shall also be submitted
electronically on the Solid Waste Section’s Electronic Data Template.

Refer to Table 2 of this report for a list of the required constituents and reporting limits.
These lists were updated in the October 27, 2006, memorandum and February 23, 2007,
addendum from the Solid Waste Section. If limits are modified by the DWM, the most
current ones will be used for reporting purposes. Reports will be submitted on a cd-rom
with analytical data submitted in the required format, and be accompanied by the required
Environmental Monitoring Form (see Attachment 3), which shall be signed and sealed
by a licensed geologist in the State of North Carolina.

A-1 Sandrock, Inc. (Permit #41-17) Rev. 3 3/31/2015
Water Quality Monitoring Plan Sampling and Analysis Plan Page 3
The submittal shall specify the date of sample collection, the sampling point
identification, a map of the sampling locations, comparisons to applicable ground water
and surface water standards. Should significant concentrations of contaminants be
detected in groundwater and/or surface water during monitoring (per North Carolina
Solid Waste Rules or Ground Water Quality Standards), the owner/operator shall notify
the SWS and shall place a notice in the landfill records as to which constituents were
detected. Analytical data, calculations, and other relevant ground water monitoring
records shall be kept throughout the active life of the facility and the post-closure care
period, including notices and reports of any North Carolina 2L Standard exceedance, re-
sampling notifications, and re-sampling results.

3.2 Well Abandonment/Rehabilitation

Should wells become irreversibly damaged or require rehabilitation, the SWS shall be
notified. If monitoring wells and/or piezometers within unconsolidated formations are
damaged irreversibly they shall be abandoned by over-drilling and/or pulling the well
casing and plugging the well with an impermeable, chemically-inert sealant such as neat
cement grout and/or bentonite clay. For bedrock wells the abandonment shall consist of
plugging the interior well riser and screen with an impermeable neat cement grout and/or
bentonite clay sealant. Piezometers in the waste footprint shall be abandoned by over
drilling the boring and backfilling with a bentonite-cement grout. All well repairs or
abandonment shall be certified by a NC-licensed geologist or engineer.

Samples withdrawn from the facility’s monitoring wells should be free of clay and silt;
therefore, existing wells may require re-development from time to time based upon
observed turbidity levels during sampling activities. If re-development of an existing
monitoring well is required, it will be performed in a manner similar to that used for a
new well as described below.

3.3 Additional Well Installations

All additional monitoring wells (new or replacement) shall be installed under the
supervision of a qualified geologist or engineer who is registered in North Carolina and
who shall certify to the SWS that the installation complies with the North Carolina
Regulations. Upon installation of future wells, the documentation for the construction of
each well shall be submitted by the registered geologist or engineer after well
construction, as specified in the permit to operate, once issued.

Newly constructed wells will be developed to remove particulates that are present in the
well due to construction activities, and to interconnect the well with the aquifer.
Development of new monitoring wells will be performed no sooner than 24 hours after

A-1 Sandrock, Inc. (Permit #41-17) Rev. 3 3/31/2015
Water Quality Monitoring Plan Sampling and Analysis Plan Page 4
well construction. Wells may be developed with disposable bailers, a mechanical well
developer, or other approved method.

A surge block may be used as a means of assessing the integrity of the well screen and
riser. In the event a pump is employed, the design of the pump will be such that any
ground water that has come into contact with air is not allowed to drain back into the
well. In general, each well will be developed until sediment-free water with stabilized
field parameters (i.e., temperature, pH, and specific conductance) is obtained.

Well development equipment (bailers, pumps, surge blocks) and any additional
equipment that contacts subsurface formations will be decontaminated prior to on-site
use, between consecutive on-site uses, and/or between consecutive well installations.
The purge water will be disposed of on the ground surface at least 10 feet downgradient
of the monitoring well being purged, unless field characteristics suggest the water will
need to be disposed of otherwise. If field characteristics suggest, the purge water will be
containerized and disposed of by other approved disposal means.

3.3 Well Maintenance

The existing monitoring wells will be used and maintained in accordance with design
specifications throughout the life of the monitoring program. Routine well maintenance
will include inspection and correction/repair of, as necessary, identification labels,
concrete aprons, locking caps and locks, and access to the wells.

Should it be determined that background or compliance monitoring wells no longer
provide samples representative of the quality of ground water passing the relevant point
of compliance, the SWS shall be notified. The owner shall re-evaluate the monitoring
network and provide a plan to the SWS for modifying, rehabilitating, decommissioning,
or installing replacement wells or additional monitoring wells, as appropriate.

3.5 Implementation Schedule

The Ground Water Quality Monitoring Program shall be implemented upon approval and
issuance of the facility permit. Analyses shall be performed on a semi-annual basis.

3.6 Modifications and Revisions

At some future time it may be appropriate to modify this plan, e.g. add or delete sampling
locations or analytical parameters. Such changes may require approval from SWS. Also,
this plan will be reviewed as new phases are developed and amended as needed. Refer to
the revision section for the latest edition.

A-1 Sandrock, Inc. (Permit #41-17) Rev. 3 3/31/2015
Water Quality Monitoring Plan Sampling and Analysis Plan Page 5
4.0 Certification

This water quality monitoring plan has been prepared by a qualified geologist who is
licensed to practice in the State of North Carolina. The plan was prepared based on first-
hand knowledge of site conditions and familiarity with North Carolina solid waste rules
and industry standard protocol. In accordance with North Carolina Solid Waste
Regulations, this Water Quality Monitoring Plan amendment should provide early
detection of any release of hazardous constituents to the uppermost aquifer, so as to be
protective of public health and the environment. No other warranties, expressed or
implied, are made.

Signed _______________

Printed G. David Garrett

Date March 31, 2015

Not valid unless this document bears the seal of the above-named licensed professional.

Tables

TABLE 1AMonitoring Well and Surface Sampling Location DataLocation and Elevation DataLithologic DataBoring Northing Easting PVC Pipe Ground Drilling Total Bottom PWR BedrockNumberCoordinate1Coordinate1Elevation2Elevation2Method Depth, ft. Elev. Depth, ft. Elev. Depth, ft. Elev.MW-13815,671.56 1,749,908.65 816.05 813.40 HSA/Core 44.0 769.40 13 800.40 19 794.40MW-2 815,438.94 1,749,056.29 761.92 759.90 HSA/Core 33.0 726.90 8 751.90 13 746.90MW-3 815,693.01 1,748,698.85 731.82 729.80 HSA 33.0 696.80 9 720.80 33 696.80MW-4 816,281.49 1,748,723.33 733.17 731.10 HSA 24.0 707.10 11 720.10 24 707.10MW-5 816,702.88 1,749,461.06 762.88 761.10 HSA/Core 28.5 732.60 4 757.10 8 753.10MW-6 816,499.93 1,748,826.85 755.89 753.10 HSA 45.00 708.10 31.00 722.10 45.00 708.10Well Construction DataStabilized WaterBoring PVC Pipe Ground Stickup Top of ScreenBot. of Screen Level at 24 HoursNumberElevation2Elevation2ft. Depth, ft. Elev. Depth, ft. Elev. Depth, ft. Elev.MW-13816.05 813.402.634.0 779.4 44.0 769.4 34.0 779.4MW-2 761.92 759.902.023.0 736.9 33.0 726.9 13.6 746.3MW-3 731.82 729.802.028.0 701.8 33.0 696.8 8.0 721.8MW-4 733.17 731.102.19.0 722.1 24.0 707.1 13.0 718.1MW-5 762.88 761.101.828.5 732.6 28.5 732.6 17.2 743.9MW-6 755.89 753.102.830.00 723.1 45.00 708.1 39.00 716.9TABLE 1BExisting Surface Sampling LocationsMonitoring LocationDescription of Monitoring LocationSW-13Background on Hickory Creek (at Colonial Pipeline crossing)SW-2 3, 4Background on “north” unnamed tributary (at property line)SW-3 4Background on “south” unnamed tributary (at property line)SW-4 Down gradient on Hickory Creek (below stream convergence)Notes: 1. NAD83 (2007)PWR = Partially Weathered Rock, or 100+ bpf material2. NGVD293. Background monitoring location4. These streams can go dry during late summer, sample subject to flow conditionsSurvey by Allied Associates, P.A., April 7, 2009 except MW-6, surveyed April 8, 2015PWRBedrockPWRMonitored HydrogeologicUnitBedrockBedrockPWR
Table 2

Ground and Surface Water Analysis Methodology
For Semi-Annual Detection Monitoring

Inorganic Required Solid Waste North Carolina 2L**
Constituent Section Limit (ug/l)* Ground Water Standard

Antimony 6 1.4 ***
Arsenic 10 50
Barium 100 2000
Beryllium 1 4 ***
Cadmium 1 1.75
Chromium 10 50
Cobalt 10 70 ***
Copper 10 1000
Lead 10 15
Nickel 50 100
Selenium 10 50
Silver 10 17.5
Thallium 5.5 0.28 ***
Vanadium 25 3.5 ***
Zinc 10 1050
Mercury 0.2 1.05
Chloride NE 250,000
Manganese 50 50
Sulfate 250,000 250,000
Iron 300 300
Alkalinity NE NE
Total Dissolved Solids NE 500,000
Specific Conductivity (field)
pH (field)
Temperature (field)

Table 2 (continued)

Ground and Surface Water Analysis Methodology

Organic Required Solid Waste North Carolina
Constituent Section Limit (ug/l)* Ground Water Standard
1,1,1,2-Tetrachloroethane 5 1.3 ***
1,1,1-Trichloroethane 1 200
1,1,2,2-Tetrachloroethane 3 0.18 ***
1,1,2-Trichloroethane 1 0.6 ***
1,1-Dichloroethane 5 70
1,1-Dichloroethylene 5 7
1,2,3-Trichloropropane 1 0.005
1,2-Dibromo-3-chloropropane 13 0.025
1,2-Dibromoethane 1 0.0004
1,2-Dichlorobenzene 5 24
1,2-Dichloroethane 1 0.38
1,2-Dichloropropane 1 0.51
1,4-Dichlorobenzene 1 1.4
2-Butanone 100 4200
2-Hexanone 50 280
4-Methyl-2-pentanone 100 560 ***
Acetone 100 700
Acrylonitrile 200 NE
Benzene 1 1
Bromochloromethane 3 0.6 ***
Bromodichloromethane 1 0.56
Bromoform 4 4.43
Bromomethane 10 NE
Carbon Disulfide 100 700
Carbon Tetrachloride 1 0.269
Chlorobenzene 3 50
Chloroethane 10 2800
Chloroform 5 70
Chloromethane 1 2.6
Cis-1,2-dichloroethylene 5 70
Cis-1,3-dichloropropene 1 0.19
Dibromochloromethane 3 0.41
Dibromomethane 10 NE
Ethylbenzene 1 550
Iodomethane 10 NE
Methylene chloride 1 4.6
Styrene 1 100
Tetrachloroethylene 1 0.7
Toluene 1 1000
Trans-1,2-dichloroethylene 5 100

Table 2 (continued)

Ground and Surface Water Analysis Methodology

Organic Required Solid Waste North Carolina
Constituent Section Limit (ug/l)* Ground Water Standard
Trans-1,3-dichloropropene 1 0.19
Trans-1,4-dichloro-2-butene 100 NE
Trichloroethylene 1 2.8
Trichloroflouromethane 1 2100
Vinyl acetate 50 7000 ***
Vinyl chloride 1 0.015
Xylene (total) 5 530
Tetrahydrofuran 1 NE

Notes:
All samples shall be unfiltered.
NE = not established

* Per North Carolina DENR Division of Waste Management guidelines, eff. 2006, equivalent to the PQL.
Only SW-846 methodologies that are approved by the NC DENR Solid Waste Section shall be used for
laboratory analyses. The laboratory must be certified by NC DENR for the specific lab methods per SW-
846.

** 15A NCAC 2L Standard for Class GA Ground Water – this applies unless otherwise noted (see below)

***North Carolina DWM Ground Water Protection Standard (quoted from website)
Groundwater standards and Solid Waste Section Limits are subject to change; the most current
standards and limits will be used.

Figures

Figure 1 – Type 3 Monitoring Well Construction Schematic (Lower Aquifer)
Figure 2 – Type 2 Monitoring Well Construction Schematic (Upper Aquifer)

Attachment 1
Monitoring Locations

Attachment 2
Solid Waste Section Guidelines for Groundwater,
Soil and Surface Water Sampling

North Carolina Department of
Environment and Natural Resources
Division of Waste Management
Solid Waste Section

Solid Waste Section
Guidelines for Groundwater, Soil, and Surface
Water Sampling

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WASTE MANAGEMENT
SOLID WASTE SECTION

General Sampling Procedures
The following guidance is provided to insure a consistent sampling approach so that sample
collection activities at solid waste management facilities provide reliable data. Sampling must
begin with an evaluation of facility information, historical environmental data and site geologic
and hydrogeologic conditions. General sampling procedures are described in this document.

Planning
Begin sampling activities with planning and coordination. The party contracting with the
laboratory is responsible for effectively communicating reporting requirements and evaluating
data reliability as it relates to specific monitoring activities.

Sample Collection
Contamination Prevention
a.) Take special effort to prevent cross contamination or environmental contamination
when collecting samples.
1. If possible, collect samples from the least contaminated sampling location
(or background sampling location, if applicable) to the most contaminated
sampling location.
2. Collect the ambient or background samples first, and store them in
separate ice chests or separate shipping containers within the same ice
chest (e.g. untreated plastic bags).
3. Collect samples in flowing water at designated locations from upstream to
downstream.
b.) Do not store or ship highly contaminated samples (concentrated wastes, free product,
etc.) or samples suspect of containing high concentrations of contaminants in the
same ice chest or shipping containers with other environmental samples.
1. Isolate these sample containers by sealing them in separate, untreated
plastic bags immediately after collecting, preserving, labeling, etc.
2. Use a clean, untreated plastic bag to line the ice chest or shipping
container.
c.) All sampling equipment should be thoroughly decontaminated and transported in a
manner that does not allow it to become contaminated. Arrangements should be
made ahead of time to decontaminate any sampling or measuring equipment that will
be reused when taking samples from more than one well. Field decontamination of
Rev 4-08 1
sampling equipment will be necessary before sampling each well to minimize the risk
of cross contamination. Decontamination procedures should be included in reports as
necessary. Certified pre-cleaned sampling equipment and containers may be used.
When collecting aqueous samples, rinse the sample collection equipment with a
portion of the sample water before taking the actual sample. Sample containers do not
need to be rinsed. In the case of petroleum hydrocarbons, oil and grease, or
containers with pre-measured preservatives, the sample containers cannot be rinsed.
d.) Place all fuel-powered equipment away from, and downwind of, any site activities
(e.g., purging, sampling, decontamination).
1. If field conditions preclude such placement (i.e., the wind is from the
upstream direction in a boat), place the fuel source(s) as far away as
possible from the sampling activities and describe the conditions in the
field notes.
2. Handle fuel (i.e., filling vehicles and equipment) prior to the sampling
day. If such activities must be performed during sampling, the personnel
must wear disposable gloves.
3. Dispense all fuels downwind. Dispose of gloves well away from the
sampling activities.
Filling Out Sample Labels
Fill out label, adhere to vial and collect sample. Print legibly with indelible ink. At a
minimum, the label or tag should identify the sample with the following information:
1. Sample location and/or well number
2. Sample identification number
3. Date and time of collection
4. Analysis required/requested
5. Sampler’s initials
6. Preservative(s) used, if any [i.e., HCl, Na2S2O3, NO3, ice, etc.]
7. Any other pertinent information for sample identification
Sample Collection Order
Unless field conditions justify other sampling regimens, collect samples in the following
order:
1. Volatile Organics and Volatile Inorganics
2. Extractable Organics, Petroleum Hydrocarbons, Aggregate Organics and
Oil and Grease
3. Total Metals
4. Inorganic Nonmetallics, Physical and Aggregate Properties, and
Biologicals
5. Microbiological
NOTE: If the pump used to collect groundwater samples cannot be used to collect volatile or
extractable organics then collect all other parameters and withdraw the pump and tubing. Then
collect the volatile and extractable organics.

Rev 4-08 2
Health and Safety
Implement all local, state, and federal requirements relating to health and safety. Follow all
local, state and federal requirements pertaining to the storage and disposal of any hazardous or
investigation derived wastes.
a.) The Solid Waste Section recommends wearing protective gloves when conducting all
sampling activities.
1. Gloves serve to protect the sample collector from potential exposure to sample
constituents, minimize accidental contamination of samples by the collector,
and preserve accurate tare weights on preweighed sample containers.
2. Do not let gloves come into contact with the sample or with the interior or lip
of the sample container. Use clean, new, unpowdered and disposable gloves.
Various types of gloves may be used as long as the construction materials do
not contaminate the sample or if internal safety protocols require greater
protection.
3. Note that certain materials that may potentially be present in concentrated
effluent can pass through certain glove types and be absorbed in the skin.
Many vendor catalogs provide information about the permeability of different
gloves and the circumstances under which the glove material might be
applicable. The powder in powdered gloves can contribute significant
contamination. Powdered gloves are not recommended unless it can be
demonstrated that the powder does not interfere with the sample analysis.
4. Change gloves after preliminary activities, after collecting all the samples at a
single sampling point, if torn or used to handle extremely dirty or highly
contaminated surfaces. Properly dispose of all used gloves as investigation
derived wastes.
b.) Properly manage all investigation derived waste (IDW).
5. To prevent contamination into previously uncontaminated areas, properly
manage all IDW. This includes all water, soil, drilling mud, decontamination
wastes, discarded personal protective equipment (PPE), etc. from site
investigations, exploratory borings, piezometer and monitoring well
installation, refurbishment, abandonment, and other investigative activities.
Manage all IDW that is determined to be RCRA-regulated hazardous waste
according to the local, state and federal requirements.
6. Properly dispose of IDW that is not a RCRA-regulated hazardous waste but is
contaminated above the Department’s Soil Cleanup Target Levels or the state
standards and/or minimum criteria for ground water quality. If the drill
cuttings/mud orpurged well water is contaminated with hazardous waste,
contact the DWM Hazardous Waste Section (919-508-8400) for disposal
options. Maintain all containers holding IDW in good condition. Periodically
inspect the containers for damage and ensure that all required labeling (DOT,
RCRA, etc.) are clearly visible.

Rev 4-08 3
Sample Storage and Transport
Store samples for transport carefully. Pack samples to prevent from breaking and to maintain a
temperature of approximately 4 degrees Celsius (°C), adding ice if necessary. Transport samples
to a North Carolina-certified laboratory as soon as possible. Avoid unnecessary handling of
sample containers. Avoid heating (room temperature or above, including exposure to sunlight)
or freezing of the sample containers. Reduce the time between sample collection and delivery to
a laboratory whenever possible and be sure that the analytical holding times of your samples can
be met by the laboratory.
a.) A complete chain-of-custody (COC) form must be maintained to document all
transfers and receipts of the samples. Be sure that the sample containers are labeled
with the sample location and/or well number, sample identification, the date and time
of collection, the analysis to be performed, the preservative added (if any), the
sampler’s initials, and any other pertinent information for sample identification. The
labels should contain a unique identifier (i.e., unique well numbers) that can be traced
to the COC form. The details of sample collection must be documented on the COC.
The COC must include the following:
1. Description of each sample (including QA/QC samples) and the number of
containers (sample location and identification)
2. Signature of the sampler
3. Date and time of sample collection
4. Analytical method to be performed
5. Sample type (i.e., water or soil)
6. Regulatory agency (i.e., NCDENR/DWM – SW Section)
7. Signatures of all persons relinquishing and receiving custody of the
samples
8. Dates and times of custody transfers
b.) Pack samples so that they are segregated by site, sampling location or by sample
analysis type. When COC samples are involved, segregate samples in coolers by site.
If samples from multiple sites will fit in one cooler, they may be packed in the same
cooler with the associated field sheets and a single COC form for all. Coolers should
not exceed a maximum weight of 50 lbs. Use additional coolers as necessary. All
sample containers should be placed in plastic bags (segregated by analysis and
location) and completely surrounded by ice.
1. Prepare and place trip blanks in an ice filled cooler before leaving for the
field.
2. Segregate samples by analysis and place in sealable plastic bags.
3. Pack samples carefully in the cooler placing ice around the samples.
4. Review the COC. The COC form must accompany the samples to the
laboratory. The trip blank(s) must also be recorded on the COC form.
5. Place completed COC form in a waterproof bag, sealed and taped under
the lid of the cooler.
6. Secure shipping containers with strapping tape to avoid accidental
opening.
7. For COC samples, a tamper-proof seal may also be placed over the cooler
lid or over a bag or container containing the samples inside the shipping
cooler.
Rev 4-08 4
8. "COC" or "EMERG" should be written in indelible ink on the cooler seal
to alert sample receipt technicians to priority or special handling samples.
9. The date and sample handler's signature must also be written on the COC
seal.
10. Deliver the samples to the laboratory or ship by commercial courier.
NOTE: If transport time to the laboratory is not long enough to allow
samples to be cooled to 4° C, a temperature reading of the sample source
must be documented as the field temperature on the COC form. A
downward trend in temperature will be adequate even if cooling to 4° C is
not achieved. The field temperature should always be documented if there
is any question as to whether samples will have time to cool to 4° C during
shipment. Thermometers must be calibrated annually against an NIST
traceable thermometer and documentation must be retained.

Rev 4-08 5
Appendix A - Decontamination of Field Equipment
Decontamination of personnel, sampling equipment, and containers - before and after
sampling - must be used to ensure collection of representative samples and to prevent the
potential spread of contamination. Decontamination of personnel prevents ingestion and
absorption of contaminants. It must be done with a soap and water wash and deionized or
distilled water rinse. Certified pre-cleaned sampling equipment and containers may also be used.

All previously used sampling equipment must be properly decontaminated before sampling and
between sampling locations. This prevents the introduction of contamination into
uncontaminated samples and avoids cross-contamination of samples. Cross-contamination can
be a significant problem when attempting to characterize extremely low concentrations of
organic compounds or when working with soils that are highly contaminated.

Clean, solvent-resistant gloves and appropriate protective equipment must be worn by
persons decontaminating tools and equipment.

Cleaning Reagents
Recommendations for the types and grades of various cleaning supplies are outlined below.
The recommended reagent types or grades were selected to ensure that the cleaned equipment is
free from any detectable contamination.
a.) Detergents: Use Liqui-Nox (or a non-phosphate equivalent) or Alconox (or
equivalent). Liqui-Nox (or equivalent) is recommended by EPA, although Alconox
(or equivalent) may be substituted if the sampling equipment will not be used to
collect phosphorus or phosphorus containing compounds.
b.) Solvents: Use pesticide grade isopropanol as the rinse solvent in routine equipment
cleaning procedures. This grade of alcohol must be purchased from a laboratory
supply vendor. Rubbing alcohol or other commonly available sources of isopropanol
are not acceptable. Other solvents, such as acetone or methanol, may be used as the
final rinse solvent if they are pesticide grade. However, methanol is more toxic to the
environment and acetone may be an analyte of interest for volatile organics.

1. Do not use acetone if volatile organics are of interest
2. Containerize all methanol wastes (including rinses) and dispose as a
hazardous waste.

Pre-clean equipment that is heavily contaminated with organic analytes. Use reagent
grade acetone and hexane or other suitable solvents. Use pesticide grade methylene
chloride when cleaning sample containers. Store all solvents away from potential
sources of contamination.
c.) Analyte-Free Water Sources: Analyte-free water is water in which all analytes of
interest and all interferences are below method detection limits. Maintain
documentation (such as results from equipment blanks) to demonstrate the reliability
and purity of analyte-free water source(s). The source of the water must meet the
requirements of the analytical method and must be free from the analytes of interest.
In general, the following water types are associated with specific analyte groups:
1. Milli-Q (or equivalent polished water): suitable for all analyses.
Rev 4-08 6
2. Organic-free: suitable for volatile and extractable organics.
3. Deionized water: may not be suitable for volatile and extractable
organics.
4. Distilled water: not suitable for volatile and extractable organics, metals
or ultratrace metals.
Use analyte-free water for blank preparation and the final decontamination water
rinse. In order to minimize long-term storage and potential leaching problems, obtain
or purchase analyte-free water just prior to the sampling event. If obtained from a
source (such as a laboratory), fill the transport containers and use the contents for a
single sampling event. Empty the transport container(s) at the end of the sampling
event. Discard any analyte-free water that is transferred to a dispensing container
(such as a wash bottle or pump sprayer) at the end of each sampling day.
d.) Acids:
1. Reagent Grade Nitric Acid: 10 - 15% (one volume concentrated nitric acid
and five volumes deionized water). Use for the acid rinse unless nitrogen
components (e.g., nitrate, nitrite, etc.) are to be sampled. If sampling for
ultra-trace levels of metals, use an ultra-pure grade acid.
2. Reagent Grade Hydrochloric Acid: 10% hydrochloric acid (one volume
concentrated hydrochloric and three volumes deionized water). Use when
nitrogen components are to be sampled.
3. If samples for both metals and the nitrogen-containing components are
collected with the equipment, use the hydrochloric acid rinse, or
thoroughly rinse with hydrochloric acid after a nitric acid rinse. If
sampling for ultra trace levels of metals, use an ultra-pure grade acid.
4. Freshly prepared acid solutions may be recycled during the sampling event
or cleaning process. Dispose of any unused acids according to local
ordinances.

Reagent Storage Containers
The contents of all containers must be clearly marked.
a.) Detergents:
1. Store in the original container or in a HDPE or PP container.
b.) Solvents:
1. Store solvents to be used for cleaning or decontamination in the original
container until use in the field. If transferred to another container for field
use, use either a glass or Teflon container.
2. Use dispensing containers constructed of glass, Teflon or stainless steel.
Note: If stainless steel sprayers are used, any gaskets that contact the
solvents must be constructed of inert materials.
c.) Analyte-Free Water:
1. Transport in containers appropriate for the type of water stored. If the
water is commercially purchased (e.g., grocery store), use the original
containers when transporting the water to the field. Containers made of
glass, Teflon, polypropylene or HDPE are acceptable.
2. Use glass or Teflon to transport organic-free sources of water on-site.
Polypropylene or HDPE may be used, but are not recommended.
Rev 4-08 7
3. Dispense water from containers made of glass, Teflon, HDPE or
polypropylene.
4. Do not store water in transport containers for more than three days before
beginning a sampling event.
5. If working on a project that has oversight from EPA Region 4, use glass
containers for the transport and storage of all water.
6. Store and dispense acids using containers made of glass, Teflon or plastic.

General Requirements
a.) Prior to use, clean/decontaminate all sampling equipment (pumps, tubing, lanyards,
split spoons, etc.) that will be exposed to the sample.
b.) Before installing, clean (or obtain as certified pre-cleaned) all equipment that is
dedicated to a single sampling point and remains in contact with the sample medium
(e.g., permanently installed groundwater pump). If you use certified pre-cleaned
equipment no cleaning is necessary.
1. Clean this equipment any time it is removed for maintenance or repair.
2. Replace dedicated tubing if discolored or damaged.
c.) Clean all equipment in a designated area having a controlled environment (house,
laboratory, or base of field operations) and transport it to the field, pre-cleaned and
ready to use, unless otherwise justified.
d.) Rinse all equipment with water after use, even if it is to be field-cleaned for other
sites. Rinse equipment used at contaminated sites or used to collect in-process (e.g.,
untreated or partially treated wastewater) samples immediately with water.
e.) Whenever possible, transport sufficient clean equipment to the field so that an entire
sampling event can be conducted without the need for cleaning equipment in the
field.
f.) Segregate equipment that is only used once (i.e., not cleaned in the field) from clean
equipment and return to the in-house cleaning facility to be cleaned in a controlled
environment.
g.) Protect decontaminated field equipment from environmental contamination by
securely wrapping and sealing with one of the following:
1. Aluminum foil (commercial grade is acceptable)
2. Untreated butcher paper
3. Clean, untreated, disposable plastic bags. Plastic bags may be used for all
analyte groups except volatile and extractable organics. Plastic bags may
be used for volatile and extractable organics, if the equipment is first
wrapped in foil or butcher paper, or if the equipment is completely dry.

Cleaning Sample Collection Equipment
a.) On-Site/In-Field Cleaning – Cleaning equipment on-site is not recommended because
environmental conditions cannot be controlled and wastes (solvents and acids) must
be containerized for proper disposal.
1. Ambient temperature water may be substituted in the hot, sudsy water bath
and hot water rinses.
NOTE: Properly dispose of all solvents and acids.
Rev 4-08 8
2. Rinse all equipment with water after use, even if it is to be field-cleaned
for other sites.
3. Immediately rinse equipment used at contaminated sites or used to collect
in-process (e.g., untreated or partially treated wastewater) samples with
water.
b.) Heavily Contaminated Equipment - In order to avoid contaminating other samples,
isolate heavily contaminated equipment from other equipment and thoroughly
decontaminate the equipment before further use. Equipment is considered heavily
contaminated if it:
1. Has been used to collect samples from a source known to contain
significantly higher levels than background.
2. Has been used to collect free product.
3. Has been used to collect industrial products (e.g., pesticides or solvents) or
their byproducts.
NOTE: Cleaning heavily contaminated equipment in the field is not recommended.
c.) On-Site Procedures:
1. Protect all other equipment, personnel and samples from exposure by
isolating the equipment immediately after use.
2. At a minimum, place the equipment in a tightly sealed, untreated, plastic
bag.
3. Do not store or ship the contaminated equipment next to clean,
decontaminated equipment, unused sample containers, or filled sample
containers.
4. Transport the equipment back to the base of operations for thorough
decontamination.
5. If cleaning must occur in the field, document the effectiveness of the
procedure, collect and analyze blanks on the cleaned equipment.
d.) Cleaning Procedures:
1. If organic contamination cannot be readily removed with scrubbing and a
detergent solution, pre-rinse equipment by thoroughly rinsing or soaking
the equipment in acetone.
2. Use hexane only if preceded and followed by acetone.
3. In extreme cases, it may be necessary to steam clean the field equipment
before proceeding with routine cleaning procedures.
4. After the solvent rinses (and/or steam cleaning), use the appropriate
cleaning procedure. Scrub, rather than soak, all equipment with sudsy
water. If high levels of metals are suspected and the equipment cannot be
cleaned without acid rinsing, soak the equipment in the appropriate acid.
Since stainless steel equipment should not be exposed to acid rinses, do
not use stainless steel equipment when heavy metal contamination is
suspected or present.
5. If the field equipment cannot be cleaned utilizing these procedures,
discard unless further cleaning with stronger solvents and/or oxidizing
solutions is effective as evidenced by visual observation and blanks.
6. Clearly mark or disable all discarded equipment to discourage use.
Rev 4-08 9
e.) General Cleaning - Follow these procedures when cleaning equipment under
controlled conditions. Check manufacturer's instructions for cleaning restrictions
and/or recommendations.
1. Procedure for Teflon, stainless steel and glass sampling equipment: This
procedure must be used when sampling for ALL analyte groups.
(Extractable organics, metals, nutrients, etc. or if a single decontamination
protocol is desired to clean all Teflon, stainless steel and glass equipment.)
Rinse equipment with hot tap water. Soak equipment in a hot, sudsy water
solution (Liqui-Nox or equivalent). If necessary, use a brush to remove
particulate matter or surface film. Rinse thoroughly with hot tap water. If
samples for trace metals or inorganic analytes will be collected with the
equipment that is not stainless steel, thoroughly rinse (wet all surfaces)
with the appropriate acid solution. Rinse thoroughly with analyte-free
water. Make sure that all equipment surfaces are thoroughly flushed with
water. If samples for volatile or extractable organics will be collected,
rinse with isopropanol. Wet equipment surfaces thoroughly with free-
flowing solvent. Rinse thoroughly with analyte-free water. Allow to air
dry. Wrap and seal as soon as the equipment has air-dried. If isopropanol
is used, the equipment may be air-dried without the final analyte-free
water rinse; however, the equipment must be completely dry before
wrapping or use. Wrap clean sampling equipment according to the
procedure described above.
2. General Cleaning Procedure for Plastic Sampling Equipment: Rinse
equipment with hot tap water. Soak equipment in a hot, sudsy water
solution (Liqui-Nox or equivalent). If necessary, use a brush to remove
particulate matter or surface film. Rinse thoroughly with hot tap water.
Thoroughly rinse (wet all surfaces) with the appropriate acid solution.
Check manufacturer's instructions for cleaning restrictions and/or
recommendations. Rinse thoroughly with analyte-free water. Be sure that
all equipment surfaces are thoroughly flushed. Allow to air dry as long as
possible. Wrap clean sampling equipment according to the procedure
described above.

Rev 4-08 10

Appendix B - Collecting Soil Samples
Soil samples are collected for a variety of purposes. A methodical sampling approach must be
used to assure that sample collection activities provide reliable data. Sampling must begin with
an evaluation of background information, historical data and site conditions.

Soil Field Screening Procedures
Field screening is the use of portable devices capable of detecting petroleum contaminants on
a real-time basis or by a rapid field analytical technique. Field screening should be used to help
assess locations where contamination is most likely to be present.

When possible, field-screening samples should be collected directly from the excavation or
from the excavation equipment's bucket. If field screening is conducted only from the
equipment's bucket, then a minimum of one field screening sample should be collected from
each 10 cubic yards of excavated soil. If instruments or other observations indicate
contamination, soil should be separated into stockpiles based on apparent degrees of
contamination. At a minimum, soil suspected of contamination must be segregated from soil
observed to be free of contamination.

a.) Field screening devices – Many field screen instruments are available for detecting
contaminants in the field on a rapid or real-time basis. Acceptable field screening
instruments must be suitable for the contaminant being screened. The procdedure for
field screening using photoionization detectors (PIDs) and flame ionization detectors
(FIDs) is described below. If other instruments are used, a description of the
instrument or method and its intended use must be provided to the Solid Waste
Section. Whichever field screening method is chosen, its accuracy must be verified
throughout the sampling process. Use appropriate standards that match the use
intended for the data. Unless the Solid Waste Section indicates otherwise, wherever
field screening is recommended in this document, instrumental or analytical methods
of detection must be used, not olfactory or visual screening methods.

b.) Headspace analytical screening procedure for filed screening (semi-quantitative field
screening) - The most commonly used field instruments for Solid Waste Section site
assessments are FIDs and PIDs. When using FIDs and PIDs, use the following
headspace screening procedure to obtain and analyze field-screening samples:
1. Partially fill (one-third to one-half) a clean jar or clean ziplock bag with
the sample to be analyzed. The total capacity of the jar or bag may not be
less than eight ounces (app. 250 ml), but the container should not be so
large as to allow vapor diffusion and stratification effects to significantly
affect the sample.
2. If the sample is collected from a spilt-spoon, it must be transferred to the
jar or bag for headspace analysis immediately after opening the split-
spoon. If the sample is collected from an excavation or soil pile, it must
be collected from freshly uncovered soil.
Rev 4-08 11
3. If a jar is used, it must be quickly covered with clean aluminum foil or a
jar lid; screw tops or thick rubber bands must be used to tightly seal the
jar. If a zip lock bag is used, it must be quickly sealed shut.
4. Headspace vapors must be allowed to develop in the container for at least
10 minutes but no longer than one hour. Containers must be shaken or
agitated for 15 seconds at the beginning and the end of the headspace
development period to assist volatilization. Temperatures of the
headspace must be warmed to at least 5° C (approximately 40° F) with
instruments calibrated for the temperature used.
5. After headspace development, the instrument sampling probe must be
inserted to a point about one-half the headspace depth. The container
opening must be minimized and care must be taken to avoid the uptake of
water droplets and soil particulates.
6. After probe insertion, the highest meter reading must be taken and
recorded. This will normally occur between two and five seconds after
probe insertion. If erratic meter response occurs at high organic vapor
concentrations or conditions of elevated headspace moisture, a note to that
effect must accompany the headspace data.
7. All field screening results must be documented in the field record or log
book.

Soil Sample Collection Procedures for Laboratory Samples
The number and type of laboratory samples collected depends on the purpose of the sampling
activity. Samples analyzed with field screening devices may not be substituted for required
laboratory samples.

a.) General Sample Collection - When collecting samples from potentially contaminated
soil, care should be taken to reduce contact with skin or other parts of the body.
Disposable gloves should be worn by the sample collector and should be changed
between samples to avoid cross-contamination. Soil samples should be collected in a
manner that causes the least disturbance to the internal structure of the sample and
reduces its exposure to heat, sunlight and open air. Likewise, care should be taken to
keep the samples from being contaminated by other materials or other samples
collected at the site. When sampling is to occur over an extended period of time, it is
necessary to insure that the samples are collected in a comparable manner. All
samples must be collected with disposable or clean tools that have been
decontaminated. Disposable gloves must be worn and changed between sample
collections. Sample containers must be filled quickly. Soil samples must be placed
in containers in the order of volatility, for example, volatile organic aromatic samples
must be taken first, organics next, then heavier range organics, and finally soil
classification samples. Containers must be quickly and adequately sealed, and rims
must be cleaned before tightening lids. Tape may be used only if known not to affect
sample analysis. Sample containers must be clearly labeled. Containers must
immediately be preserved according to procedures in this Section. Unless specified
Rev 4-08 12
otherwise, at a minimum, the samples must be immediately cooled to 4 ± 2°C and this
temperature must be maintained throughout delivery to the laboratory.
b.) Surface Soil Sampling - Surface soil is generally classified as soil between the ground
surface and 6-12 inches below ground surface. Remove leaves, grass and surface
debris from the area to be sampled. Select an appropriate, pre-cleaned sampling
device and collect the sample. Transfer the sample to the appropriate sample
container. Clean the outside of the sample container to remove excess soil. Label the
sample container, place on wet ice to preserve at 4°C, and complete the field notes.
c.) Subsurface Soil Sampling – The interval begins at approximately 12 inches below
ground surface. Collect samples for volatile organic analyses. For other analyses,
select an appropriate, pre-cleaned sampling device and collect the sample. Transfer
the sample to the appropriate sample container. Clean the outside of the sample
container to remove excess soil. Label the sample container, place on wet ice to
preserve at 4°C, and complete field notes.
d.) Equipment for Reaching the Appropriate Soil Sampling Depth - Samples may be
collected using a hollow stem soil auger, direct push, Shelby tube, split-spoon
sampler, or core barrel. These sampling devices may be used as long as an effort is
made to reduce the loss of contaminants through volatilization. In these situations,
obtain a sufficient volume of so the samples can be collected without volatilization
and disturbance to the internal structure of the samples. Samples should be collected
from cores of the soil. Non-disposable sampling equipment must be decontaminated
between each sample location. NOTE: If a confining layer has been breached during
sampling, grout the hole to land.
e.) Equipment to Collect Soil Samples - Equipment and materials that may be used to
collect soil samples include disposable plastic syringes and other “industry-standard”
equipment and materials that are contaminant-free. Non-disposable sampling
equipment must be decontaminated between each sample location.

Rev 4-08 13
Appendix C - Collecting Groundwater Samples
Groundwater samples are collected to identify, investigate, assess and monitor the concentration
of dissolved contaminant constituents. To properly assess groundwater contamination, first
install sampling points (monitoring wells, etc.) to collect groundwater samples and then perform
specific laboratory analyses. All monitoring wells should be constructed in accordance with 15A
NCAC 2C .0100 and sampled as outlined in this section. Groundwater monitoring is conducted
using one of two methods:

1. Portable Monitoring: Monitoring that is conducted using sampling equipment that is
discarded between sampling locations. Equipment used to collect a groundwater sample
from a well such as bailers, tubing, gloves, and etc. are disposed of after sample
collection. A new set of sampling equipment is used to collect a groundwater sample at
the next monitor well.

2. Dedicated Monitoring: Monitoring that utilizes permanently affixed down-well and well
head components that are capped after initial set-up. Most dedicated monitoring systems
are comprised of an in-well submersible bladder pump, with air supply and sample
discharge tubing, and an above-ground driver/controller for regulation of flow rates and
volumes. The pump and all tubing housed within the well should be composed of Teflon
or stainless steel components. This includes seals inside the pump, the pump body, and
fittings used to connect tubing to the pump. Because ground water will not be in contact
with incompatible constituents and because the well is sealed from the surface, virtually
no contamination is possible from intrinsic sources during sampling and between
sampling intervals. All dedicated monitoring systems must be approved by the Solid
Waste Section before installation.

Groundwater samples may be collected from a number of different configurations. Each
configuration is associated with a unique set of sampling equipment requirements and
techniques:

1. Wells without Plumbing: These wells require equipment to be brought to the well to
purge and sample unless dedicated equipment is placed in the well.

2. Wells with In-Place Plumbing: Wells with in-place plumbing do not require equipment
to be brought to the well to purge and sample. In-place plumbing is generally considered
permanent equipment routinely used for purposes other than purging and sampling, such
as for water supply.

3. Air Strippers or Remedial Systems: These types of systems are installed as remediation
devices.

Rev 4-08 14
Groundwater Sample Preparation
The type of sample containers used depends on the type of analysis performed. First,
determine the type(s) of contaminants expected and the proper analytical method(s). Be sure to
consult your selected laboratory for its specific needs and requirements prior to sampling.

Next, prepare the storage and transport containers (ice chest, etc.) before taking any samples so
that each sample can be placed in a chilled environment immediately after collection.

Use groundwater purging and sampling equipment constructed of only non-reactive, non-
leachable materials that are compatible with the environment and the selected analytes. In
selecting groundwater purging and sampling equipment, give consideration to the depth of the
well, the depth to groundwater, the volume of water to be evacuated, the sampling and purging
technique, and the analytes of interest. Additional supplies, such as reagents and preservatives,
may be necessary.

All sampling equipment (bailers, tubing, containers, etc.) must be selected based on its
chemical compatibility with the source being sampled (e.g., water supply well, monitoring well)
and the contaminants potentially present.

a.) Pumps - All pumps or pump tubing must be lowered and retrieved from the well
slowly and carefully to minimize disturbance to the formation water. This is
especially critical at the air/water interface.
1. Above-Ground Pumps
• Variable Speed Peristaltic Pump: Use a variable speed peristaltic
pump to purge groundwater from wells when the static water level
in the well is no greater than 20- 25 feet below land surface (BLS).
If the water levels are deeper than 18-20 feet BLS, the pumping
velocity will decrease. A variable speed peristaltic pump can be
used for normal purging and sampling, and sampling low
permeability aquifers or formations. Most analyte groups can be
sampled with a peristaltic pump if the tubing and pump
configurations are appropriate.
• Variable Speed Centrifugal Pump: A variable speed centrifugal
pump can be used to purge groundwater from 2-inch and larger
internal diameter wells. Do not use this type of pump to collect
groundwater samples. When purging is complete, do not allow the
water that remains in the tubing to fall back into the well. Install a
check valve at the end of the purge tubing.
2. Submersible Pumps
• Variable Speed Electric Submersible Pump: A variable speed
submersible pump can be used to purge and sample groundwater
from 2-inch and larger internal diameter wells. A variable speed
submersible pump can be used for normal purging and sampling,
and sampling low permeability aquifers or formations. The pump
housing, fittings, check valves and associated hardware must be
constructed of stainless steel. All other materials must be
Rev 4-08 15
compatible with the analytes of interest. Install a check valve at
the output side of the pump to prevent backflow. If purging and
sampling for organics, the entire length of the delivery tube must
be Teflon, polyethylene or polypropylene (PP) tubing; the
electrical cord must be sealed in Teflon, polyethylene or PP and
any cabling must be sealed in Teflon, polyethylene or PP, or be
constructed of stainless steel; and all interior components that
contact the sample water (impeller, seals, gaskets, etc.) must be
constructed of stainless steel or Teflon.
3. Variable Speed Bladder Pump: A variable speed, positive displacement,
bladder pump can be used to purge and sample groundwater from 3/4-inch
and larger internal diameter wells.
• A variable speed bladder pump can be used for normal purging and
sampling, and sampling low permeability aquifers or formations.
• The bladder pump system is composed of the pump, the
compressed air tubing, the water discharge tubing, the controller
and a compressor, or a compressed gas supply.
• The pump consists of a bladder and an exterior casing or pump
body that surrounds the bladder and two (2) check valves. These
parts can be composed of various materials, usually combinations
of polyvinyl chloride (PVC), Teflon, polyethylene, PP and
stainless steel. Other materials must be compatible with the
analytes of interest.
• If purging and sampling for organics, the pump body must be
constructed of stainless steel. The valves and bladder must be
Teflon, polyethylene or PP; the entire length of the delivery tube
must be Teflon, polyethylene or PP; and any cabling must be
sealed in Teflon, polyethylene or PP, or be constructed of stainless
steel.
• Permanently installed pumps may have a PVC pump body as long
as the pump remains in contact with the water in the well.
b.) Bailers
1. Purging: Bailers must be used with caution because improper bailing can
cause changes in the chemistry of the water due to aeration and loosening
particulate matter in the space around the well screen. Use a bailer if there
is non-aqueous phase liquid (free product) in the well or if non-aqueous
phase liquid is suspected to be in the well.
2. Sampling: Bailers must be used with caution.
3. Construction and Type: Bailers must be constructed of materials
compatible with the analytes of interest. Stainless steel, Teflon, rigid
medical grade PVC, polyethylene and PP bailers may be used to sample
all analytes. Use disposable bailers when sampling grossly contaminated
sample sources. NCDENR recommends using dual check valve bailers
when collecting samples. Use bailers with a controlled flow bottom to
collect volatile organic samples.
Rev 4-08 16
4. Contamination Prevention: Keep the bailer wrapped (foil, butcher paper,
etc.) until just before use. Use protective gloves to handle the bailer once
it is removed from its wrapping. Handle the bailer by the lanyard to
minimize contact with the bailer surface.
c.) Lanyards
1. Lanyards must be made of non-reactive, non-leachable material. They
may be cotton twine, nylon, stainless steel, or may be coated with Teflon,
polyethylene or PP.
2. Discard cotton twine, nylon, and non-stainless steel braided lanyards after
sampling each monitoring well.
3. Decontaminate stainless steel, coated Teflon, polyethylene and PP
lanyards between monitoring wells. They do not need to be
decontaminated between purging and sampling operations.

Water Level and Purge Volume Determination
The amount of water that must be purged from a well is determined by the volume of water
and/or field parameter stabilization.

a.) General Equipment Considerations - Selection of appropriate purging equipment
depends on the analytes of interest, the well diameter, transmissivity of the aquifer,
the depth to groundwater, and other site conditions.
1. Use of a pump to purge the well is recommended unless no other
equipment can be used or there is non-aqueous phase liquid in the well, or
non-aqueous phase liquid is suspected to be in the well.
2. Bailers must be used with caution because improper bailing:
• Introduces atmospheric oxygen, which may precipitate metals
(i.e., iron) or cause other changes in the chemistry of the water
in the sample (i.e., pH).
• Agitates groundwater, which may bias volatile and semi-
volatile organic analyses due to volatilization.
• Agitates the water in the aquifer and resuspends fine particulate
matter.
• Surges the well, loosening particulate matter in the annular
space around the well screen.
• May introduce dirt into the water column if the sides of the
casing wall are scraped.
NOTE: It is critical for bailers to be slowly and gently immersed into the top of the water
column, particularly during the final stages of purging. This minimizes turbidity and
disturbance of volatile organic constituents.
b.) Initial Inspection
1. Remove the well cover and remove all standing water around the top of
the well casing (manhole) before opening the well.
2. Inspect the exterior protective casing of the monitoring well for damage.
Document the results of the inspection if there is a problem.
3. It is recommended that you place a protective covering around the well
head. Replace the covering if it becomes soiled or ripped.
Rev 4-08 17
4. Inspect the well lock and determine whether the cap fits tightly. Replace
the cap if necessary.
c.) Water Level Measurements - Use an electronic probe or chalked tape to determine the
water level. Decontaminate all equipment before use. Measure the depth to
groundwater from the top of the well casing to the nearest 0.01 foot. Always measure
from the same reference point or survey mark on the well casing. Record the
measurement.
1. Electronic Probe: Decontaminate all equipment before use. Follow the
manufacturer’s instructions for use. Record the measurement.
2. Chalked Line Method: Decontaminate all equipment before use. Lower
chalked tape into the well until the lower end is in the water. This is
usually determined by the sound of the weight hitting the water. Record
the length of the tape relative to the reference point. Remove the tape and
note the length of the wetted portion. Record the length. Determine the
depth to water by subtracting the length of the wetted portion from the
total length. Record the result.
d.) Water Column Determination - To determine the length of the water column, subtract
the depth to the top of the water column from the total well depth (or gauged well
depth if silting has occurred). The total well depth depends on the well construction.
If gauged well depth is used due to silting, report total well depth also. Some wells
may be drilled in areas of sinkhole, karst formations or rock leaving an open
borehole. Attempt to find the total borehole depth in cases where there is an open
borehole below the cased portion.
e.) Well Water Volume - Calculate the total volume of water, in gallons, in the well
using the following equation:
V = (0.041)d x d x h
Where:
V = volume in gallons
d = well diameter in inches
h = height of the water column in feet
The total volume of water in the well may also be determined with the following
equation by using a casing volume per foot factor (Gallons per Foot of Water) for the
appropriate diameter well:
V = [Gallons per Foot of Water] x h
Where:
V = volume in gallons
h = height of the water column in feet
Record all measurements and calculations in the field records.
f.) Purging Equipment Volume - Calculate the total volume of the pump, associated
tubing and flow cell (if used), using the following equation:
V = p + ((0.041)d x d x l) + fc
Where:
V = volume in gallons
p = volume of pump in gallons
d = tubing diameter in inches
l = length of tubing in feet
Rev 4-08 18
fc = volume of flow cell in gallons
g.) If the groundwater elevation data are to be used to construct groundwater elevation
contour maps, all water level measurements must be taken within the same 24 hour
time interval when collecting samples from multiple wells on a site, unless a shorter
time period is required. If the site is tidally influenced, complete the water level
measurements within the time frame of an incoming or outgoing tide.

Well Purging Techniques
The selection of the purging technique and equipment is dependent on the hydrogeologic
properties of the aquifer, especially depth to groundwater and hydraulic conductivity.

a.) Measuring the Purge Volume - The volume of water that is removed during purging
must be recorded. Therefore, you must measure the volume during the purging
operation.
1. Collect the water in a graduated container and multiply the number of
times the container was emptied by the volume of the container, OR
2. Estimate the volume based on pumping rate. This technique may be used
only if the pumping rate is constant. Determine the pumping rate by
measuring the amount of water that is pumped for a fixed period of time,
or use a flow meter.
• Calculate the amount of water that is discharged per
minute: D = Measured Amount/Total Time In Minutes
• Calculate the time needed to purge one (1) well volume or
one (1) purging equipment volume: Time = V/D
Where: V = well volume or purging equipment volume
D = discharge rate
• Make new measurements each time the pumping rate is
changed.
3. Use a totalizing flow meter.
• Record the reading on the totalizer prior to purging.
• Record the reading on the totalizer at the end of purging.
• To obtain the volume purged, subtract the reading on the
totalizer prior to purging from the reading on the totalizer at
the end of purging.
• Record the times that purging begins and ends in the field
records.
b.) Purging Measurement Frequency - When purging a well that has the well screen fully
submerged and the pump or intake tubing is placed within the well casing above the
well screen or open hole, purge a minimum of one (1) well volume prior to collecting
measurements of the field parameters. Allow at least one quarter (1/4) well volume
to purge between subsequent measurements. When purging a well that has the pump
or intake tubing placed within a fully submerged well screen or open hole, purge until
the water level has stabilized (well recovery rate equals the purge rate), then purge a
minimum of one (1) volume of the pump, associated tubing and flow cell (if used)
prior to collecting measurements of the field parameters. Take measurements of the
field parameters no sooner than two (2) to three (3) minutes apart. Purge at least
Rev 4-08 19
three (3) volumes of the pump, associated tubing and flow cell, if used, prior to
collecting a sample. When purging a well that has a partially submerged well screen,
purge a minimum of one (1) well volume prior to collecting measurements of the
field parameters. Take measurements of the field parameters no sooner than two (2)
to three (3) minutes apart.
c.) Purging Completion - Wells must be adequately purged prior to sample collection to
ensure representation of the aquifer formation water, rather than stagnant well water.
This may be achieved by purging three volumes from the well or by satisfying any
one of the following three purge completion criteria:
1.) Three (3) consecutive measurements in which the three (3) parameters listed
below are within the stated limits, dissolved oxygen is no greater than 20
percent of saturation at the field measured temperature, and turbidity is no
greater than 20 Nephelometric Turbidity Units (NTUs).
• Temperature: + 0.2° C
• pH: + 0.2 Standard Units
• Specific Conductance: + 5.0% of reading
Document and report the following, as applicable. The last four items only
need to be submitted once:
• Purging rate.
• Drawdown in the well, if any.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
2.) If it is impossible to get dissolved oxygen at or below 20 percent of saturation
at the field measured temperature or turbidity at or below 20 NTUs, then three
(3) consecutive measurements of temperature, pH, specific conductance and
the parameter(s) dissolved oxygen and/or turbidity that do not meet the
requirements above must be within the limits below. The measurements are:
• Temperature: + 0.2° C
• pH: + 0.2 Standard Units
• Specific Conductance: + 5.0% of reading
• Dissolved Oxygen: + 0.2 mg/L or 10%, whichever is
greater
• Turbidity: + 5 NTUs or 10%, whichever is greater
Additionally, document and report the following, as applicable, except that
the last four(4) items only need to be submitted once:
• Purging rate.
• Drawdown in the well, if any.
• A description of conditions at the site that may cause the
dissolved oxygen to be high and/or dissolved oxygen
measurements made within the screened or open hole
portion of the well with a downhole dissolved oxygen
probe.
Rev 4-08 20
• A description of conditions at the site that may cause the
turbidity to be high and any procedures that will be used to
minimize turbidity in the future.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
3.) If after five (5) well volumes, three (3) consecutive measurements of the field
parameters temperature, pH, specific conductance, dissolved oxygen, and
turbidity are not within the limits stated above, check the instrument condition
and calibration, purging flow rate and all tubing connections to determine if
they might be affecting the ability to achieve stable measurements. It is at the
discretion of the consultant/contractor whether or not to collect a sample or to
continue purging. Further, the report in which the data are submitted must
include the following, as applicable. The last four (4) items only need to be
submitted once.
• Purging rate.
• Drawdown in the well, if any.
• A description of conditions at the site that may cause the
Dissolved Oxygen to be high and/or Dissolved Oxygen
measurements made within the screened or open hole
portion of the well with a downhole dissolved oxygen
probe.
• A description of conditions at the site that may cause the
turbidity to be high and any procedures that will be used to
minimize turbidity in the future.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
If wells have previously and consistently purged dry, and the current depth to
groundwater indicates that the well will purge dry during the current sampling
event, minimize the amount of water removed from the well by using the same
pump to purge and collect the sample:
• Place the pump or tubing intake within the well screened
interval.
• Use very small diameter Teflon, polyethylene or PP tubing
and the smallest possible pump chamber volume. This will
minimize the total volume of water pumped from the well
and reduce drawdown.
• Select tubing that is thick enough to minimize oxygen
transfer through the tubing walls while pumping.
Rev 4-08 21
• Pump at the lowest possible rate (100 mL/minute or less) to
reduce drawdown to a minimum.
• Purge at least two (2) volumes of the pumping system
(pump, tubing and flow cell, if used).
• Measure pH, specific conductance, temperature, dissolved
oxygen and turbidity, then begin to collect the samples.
Collect samples immediately after purging is complete. The time period between
completing the purge and sampling cannot exceed six hours. If sample collection
does not occur within one hour of purging completion, re-measure the five field
parameters: temperature, pH, specific conductance, dissolved oxygen and turbidity,
just prior to collecting the sample. If the measured values are not within 10 percent
of the previous measurements, re-purge the well. The exception is “dry” wells.
d.) Lanyards
1. Securely fasten lanyards, if used, to any downhole equipment (bailers,
pumps, etc.).
2. Use bailer lanyards in such a way that they do not touch the ground
surface.

Wells Without Plumbing
a.) Tubing/Pump Placement
1. If attempting to minimize the volume of purge water, position the intake
hose or pump at the midpoint of the screened or open hole interval.
2. If monitoring well conditions do not allow minimizing of the purge water
volume, position the pump or intake hose near the top of the water
column. This will ensure that all stagnant water in the casing is removed.
3. If the well screen or borehole is partially submerged, and the pump will be
used for both purging and sampling, position the pump midway between
the measured water level and the bottom of the screen. Otherwise,
position the pump or intake hose near the top of the water column.
b.) Non-dedicated (portable) pumps
1. Variable Speed Peristaltic Pump
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Attach a short section of tubing to the discharge side of the
pump and into a graduated container.
• Attach one end of a length of new or precleaned tubing to
the pump head flexible hose.
• Place the tubing as described in one of the options listed
above.
• Change gloves before beginning to purge.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
Rev 4-08 22
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing at the approximate rate of drawdown so that
water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells (see
Appendix C) or if precleaned tubing is used for each well,
only the pump.
2. Variable Speed Centrifugal Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Place the decontaminated suction hose so that water is
always pumped from the top of the water column.
• Change gloves before beginning to purge.
• Equip the suction hose with a foot valve to prevent purge
water from re-entering the well.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing at the approximate rate of drawdown so that the
water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or if
precleaned tubing is used for each well, only the pump.
3. Variable Speed Electric Submersible Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Carefully position the decontaminated pump.
Rev 4-08 23
• Change gloves before beginning to purge.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing or pump at the approximate rate of drawdown so
that water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or only
the pump if precleaned tubing is used for each well.
4. Variable Speed Bladder Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Attach the tubing and carefully position the pump.
• Change gloves before beginning purging.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing or pump at the approximate rate of drawdown so
that water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or if
precleaned tubing is used for each well, only the pump.
c.) Dedicated Portable Pumps
1. Variable Speed Electric Submersible Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves.
Rev 4-08 24
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdraw with the recharge
rate.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
2. Variable Speed Bladder Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdraw with the recharge
rate.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
3. Bailers - Using bailers for purging is not recommended unless care is
taken to use proper bailing technique, or if free product is present in the
well or suspected to be in the well.
• Minimize handling the bailer as much as possible.
• Wear sampling gloves.
• Remove the bailer from its protective wrapping just before
use.
• Attach a lanyard of appropriate material.
• Use the lanyard to move and position the bailer.
• Lower and retrieve the bailer slowly and smoothly.
• Lower the bailer carefully into the well to a depth
approximately a foot above the water column.
• When the bailer is in position, lower the bailer into the
water column at a rate of 2 cm/sec until the desired depth is
reached.
• Do not lower the top of the bailer more than one (1) foot
below the top of the water table so that water is removed
from the top of the water column.
• Allow time for the bailer to fill with aquifer water as it
descends into the water column.
Rev 4-08 25
• Carefully raise the bailer. Retrieve the bailer at the same
rate of 2 cm/sec until the bottom of the bailer has cleared to
top of the water column.
• Measure the purge volume.
• Record the volume of the bailer.
• Continue to carefully lower and retrieve the bailer as
described above until the purging is considered complete,
based on either the removal of 3 well volumes.
• Remove at least one (1) well volume before collecting
measurements of the field parameters. Take each
subsequent set of measurements after removing at least one
quarter (1/4) well volume between measurements.

Groundwater Sampling Techniques
a.) Purge wells.
b.) Replace protective covering around the well if it is soiled or torn after completing
purging operations.
c.) Equipment Considerations
1. The following pumps are approved to collect volatile organic samples:
• Stainless steel and Teflon variable speed submersible
pumps
• Stainless steel and Teflon or polyethylene variable speed
bladder pumps
• Permanently installed PVC bodied pumps (As long as the
pump remains in contact with the water in the well at all
times)
2. Collect sample from the sampling device and store in sample container.
Do not use intermediate containers.
3. To avoid contamination or loss of analytes from the sample, handle
sampling equipment as little as possible and minimize equipment exposure
to the sample.
4. To reduce chances of cross-contamination, use dedicated equipment
whenever possible. “Dedicated” is defined as equipment that is to be used
solely for one location for the life of that equipment (e.g., permanently
mounted pump). Purchase dedicated equipment with the most sensitive
analyte of interest in mind.
• Clean or make sure dedicated pumps are clean before
installation. They do not need to be cleaned prior to each
use, but must be cleaned if they are withdrawn for repair or
servicing.
• Clean or make sure any permanently mounted tubing is
clean before installation.
• Change or clean tubing when the pump is withdrawn for
servicing.
• Clean any replaceable or temporary parts.
Rev 4-08 26
• Collect equipment blanks on dedicated pumping systems
when the tubing is cleaned or replaced.
• Clean or make sure dedicated bailers are clean before
placing them into the well.
• Collect an equipment blank on dedicated bailers before
introducing them into the water column.
• Suspend dedicated bailers above the water column if they
are stored in the well.

Sampling Wells Without Plumbing
a.) Sampling with Pumps – The following pumps may be used to sample for organics:
• Peristaltic pumps
• Stainless steel, Teflon or polyethylene bladder pumps
• Variable speed stainless steel and Teflon submersible
pumps
1. Peristaltic Pump
• Volatile Organics: One of three methods may be used.
ƒ Remove the drop tubing from the inlet side
of the pump; submerge the drop tubing into
the water column; prevent the water in the
tubing from flowing back into the well;
remove the drop tubing from the well;
carefully allow the groundwater to drain into
the sample vials; avoid turbulence; do not
aerate the sample; repeat steps until enough
vials are filled. OR
ƒ Use the pump to fill the drop tubing; quickly
remove the tubing from the pump; prevent
the water in the tubing from flowing back
into the well; remove the drop tubing from
the well; carefully allow the groundwater to
drain into the sample vials; avoid
turbulence; do not aerate the sample; repeat
steps until enough vials are filled. OR
ƒ Use the pump to fill the drop tubing;
withdraw the tubing from the well; reverse
the flow on the peristaltic pumps to deliver
the sample into the vials at a slow, steady
rate; repeat steps until enough vials are
filled.
• Extractable Organics: If delivery tubing is not
polyethylene or PP, or is not Teflon lined, use pump and
vacuum trap method. Connect the outflow tubing from the
container to the influent side of the peristaltic pump. Turn
pump on and reduce flow until smooth and even. Discard a
Rev 4-08 27
small portion of the sample to allow for air space. Preserve
(if required), label, and complete field notes.
• Inorganic samples: These samples may be collected from
the effluent tubing. If samples are collected from the
pump, decontaminate all tubing (including the tubing in the
head) or change it between wells. Preserve (if required),
label, and complete field notes.
2. Variable Speed Bladder Pump
• If sampling for organics, the pump body must be
constructed of stainless steel and the valves and bladder
must be Teflon. All tubing must be Teflon, polyethylene,
or PP and any cabling must be sealed in Teflon,
polyethylene or PP, or made of stainless steel.
• After purging to a smooth even flow, reduce the flow rate.
• When sampling for volatile organic compounds, reduce the
flow rate to 100-200mL/minute, if possible.
3. Variable Speed Submersible Pump
• The housing must be stainless steel.
• If sampling for organics, the internal impellers, seals and
gaskets must be constructed of stainless steel, Teflon,
polyethylene or PP. The delivery tubing must be Teflon,
polyethylene or PP; the electrical cord must be sealed in
Teflon; any cabling must be sealed in Teflon or constructed
of stainless steel.
• After purging to a smooth even flow, reduce the flow rate.
• When sampling for volatile organic compounds, reduce the
flow rate to 100-200mL/minute, if possible.
b.) Sampling with Bailers - A high degree of skill and coordination are necessary to
collect representative samples with a bailer.
1. General Considerations
• Minimize handling of bailer as much as possible.
• Wear sampling gloves.
• Remove bailer from protective wrapping just before use.
• Attach a lanyard of appropriate material.
• Use the lanyard to move and position the bailers.
• Do not allow bailer or lanyard to touch the ground.
• If bailer is certified precleaned, no rinsing is necessary.
• If both a pump and a bailer are to be used to collect
samples, rinse the exterior and interior of the bailer with
sample water from the pump before removing the pump.
• If the purge pump is not appropriate for collecting samples
(e.g., non-inert components), rinse the bailer by collecting a
single bailer of the groundwater to be sampled.
• Discard the water appropriately.
Rev 4-08 28
• Do not rinse the bailer if Oil and Grease samples are to be
collected.
2. Bailing Technique
• Collect all samples that are required to be collected with a
pump before collecting samples with the bailer.
• Raise and lower the bailer gently to minimize stirring up
particulate matter in the well and the water column, which
can increase sample turbidity.
• Lower the bailer carefully into the well to a depth
approximately a foot above the water column. When the
bailer is in position, lower the bailer into the water column
at a rate of 2 cm/sec until the desired depth is reached.
• Do not lower the top of the bailer more than one foot below
the top of the water table, so that water is removed from the
top of the water column.
• Allow time for the bailer to fill with aquifer water as it
descends into the water column.
• Do not allow the bailer to touch the bottom of the well or
particulate matter will be incorporated into the sample.
Carefully raise the bailer. Retrieve the bailer at the
same rate of 2 cm/sec until the bottom of the bailer has
cleared to top of the water column.
• Lower the bailer to approximately the same depth each
time.
• Collect the sample. Install a device to control the flow
from the bottom of the bailer and discard the first few
inches of water. Fill the appropriate sample containers by
allowing the sample to slowly flow down the side of the
container. Discard the last few inches of water in the
bailer.
• Repeat steps for additional samples.
• As a final step measure the DO, pH, temperature, turbidity
and specific conductance after the final sample has been
collected. Record all measurements and note the time
that sampling was completed.
c.) Sampling Low Permeability Aquifers or Wells that have Purged Dry
1. Collect the sample(s) after the well has been purged. Minimize the amount
of water removed from the well by using the same pump to purge and
collect the sample. If the well has purged dry, collect samples as soon as
sufficient sample water is available.
2. Measure the five field parameters temperature, pH, specific conductance,
dissolved oxygen and turbidity at the time of sample collection.
3. Advise the analytical laboratory and the client that the usual amount of
sample for analysis may not be available.

Rev 4-08 29
Appendix D - Collecting Samples from Wells with
Plumbing in Place
In-place plumbing is generally considered permanent equipment routinely used for purposes
other than purging and sampling, such as for water supply.

a.) Air Strippers or Remedial Systems - These types of systems are installed as
remediation devices. Collect influent and effluent samples from air stripping units as
described below.
1. Remove any tubing from the sampling port and flush for one to two
minutes.
2. Remove all hoses, aerators and filters (if possible).
3. Open the spigot and purge sufficient volume to flush the spigot and lines
and until the purging completion criteria have been met.
4. Reduce the flow rate to approximately 500 mL/minute (a 1/8” stream) or
approximately 0.1 gal/minute before collecting samples.
5. Follow procedures for collecting samples from water supply wells as
outlined below.
b.) Water Supply Wells – Water supply wells with in-place plumbing do not require
equipment to be brought to the well to purge and sample. Water supply wells at UST
facilities must be sampled for volatile organic compounds (VOCs) and semivolatile
compounds (SVOCs).
1. Procedures for Sampling Water Supply Wells
• Label sample containers prior to sample collection.
• Prepare the storage and transport containers (ice chest, etc.)
before taking any samples so each collected sample can be
placed in a chilled environment immediately after
collection.
• You must choose the tap closest to the well, preferably at
the wellhead. The tap must be before any holding or
pressurization tank, water softener, ion exchange,
disinfection process or before the water line enters the
residence, office or building. If no tap fits the above
conditions, a new tap that does must be installed.
• The well pump must not be lubricated with oil, as that may
contaminate the samples.
• The sampling tap must be protected from exterior
contamination associated with being too close to a sink
bottom or to the ground. If the tap is too close to the
ground for direct collection into the appropriate container,
it is acceptable to use a smaller (clean) container to transfer
the sample to a larger container.
• Leaking taps that allow water to discharge from around the
valve stem handle and down the outside of the faucet, or
taps in which water tends to run up on the outside of the lip,
are to be avoided as sampling locations.
Rev 4-08 30
• Disconnect any hoses, filters, or aerators attached to the tap
before sampling.
• Do not sample from a tap close to a gas pump. The gas
fumes could contaminate the sample.
2. Collecting Volatile Organic Samples
• Equipment Needed: VOC sample vials [40 milliliters,
glass, may contain 3 to 4 drops of hydrochloric acid (HCl)
as preservative]; Disposable gloves and protective goggles;
Ice chest/cooler; Ice; Packing materials (sealable plastic
bags, bubble wrap, etc.); and Lab forms.
• Sampling Procedure: Run water from the well for at least
15 minutes. If the well is deep, run water longer (purging
three well volumes is best). If tap or spigot is located
directly before a holding tank, open a tap after the holding
tank to prevent any backflow into the tap where you will
take your sample. This will ensure that the water you
collect is “fresh” from the well and not from the holding
tank. After running the water for at least 15 minutes,
reduce the flow of water. The flow should be reduced to a
trickle but not so slow that it begins to drip. A smooth flow
of water will make collection easier and more accurate.
Remove the cap of a VOC vial and hold the vial under the
stream of water to fill it. Be careful not to spill any acid
that is in the vial. For best results use a low flow of water
and angle the vial slightly so that the water runs down the
inside of the vial. This will help keep the sample from
being agitated, aerated or splashed out of the vial. It will
also increase the accuracy of the sample. As the vial fills
and is almost full, turn the vial until it is straight up and
down so the water won’t spill out. Fill the vial until the
water is just about to spill over the lip of the vial. The
surface of the water sample should become mounded. It is
a good idea not to overfill the vial, especially if an acid
preservative is present in the vial. Carefully replace and
screw the cap onto the vial. Some water may overflow as
the cap is put on. After the cap is secure, turn the vial
upside down and gently tap the vial to see if any bubbles
are present. If bubbles are present in the vial, remove the
cap, add more water and check again to see if bubbles are
present. Repeat as necessary. After two samples without
bubbles have been collected, the samples should be labeled
and prepared for shipment. Store samples at 4° C.

Rev 4-08 31
3. Collecting Extractable Organic and/or Metals Samples
• Equipment Needed: SVOC sample bottle [1 liter, amber
glass] and/or Metals sample bottle [0.5 liter, polyethylene
or glass, 5 milliliters of nitric acid (HNO3) preservative];
Disposable gloves and protective goggles; Ice
Chest/Cooler; Ice; Packing materials (sealable plastic bags,
bubble wrap, etc.); and Lab forms.
• Sampling Procedure: Run water from the well for at least
15 minutes. If the well is deep, run the water longer
(purging three well volumes is best). If tap or spigot is
located directly before a holding tank, open a tap after the
holding tank to prevent any backflow into the tap where
you will take your sample. This will ensure that the water
you collect is “fresh” from the well and not from the
holding tank. After running the water for at least 15
minutes, reduce the flow. Low water flow makes
collection easier and more accurate. Remove the cap of a
SVOC or metals bottle and hold it under the stream of
water to fill it. The bottle does not have to be completely
filled (i.e., you can leave an inch or so of headspace in the
bottle). After filling, screw on the cap, label the bottle and
prepare for shipment. Store samples at 4° C.

Rev 4-08 32
Appendix E - Collecting Surface Water Samples
The following topics include 1.) acceptable equipment selection and equipment construction
materials and 2.) standard grab, depth-specific and depth-composited surface water sampling
techniques.

Facilities which contain or border small rivers, streams or branches should include surface water
sampling as part of the monitoring program for each sampling event. A simple procedure for
selecting surface water monitoring sites is to locate a point on a stream where drainage leaves the
site. This provides detection of contamination through, and possibly downstream of, site via
discharge of surface waters. The sampling points selected should be downstream from any waste
areas. An upstream sample should be obtained in order to determine water quality upstream of
the influence of the site.

a.) General Cautions
1. When using watercraft take samples near the bow away and upwind from
any gasoline outboard engine. Orient watercraft so that bow is positioned
in the upstream direction.
2. When wading, collect samples upstream from the body. Avoid disturbing
sediments in the immediate area of sample collection.
3. Collect water samples prior to taking sediment samples when obtaining
both from the same area (site).
4. Unless dictated by permit, program or order, sampling at or near man-
made structures (e.g., dams, weirs or bridges) may not provide
representative data because of unnatural flow patterns.
5. Collect surface water samples from downstream towards upstream.
b.) Equipment and Supplies - Select equipment based on the analytes of interest, specific
use, and availability.
c.) Surface Water Sampling Techniques - Adhere to all general protocols applicable to
aqueous sampling when following the surface water sampling procedures addressed
below.
1. Manual Sampling: Use manual sampling for collecting grab samples for
immediate in-situ field analyses. Use manual sampling in lieu of
automatic equipment over extended periods of time for composite
sampling, especially when it is necessary to observe and/or note unusual
conditions.
• Surface Grab Samples - Do not use sample containers containing
premeasured amounts of preservatives to collect grab samples. If
the sample matrix is homogeneous, then the grab method is a
simple and effective technique for collection purposes. If
homogeneity is not apparent, based on flow or vertical variations
(and should never be assumed), then use other collection protocols.
Where practical, use the actual sample container submitted to the
laboratory for collecting samples to be analyzed for oil and grease,
volatile organic compounds (VOCs), and microbiological samples.
This procedure eliminates the possibility of contaminating the
sample with an intermediate collection container. The use of
Rev 4-08 33
unpreserved sample containers as direct grab samplers is
encouraged since the same container can be submitted for
laboratory analysis after appropriate preservation. This procedure
reduces sample handling and eliminates potential contamination
from other sources (e.g., additional sampling equipment,
environment, etc.).
1. Grab directly into sample container.
2. Slowly submerge the container, opening neck first, into the
water.
3. Invert the bottle so the neck is upright and pointing towards
the direction of water flow (if applicable). Allow water to
run slowly into the container until filled.
4. Return the filled container quickly to the surface.
5. Pour out a few mL of sample away from and downstream
of the sampling location. This procedure allows for the
addition of preservatives and sample expansion. Do not
use this step for volatile organics or other analytes where
headspace is not allowed in the sample container.
6. Add preservatives, securely cap container, label, and
complete field notes. If sample containers are attached to a
pole via a clamp, submerge the container and follow steps 3
– 5 but omit steps 1 and 2.
• Sampling with an Intermediate Vessel or Container: If the sample
cannot be collected directly into the sample container to be
submitted to the laboratory, or if the laboratory provides
prepreserved sample containers, use an unpreserved sample
container or an intermediate vessel (e.g., beakers, buckets or
dippers) to obtain the sample. These vessels must be constructed
appropriately, including any poles or extension arms used to access
the sample location.
1. Rinse the intermediate vessel with ample amounts of site
water prior to collecting the first sample.
2. Collect the sample as outlined above using the intermediate
vessel.
3. Use pole mounted containers of appropriate construction to
sample at distances away from shore, boat, etc. Follow the
protocols above to collect samples.
• Peristaltic Pump and Tubing: The most portable pump for this
technique is a 12 volt peristaltic pump. Use appropriately
precleaned, silastic tubing in the pump head and attach
polyethylene, Tygon, etc. tubing to the pump. This technique is
not acceptable for Oil and Grease, EPH, VPH or VOCs.
Extractable organics can be collected through the pump if flexible
interior-wall Teflon, polyethylene or PP tubing is used in the pump
head or if used with the organic trap setup.
Rev 4-08 34
1. Lower appropriately precleaned tubing to a depth of 6 – 12
inches below water surface, where possible.
2. Pump 3 – 5 tube volumes through the system to acclimate
the tubing before collecting the first sample.
3. Fill individual sample bottles via the discharge tubing. Be
careful not to remove the inlet tubing from the water.
4. Add preservatives, securely cap container, label, and
complete field notes.
• Mid-Depth Grab Samples: Mid-depth samples or samples taken at
a specific depth can approximate the conditions throughout the
entire water column. The equipment that may be used for this type
of sampling consists of the following depth-specific sampling
devices: Kemmerer, Niskin, Van Dorn type, etc. You may also
use pumps with tubing or double check-valve bailers. Certain
construction material details may preclude its use for certain
analytes. Many Kemmerer samplers are constructed of plastic and
rubber that preclude their use for all volatile and extractable
organic sampling. Some newer devices are constructed of stainless
steel or are all Teflon or Teflon-coated. These are acceptable for
all analyte groups without restriction.
1. Measure the water column to determine maximum depth
and sampling depth prior to lowering the sampling device.
2. Mark the line attached to the sampler with depth
increments so that the sampling depth can be accurately
recorded.
3. Lower the sampler slowly to the appropriate sampling
depth, taking care not to disturb the sediments.
4. At the desired depth, send the messenger weight down to
trip the closure mechanism.
5. Retrieve the sampler slowly.
6. Rinse the sampling device with ample amounts of site
water prior to collecting the first sample. Discard rinsate
away from and downstream of the sampling location.
7. Fill the individual sample bottles via the discharge tube.
• Double Check-Valve Bailers: Collect samples using double check-
valve bailers if the data requirements do not necessitate a sample
from a strictly discrete interval of the water column. Bailers with
an upper and lower check-valve can be lowered through the water
column. Water will continually be displaced through the bailer
until the desired depth is reached, at which point the bailer is
retrieved. Sampling with this type of bailer must follow the same
protocols outlined above, except that a messenger weight is not
applicable. Although not designed specifically for this kind of
sampling, a bailer is acceptable when a mid-depth sample is
required
Rev 4-08 35
1. As the bailer is dropped through the water column, water is
displaced through the body of the bailer. The degree of
displacement depends upon the check-valve ball movement
to allow water to flow freely through the bailer body.
2. Slowly lower the bailer to the appropriate depth. Upon
retrieval, the two check valves seat, preventing water from
escaping or entering the bailer.
3. Rinse the sampling device with ample amounts of site
water prior to collecting the first sample.
4. Fill the individual sample bottles via the discharge tube.
Sample bottles must be handled as described above.
• Peristaltic Pump and Tubing: The most portable pump for this
technique is a 12 volt peristaltic pump. Use appropriately
precleaned, silastic tubing in the pump head and attach HDPE,
Tygon, etc. tubing to the pump. This technique is not acceptable
for Oil and Grease, EPH, VPH or VOCs. Extractable organics can
be collected through the pump if flexible interior-wall Teflon,
polyethylene or PP tubing is used in the pump head, or if used with
an organic trap setup.
1. Measure the water column to determine the maximum
depth and the sampling depth.
2. Tubing will need to be tied to a stiff pole or be weighted
down so the tubing placement will be secure. Do not use a
lead weight. Any dense, non-contaminating, non-
interfering material will work (brick, stainless steel weight,
etc.). Tie the weight with a lanyard (braided or
monofilament nylon, etc.) so that it is located below the
inlet of the tubing.
3. Turn the pump on and allow several tubing volumes of
water to be discharged before collecting the first sample.
4. Fill the individual sample bottles via the discharge tube.
Sample bottles must be handled as described above.

Rev 4-08 36

Attachment 3
New Guidelines for the Submittal of Environmental
Monitoring Data

Solid Waste Section Memorandum, October 27, 2006

North Carolina Department of Environment and Natural Resources
Dexter R. Matthews, Director Division of Waste Management Michael F. Easley, Governor
William G. Ross Jr., Secretary
1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] \ FAX: [phone] \ Internet http://wastenotnc.org
An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
October 27, 2006

To: SW Director/County Manager/Consultant/Laboratory
From: NC DENR-DWM, Solid Waste Section

Re: New Guidelines for Electronic Submittal of Environmental Monitoring Data

The Solid Waste Section receives and reviews a wide variety of environmental monitoring data from permitted solid waste management facilities, including the results from groundwater and surface water analyses, leachate
samples, methane gas readings, potentiometric measurements, and corrective action data. We are in the process
of developing a database to capture the large volume of data submitted by facilities.

To maintain the integrity of the database, it is critical that facilities, consultants, and laboratories work with the Solid Waste Section to ensure that environmental samples are collected and analyzed properly with the resulting
data transferred to the Solid Waste Section in an accurate manner.

In order to better serve the public and to expedite our review process, the Solid Waste Section is requesting
specific formatting for environmental monitoring data submittals for all solid waste management facilities.
Effective, December 1, 2006, please submit a Solid Waste Environmental Monitoring Data Form in
addition to your environmental monitoring data report. This form will be sent in lieu of your current cover
letter to the Solid Waste Section. The Solid Waste Environmental Monitoring Data Form must be filled out
completely, signed, and stamped with a Board Certified North Carolina Geologist License Seal.
The solid waste environmental monitoring data form will include the following:
1. Contact Information
2. Facility Name
3. Facility Permit Number 4. Facility Address
5. Monitoring Event Date (MM/DD/YYYY)
6. Water Quality Status: Monitoring, Detection Monitoring, or Assessment Monitoring
7. Type of Data Submitted: Groundwater Monitoring Wells, Groundwater Potable Wells, Leachate,
Methane Gas, or Corrective Action Data 8. Notification of Exceedance of Groundwater, Surface Water, or Methane Gas (in table form)
9. Signature
10. North Carolina Geologist Seal
Page 2 of 2

Most of these criteria are already being included or can be added with little effort. The Solid Waste
Environmental Monitoring Data Form can be downloaded from our website: http://www.wastenotnc.org/swhome/enviro_monitoring.asp.

The Solid Waste Section is also requesting a new format for monitoring wells, potable wells, surface water
sampling locations, and methane probes. This format is essential in the development and maintenance of the
database. The Solid Waste Section is requesting that each sampling location at all North Carolina solid waste management facilities have its own unique identification number. We are simply asking for the permit number
to be placed directly in front of the sampling location number (example: 9901-MW1 = Permit Number 99-01
and Monitoring Well MW-1). No changes will need to be made to the well tags, etc. This unique identification
system will enable us to accurately report data not only to NCDENR, but to the public as well. We understand
that this new identification system will take some time to implement, but we feel that this will be beneficial to everyone involved in the long term.

Additionally, effective December 1, 2006, the Practical Quantitation Limits (PQLs) established in 1994
will change. The Solid Waste Section is requiring that all solid waste management facilities use the new Solid
Waste Reporting Limits (SWRL) for all groundwater analyses by a North Carolina Certified Laboratory. Laboratories must also report any detection of a constituent even it is detected below the new SWRL (e.g., J
values where the constituent was detected above the detection limit, but below the quantitation limit).

PQLs are technology-based analytical levels that are considered achievable using the referenced analytical
method. The PQL is considered the lowest concentration of a contaminant that the lab can accurately detect and quantify. PQLs provided consistency and available numbers that were achievable by the given analytical
method. However, PQLs are not health-based, and analytical instruments have improved over the years
resulting in lower achievable PQLs for many of the constituents. As a result, the Solid Waste Section has
established the SWRLs as the new reporting limits eliminating the use of the PQLs.
We would also like to take this opportunity to encourage electronic submittal of the reports. This option is
intended to save resources for both the public and private sectors. The Solid Waste Section will accept the
entire report including narrative text, figures, tables, and maps on CD-ROM. The CD-ROM submittal shall
contain a CD-ROM case and both CD-ROM and the case shall be labeled with the site name, site address,
permit number, and the monitoring event date (MM/DD/YYYY). The files may be a .pdf, .txt, .csv, .xls, or .doc type. Also, analytical lab data should be reported in an .xls file. We have a template for analytical lab data
available on the web at the address listed above.

If you have any questions or concerns, please call [phone]. Thank you for your anticipated cooperation
in this matter.

Attachment 4
Environmental Monitoring Data Form

Attachment 5
February 23, 2007 Addendum to the
October 27, 2006 Memorandum

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
1

North Carolina Department of Environment and Natural Resources
Dexter R. Matthews, Director Division of Waste Management Michael F. Easley, Governor William G. Ross Jr., Secretary February 23, 2007
EMORANDUM

M
o: Solid Waste Directors, Landfill Operators, North Carolina Certified Laboratories, and Consultants
rom: North Carolina Division of Waste Management, Solid Waste Section
Re: ste Section Memorandum Regarding New
Guidelines for Electronic Submittal of Environmental Data.

arolina Solid Waste Section memo titled, “New Guidelines for Electronic Submittal of Environmental Data.”
adily available laboratory analytical methodology and current health-based groundwater protection standards.
efinitions

T

F
Addendum to October 27, 2006, North Carolina Solid Wa

The purpose of this addendum memorandum is to provide further clarification to the October 27, 2006, North
C
The updated guidelines is in large part due to questions and concerns from laboratories, consultants, and the
regulated community regarding the detection of constituents in groundwater at levels below the previous
practical quantitation limits (PQLs). The North Carolina Solid Waste Section solicited feedback from the
regulated community, and, in conjunction with the regulated community, developed new limits. The primary purpose of these changes was to improve the protection of public health and the environment. The North
Carolina Solid Waste Section is concerned about analytical data at these low levels because the earliest possible
detection of toxic or potentially carcinogenic chemicals in the environment is paramount in the North Carolina
Solid Waste Section’s mission to protect human health and the environment. Low level analytical data are
critical for making the correct choices when designing site remediation strategies, alerting the public to health threats, and protecting the environment from toxic contaminants. The revised limits were updated based on
re

D
s are also an attempt to clarify the meaning of these
rms as used by the North Carolina Solid Waste Section.
e that can be measured and
ported with 99% confidence that the analyte concentration is greater than zero.
is the minimum concentration of a target analyte that can be accurately determined by the referenced method.
Many definitions relating to detection limits and quantitation limits are used in the literature and by government
agencies, and commonly accepted procedures for calculating these limits exist. Except for the Solid Waste
Section Limit and the North Carolina 2L Standards, the definitions listed below are referenced from the
Environmental Protection Agency (EPA). The definition
te
Method Detection Limit (MDL) is the minimum concentration of a substanc
re

Method Reporting Limit or Method Quantitation Limit (MRL or MQL)

Practical Quantitation Limit (PQL) is a quantitation limit that represents a practical and routinely achievable
quantitation limit with a high degree of certainty (>99.9% confidence) in the results. Per EPA Publication
Number SW-846, the PQL is the lowest concentration that can be reliably measured within specified limits of precision and accuracy for a specific laboratory analytical method during routine laboratory operating
conditions in accordance with "Test Methods for Evaluating Solid Wastes, Physical/Chemical Methods. The
PQL appears in

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
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2
older NCDENR literature; however, it is no longer being used by the North Carolina Solid
aste Section.
n. The nomenclature of the SWRL described in the October
7, 2006, memorandum has changed to the SWSL.
C 2L .0200, Classifications and Water Quality Standards Applicable to the
roundwaters of North Carolina.
ethod Detection Limits (MDLs)
W

Solid Waste Section Limit (SWSL) is the lowest amount of analyte in a sample that can be quantitatively
determined with suitable precision and accuracy. The SWSL is the concentration below which reported analytical results must be qualified as estimated. The SWSL is the updated version of the PQL that appears in
older North Carolina Solid Waste Section literature. The SWSL is the limit established by the laboratory survey
conducted by the North Carolina Solid Waste Sectio
2

North Carolina 2L Standards (2L) are water quality standards for the protection of groundwaters of North
Carolina as specified in 15A NCA
G

M
he North Carolina Solid Waste Section is now
quiring laboratories to report to the method detection limit.
atories generally report the highest method detection limit for all the instruments
sed for a specific method.
ata below unspecified or non-statistical reporting limits severely biases data sets and restricts their usefulness.
olid Waste Section Limits (SWSLs)

Clarification of detection limits referenced in the October 27, 2006, memorandum needed to be addressed
because of concerns raised by the regulated community. T
re
Method detection limits are statistically determined values that define the concentration at which measurements
of a substance by a specific analytical protocol can be distinguished from measurements of a blank (background
noise). Method detection limits are matrix-specific and require a well defined analytical method. In the course
of routine operations, labor
u
In many instances, the North Carolina Solid Waste Section gathers data from many sources prior to evaluating
the data or making a compliance decision. Standardization in data reporting significantly enhances the ability to
interpret and review data because the reporting formats are comparable. Reporting a method detection limit
alerts data users of the known uncertainties and limitations associated with using the data. Data users must understand these limitations in order to minimize the risk of making poor environmental decisions. Censoring
d

S
nd surface water data reported to the North Carolina Solid Waste ection. The PQLs will no longer be used.

Due to comments from the regulated community, the North Carolina Solid Waste Section has changed the
nomenclature of the new limits referenced on Page 2 of the October 27, 2006, memorandum, from the North
Carolina Solid Waste Reporting Limits (SWRL) to the Solid Waste Section Limits (SWSL). Data must be
reported to the laboratory specific method detection limits and must be quantifiable at or below the SWSL. The
SWSLs must be used for both groundwater aS
The North Carolina Solid Waste Section has considered further feedback from laboratories and the regulated
community and ha

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
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3
s made some additional changes to the values of the SWSLs. These changes may be viewed
ttp://www.wastenotnc.org/sw/swenvmonitoringlist.asp
nalytical Data Reporting Requirements
on our webpage: h

A
al boratory method detection limit with all analytical laboratory results along with the following requirements:
oncentration, compliance action may not be taken unless it is statistically significant
crease over background.
hese analytical results may require additional confirmation.
he possibility that a constituent concentration may exceed the North Carolina 2L Standards in the
ture.
hese analytical results may be used for compliance without further confirmation.
will be returned and deemed unacceptable. Submittal of unacceptable data may lead to

lectronic Data Deliverable (EDD) Submittal

The strategy for implementing the new analytical data reporting requirements involves reporting the actula

1) Any analyte detected at a concentration greater than the MDL but less than the SWSL is known to be present,
but the uncertainty in the value is higher than a value reported above the SWSL. As a result, the actual
concentration is estimated. The estimated concentration is reported along with a qualifier (“J” flag) to alert data users that the result is between the MDL and the SWSL. Any analytical data below quantifiable levels should
be examined closely to evaluate whether the analytical data should be included in any statistical analysis. A
statistician should make this determination. If an analyte is detected below the North Carolina 2L Standards,
even if it is a quantifiable c
in
T

2) Any analyte detected at a concentration greater than the SWSL is present, and the quantitated value can be
reported with a high degree of confidence. These analytes are reported without estimated qualification. The laboratory’s MDL and SWSL must be included in the analytical laboratory report. Any reported concentration
of an organic or inorganic constituent at or above the North Carolina 2L Standards will be used for compliance
purposes, unless the inorganic constituent is not statistically significant). Exceedance of the North Carolina 2L
Standards or a statistically significant increase over background concentrations define when a violation has
occurred. Any reported concentration of an organic or inorganic constituent at or above the SWSL that is not above an North Carolina 2L Standard will be used as a tool to assess the integrity of the landfill system and
predict t
fu

T

Failure to comply with the requirements described in the October 27, 2006, memorandum and this addendum to
the October 27, 2006, memorandum will constitute a violation of 15A NCAC 13B .0601, .0602, or .1632(b),
and the analytical data
enforcement action.
E
he analytical laboratory data. This option is intended to save resources r both the public and private sectors.

The North Carolina Solid Waste Section would also like to take this opportunity to encourage electronic
submittal of the reports in addition to tfo

The North Carolina Solid Waste Section will accept the entire report including narrative text, figures, tables,
and maps on CD-ROM. Please separate the figures and tables from the report when saving in order to keep the
size of the files smaller. The CD-ROM submittal shall contain a CD-ROM case and both CD

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
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An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
4
-ROM and the
ase shall be labeled with the site name, site address, permit number, and the monitoring event date
ab data and field data. This template is available on our webpage:
ttp://www.wastenotnc.org/swhome/enviro_monitoring.asp. Methane monitoring data may also be submitted
ry or exceeds 25% of the LEL
facility structures (excluding gas control or recovery system components), include the exceedance(s) on the
you have any questions or concerns, please feel free to contact Jaclynne Drummond (919-508-8500) or Ervin
Thank you for your continued cooperation with this matter.

c
(MM/DD/YYYY). The reporting files may be submitted as a .pdf, .txt, .csv, .xls,. or .doc type.
Also, analytical lab data and field data should be reported in .xls files. The North Carolina Solid Waste Section
has a template for analytical l
h
electronically in this format.
Pursuant to the October 27, 2006, memorandum, please remember to submit a Solid Waste Section
Environmental Monitoring Reporting Form in addition to your environmental monitoring data report. This
form should be sealed by a geologist or engineer licensed in North Carolina if hydrogeologic or geologic
calculations, maps, or interpretations are included with the report. Otherwise, any representative that the facility owner chooses may sign and submit the form. Also, if the concentration of methane generated by the
facility exceeds 100% of the lower explosive limits (LEL) at the property bounda
in
North Carolina Solid Waste Section Environmental Monitoring Reporting Form.
If
Lane (919-508-8520).

Attachment 6
October 16, 2007 Memorandum

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
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1

North Carolina Department of Environment and Natural Resources

October 16, 2007
EMORANDUM
Dexter R. Matthews, Director Division of Wa e Management st Michael F. Easley, Governor
William G. Ross Jr., Secretary

M
To: Operators, North Carolina Certified
Laboratories, and Consultants
rom: North Carolina Division of Waste Management, Solid Waste Section
Re: ring Data for North Carolina Solid Waste
Management Facilities
and provide a reminder of formats for environmental monitoring data
bmittals.
ese changes was to improve the protection of public health and the nvironment.
reported to the North Carolina Solid Waste Section. The PQLs will no nger be used.
ted can be directed to the North Carolina Department of Health
nd Human Services.
Solid Waste Directors, Landfill

F

Environmental Monito

The purpose of this memorandum is to provide a reiteration of the use of the Solid Waste
Section Limits (SWSLs), provide new information on the Groundwater Protection Standards,
su

The updated guidelines are in large part due to questions and concerns from laboratories,
consultants, and the regulated community regarding the detection of constituents in groundwater at levels below the previous Practical Quantitation Limits (PQLs). The
North Carolina Solid Waste Section solicited feedback from the regulated community,
and, in conjunction with the regulated community, developed new limits. The primary
purpose of the
Data must be reported to the laboratory specific method detection limits and must be
quantifiable at or below the SWSLs. The SWSLs must be used for both groundwater and
surface water datalo
In June 2007, we received new information regarding changes to the Groundwater
Protection Standards. If a North Carolina 2L Groundwater Standard does not exist, then
a designated Groundwater Protection Standard is used pursuant to 15A NCAC 13B .1634. Toxicologists with the North Carolina Department of Health and Human Services calculated these new Groundwater Protection Standards. Questions regarding how the
standards were calcula
a

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2
every year or sooner if new scientific and toxicological data become available.
lease review our website periodically for any changes to the 2L NC Standards,
ic updates will be noted on our ebsite.
wastenotnc.org/sw/swenvmonitoringlist.asp

We have reviewed the new results from the North Carolina Department of Public Health and have updated our webpage accordingly. The list of Groundwater Protection
Standards, North Carolina 2L Standards and SWSLs are subject to change and will be
reviewed
P
Groundwater Protection Standards, or SWSLs. Specifw

http://www.

ental monitoring data

In addition, the following should be included with environmsubmittals:
1. Environmental Monitoring Data Form as a cover sheet:
http://www.wastenotnc.org/swhome/EnvMonitoring/NCEnvMonRptForm.pdf
2. Copy of original laboratory results.
3. Table of detections and discussion of 2L exceedances. 4. Electronic files on CD or sent by email. These files should include the written report as
Portable Document Format (PDF) file and the laboratory data as an excel file following a
the format of the updated Electronic Data Deliverable (EDD) template on our website:
http://www.wastenotnc.org/swhome/enviro_monitoring.asp
If you have any questions or concerns, please feel free to contact Donald Herndon (919-
08-8502), Ervin Lane (919-508-8520) or Jaclynne Drummond (919-508-8500).
Thank you for your continued cooperation with these matters.

5

Attachment 7
November 5, 2014 Memorandum

North Carolina Department of Environment and Natural Resources
Division of Waste Management
Pat McCrory John E. Skvarla, III
Governor Secretary

1646 Mail Service Center, Raleigh, North Carolina 27699-1646 2090 US Highway 70, Swannanoa, North Carolina 28778-82111 Phone: [phone] Phone: [phone]
http://portal.ncdenr.org/web/wm/
An Equal Opportunity / Affirmative Action Employer

1
November 5, 2014

MEMORANDUM

To: Solid Waste Directors, Public Works Directors, Landfill Operators, and Landfill Owners

From: Solid Waste Section

Re: Groundwater, Surface Water, Soil, Sediment, and Landfill Gas Electronic Document Submittal

The Solid Waste Section is continuing its efforts to improve efficiencies in document management. All
groundwater, surface water, soil, sediment, and landfill gas documents submitted to the Solid Waste Section are
stored electronically and are made readily available for the public to view on our webpage. Please remember that
hard copies/paper copies are not required, and should not be submitted. The submittal of these electronic
documents following a consistent electronic document protocol will also assist us in our review. Please follow
these procedures when submitting all groundwater, surface water, soil, sediment, and landfill gas documents to the
Solid Waste Section.

Submittal Method and Formatting
 All files must be in portable document format (pdf) except for Electronic Data Deliverables (EDDs)
unless otherwise specified by the Solid Waste Section. All pdf files should meet these requirements:
o Optical Characteristic Recognition (OCR) applied;
o Minimum of 300 dpi;
o Free of password protections and/or encryptions (applies to EDDs as well);
o Optimized to reduce file size; and
o Please begin using the following naming convention when submitting all electronic files: Permit
Number (00-00)_Date of Document (YYYYMMDD). For example: 00-00_20140101.
 Please submit all files via email or by file transfer protocol (FTP) via email to the appropriate
Hydrogeologist unless otherwise specified by the Solid Waste Section. If the electronic file is greater
than 20 MB, please submit the file via FTP or on a CD. If submitting a CD, please mail the CD to the
appropriate Hydrogeologist. The CD should be labeled with the facility name, permit number, county,
name of document, date of monitoring event (if applicable), and the date of document.
 Please be sure a signed Environmental Monitoring Data Form is submitted as part of the electronic file for
all water quality and landfill gas documents (monitoring, alternate source demonstration, assessment,
investigation, corrective action). This completed form should be the first page of the document before the
cover/title page and should not be submitted as an individual file. Blank forms can be downloaded at
http://www.wastenotnc.org/swhome/EnvMonitoring/NCEnvMonRptForm.pdf

Monitoring Data
Monitoring data documents may include any or all of the following: 1) groundwater and surface water monitoring;
2) soil and sediment, and 3) landfill gas monitoring. In addition to the above procedures, at a minimum, please
include the following:

Groundwater and Surface Water Monitoring
 A copy of the laboratory report(s).
 A copy of the sampling log(s).
 A separate table of detections and exceedances for each monitoring location.

1646 Mail Service Center, Raleigh, North Carolina 27699-1646 2090 US Highway 70, Swannanoa, North Carolina 28778-82111 Phone: [phone] Phone: [phone]
http://portal.ncdenr.org/web/wm/
An Equal Opportunity / Affirmative Action Employer

2
o All analytical results should be reported in micrograms per liter (ug/L) except for field
parameters and specific Monitored Natural Attenuation (MNA) parameters.
o Please also include the laboratory’s method detection limit (MDL) in ug/L, the Solid Waste
Section Limit (SWSL) in ug/L, the appropriate NC regulatory standard in ug/L (2L, 2B,
GWPS, IMAC), and the Federal Maximum Contaminant Level (MCL) in ug/L.
o Please BOLD each exceedance result.
 A separate table of field parameters for each monitoring location.
 An Electronic Data Deliverable (EDD) spreadsheet for each monitoring event submitted in the correct
format. All analytical results should be reported in micrograms per liter (ug/L) except for field
parameters and specific Monitored Natural Attenuation (MNA) parameters. The blank EDD template
can be downloaded at http://www.wastenotnc.org/swhome/enviro_monitoring.asp. Please pay
attention to the formats within the spreadsheet. Any EDD received that is not formatted correctly will
be emailed back to be resubmitted via email within five (5) days.
 A separate groundwater monitoring well construction table.
o Please also include the date the well was drilled, well diameter, total well depth, depth to top
of screened interval (in feet), screened interval (in feet), geology of screened interval, TOC
elevation, ground elevation, groundwater elevation, GPS coordinates (latitude and longitude),
and depth to water (in feet).
 A separate groundwater table with groundwater flow rate(s).
 A recent facility figure that includes labeled groundwater and surface water monitoring locations.
 A groundwater flow map with an arrow(s) indicating flow direction(s), including date the
measurements were taken.

Soil and Sediment Sampling
 A copy of the laboratory report(s).
 A copy of the sampling log(s).
 A separate table of detections and exceedances for each sampling location.
o Please also include the results in micrograms per liter (ug/L), the laboratory’s method
detection limit (MDL) in ug/L, and the appropriate NC regulatory standard (PSRG) in ug/L.
o Please BOLD each exceedance result.
 A separate table of soil and/or sediment characteristics.
 A recent facility figure that includes labeled sampling locations.

Landfill Gas Monitoring
 A blank Landfill Gas Monitoring Data Form can be found within the Landfill Gas Monitoring
Guidance document and can be downloaded at
http://portal.ncdenr.org/c/document_library/get_file?uuid=da699f7e-8c13-4249-9012-
16af8aefdc7b&groupId=38361.
 A separate table of landfill gas detections and exceedances for each monitoring location. Please
BOLD each exceedance result.
 A recent facility figure that includes labeled landfill gas monitoring locations (both permanent and
temporary).

If you have any questions or concerns regarding electronic submittals, please feel free to contact the
Hydrogeologist overseeing your facility. The Solid Waste Section greatly appreciates your assistance on
this matter. Working together, we can continue to provide excellent customer service to you and to the
public.
 Jackie Drummond, Asheville Regional Office, 828-296-4706, [e-mail]
 Ervin Lane, Raleigh Central Office, 919-707-8288, [e-mail]
 Elizabeth Werner, Raleigh Central Office, 919-707-8253, [e-mail]
 Christine Ritter, Raleigh Central Office, 919-707-8254, [e-mail]
 Perry Sugg, Raleigh Central Office, 919-707-8258, [e-mail]

Attachment 8
Monitoring well construction logs

S C S E N G I N E E R S Test Boring Log MW-6
Environmental Consultants Northing 816,499.93
2520 Whitehall Park Drive, Suite 450 Easting 1,748,826.85
Charlotte, NC 28273 Logged By: Kelly Grant, Driller
704 504-3107 FAX [phone] Total Bore Depth: 45' below ground surface
Drilling Company: American Environmental Drilling, Inc.Date Started: 4/2/2015 Completion Water Level: 38' below top of casing
Drilling Method:Rotary Hollow Stem Auger Date Ended:4/2/2015 24 Hour Water Level:39'below top of casing
Boring Diameter:7.5-inch O.D.
Boring terminated at 45.0 feet WATER LEVEL23
13
14
15
3 SAMPLE # DEPTH IN FT. 6" SPT VALUE 6" SPT VALUE 6" SPT VALUESTRATIGRAPHIC DESCRIPTION
2
4
5
6
7
8
0
1 DEPTH, FT.ELEVATION755.89
16
19
20
21
22
9
10
11
12
50
43
44
45
46
47
48
37
38
39
40
41
42
49
31
32
33
34
35
36
25
26
27
28
29
30
24
17
18
A-1 Sandrock CDLF and Recycling
Greensboro, NC (Permit # 41-17)
708.1
753.1 Ground Elev.
Casing Elev.
Grout
Solid 2" PVC Pipe
Bentonite
Slotted 2" PVC Pipe
Sand Pack
731.1
722.1
Stiff tan-brown sandy clay
Hard brown sandy clay
Dense white-orange rocky soil w/ quartz
Wet from 38 to 45 feet
Hard gray sandy clay (PWR)
SCS Project No. 02214704.00
PIEZOMETER DATA
741.1
APPENDIX 6
Landfill Gas Monitoring Plan
LFG MONITORING PLAN
A-1 Sandrock CDLF and Processing Facility (Rev. 1.1) 5/1/2015
Phase 1 and 2 PTO Renewal (Permit 41-17) Page 1

Landfill Gas Monitoring Plan for A-1 Sandrock CDLF
Solid Waste Permit #41-17 (Guilford County)

1.0 Introduction
The following plan has been prepared as a standalone document in accordance with
current NCDENR Solid Waste Section (SWS) guidance, including the recent addition of
hydrogen sulfide (H2S) monitoring. The monitoring locations, methods, and thresholds
for action have not changed, but the 2010 guidance document requires that attention be
given specifically to well construction, equipment calibration, sampling procedures, and
data keeping, in a plan that is organized in a standardized format. Landfill staff and
monitoring personnel should view the SWS document “Landfill Gas Monitoring
Guidance,” November 2010, online at
http://portal.ncdenr.org/c/document_library/get_file?uuid=da699f7e-8c13-4249-9012-
16af8aefdc7b&groupId=38361.

1.1 Background Information
Monitoring of landfill gas (LFG) is required at C&D landfills by Solid Waste Rule 15A
NCAC 13B .0544. Landfill gas is a by-product from the decomposition of organic waste
in a sanitary landfill, including certain C&D wastes. Landfill gas typically comprises
about 50 percent methane, which can be explosive under certain conditions, as well as
carbon dioxide, nitrogen, water, and small amounts of hydrogen sulfide. LFG has been
known to promote the migration of contaminants into ground water. The Solid Waste
Rules typically focus on the explosive properties from a public safety standpoint.
Landfill gas migrates in soil above the ground water table and is restricted laterally by
streams. Highly porous soils that tend to occur near the soil-rock interface within the
Piedmont are considered to be a good pathway for gas migration.

Past experience suggests that up-gradient areas should be targeted for monitoring,
especially if porous soils are present. In addition, this zone typically is an aquifer, thus
fluctuations in the water table will affect the gas migration pattern or rate, as does surface
saturation, frozen soils, and variation in barometric pressure. The Guidance suggests that
the ideal time to sample for subsurface gas is during times of low barometric pressure.
Pipelines and other utility trenches can serve as pathways for gas migration, with the
potential to convey gas for considerable distances. Open landfills are not as likely to
experience subsurface gas migration, but once a low permeability cover is installed,
lateral migration into adjacent soils may be more likely if gas is present.

LFG MONITORING PLAN
A-1 Sandrock CDLF and Processing Facility (Rev. 1.1) 5/1/2015
Phase 1 and 2 PTO Renewal (Permit 41-17) Page 2

1.2 Current Site Conditions
The subject landfill is situated high on a ridge bounded on three sides by blue line
streams, which act as natural barriers to gas migration. Potentiometric contours reflect
the surface topography, which slopes moderately to the west but diverges sharply to the
north and south (toward the streams) along the margins of the disposal area. Topographic
relief near the streams is moderately steep to very steep, with elevation changes from the
footprint to the streams on the order of 10 to 20 feet on the south side and 20 to 30 feet on
the north and west sides. The landfill is unlined and is mostly excavated to the approved
base grades. Onsite soils are mostly porous, weathered granite and extend 20 to 50 feet
beneath the surface. The water table is approximately 25 to 40 feet deep over most of the
site, except near the streams where water levels are 8 to 10 feet deep.

The approved base grades are a minimum of 8 to 12 feet above the level of the streams
and a minimum of 4 feet above groundwater and/or bedrock. Lateral separation to the
streams is 50 feet minimum; these dimensions provide little opportunity for gas to
migrate beyond the facility boundary on the three sides bound by streams. On the up-
gradient (southeast) side the topography increases by approximately 14 feet between the
approved footprint and the nearest occupied structures, located approximately 750 feet
from the approved disposal footprint. However, soils on this side of the site are derived
from diorite, which results in a more clayey (less porous) soil type, and the landfill is
mostly above-ground on the east side at this stage of development.

Back to the north, pipelines are present that could serve as potential conduits for off-site
landfill gas migration – the nearest pipeline (sewer line) is a target for gas monitoring –
although the pipelines are located across a deeply incised stream. The facility offices are
also located across the stream, approximately 550 feet from the waste boundary. No
occupied structures appear to be at risk for gas migration near this facility.

1.3 Regulatory Requirements
Thresholds that trigger responsive action are methane levels of 100 percent of the LEL,
(the lower explosive limit, about 5 percent by volume) in soil-gas or air at the facility
boundary; 25 percent of the LEL within onsite structures, not limited to just buildings but
inclusive of drainage structures and utility vaults; zero in off-site structures. The
contingency plan (Section 5) contains a summary of action required if a regulatory
threshold is exceeded. Solid Waste Section guidance requires that LFG be monitored
with a calibrated meter that is capable of detecting hydrogen sulfide, whereas the action
limits are 4% by volume at 100% LEL and 1% by volume at 25% LEL.

LFG MONITORING PLAN
A-1 Sandrock CDLF and Processing Facility (Rev. 1.1) 5/1/2015
Phase 1 and 2 PTO Renewal (Permit 41-17) Page 3

1.4 Rationale for LFG Sampling Point Locations
Seven soil-gas monitoring points are located around existing Phase 1 and are relevant to
the new Phase 2A (see Drawing M1). Points LFG-1 and LFG-2 are located on the up
gradient side of the unlined landfill, opposite of ground water flow (refer to Section 1.1).
Points LFG-3 through LFG-6 are strategically located relative to the sanitary sewer
pipeline, albeit the topography of these locations and the water table make it unlikely that
landfill gas would migrate in those directions (at least not very far). LFG-7 is so-located
to provide uniform spacing, with the unlikelihood of any soil-gas migrating more than 50
feet from the landfill perimeter, though it is of interest to note that a small H2S seep was
observed at the far northwest corner of Phase 1, evidenced by the browning of vegetation
and the characteristic “rotten egg” odor that persisted for a few weeks in 2013.

The gas seep area was mitigated by digging out the temporary soil cover and some of the
underlying waste, in what amounted to two test pits that were allowed to vent for 2 to 3
weeks prior to replacing the excavated materials and enhancing the thickness of the soil
cover. No trace of the gas seep has been observed since. However the Operator is alert
to keeping an eye on that spot. It is known that sheetrock debris had been concentrated in
that area. Continued reaction between the sheetrock and water is unlikely now that the
soil cover is functional. With regard to this event, a new sampling point, LFG-8, had
been added to the northwest corner (Drawing M1). The sampling point will be situated
within 50 feet of the waste boundary, as are the other sampling locations.

2.0 LFG Monitoring
2.1 Locations and Logistics
LFG monitoring for this facility currently consists of sampling soil-gas adjacent to the
landfill footprint via bar-hole punch test locations spaced approximately 500 foot apart
(see Drawing M1). The monitored points reflect the emphasis on the up gradient side to
the east, which is the only conceivable direction that gas could migrate offsite. The LFG
monitoring points are situated along the nearest pipeline corridor, where the migration of
gas (if present) could travel off-site; others focus on the up-gradient area where deep soils
and ground water exist, and occupied structures are proximal. It is the facility’s intent to
implement monitoring at more points to the west and south as future phases are built.
Tentative sampling points are shown as LFG-9 through LFG-12, with the understanding
that these sampling points are to be activated during future expansion, and the logistics
may be subject to revision for PTC applications for the future cells and phases.

LFG MONITORING PLAN
A-1 Sandrock CDLF and Processing Facility (Rev. 1.1) 5/1/2015
Phase 1 and 2 PTO Renewal (Permit 41-17) Page 4

The bar-hole punch test was prescribed and approved for the facility as it was brand new
(opened in 2009) and had not received waste. This is a simple test of the soil-gas
adjacent to the landfill, justified based on the presence of porous soils, topography, and
natural barriers. The landfill has now received some 225,000 cubic yards of waste,
comprised of mostly inert materials with paper, wood, and other potentially combustible
materials – the same kind of materials that can degrade slowly to form landfill gas – so it
is conceivable that at some time in the future, the Solid Waste Section may require
permanent gas monitoring wells for this facility. Due to the age of the waste, it is likely
that reactions leading to the production of landfill gas are becoming more active.

In anticipation of possible future requirements, this plan presents procedures for both bar-
hole punch tests and sampling of monitoring wells. A SWS-endorsed well construction
schematic is provided, which includes sealed construction and a specialized port at the
top to facilitate sampling. Presumably, the monitoring wells would be located near the
same points as currently monitored with the bar-hole punch test, for the same reasoning
described above. This plan will be amended in the future to include data tables for the
monitoring wells, if required. Data recording protocols will remain the same.

Landfill gas monitoring will be performed quarterly during the active life of the landfill,
estimated at 20 years, and throughout the post-closure care period, 30 years unless future
data warrant a schedule revision, which will be subject to approval by the SWS.

2.2 Structures and Ambient Sampling
Within the offices and any future buildings on-site, atmospheric sampling for methane
shall be conducted. Methane is heavier than air and tends to accumulate in the lower
zones with restricted circulations, i.e., crawlspaces, closets, and corners of rooms near the
floor, cracks in walls, floor slabs, or foundations, crawlspace vents, drainage pipes, and
utility vaults (excluding sanitary sewer manholes). Methane detection in and around the
structures, though unlikely, would signify a problem such that the site manager should be
notified – immediate action may be required – refer to the Contingency Plan (Section 5).

Ambient monitoring overlaps the building foundations and includes a “walk-around” at
the toe of covered (vegetated) slopes to survey for gas that may be seeping through the
cover. A key to potential side slope seepage includes stained soil, wetness with visible
bubbling, or distressed (or absent) vegetation. Any detection of methane in the ambient
monitoring should be noted on a site map and a special notation recorded in the
monitoring report. Follow up sampling or close attention in future sampling events might
be warranted. The site manager should be alerted to any ambient gas detection.
LFG MONITORING PLAN
A-1 Sandrock CDLF and Processing Facility (Rev. 1.1) 5/1/2015
Phase 1 and 2 PTO Renewal (Permit 41-17) Page 5

2.3 Sampling Schedule
Quarterly methane and hydrogen sulfide monitoring will be conducted at all subsurface
gas detection locations and in all occupied structures located on the landfill property. In
addition, enclosed structures, such as manholes, utility vaults, and buried drainage pipes
should be checked for gas prior to servicing, in addition to the routine monitoring. The
passive gas vents for the final cover, when installed, are not required to be monitored.

Monitoring times are also important when conducting landfill gas monitoring. Proper
landfill gas monitoring should include sampling during times when landfill gas is most
likely to migrate. LFG monitoring should be conducted when the barometric pressure is
low and soils are saturated. During the winter season when snow cover is just beginning
to melt or when the ground is frozen or ice covered, landfill gas monitoring should be
conducted when the barometric pressure is low.

3.0 LFG Sampling Program
3.1 Equipment and Calibration
A-1 Sandrock enlists the services of an experienced third-party firm to conduct the
monitoring. That firm utilizes a landfill gas instrument that meets the requirements of
SWS Landfill Gas Monitoring Guidance with respect to detecting methane, oxygen,
carbon dioxide, and hydrogen sulfide. Calibration shall occur prior to instrument use and
according to the manufacturer’s specifications. Should this element of the program
change, this plan will be amended accordingly.

3.2 LFG Sampling Procedures
The following procedure is recommended for conducting landfill gas monitoring well
sampling and/or bar-hole punch testing (shown in italics). The sampling equipment shall
consist of a good-quality gas meter capable of detecting methane (LEL) and oxygen
levels – most modern meters include carbon monoxide or carbon dioxide, depending on
the meter and hydrogen sulfide readings. In deference to the professionals who have
conducted the sampling for years, these procedures are guidelines; no changes to the
current sampling program are warranted.

Step 1 Calibrate the instrument according to the manufacturer’s specifications. In
addition, prepare the instrument for monitoring by allowing it to properly
warm up as directed by the manufacturer. Make sure the static pressure
shows a reading of zero on the instrument prior to taking the first sample.

LFG MONITORING PLAN
A-1 Sandrock CDLF and Processing Facility (Rev. 1.1) 5/1/2015
Phase 1 and 2 PTO Renewal (Permit 41-17) Page 6

Step 2 Purge sample tube for at least one minute prior to taking reading. Connect
the instrument tubing to the landfill gas monitoring well cap fitted with a
stopcock valve or quick connect coupling.

Step 2 Drive the bar into the ground to a depth of 3 feet at the sampling location
Alternate using a hammer or backhoe bucket. Heavy gauge rebar is ideal for this
task. The bar-hole needs to be near-vertical and free of obstructions.
Drilling a hole with a modified concrete drill (an extension is required to
reach the desired depth) has been demonstrated to expedite the making of a
boring with less smearing of the side walls.

Step 3 Open the valve and record the initial reading and then the stabilized
reading. A stable reading is one that does not vary more than 0.5 percent by
volume on the instrument’s scale.

Step 3 Cover the hole upon extraction of the drill to retain any gas present.
Alternate Without completely lifting the cover, gently insert the sampling tube beneath
the cover and obtain an initial reading. Allow time for a stabilized reading
as described above.

Step 4 Record the stabilized reading including the oxygen concentration and
barometric pressure. A proper reading should have two percent oxygen by
volume or less. If levels of oxygen are higher, it may indicate that air is
being drawn into the system giving a false reading.

Step 5 Turn the stopcock valve to the off position and disconnect the tubing.

Step 5 Backfill the hole with cuttings or native soil; tamp the backfill with a rod or
Alternate equipment handle.

Step 6 Proceed to the next landfill gas monitoring well and repeat Steps 2 – 5.

LFG MONITORING PLAN
A-1 Sandrock CDLF and Processing Facility (Rev. 1.1) 5/1/2015
Phase 1 and 2 PTO Renewal (Permit 41-17) Page 7

4.0 Record Keeping and Reporting
The sampling technician shall record the date, time, location, sampling personnel,
calibration data, gas pump rate, barometric pressure (from local weather reports), ambient
temperature, general weather conditions at the time of sampling, initial and stabilized
concentrations of methane (see the Landfill Gas Monitoring Data Form) following this
text). These monitoring records shall be maintained in the landfill operating record.
Should methane be detected at any sampling location, the facility manager should be
notified and, depending on the concentrations, a report to the Solid Waste Section might
be warranted. In any event a qualified engineer should be consulted.

5.0 Contingency Plan
Solid Waste Rule .0544 (d) (3) requires the following responses in the event that methane
and/or hydrogen sulfide concentrations are detected that exceed the regulatory limits:

A Immediately take all steps necessary to ensure protection of human
health and notify the Division – at a minimum, occupied structures
should be evacuated and ventilated until the methane concentrations
subside; close monitoring of structures shall be implemented; for
facility boundary violations, further evaluation is warranted, subject to
notification and approval by the Division.

B Within seven days of detection, place in the operating record the
methane or explosive gas levels detected and a description of the steps
taken to protect human health;
C Within 60 days of detection, implement a remediation plan for the
methane or explosive gas releases, place a copy of the plan in the
operating record, and notify the Division that the plan has been
implemented. The plan must describe the nature and extent of the
problem and the proposed remedy.

D Based on the need for an extension demonstrated by the operator, the
Division may establish alternative schedules for demonstrating
compliance with the limits.

E "Lower explosive limit" means the lowest percent by volume of a
mixture of explosive gases in air that will propagate a flame at 25o C at
atmospheric pressure.

F Upon completion of mitigation activities, a thorough report shall be
placed in the operating record to document the incident and outcome.
LFG MONITORING PLAN
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Phase 1 and 2 PTO Renewal (Permit 41-17) Page 8

6.0 Professional Certification
The certification statement below must be signed and sealed by a North Carolina
Professional Geologist or Professional Engineer and submitted with the Landfill Gas
Monitoring Plan.

The landfill gas monitoring plan for this facility has been prepared by a qualified
geologist or engineer who is licensed to practice in the State of North Carolina.
The plan has been prepared based on first-hand knowledge of site conditions and
familiarity with North Carolina solid waste rules and industry standard protocol.
This certification is made in accordance with North Carolina Solid Waste
Regulations, indicating this Landfill Gas Monitoring Plan should provide early
detection of any release of hazardous constituents to the uppermost aquifer, so as
to be protective of public health and the environment. No other warranties,
expressed or implied, are made.

Signed _______________________________

Printed ___G. David Garrett, PG, PE_______

Date _____May 1, 2015_____________

Not valid unless this document bears the seal of the above mentioned licensed professional.

If wells are installed in the future, the well locations shall be shown on a topographic
map that is signed and sealed by a registered surveyor.
ATTACHMENT 1
MONITORING LOCATION MAP
A-1 Sandrock CDLF and Processing Facility (Rev. 1.1) 5/1/2015
Phase 1 and 2 PTO Renewal (Permit 41-17)

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ATTACHMENT 2
LFG MONITORING FORM
A-1 Sandrock CDLF and Processing Facility (Rev. 1.1) 5/1/2015
Phase 1 and 2 PTO Renewal (Permit 41-17)

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NC Division of Waste Management - Solid Waste Section
Landfill Gas Monitoring Data Form
Notice: This form and any information attached to it are "Public Records" as defined in NC General Statute 132-1. As such,
these documents are available for inspection and examination by any person upon request (NC General Statute 132-6).
Facility Name: Permit Number:
Date of Sampling: NC Landfill Rule (.0500 or .1600):
Name and Position of Sample Collector:
Type and Serial Number of Gas Meter: Calibration Date of Gas Meter:
Date and Time of Field Calibration:
Type of Field Calibration Gas (15/15 or 35/50): Expiration Date of Field Calibration Gas Canister:
Pump Rate of Gas Meter:
Ambient Air Temperature: Barometric Pressure: General Weather Conditions:
Instructions: Under “Location or LFG Well” identify the monitoring wells or describe the location for other tests (e.g., inside
buildings). A drawing showing the location of test must be attached. Report methane readings as both % LEL and % CH4 by
volume. A reading in percent methane by volume can be converted to % LEL as follows: % methane by volume = % LEL/20

Location
or LFG
Well ID
Sample
Tube
Purge
Time
Time
Pumped
(sec)
Initial
%LEL
Stabilized
%LEL
%CH4 by
volume %O2 %CO2 %H2S Notes

If your facility has more gas monitoring locations than there is room on this form, please attach additional sheets listing the
same information as contained on this form.
Certification
To the best of my knowledge, the information reported and statements made on this data submittal and attachments
are true and correct. I am aware that there are significant penalties for making any false statement, representation, or
certification including the possibility of a fine and imprisonment.
SIGNATURE TITLE
ATTACHMENT 3
LFG MONITORING WELL SCHEMATIC
A-1 Sandrock CDLF and Processing Facility (Rev. 1.1) 5/1/2015
Phase 1 and 2 PTO Renewal (Permit 41-17)

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Figure 1 – Landfill Gas Monitoring Well Detail 

Appendix 7
Design Hydrogeologic Report

TABLE OF CONTENTS
A-1 Sandrock CDLF Permit #41-17-CDLF-2009 April 2018
Phase 3 Design Hydro Study Page i
INTRODUCTION .............................................................................................................. 1
1.0 HYDROGEOLOGIC INVESTIGATION ......................................................................... 2
1.1 Map and Literature Review .................................................................................... 2
1.1.1 Geologic and Topo Maps ......................................................................... 2
1.1.2 Fracture Trace Analysis ........................................................................... 4
1.1.3 Topographic Setting and Drainage .......................................................... 5
1.1.3 Other Pertinent Features .......................................................................... 5
1.2 Field Reconnaissance .............................................................................................. 6
1.2.1 Bedrock characteristics ............................................................................ 6
1.2.2 Rock Depths ............................................................................................. 6
1.2.3 Springs, Seeps and Ground Water Discharge Features ........................... 7
1.3 Test Borings/Piezometers ....................................................................................... 7
1.4 Laboratory and Field Testing ................................................................................. 8
1.4.1 Laboratory Analysis ................................................................................. 8
1.4.2 Formation Descriptions ............................................................................ 8
1.4.3 Field Hydrologic Testing ......................................................................... 9
1.4.4 Hydrogeologic Units .............................................................................. 10
1.4.5 Dispersivity Characteristics ................................................................... 10
1.5 Other Investigative Tools ...................................................................................... 13
1.6 Stratigraphic Cross Sections ................................................................................. 13
1.7 Water Table Information....................................................................................... 14
1.7.1 Short-Term Water Levels ...................................................................... 14
1.7.2 Long-Term Water Levels ...................................................................... 14
1.7.3 Estimated Seasonal High Water ............................................................ 17
1.7.4 Factors That Influence the Water Table ................................................. 17
1.8 Horizontal and Vertical Flow Dimensions ........................................................... 17
1.9 Ground Water Contour Maps................................................................................ 19
1.10 Local Well and Water Use Information ................................................................ 19
1.11 Special Geologic Considerations .......................................................................... 19
1.12 Summary Report ................................................................................................... 19
2.0 DESIGN HYDROGEOLOGIC REPORT .................................................................... 21
2.1 Ground Water Monitoring System Design Info ................................................... 21
2.1.1 Uppermost Aquifer Characteristics........................................................ 21
2.1.2 Relative Point of Compliance ................................................................ 21
2.1.3 Monitoring Plan Amendments ............................................................... 21
2.2 Rock Core Information ......................................................................................... 22
2.3 Estimated Long-Term Seasonal High Water Table .............................................. 22
2.4 Bedrock Contour Map........................................................................................... 22
2.5 Hydrogeologic Cross Sections .............................................................................. 22
2.6 Ground Water Flow Regime ................................................................................. 23
2.7 On-site Soils Report .............................................................................................. 23
2.8 Certification .......................................................................................................... 23
TABLE OF CONTENTS
A-1 Sandrock CDLF Permit #41-17-CDLF-2009 April 2018
Phase 3 Design Hydro Study Page ii

TABLES Refer to the tabbed section that follows this text
1 Test Boring/Piezometer Data
2 Geotechnical Laboratory Data
3 Hydrogeologic Properties
4 Short-Term Ground Water Observations
5 Historic Ground Water Levels and Hydrograph (Monitoring Wells)
6 Horizontal Ground Water Gradient and Velocity Calculations

FIGURES In-text
1 Excerpt from Charlotte 1 degree by 2 degrees Quadrangle (1985) .........................2
2 General Vicinity Map (2000-foot radius) ................................................................3
3 Guilford County Aerial Photo (2013) ......................................................................5
4 PHDI for NC Northern Piedmont (1995-2015) .....................................................20
5 PHDI for NC Northern Piedmont (1895-2015) .....................................................21
6 Monitoring Well Hydrograph (2006-2014) ...........................................................22

DRAWINGS Refer to tabbed section
Drawing Name
S1 Facility Plan
S2 Initial Conditions with Test Locations
S3 Final Grades with Ground Water Contours
S4 Final Grades with Bedrock Contours
X1 Hydrogeologic Cross Sections E-E’
X2 Hydrogeologic Cross Sections G-G’
M1 Water and Gas Monitoring Locations

TABLE OF CONTENTS
A-1 Sandrock CDLF Permit #41-17-CDLF-2009 April 2018
Phase 3 Design Hydro Study Page iii
ATTACHMENTS
A Data Tables
B Test Boring Records
C Field Hydraulic Conductivity Testing
D Fracture Trace Analysis
E Geotechnical Laboratory Data

INTRODUCTION
A-1 Sandrock CDLF Permit #41-17-CDLF-2008 April 2018
Phase 3 Design Hydro Study Page 1

A-1 Sandrock, Inc., owns and operates a Construction and Demolition debris landfill
(CDLF), located at 2091 Bishop Road, near Greensboro, North Carolina, in southeastern
Guilford County. The Owner is seeking a Permit to Construct (PTC) and Permit to
Operate (PTO) for Phase 3. This document presents a Design Hydrogeologic Study
prepared in accordance with Solid Waste Rules 15A NCAC 13B .0538, with updates to
the facility monitoring plan in accordance with Rule 15A NCAC 13B .0544.

The landfill began operation in 2009 as the reclamation program for an open pit mine
(essentially a large borrow pit). The initial Site Suitability Study was performed in 2002,
and mining commenced using solid waste buffer criteria ca. 2003. The permitted facility
boundary encompasses approximately 75 acres, whereas the footprint is divided into
three contiguous phases covering approximately 21 acres. Phase 1 straddled a geologic
boundary between hard diorite bedrock to the east and deeply weathered granite
(“sandrock”) to the west, near a north-south oriented diabase dike.

Excavation to design base grades in Phase 1 encountered a few rock outliers that required
“padding” with soil to provide the required 4 feet of separation. The diabase dike
generally proved to be easier to excavate than was indicated by the “auger refusal”
conditions mapped in the Site Suitability investigation. The upper 20-30 feet of diabase
in Phase 1C consisted of variable size cobbles and boulders nested in a matrix of clayey
soil. A variable rock surface was suspected during the earlier studies, thus a second
investigation with test pits was performed to confirm the vertical separation, albeit some
of the grades were adjusted up or down as conditions dictated.

Similar excavation conditions were encountered in Phase 2, whereas the eastern portions
of the cells encountered the diabase dike, but in the western portions ground water
separation became the controlling factor. Test pits in Phase 2 confirmed sufficient
separation to bedrock and ground water upon completion of the grading. As-built
surveys of all completed base grades were performed. A tally of lost or gained airspace
was kept in Phases 1 and 2. These conditions may extend to Phase 3.

Test boring information indicates ground water separation will be the controlling factor in
the south end of Phase 3, and bedrock separation will control the grading in the central
and north end of Phase 3. The hydrogeologic information collected in Phase 3 meets the
Solid Waste Section’s requirements for data density, i.e., one boring per acre, but
experience with variable conditions in the rest of the site suggests the supplemental test
pits at the time of construction and adjustment of base grades will be appropriate for
Phase 3.

1.0 HYDROGEOLOGIC INVESTIGATION
(15A NCAC 13B .0538)
A-1 Sandrock CDLF Permit #41-17-CDLF-2008 April 2018
Phase 3 Design Hydro Study Page 2

1.1 Map and Literature Review

1.1.1 Geologic and Topo Maps – The site is located in the Piedmont physiographic
province. Published geologic mapping 1 places the site in the Charlotte Belt, underlain by
metamorphosed igneous plutonic rocks, typically consisting of Precambrian granite and
grano-diorite (€Zg) and early Paleozoic intermediate-mafic units, diorite-gabbro (PZzg).
These rock units have been altered and jointed during multiple thermo-tectonic events.
Localized shearing is evidenced by slickensides and small-scale displacements along
joint surfaces. Both units are present on the site but too small to distinguish in Figure 1.
Two principle rock types identified on-site include 1) diorite, characterized as very hard,
fine-grained, greenish-gray rock comprising olivine-hornblende-plagioclase minerals
with accessory chlorite and occasional pyrite; and 2) granite, characterized as moderately
hard, coarse-grained, porphyritic, white and black rock consisting chiefly of plagioclase-
quartz-biotite with minor potassic feldspar. Both units exhibit high angle jointing spaced
6 to 12 inches apart. Both units exhibit occasional aplite veins, and the granite exhibits
quartz “stringers,” suggesting some degree of secondary mineralization. Historic gold
mines existed within two miles to the northeast and southwest directions.2

Figure 1 – Excerpt from the North Carolina Geologic Map (1985)

1 North Carolina Geologic Survey at http://www.geology.enr.state.nc.us

2 Mineral production reported in various Economic Reports, ca. 1900, found in the NCGS archives.
A-1 Sandrock
1.0 HYDROGEOLOGIC INVESTIGATION
(15A NCAC 13B .0538)
A-1 Sandrock CDLF Permit #41-17-CDLF-2008 April 2018
Phase 3 Design Hydro Study Page 3

A third significant rock unit, a diabase dike of Triassic-Jurassic age (Jd), was observed
along a north-south lineament, just west of the apparent granite-diorite contact. This unit
is large enough to be mapped on the regional geologic map but not the state map. The
“baked zone” appeared to be approximately 30 to 50 feet wide, but later exposure shows
the dike to be approximately 10 feet wide. The upper surface of the diabase is weathered
and contains “nests” of hard, rounded, black boulders and cobbles, embedded in a matrix
of dark orange, plastic, silty clay. Diabase dikes have generated a lot of interest for solid
waste site monitoring. Based on historic data, the diabase is not a significant factor here.
Other mafic rock units were observed as small, disconnected pods, called “xenoliths,” of
moderately hard, green-gray, foliated gneiss, generally too fine-grained for positive
visual mineral identification. Such occurrences are common throughout the region and
are believed to represent either old, post-depositional dikes within the granite (not to be
confused with the much younger diabase) or diorite inclusions that were assimilated into
the granite, now obscured by later thermo-tectonic events. These relatively small rock
bodies are too small and isolated to map as individual units, thus they are believed to
have no significance for water quality monitoring.

Figure 2 – USGS Pleasant Garden 7.5 minute series topographic quadrangle3
Surface topography serves as a guide to the direction of groundwater flow and influences
hydraulic gradients. The variable topography observed at the site and throughout the
region (Figure 2) is largely a manifestation of differential weathering of the bedrock,

3 http://nationalmap.gov/ustopo
1.0 HYDROGEOLOGIC INVESTIGATION
(15A NCAC 13B .0538)
A-1 Sandrock CDLF Permit #41-17-CDLF-2008 April 2018
Phase 3 Design Hydro Study Page 4

resulting from varying composition (chiefly quartz vs. mica content), upturned foliation,
and regional jointing (brittle shear structures) as key factors. Test borings reveal the
differential weathering through variations in auger refusal depths and soil composition,
yet the soils at the site are relatively deep (typically exceeding 30 feet). Ground water is
also relatively deep within the higher elevations and shallower in the lower elevations.
1.1.2 Fracture Trace Analysis – Generalized bedrock fracture trends for a 2-mile
study area were acquired during the Site Suitability study by tracing stream alignments
on the topo map. The alignment lengths were tallied and grouped according to compass
orientation, and a Cumulative Length diagram was presented as a rosette diagram in
Attachment D, to show the statistical trends for the length and orientation of major
fracture systems. USGS mapped perennial streams were targeted since they represent the
predominant regional fracture pattern with minimal background clutter introduced by
counting all the drainage features.
Some of the major fracture systems can be traced in the on-site bedrock through outcrop
measurements (strike and dip of bedding and jointing), but bedrock exposures at the site
are infrequent and highly weathered. The topographic orientations described below are
given in coordinates and azimuth directions. Six major orientation groups were identified
in the fracture trace analysis. Groupings used here represent 20 degrees of azimuth.
1 N0° to N20°E (Az. 000 to 020) North-south orientation of several larger stream runs,
including Hickory Creek, which is believed to represent a significant regional tensional
event, akin to the diabase dike intrusion.
2 S84°W to N84°W (Az. 264 to 276) East-west orientation of both unnamed tributaries to
Hickory Creek occurring on the site. This is the principal ground water flow direction at
the site, based on the potentiometric surface map.
3 N56°W to N49°W (Az. 284 to 311) Northwest orientation of streams leading toward the
site from up-gradient areas. Together with Group #4, comprises the predominant fracture
pattern in the study area, based on cumulative length of drainage features.
4 N48°W to N48°W (Az. 312 to 338) Northwest orientation of streams leading directly
onto the site from up-gradient areas.
5 N045°E to N059°E (Az. 045 to 059) Coincides with the regional NE-SE trend. Together
with Group #6, comprises the second-most predominant fracture pattern in the study area,
based on cumulative length of drainage features at these orientations. Smaller streams
located to the north of the “north” unnamed tributary follow this orientation.
6 N060°E to N073°E (Az. 060 to 073) No drainage features on-site at these orientations,
but includes a long run of Hickory Creek south of the site.
Based on the fracture trace analysis, regional ground water flow near the site is directed
west toward Hickory Creek, following the trend of Group #2. The potentiometric surface
map indicates likely flow directions to the northwest and southwest, divided along an axis
1.0 HYDROGEOLOGIC INVESTIGATION
(15A NCAC 13B .0538)
A-1 Sandrock CDLF Permit #41-17-CDLF-2008 April 2018
Phase 3 Design Hydro Study Page 5

located near the middle of the site that reflects surface topography. A possible flow
orientation occurs along the north-south orientation of the diabase dike (Group #1), but
this, too, leads to a ground water interceptor stream.
1.1.3 Topographic Setting and Drainage – USGS topographic mapping (Figure 2)
shows the site situated along the west side of a dissected ridge. Topography consists of a
broad, dissected ridge, bordered on three sides by streams. Hickory Creek borders the
site to the west. Two unnamed “blue-line” tributaries flow west to Hickory Creek and
converge within the site boundary. Drainage is generally northwest, west and southwest.
Ground surfaces vary from El. 730 along Hickory Creek to El. 806 near the center and El.
812 at the east facility line. All drainage eventually flows to the Deep River via Hickory
Creek, making the site subject to the Randleman Reservoir Watershed buffer rules.
1.1.4 Other Pertinent Features
The unnamed tributaries form
deep, steeply sloping valleys
that separate the disposal area
from its surroundings. A 100-
year floodplain is delineated
along Hickory Creek. These
features restrict access and
provide visual screening, as
well as limiting ground water
and potential subsurface gas
movement within predictable
limits. Other site features that
could influence the monitoring
are two easements north of the
disposal area, including a cross-
country petroleum pipeline
(Colonial Pipeline) and a
sanitary sewer outfall, shown in
aerial photography (Figure 3).
Figure 3 – 2013 Photo http://gis.co.guilford.nc.us/Guilfordjs/
Colonial Pipeline
Sanitary Sewer
1.0 HYDROGEOLOGIC INVESTIGATION
(15A NCAC 13B .0538)
A-1 Sandrock CDLF Permit #41-17-CDLF-2008 April 2018
Phase 3 Design Hydro Study Page 6

1.2 Field Reconnaissance
1.2.1 Bedrock Characteristics – Typical of the Piedmont region, near-surface soils are
characterized as saprolite, weathered from the underlying bedrock (saprolite), either
diorite or granite on this site, and exhibits a relict texture and mineralogy derived from
the parent bedrock. Stratigraphy is based more on the in-situ weathering pattern of the
underlying bedrock than actual depositional units. Earlier test borings indicate standard
penetration test (SPT) values vary spatially due to localized density variations and the
degree of saturation. The on-site soils exhibit SPT values typically exceeding 20 blows
per foot and varying with increasing depth to values exceeding 100 blows per foot.
These densest soils, known locally as “partially weathered rock,” can be penetrated by
power-driven hollow stem augers but transition to bedrock, defined by “auger refusal.”
Several borings were cored or advanced into the bedrock with rotary-air drilling methods.
Based on the test boring data, the top of rock exhibits a differential weathering pattern,
typical of a transitional boundary between the saprolite and bedrock. Additional test
borings were performed for Phase 3, to provide sufficient coverage (one per acre)
throughout the footprint. The earlier studies that supported the permitting of previous
phases, and numerous site visits made during the excavation of Phases 1 and 2, afford a
thorough understanding of soils, rock and ground water conditions likely to be
encountered in Phase 3. Drawing S1 shows the layout of the investigation.
Within Phase 3, the top layer of soil generally consists of silty and sandy clays, found
from 0 to 5 feet below the surface. These soils range from medium stiff to stiff, and are
tan, brown, and red in color. The soil layer below sandy silt and silty sand, extending to
depths of 5 to 25 feet below the surface. These soils are stiff to hard, gray-orange-tan
(occasionally greenish-gray) in color. These soils are variably moist and often exhibit
mottling due to past moisture fluctuations, in addition to occasional dark brown iron-
manganese staining along joint surfaces.

1.2.2 Rock Depths – Generalized bedrock contours established in 2002 are based on
test boring data and available outcrops, shown in Drawing S4. The mapped bedrock
surface is based on “auger refusal” depths encountered at the test borings, in keeping with
NCDEQ policy. The rock surface generally reflects the topography, but the actual rock
surface is variable due to the differential weathering pattern. “Refusal” can vary based
on drilling equipment and technique, in addition to the density, thus “refusal” is not
always a reliable indication of the “top of bedrock.” Rotary rock coring recoveries
exposed considerable deep weathering along steeply inclined.

1.0 HYDROGEOLOGIC INVESTIGATION
(15A NCAC 13B .0538)
A-1 Sandrock CDLF Permit #41-17-CDLF-2008 April 2018
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Drawing S4 shows maximum expected bedrock contours based on the test borings, along
with design base grades and bedrock separation. Based on these data, rock defined by
“auger refusal” will likely be 10 feet or deeper below base degrades across Phase 3.
Subsurface conditions will be confirmed during construction with test pits, and base
grades will be adjusted as needed to provide the required 4 feet of vertical separation
between the base grade and either bedrock or groundwater.
1.2.3 Springs, Seeps and Ground Water Discharge Features – Several streams are
located on the property, as indicated on various drawings and figures, though no running
streams existed within the footprint. Down gradient of Phase 3 is an unnamed tributary,
which exists entirely above the 100-year floodplain west of the CDLF. The tributary
stays wet much of the year, though no visible seeps or springs are obvious. The tributary
is considered a discharge for the uppermost aquifer in this portion of the site. The ground
water potentiometric maps, Drawing S3, depict the ground water contours tied to the
stream bottoms, consistent with the hydrogeologic model.
1.3 Test Borings
Drawing S1, S2, S3 and S4 are plan-views of Phase 3 showing the various borings.
Including previous test borings drilled within Phases 3, i.e. B-8 and B-24, a total of 11
data points exists within the 5.89-acre phase, which exceeds the requirement of one
boring per acre. Three additional borings located along the margins are considered
relevant: B-14, B-18, and B-26. The earlier piezometers have long since been removed,
but the data are useful to supplement bedrock information. Nearby monitoring wells
MW-1 and MW-2 provide semi-annual water level data over approximately 15 years.

The test borings were drilled with an all-terrain vehicle-mounted drill rig turning hollow
stem augers for a considerable distance into the dense “sandrock” (100+ bpf material).
The borings extended to auger refusal depths, which varied from 14.6 feet at B-32 to 25.3
feet at B-34 Rock cores were taken at B-10, B-11, B-12, and B-13. The design base
grade is represented in plan-view and on cross sections, Drawings X1 and X2. These
drawings demonstrate that 4 feet of vertical separation, or more, exists between the
design base grades and the bedrock or ground water.

Test locations were selected based on topography and other features to demonstrate the
vertical separation characteristics within Phase 3. A summary of relevant test boring
data, e.g. elevations of weathered rock, bedrock, termination depths, and piezometer
screen intervals, is presented on Table 1. Test boring records are presented in
Attachment B.
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1.4 Laboratory and Field Testing
1.4.1 Laboratory Analysis – Table 2 presents a summary of laboratory test data for
selected samples obtained in 2002. The laboratory test program consists of the following:
Flexible wall permeability – remolded* D5084 2
Standard Proctor Compaction D698 2
Grain Size w/Hydrometer D422, D1140 4
Atterberg Limits D4318 4
Natural Moisture D2216 4
*Flexible wall permeability test were performed on relatively undisturbed (Shelby tube) samples.
The soils were classified in the laboratory according the Unified Soil Classification
System (USCS). These descriptions were matched to the boring logs to verify the visual
soil classifications. Based on the laboratory data, most of the on-site soils classify as
silty and clayey sands (SM and SC) and some sandy clayey sands (SM-ML and CL-ML).
Near surface soils exhibited clay contents varying from 8% to 31% by weight, whereas
the deeper soils show lower clay contents of 4% to 8%. Silt contents are typically 9.6%
to 58.9%, whereas sand content was measured from 10% to 86.4%. The lab reported
liquid limits varying from 35 to 49, while the plasticity indices generally vary from 13 to
21, consistent with sand and silt. Moisture content was reported from5.1% to 38.3%.
In keeping with Division requirements, the effective porosity was estimated from the
grain size distribution analysis using the Textural Classification diagram,4 originally
developed by the US Geological Survey for estimating specific yields in porous aquifers.
In an unconfined aquifer, specific yield and effective porosity are close enough to be
considered interchangeable. The effective porosities are then utilized in ground water
velocity calculations. The ternary diagram (see Attachment E) shows apparent specific
yields generally grouped between 12% and 30% – the sandier soils exhibit generally
higher values; more silty soils exhibit generally lower values. The effective porosity
values were used in the hydraulic conductivity calculations are summarized on Table 3.
1.4.2 Formation Descriptions – Relevant test boring logs excerpted from the earlier
permitting studies are presented in Attachment B. The test borings and soil excavations
indicate soils derived chiefly from competent diorite and/or granite bedrock, with widely

4 Johnson, A.I., Specific Yield – Compilation of Specific Yields for Various Materials, Geological Survey
Water Supply Paper 1662, US Department of the Interior, 1967

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spaced high-angle and sub-horizontal jointing and some thin pegmatite intrusions and
quartz-filled veins underlying the site. The rock type observed on-site is consistent with
published mapping. The borings encountered no obvious voids, faults, or compressible
zones. Aquifers tend to form along highly weathered zones associated with jointing or
other fractures (i.e. conchoidal fracturing specific to granite) and within the deeper,
coarse-grained saprolite that mantles the bedrock. These are secondary porosity features,
not typically associated with a given stratigraphy. The aquifers are localized and follow
surface topography, associated with regional jointing and coincide with drainage features.
The near surface soils exhibit SPT values ranging from 11 to 100 blows per foot (bpf).
Apparent variability in density is due to differential weathering where soils containing
hard zones of sandy material (more resistant to weathering) are interlayered with softer,
more micaceous material (less resistant to weathering). At locations investigated for this
study, the soils become denser (i.e., exhibit higher SPT values) with increasing depth and
transition to “partially weathered rock”, defined as very dense saprolite defined by SPT
values over 100 bpf, but which can still be penetrated by a hollow stem auger.
The “partially weathered rock” transitions with depth to “bedrock” typically defined by
“auger refusal” in NC DENR nomenclature. Auger refusal depths vary in the Phase 3
area from approximately 14.6 to 25.30 feet. Typically, the granites exhibit deeper
weathering depths, hence deeper “auger refusal” conditions. The upper rock surface is
transitional, that is, the overlying soils grade into rock at variable depths, partly
influenced by textural and mineralogical variations in the diorite, resulting in a
differential weathering profile. The soil horizons contain veins of hard materials, termed
“stringers,” boulders, or occasional ledges of less weathered rock.

Below auger refusal depths, the rock is generally competent. Rock cores taken in the
Phase 3 indicate core run recoveries typically in the 70% to 100% range and rock quality
determination (RQD) varying from 40% to 90% for the first 5 to 10 feet below refusal
depths. Below these depths, recoveries approach 100% and RQD values increase to
typical values of 60% to 80%. In terms of hydrologic characteristics, rock with RQD
values less than approximately 60% tend to behave as “porous flow media”, while in
those with RQD values above 60% fracture flow characteristics are likely to predominate.

1.4.3 Field Hydrologic Testing – A summary of conductivity values calculated from
falling head slug tests are presented on Table 3. Initial static water level measurements
were made at the beginning of each slug test. The slug tests were conducted by placing a
combined data recorder-pressure transducer (In-Situ Level Troll™) at the bottom of the
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piezometer, allowing the equipment to come to equilibrium, then inserting a cylindrical
fixed volume (slug) to raise the level of water in the well above the static water level.
This produced a differential head that caused water to flow out of the well until the head
pressure dissipated. The data logger was used to measure the rate of outflow until water
level equilibrium was reestablished. The test data were analyzed using the
HydroSOLVE, Inc. AQTESOLV for Windows™ program according to the Bouwer-Rice
procedure. The test data and permeability calculations are presented in Attachment C.

1.4.4 Hydrogeologic Units – Two principal hydrogeologic units were identified based
on the field hydraulic conductivity values: (1) saturated residuum (saprolite), and (2)
bedrock. Hydraulic conductivity data is summarized below:
Hydro Unit Bouwer-Rice Conductivity (cm/sec)
Unit Description Max. Min. Avg.
1 Saprolite 7.14E-6 at B-21 1.20E-5 at B-7 9.60E-6
2 Bedrock 6.00E-6 at B-19
There is variation within the saprolite, but the general trend is toward increasing density
with depth. The unit boundaries are transitional, that is, the units are interconnected and
can be considered as one contiguous porous aquifer from the uppermost point of
saturation down to the point where the rock is not weathered, below which discrete
fracture flow is dominant. In both flow regimes, hydrostatic pressure can lead to artesian
conditions, where the static water in the well can be higher than the depth at which a
water-bearing seam is encountered.
Hydraulic conductivity test values for the upper, weathered portion of the bedrock are
similar to that of the saprolite, which is expected based on the low recovery and RQD
data. The values are typical of those observed within the Piedmont. It should be noted
that slug tests measure hydraulic properties within a relatively narrow zone of influence
around the piezometer, and there could be sample bias, so conditions may vary.
1.4.5 Dispersivity Characteristics – Predicting the movement of contaminants in
ground water is of interest in developing an effective monitoring program. Contaminant
transport modeling, which is dependent on the properties of both the aquifer and the
contaminant of interest, is typically described in the literature by the advection-dispersion
equation, where advection is chemical movement via groundwater flow due to the
groundwater hydraulic (i.e. head) gradient, and dispersion is defined as, “the spreading
and mixing of chemical constituents in groundwater caused by diffusion and mixing (due
to microscopic variations in velocities within and between pores).” 5

5 http://www.fosterwelldrilling.com/glossary.htm
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As water moves through a porous medium, soil grains become obstacles that result in
friction between the fluid and solids, resulting in localized variations in groundwater
velocity. Solutes and non-soluble fluids that might be released from a waste unit
(contaminants of concern) may be introduced as a chronic mass flux over a long period or
as a relatively short-term pulse. Without dispersion, all the dissolved-phase contaminants
would travel in a straight line at the ambient groundwater velocity. With dispersion,
some chemical fluids travels faster and some slower than the mean velocity – due in part
to inherent aquifer properties and in part to chemical properties of the solute. Dispersion
results from both mechanical dispersion and molecular diffusion.

Mechanical dispersion describes the degree of mixing at the microscopic level, due to
the velocity variations within randomly oriented, interconnected pore space – an inherent
property of both the medium (texture and material type) and each solute (chemical
partitioning). Molecular diffusion describes variations in solute concentrations within
the fluid phase at the microscopic level – inherent to the solubility of each solute. The
dispersion coefficient is defined as the sum of the coefficients of mechanical dispersion
and molecular diffusion in a porous medium (Bear, 1972).6

Within aquifers with three-dimension flow, longitudinal dispersion describes how some
of the water molecules and solute molecules travel more rapidly than the average linear
velocity and some travel more slowly, spreading the solute in the direction of the bulk
flow, while transverse dispersion describes the spreading of the solute in directions
perpendicular to the bulk flow (after Freeze and Cherry, 1979).7

A key input parameter to advection-dispersion evaluations is a mixing parameter that
depends solely to the characteristics of the porous medium, i.e., dispersivity, = D/,
where D is the dispersion coefficient [L2/T] and is the mean pore-water velocity [L/T].
Recognizing the inherent difficulties in measuring solute dispersion within undisturbed,
heterogeneous soils for use in predictive calculations of contaminant transport, whereas

6 Bear, J., Dynamics of Fluids in Porous Media, Elsevier, New York, 1972

7 "The Federal Glossary of Selected Terms: Subsurface-Water Flow and Solute Transport", Department of
Interior, U.S. Geological Survey, Office of Water Data Coordination, August 1989.
http://or.water.usgs.gov/projs_dir/willgw/glossary.html

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most prior lab testing had focused on simple homogeneous soil, Perfect et al evaluated a
series of laboratory flow tests using six different undisturbed soil types.8

That study measured breakthrough concentrations under steady state conditions, from
which the bulk dispersive characteristics of each soil were back-calculated to relate linear
dispersivity to the soil-type dependent effective porosity. It was determined that lab-
scale dispersivity ranged from less than 0.5 cm to more than 20 cm and increased
sequentially moving from coarser to finer textural classes. The following table depicts
the variation in dispersivity (denoted as “predicted” for comparison to reference values
published in an earlier work) and other parameters for the tested soil types.

Where: n = porosity (not specified; the paper discussed an effective transport porosity, T)
a = air-entry pressure, inversely related to the size of the largest pores
b = dimensionless parameter, directly related to the width of the pore distribution
= dispersity coefficient.

Each unit of the uppermost aquifer consists of slightly to moderately to clayey and silty
sand. This classification is analogous to loamy sand, so values presented in the literature
might be considered representative. The models, which are often used to evaluate
horizontal spacing between monitoring wells, are sensitive to this parameter. However,
empirical evidence suggests that dispersivity can be most effectively estimated as a
function of contaminant plume length (i.e., the scale of the problem) and not the texture
or structure of the medium through which the plume is migrating. A practical rule of

8 Perfect, E., M.C. Sukop, G.R. Haszler, Prediction of Dispersivity for Undisturbed Soil Column from
Water Retention Parameters, Journal American Society of Soil Science, 66:696-701, 2002.

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thumb is ax (longitudinal dispersivity) is approximately 0.1 times the scale of the system,
and transverse dispersivity equals 0.1 times longitudinal dispersivity.9

The use of advection-dispersion modeling can be appropriate for determining well
spacing on certain sites (e.g., sedimentary aquifers with relatively flat ground water
gradients), where discharge features may not be well defined or the land not controlled to
the discharge feature. However, at the subject site discharge features are well-defined
(i.e., streams hydraulically isolate the existing and proposed disposal units), and the
property (hence groundwater use) is controlled to the known discharge features.
Dispersion and dispersivity become less relevant under such conditions.

1.5 Other Investigative Tools
This report builds upon the data collected during the earlier Site Suitability study and
field observation of excavations of Phase 1. Isolated occurrences of rock were
discovered, some of which were considered too large to excavate – these were padded
with soil to provide the required vertical separation. No ground water was encountered at
elevations above the excavated base grades. Whereas the principle investigator visited
the site many times over the 5-year operational period, a significant understanding of the
in-situ soil characteristics was gained through observation of soil exposures. No other
field tests or investigations were deemed necessary.
1.6 Stratigraphic Cross Sections
Drawings X1 and X2 present two generalized subsurface profiles prepared from the test
boring and laboratory data, which indicate the hydrogeologic and lithologic units for this
site. There is no clear stratigraphy present (i.e., sedimentary formations). For this
discussion, two hydrogeologic units were identified based on the relative density of the
saturated residuum (saprolite) and underlying bedrock:
• Unit 1 is defined as the variably dense saprolite existing beneath the water table
and above a depth of “auger refusal.”
• Unit 2 is defined by materials that yield auger refusal and require rotary coring
and/or air-hammer techniques to penetrate (defined here as bedrock).

9 http://www.epa.gov/athens/learn2model/part-two/onsite/longdisp.htm

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These units are characterized by differing degrees of weathering and corresponding
ranges of field hydraulic conductivity values (Section 1.4). The soil and rock units
exhibit differential weathering, typical of gradational boundaries. The subsurface profiles
show irregular unit boundaries that generally conform to the surface topography. Within
crystalline rock terrains of the Piedmont, relict jointing carried over from the parent rock
typically determines the development of the Unit 1 and Unit 2 aquifers. The spacing and
degree of weathering control the location, thickness, and transmissivity of the numerous
aquifers that form in the regolith (saprolite). Aquifers formed along the relatively
isolated fractures do not necessarily interconnect horizontally.10
Unit 1 exhibits porous flow media, characteristic of an unconfined to partially confined
“water table” aquifer. The thickness of saprolite is highly variable, but the Unit 1
designation considers the saturated zones only. Groundwater flow within Unit 2 is
discrete fracture flow along relatively widely spaced, localized joint sets. This
characterization is consistent with observations made of rock cores obtained during
drilling for previous field investigations conducted at the site. Due to the hydraulic
interconnection, Unit 1 influences pressure in Unit 2, thus these units are considered
together for drawing a single potentiometric surface on the cross sections (Drawing X1
and X2).

1.7 Water Table Information
1.7.1 Short-Term Water Levels – Table 4 presents a summary of short-term ground
water levels observed at the end of drilling and stabilized readings obtained after a period
of one to fourteen days after completion of the piezometers. These data are relevant for
this study in noting that many of the borings were initially dry, with stabilized water
levels occurring slowly at elevations higher than the bottoms of the borings.
1.7.2 Long-Term Water Levels – A summary of semi-annual water level observations
at the nearby monitoring wells extending back to 2006 is presented on Table 5.
Groundwater hydrographs for the monitoring wells follow the table. These data can be
used to correlate recent water level observations with climatic trends and historic water
level observations for estimating the maximum long-term seasonal high-water levels at
the piezometers.

10 LeGrand, Sr., H.E., A Master Conceptual Model for Hydrogeological Site Characterization in the
Piedmont and Mountain Region of North Carolina, North Carolina Department of Environment and Natural
Resources, Division of Water Quality, Groundwater Section, 2004
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Historical climatic trends are published using regional climatic data from the National
Climatic Data Center.11 A key parameter of interest is the Palmer Hydrologic Drought
Index (PHDI), which is compiled for over 100 years of weather records. The PHDI
represents an overall moisture balance within a region, compiled from multiple weather
stations for average precipitation, temperature (PET effects), leaf indices (growing
season), wind velocities, and solar radiation. Palmer indices provide a more complete
description of climatic trends than precipitation data alone, since evapotranspiration
effects are factored into the overall moisture balance in the atmosphere and at the ground
surface, i.e., the water availability for ground water recharge.
PHDI values can be presented as a hydrograph that shows cyclical trends, both seasonal
and over a longer timeframe (decades). Shifts in PHDI indices for a given region reflect
local climate changes, as well as changes in land use, e.g., forest cover vs. urban
development. Major climate events can influence the regional PHDI; notable events seen
across much of North Carolina include hurricanes, e.g., Fran in 1996 and Floyd in 1999,
as well as global phenomena, the most recognizable is “El Nino.” 12

Values are either neutral, i.e., “normal” relative to historical statistics, positive indicating
a wet spell, or negative indicating drought. The increasing numerical value toward
positive or negative represents the degree if wetness or drought, described with adjectives
moderate, severe, extreme, and exceptional. The use of Palmer indices provides a more
realistic indication of the recharge potential than considering precipitation alone. The
NOAA offers on-line interactive graphing capability by states and regions.

Figure 4

11 Time Bias Corrected Divisional Temperature-Precipitation-Drought Index, (TD-9640) March 1994,
National Oceanic and Atmospheric Administration, periodic updates available at www.ncdc.noaa.gov.

12 http://www.ncdc.noaa.gov/oa/climate/onlineprod/drought/xmgr.html and
http://www.ncdc.noaa.gov/cag/time-series/us
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700.00
710.00
720.00
730.00
740.00
750.00
760.00
770.00
780.00
790.00
800.00
11/01/0603/01/0707/01/0711/01/0703/01/0807/01/0811/01/0803/01/0907/01/0911/01/0903/01/1007/01/1011/01/1003/01/1107/01/1111/01/1103/01/1207/01/1211/01/1203/01/1307/01/1311/01/1303/01/1407/01/1411/01/14Ground Water ElevationMonitoring Well Hydrograph
MW-1
MW-2
MW-3
MW-4
MW-5
Historic Maximum at MW-4, El. 728.42 in April
Historic Maximum at MW-3, El. 728.47 in June
However, the PHDI graphs (Figures 4 and 5) do not show that El Nino as especially
remarkable in this region. It is interesting to note in the short-term graph (Figure 4) that a
drastic reversal of the PHDI in late 2002, in which a peak negative (drought) transitioned
to a peak positive (wet spell) within a few weeks, both extreme periods lasting for several
months’ duration. This event was reflected in ground water monitoring networks
throughout the North Carolina piedmont, with several monitored sites experiencing
record high ground water levels. This was called an “anomaly” relative to hydrologic
investigations then under review by the Solid Waste Section. Similar reversals can be
seen throughout the record, just not as pronounced, following the normal seasonality.

Figure 5
In the long-term PHDI graph (Figure 5), the 2002 anomaly stands out as the wettest
period on record, albeit short-lived, ironically following the peak drought on record. It
should be noted that all the available water does not infiltrate, whereas the PHDI does not
consider surface conditions (slope, drainage and vegetative cover) at a given site. These
data represent the overall moisture trend for the region during a given period.

Figure 6
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The on-site ground water data dates back only to 2006. The regional climatology since
2006 shows normal seasonal fluctuation, not excessively wet or dry, thus ground water
trends during this time are expected to within a normal range, with highs and lows
reflecting seasonal trends. The historic maximum at MW-1, shown above, the up-
gradient background well not subject to changes in surface conditions, occurred in April
2010 with an observed water level of El. 791.96.

In April 2014 an observed water level of El. 790.73 reflects the PHDI peak that occurred
in the winter of 2009-2010. The April 2010 maximum is seen in the other four wells,
albeit the difference between the peak and ambient water levels is not as pronounced.
This is expected because wells in the higher elevations are prone to more significant
fluctuation. Monitoring wells MW-3 and MW-4 exhibit maximum values in June 2013
(El. 728.47) and April 2014 (El. 728.42), respectively, which not only reflect a wet spell
that occurred from 2013 to 2014. It should be noted that the PHDI for both the 2009-10
and 2013-14 peaks were at least as wet as the El Nino winter of 1997-98.

1.7.3 Estimated Seasonal High-Water Table – The monitoring well data show a
good correlation between climatic trends and historic ground water levels observed in the
monitoring well network.

1.7.4 Factors That Influence the Water Table – The topographic ridge to the east
of the proposed expansion area results in a large recharge zone, and the location of the
creeks in the northeast and southwest portions of the property and along the western
border of the property provide on-site discharge zones. Groundwater movement beneath
the site appears to have a strong horizontal component; recharge (downward movement)
is expected over most of the site, while discharge (upward movement) occurs at the
stream banks and beneath the streams. Manmade influences include changing the
vegetative cover and soil excavations; the landfill itself is hydraulically isolated and is
not expected to significantly influence ground water levels beyond the facility boundary.

1.8 Horizontal and Vertical Flow Dimensions
Ground water movement at the site is through both the unconsolidated aquifer within
porous media and the upper bedrock aquifer through widely spaced joints. Generalized
ground water trends are represented with a seepage line in Drawings X1 and X2, with the
generalized flow directions depicted. Shallow groundwater appears to move at depths
typically greater than 20 feet beneath the surface, along relatively porous zones formed in
the saprolite and widely spaced joints within the upper bedrock.
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Based on the data, the saprolite aquifer (Unit 1) is inter-connected hydraulically with the
upper bedrock aquifer (Unit 2) with no discreet confining layers. Horizontal flow occurs
throughout a relatively thick saturated zone, beginning at depths greater than 20 feet
beneath the surface. The cross-sections depict areas of recharge (downward groundwater
movement) occurring over a majority of the site. Discharge (upward ground water
movement) occurs in the lower elevations leading toward the streams. The cross sections
indicate a dominant horizontal flow pattern between the recharge and discharge zones.
Vertical Flow: The majority of the site is characterized topographically as upland areas
and slopes. Groundwater recharge occurs mainly in these upland areas in the Piedmont,
while discharge occurs mainly in lowland areas bordering surface water bodies, marshes,
and floodplains. As stated by LeGrand (2004), “Hydraulic head beneath upland areas
decreases with depth, resulting in the overall downward movement of groundwater and
providing the mechanism for recharge to the aquifer… Hydraulic head beneath lowland
areas increases with depth, indicating upward movement of groundwater.”10

The earlier Site Suitability study or Design Hydrogeologic Investigation did not include
piezometer couplets, from which the vertical flow gradients can be calculated. However,
the original test boring data at MW-3 and MW-4 indicate stabilized water levels much
higher than those observed upon completion of the borings. Both borings encountered
moist alluvial soils but relatively dry underlying saprolite, until auger refusal was
encountered with wet soil conditions at depths below the adjacent creek bottom. This
condition suggests that upward water movement occurs beneath the floodplain and the
stream bottom, i.e., these features function as discharge features.
Horizontal Flow: Table 6 presents horizontal groundwater gradient data and velocity
calculations for various piezometers at the site. Calculated horizontal groundwater flow
velocities are based on field hydraulic conductivity data collected at the various
piezometers (Attachment A) and the horizontal gradients are developed from
potentiometric contours shown on Drawing S3.
Based on the data, the hydraulic conductivity of Unit 1 and the upper reaches of Unit 2,
within the depths of the investigation, do not differ significantly, nor do the
potentiometric contours, thus both units can be considered together as a shallow,
relatively unconfined aquifer at the site. Horizontal gradients were found to very within a
range of 0.024 to 0.062. The average horizontal groundwater velocity for the shallow
saprolite aquifer follows:

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Hydrogeologic Average Horizontal Velocity
Unit ft/day ft/year
1 0.003 1.1
2 (upper) 0.006 2.2
Based on the foregoing, the average horizontal groundwater velocity beneath Phase 2A is
estimated at 1 to 2 feet/year.
1.9 Ground Water Contour Maps
Drawing S3 show groundwater potentiometric contours for 2002 and March 2015,
respectively. Site-wide, ground water flow is generally to the west with radial flow to the
southwest and northwest, toward the surface streams. The potentiometric contours
generally reflect a subdued expression of the surface topography – characteristic of the
Piedmont province – making a smooth transition to the unnamed tributary. Within Phase
3, the groundwater flow is westward with a minor southwesterly component.
1.10 Local Well and Water Use Information
No occupied dwellings were identified between the landfill and the nearest ground water
discharge points. The nearest water supply well is at the scale house, which is within
another drainage basin (and localized aquifer) from the landfill footprint. Most of the
region is on a municipal water supply system.
1.11 Special Geologic Considerations
No unusual geologic features were observed that would affect groundwater flow or the
ability to effectively monitor the site. The diabase dike does not appear to affect ground
water flow. Conditions are typical of the North Carolina piedmont.
1.12 Summary Report
Ground water conditions near the subject site consist of multiple short segmented, closed-
loop hydrologic systems developed along the drainage features, with recharge occurring
over a majority of the site and discharge occurring at adjacent streams and on-site
streams. Ground water depths beneath Phase 3 vary from 4 to 10 feet beneath the
finished base grades. Groundwater flow is horizontal beneath Phase 3, now and
continuing after the future cell development, with velocities on the order of 1 to 2
feet/year within the uppermost saprolite (Unit 1).
1.0 HYDROGEOLOGIC INVESTIGATION
(15A NCAC 13B .0538)
A-1 Sandrock CDLF Permit #41-17-CDLF-2008 April 2018
Phase 3 Design Hydro Study Page 20

Historical water levels observed at the on-site monitoring wells show seasonal fluctuation
that correlate to climatic variation. The water levels observed beneath Phase 3 are
shallower than those originally contoured during the site suitability study, due largely as a
result of poor surface drainage during the winter months leading up to this investigation.
Base grades have been set based on the March 2015 data, although this approach is
conservative; i.e., the shallower water levels observed beneath Phase 3 are temporary and
are believed to be artificially induced by the drainage conditions.
Groundwater flow beneath Phase 3 flows generally toward the west and discharges along
the streams bordering the site. There are no known groundwater users within 500 feet of
the landfill, and those outside this radius are across the major stream bordering the
property. No known groundwater users are located down gradient of the landfill;
institutional controls will prevent future down gradient groundwater use. The landfill
poses no apparent threat to local groundwater supplies.
2.0 DESIGN HYDROGEOLOGIC REPORT
(15A NCAC 13B .0538)
A-1 Sandrock CDLF Permit #41-17-CDLF-2009 April 2018
Phase 2 Design Hydro Study Rev. 0.1 (7/23/2015) Page 21
2.0 Design Hydrogeologic Report – CDLF Phase 3
Hydrogeological investigations performed during the site suitability study, the design
hydrogeologic evaluation, and the supplemental investigation for Phase 3, both
completed ca. 2002 and 2018 within and near proximity to the 5.89-acre footprint,
provide an adequate amount of relevant data for characterizing the Phase 3 and designing
(or confirming) an effective ground water monitoring program.
2.1 Ground Water Monitoring System Design
2.1.1 Uppermost Aquifer Characteristics – The saprolite (Unit 1) that mantles the
bedrock (Unit 2) is ubiquitous and exhibits a transitional boundary. This uppermost unit
exhibits porous media characteristics and hydraulic pressures associated with an
unconfined to partially confined “water table” aquifer. Multiple aquifers exist within the
saprolite along the fracture pattern underlying the drainage features and the topography.
Beneath the transitional boundary, the unweathered bedrock (Unit 2) generally exhibits
discreet fracture flow characteristics and slow recharge. Due to the widespread
distribution and thickness of the saprolite, in addition to the deeper saprolite exhibiting
relatively high transmissivity, this unit is the primary focus of the groundwater
monitoring program. The saprolite discharges within the facility boundary, which is an
ideal condition for effective ground water monitoring.
2.1.2 Relevant Point of Compliance – Selection of monitoring well locations for
compliance monitoring of the uppermost aquifer is based on an understanding of
hydrogeological conditions presented in this report and the earlier study by others. North
Carolina solid waste Rule .1631 (a)(2)(B), pertaining to MSW facilities (extended to
CDLFs) makes a provision for the relevant point of compliance to be located no more
than 150 feet from the waste boundary (relative to a 200-foot buffer) but at least 50 feet
within the facility boundary. The distance from the lower waste boundary to the facility
boundary is over 300 feet. Division policy has been to require the compliance wells to be
located within approximately 75-100 feet of the waste boundary, or approximately half
the distance between the edge of waste and the compliance boundary. Based on the site
studies, it appears that the location of existing compliance wells is appropriate.
2.1.3 Monitoring Plan Amendments – The monitoring program will be supplemented
with one additional well, designated as MW-6, which is described in detail within the
Sampling and Analysis Plan (Appendix 5).

2.0 DESIGN HYDROGEOLOGIC REPORT
(15A NCAC 13B .0538)
A-1 Sandrock CDLF Permit #41-17-CDLF-2009 April 2018
Phase 2 Design Hydro Study Rev. 0.1 (7/23/2015) Page 22
2.2 Rock Core Information

Samples of the bedrock were taken in the earlier Site Suitability study. The boring logs
(Attachment B) indicate rock cores were collected at four borings relevant to Phase 3,
representative of diorite (B-10, B-11, B-12, & B-13) and granite (B-11). The diorite
cores exhibited recovery values typically in excess of 90% and rock quality determination
(RQD) values of 40% to 90%. The granite core exhibited recovery values of 72% and
rock quality determination value of 40%. Based on the recovery and RQD values, the
rock encountered by these borings would classify as fracture flow media. Relevant test
boring records (see Attachment B) present the detailed descriptions of the rock cores.
Photos of the cores were presented in the Site Suitability report.
2.3 Estimated Long-Term Seasonal High-Water Table
Section 1.7.3 provides a detailed description of historic water level data, including wells
pertaining to the CDLF. These data were used to estimate a maximum long-term
seasonal high potentiometric surface, presented in Drawing S2. The 2018 boring logs
were used to amend the potentiometric surface for Phase 3, presented in Drawing S3. It
should be noted based on earlier site studies, minimum vertical separation requirements
were met in the original Phase 1. Special circumstances led to the water levels observed
in Phase 2A. The groundwater contours depict at least 4 feet of vertical separation.
2.4 Bedrock Contour Map
The top-of-bedrock contours (based on auger refusal) are presented in Drawing S4.
Nearly all the test borings were extended to auger refusal, thus the data density for the top
of rock has high resolution. It should be noted that the contours in Phase 3 represent
maximum expected bedrock elevations in Phase 3, which were set based on the boring
log information and will be confirmed by test pits and first-hand observations when the
phase is mined. The bedrock contours depict at least 4 feet of vertical separation.
2.5 Hydrogeologic Cross Sections
Drawings X1 and X2 present two generalized hydrogeologic cross-sections, one parallel
to the primary ground water direction, the other perpendicular, which depict the
horizontal and vertical extent of the upper most aquifer (Unit 1) and ground water flow
characteristics (discharge areas vs. recharge areas). The cross sections show more than
the minimum vertical separation requirement for bedrock and/or the maximum long-term
seasonal high potentiometric surface and Phase 3 base grades.

2.0 DESIGN HYDROGEOLOGIC REPORT
(15A NCAC 13B .0538)
A-1 Sandrock CDLF Permit #41-17-CDLF-2009 April 2018
Phase 2 Design Hydro Study Rev. 0.1 (7/23/2015) Page 23
2.6 Ground Water Flow Regime
Ground water at this site is isolated from areas beyond the boundary streams. Recharge
occurs over a majority of the site and discharge occurs along the stream margins.
Principle groundwater flow paths occur within the mantle of saprolite (Unit 1) above the
bedrock (Unit 2) and for some distance into the bedrock along fractures. Porous zones
are developed beneath drainage features. Highly conductive zones are typically located
at the base of the saprolite, with thicknesses ranging on the order of 20 to 60 feet. The
porous flow transitions to discrete fracture flow within the deeper crystalline bedrock.
Average hydraulic conductivity values on the order of 9.60 x 10-6 cm/sec were calculated
for the saprolite, and values of 6.00 x 10-6 cm/sec were calculated for the bedrock.
Horizontal gradients beneath Phase 3 vary from 0.024 to 0.062 within Unit 1. The
horizontal gradients reflect the generally the gently rolling topography and influence the
ground water velocities. Calculated horizontal velocities are approximately 0.003
feet/day (1.1 feet/year) within the saprolite, and 0.006 feet/day (2.2 feet/year) in the
bedrock. Emphasis has been (and continues to be) placed on the saprolite as the
“uppermost” aquifer with respect to ground water protection.
2.7 On-site Soils Report
Sampled materials in Phase 3 generally tested as clayey sand (SC). Nearly all the soils
exhibit a coarse grain texture (chiefly sand and fine gravel fractions) with variable
amounts of silt and clay. The soils are generally non-plastic and exhibit excellent
strength characteristics. In-situ, the soils are only moderately permeable. Two bulk
samples from within the upper 10 feet beneath the surface exhibited remolded laboratory
hydraulic conductivity values of 1.11 x 10-5 cm/sec to 6.03 x 10-7 cm/sec when
compacted to 95% standard Proctor maximum dry density.
2.8 Certification
This is to certify that all borings that intersected the water table at this site have been
constructed and maintained as permanent monitoring wells or shall be abandoned in
accordance with the provisions of 15A NCAC 02C .0113.
Signed ___________________________
Printed _G. David Garrett, PG, PE_____
Date ___ April 27, 2018______________
Not valid unless this document bears the seal of the above-named licensed professional.
APPENDIX A
Design Hydro Tables
Table 1Test Boring/Piezometer DataElevation Data Test Boring DataPiezometer Construction DataBoring Boring PVC Pipe Ground Drilling Total PWR PWR Auger Refusal Tricone Refusal Top of Piez. Screen Bot. of Piez. Screen StickupNumber Date Elev. Elev. Method Depth, ft. Depth, ft. Elev. Depth, ft. Elev. Depth, ft. Elev. Depth, ft. Elev. Depth, ft. Elev. ft.B-8 5/21/2002 807.00 HSA 21.0 3.0804.021.0786.0B-10 5/8/2002 805.83 803.43 HSA/Core 27.5 0.0803.417.5785.922.0781.427.0776.42.40B-11 5/7/2002 803.87 801.44 HSA/Core 27.6 12.1789.317.6783.822.0779.427.0774.42.43B-12 5/1/2002 808.12 806.53 HSA/Core 30.0 0.0806.519.5787.025.0781.530.0776.51.59B-13 5/9/2002 806.59 803.75 HSA/Core 30.0 6.2797.619.1784.714.5789.319.5784.32.84B-14 5/21/2002 797.56 HSA 15.2 3.0794.615.2782.4B-18 5/9/2002 785.39 782.49 HSA 29.0 6.5776.029.0753.519.0763.529.0753.52.90B-24 5/10/2002 774.17 772.08 HSA 15.0 2.1770.015.0757.110.0762.115.0757.12.09B-26 5/22/2002 789.50 HSA 14.0 9.0780.514.0775.5B-30 2/23/2018 843.1 HSA 7.9843.17.9835.2B-31 2/23/2018 789.8 HSA 16.0 7.0782.816.0773.8B-32 2/22/2018 802.1 HSA 14.6 7.0795.114.6787.5B-33 2/22/2018 811.7 807.8 HSA 21.7 11.0796.821.7786.111.3796.521.3786.53.90B-34 2/22/2018 808.2 803.8 HSA 25.3 23.5780.325.3778.55.6798.215.6788.24.40Notes:1 Piezometers screened in rock at B-10, B-11, and B-122 Piezometers screened in saprolite at B-12, B-13, B-18,and B-243 PWR is defined as saprolite that exhibits standard penetration resistance values in excess of 100 blows per foot (not necessarily a distinct hydrogeological unit)4 Bedrock is defined as auger refusal material (this is considered a distinct hydogeologic unit where RQD values exceed 50%)5 Boring B-27 was advanced from surface using rotary wash boring techniques (roller cone) and coring6 All piezometers are 2" flush-mount PVC with 0.010" screen openingsA-1 Sandrock CDLF Phase 3 Permit Geotechnical Data4-3-2018
Table 2Sample Types: S = Split spoon sampleGeotechnical Laboratory DataB = Bulk sampleU = Undisturbed (Shelby tube)Grain Size Distributution and Soil ClassificationBoring Sample Sample % >3" % Gravel % Sand % Silt % Clay Liquid Plasticity Plasticity USCS Natural % Passing HydrogeologicNumber Number Depth, ft.>75 mm 75 mm> 4.5 mm> 0.075 mm> 0.005 mm>Limit Limit Index Class. Moisture#200 SieveDescription****> #4 #4 - #200 #200 > %B-13 B1 0.0 - 50.0 0 3.0 68.0 21.0 8.0 NP NP NP SM-ML 5.1 29.0 Gray-Brown Silty Fine to Med SANDB-11 S1 3.5 - 5.0 0 0.0 10.1 58.9 31.0 49 28 21 CL-ML 38.3 89.9 Orange Silty CLAYB-11 S3 13.5 - 15.0 0 6.5 68.0 24.0 8.0 NP NP NP SM 10.7 32.0 Gray-Tan Silty Fine to Medium SANDB-12 S2 8.5 - 10.0 0 0.0 86.4 9.6 4.0 NP NP NP SM 4.5 13.6 White-Brown Silty F - C SANDB-30 BS-1 1.0-7.9 29.2 42.7 18.2 9.9 35 19 16 SC 14.0 28.2 Brown Clayey SAND with GRAVELB-32 BS-2 1.0-8.5 8.2 59.7 30.6 9.7 35 22 13 SC 16.2 40.3 Brown Clayey SANDNotes to Above:Moisture Contents are Dry Unit Weight BasedMoisture data for bulk samples acquired from individual jar samples collected with the bulk sample. Samples were oven-dried. These data are considered representative of in-situ moisture conditions for earth work considerations. Samples tested by Geotechnologies. Inc., Raleigh, NCSamples tested by Amec Foster Wheeler Plc., Durham, NCTable 2 - ContinuedGeotechnical Laboratory DataCompaction Data Bulk SamplesBoring Sample Sample Max. Dry OptimumNumber Number Depth, ft. Density, pcf Moisture, %B-13 B1 0.0-50.0 125.5 12.0%B-30 BS-1 1.0-7.9 122.0 11.0%B-32 BS-2 1.0-8.5 120.4 12.3%Hydraulic Conductivity Data Bulk SamplesBoring Sample Sample Compaction Tested K PorosityNumber Number Depth, ft. % MDD Moisture, % cm/sec %B-13 B1 0.0-50.0 92.0% 16.3% 1.11E-05 30.2%B-30 BS-1 1.0-7.9 97.6% 14.5% 2.20E-07 29.3%B-32 BS-2 1.0-8.5 6.30E-07 46.10%Hydraulic Conductivity Data Undisturbed SamplesBoring Sample Sample Tested Tested K PorosityNumber Number Depth, ft. Density, pcf Moisture, % cm/sec %None Acquired Soils Generally Too DenseTriaxial Shear Strength Data (Remolded)Boring Sample Sample Phi Cohesion Phi' Cohesion'Number Number Depth, ft. Degrees psf Degrees psfB-30 BS-1 1.0-7.9 18.3 410.4B-32 BS-2 1.0-8.5 9.54 483.8Consolidation Test Data Past PressureCompressionRebound Consolidatonpsf* Ratio** RatioCoeffecient***None AcquiredNotes to Above:* estimated as intersection of apparent virgin compression curve and recompression curve, sample exhibits smooth transition (sand-like behavior)** based on less than one full log cycle, steepest part of virgin compression curve*** value taken at 4000 psf, tangent to virgin compression curveAll Moisture Contents are Dry Unit Weight BasedMoisture data for bulk samples acquired from individual jar samples collected with the bulk sample.These data are considered representative of in-situ moisture conditions for earth work considerations. A-1 Sandrock CDLF Phase 3 Permit Geotechnical Data4-3-2018
Table 3fHydrogeological PropertiesConductivity Values Based on Falling Head Slug Tests, Evaluated by Two Methods: Hvorslev Bouwer-RiceInput Input Input InputPiezometer Hydrological Hydrogeological Aquifer Screen Height of Static Water Effective Total Conductivity ConductivityNo. Unit Description * Thickness Length, ft. Water* Level, ft.** Porosity Porosity k (cm/sec) k (cm/sec)B-18 1 - Granite mixed with Sandy SILT 10 10 9.8 22.09 0.20 6.10E-07 1.37E-06Residual Overburden SoilUnconfined Aquifer"Sandrock"B-10 2 - Diorite Hard, Variably Weathered 50 5 1.5 27.96 0.15 NA NAB-11 2 - Diorite Granite and/or Diorite Gneiss 50 5 6.6 22.84 0.15 NA NAB-12 2 - Diorite 50 5 1.3 30.29 0.15 NA NAB-13 2 - Diorite Fractured Bedrock Dry 5 Dry Dry 0.15 NA NAEffective and total porosity values taken from Groundwater and Wells (Driscoll, 1986), p. 67.All slug tests were of the falling head variety. Water levels in the diorite stabilized within the screen interval, which renders the slug test invalid (not performed under these conditions)Bedrock aquifer thickness was assumed to be approximately 50 feet in thickness within the upper more transmissive zoneSaprolite aquifer thickness, including dense soil and partially weathered rock (100+ bpf material), was determined as the vertical distance from the water table to auger refusal\NOTE: the methods used to analyze the slug test data, Hvorslev and Bouwer-Rice, are not especially sensitive to the aquifer thickness input parameter* Vertical distance from top of water table to bottom of screen in the piezometer**Measured from top of piezometer casingInsufficient water depth in piezometer to run the slug test at B-10, B-11, B-12, B-13, and B-22A-1 Sandrock CDLF Phase 3 Permit Geotechnical Data4-3-2018
Table 4Short-Term Ground Water ObservationsBoring Boring PVC PipeGround Time of Boring LevelsStabilized Levels (24 hr) Stabilized Levels (7+ day)NumberDate Elev. Elev. Depth, ft. Elev. Depth, ft. Elev. Depth, ft. Elev. DateB-85/21/2002807.00Dry - No Piez.B-105/8/2002 805.83 803.43 23.3 780.1 25.3 778.1 25.6 777.9 5/28/2002B-115/7/2002 803.87 801.44 19.7 781.8 20.4 781.0 20.4 781.0 5/28/2002B-125/1/2002 808.12 806.53 27.0 779.5 28.8 777.7 28.7 777.8 5/28/2002B-135/9/2002 806.59 803.75 Dry**DryDryB-145/21/2002797.56Dry - No Piez.B-185/9/2002 785.39 782.49 17.8 764.7 19.2 763.3 19.2 763.3 5/28/2002B-245/10/2002 774.17 772.08Dry w/ PiezDryDryB-265/22/2002789.50Dry - No Piez.B-312/23/2018 794.20 789.80 16.0 773.8 12.2 777.64/24/2000B-322/22/2018802.10Dry - No Piez.4/24/2000B-332/22/2018 811.70 807.80 21.7 786.1 21.0 786.85/3/2000B-342/22/2018803.80Dry - No Piez.5/5/2000*No water encountered at auger refusal, time of completion water level after coring is not representative (piezometers were bailed dry after completion)All cored borings were bailed dry after obtaining 24-hour water levels and again on May 14, 2002 (except B-13)**B-13 experienced total water loss during coring, piezometer remained dryBoring Numbers B-1 through B-5 are reserved for future investigation or monitoring well installationAll water depths shown are referenced from ground surface, bgs (measured from top of piez. casing)***On-site water well, 6" diameter drilled with steel casing, not used for domestic supply (no other construction information available)A-1 Sandrock CDLF Phase 3 Permit Geotechnical Data4-3-2018
Table 5Long-Term Ground Water Level ObservationsBoring Boring PVC Pipe Ground June 2002 July 2002 August 2002Number Date Elev. Elev. Depth, ft. Elev. Depth, ft. Elev. Depth, ft. Elev.B-6 5/21/2002 738.30 735.57B-7 5/21/2002 734.65 732.63B-8 5/21/2002 NA 807.00No PiezometerB-9 5/21/2002 NA 781.64No PiezometerB-10 5/8/2002 805.83 803.43B-11 5/7/2002 803.87 801.44B-12 5/1/2002 808.12 806.53B-13 5/9/2002 806.59 803.75B-14 5/21/2002 NA 797.56No PiezometerB-15 5/20/2002 771.71 770.94B-16 5/16/2002 781.94 779.32B-17 5/10/2002 768.97 767.45B-18 5/9/2002 785.39 782.49B-19 5/1/2002 776.64 773.50B-20 5/20/2002 782.85 782.40B-21 4/30/2002 809.97 807.94B-22 5/6/2002 796.31 793.23B-23 5/20/2002 NA 780.11No PiezometerB-24 5/10/2002 774.17 772.08B-25 5/20/2002 NA 778.50No PiezometerB-26 5/22/2002 NA 789.50No PiezometerB-27 5/13/2002 797.21 795.68B-31 2/23/2018 794.20 789.80B-33 2/22/2018 811.70 807.80Well*** 812.41 811.74This table will be completed as data are acquired during the remainder of the permitting process.A-1 Sandrock CDLF Phase 3 Permit Geotechnical Data4-3-2018
Table 5AHistorical Ground Water LevelsBoring Ground Total 8/28/1996 3/12/1997 9/9/1997 3/25/1998 9/18/1998 3/23/1999 9/23/1999 3/8/2000 9/20/2000 4/11/2001Number Elevation Depth Elev. Elev. Elev. Elev. Elev. Elev. Elev. Elev. Elev. Elev. Elev.MW-2 995.43 60.00 956.94 953.79 955.26 954.83 955.99 952.06 949.53 947.84947.43 945.93MW-3 859.62 47.00 822.44 826.63 829.49 826.81 827.41 825.80 826.80 826.17827.04MW-4 849.72 50.00 815.35 817.34 815.75 819.79 819.01 816.45 814.39 815.43814.66 815.99MW-6 833.43 37.50 805.33 808.29 805.29 809.00 804.79 804.44 803.71 803.51803.47 803.81MW-7 890.51 54.00 856.54 858.79 856.78 860.50 856.20 857.84 855.83 856.81855.89 858.30MW-8 857.86 44.50 819.56 821.08 819.11 822.79 818.76 818.71 817.76 817.08816.85 818.87MW-9 864.97 37.50 835.60 836.47 835.00 837.82 833.95 834.60 832.61 832.63831.87 832.37MW-10A 834.73 101.00 746.67 764.55 792.09 806.87 817.13 822.81MW-10B 834.50 37.00 827.02 827.87 826.20 826.69 826.05 826.96MW-10C 834.50 16.00 827.25 828.27 826.60 827.10 826.48 827.41MW-10D 834.73 66.00 827.28 828.12 826.31 826.88 826.20 827.38MW-11A 815.39 45.00 808.12 808.77 807.55 808.25 807.80 808.53MW-11B 816.02 20.00 807.01 808.03 806.68 807.46 806.98 807.77A-1 Sandrock CDLF Phase 3 Permit Geotechnical Data4-3-2018
Table 6Vertical Ground Water Gradient CalculationsSelected Ground Water Observation DatesNested Piezometers: B-12sUnit 1 - Unconfined Saprolite (Water Table) AquiferB-12dUnit 3 - Fractured Bedrock AquiferPiezometer Top of Bottom of delta-Screen ######## ######## ######## ######## ######## ######## ########No. Screen, El. Screen, El. Interval, ft * W.T.E. W.T.E. W.T.E. W.T.E.W.T.E. W.T.E. W.T.E.B-12s947.6 937.6 60.7 949.22 944.90 944.11 943.92 944.49 944.07 944.51B-12d876.9 866.9 942.61 938.74 938.21 938.30 939.34 938.86 939.31delta-W.T.E. (see Note 1)6.61 6.16 5.9 5.62 5.15 5.21 5.2Vertical Gradient (see Note 2) 0.1089 0.1015 0.0972 0.0926 0.0848 0.3721 0.3714Down Down Down Down Down Down DownNotes to Above:1 delta-W.T.E. = difference in water level (shallow well minus deep well)2 Vertical Gradient = delta-W.T.E / delta-Screen Interval3Negative vertical gradients are upward, positive gradients are downward.The vertical gradients can change with time due to seasonal fluctuation of the potentiometric levels between the upper, unconfined saprolite aquifer and the deeper, partly confined bedrock acquiferA-1 Sandrock CDLF Phase 3 Permit Geotechnical Data4-3-2018
Table 6AHorizontal Ground Water Gradient and Velocity CalculationsBased on Bouwer-Rice Solutions (Table 3) Ground water elevations and reference potentiometric elevations are based on May 2002 observationsHydr. Well / Piez. Hydraulic Conductivity (k) Ground Reference Vertical Horizontal Hydraulic Effective Ground WaterUnit No. cm/sec ft/day Water El. Elevation Change, ft. Change, ft. Gradient (I) Porosity (n) Velocity (V), ft/day1 B-18 1.37E-06 0.004 763.3 770 6.7 150 0.045 0.20 0.0011 B-21 7.14E-06 0.020 765.9 770 4.1 125 0.033 0.20 0.003Notes: Ground Water Velocity Calculated from Equation:V=KI/n where K = Hydraulic Conductivity in ft/dayI = Hydraulic Gradient in units of ft/ftn = Effective Porosity is unitlessV = Ground Water Velocity in ft/dayHydraulic Conductivity Conversion Factor: 1 ft/day = 3.59E-04 cm/secEffective Porosity values from published literature (see footnote on Table 3).A-1 Sandrock CDLF Phase 3 Permit Geotechnical Data4-3-2018
APPENDIX B
Geotechnical Boring Logs
Amec Foster Wheeler
A1 Sandrock Phase 3
Borings Logs
SS-1
SS-2
FILL: Brown-gray, moist, very stiff, sandy SILT (ML), withcobbles-Bulk Sample taken from 1.0 to 6.9 feet.
FILL: Tan-brown, dry, loose, silty, fine to medium SAND(SM) with boulders
Boring terminated at 7.9ft on Fill: Boulder
7-18-8(N = 26)
5-4-5(N = 9)5
10
15
20
25
30
35
401st 6"2nd 6"3rd 6"4th 6"ELEV
(ft)
LL (%)
CONTRACTOR:
LOGGED BY:
EQUIPMENT:
DRILL METHOD:
HOLE DIAMETER:
CLOSURE METHOD:
REVIEWED BY:
PL (%)
Summit D&E Services (M.Mosley)J. HowardCME-550 ATV
HS Augers6"
Back fill with cuttings
SAMPLESN-COUNTorRec%/RQD%TYPE 10 20 30 40 50 60 70 80 90 100
SOIL CLASSIFICATIONAND REMARKS
SOIL TEST BORING RECORD
FINES (%)
SPT (bpf)
LEGENDSEE KEY SYMBOL SHEET FOR EXPLANATION OFSYMBOLS AND ABBREVIATIONS BELOW.
IDENT
0 102030405060708090100
843.1
838.1
833.1
828.1
823.1
818.1
813.1
808.1
803.1
798.1
REMARKS:Bulk sample taken from 1.0 - 7.9ft
NM (%)DEPTH
(ft)
6468-18-8009
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACECONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACECONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAYDIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
PROJECT:
BORING NO.:
NORTHING:
EASTING:
Drilled:
A1 Sand RockB-30815683.0 US ft1749272.0 US ftFebruary 23, 2018 PAGE 1 OF 1
PROJECT NO.:
STATION:
OFFSET:
0
5
10
15
20
25
30
35
40
45STD BORING LOG WITH COORDINATES_AFW A1 SAND ROCK.GPJ AMEC GEO.GDT 4/16/18
SS-1
SS-2
SS-3
SS-4
FILL: Gray, brown, moist, stiff, fine to coarse SAND (CL)
RESIDUAL: Gray-orange, very stiff, dry, sandy SILT (ML)
WEATHERED ROCK: Brown-gray, GRANITE
Boring terminated with Auger Refusal at 16.0 feet onCRYSTALLINE ROCK: GRANITE
4-6-8(N = 14)
5-10-19(N = 29)
50-50/0.4(N = 100+)
100/0.3(N = 100+)1st 6"2nd 6"3rd 6"4th 6"ELEV
(ft)
LL (%)
CONTRACTOR:
LOGGED BY:
EQUIPMENT:
DRILL METHOD:
HOLE DIAMETER:
CLOSURE METHOD:
REVIEWED BY:
PL (%)
Summit D&E Services (M.Mosley)J. HowardCME-550 ATV
HS Augers6" WELL: Stickup 4.4' Size 2"
Piezometer set to 15.6ft
SAMPLESN-COUNTorRec%/RQD%TYPE 10 20 30 40 50 60 70 80 90 100
SOIL CLASSIFICATIONAND REMARKS
SOIL TEST BORING RECORD
FINES (%)
SPT (bpf)
LEGENDSEE KEY SYMBOL SHEET FOR EXPLANATION OFSYMBOLS AND ABBREVIATIONS BELOW.
IDENT
0 102030405060708090100
789.8
784.8
779.8
774.8
769.8
764.8
759.8
754.8
749.8
744.8
REMARKS:Piezometer screened from 15.6' to 5.6' below surface
NM (%)DEPTH
(ft)
6468-18-8009
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACECONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACECONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAYDIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
PROJECT:
BORING NO.:
NORTHING:
EASTING:
Drilled:
A1 Sand RockB-31815429.0 US ft1749434.0 US ftFebruary 23, 2018 PAGE 1 OF 1
PROJECT NO.:
STATION:
OFFSET:
0
5
10
15
20
25
30
35
40
45STD BORING LOG WITH COORDINATES_AFW A1 SAND ROCK.GPJ AMEC GEO.GDT 3/30/18
SS-1
SS-2
SS-3
SS-4
RESIDUAL: Gray, orange, orange-red, dry, hard, sandy SILT(ML)-Bulk Sample taken from 1.0 to 7.5 feet.
WEATHERED ROCK: Light tan, GRANITE
CRYSTALLINE ROCK: Gray, GRANITE
Boring terminated with Auger Refusal at 14.6 feet inCRYSTALLINE ROCK: GRANITE
8-13-18(N = 31)
7-10-25(N = 35)
60-40/0.2(N = 100+)
60/0.1(N = 100+)
5
10
15
20
25
30
35
401st 6"2nd 6"3rd 6"4th 6"ELEV
(ft)
LL (%)
CONTRACTOR:
LOGGED BY:
EQUIPMENT:
DRILL METHOD:
HOLE DIAMETER:
CLOSURE METHOD:
REVIEWED BY:
PL (%)
Summit D&E Services (M.Mosley)J. HowardCME-550 ATV
HS Augers6"
Back fill with cuttings
SAMPLESN-COUNTorRec%/RQD%TYPE 10 20 30 40 50 60 70 80 90 100
SOIL CLASSIFICATIONAND REMARKS
SOIL TEST BORING RECORD
FINES (%)
SPT (bpf)
LEGENDSEE KEY SYMBOL SHEET FOR EXPLANATION OFSYMBOLS AND ABBREVIATIONS BELOW.
IDENT
0 102030405060708090100
802.1
797.1
792.1
787.1
782.1
777.1
772.1
767.1
762.1
757.1
REMARKS:Piezometer dropped in for 24hr water, Bulk sample taken
from 1.0 to 8.5ft
NM (%)DEPTH
(ft)
6468-18-8009
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACECONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACECONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAYDIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
PROJECT:
BORING NO.:
NORTHING:
EASTING:
Drilled:
A1 Sand RockB-32815822.0 US ft1749472.0 US ftFebruary 22, 2018 PAGE 1 OF 1
PROJECT NO.:
STATION:
OFFSET:
0
5
10
15
20
25
30
35
40
45STD BORING LOG WITH COORDINATES_AFW A1 SAND ROCK.GPJ AMEC GEO.GDT 4/16/18
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
RESIDUAL: Tan-gray, dry, dense, silty, fine SAND (SM),saprolitic
RESIDUAL: Dark gray, green-gray, dry, hard, sandy SILT(ML)
WEATHERED ROCK: Gray DIORITE
Boring terminated with Auger/SPT Refusal at 21.7 feet onCRYSTALLINE ROCK: DIORITE
11-17-18(N = 35)
30-70/0.4(N = 100+)
25-38-51(N = 89)
100/0.4(N = 100+)
100/0.3(N = 100+)
100/0.0(N = 100+)1st 6"2nd 6"3rd 6"4th 6"ELEV
(ft)
LL (%)
CONTRACTOR:
LOGGED BY:
EQUIPMENT:
DRILL METHOD:
HOLE DIAMETER:
CLOSURE METHOD:
REVIEWED BY:
PL (%)
Summit D&E Services (M.Mosley)J. HowardCME-550 ATV
HS Augers6" WELL: Stickup 3.9' Size 2"
Piezometer set to 23.3ft
SAMPLESN-COUNTorRec%/RQD%TYPE 10 20 30 40 50 60 70 80 90 100
SOIL CLASSIFICATIONAND REMARKS
SOIL TEST BORING RECORD
FINES (%)
SPT (bpf)
LEGENDSEE KEY SYMBOL SHEET FOR EXPLANATION OFSYMBOLS AND ABBREVIATIONS BELOW.
IDENT
0 102030405060708090100
807.8
802.8
797.8
792.8
787.8
782.8
777.8
772.8
767.8
762.8
REMARKS:Piezometer screened from 21.3 to 11.3' below surface
NM (%)DEPTH
(ft)
6468-18-8009
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACECONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACECONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAYDIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
PROJECT:
BORING NO.:
NORTHING:
EASTING:
Drilled:
A1 Sand RockB-33815974.0 US ft1749833.0 US ftFebruary 22, 2018 PAGE 1 OF 1
PROJECT NO.:
STATION:
OFFSET:
0
5
10
15
20
25
30
35
40
45STD BORING LOG WITH COORDINATES_AFW A1 SAND ROCK.GPJ AMEC GEO.GDT 3/30/18
SS-1
SS-2
SS-3
SS-4
SS-5
SS-6
SS-7
FILL: Gray, dry, sandy SILT (ML) to tan-orange, mediumdense, dry, silty, fine SAND (SM)
FILL: Dark gray, moist, medium stiff, sandy CLAY (CL)
RESIDUAL: Gray, brown, orange, dry, hard to very stiff,sandy SILT (ML)
11.0ft: Auger grinding
WEATHERED ROCK: Gray DIORITE
Boring terminated with Auger/SPT Refusal at 25.3 feet onCRYSTALLINE ROCK: DIORITE
6-7-12(N = 19)
9-9-14(N = 23)
10-21-28(N = 49)
8-14-12(N = 26)
3-12-15(N = 27)
100/0.1(N = 100+)
100/0.0(N = 100+)
5
10
15
20
25
30
35
401st 6"2nd 6"3rd 6"4th 6"ELEV
(ft)
LL (%)
CONTRACTOR:
LOGGED BY:
EQUIPMENT:
DRILL METHOD:
HOLE DIAMETER:
CLOSURE METHOD:
REVIEWED BY:
PL (%)
Summit D&E Services (M.Mosley)J. HowardCME-550 ATV
HS Augers6"
Back fill with cuttings
SAMPLESN-COUNTorRec%/RQD%TYPE 10 20 30 40 50 60 70 80 90 100
SOIL CLASSIFICATIONAND REMARKS
SOIL TEST BORING RECORD
FINES (%)
SPT (bpf)
LEGENDSEE KEY SYMBOL SHEET FOR EXPLANATION OFSYMBOLS AND ABBREVIATIONS BELOW.
IDENT
0 102030405060708090100
803.8
798.8
793.8
788.8
783.8
778.8
773.8
768.8
763.8
758.8
REMARKS:
NM (%)DEPTH
(ft)
6468-18-8009
THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACECONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACECONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAYDIFFER. INTERFACES BEWEEN STRATA ARE APPROXIMATE.TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.
PROJECT:
BORING NO.:
NORTHING:
EASTING:
Drilled:
A1 Sand RockB-34815827.0 US ft1749779.0 US ftFebruary 22, 2018 PAGE 1 OF 1
PROJECT NO.:
STATION:
OFFSET:
0
5
10
15
20
25
30
35
40
45STD BORING LOG WITH COORDINATES_AFW A1 SAND ROCK.GPJ AMEC GEO.GDT 3/30/18
David Garrett, P.G., P.E.
Engineering and Geology
A1 Sandrock Phase 3
Boring Logs
APPENDIX C
Hydraulic Conductivity Tests
Field Hydraulic Conductivity Test 05/28/02
A-1 Sandrock, Inc. CDLF Guilford County, NC
Bouwer and Rice Graph
B-7 falling head
•ffl EC
1 e-oc;
q Hydraulic Condjctivity = 1 197e-005 cm/sec -J Transmissivjty -• 0.407 ft2/day 1
0
Project Number Granite saprolite piezometer
Analysis by Starpoint Software
Bouwer and Rice parameter A = 1.871
Bouwer and Rice parameter B = 0 25
!n(Re/Rw) = 1.657690e+000
Gravel Paclc Porosity = 30 %
Corrected Casing Radius = 3.688 inches
Analysis starts at time 3.996 seconds
Analysis ends at time 60, minutes
1S1 Measurements analyzed from 21 to 211
Adjusted Time (hours)
Ho is 12-81 feet at 3,996 seconds
Field Hydraulic Conductivity Test 05/28/02
A-1 Sandrock, Inc. CDLF Guilford County, NC
Hvorslev Graph
B-7 falling head
0.37
* 0,1
1 ,e-002
;j Hydrauiic Conductivity = 5 465e-006 cm/sec
Transmissivity = 0 1859 ft2/day
Project Number Granite saprolite piezometer
Analysis by Starpoint Software
Time Lag = 3,567e+004 seconds
Shape Factor = 4,159
Partial Penetration Case B
Analysis starts at time 3,996 seconds
.Analysis ends at time 60, minutes
191 iweasurements analyzed from 21 to 211
Adjusted Time (hours)
Ho is 12,81 feet at 3,996 seconds
Field Hydraulic Conductivity Test
Site Name;
Location:
Test Date:
Project Number:
Import File:
A-1 Sandrocl^, Inc. CDLF
Guilford County, NC
05/28/02
Granite saprolite piezometer
A:\B-7
Weil Label: B-7 falling iiead
Aquifer Ttiickness: 12. feet
Screen Length: 5. feet
Casing Radius: 2. inches
Effective Radius: 6. inches
Gravel Pack Porosity: 30. %
Corrected Casing Radius: 3.688 inches
Static Water Level: 10.65 feet
Water Table to Screen Bottom: 9.4 feet
Anisotropy Ratio: 1.
Time Adjustment: 3.996 Seconds
Test starts with trial 20
There are 211 time and drawdown measurements
N/laximum head is 12.81 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(minutes) (minutes) (feet) (feet)
1 0. -6.66e-002 0. 10.65 0.8315
2 3.3e-003 -6.33e-002 -6.8-003 10.66 0.832
3 6.6e-003 -6.e-002 -6.6-003 10.66 0.832
4 1.e-002 -5.66e-002 -6.e-003 10.66 0.832
5 1.338-002 -5.338-002 -6.e-003 10.66 0.832
6 1.666-002 -5.e-002 -1.26-002 10.66 0.8324
7 2.e-002 -4.668-002 -6.e-003 10.66 0.832
8 2.33e-002 -4.33e-002 -1.28-002 10.66 0.8324
9 2.66e-002 -4.e-002 -6.e-003 10.66 0.832
10 3.e-002 -3.66e-002 -6.6-003 10.66 0.832
11 3.33e-002 -3.33e-002 -0.765 11.42 0.8912
12 3.66e-002 -3.8-002 -1.267 11.92 0.9304
13 4.e-002 -2.66e-002 -0.771 11.42 0.8917
14 4.33e-002 -2.338-002 -0.903 11.55 0.902
15 4.66e-002 -2.8-002 -1.486 12.14 0.9475
16 5.e-002 -1.668-002 -2.007 12.66 0.9882
17 5.33e-002 -1.33e-002 -1.436 12.09 0.9436
18 5.66e-002 -1.e-002 -1.091 11.74 0.9167
19 6.e-002 -6.6e-003 -1.035 11.69 0.9123
20 6.33e-002 -3.3e-003 -1.612 12.26 0.9574
21 6.66e-002 0. -2.158 12.81 1.
22 7.e-002 3.48-003 -1.938 12.59 0.9828
23 7.33e-002 6.7e-003 -1.411 12.06 0.9417
24 7.66e-002 1.8-002 -1.21 11.86 0.926
25 8.e-002 1.34e-002 -1.424 12.07 0.9427
26 8.33e-002 1.678-002 -1.58 12.23 0.9549
27 8.66e-002 2.e-002 -1.191 11.84 0.9245
28 9.8-002 2.348-002 -0.777 11.43 0.8922
29 9.33e-002 2.678-002 -1.21 11.86 0.926
30 9.66e-002 3.e-002 -1.505 12.15 0.949
31 0.1 3.348-002 -1.066 11.72 0.9147
32 0.1033 3.678-002 -0.959 11.61 0.9064
33 0.1066 4.6-002 -1.285 11.94 0.9318
34 0.11 4.346-002 -1.411 12.06 0.9417
35 0.1133 4.676-002 -1.066 11.72 0.9147
36 0.1166 5.6-002 -0.997 11.65 0.9094
37 0.12 5.346-002 -1.21 11.86 0.926
38 0.1233 5.67e-002 -1.311 11.96 0.9339
39 0.1266 6.6-002 -1.147 11.8 0.9211
40 0.13 6.346-002 -0.991 11.64 0.9089
41 0.1333 6.676-002 -1.129 11.78 0.9197
42 0.1366 7.6-002 -1.229 11.88 0.9275
43 0.14 7.346-002 -1.035 11.69 0.9123
44 0.1433 7.676-002 -0.815 11.47 0.8951
45 0.1466 8.6-002 -0.878 11.53 0.9001
46 0.15 8.346-002 -1.053 11.7 0.9137
47 0.1533 8.676-002 -1.16 11.81 0.9221
48 0.1566 9.6-002 -1.009 11.66 0.9103
49 0.16 9.346-002 -1.185 11.84 0.924
50 0.1633 9.676-002 -1.493 12.14 0.9481
51 0.1666 1.6-001 -1.028 11.68 0.9118
52 0.17 0.1034 -0.181 10.83 0.8456
53 0.1733 0.1067 -0.828 11.48 0.8962
54 0.1766 0.11 -1.185 11.84 0.924
55 0.18 0.1134 -1.022 11.67 0.9113
56 0.1833 0.1167 -0.583 11.23 0.877
57 0.1866 0.12 -0.545 11.2 0.8741
58 0.19 0.1234 -1.035 11.69 0.9123
59 0.1933 0.1267 -1.122 11.77 0.9191
60 0.1966 0.13 -0.589 11.24 0.8775
61 0.2 0.1334 0.131 10.52 0.8213
62 0.2033 0.1367 -0.614 11.26 0.8795
63 0.2066 0.14 -1.442 12.09 0.9441
64 0.21 0.1434 -1.725 12.38 0.9662
65 0.2133 0.1467 -1.147 11.8 0.9211
66 0.2166 0.15 -0.275 10.93 0.853
67 0.22 0.1534 -0.445 11.1 0.8663
68 0.2233 0.1567 -0.94 11.59 0.9049
69 0.2266 0.16 -1.091 11.74 0.9167
70 0.23 0.1634 -0.959 11.61 0.9064
71 0.2333 0.1667 -0.683 11.33 0.8848
72 0.2366 0.17 -0.671 11.32 0.8839
73 0.24 0.1734 -0.853 11.5 0.8981
74 0.2433 0.1767 -0.903 11.55 0.902
75 0.2466 0.18 -0.809 11.46 0.8947
76 0.25 0.1834 -0.759 11.41 0.8908
77 0.2533 0.1867 -0.802 11.45 0.8941
78 0.2566 0.19 -0.821 11.47 0.8956
79 0.26 0.1934 -0.796 11.45 0.8937
80 0.2633 0.1967 -0.771 11.42 0.8917
81 0.2666 0.2 -0.784 11.43 0.8927
82 0.27 0.2034 -0.79 11.44 0.8932
83 0.2733 0.2067 -0.777 11.43 0.8922
84 0.2766 0.21 -0.765 11.42 0.8912
85 0.28 0.2134 -0.771 11.42 0.8917
86 0.2833 0.2167 -0.771 11.42 0.8917
87 0.2866 0.22 -0.759 11.41 0.8908
88 0.29 0.2234 -0.752 11.4 0.8902
89 0.2933 0.2267 -0.752 11.4 0.8902
90 0.2966 0.23
91 0.3 0.2334
92 0.3033 0.2367
93 0.3066 024
94 0.31 0.2434
95 0.3133 0.2467
96 0.3166 0.25
97 0.32 0.2534
98 0.3233 0.2567
99 0.3266 0.26
100 0.33 0.2634
101 0.3333 0.2667
102 0.35 0.2834
103 0.3666 0.3
104 0.3833 0.3167
105 0.4 0.3334
106 0.4166 0.35
107 0.4333 0.3667
108 0.45 0.3834
109 0.4666 0.4
110 0.4833 0.4167
111 0.5 0.4334
112 0.5166 0.45
113 0.5333 0.4667
114 0.55 0.4834
115 0.5666 0.5
116 0.5833 0.5167
117 0.6 0.5334
118 0.6166 0.55
119 0.6333 0.5667
120 0.65 0.5834
121 0.6666 0.6
122 0.6833 0.6167
123 0.7 0.6334
124 0.7166 0.65
125 0.7333 0.6667
126 0.75 0.6834
127 0.7666 0.7
128 0.7833 0.7167
129 0.8 0.7334
130 0.8166 0.75
131 0.8333 0.7667
132 0.85 0.7834
133 0.8666 0.8
134 0.8833 0.8167
135 0.9 0.8334
136 0.9166 0.85
137 0.9333 0.8667
138 0.95 0.8834
139 0.9666 0.9
140 0.9833 0.9167
141 1. 0.9334
142 1.2 1.133
143 1.4 1.333
144 1.6 1.533
145 1.8 1.733
146 2. 1.933
-0.752 11.4 0.8902
-0.752 11.4 0.8902
-0.727 11.38 0.8883
-0.733 11.38 0.8887
-0.74 11.39 0.8893
-0.74 11.39 0.8893
-0.721 11.37 0.8878
-0.721 11.37 0.8878
-0.721 11.37 0.8878
-0.715 11.37 0.8873
-0.708 11.36 0.8868
-0.708 11.36 0.8868
-0.715 11.37 0.8873
-0.664 11.31 0.8834
-0.658 11.31 0.8829
-0.639 11.29 0.8814
-0.633 11.28 0.8809
-0.633 11.28 0.8809
-0.627 11.28 0.8805
-0.627 11.28 0.8805
-0.62 11.27 0.8799
-0.62 11.27 0.8799
-0.62 11.27 0.8799
-0.614 11.26 0.8795
-0.614 11.26 0.8795
-0.614 11.26 0.8795
-0.608 11.26 0.879
-0.608 11.26 0.879
-0.602 11.25 0.8785
-0.589 11.24 0.8775
-0.608 11.26 0.879
-0.595 11.25 0.878
-0.595 11.25 0.878
-0.595 11.25 0.878
-0.595 11.25 0.878
-0.589 11.24 0.8775
-0.589 11.24 0.8775
-0.583 11.23 0.877
-0.564 11.21 0.8755
-0.545 11.2 0.8741
-0.583 11.23 0.877
-0.583 11.23 0.877
-0.577 11.23 0.8766
-0.577 11.23 0.8766
-0.57 11.22 0.876
-0.57 11.22 0.876
-0.57 11.22 0.876
-0.57 11.22 0.876
-0.564 11.21 0.8755
-0.564 11.21 0.8755
-0.564 11.21 0.8755
-0.558 11.21 0.8751
-0.533 11.18 0.8731
-0.514 11.16 0.8716
-0.495 11.15 0.8702
-0.482 11.13 0.8691
-0.464 11.11 0.8677
147 2.2 2.133
148 2.4 2.333
149 2.6 2.533
150 2.8 2.733
151 3. 2.933
152 3.2 3.133
153 3.4 3.333
154 3.6 3.533
155 3.8 3.733
156 4. 3.933
157 4.2 4.133
158 4.4 4.333
159 4.6 4,533
160 4.8 4.733
161 5. 4.933
162 5.2 5.133
163 5.4 5.333
164 5.6 5.533
165 5.8 5.733
166 6. 5.933
167 6.2 6.133
168 64 6.333
169 6.6 6.533
170 68 6.733
171 7. 6.933
172 7.2 7.133
173 7.4 7.333
174 7.6 7.533
175 7.8 7.733
176 8. 7.933
177 8.2 8.133
178 8.4 8.333
179 8.6 8.533
180 8.8 8.733
181 9. 8.933
182 9.2 9.133
183 9.4 9.333
184 9.6 9.533
185 9.8 9.733
188 10. 9.933
187 12. 11.93
188 14. 13.93
189 16 15.93
190 18. 17.93
191 20. 19.93
1^ 22. 21.93
193 24. 23.93
194 26. 25.93
195 28. 27.93
196 30. 29.93
197 32. 31.93
198 34. 33.93
199 36. 35.93
200 38. 37.93
201 40. 39.93
202 42. 41.93
203 44. 43.93
-0.445 11.1 0.8663
-0.439 11.09 0.8658
-0.426 11.08 0.8648
-0.413 11.06 0.8638
-0.401 11.05 0.8628
-0.388 11.04 0.8618
-0.376 11.03 0.8609
-0.363 11.01 0.8599
-0.351 11. 0.8589
-0.344 10.99 0.8584
-0.332 10.98 0.8574
-0.326 10.98 0.857
-0.319 10.97 0.8564
-0.307 10.96 0.8555
-0.301 10.95 0.855
-0.301 10.95 0.855
-0.301 10.95 0.855
-0.301 10.95 0.855
-0.301 10.95 0.855
-0.294 10.94 0.8545
-0.294 10.94 0.8545
-0.294 10.94 0.8545
-0.288 10.94 0.854
-0.288 10.94 0.854
-0.288 10.94 0.854
-0.282 10.93 0.8535
-0.282 10.93 0.8535
-0.282 10.93 0.8535
-0.275 10.93 0.853
-0.275 10.93 0.853
-0.269 10.92 0.8525
-0.269 10.92 0.8525
-0.269 10.92 0.8525
-0.263 10.91 0.852
-0.263 10.91 0.852
-0.263 10.91 0.852
-0.263 10.91 0.852
-0.257 10.91 0.8516
-0.257 10.91 0.8516
-0.257 10.91 0.8516
-0.238 10.89 0.8501
-0.225 10.88 0.8491
-0.213 10.86 0.8481
-0.206 10.86 0.8476
-0.2 10.85 0.8471
-0.188 10.84 0.8462
-0.181 10.83 0.8456
-0.175 10.83 0.8452
-0.169 10.82 0.8447
-0.163 10.81 0.8442
-0.156 10.81 0.8437
-0.15 10.8 0.8432
-0.15 10.8 0.8432
-0.144 10.79 0.8428
-0.137 10.79 0.8422
-0.131 10.78 0.8417
-0.131 10.78 0.8417
204 46. 45.93
205 48. 47.93
206 50. 49.93
207 52. 51.93
208 54. 53.93
209 56. 55.93
210 58. 57.93
211 60. 59.93
-0.119 10.77 0.8408
-0.112 10.76 0.8403
-0.112 10.76 0.8403
-0.106 10.76 0.8398
-0.1 10.75 0.8393
-9.4e-002 10.74 0.8389
-9.4e-002 10.74 0.8389
-8.7e-002 10.74 0.8383
Field Hydraulic Conductivity Test 05/28/02
A-1 Sandrock, Inc. CDLF Guilford County, NC
Bouwer and Rice Graph
B-18 falling head
°
a:
Bouwer and Rice parameter C = 1.586
ln(Re/Rw) = 2-2192726+000
Gravel Pack Porosity = 30 %
Corrected Casing Radius = 3.688 inches
Analysis starts at time 3.798 seconds
Analysis ends at time 60, minutes
192 IWeasurements analyzed from 20 to 211
Hydraulic Conductivity = 1,372e-006 cm/sec
Transmissivity = 3,8lie-002 ft2/day
Project Number Granite saprolite piezometer
Analysis by Starpoint Software
Adjusted Time (tiours)
Ho is 25,51 feet at 3,798 seconds
6/13/2002
Field Hydraulic Conductivity Test 05/28/02
A-1 Sandrock, Inc. CDLF Guilford County, NC
Hvorslev Graph
B-18 falling head
0.37
0.1 —
1.S-002
; Hydraulic Conductivity = 6,101e-007 cm/sec
- Transmissivity = 1.695e-002 ft2/day
Time Lag = 2,107e+005 seconds
Siiape Factor = S,308
Partial Penetration Case C
Analysis starts at time 3.798 seconds
.Analysis ends at time 60. m.inutes
192 Measurements analyzed from 20 to 211
Project Number Granite saprolite piezometer
Analysis by Starpoint Software
Adjusted Time (hours)
Ho is 25.51 feet at 3 798 seconds
6/13/2002
Field Hydraulic Conductivity Test
Site Name:
Location:
Test Date:
Project Number:
Import File:
A-1 Sandrocit, inc. CDLF
Guilford County, NC
05/28/02
Granite saprolite piezometer
A:\B-18
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Gravel Pack Porosity:
Corrected Casing Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
Time Adjustment:
Test starts with trial 19
There are 211 time and drawdown measurements
Maximum head is 25.51 feet
Minimum head is 0. feet
B-18 falling head
9.8 feet
10. feet
2. inches
6. inches
30. %
3.688 inches
22.09 feet
9.8 feet
1.
3.798 Seconds
Trial Time Adjusted Time Drawdown Head Head Ratio
(minutes) (minutes) (feet) (feet)
1 0. -6.33e-002 -1.26-002 22.1 0.8664
2 3.3e-003 -6.6-002 -1.26-002 22.1 0.8664
3 6.6e-003 -5.676-002 -1.86-002 22.11 0.8667
4 1.e-002 -5.336-002 -2.5e-002 22.11 0.8669
5 1.33e-002 -5.6-002 -1.8e-002 22.11 0.8667
6 1.66e-002 -4.676-002 -6.6-003 22.1 0.8662
7 2.e-002 -4.336-002 -3.16-002 22.12 0.8672
8 2.33e-002 -4.6-002 -6.6-003 22.1 0.8662
9 2.66e-002 -3.676-002 0. 22.09 0.866
10 3.e-002 -3.33e-002 -1.26-002 22.1 0.8664
11 3.33e-002 -3.6-002 -4.3e-002 22.13 0.8677
12 3.66e-002 -2.676-002 2.56-002 22.06 0.865
13 4.e-002 -2.33e-002 -3.16-002 22.12 0.8672
14 4.33e-002 -2.6-002 -1.26-002 22.1 0.8664
15 4.66e-002 -1.676-002 -1.2e-002 22.1 0.8664
16 5.e-002 -1.33e-002 -1.86-002 22.11 0.8667
17 5.33e-002 -1.e-002 -5.6e-002 22.15 0.8682
18 5.66e-002 -6.76-003 -5.6-002 22.14 0.8679
19 6.e-002 -3,3e-003 -0.978 23.07 0.9043
20 6.33e-002 0. -3.419 25.51 1.
21 6.66e-002 3.36-003 -2.835 24.92 0.9771
22 7.e-002 6.7e-003 -1.373 23.46 0.9198
23 7.336-002 1.6-002 -0.188 22.28 0.8733
24 7.666-002 1.336-002 -1.348 23.44 0.9188
25 8.6-002 1.67e-002 -1.856 23.95 0.9387
26 8.336-002 2.6-002 -1.43 23.52 0.922
27 8.66e-002 2.336-002 -0.602 22.69 0.8896
28 9.6-002 2.676-002 -1.097 23.19 0.909
29 9.336-002 3.e-002 -1.292 23.38 0.9166
6/13/2002
30 9.66e-002 3.33e-002 -1.003 23.09 0.9053
31 0.1 3.67e-002 -0.551 22.64 0.8876
32 0.1033 4.6-002 0.852 21.24 0.8326
33 0.1066 4.336-002 0.137 21.95 0.8606
34 0.11 4.676-002 -0.972 23.06 0.9041
35 0.1133 5.6-002 -1.122 23.21 0.91
36 0.1166 5.336-002 7.56-002 22.02 0.863
37 0.12 5.676-002 0.52 21.57 0.8456
38 0.1233 6.6-002 -0.602 22.69 0.8896
39 0.1266 6.336-002 -0.326 22.42 0.8787
40 0.13 6.676-002 -9.46-002 22.18 0.8697
41 0.1333 7.6-002 -0.395 22.48 0.8815
42 0.1366 7.336-002 -0.232 22.32 0.8751
43 0.14 7.676-002 -0.188 22.28 0.8733
44 0.1433 8.6-002 0.382 21.71 0.851
45 0.1466 8.336-002 0.42 21.67 0.8495
46 0.15 8.676-002 -0.52 22.61 0.8864
47 0.1533 9.6-002 -0.878 22.97 0.9004
48 0.1566 9.336-002 -0.426 22.52 0.8827
49 0.16 9.676-002 0. 22.09 0.866
50 0.1633 0.1 -0.282 22.37 0.877
51 0.1666 0.1033 -0.326 22.42 0.8787
52 0.17 0.1067 -0.269 22.36 0.8765
53 0.1733 0.11 -0.344 22.43 0.8795
54 0.1766 0.1133 -0.294 22.38 0.8775
55 0.18 0.1167 -0.213 22.3 0.8743
56 0.1833 0.12 -0.294 22.38 0.8775
57 0.1866 0.1233 -0.301 22.39 0.8778
58 0.19 0.1267 -0.269 22.36 0.8765
59 0.1933 0.13 -0.263 22.35 0.8763
60 0.1966 0.1333 -0.294 22.38 0.8775
61 0.2 0.1367 -0.288 22.38 0.8773
62 0.2033 0.14 -0.275 22.36 0.8757
63 0.2066 0.1433 -0.275 22.36 0.8767
64 0.21 0.1467 -0.282 22.37 0.877
65 0.2133 0.15 -0.282 22.37 0.877
66 0.2166 0.1533 -0.275 22.36 0.8767
67 0.22 0.1567 -0.282 22.37 0.877
68 0.2233 0.16 -0.282 22.37 0.877
69 0.2266 0.1633 -0.275 22.36 0.8767
70 0.23 0.1667 -0.282 22.37 0.877
71 0.2333 0.17 -0.288 22,38 0.8773
72 0.2366 0.1733 -0.275 22.36 0.8767
73 0.24 0.1767 -0.282 22.37 0.877
74 0.2433 0.18 -0.282 22.37 0.877
75 0.2466 0.1833 -0.282 22.37 0.877
76 0.25 0.1867 -0.282 22.37 0.877
77 0.2533 0.19 -0.282 22.37 0.877
78 0.2566 0.1933 -0.282 22.37 0.877
79 0.26 0.1967 -0.282 22.37 0.877
80 0.2633 0.2 -0.275 22.36 0.8767
81 0.2666 0.2033 -0.282 22.37 0.877
82 0.27 0.2067 -0.282 22.37 0.877
83 0.2733 0.21 -0.282 22.37 0.877
6/13/2002
84 0.2766
8S 0.28
86 0.2833
87 0.2866
88 0.29
89 0.2933
90 0.2966
91 0.3
92 0.3033
93 0.3066
94 0.31
95 0.3133
96 0.3166
97 0.32
98 0.3233
9d 0.3266
100 0.33
101 0.3333
102 0.35
103 0.3666
104 0.3833
105 0.4
106 0.4166
107 0.4333
108 0.45
109 0.4666
110 0.4833
111 0.5
112 0.5166
113 0.5333
114 0.55
115 0.5666
116 0.5833
117 0.6
118 0.6166
119 0.6333
120 0.65
121 0.6666
122 0.6833
123 0.7
124 0.7166
125 0.7333
126 0.75
127 0.7666
128 0.7833
129 0.8
130 0.8166
131 0.8333
132 0.85
133 0.8666
134 0.8833
135 0.9
136 0.9166
137 0.9333
0.2133 -0.282
0.2167 -0.275
0.22 -0.275
0.2233 -0.338
0.2267 -0.595
0.23 -0.144
0.2333 8.1e-002
0.2367 -0.413
0.24 -0.482
0.2433 -0.163
0.2467 -0.169
0.25 -0.357
0.2533 -0.344
0.2567 -0.213
0.26 -0.263
0.2633 -0.319
0.2667 -0.294
0.27 -0.257
0.2867 -0.282
0.3033 -0.282
0.32 -0.275
0.3367 -0.275
0.3533 -0.282
0.37 -0.282
0.3867 -0.282
0.4033 -0.275
0.42 -0.275
0.4367 -0.282
0.4533 -0.275
0.47 -0.275
0.4867 -0.275
0.5033 -0.282
0.52 -0.282
0.5367 -0.275
0.5533 -0.275
0.57 -0.282
0.5867 -0.282
0.6033 -0.275
0.62 -0.275
0.6367 -0.275
0.6533 -0.275
0.67 -0.263
0.6867 -0.275
0.7033 -0.275
0.72 -0.275
0.7367 -0.275
0.7533 -0.275
0.77 -0.275
0.7867 -0.275
0.8033 -0.275
0.82 -0.275
0.8367 -0.275
0.8533 -0.275
0.87 -0.275
22.37 0.877
22.36 0.8767
22.36 0.8767
22.43 0.8792
22.68 0.8893
22.23 0.8716
22.01 0.8628
22.5 0.8822
22.57 0.8849
22.25 0.8724
22.26 0.8726
22.45 0.88
22.43 0.8795
22.3 0.8743
22.35 0.8763
22.41 0.8785
22.38 0.8775
22.35 0.876
22.37 0.877
22.37 0.877
22.36 0.8767
22.36 0.8767
22.37 0.877
22.37 0.877
22.37 0.877
22.36 0.8767
22.36 0.8767
22.37 0.877
22.36 0.8767
22.36 0.8767
22.36 0.8767
22.37 0.877
22.37 0.877
22.36 0.8767
22.36 0.8767
22.37 0.877
22.37 0.877
22.36 0.8767
22.36 0.8767
22.36 0.8767
22.36 0.8767
22.35 0.8763
22.36 0.8767
22.36 0.8767
22.36 0.8767
22.36 0.8767
22.36 0.8767
22.36 0.8767
22.36 0.8767
22.36 0.8767
22.36 0.8767
22.36 0,8767
22.36 0.8767
22.36 0.8767
6/13/2002
138 0.95 0.8867
139 0.9666 0.9033
140 0.9833 0.92
141 1. 0.9367
142 1.2 1.137
143 1.4 1.337
144 1.6 1.537
145 1.8 1.737
146 2. 1.937
147 2.2 2.137
148 2.4 2.337
149 2.6 2.537
150 2.8 2.737
151 3. 2.937
152 3.2 3.137
153 3.4 3.337
154 3.6 3.537
155 3.8 3.737
156 4. 3.937
157 4.2 4.137
158 4.4 4.337
159 4.6 4.537
160 4.8 4.737
161 5. 4.937
162 5.2 5.137
163 5.4 5.337
164 5.6 5.537
165 5.8 5.737
166 6. 5.937
167 62 6.137
168 6.4 6.337
169 6.6 6.537
170 6.8 6.737
171 7. 6.937
172 7.2 7.137
173 7.4 7.337
174 7.6 7.537
175 7.8 7.737
176 8. 7.937
177 8.2 6137
178 8.4 8.337
179 8.6 6537
180 8.8 8.737
181 9. 8.937
182 9.2 9.137
183 9.4 9.337
184 9.6 9.537
185 9.8 9.737
186 10. 9.937
187 12. 11.94
188 14. 13.94
189 16 15.94
190 18. 17.94
191 20. 19.94
-0.275 22.36 0.8767
-0.275 22.36 0.8767
-0.275 22.36 0.8767
-0.275 22.36 0.8767
-0.275 22.36 0.8767
-0.275 22.36 0.8767
-0.269 22.36 0.8765
-0.269 22.36 0.8765
-0.269 22.36 0.8765
-0.269 22.36 0.8765
-0.269 22.36 0.8765
-0.263 22.35 0.8763
-0.263 22.35 0.8763
-0.263 22.35 0.8763
-0.263 22.35 0.8763
-0.263 22.35 0.8763
-0.263 22.35 0.8763
-0.257 22.35 0.876
-0.257 22.35 0.876
-0.257 22.35 0.876
-0.257 22.35 0.876
-0.257 22.35 0.876
-0.257 22.35 0.876
-0.25 22.34 0.8758
-0.25 22.34 0.8758
-0.257 22.35 0.876
-0,25 22.34 0.8758
-0.25 22.34 0.8758
-0.25 22.34 0.8758
-0.25 22.34 0.8758
-0.25 22.34 0.8758
-0.244 22.33 0.8755
-0.244 22.33 0.8755
-0.244 22.33 0.8755
-0.244 22,33 0.8755
-0.244 22.33 0.8755
-0.244 22.33 0.8755
-0.244 22.33 0.8755
-0.244 22.33 0.8755
-0.244 22.33 0.8755
-0.238 22.33 0.8753
-0.238 22.33 0.8753
-0,238 22.33 0.8753
-0.238 22.33 0.8753
-0.238 22.33 0.8753
-0.232 22.32 0.8751
-0.232 22.32 0.8751
-0.232 22.32 0.8751
-0.232 22.32 0.8751
-0.219 22.31 0.8746
-0.213 22.3 0.8743
-0.206 22.3 0.874
-0.2 22.29 0.8738
-0.194 22.28 0.8736
6/13/2002
192 22. 21.94
193 24. 23.94
194 26. 25.94
1% 28. 27.94
196 30. 29.94
197 32. 31.94
198 34. 33.94
199 36. 35.94
200 38. 37.94
201 40. 39.94
202 42. 41.94
203 44. 43.94
204 46. 45.94
205 48. 47.94
206 50. 49.94
207 52. 51.94
208 54. 53.94
209 56. 55.94
210 58. 57.94
211 60. 59.94
-0.188 22.28 0.8733
-0.181 22.27 0.8731
-0.175 22.26 0.8728
-0.169 22.26 0.8726
-0.175 22.26 0.8728
-0.163 22.25 0.8724
-0.156 22.25 0.8721
-0.15 22.24 0.8718
-0.144 22.23 0.8716
-0.144 22.23 0.8716
-0.144 22.23 0.8716
-0.144 22.23 0.8716
-0.131 22.22 0.8711
-0.125 22.21 0.8709
-0.119 22.21 0.8706
-0.119 22.21 0.8706
-0.112 22.2 0.8704
-0.112 22.2 0.8704
-0.106 22.2 0.8701
-0.112 22.2 0.8704
6/13/2002
Field Hydraulic Conductivity Test 05/28/02
A-1 Sandrock, Inc. CDLF Guilford County, NC
Bouwer and Rice Graph
B-19 falling head
S 0.1 _
rs-002
Hydraulic Conductivity = 6 003e-006 cm/sec
Transmissivity = 0.8508 ft2/day
Bouwer and Rice parameter A = 1 871
Bouwer and Rice parameter B = 0.25
ln(Re/Rw) = 1.807660e+000
Gravel Pack Porosity = 30, %
Corrected Casing Radius = 3,688 incties
.Analysis starts at li.me 3,198 seconds
Analysis ends at time 62. minutes
196 Measurements analyzed from 17 to 212
Project Number Granite bedrock piezometer
Analysis by Starpoint Software
1
Adjusted Time (hours)
Ho is A3.94 feet at 3.198 seconds
6/13/2002
Field Hydraulic Conductivity Test 05/28/02
A-1 Sandrock, Inc. CDLF Guilford County, NC
Hvorslev Graph
B-19 falling head
0.37
0,1 —
1 ,e-002
Time Lag = 8,233e+004 seconds
Shape Factor = 4 159
Partiai Penetration Case B
Analysis starts at time 3,198 seconds
Analysis ends at time 62, minutes
196 Measurements analyzed from 17 to 212
Hydraulic Conductivity = 2 368e-006 cm.^'sec
Transmissivity = 0 3356 ft2/day
Project Number Granite bedrock piezometer
Analysis by Starpoint Software
1
Adjusted Time (hours)
Ho is 43.94 feet at 3.198 seconds
6/13/2002
Field Hydraulic Conductivity Test
Site Name:
Location:
Test Date:
Project Number:
Import File:
A-1 Sandrocl<, Inc. CDLF
Guilford County, NC
05/28/02
Granite bedrock piezometer
A:\B-19
Well Label:
Aquifer Ttiickness:
Screen Lengtti:
Casing Radius:
Effective Radius:
Gravel Pack Porosity:
Con-ected Casing Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
Time Adjustment:
Test starts witti trial 16
Ttiere are 212 time and drawdown measurements
Maximum tiead is 43.94 feet
Minimum head is 0. feet
B-19 falling head
50. feet
5. feet
2. inches
6. inches
30. %
3.688 inches
39.68 feet
28.5 feet
1.
3.198 Seconds
Trial Time Adjusted Time Drawdown Head Head Ratio
(minutes) (minutes) (feet) (feet)
1 0. -5.33e-002 0. 39.68 0.9031
2 3.3e-003 -5.e-002 0. 39.68 0.9031
3 6.6e-003 -4.67e-002 -6.e-003 39.69 0.9032
4 1 .e-002 -4.33e-002 -6.e-003 39.69 0.9032
5 1.33e-002 -4.e-002 6.e-003 39.67 0.9029
6 1.66e-002 -3.67e-002 -6.e-003 39.69 0.9032
7 2.e-002 -3.33e-002 -6.e-003 39.69 0.9032
8 2.33e-002 -3.e-002 0. 39.68 0.9031
9 2.66e-002 -2.67e-002 -1.2e-002 39.69 0.9033
10 3.e-002 -2.33e-002 6.e-003 39.67 0.9029
11 3.33e-002 -2.e-002 -1.2e-002 39.69 0.9033
12 3.66e-002 -1.67e-002 -2.5e-002 39.7 0.9036
13 4.e-002 -1.33e-002 1.2e-002 39.67 0.9028
14 4.33e-002 -1 .e-002 -3.1 e-002 39.71 0.9038
15 4.66e-002 -6.7e-003 -6.2e-002 39.74 0.9045
16 5. e-002 -3.3e-003 0. 39.68 0.9031
17 5.33e-002 0. -4.259 43.94 1.
18 5.66e-002 3.3e-003 -1.117 40.8 0.9285
19 6.e-002 6.7e-003 0.646 39.03 0.8884
20 6.33e-002 1.e-002 -3.298 42.98 0.9781
21 6.66e-002 1.33e-002 -2.87 42.55 0.9684
22 7. e-002 1.67e-002 -3.046 42.73 0.9724
23 7.33e-002 2.e-002 -2.996 42.68 0.9713
24 7.66e-002 2.33e-002 -2.594 42.27 0.9621
25 8. e-002 2.67e-002 -2.996 42.68 0.9713
26 8.33e-002 3.e-002 -3.128 42.81 0.9743
27 8.66e-002 3.33e-002 -2.895 42.58 0.969
28 9.e-002 3.67e-002 -2.958 42.64 0.9704
29 9.33e-002 4.e-002 -2.883 42.56 0.9687
6/13/2002
30 9.66e-002 4.33e-002 -2.33 42.01 0.9561
31 0,1 4.676-002 -2.732 42.41 0.9652
32 0.1033 5.6-002 -2.173 41.85 0.9525
33 0.1066 5.336-002 -2.198 41.88 0.9531
34 0.11 5.676-002 -2.236 41.92 0.954
35 0.1133 6.6-002 -2.38 42.06 0.9572
36 0.1166 6.336-002 -1.771 41.45 0.9434
37 0.12 6.676-002 -1.903 41.58 0.9464
38 0.1233 7.6-002 -2.883 42.56 0.9687
39 0.1266 7.336-002 -2.87 42.55 0.9684
40 0.13 7.676-002 -2.977 42.66 0.9708
41 0.1333 8,6-002 -3.059 42.74 0.9727
42 0.1366 8.336-002 -2.895 42.58 0.969
43 0.14 8.676-002 -2.217 41,9 0.9535
44 0.1433 9.6-002 -2.21 41.89 0.9534
45 0.1466 9.336-002 -1.048 40.73 0.9269
46 0.15 9.676-002 -1.4 41.08 0.9349
47 0.1533 1.6-001 -2.474 42.15 0.9594
48 0.1566 0.1033 -2,701 42.38 0.9645
49 0.16 0.1067 -2.286 41.97 0.9551
50 0.1633 0.11 -1.852 41.53 0.9452
51 0.1666 0.1133 -1.846 41.53 0.9451
52 0.17 0.1167 -2.097 41.78 0.9508
53 0.1733 0.12 -2.267 41.95 0.9547
54 0.1766 0.1233 -2.16 41.84 0.9522
55 0.18 0.1267 -2.066 41.75 0.9501
56 0.1833 0.13 -2.066 41.75 0.9501
57 0.1866 0.1333 -2.104 41.78 0.951
58 0.19 0.1367 -2.104 41.78 0.951
59 0.1933 0.14 -2.097 41.78 0.9508
60 0.1966 0.1433 -2.097 41.78 0.9508
61 0.2 0.1467 -2.097 41.78 0.9508
62 0.2033 0.15 -2.097 41.78 0.9508
63 0.2066 0.1533 -2.097 41.78 0.9508
64 0.21 0.1567 -2.097 41.78 0.9508
65 0.2133 0.16 -2.104 41.78 0.951
66 0.2166 0.1633 -2.097 41.78 0.9508
67 0.22 0.1667 -2.091 41.77 0.9507
68 0.2233 0.17 -2.097 41.78 0.9508
69 0.2266 0.1733 -2.091 41.77 0.9507
70 0.23 0.1767 -2.091 41.77 0.9507
71 0.2333 0.18 -2.091 41.77 0.9507
72 0.2366 0.1833 -2.091 41.77 0.9507
73 0.24 0,1867 -2.091 41.77 0,9507
74 0.2433 0.19 -2.091 41.77 0.9507
75 0.2466 0.1933 -2.091 41.77 0.9507
76 0.25 0.1967 -2.085 41.77 0.9505
77 0.2533 0.2 -2.085 41.77 0,9505
78 0.2566 0.2033 -2.091 41.77 0.9507
79 0.26 0.2067 -2.091 41.77 0.9507
80 0.2633 0.21 -2.085 41.77 0.9505
81 0.2666 0.2133 -2.085 41.77 0.9505
82 0.27 0.2167 -2.079 41.76 0.9504
83 0.2733 0.22 -2.085 41.77 0.9505
6/13/2002
84 0.2766 0.2233
85 0.28 0.2267
86 0.2833 0.23
87 0.2866 0.2333
88 0.29 0.2367
89 0.2933 0.24
90 0.2966 0.2433
91 0.3 0.2467
92 0.3033 0.25
93 0.3066 0.2533
94 0.31 0.2567
95 0.3133 0.26
96 0.3166 0.2633
97 0.32 0.2667
98 0.3233 0.27
99 0.3266 0.2733
100 0.33 0.2767
101 0.3333 0.28
102 0.35 0.2967
103 0.3666 0.3133
104 0.3833 0.33
105 0.4 0.3467
106 0.4166 0.3633
107 0.4333 0.38
108 0.45 0.3967
109 0.4666 0.4133
110 0.4833 0.43
111 0.5 0.4467
112 0.5166 0.4633
113 0.5333 0.48
114 0.55 0.4967
115 0.5666 0.5133
116 0.5833 0.53
117 0.6 0.5467
118 ^ 0.6166 0.5633
119 0.6333 0.58
120 0.65 0.5967
121 0.6666 0.6133
122 0.6833 0.63
123 0.7 0.6467
124 0.7166 0.6633
125 0.7333 0.68
126 0.75 0.6967
127 0.7666 0.7133
128 0.7833 0.73
129 0.8 0.7467
130 0.8166 0.7633
131 0.8333 0.78
132 0.85 0.7967
133 0.8666 0.8133
134 0.8833 0.83
135 0.9 0.8467
136 0.9166 0.8633
137 0.9333 0.88
-2.079 41.76 0.9504
-2.085 41.77 0,9505
-2.085 41.77 0.9505
-2.072 41.75 0.9502
-2.079 41.76 0.9504
-2.079 41.76 0.9504
-2.072 41.75 0.9502
-2.072 41.75 0.9502
-2.072 41.75 0.9502
-2.072 41.75 0.9502
-2.072 41.75 0.9502
-2.072 41.75 0.9502
-2.072 41.75 0.9502
-2.072 41.75 0.9502
-2.066 41.75 0.9501
-2.066 41.75 0.9501
-2.066 41.75 0.9501
-2.066 41.75 0.9501
-2.06 41.74 0.95
-2.06 41.74 0.95
-2.053 41.73 0.9498
-2.053 41.73 0.9498
-2.047 41.73 0.9497
-2.047 41.73 0.9497
-2.041 41.72 0.9495
-2.041 41.72 0.9495
-2.041 41.72 0.9495
-2.035 41.72 0.9494
-2.035 41.72 0.9494
-2.035 41.72 0.9494
-2.028 41.71 0.9492
-2.047 41.73 0.9497
-2.022 41.7 0.9491
-2.022 41.7 0.9491
-2.016 41.7 0.949
-2.016 41.7 0.949
-2.016 41.7 0.949
-2.009 41.69 0.9488
-2.009 41.69 0.9488
-2.009 41.69 0.9488
-2.003 41.68 0.9487
-2.003 41.68 0.9487
-2.003 41.68 0.9487
-1.997 41.68 0.9485
-1.997 41.68 0.9485
-1.997 41.68 0.9485
-1.991 41.67 0.9484
-1.997 41.68 0.9485
-1.991 41.67 0.9484
-1.991 41.67 0.9484
-1.984 41.66 0.9482
-1.984 41.66 0.9482
-1.978 41.66 0.9481
-1.978 41.66 0.9481
6/13/2002
138 0.95 0.8967
139 0.9666 0.9133
140 0.9833 0.93
141 1. 0.9467
142 1.2 1.147
143 1.4 1.347
144 1.6 1.547
145 1.8 1.747
146 2. 1.947
147 2.2 2.147
148 2.4 2.347
149 2.6 2.547
150 2.8 2.747
151 3. 2.947
152 3.2 3.147
153 3.4 3.347
154 3.6 3.547
155 3.8 3.747
156 4. 3.947
157 4.2 4.147
158 4.4 4.347
159 4.6 4.547
160 4.8 4.747
161 5. 4.947
162 5.2 5.147
163 5.4 5.347
164 5.6 5.547
165 5.8 5.747
166 6. 5.947
167 62 6147
168 6.4 6.347
169 6.6 6.547
170 68 6.747
171 7. 6.947
172 7.2 7.147
173 7.4 7.347
174 7.6 7.547
175 7.8 7.747
176 8. 7.947
177 8.2 6147
178 8,4 8.347
179 66 8.547
180 68 8.747
181 9. 8.947
182 9.2 9.147
183 9.4 9.347
184 9.6 9.547
185 9.8 9.747
186 10. 9.947
187 12. 11.95
188 14. 13.95
189 16 15.95
190 18. 17.95
191 20. 19.95
-1.978 41.66 0.9481
-1.972 41.65 0.948
-1.972 41.65 0.948
-1.972 41.65 0.948
-1.947 41.63 0.9474
-1.921 41.6 0.9468
-1.903 41.58 0.9464
-1.89 41.57 0.9461
-1.877 41.56 0.9458
-1.859 41.54 0.9454
-1,846 41.53 0.9451
-1.834 41.51 0.9448
-1,821 41.5 0.9445
-1.808 41.49 0.9442
-1.796 41.48 0.9439
-1.79 41.47 0.9438
-1.777 41.46 0.9435
-1.764 41.44 0.9432
-1.752 41.43 0.9429
-1.746 41.43 0.9428
-1.733 41.41 0.9425
-1.727 41.41 0.9424
-1.72 41.4 0.9422
-1.708 41.39 0.9419
-1.702 41.38 0.9418
-1.689 41.37 0.9415
-1.683 41.36 0.9414
-1.676 41.36 0.9412
-1.67 41.35 0.9411
-1.664 41.34 0.9409
-1.658 41.34 0.9408
-1.645 41.32 0.9405
-1.639 41.32 0.9404
-1.632 41.31 0.9402
-1.626 41.31 0.9401
-1.62 41.3 0.9399
-1.614 41.29 0.9398
-1.607 41.29 0.9396
-1.595 41.27 0.9394
-1.595 41.27 0.9394
-1.589 41.27 0.9392
-1.582 41.26 0.9391
-1.57 41.25 0.9388
-1.57 41.25 0.9388
-1.563 41.24 0.9386
-1.557 41.24 0.9385
-1.551 41.23 0.9384
-1.545 41.23 0.9382
-1.538 41.22 0.9381
-1.475 41.16 0.9366
-1.425 41.1 0.9355
-1.381 41.06 0.9345
-1.331 41.01 0.9334
-1.293 40.97 0.9325
6/13/2002
192 22. 21.95 -1.249 40.93 0.9315
193 24. 23.95 -1.212 40.89 0.9307
194 26. 25.95 -1.174 40.85 0.9298
195 28. 27.95 -1.136 40.82 0.9289
196 30. 29.95 -1.105 40.78 0.9282
197 32. 31.95 -1.073 40.75 0.9275
198 34. 33.95 -1.042 40.72 0.9268
199 36. 35.95 -1.011 40.69 0.9261
200 38. 37.95 -0.979 40.66 0.9254
201 40. 39.95 -0.954 40.63 0.9248
202 42. 41.95 -0.923 40.6 0.9241
203 44. 43.95 -0.898 40.58 0.9235
204 46. 45.95 -0.872 40.55 0.9229
205 48. 47.95 -0.841 40.52 0.9222
206 50. 49.95 -0.822 40.5 0.9218
207 52. 51.95 -0.797 40.48 0.9212
208 54. 53.95 -0.772 40.45 0.9206
209 56. 55.95 -0.753 40.43 0.9202
210 58. 57.95 -0.728 40.41 0.9196
211 60. 59.95 -0.709 40.39 0.9192
212 62. 61.95 -0.69 40.37 0.9188
6/13/2002
Field Hydraulic Conductivity Test 05/28/02
A-1 Sandrock, Inc. CDLF Guilford County, NC
.2
1 s-302.
Hydraulic Conductivity = 7 l43e-006 cm/sec
Transmissivity = 0.324 ft2.'day
Bouwer and Rice Graph
B-21 falling head
Bouwer and Rice parameter C = 1.5
ln(Re/Rw) = 2.516401e+000
Gravel Pac!< Porosity = 30 %
Corrected Casing Radius = 3.688 inclies
Analysis starts at time 6,396 seconds
Analysis ends at time 50, minutes
174 Measurements analyzed from 33 to 206
1 1 1 1
25 30 35 40 46
Adjusted Time (mtnutes)
Ho is 47.14 feet at 6.396 seconds
20
Project Number Granite saprolite piezometer
Analysis by Starpoint Software
6/13/2002
Field Hydraulic Conductivity Test 05/28/02
A-1 Sandrock, Inc. CDLF Guilford County, NC
Hvorslev Graph
B-21 falling head
0.37
1, e-002
Hydraulic Conductivity = 2.587e-006 cm/sec
Transmissivity = 0 1173 ft2/day
10
Time Lag = 4 903e+004 seconds
Shape Factor = 6 393
Partiai Penetration Case B
Analysis starts at time 6.396 seconds
-Analysis ends at time 50, minutes
174 Measurements analyzed from 33 to 206
35
-T~
46 r
20
r
25
1
30 40
Project Number Granite saprolite piezometer
Analysis by Starpoint Software
Adjusted Time (minutes)
Ho is 47,14 feet at 6,396 seconds
6/13/2002
Field Hydraulic Conductivity Test
Site Name:
Location:
Test Date:
Project Number:
Import File:
A-1 Sandrock, Inc. CDLF
Guilford County, NC
05/28/02
Granite saprolite piezometer
A:\B-21fh
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Gravel Pack Porosity:
Conrected Casing Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
Time Adjustment:
Test starts with trial 32
There are 206 time and drawdown measurements
Maximum head is 47.14 feet
Minimum head is 0. feet
B-21 falling head
16. feet
10. feet
2. inches
6. inclies
30. %
3.688 inches
44.03 feet
16. feet
1.
6.396 Seconds
Trial Time Adjusted Time Drawdown Head Head Ratio
(minutes) (minutes) (feet) (feet)
1 0. -0.1066 0. 44.03 0.934
2 3.3e-003 -0.1033 -6.e-003 44.04 0.9342
3 6.6e-003 -0.1 -1.26-002 44.04 0.9343
4 1 .e-002 -9.66e-002 -1.86-002 44.05 0.9344
5 1.33e-002 -9.33e-002 -1.26-002 44.04 0.9343
6 1.66e-002 -9.e-002 -6.6-003 44.04 0.9342
7 2.e-002 -8.66e-002 -1.26-002 44.04 0.9343
8 2.33e-002 -8.33e-002 -1.86-002 44.05 0.9344
9 2.66e-002 -8.e-002 -1.86-002 44.05 0.9344
10 3.e-002 -7.66e-002 -6.e-003 44.04 0.9342
11 3.33e-002 -7.33e-002 -1.26-002 44.04 0.9343
12 3.66e-002 -7.e-002 -1.26-002 44.04 0.9343
13 4.e-002 -6.66e-002 -1.26-002 44.04 0.9343
14 4.33e-002 -6.33e-002 -6.6-003 44.04 0.9342
15 4.66e-002 -6. e-002 -6.6-003 44.04 0.9342
16 5.e-002 -5.66e-002 -1.26-002 44.04 0.9343
17 5.33e-002 -5.33e-002 -1.2e-002 44.04 0.9343
18 5.66e-002 -5.e-002 -1.023 45.05 0.9557
19 6.e-002 -4.66e-002 -1.733 45.76 0.9708
20 6.33e-002 -4.33e-002 -1.733 45.76 0.9708
21 6.66e-002 -4.e-002 -1.08 45.11 0.957
22 7.e-002 -3.66e-002 -1.394 45.42 0.9636
23 7.33e-002 -3.33e-002 -2.374 46.4 0.9844
24 7.66e-002 -3.6-002 -3.027 47.06 0.9983
25 8.e-002 -2.666-002 -2.449 46.48 0.986
26 8.33e-002 -2.336-002 -2.154 46.18 0.9797
27 8.66e-002 -2. e-002 -2.374 46.4 0.9844
28 9.e-002 -1.666-002 -2.889 46.92 0.9953
29 9.33e-002 -1.33e-002 -2.914 46.94 0.9959
30 9.66e-002 -1.e-002 -2.336 46.37 0.9836
31 0.1 -6.6e-003 -2.286 46.32 0.9825
32 0.1033 -3.3e-003 -2.694 46.72 0.9912
33 0.1066 0. -3.109 47.14 1.
34 0.11 3.4e-003 -2.939 46.97 0.9964
35 0.1133 6.7e-003 -2.518 46.55 0.9875
36 0.1166 1.e-002 -1.953 45.98 0.9755
37 0.12 1.34e-002 -2.192 46.22 0.9805
38 0.1233 1.67e-002 -2.543 46.57 0.988
39 0.1266 2.e-002 -2.826 46.86 0.994
40 0.13 2.34e-002 -2.248 46.28 0.9817
41 0.1333 2.67e-002 -1.947 45.98 0.9753
42 0.1366 3.e-002 -2.229 46.26 0.9813
43 0.14 3.34e-002 -2.6 46.63 0.9892
44 0.1433 3.67e-002 -2.613 46.64 0.9895
45 0.1466 4.e-002 -2.443 46.47 0.9859
46 0.15 4.34e-002 -2.298 46.33 0.9828
47 0.1533 4.67e-002 -2.148 46.18 0.9796
48 0.1566 5. e-002 -2.066 46.1 0.9779
49 0.16 5.34e-002 -2.041 46.07 0.9773
50 0.1633 5.67e-002 -1.84 45.87 0.9731
51 0.1666 6.e-002 -1.915 45.95 0.9747
52 0.17 6.34e-002 -2.179 46.21 0.9803
53 0.1733 6.67e-002 -2.091 46.12 0.9784
54 0.1766 7.e-002 -1.827 45.86 0.9728
55 0.18 7.34e-002 -1.984 46.01 0.9761
56 0.1833 7.67e-002 -2.16 46.19 0.9799
57 0.1866 8.e-002 -2.198 46.23 0.9807
58 0.19 8.34e-002 -1.978 46.01 0.976
59 0.1933 8.67e-002 -1.576 45.61 0.9675
60 0.1966 9.e-002 -1.607 45.64 0.9681
61 0.2 9.34e-002 -1.815 45.84 0.9725
62 0.2033 9.67e-002 -2.091 46.12 0.9784
63 0.2066 0.1 -2.11 46.14 0.9788
64 0.21 0.1034 -1.94 45.97 0.9752
65 0.2133 0.1067 -1.965 45.99 0.9757
66 0.2166 0.11 -2.179 46.21 0.9803
67 0.22 0.1134 -2.38 46.41 0.9845
68 0.2233 0.1167 -2.298 46.33 0.9828
69 0.2266 0.12 -1.84 45.87 0.9731
70 0.23 0.1234 -1.312 45.34 0.9619
71 0.2333 0.1267 -1.507 45.54 0.966
72 0.2366 0.13 -1.934 45.96 0.9751
73 0.24 0.1334 -2.236 46.27 0.9815
74 0.2433 0.1367 -2.129 46.16 0.9792
75 0.2466 0.14 -1.815 45.84 0.9725
76 0.25 0.1434 -1.683 45.71 0.9697
77 0.2533 0.1467 -1.821 45.85 0.9727
78 0.2566 0.15 -1.626 45.66 0.9685
79 0.26 0.1534 -1.827 45.86 0.9728
80 0.2633 0.1567 -1.752 45.78 0.9712
81 0.2666 0.16 -1.89 45.92 0.9741
82 0.27 0.1634 -2.11 46.14 0.9788
83 0.2733 0.1667 -2.336 46.37 0.9836
6/13/2002
84 0.2766 0.17
85 0.28 0.1734
86 0.2833 0.1767
87 0.2866 0.18
88 0.29 0.1834
89 0.2933 0.1867
90 0.2966 0.19
91 0.3 0.1934
92 0.3033 0.1967
93 0.3066 0.2
94 0.31 0.2034
95 0.3133 0.2067
96 0.3166 0.21
97 0.32 0.2134
98 0.3233 0.2167
99 0.3266 0.22
100 0.33 0.2234
101 0.3333 0.2267
102 0.35 0.2434
103 0.3666 0.26
104 0.3833 0.2767
105 0.4 0.2934
106 0.4166 0.31
107 0.4333 0.3267
108 0.45 0.3434
109 0.4666 0.36
110 0.4833 0.3767
111 0.5 0.3934
112 0.5166 0.41
113 0.5333 0.4267
114 0.55 0.4434
115 0.5666 0.46
116 0.5833 0.4767
117 0.6 0.4934
118 0.6166 0.51
119 0.6333 0.5267
120 0.65 0.5434
121 0.6666 0.56
122 0.6833 0.5767
123 0.7 0.5934
124 0.7166 0.61
125 0.7333 0.6267
126 0.75 0.6434
127 0.7666 0.66
128 0.7833 0.6767
129 0.8 0.6934
130 0.8166 0.71
131 0.8333 0.7267
132 0.85 0.7434
133 0.8666 0.76
134 0.8833 0.7767
135 0.9 0.7934
136 0.9166 0.81
137 0.9333 0.8267
-2.11 46.14 0.9788
-1.676 45.71 0.9696
-1.532 45,56 0.9665
-1.802 45.83 0.9723
-2.085 46.12 0.9783
-2.122 4615 0.9791
-1.928 45.96 0.9749
-1.764 45,79 0,9715
-1.802 45.83 0.9723
-1.921 45,95 0.9748
-1.965 45.99 0.9757
-1,921 45,95 0.9748
-1.859 45.89 0.9735
-1.859 45.89 0.9735
-1.896 45.93 0.9743
-1.915 45.95 0.9747
-1.896 45.93 0.9743
-1.871 45.9 0.9737
-1.871 45.9 0.9737
-1.871 45.9 0.9737
-1.865 45.89 0.9736
-1.903 45.93 0.9744
-1.884 45.91 0.974
-1.884 45.91 0.974
-1.865 45.89 0.9736
-1.846 45.88 0.9732
-1.84 45.87 0.9731
-1.827 45.86 0.9728
-1.827 45.86 0.9728
-1.821 45.85 0.9727
-1.815 45.84 0.9725
-1.808 45.84 0.9724
-1.802 45.83 0.9723
-1.796 45.83 0.9721
-1.79 45.82 0.972
-1.783 45.81 0.9719
-1.783 45.81 0.9719
-1.777 45.81 0.9717
-1.771 45.8 0.9716
-1.764 45.79 0.9715
-1.764 45.79 0.9715
-1.752 45.78 0.9712
-1.752 45.78 0.9712
-1.746 45.78 0.9711
-1.739 45.77 0.9709
-1.733 45.76 0.9708
-1.727 45.76 0.9707
-1.758 45.79 0.9713
-1.727 45.76 0.9707
-1.714 45.74 0.9704
-1.708 45.74 0.9703
-1.708 45.74 0.9703
-1.702 45.73 0.9702
-1.695 45.72 0.97
6/13/2002
138 0.95 0.8434
139 0.9666 0.86
140 0.9833 0.8767
141 1. 0.8934
142 1.2 1.093
143 1.4 1.293
144 1.6 1.493
145 1.8 1.693
146 2. 1.893
147 2.2 2.093
148 2.4 2.293
149 2.6 2.493
150 2.8 2.693
151 3. 2.893
152 3.2 3.093
153 3.4 3.293
154 3.6 3.493
155 3.8 3.693
156 4. 3.893
157 4.2 4.093
158 4.4 4.293
159 4.6 4.493
160 4.8 4.693
161 5. 4.893
162 5.2 5.093
163 5.4 5.293
164 5.6 5.493
165 5.8 5.693
166 6. 5.893
167 6.2 6.093
168 6.4 6.293
169 66 6.493
170 68 6.693
171 7. 6.893
172 7.2 7.093
173 7.4 7.293
174 7.6 7.493
175 7.8 7.693
176 8. 7.893
177 62 8.093
178 8.4 8.293
179 66 8.493
180 8.8 8.693
181 9. 8.893
182 9.2 9.093
183 9.4 9.293
184 9.6 9.493
185 9.8 9.693
186 10. 9.893
187 12. 11.89
188 14. 13.89
189 16. 15.89
190 16 17.89
191 20. 19.89
-1.689 45.72 0.9699
-1.683 45.71 0.9697
-1.683 45.71 0.9697
-1.676 45.71 0.9696
-1.607 45.64 0.9681
-1.557 45.59 0.9671
-1.507 45.54 0.966
-1.463 45.49 0.9651
-1.419 45.45 0.9641
-1.375 45.4 0.9632
-1.337 45.37 0.9624
-1.293 45.32 0.9615
-1.262 45.29 0.9608
-1.224 45.25 0.96
-1.193 45.22 0.9594
-1.155 45.19 0.9585
-1.124 45.15 0.9579
-1.092 45.12 0.9572
-1.067 45.1 0.9567
-1.036 45.07 0.956
-1.011 45.04 0.9555
-0.985 45.02 0.9549
-0.96 44.99 0.9544
-0.935 44.97 0.9539
-0.91 44.94 0.9534
-0.885 44.91 0.9528
-0.866 44.9 0.9524
-0.841 44.87 0.9519
-0.822 44.85 0.9515
-0.803 44.83 0.9511
-0.778 44.81 0.9506
-0.759 44.79 0.9501
-0.747 44.78 0.9499
-0.728 44.76 0.9495
-0.709 44.74 0.9491
-0.69 44.72 0.9487
-0.678 44.71 0.9484
-0.659 44.69 0.948
-0.646 44.68 0.9478
-0.634 44.66 0.9475
-0.615 44.64 0.9471
-0.602 44.63 0.9468
-0.59 44.62 0.9466
-0.577 44.61 0.9463
-0.565 44.59 0.946
-0.552 44.58 0.9458
-0.54 44.57 0.9455
-0.527 44.56 0.9452
-0.514 44.54 0.945
-0.408 44.44 0.9427
-0.345 44.38 0.9414
-0.282 44.31 0.94
-0.238 44.27 0.9391
-0.201 44.23 0.9383
6/13/2002
192 22. 21,89 -0.175 44.2 0.9378
193 24. 23.89 -0.157 44.19 0.9374
194 26. 25.89 -0.144 44.17 0.9371
195 28. 27.89 -0.125 44.16 0.9367
196 30. 29.89 -0.113 44.14 0.9364
197 32. 31.89 -0.106 44.14 0.9363
198 34. 33.89 -0.1 44.13 0.9362
199 36. 35.89 -0.1 44.13 0,9362
200 36. 37.89 -8.7e-002 44.12 0.9359
201 40. 39.89 -8.1 e-002 44.11 0.9358
202 42. 41.89 -8.1 e-002 44.11 0.9358
203 44. 43.89 -7.5e-002 44.1 0.9356
204 46. 45.89 -8.1 e-002 44.11 0.9358
205 48. 47.89 -6.9e-002 44.1 0.9355
206 50. 49.89 -6.9e-002 44.1 0.9355
6/13/2002
APPENDIX D
Fracture Trace Analysis
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APPENDIX E
Amec Foster Wheeler
Geotechnical Lab Data
AMEC
GRAIN SIZE DISTRIBUTION TEST DATA 3/13/2018
Client: Al Sand Rock
Project: Phase 3 PTC
Project Number: 6468-18-8009
Location:B-36
Depth:8.5-10.0'Sample Number:SS-3
Material Description: Yellow Clayey Silty SAND
Sample Date: ND
Date Received: 3/2/18 PL: 20 LL: 24 PI: 4
USCS Classification: SC-SM AASHTO Classification: A-2-4(0)
Grain Size Test Method: ASTM D 6913
Testing Remarks: Specific Gravity is assumed
ND = Not Determined
Tested By: CS Test Date: 3/10/18
Checked By: SPF Title: Lab Director
Sieve Test Data
Dry
Sample
and Tare
(grams)
Tare
(grams)
Cumulative
Pan
Tare Weight
(grams)
Sieve
Opening
Size
Cumulative
Weight
Retained
(grams)
Percent
Finer
633.16 0.00 0.00 #4 0.00 100.0
#10 4.63 99.3
54.32 0.00 0.00 #20 9.59 81.7
#40 19.63 63.4
#60 25.97 51.8
#100 31.18 42.3
#140 34.02 37.1
#200 36.57 32.4
Hydrometer Test Data
Hydrometer test uses material passing #10
Percent passing #10 based upon complete sample = 99.3
Weight of hydrometer sample =54.32
Hygroscopic moisture correction:
Moist weight and tare = 24.67
Dry weight and tare =24.59
Tare weight =11.17
Hygroscopic moisture =0.6%
Table of composite correction values:
Temp., deg. C:
Comp. corr.:
11.4-9.0 29.0-4.0
Meniscus correction only = 1.0
Specific gravity of solids = 2.700
Hydrometer type = 152H
Hydrometer effective depth equation: L = 16.294964 - 0.164 x Rm
Elapsed
Time (min.)
Temp.
(deg. C.)
Actual
Reading
Corrected
Reading K Rm
Eff.
Depth
Diameter
(mm.)
Percent
Finer
2.00 23.0 20.0 14.3 0.0130 21.0 12.9 0.0328 26.0
5.00 23.0 17.0 11.3 0.0130 18.0 13.3 0.0212 20.5
15.00 23.0 14.0 8.3 0.0130 15.0 13.8 0.0124 15.1
30.00 23.0 13.0 7.3 0.0130 14.0 14.0 0.0089 13.3
60.00 23.0 12.0 6.3 0.0130 13.0 14.2 0.0063 11.4
AMEC
Hydrometer Test Data (continued)
Elapsed
Time (min.)
Temp.
(deg. C.)
Actual
Reading
Corrected
Reading K Rm
Eff.
Depth
Diameter
(mm.)
Percent
Finer
250.00 22.7 11.0 5.2 0.0130 12.0 14.3 0.0031 9.5
1440.00 22.4 10.0 4.1 0.0131 11.0 14.5 0.0013 7.5
Fractional Components
Boulders
0.0
Cobbles
0.0
Pebbles
0.1
Granules
0.6
Sand
V. Crs.
13.3
Crs.
18.5
Med.
15.7
Fine
12.3
V. Fine
8.8
Total
68.6
Silt
Crs.
5.3
Med.
8.4
Fine
4.4
V. Fine
2.7
Total
20.8
Clay
9.9
D5 D10
0.0040
D15
0.0123
D20
0.0203
D30
0.0568
D40
0.1294
D50
0.2284
D60
0.3677
D80
0.7965
D85
0.9622
D90
1.1790
D95
1.4952
Fineness
Modulus
1.40
Cu
91.18
Cc
2.17
(no specification provided)*
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
Remarks
Yellow Clayey Silty SAND
#4
#10
#20#40
#60
#100
#140
#2000.0328 mm.
0.0212 mm.
0.0124 mm.
0.0089 mm.
0.0063 mm.0.0031 mm.
0.0013 mm.
100.0
99.3
81.763.4
51.8
42.3
37.1
32.426.0
20.5
15.1
13.3
11.49.5
7.5
20 24 4
SC-SM A-2-4(0)
1.1790 0.9622 0.36770.2284 0.0568 0.01230.0040 91.18 2.17
Specific Gravity is assumed
ND = Not Determined
3/2/18 3/10/18
CS
SPF
Lab Director
ND
Al Sand Rock
Phase 3 PTC
6468-18-8009
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:
Tested By:
Checked By:
Title:
Date Sampled:Source of Sample: B-36 Depth: 8.5-10.0'Sample Number: SS-3
Client:
Project:
Project No: Figure
TEST RESULTS (ASTM D 6913)
Opening Percent Spec.
*Pass?
Size Finer (Percent) (X=Fail)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% Boulders % +3"% Pebbles % GranulesV. Crs.Crs.Med.Fine
% Sand
V. Fine Crs.Med.Fine
% Silt
V. Fine % Clay
0.0 0.0 0.1 0.6 13.3 18.5 15.7 12.3 8.8 5.3 8.4 4.4 2.7 9.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Grainsize Analysis
AMEC
LIQUID AND PLASTIC LIMIT TEST DATA 3/13/2018
Client: Al Sand Rock
Project: Phase 3 PTC
Project Number: 6468-18-8009
Location:B-36
Depth:8.5-10.0'Sample Number:SS-3
Material Description: Yellow Clayey Silty SAND
Sample Date: ND %<#40: 63.4
USCS: SC-SM AASHTO: A-2-4(0)
Testing Remarks: ND = Not Determined
Natural Moisture Content = 9.9%
Tested by: CS Test Date: 3/10/18 Checked by: SPF Title: Lab Director
Liquid Limit Data
1
34.13
30.48
15.50
21
24.4
2
28.69
26.18
15.62
22
23.8
3 4 5 6Run No.
Wet+Tare
Dry+Tare
Tare
# Blows
Moisture
Moisture23.6
23.7
23.8
23.9
24
24.1
24.2
24.3
24.4
24.5
24.6
Blows
5678910 2025 30 40
1
2
Liquid Limit=24
Plastic Limit=20
Plasticity Index=4
Natural Moisture=9.9
Liquidity Index=-2.5
Plastic Limit Data
1
26.54
24.65
15.49
20.6
2
23.97
22.58
15.49
19.6
3 4Run No.
Wet+Tare
Dry+Tare
Tare
Moisture
Natural Moisture Data
Wet+Tare
104.74
Dry+Tare
97.94
Tare
29.34
Moisture
9.9
Tested By: CS Checked By: SPF
LIQUID AND PLASTIC LIMITS TEST REPORT
PLASTICITY INDEX0
10
20
30
40
50
60
LIQUID LIMIT
0102030405060708090100110
CL-ML CL or OLCH or OHML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
Material Description Sampled Tested Technician LL PL PI %<#40 USCS
Yellow Clayey Silty SAND ND 3/10/18 CS 24 20 4 63.4 SC-SM
6468188009 Al Sand Rock
SPF
Lab Director
Project No. Client:
Project:
Checked by:
Title:
Figure
Source of Sample: B-36 Depth: 8.5-10.0'Sample Number: SS-3
ND = Not Determined
Natural Moisture Content = 9.9%Phase 3 PTC
AMEC
GRAIN SIZE DISTRIBUTION TEST DATA 3/13/2018
Client: Al Sand Rock
Project: Phase 3 PTC
Project Number: 6468-18-8009
Location:B-37
Depth:1.0-2.5'Sample Number:SS-1
Material Description: Reddish Yellow Sandy Lean CLAY
Sample Date: ND
Date Received: 3/2/18 PL: 24 LL: 41 PI: 17
USCS Classification: CL AASHTO Classification: A-7-6(7)
Grain Size Test Method: ASTM D 422
Testing Remarks: Specific Gravity is assumed
ND = Not Determined
Tested By: CS Test Date: 3/2/18
Checked By: SPF Title: Lab Director
Sieve Test Data
Dry
Sample
and Tare
(grams)
Tare
(grams)
Cumulative
Pan
Tare Weight
(grams)
Sieve
Opening
Size
Cumulative
Weight
Retained
(grams)
Percent
Finer
533.64 0.00 0.00 #4 0.00 100.0
#10 4.89 99.1
50.62 0.00 0.00 #20 2.13 94.9
#40 7.76 83.9
#60 12.65 74.3
#100 16.83 66.1
#140 19.25 61.4
#200 21.45 57.1
Hydrometer Test Data
Hydrometer test uses material passing #10
Percent passing #10 based upon complete sample = 99.1
Weight of hydrometer sample =50.62
Hygroscopic moisture correction:
Moist weight and tare = 28.07
Dry weight and tare =27.88
Tare weight =15.49
Hygroscopic moisture =1.5%
Table of composite correction values:
Temp., deg. C:
Comp. corr.:
11.4-9.0 29.0-4.0
Meniscus correction only = 1.0
Specific gravity of solids = 2.700
Hydrometer type = 152H
Hydrometer effective depth equation: L = 16.294964 - 0.164 x Rm
Elapsed
Time (min.)
Temp.
(deg. C.)
Actual
Reading
Corrected
Reading K Rm
Eff.
Depth
Diameter
(mm.)
Percent
Finer
2.00 23.0 32.0 26.3 0.0130 33.0 10.9 0.0302 51.7
5.00 23.0 31.0 25.3 0.0130 32.0 11.0 0.0193 49.7
15.00 23.0 28.0 22.3 0.0130 29.0 11.5 0.0114 43.8
30.00 23.0 26.0 20.3 0.0130 27.0 11.9 0.0082 39.9
60.00 23.0 24.0 18.3 0.0130 25.0 12.2 0.0058 36.0
AMEC
Hydrometer Test Data (continued)
Elapsed
Time (min.)
Temp.
(deg. C.)
Actual
Reading
Corrected
Reading K Rm
Eff.
Depth
Diameter
(mm.)
Percent
Finer
250.00 22.8 22.0 16.2 0.0130 23.0 12.5 0.0029 31.9
1440.00 22.7 19.0 13.2 0.0130 20.0 13.0 0.0012 26.0
Fractional Components
Boulders
0.0
Cobbles
0.0
Pebbles
0.1
Granules
0.8
Sand
V. Crs.
2.7
Crs.
9.5
Med.
12.6
Fine
10.7
V. Fine
8.2
Total
43.7
Silt
Crs.
3.6
Med.
4.1
Fine
8.4
V. Fine
6.1
Total
22.2
Clay
33.2
D5 D10 D15 D20 D30
0.0021
D40
0.0082
D50
0.0200
D60
0.0953
D80
0.3436
D85
0.4514
D90
0.5996
D95
0.8567
Fineness
Modulus
0.69
(no specification provided)*
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
Remarks
Reddish Yellow Sandy Lean CLAY
#4
#10
#20#40
#60
#100
#140
#2000.0302 mm.
0.0193 mm.
0.0114 mm.
0.0082 mm.
0.0058 mm.0.0029 mm.
0.0012 mm.
100.0
99.1
94.983.9
74.3
66.1
61.4
57.151.7
49.7
43.8
39.9
36.031.9
26.0
24 41 17
CL A-7-6(7)
0.5996 0.4514 0.09530.0200 0.0021
Specific Gravity is assumed
ND = Not Determined
3/2/18 3/2/18
CS
SPF
Lab Director
ND
Al Sand Rock
Phase 3 PTC
6468-18-8009
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:
Tested By:
Checked By:
Title:
Date Sampled:Source of Sample: B-37 Depth: 1.0-2.5'Sample Number: SS-1
Client:
Project:
Project No: Figure
TEST RESULTS (ASTM D 422)
Opening Percent Spec.
*Pass?
Size Finer (Percent) (X=Fail)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% Boulders % +3"% Pebbles % GranulesV. Crs.Crs.Med.Fine
% Sand
V. Fine Crs.Med.Fine
% Silt
V. Fine % Clay
0.0 0.0 0.1 0.8 2.7 9.5 12.6 10.7 8.2 3.6 4.1 8.4 6.1 33.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Grainsize Analysis
AMEC
LIQUID AND PLASTIC LIMIT TEST DATA 3/13/2018
Client: Al Sand Rock
Project: Phase 3 PTC
Project Number: 6468-18-8009
Location:B-37
Depth:1.0-2.5'Sample Number:SS-1
Material Description: Reddish Yellow Sandy Lean CLAY
Sample Date: ND %<#40: 83.9
USCS: CL AASHTO: A-7-6(7)
Testing Remarks: Natural Moisture Content = 22.9%
Tested by: CS Test Date: 3/10/18 Checked by: SPF Title: Lab Director
Liquid Limit Data
1
25.37
22.50
15.48
24
40.9
2
26.21
23.10
15.51
23
41.0
3 4 5 6Run No.
Wet+Tare
Dry+Tare
Tare
# Blows
Moisture
Moisture40.88
40.89
40.9
40.91
40.92
40.93
40.94
40.95
40.96
40.97
40.98
Blows
5678910 2025 30 40
1
2 Liquid Limit=41
Plastic Limit=24
Plasticity Index=17
Natural Moisture=22.9
Liquidity Index=-0.1
Plastic Limit Data
1
25.11
23.25
15.45
23.8
2
24.05
22.44
15.79
24.2
3 4Run No.
Wet+Tare
Dry+Tare
Tare
Moisture
Natural Moisture Data
Wet+Tare
113.13
Dry+Tare
97.69
Tare
30.15
Moisture
22.9
Tested By: CS Checked By: SPF
LIQUID AND PLASTIC LIMITS TEST REPORT
PLASTICITY INDEX0
10
20
30
40
50
60
LIQUID LIMIT
0102030405060708090100110
CL-ML CL or OLCH or OHML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
Material Description Sampled Tested Technician LL PL PI %<#40 USCS
Reddish Yellow Sandy Lean CLAY ND 3/10/18 CS 41 24 17 83.9 CL
6468188009 Al Sand Rock
SPF
Lab Director
Project No. Client:
Project:
Checked by:
Title:
Figure
Source of Sample: B-37 Depth: 1.0-2.5'Sample Number: SS-1
Natural Moisture Content = 22.9%
Phase 3 PTC
AMEC
GRAIN SIZE DISTRIBUTION TEST DATA 3/13/2018
Client: Al Sand Rock
Project: Phase 3 PTC
Project Number: 6468-18-8009
Location:B-37
Depth:28.5-30.0'Sample Number:SS-8
Material Description: Olive Brown Clayey SAND
Sample Date: ND
Date Received: 3/2/18 PL: 24 LL: 34 PI: 10
USCS Classification: SC AASHTO Classification: A-4(2)
Grain Size Test Method: ASTM D 422-63(07)e2
Testing Remarks: Specicic Gravity is assumed
ND = Not Determined
Tested By: CS Test Date: 3/10/18
Checked By: SPF Title: Lab Director
Sieve Test Data
Dry
Sample
and Tare
(grams)
Tare
(grams)
Cumulative
Pan
Tare Weight
(grams)
Sieve
Opening
Size
Cumulative
Weight
Retained
(grams)
Percent
Finer
650.51 0.00 0.00 .375 0.00 100.0
#4 1.03 99.8
#10 37.88 94.2
48.88 0.00 0.00 #20 3.72 87.0
#40 8.40 78.0
#60 12.90 69.3
#100 17.81 59.9
#140 21.03 53.7
#200 24.19 47.6
Hydrometer Test Data
Hydrometer test uses material passing #10
Percent passing #10 based upon complete sample = 94.2
Weight of hydrometer sample =48.88
Hygroscopic moisture correction:
Moist weight and tare = 24.21
Dry weight and tare =23.82
Tare weight =11.11
Hygroscopic moisture =3.1%
Table of composite correction values:
Temp., deg. C:
Comp. corr.:
11.4-9.0 29.0-4.0
Meniscus correction only = 1.0
Specific gravity of solids = 2.700
Hydrometer type = 152H
Hydrometer effective depth equation: L = 16.294964 - 0.164 x Rm
AMEC
Hydrometer Test Data (continued)
Elapsed
Time (min.)
Temp.
(deg. C.)
Actual
Reading
Corrected
Reading K Rm
Eff.
Depth
Diameter
(mm.)
Percent
Finer
2.00 23.0 23.0 17.3 0.0130 24.0 12.4 0.0322 34.0
5.00 23.0 19.0 13.3 0.0130 20.0 13.0 0.0209 26.1
15.00 23.0 15.5 9.8 0.0130 16.5 13.6 0.0123 19.2
30.00 23.0 14.0 8.3 0.0130 15.0 13.8 0.0088 16.3
60.00 23.0 12.0 6.3 0.0130 13.0 14.2 0.0063 12.4
250.00 22.8 11.0 5.2 0.0130 12.0 14.3 0.0031 10.3
1440.00 22.4 10.0 4.1 0.0131 11.0 14.5 0.0013 8.1
Fractional Components
Boulders
0.0
Cobbles
0.0
Pebbles
0.9
Granules
4.9
Sand
V. Crs.
5.6
Crs.
8.2
Med.
11.1
Fine
12.7
V. Fine
12.0
Total
49.6
Silt
Crs.
11.3
Med.
11.5
Fine
6.9
V. Fine
4.5
Total
34.2
Clay
10.4
D5 D10
0.0025
D15
0.0079
D20
0.0133
D30
0.0260
D40
0.0465
D50
0.0863
D60
0.1511
D80
0.4872
D85
0.7110
D90
1.1699
D95
2.2212
Fineness
Modulus
0.99
Cu
60.27
Cc
1.78
(no specification provided)*
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
Remarks
Olive Brown Clayey SAND
.375
#4
#10#20
#40
#60
#100
#140#200
0.0322 mm.
0.0209 mm.
0.0123 mm.
0.0088 mm.0.0063 mm.
0.0031 mm.
0.0013 mm.
100.0
99.8
94.287.0
78.0
69.3
59.9
53.747.6
34.0
26.1
19.2
16.312.4
10.3
8.1
24 34 10
SC A-4(2)
1.1699 0.7110 0.15110.0863 0.0260 0.00790.0025 60.27 1.78
Specicic Gravity is assumed
ND = Not Determined
3/2/18 3/10/18
CS
SPF
Lab Director
ND
Al Sand Rock
Phase 3 PTC
6468-18-8009
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:
Tested By:
Checked By:
Title:
Date Sampled:Source of Sample: B-37 Depth: 28.5-30.0'Sample Number: SS-8
Client:
Project:
Project No: Figure
TEST RESULTS (ASTM D 422-63(07)e2)
Opening Percent Spec.
*Pass?
Size Finer (Percent) (X=Fail)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% Boulders % +3"% Pebbles % GranulesV. Crs.Crs.Med.Fine
% Sand
V. Fine Crs.Med.Fine
% Silt
V. Fine % Clay
0.0 0.0 0.9 4.9 5.6 8.2 11.1 12.7 12.0 11.3 11.5 6.9 4.5 10.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Grainsize Analysis
AMEC
LIQUID AND PLASTIC LIMIT TEST DATA 3/13/2018
Client: Al Sand Rock
Project: Phase 3 PTC
Project Number: 6468188009
Location:B-37
Depth:28.5-30.0'Sample Number:SS-8
Material Description: Olive Brown Clayey SAND
Sample Date: ND %<#40: 78.0
USCS: SC AASHTO: A-4(2)
Tested by: CS Test Date: 3/10/18 Checked by: SPF Title: Lab Director
Liquid Limit Data
1
24.71
21.35
11.19
28
33.1
2
26.89
24.06
15.52
29
33.1
3 4 5 6Run No.
Wet+Tare
Dry+Tare
Tare
# Blows
Moisture
Moisture33.06
33.07
33.08
33.09
33.1
33.11
33.12
33.13
33.14
33.15
33.16
Blows5678910 2025 30 40
1
2
Liquid Limit=34
Plastic Limit=24
Plasticity Index=10
Plastic Limit Data
1
19.74
18.12
11.18
23.3
2
21.35
20.22
15.53
24.1
3 4Run No.
Wet+Tare
Dry+Tare
Tare
Moisture
Natural Moisture Data
Wet+Tare Dry+Tare
133.97
Tare
27.79
Moisture
Tested By: CS Checked By: SPF
LIQUID AND PLASTIC LIMITS TEST REPORT
PLASTICITY INDEX0
10
20
30
40
50
60
LIQUID LIMIT
0102030405060708090100110
CL-ML CL or OLCH or OHML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
Material Description Sampled Tested Technician LL PL PI %<#40 USCS
Olive Brown Clayey SAND ND 3/10/18 CS 34 24 10 78.0 SC
6468188009 Al Sand Rock
SPF
Lab Director
Project No. Client:
Project:
Checked by:
Title:
Figure
Source of Sample: B-37 Depth: 28.5-30.0'Sample Number: SS-8
Phase 3 PTC
AMEC
GRAIN SIZE DISTRIBUTION TEST DATA 3/13/2018
Client: Al Sand Rock
Project: Phase 3 PTC
Project Number: 6468188009
Location:B-38
Depth:3.5-5.0'Sample Number:SS-2
Material Description: Olive Yellowish Red Sandy Silty CLAY
Sample Date: ND
Date Received: 3/2/18 PL: 24 LL: 45 PI: 21
USCS Classification: CL AASHTO Classification: A-7-6(11)
Grain Size Test Method: ASTM D 422-63(07)e2
Testing Remarks: Specific Gravity is assumed
ND = Not Determined
Tested By: CS Test Date: 3/2/18
Checked By: SPF Title: Lab Director
Sieve Test Data
Dry
Sample
and Tare
(grams)
Tare
(grams)
Cumulative
Pan
Tare Weight
(grams)
Sieve
Opening
Size
Cumulative
Weight
Retained
(grams)
Percent
Finer
526.80 0.00 0.00 #4 0.00 100.0
#10 3.00 99.4
51.89 0.00 0.00 #20 2.15 95.3
#40 7.22 85.6
#60 11.89 76.6
#100 15.81 69.1
#140 17.89 65.2
#200 19.69 61.7
Hydrometer Test Data
Hydrometer test uses material passing #10
Percent passing #10 based upon complete sample = 99.4
Weight of hydrometer sample =51.89
Hygroscopic moisture correction:
Moist weight and tare = 27.31
Dry weight and tare =27.13
Tare weight =13.63
Hygroscopic moisture =1.3%
Table of composite correction values:
Temp., deg. C:
Comp. corr.:
11.4-9.0 29.0-4.0
Meniscus correction only = 1.0
Specific gravity of solids = 2.700
Hydrometer type = 152H
Hydrometer effective depth equation: L = 16.294964 - 0.164 x Rm
Elapsed
Time (min.)
Temp.
(deg. C.)
Actual
Reading
Corrected
Reading K Rm
Eff.
Depth
Diameter
(mm.)
Percent
Finer
2.00 23.2 37.0 31.4 0.0129 38.0 10.1 0.0290 60.2
5.00 23.2 35.0 29.4 0.0129 36.0 10.4 0.0186 56.4
15.00 23.2 31.0 25.4 0.0129 32.0 11.0 0.0111 48.7
30.00 23.0 28.0 22.3 0.0130 29.0 11.5 0.0080 42.8
60.00 23.0 26.0 20.3 0.0130 27.0 11.9 0.0058 39.0
AMEC
Hydrometer Test Data (continued)
Elapsed
Time (min.)
Temp.
(deg. C.)
Actual
Reading
Corrected
Reading K Rm
Eff.
Depth
Diameter
(mm.)
Percent
Finer
250.00 22.7 24.0 18.2 0.0130 25.0 12.2 0.0029 35.0
1440.00 22.8 21.0 15.2 0.0130 22.0 12.7 0.0012 29.3
Fractional Components
Boulders
0.0
Cobbles
0.0
Pebbles
0.0
Granules
0.6
Sand
V. Crs.
2.7
Crs.
8.5
Med.
11.6
Fine
9.6
V. Fine
5.6
Total
38.0
Silt
Crs.
1.1
Med.
6.2
Fine
11.7
V. Fine
5.9
Total
24.9
Clay
36.5
D5 D10 D15 D20 D30
0.0013
D40
0.0064
D50
0.0120
D60
0.0278
D80
0.3055
D85
0.4101
D90
0.5600
D95
0.8243
Fineness
Modulus
0.63
(no specification provided)*
PL= LL= PI=
USCS (D 2487)= AASHTO (M 145)=
D90=D85=D60=D50=D30=D15=D10=Cu=Cc=
Remarks
Olive Yellowish Red Sandy Silty CLAY
#4
#10
#20#40
#60
#100
#140
#2000.0290 mm.
0.0186 mm.
0.0111 mm.
0.0080 mm.
0.0058 mm.0.0029 mm.
0.0012 mm.
100.0
99.4
95.385.6
76.6
69.1
65.2
61.760.2
56.4
48.7
42.8
39.035.0
29.3
24 45 21
CL A-7-6(11)
0.5600 0.4101 0.02780.0120 0.0013
Specific Gravity is assumed
ND = Not Determined
3/2/18 3/2/18
CS
SPF
Lab Director
ND
Al Sand Rock
Phase 3 PTC
6468188009
Material Description
Atterberg Limits (ASTM D 4318)
Classification
Coefficients
Date Received: Date Tested:
Tested By:
Checked By:
Title:
Date Sampled:Source of Sample: B-38 Depth: 3.5-5.0'Sample Number: SS-2
Client:
Project:
Project No: Figure
TEST RESULTS (ASTM D 422-63(07)e2)
Opening Percent Spec.
*Pass?
Size Finer (Percent) (X=Fail)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% Boulders % +3"% Pebbles % GranulesV. Crs.Crs.Med.Fine
% Sand
V. Fine Crs.Med.Fine
% Silt
V. Fine % Clay
0.0 0.0 0.0 0.6 2.7 8.5 11.6 9.6 5.6 1.1 6.2 11.7 5.9 36.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Grainsize Analysis
AMEC
LIQUID AND PLASTIC LIMIT TEST DATA 3/13/2018
Client: Al Sand Rock
Project: Phase 3 PTC
Project Number: 6468188009
Location:B-38
Depth:3.5-5.0'Sample Number:SS-2
Material Description: Olive Yellowish Red Sandy Silty CLAY
Sample Date: ND %<#40: 85.6
USCS: CL AASHTO: A-7-6(11)
Testing Remarks: Natural Moisture Content = 21.1%
Tested by: CS Test Date: 3/10/18 Checked by: SPF Title: Lab Director
Liquid Limit Data
1
29.63
25.28
15.52
26
44.6
2
29.97
25.13
14.26
27
44.5
3 4 5 6Run No.
Wet+Tare
Dry+Tare
Tare
# Blows
Moisture
Moisture44.52
44.525
44.53
44.535
44.54
44.545
44.55
44.555
44.56
44.565
44.57
Blows
5678910 2025 30 40
1
2
Liquid Limit=45
Plastic Limit=24
Plasticity Index=21
Natural Moisture=21.1
Liquidity Index=-0.1
Plastic Limit Data
1
22.07
20.75
15.27
24.1
2
24.76
22.75
14.37
24.0
3 4Run No.
Wet+Tare
Dry+Tare
Tare
Moisture
Natural Moisture Data
Wet+Tare
175.91
Dry+Tare
150.24
Tare
28.6
Moisture
21.1
Tested By: CS Checked By: SPF
LIQUID AND PLASTIC LIMITS TEST REPORT
PLASTICITY INDEX0
10
20
30
40
50
60
LIQUID LIMIT
0102030405060708090100110
CL-ML CL or OLCH or OHML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
Material Description Sampled Tested Technician LL PL PI %<#40 USCS
Olive Yellowish Red Sandy Silty CLAY ND 3/10/18 CS 45 24 21 85.6 CL
6468188009 Al Sand Rock
SPF
Lab Director
Project No. Client:
Project:
Checked by:
Title:
Figure
Source of Sample: B-38 Depth: 3.5-5.0'Sample Number: SS-2
Natural Moisture Content = 21.1%
Phase 3 PTC
Geotechnics
Geotechnical Lab Data
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
DCN: Data Transmittal Letter Date: 1/28/05 Rev.: 1
March 30, 2018
Project No. R-2018-064
Mr. David Garrett
AMEC Foster Wheeler
4021 Stirrup Creek Drive, Suite 100
Durham, NC 27703
[e-mail]
Transmittal
Laboratory Test Results
A1Sandrock 6468-18-8009
Please find attached the laboratory test results for the above referenced project. The tests were outlined
on the Project Verification Form that was transmitted to your firm prior to the testing. The testing was
performed in general accordance with the methods listed on the enclosed data sheets. The test results
are believed to be representative of the samples that were submitted for testing and are indicative only of
the specimens which were evaluated. We have no direct knowledge of the origin of the samples and
imply no position with regard to the nature of the test results, i.e. pass/fail and no claims as to the
suitability of the material for its intended use.
The test data and all associated project information provided shall be held in strict confidence and
disclosed to other parties only with authorization by our Client. The test data submitted herein is
considered integral with this report and is not to be reproduced except in whole and only with the
authorization of the Client and Geotechnics. The remaining sample materials for this project will be
retained for a minimum of 90 days as directed by the Geotechnics’ Quality Program.
We are pleased to provide these testing services. Should you have any questions or if we may be of
further assistance, please contact our office.
Respectively submitted,
Geotechnics, Inc.
Michael P. Smith
Regional Manager
We understand that you have a choice in your laboratory services
and we thank you for choosing Geotechnics.
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MOISTURE CONTENT
ASTM D 2216-10
Client:Amec Foster Wheeler
Client Reference: A1 Sandrock 6468-18-8009
Project No.: R-2018-064-001
Lab ID:-001 -002
Boring No.:B-30 B-32
Depth (ft):1.0-7.9 1.0-8.5
Sample No.:1 2
Tare Number 210 201
Wt. of Tare & Wet Sample (g) 746.94 638.23
Wt. of Tare & Dry Sample (g) 676.59 573.09
Weight of Tare (g)172.61 170.32
Weight of Water (g)70.35 65.14
Weight of Dry Sample (g)503.98 402.77
Water Content (%)14.0 16.2
Notes :
Tested By APG Date 3/14/18 Checked By GEM Date 3/15/18
page 1 of 1 DCN: CT-S1 DATE: 3/18/13 REVISION: 4
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SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client Amec Foster Wheeler Boring No. B-30
Client Reference A1 Sandrock 6468-18-8009 Depth (ft) 1.0-7.9
Project No. R-2018-064-001 Sample No. 1
Lab ID R-2018-064-001-001 Soil Color Brown
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 18.12
#4 To #200 Sand 46.77
Finer Than #200 Silt & Clay 35.12
USCS Symbol SC, TESTED
USCS Classification CLAYEY SAND WITH GRAVEL
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0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)
12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
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USDA CLASSIFICATION CHART
Client Amec Foster Wheeler Boring No. B-30
Client Reference A1 Sandrock 6468-18-8009 Depth (ft) 1.0-7.9
Project No.R-2018-064-001 Sample No. 1
Lab ID R-2018-064-001-001 Soil Color Brown
Particle Percent USDA SUMMARY Actual Corrected % of Minus 2.0 mm
Size (mm)Finer Percentage material for USDA Classificat.
Gravel 29.20 0.00
2 70.80 Sand 42.65 60.24
0.05 28.15 Silt 18.23 25.74
0.002 9.92 Clay 9.92 14.02
USDA Classification: SANDY LOAM
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0102030405060708090100
PERCENT SAND
90
80
70
60
50
40
30
20
10 90
8
7
6
5
4
3
20
10
CLAY
SANDY
CLAY
SANDY CLAY LOAM
SANDY LOAM
SAND
LOAM
SILT LOAM
SILT
CLAY LOAM
SILTY CLAY LOAM
SILTY CLAY
LOAMY
SAND
PERCENT SILT
PERCENT CLAY
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WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client Amec Foster Wheeler Boring No.B-30
Client Reference A1 Sandrock 6468-18-8009 Depth (ft) 1.0-7.9
Project No.R-2018-064-001 Sample No. 1
Lab ID R-2018-064-001-001 Soil Color Brown
Minus #10 for Hygroscopic Moisture Content Hydrometer Specimen Data
Tare No.U-1 Air Dried - #10 Hydrometer Material (g)62.81
Wgt.Tare + Wet Soil (g)34.68 Corrected Dry Wt. of - #10 Material (g)58.83
Wgt.Tare + Dry Soil (g)33.87
Weight of Tare (g)21.90 Weight of - #200 Material (g)29.18
Weight of Water (g)0.81 Weight of - #10 ; + #200 Material (g)29.65
Weight of Dry Soil (g)11.97
Moisture Content (%)6.8 J-FACTOR (%FINER THAN #10)0.7080
Soil Specimen Data
Tare No.TR-2
Wgt.Tare + Air Dry Soil (g)4791.50
Weight of Tare (g)867.74
Air Dried Wgt. Total Sample (g) 3923.76 Dry Weight of Material Retained on #10 (g)1093.25
Total Dry Sample Weight (g) 3744.36 Corrected Dry Sample Wt - #10 (g)2651.11
Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
(mm)Retained Finer
(gm)(%) (%)(%)(%)
12" 300 0.00 0.0 0.0 100.0 100.0
6" 150 0.00 0.0 0.0 100.0 100.0
3" 75 0.00 0.0 0.0 100.0 100.0
2" 50 178.18 4.8 4.8 95.2 95.2
1 1/2" 37.5 0.00 0.0 4.8 95.2 95.2
1" 25.0 41.63 1.1 5.9 94.1 94.1
3/4" 19.0 47.78 1.3 7.1 92.9 92.9
1/2" 12.5 91.87 2.5 9.6 90.4 90.4
3/8" 9.50 88.30 2.4 12.0 88.0 88.0
#4 4.75 230.57 6.2 18.1 81.9 81.9
#10 2.00 414.92 11.1 29.2 70.8 70.8
#20 0.85 4.45 7.6 7.6 92.4 65.4
#40 0.425 7.31 12.4 20.0 80.0 56.6
#60 0.250 5.90 10.0 30.0 70.0 49.5
#140 0.106 8.87 15.1 45.1 54.9 38.9
#200 0.075 3.12 5.3 50.4 49.6 35.1
Pan -29.18 49.6 100.0 --
Notes :
Tested By BW Date 3/13/18 Checked By GEM Date 3/19/18
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HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client Amec Foster Wheeler Boring No. B-30
Client Reference A1 Sandrock 6468-18-8009 Depth (ft) 1.0-7.9
Project No.R-2018-064-001 Sample No. 1
Lab ID R-2018-064-001-001 Soil Color Brown
Elapsed R Temp.Composite RNKDiameterN'
Time Measured ( o C )Correction Corrected ( % ) Factor ( mm ) ( % )
(min)
0NANANANANANANANA
2 22.0 21 4.17 17.8 30.0 0.01328 0.0335 21.2
5 22.0 21 4.17 17.8 30.0 0.01328 0.0212 21.2
15 21.0 21 4.17 16.8 28.3 0.01328 0.0123 20.1
30 18.0 21.1 4.15 13.8 23.3 0.01327 0.0088 16.5
60 17.0 21.3 4.12 12.9 21.7 0.01324 0.0063 15.3
250 14.0 22 4.00 10.0 16.8 0.01313 0.0031 11.9
1440 11.0 20.8 4.20 6.8 11.4 0.01332 0.0013 8.1
Soil Specimen Data Other Corrections
Wgt. of Dry Material (g) 58.83 Hygroscopic Moisture Factor 0.937
Weight of Deflocculant (g) 5.0
a - Factor 0.99
Percent Finer than # 10 70.80
Specific Gravity 2.70 Assumed
Notes:
Tested By BW Date 3/13/18 Checked By GEM Date 3/19/18
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ATTERBERG LIMITS
ASTM D 4318-17
Client:Amec Foster Wheeler Boring No.:B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft): 1.0-7.9
Project No.: R-2018-064-001 Sample No.: 1
Lab ID:R-2018-064-001-001 Soil Description: BROWN 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 .
1 2 3 M
Tare Number:KP EJU
Wt. of Tare & Wet Sample (g): 28.23 27.84 27.26 L
Wt. of Tare & Dry Sample (g): 25.11 24.57 23.98 T
Weight of Tare (g): 15.52 15.27 15.16 I
Weight of Water (g): 3.1 3.3 3.3 P
Weight of Dry Sample (g): 9.6 9.3 8.8 O
Was As Received MC Preserved:I
Moisture Content (%): 32.5 35.2 37.2 N
Number of Blows: 35 26 16 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:Y-3 Q Liquid Limit (%): 35
Wt. of Tare & Wet Sample (g): 21.66 21.83
Wt. of Tare & Dry Sample (g): 20.67 20.76 Plastic Limit (%): 19
Weight of Tare (g): 15.59 15.18
Weight of Water (g): 1.0 1.1 Plasticity Index (%): 16
Weight of Dry Sample (g): 5.1 5.6
USCS Symbol: CL
Moisture Content (%): 19.5 19.2 0.3
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
Tested By BW Date 3/13/18 Checked By GEM Date 3/14/18
page 1 of 1 DCN: CTS4B, REV. 7, 1/24/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
Yes
210
ASTM D2216-10
14.0
504.0
70.4
172.61
676.59
746.94
Liquid Limit TestAs Received Moisture Content
20
22
24
26
28
30
32
34
36
38
40
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML

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MOISTURE - DENSITY RELATIONSHIP
ASTM D 4718, D 698-91 (SOP-S12,S39)
ASTM D 4718-87, D 698-07e1
Client Amec Foster Wheeler Boring No.B-30
Client Reference A1 Sandrock 6468-18-8009 Depth (ft)1.0-7.9
Project No.R-2018-064-001 Sample No.1
Lab ID R-2018-064-001-001 Test Method STANDARD
Visual Description Brown Clayey Sand with Gravel
Optimum Water Content 11.0 Corrected Water Content 10.6
Maximum Dry Density 122.0 Corrected Dry Density 123.3
Tested By APG Date 3/13/18 Checked By GEM Date 3/14/18
page 1 of 2 DCN:CT-S 39 DATE:2/28/01 Revision 6Z:\2018 PROJECTS\AMECFW\2018-064 AMECFW - A1 SANDROCK\[2018-064-001-001 Proctor rock correction.xls]Sheet1
105
110
115
120
125
130
0 5 10 15 20Density (pcf)Water Content (%)
Non-corrected Curve Corrected Curve
Specific Gravity
Bulk Sp. Gravity
2.70
Assumed
2.81Measured

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MOISTURE - DENSITY RELATIONSHIP
ASTM D 4718, D 698-91 (SOP-S12,S39)
ASTM D 4718-87, D 698-07e1
Client Amec Foster Wheeler Boring No.B-30
Client Reference A1 Sandrock 6468-18-8009 Depth (ft)1.0-7.9
Project No.R-2018-064-001 Sample No.1
Lab ID R-2018-064-001-001
Visual Description Brown Clayey Sand with Gravel
Total Weight of the Sample (gm)27550 TestType STANDARD
As Received Water Content(%)NA Rammer Weight (lbs)5.5
Assumed Specific Gravity(gm/cc)2.70 Rammer Drop (in)12
Rammer Type Mechanical
Percent Retained on 3/4" (Dry)3.30 Machine ID R 174
Percent Retained on 3/8" (Dry)NA Mold ID R 173
Percent Retained on #4 (Dry) NA Mold diameter 6"
Oversize Material Not included Weight of the Mold 5501
Procedure Used C Volume Of the Mold 2119
Mold/Specimen
Point No.1 2 3 4 5
Wt. of Mold & WS (gm)9450 9764 10103 10059 10000
Wt.of Mold (gm)5501 5501 5501 5501 5501
Wt. of WS 3949 4263 4602 4558 4499
Mold Volume (cc)2119 2119 2119 2119 2119
Moisture Content/Density
Tare Number 838 834 841 830 831
Wt. of Tare & WS (gm)619.00 988.70 1112.60 688.90 1044.10
Wt. of Tare & DS (gm)600.00 938.70 1027.90 633.10 938.60
Wt. of Tare (gm)262.70 260.40 260.10 260.00 263.30
Wt. of Water (gm)19.00 50.00 84.70 55.80 105.50
Wt. of DS (gm)337.30 678.30 767.80 373.10 675.30
Wet Density (gm/cc)1.86 2.01 2.17 2.15 2.12
Wet Density (pcf)116.3 125.5 135.5 134.2 132.5
Moisture Content (%) 5.6 7.4 11.0 15.0 15.6
Dry Density (pcf) 110.1 116.9 122.0 116.7 114.6
Zero Air Voids
Moisture Content (%)11.0 15.0 15.6
Dry Unit Weight (pcf)129.8 120.0 118.5
Tested By APG Date 3/13/18 Checked By GEM Date 3/14/18
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Client Amec Foster Wheeler Boring No.B-30
Client Project A1 Sandrock 6468-18-8009 Depth (ft.)1.0-7.9
Project No. R-2018-064-001 Sample No. 1
Lab ID No. R-2018-064-001-001
Visual Description: Brown Clayey Sand
AVERAGE PERMEABILITY = 2.2E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 2.2E-09 m/sec @ 20oC
Tested By: TMS Date: 9/4/09 Checked By: GEM Date: 3/22/18
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5Z:\2018 PROJECTS\AMECFW\2018-064 AMECFW - A1 SANDROCK\[2018-064-001-001 Permometer.xlsm]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a
1.0E-09
1.0E-08
1.0E-07
1.0E-06
1.0E-05
0.0 1.0 2.0 3.0 4.0 5.0 6.0PERMEABILITY, cm/secELAPSED TIME, min
PERMEABILITY vs. TIME

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

Client Amec Foster Wheeler Boring No. B-30
Client Project A1 Sandrock 6468-18-8009 Depth (ft.) 1.0-7.9
Project No. R-2018-064-001 Sample No. 1
Lab ID No. R-2018-064-001-001
Specific Gravity 2.70 Assumed
Sample Condition Remolded
Visual Description: Brown Clayey Sand
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number TB-12 825
Wt. of Tare & WS (gm.)305.28 649.27
Wt. of Tare & DS (gm.)286.80 584.41
Wt. of Tare (gm.)135.08 136.78
Wt. of Water (gm.)18.48 64.86
Wt. of DS (gm.)151.72 447.63
Moisture Content (%)12.2 14.5
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)2536.51 NA
Wt. of Tube (gm.)1629.85 NA
Wt. of WS (calc.) (gm.)906.66 925.32
Length 1 (in.)4.005 3.951
Length 2 (in.)4.005 3.978
Length 3 (in.)4.005 4.014
Top Diameter (in.)2.867 2.804
Middle Diameter (in.)2.867 2.886
Bottom Diameter (in.)2.867 2.835
Average Length (in.)4.01 3.98
Average Area (in.2 )6.46 6.34
Sample Volume (cm3 )423.69 413.74
Unit Wet Wt. (gm./ cm3 )2.140 2.236
Unit Wet Wt. (pcf ) 133.6 139.6
Unit Dry Wt. (pcf ) 119.1 121.9
Unit Dry Wt. (gm./ cm3 )1.908 1.953
Void Ratio, e 0.415 0.382
Porosity, n 0.293 0.277
Pore Volume (cm3 )124.4 114.4
Total Wt. Of Sample After Test 932.75
Tested By: TMS Date: 9/4/09 Checked By: GEM Date: 3/22/18
Page 2 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5Z:\2018 PROJECTS\AMECFW\2018-064 AMECFW - A1 SANDROCK\[2018-064-001-001 Permometer.xlsm]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

Client Amec Foster Wheeler Boring No. B-30
Client Project A1 Sandrock 6468-18-8009 Depth (ft.) 1.0-7.9
Project No. R-2018-064-001 Sample No. 1
Lab ID No. R-2018-064-001-001
Test Pressures Final Sample Dimensions
Cell Pressure(psi)53.5 Sample Length (cm), L 10.11
Back Pressure(psi)50.0 Sample Area (cm2 ), A 40.92
Eff. Cons. Pressure(psi) 3.5 Pipette Area (cm2 ), ap 0.03142
Response (%) 95 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 2.2E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 2.2E-09 m/sec @ 20oC
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)
3/21/18 14 15 29 15.48 0.000 9.5 11.0 22.2 NA
3/21/18 14 15 50 15.83 0.350 9.4 10.8 22.2 3.2E-07
3/21/18 14 16 11 16.18 0.700 9.3 10.7 22.2 3.2E-07
3/21/18 14 16 37 16.62 1.133 9.2 10.6 22.2 2.6E-07
3/21/18 14 17 3 17.05 1.567 9.1 10.5 22.2 2.7E-07
3/21/18 14 17 32 17.53 2.050 9.0 10.3 22.2 2.4E-07
3/21/18 14 18 1 18.02 2.533 8.9 10.2 22.2 2.4E-07
3/21/18 14 18 33 18.55 3.067 8.8 10.1 22.2 2.2E-07
3/21/18 14 19 6 19.10 3.617 8.7 9.9 22.2 2.2E-07
3/21/18 14 19 40 19.67 4.183 8.6 9.8 22.2 2.2E-07
3/21/18 14 20 16 20.27 4.783 8.5 9.7 22.2 2.1E-07
Tested By: TMS Date: 9/4/09 Checked By: GEM Date: 3/22/18
Page 3 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5Z:\2018 PROJECTS\AMECFW\2018-064 AMECFW - A1 SANDROCK\[2018-064-001-001 Permometer.xlsm]Sheet1
TIME
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-7.9
Project No.:R-2018-064-001 Sample No.: 1
Lab ID:R-2018-064-001-001
a =0.00 C =0.00
α =27.2 Φ =30.87
Tested By: MY Date: 3/15/18 Approved By: MPS Date: 3/22/18
page 1 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls
0
2
4
6
8
10
12
14
16
18
0 5 10 15 20 25 30Q, (psi)P, (psi)
Consolidated Undrained Triaxial Test with Pore Pressure
Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3
α

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

MOHR TOTAL STRENGTH ENVELOPE
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-7.9
Project No.: R-2018-064-001 Sample No.: 1
Lab ID:R-2018-064-001-001
Visual Description: BROWN SANDY CLAY (REMOLDED)
Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE
Tested By:MY Date:3/15/18 Approved By: MPS Date:3/22/18
page 2 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3
0
5
10
15
20
25
30
35
40
0 5 10 15 20 25 30 35 40τ(psi)σ (psi)
c =
Φ =
2.85
18.26

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-7.9
Project No.:R-2018-064-001 Sample No.:1
Lab ID:R-2018-064-001-001
Visual Description: BROWN SANDY CLAY (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.1
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864
Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)53.5 Avg. Length:5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 3.5 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)24.0
Response (%)96 Final Burette Reading (ml)19.6
Final Change (ml)4.4
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)26
P =8.27 Dial Reading After Saturation (mil) 25
Q =5.54 Dial Reading After Consolidation (mil)38
LOAD DEFORMATION PORE PRESSURE
(LB) (IN) (PSI)
10.0 0.000 50.0
14.5 0.001 50.0
20.0 0.002 50.2
32.7 0.009 50.8
39.0 0.014 51.1
43.3 0.020 51.248.9 0.029 51.354.1 0.038 51.3
60.6 0.049 51.3
70.8 0.069 51.1
82.2 0.098 50.7
91.2 0.132 50.2
96.7 0.167 49.7
101.4 0.209 49.3
104.5 0.239 49.1
107.9 0.279 48.9
112.9 0.347 48.5
118.7 0.427 48.2
121.8 0.484 48.1
125.8 0.560 47.9
129.8 0.620 47.7
132.2 0.677 47.6
134.6 0.734 47.5
137.4 0.774 47.4
139.6 0.813 47.3
141.2 0.853 47.2
143.1 0.892 47.1
144.9 0.947 47.0
Tested By: MY Date: 3/15/18 Input Checked By: GEM Date: 3/22/18
page 3 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-7.9
Project No.: R-2018-064-001 Sample No.: 1
Lab ID:R-2018-064-001-001
Visual Description: BROWN SANDY CLAY (REMOLDED)
Effective Confining Pressure (psi)3.5 Stage No.1
Test No 1
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in) 6.00 Volume After Consolidation (in3)38.37
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.98
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.413
Initial Sample Volume (in3)38.62
Strain Deviation Δ U σ1 σ3 Effective Principle APQ
(%) Stress Stress Ratio
0.02 0.70 0.05 4.14 3.4 1.203 0.08 3.79 0.35
0.04 1.56 0.24 4.82 3.3 1.477 0.16 4.04 0.78
0.14 3.53 0.79 6.24 2.7 2.303 0.23 4.47 1.76
0.24 4.51 1.07 6.94 2.4 2.858 0.25 4.68 2.26
0.34 5.18 1.21 7.47 2.3 3.262 0.24 4.88 2.590.49 6.04 1.30 8.24 2.2 3.743 0.22 5.22 3.020.63 6.84 1.32 9.02 2.2 4.135 0.20 5.60 3.42
0.82 7.82 1.27 10.05 2.2 4.506 0.17 6.14 3.91
1.16 9.37 1.07 11.79 2.4 4.866 0.12 7.11 4.68
1.64 11.07 0.76 13.81 2.7 5.041 0.07 8.27 5.54
2.21 12.39 0.19 15.70 3.3 4.747 0.02 9.50 6.19
2.79 13.13 -0.27 16.90 3.8 4.485 -0.02 10.34 6.57
3.50 13.75 -0.68 17.92 4.2 4.294 -0.05 11.05 6.87
3.99 14.14 -0.89 18.53 4.4 4.224 -0.07 11.46 7.07
4.66 14.55 -1.13 19.18 4.6 4.146 -0.08 11.90 7.28
5.80 15.12 -1.48 20.10 5.0 4.036 -0.10 12.54 7.56
7.13 15.74 -1.75 20.99 5.2 3.999 -0.12 13.12 7.87
8.09 16.03 -1.92 21.45 5.4 3.957 -0.13 13.44 8.02
9.36 16.37 -2.13 22.00 5.6 3.912 -0.14 13.81 8.19
10.37 16.75 -2.26 22.50 5.8 3.910 -0.14 14.13 8.37
11.32 16.90 -2.40 22.80 5.9 3.868 -0.15 14.35 8.45
12.28 17.04 -2.52 23.05 6.0 3.832 -0.15 14.54 8.52
12.93 17.30 -2.60 23.39 6.1 3.836 -0.16 14.75 8.65
13.59 17.47 -2.68 23.64 6.2 3.828 -0.16 14.91 8.73
14.26 17.55 -2.77 23.81 6.3 3.800 -0.16 15.04 8.77
14.90 17.67 -2.84 24.00 6.3 3.788 -0.17 15.17 8.83
15.82 17.71 -2.95 24.16 6.5 3.745 -0.17 15.31 8.86
page 4 of 11

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-7.9
Project No.:R-2018-064-001 Sample No.:1
Lab ID:R-2018-064-001-001
Visual Description: BROWN SANDY CLAY (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.2
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864
Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)56.9 Avg. Length 5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 6.9 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)24.0
Response (%)95 Final Burette Reading (ml)14.2
Final Change (ml)9.8
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)84
P =13.52 Dial Reading After Saturation (mil) 80
Q =8.22 Dial Reading After Consolidation (mil)94
LOAD DEFORMATION PORE PRESSURE
(LB) (IN) (PSI)
7.1 0.000 50.0
10.2 0.002 50.1
18.4 0.004 50.0
35.0 0.010 50.8
48.7 0.016 51.5
56.0 0.022 51.867.3 0.030 52.177.9 0.039 52.1
84.3 0.052 52.2
97.3 0.072 52.0
106.3 0.102 51.9
114.3 0.137 51.6
117.8 0.173 51.3
120.6 0.216 50.9
122.9 0.245 50.7
127.4 0.288 50.5
130.6 0.345 50.3
132.7 0.405 50.1
140.6 0.450 49.8
142.2 0.510 49.7
143.3 0.555 49.5
148.1 0.600 49.5
147.4 0.646 49.3
150.6 0.675 49.3
152.7 0.705 49.2
154.7 0.735 49.1
154.5 0.765 49.1
156.5 0.811 48.9
160.4 0.857 48.9
160.4 0.886 48.8
163.4 0.916 48.8
Tested By: MY Date: 3/15/18 Input Checked By: GEM Date: 3/22/18
page 5 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-7.9
Project No.: R-2018-064-001 Sample No.: 1
Lab ID:R-2018-064-001-001
Visual Description: BROWN SANDY CLAY (REMOLDED)
Effective Confining Pressure (psi)6.9 Stage No.1
Test No 2
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in) 6.00 Volume After Consolidation (in3)38.10
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.99
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.366
Initial Sample Volume (in3)38.62
Strain Deviation Δ U σ1 σ3 Effective Principle APQ
(%) Stress Stress Ratio
0.04 0.49 0.01 7.34 6.8 1.072 0.02 7.09 0.25
0.06 1.77 -0.03 8.66 6.9 1.257 -0.02 7.77 0.89
0.16 4.38 0.75 10.49 6.1 1.717 0.18 8.30 2.19
0.26 6.51 1.42 11.94 5.4 2.199 0.23 8.69 3.26
0.36 7.65 1.77 12.74 5.1 2.503 0.24 8.91 3.830.51 9.41 2.04 14.23 4.8 2.953 0.23 9.52 4.710.66 11.04 2.09 15.81 4.8 3.316 0.20 10.29 5.52
0.86 12.02 2.11 16.76 4.7 3.531 0.18 10.76 6.01
1.21 14.00 1.94 18.91 4.9 3.850 0.15 11.91 7.00
1.70 15.32 1.85 20.32 5.0 4.062 0.13 12.66 7.66
2.29 16.45 1.56 21.75 5.3 4.106 0.10 13.52 8.22
2.89 16.88 1.23 22.51 5.6 3.999 0.08 14.07 8.44
3.60 17.18 0.90 23.14 6.0 3.883 0.05 14.55 8.59
4.10 17.44 0.64 23.66 6.2 3.804 0.04 14.94 8.72
4.81 17.99 0.46 24.39 6.4 3.812 0.03 15.39 9.00
5.76 18.28 0.20 24.93 6.7 3.748 0.01 15.79 9.14
6.77 18.39 0.01 25.24 6.8 3.687 0.00 16.04 9.20
7.51 19.39 -0.21 26.46 7.1 3.745 -0.01 16.76 9.70
8.51 19.41 -0.37 26.63 7.2 3.687 -0.02 16.93 9.70
9.28 19.41 -0.50 26.76 7.4 3.637 -0.03 17.06 9.70
10.03 19.93 -0.59 27.38 7.4 3.678 -0.03 17.41 9.97
10.79 19.65 -0.70 27.21 7.6 3.601 -0.04 17.38 9.83
11.28 19.99 -0.78 27.62 7.6 3.620 -0.04 17.63 10.00
11.77 20.18 -0.86 27.89 7.7 3.616 -0.04 17.80 10.09
12.28 20.33 -0.94 28.13 7.8 3.608 -0.05 17.96 10.17
12.79 20.19 -1.00 28.04 7.9 3.571 -0.05 17.95 10.09
13.55 20.28 -1.12 28.26 8.0 3.544 -0.06 18.12 10.14
14.31 20.64 -1.18 28.67 8.0 3.569 -0.06 18.35 10.32
14.81 20.51 -1.22 28.59 8.1 3.538 -0.06 18.33 10.25
15.31 20.80 -1.27 28.92 8.1 3.561 -0.06 18.52 10.40
page 6 of 11

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-7.9
Project No.:R-2018-064-001 Sample No.:1
Lab ID:R-2018-064-001-001
Visual Description: BROWN SANDY CLAY (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.3
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864
Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)63.9 Avg. Length:5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 13.9 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)24.0
Response (%)97 Final Burette Reading (ml)6.7
Final Change (ml)17.3
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)24
P =17.51 Dial Reading After Saturation (mil) 23
Q =10.27 Dial Reading After Consolidation (mil)28
LOAD DEFORMATION PORE PRESSURE
(LB) (IN) (PSI)
11.7 0.000 50.0
22.7 0.002 50.5
36.6 0.003 50.9
66.0 0.009 52.6
80.2 0.013 53.7
90.7 0.020 54.5102.2 0.029 55.3110.8 0.038 55.8
118.5 0.050 56.3
127.0 0.071 56.6
133.3 0.101 56.9
136.1 0.137 56.9
139.8 0.173 56.9
143.5 0.215 56.7
146.1 0.245 56.6
148.5 0.287 56.5
152.3 0.344 56.4
157.2 0.404 56.2
159.3 0.449 56.2
162.6 0.509 56.0
165.5 0.554 56.0
168.2 0.599 55.9
170.7 0.644 55.8
172.7 0.674 55.7
174.9 0.704 55.7
176.6 0.734 55.6
178.5 0.764 55.6
180.8 0.810 55.5
182.7 0.854 55.4
184.0 0.885 55.3
186.1 0.914 55.3
Tested By: MY Date: 3/15/18 Input Checked By: GEM Date: 3/22/18
page 7 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-7.9
Project No.: R-2018-064-001 Sample No.: 1
Lab ID:R-2018-064-001-001
Visual Description: BROWN SANDY CLAY (REMOLDED)
Effective Confining Pressure (psi)13.9 Stage No.1
Test No 3
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in) 6.00 Volume After Consolidation (in3)37.58
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.99
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.274
Initial Sample Volume (in3)38.62
Strain Deviation Δ U σ1 σ3 Effective Principle APQ
(%) Stress Stress Ratio
0.03 1.74 0.46 15.17 13.4 1.130 0.27 14.30 0.87
0.05 3.96 0.92 16.92 13.0 1.305 0.24 14.94 1.98
0.15 8.64 2.61 19.91 11.3 1.766 0.31 15.59 4.32
0.22 10.89 3.73 21.04 10.1 2.073 0.35 15.59 5.44
0.34 12.55 4.52 21.91 9.4 2.341 0.37 15.64 6.280.49 14.35 5.30 22.93 8.6 2.673 0.38 15.75 7.180.63 15.69 5.81 23.76 8.1 2.943 0.38 15.91 7.84
0.84 16.88 6.25 24.51 7.6 3.212 0.38 16.07 8.44
1.18 18.15 6.62 25.41 7.3 3.501 0.38 16.33 9.08
1.68 19.05 6.95 25.98 6.9 3.748 0.38 16.46 9.52
2.29 19.37 6.94 26.31 6.9 3.791 0.37 16.62 9.69
2.88 19.82 6.87 26.83 7.0 3.825 0.36 16.92 9.91
3.59 20.25 6.75 27.38 7.1 3.838 0.34 17.26 10.12
4.08 20.54 6.65 27.78 7.2 3.840 0.33 17.51 10.27
4.79 20.75 6.53 28.10 7.3 3.824 0.32 17.72 10.38
5.73 21.13 6.38 28.63 7.5 3.816 0.31 18.06 10.56
6.74 21.63 6.24 29.27 7.6 3.832 0.30 18.45 10.81
7.50 21.76 6.15 29.49 7.7 3.816 0.29 18.61 10.88
8.50 22.01 6.04 29.85 7.8 3.807 0.28 18.85 11.01
9.24 22.24 5.96 30.16 7.9 3.808 0.28 19.04 11.12
10.00 22.45 5.88 30.46 8.0 3.805 0.27 19.23 11.23
10.75 22.61 5.81 30.68 8.1 3.802 0.26 19.38 11.31
11.25 22.77 5.75 30.91 8.1 3.800 0.26 19.52 11.39
11.76 22.95 5.70 31.13 8.2 3.806 0.26 19.65 11.47
12.25 23.07 5.63 31.31 8.2 3.797 0.25 19.78 11.53
12.76 23.19 5.59 31.49 8.3 3.796 0.25 19.89 11.60
13.51 23.31 5.50 31.69 8.4 3.781 0.24 20.03 11.65
14.26 23.37 5.41 31.84 8.5 3.759 0.24 20.15 11.68
14.77 23.40 5.35 31.93 8.5 3.742 0.24 20.23 11.70
15.26 23.55 5.30 32.13 8.6 3.743 0.23 20.36 11.77
page 8 of 11

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client: Amec Foster Wheeler Boring No.: B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft): 1.0-7.9
Project No.: R-2018-064-001 Sample No.: 1
Lab ID: R-2018-064-001-001
Visual Description: BROWN SANDY CLAY (REMOLDED)
Tested By: MY Date: 3/15/18 Approved By: MPS Date: 3/22/18
page 9 of 11
0
5
10
15
20
25
024681012141618Deviator Stress (psi)Strain (%)
Test No. 1 Test No. 2 Test No. 3

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler
Client Reference: A1 Sandrock 6468-18-8009
Project No.: R-2018-064-001
Lab ID:R-2018-064-001-001 Specific Gravity (assumed) 2.7
Visual Description: BROWN SANDY CLAY (REMOLDED)
SAMPLE CONDITION SUMMARY
Boring No.:B-30 B-30 B-30
Depth (ft):1.0-7.9 1.0-7.9 1.0-7.9
Sample No.:1 1 1
Test No.T1 T2 T3
Deformation Rate (in/min)0.0015 0.0015 0.0015
Back Pressure (psi)50.0 50.0 50.0
Consolidation Time (days)1 1 1
Moisture Content (%) (INITIAL)10.8 10.8 10.8
Total Unit Weight (pcf)130.8 130.4 129.2
Dry Unit Weight (pcf)118.0 117.7 116.6
Moisture Content (%) (FINAL)16.4 16.1 16.3
Initial State Void Ratio,e 0.428 0.432 0.445
Void Ratio at Shear, e 0.419 0.413 0.407
Tested By:MY Date: 3/15/18 Input Checked By: GEM Date: 3/22/18
page 10 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-30
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-7.9
Project No.: R-2018-064-001 Sample No.: 1
Lab ID:R-2018-064-001-001
TEST 1 INITIAL TEST 1 FINAL
TEST 2 INITIAL TEST 2 FINAL
TEST 3 INITIAL TEST 3 FINAL
Tested By MY Date 3/15/18 Approved By MPS Date 3/22/18
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N/A
N/A
N/A

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SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client Amec Foster Wheeler Boring No. B-32
Client Reference A1 Sandrock 6468-18-8009 Depth (ft) 1.0-8.5
Project No. R-2018-064-001 Sample No. 2
Lab ID R-2018-064-001-002 Soil Color Brown
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 3.69
#4 To #200 Sand 52.86
Finer Than #200 Silt & Clay 43.45
USCS Symbol SC, TESTED
USCS Classification CLAYEY SAND
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0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000Percent Finer By WeightParticle Diameter (mm)
12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200

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USDA CLASSIFICATION CHART
Client Amec Foster Wheeler Boring No. B-32
Client Reference A1 Sandrock 6468-18-8009 Depth (ft) 1.0-8.5
Project No.R-2018-064-001 Sample No. 2
Lab ID R-2018-064-001-002 Soil Color Brown
Particle Percent USDA SUMMARY Actual Corrected % of Minus 2.0 mm
Size (mm)Finer Percentage material for USDA Classificat.
Gravel 8.19 0.00
2 91.81 Sand 54.79 59.68
0.05 37.01 Silt 28.09 30.60
0.002 8.92 Clay 8.92 9.72
USDA Classification: SANDY LOAM
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0102030405060708090100
PERCENT SAND
90
80
70
60
50
40
30
20
10 90
8
7
6
5
4
3
20
10
CLAY
SANDY
CLAY
SANDY CLAY LOAM
SANDY LOAM
SAND
LOAM
SILT LOAM
SILT
CLAY LOAM
SILTY CLAY LOAM
SILTY CLAY
LOAMY
SAND
PERCENT SILT
PERCENT CLAY

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WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client Amec Foster Wheeler Boring No.B-32
Client Reference A1 Sandrock 6468-18-8009 Depth (ft) 1.0-8.5
Project No.R-2018-064-001 Sample No. 2
Lab ID R-2018-064-001-002 Soil Color Brown
Minus #10 for Hygroscopic Moisture Content Hydrometer Specimen Data
Tare No.E-20 Air Dried - #10 Hydrometer Material (g)61.53
Wgt.Tare + Wet Soil (g)37.95 Corrected Dry Wt. of - #10 Material (g)59.23
Wgt.Tare + Dry Soil (g)37.35
Weight of Tare (g)21.87 Weight of - #200 Material (g)28.03
Weight of Water (g)0.60 Weight of - #10 ; + #200 Material (g)31.20
Weight of Dry Soil (g)15.48
Moisture Content (%)3.9 J-FACTOR (%FINER THAN #10)0.9181
Soil Specimen Data
Tare No.156
Wgt.Tare + Air Dry Soil (g)1313.76
Weight of Tare (g)240.11
Air Dried Wgt. Total Sample (g) 1073.65 Dry Weight of Material Retained on #10 (g)84.95
Total Dry Sample Weight (g) 1036.76 Corrected Dry Sample Wt - #10 (g)951.81
Sieve Sieve Wgt.of Soil Percent Accumulated Percent Accumulated
Size Opening Retained Retained Percent Finer Percent
(mm)Retained Finer
(gm)(%) (%)(%)(%)
12" 300 0.00 0.0 0.0 100.0 100.0
6" 150 0.00 0.0 0.0 100.0 100.0
3" 75 0.00 0.0 0.0 100.0 100.0
2" 50 0.00 0.0 0.0 100.0 100.0
1 1/2" 37.5 0.00 0.0 0.0 100.0 100.0
1" 25.0 27.47 2.6 2.6 97.4 97.4
3/4" 19.0 0.00 0.0 2.6 97.4 97.4
1/2" 12.5 4.05 0.4 3.0 97.0 97.0
3/8" 9.50 2.47 0.2 3.3 96.7 96.7
#4 4.75 4.23 0.4 3.7 96.3 96.3
#10 2.00 46.73 4.5 8.2 91.8 91.8
#20 0.85 4.96 8.4 8.4 91.6 84.1
#40 0.425 9.51 16.1 24.4 75.6 69.4
#60 0.250 6.69 11.3 35.7 64.3 59.0
#140 0.106 7.46 12.6 48.3 51.7 47.4
#200 0.075 2.58 4.4 52.7 47.3 43.4
Pan -28.03 47.3 100.0 --
Notes :
Tested By BW Date 3/15/18 Checked By GEM Date 3/19/18
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HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client Amec Foster Wheeler Boring No. B-32
Client Reference A1 Sandrock 6468-18-8009 Depth (ft) 1.0-8.5
Project No.R-2018-064-001 Sample No. 2
Lab ID R-2018-064-001-002 Soil Color Brown
Elapsed R Temp.Composite RNKDiameterN'
Time Measured ( o C )Correction Corrected ( % ) Factor ( mm ) ( % )
(min)
0NANANANANANANANA
2 24.0 21 4.17 19.8 33.1 0.01328 0.0330 30.4
5 20.0 21 4.17 15.8 26.5 0.01328 0.0214 24.3
15 16.0 21.1 4.15 11.8 19.8 0.01327 0.0127 18.2
30 15.0 21.1 4.15 10.8 18.1 0.01327 0.0090 16.6
60 14.0 21.3 4.12 9.9 16.5 0.01324 0.0064 15.2
250 11.0 22 4.00 7.0 11.7 0.01313 0.0032 10.7
1440 9.0 20.8 4.20 4.8 8.0 0.01332 0.0014 7.4
Soil Specimen Data Other Corrections
Wgt. of Dry Material (g) 59.23 Hygroscopic Moisture Factor 0.963
Weight of Deflocculant (g) 5.0
a - Factor 0.99
Percent Finer than # 10 91.81
Specific Gravity 2.70 Assumed
Notes:
Tested By BW Date 3/13/18 Checked By GEM Date 3/19/18
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ATTERBERG LIMITS
ASTM D 4318-17
Client:Amec Foster Wheeler Boring No.:B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft): 1.0-8.5
Project No.: R-2018-064-001 Sample No.: 2
Lab ID:R-2018-064-001-002 Soil Description: BROWN 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.
1 2 3 M
Tare Number:T ID-1U
Wt. of Tare & Wet Sample (g): 26.92 26.86 26.28 L
Wt. of Tare & Dry Sample (g): 23.99 23.82 23.32 T
Weight of Tare (g): 15.16 15.24 15.30 I
Weight of Water (g): 2.9 3.0 3.0 P
Weight of Dry Sample (g): 8.8 8.6 8.0 O
Was As Received MC Preserved:I
Moisture Content (%): 33.2 35.4 36.9 N
Number of Blows: 35 24 16 T
Plastic Limit Test 1 2 Range Test Results
Tare Number:17 2M Liquid Limit (%): 35
Wt. of Tare & Wet Sample (g): 21.84 21.87
Wt. of Tare & Dry Sample (g): 20.68 20.75 Plastic Limit (%): 22
Weight of Tare (g): 15.45 15.58
Weight of Water (g): 1.2 1.1 Plasticity Index (%): 13
Weight of Dry Sample (g): 5.2 5.2
USCS Symbol: CL
Moisture Content (%): 22.2 21.7 0.5
Note: The acceptable range of the two Moisture Contents is ± 1.12
Flow Curve Plasticity Chart
Tested By BW Date 3/13/18 Checked By GEM Date 3/14/18
page 1 of 1 DCN: CTS4B, REV. 7, 1/24/18 S:\Excel\Excel QA\Spreadsheets\Limit 3Pt.xls
172.61
676.59
746.94
Liquid Limit TestAs Received Moisture Content
Yes
210
ASTM D2216-10
14.0
504.0
70.4
20
22
24
26
28
30
32
34
36
38
110100Water Content (%)Number of Blows
0
10
20
30
40
50
60
0 20406080100Plasticity Index (%)Liquid Limit (%)
CL CH
MH
CL-ML
ML

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MOISTURE DENSITY RELATIONSHIP
ASTM D 698-12e2
Client:Amec Foster Wheeler Boring No.: B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft): 1.0-8.5
Project No.:R-2018-064-001 Sample No.: 2
Lab ID:R-2018-064-001-002 Test Method STANDARD
Visual Description: Brown Clayey Sand
Optimum Water Content 12.3
Maximum Dry Density 120.4
Tested By APG Date 3/13/18 Checked By GEM Date 3/15/18
page 1 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14 PROCTOR.xls
100
105
110
115
120
125
0 5 10 15 20 25 30Density (pcf)Water Content (%)
Specific Gravity 2.70
Assumed

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MOISTURE - DENSITY RELATIONSHIP
ASTM D 698-12e2
Client:Amec Foster Wheeler Boring No.:B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft): 1.0-8.5
Project No.:R-2018-064-001 Sample No.: 2
Lab ID:R-2018-064-001-002
Visual Description: Brown Clayey Sand
Total Weight of the Sample (g) 28000 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 R 174
Percent Retained on 3/8" NA Mold ID R 552
Percent Retained on #4 NA Mold diameter 4"
Oversize Material Not included Weight of the Mold (g)4242
Procedure Used B Volume of the Mold (cm3)943
Mold / Specimen
Point No.123 4 5
Wt. of Mold & Wet Sample (g)6076 6198 6294 6236 6187
Wt.of Mold (g)4242 4242 4242 4242 4242
Wt. of Wet Sample (g)1834 1956 2052 1994 1945
Mold Volume (cm3)943 943 943 943 943
Moisture Content / Density
Tare Number 910 912 905 908 906
Wt. of Tare & Wet Sample (g)492.50 510.20 657.60 603.40 517.40
Wt. of Tare & Dry Sample (g)471.10 476.10 594.00 537.40 453.70
Wt. of Tare (g)103.10 101.00 101.80 102.10 102.50
Wt. of Water (g)21.40 34.10 63.60 66.00 63.70
Wt. of Dry Sample (g)368.00 375.10 492.20 435.30 351.20
Wet Density (g/cm3)1.94 2.07 2.18 2.11 2.06
Wet Density (pcf) 121.3 129.4 135.8 131.9 128.7
Moisture Content (%) 5.8 9.1 12.9 15.2 18.1
Dry Density (pcf) 114.6 118.6 120.2 114.6 108.9
Zero Air Voids
Moisture Content (%)14.0 18.0 21.0
Dry Unit Weight (pcf)122.3 113.4 107.5
Tested By APG Date 3/13/18 Checked By GEM Date 3/15/18
page 2 of 2 DCN:CT-S12 DATE:5/1/13 REVISION: 14 PROCTOR.xls

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Client Amec Foster Wheeler Boring No.B-32
Client Project A1 Sandrock 6468-18-8009 Depth (ft.)1.0-8.5
Project No. R-2018-064-001 Sample No. 2
Lab ID No. R-2018-064-001-002
Visual Description: Brown Silty Sand
AVERAGE PERMEABILITY = 6.3E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 6.3E-09 m/sec @ 20oC
Tested By: MY Date: 3/26/18 Checked By: SFS Date: 3/30/18
Page 1 of 3 DCN: CT-22A DATE:2-2-10 REVISION: 5ers\GEOLAPTOP-3\Desktop\work\2018-064 AMECFW - A1 SANDROCK\[2018-064-001-002 Permometer.xlsm]Sheet1
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a
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 2.5PERMEABILITY, cm/secELAPSED TIME, min
PERMEABILITY vs. TIME

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Client Amec Foster Wheeler Boring No. B-32
Client Project A1 Sandrock 6468-18-8009 Depth (ft.) 1.0-8.5
Project No. R-2018-064-001 Sample No. 2
Lab ID No. R-2018-064-001-002
Specific Gravity 2.70 Assumed
Sample Condition Remolded
Visual Description: Brown Silty Sand
MOISTURE CONTENT:BEFORE TEST AFTER TEST
Tare Number TB-07 SS-3
Wt. of Tare & WS (gm.)425.27 693.53
Wt. of Tare & DS (gm.)392.90 603.79
Wt. of Tare (gm.)134.15 100.47
Wt. of Water (gm.)32.37 89.74
Wt. of DS (gm.)258.75 503.32
Moisture Content (%)12.5 17.8
SPECIMEN:BEFORE TEST AFTER TEST
Wt. of Tube & WS (gm.)2867.47 NA
Wt. of Tube (gm.)1551.40 NA
Wt. of WS (calc.) (gm.)1316.07 1378.29
Length 1 (in.)5.995 5.993
Length 2 (in.)5.995 5.993
Length 3 (in.)5.995 5.993
Top Diameter (in.)2.864 2.853
Middle Diameter (in.)2.864 2.853
Bottom Diameter (in.)2.864 2.853
Average Length (in.)6.00 5.99
Average Area (in.2 )6.44 6.39
Sample Volume (cm3 )632.89 627.83
Unit Wet Wt. (gm./ cm3 )2.079 2.195
Unit Wet Wt. (pcf ) 129.8 137.0
Unit Dry Wt. (pcf ) 115.4 116.3
Unit Dry Wt. (gm./ cm3 )1.848 1.863
Void Ratio, e 0.461 0.449
Porosity, n 0.315 0.310
Pore Volume (cm3 )199.7 194.6
Total Wt. Of Sample After Test 1316.07
Tested By: MY Date: 3/26/18 Checked By: SFS Date: 3/30/18
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FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a

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Client Amec Foster Wheeler Boring No. B-32
Client Project A1 Sandrock 6468-18-8009 Depth (ft.) 1.0-8.5
Project No. R-2018-064-001 Sample No. 2
Lab ID No. R-2018-064-001-002
Test Pressures Final Sample Dimensions
Cell Pressure(psi)53.5 Sample Length (cm), L 15.22
Back Pressure(psi)50.0 Sample Area (cm2 ), A 41.24
Eff. Cons. Pressure(psi) 3.5 Pipette Area (cm2 ), ap 0.03142
Response (%) 96 Annulus Area (cm2 ), aa 0.76712
Equilibrium Level (cm), Req 1
AVERAGE PERMEABILITY = 6.3E-07 cm/sec @ 20oC
AVERAGE PERMEABILITY = 6.3E-09 m/sec @ 20oC
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)
3/27/18 16 8 34 8.57 0.000 12.0 9.4 22.4 NA
3/27/18 16 8 44 8.73 0.167 11.9 9.4 22.4 7.7E-07
3/27/18 16 8 55 8.92 0.350 11.8 9.3 22.4 7.0E-07
3/27/18 16 9 6 9.10 0.533 11.7 9.2 22.4 7.1E-07
3/27/18 16 9 18 9.30 0.733 11.6 9.1 22.4 6.6E-07
3/27/18 16 9 31 9.52 0.950 11.5 9.0 22.4 6.1E-07
3/27/18 16 9 44 9.73 1.167 11.4 8.9 22.4 6.2E-07
3/27/18 16 9 57 9.95 1.383 11.3 8.8 22.4 6.2E-07
3/27/18 16 10 10 10.17 1.600 11.2 8.8 22.4 6.3E-07
3/27/18 16 10 23 10.38 1.817 11.1 8.7 22.4 6.4E-07
3/27/18 16 10 36 10.60 2.033 11.0 8.6 22.4 6.4E-07
Tested By: MY Date: 3/26/18 Checked By: SFS Date: 3/30/18
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TIME
FLEXIBLE WALL PERMEABILITY TEST
PERMOMETER METHOD
ASTM D 5084-16a

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-8.5
Project No.:R-2018-064-001 Sample No.: 2
Lab ID:R-2018-064-001-002
a =0.52 C =0.63
α =29.4 Φ =34.32
Tested By: MY Date: 3/22/18 Approved By: MPS Date: 3/30/18
page 1 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls
0
5
10
15
20
25
0 5 10 15 20 25 30 35 40Q, (psi)P, (psi)
Consolidated Undrained Triaxial Test with Pore Pressure
Max. Effec. Stress Ratio Points Failure Envelope Test No. 1 Test No. 2 Test No. 3
α

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MOHR TOTAL STRENGTH ENVELOPE
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-8.5
Project No.: R-2018-064-001 Sample No.: 2
Lab ID:R-2018-064-001-002
Visual Description: BROWN SILTY SAND (REMOLDED)
Failure Based on Maximum Effective Principal Stress Ratio NOTE: GRAPH NOT TO SCALE
Tested By:MY Date:3/22/18 Approved By: MPS Date:3/30/18
page 2 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3
0
5
10
15
20
25
30
35
40
0 5 10 15 20 25 30 35 40τ(psi)σ (psi)
c =
Φ =
3.36
9.54

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CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-8.5
Project No.:R-2018-064-001 Sample No.:2
Lab ID:R-2018-064-001-002
Visual Description: BROWN SILTY SAND (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.1
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864
Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)53.5 Avg. Length:5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 3.5 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)24.0
Response (%)96 Final Burette Reading (ml)16.5
Final Change (ml)7.5
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)102
P =7.34 Dial Reading After Saturation (mil) 102
Q =4.66 Dial Reading After Consolidation (mil)104
LOAD DEFORMATION PORE PRESSURE
(LB) (IN) (PSI)
10.5 0.000 50.0
16.0 0.001 50.2
22.9 0.002 50.4
38.5 0.008 51.0
46.5 0.015 51.2
52.7 0.020 51.259.4 0.029 51.164.9 0.038 51.0
70.3 0.049 50.8
76.2 0.069 50.4
80.9 0.098 50.1
84.8 0.134 49.7
87.8 0.170 49.5
90.7 0.211 49.3
92.9 0.241 49.1
95.4 0.283 48.9
98.9 0.338 48.7
102.2 0.397 48.6
104.9 0.443 48.4
108.2 0.501 48.3
110.5 0.545 48.2
113.0 0.589 48.1
115.4 0.634 48.0
117.0 0.664 47.9
118.6 0.693 47.7
120.0 0.723 47.7
121.5 0.752 47.6
123.6 0.796 47.5
125.9 0.841 47.4
127.5 0.872 47.4
128.9 0.901 47.3
Tested By: MY Date: 3/22/18 Input Checked By: SFS Date: 3/30/18
page 3 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 Sigmatriax.xls

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-8.5
Project No.: R-2018-064-001 Sample No.: 2
Lab ID:R-2018-064-001-002
Visual Description: BROWN SILTY SAND (REMOLDED)
Effective Confining Pressure (psi)3.5 Stage No.1
Test No 1
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in) 6.00 Volume After Consolidation (in3)38.16
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.99
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.368
Initial Sample Volume (in3)38.62
Strain Deviation Δ U σ1 σ3 Effective Principle APQ
(%) Stress Stress Ratio
0.01 0.86 0.19 4.13 3.3 1.264 0.23 3.70 0.43
0.04 1.96 0.44 4.97 3.0 1.649 0.24 3.99 0.98
0.14 4.40 1.01 6.85 2.5 2.793 0.24 4.65 2.20
0.24 5.64 1.18 7.92 2.3 3.472 0.22 5.10 2.82
0.34 6.61 1.21 8.85 2.2 3.937 0.19 5.55 3.300.49 7.64 1.14 9.96 2.3 4.293 0.16 6.14 3.820.63 8.49 1.01 10.94 2.5 4.462 0.12 6.70 4.25
0.82 9.32 0.78 11.99 2.7 4.482 0.09 7.34 4.66
1.16 10.20 0.43 13.23 3.0 4.368 0.04 8.13 5.10
1.64 10.88 0.06 14.28 3.4 4.206 0.01 8.84 5.44
2.23 11.41 -0.26 15.12 3.7 4.070 -0.02 9.42 5.70
2.83 11.81 -0.48 15.75 3.9 3.994 -0.04 9.85 5.90
3.53 12.16 -0.72 16.34 4.2 3.907 -0.06 10.26 6.08
4.02 12.43 -0.95 16.83 4.4 3.820 -0.08 10.62 6.21
4.72 12.70 -1.11 17.27 4.6 3.782 -0.09 10.92 6.35
5.64 13.10 -1.28 17.84 4.7 3.764 -0.10 11.29 6.55
6.62 13.46 -1.45 18.37 4.9 3.740 -0.11 11.64 6.73
7.39 13.73 -1.56 18.75 5.0 3.733 -0.12 11.89 6.86
8.36 14.06 -1.70 19.22 5.2 3.724 -0.13 12.19 7.03
9.09 14.29 -1.82 19.57 5.3 3.705 -0.13 12.42 7.14
9.83 14.52 -1.92 19.89 5.4 3.701 -0.14 12.64 7.26
10.59 14.73 -2.02 20.20 5.5 3.690 -0.14 12.84 7.36
11.07 14.87 -2.08 20.41 5.5 3.686 -0.15 12.97 7.44
11.56 15.01 -2.26 20.73 5.7 3.626 -0.16 13.22 7.51
12.06 15.12 -2.32 20.91 5.8 3.614 -0.16 13.34 7.56
12.55 15.25 -2.38 21.09 5.8 3.612 -0.16 13.47 7.63
13.28 15.41 -2.48 21.35 5.9 3.595 -0.17 13.64 7.70
14.04 15.59 -2.56 21.60 6.0 3.590 -0.17 13.81 7.79
14.54 15.70 -2.61 21.77 6.1 3.587 -0.17 13.92 7.85
15.03 15.80 -2.67 21.93 6.1 3.579 -0.18 14.03 7.90
page 4 of 11

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-8.5
Project No.:R-2018-064-001 Sample No.:2
Lab ID:R-2018-064-001-002
Visual Description: BROWN SILTY SAND (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.2
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864
Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)57.0 Avg. Length 5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 7.0 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)24.0
Response (%)97 Final Burette Reading (ml)14.9
Final Change (ml)9.1
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)226
P =8.59 Dial Reading After Saturation (mil) 226
Q =5.37 Dial Reading After Consolidation (mil)240
LOAD DEFORMATION PORE PRESSURE
(LB) (IN) (PSI)
8.8 0.000 50.0
9.9 0.002 50.0
11.3 0.003 50.1
45.1 0.009 51.4
56.4 0.015 52.1
64.4 0.021 52.664.5 0.029 53.064.8 0.039 53.3
67.1 0.051 53.6
71.7 0.072 53.8
74.9 0.102 53.8
78.7 0.138 53.8
83.5 0.174 53.6
87.6 0.216 53.3
91.5 0.246 53.0
98.4 0.288 52.7
105.5 0.345 52.3
111.4 0.406 51.9
114.0 0.451 51.7
117.3 0.511 51.4
123.6 0.556 51.2
126.4 0.601 51.0
130.8 0.647 50.8
131.2 0.677 50.7
135.1 0.707 50.5
136.1 0.736 50.4
139.6 0.766 50.3
141.8 0.812 50.2
148.3 0.857 50.0
150.3 0.887 49.9
150.5 0.917 49.8
Tested By: MY Date: 3/22/18 Input Checked By: SFS Date: 3/30/18
page 5 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-8.5
Project No.: R-2018-064-001 Sample No.: 2
Lab ID:R-2018-064-001-002
Visual Description: BROWN SILTY SAND (REMOLDED)
Effective Confining Pressure (psi)7.0 Stage No.1
Test No 2
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in) 6.00 Volume After Consolidation (in3)38.07
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.98
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.364
Initial Sample Volume (in3)38.62
Strain Deviation Δ U σ1 σ3 Effective Principle APQ
(%) Stress Stress Ratio
0.03 0.17 0.03 7.15 7.0 1.024 0.19 7.07 0.08
0.06 0.40 0.06 7.35 7.0 1.057 0.15 7.15 0.20
0.15 5.69 1.37 11.33 5.6 2.008 0.25 8.48 2.84
0.25 7.45 2.13 12.34 4.9 2.525 0.29 8.61 3.73
0.35 8.71 2.55 13.17 4.5 2.952 0.30 8.82 4.350.49 8.71 3.01 12.71 4.0 3.174 0.36 8.36 4.350.65 8.74 3.33 12.42 3.7 3.374 0.39 8.05 4.37
0.85 9.08 3.59 12.51 3.4 3.651 0.41 7.97 4.54
1.20 9.76 3.79 12.98 3.2 4.034 0.40 8.10 4.88
1.70 10.21 3.83 13.39 3.2 4.210 0.39 8.28 5.10
2.31 10.73 3.79 13.95 3.2 4.330 0.36 8.59 5.37
2.91 11.39 3.59 14.81 3.4 4.326 0.32 9.12 5.69
3.61 11.93 3.27 15.67 3.7 4.185 0.28 9.71 5.96
4.11 12.46 3.03 16.44 4.0 4.128 0.25 10.21 6.23
4.81 13.40 2.70 17.72 4.3 4.105 0.21 11.02 6.70
5.77 14.32 2.32 19.01 4.7 4.050 0.17 11.85 7.16
6.78 15.03 1.90 20.15 5.1 3.938 0.13 12.63 7.51
7.54 15.28 1.69 20.60 5.3 3.870 0.11 12.96 7.64
8.55 15.58 1.41 21.18 5.6 3.783 0.09 13.39 7.79
9.29 16.36 1.18 22.19 5.8 3.804 0.07 14.01 8.18
10.05 16.62 0.99 22.64 6.0 3.759 0.06 14.33 8.31
10.82 17.09 0.77 23.33 6.2 3.739 0.05 14.78 8.54
11.31 17.05 0.67 23.39 6.3 3.688 0.04 14.87 8.52
11.82 17.49 0.53 23.97 6.5 3.699 0.03 15.23 8.75
12.31 17.54 0.44 24.12 6.6 3.669 0.03 15.34 8.77
12.81 17.91 0.30 24.62 6.7 3.670 0.02 15.66 8.96
13.57 18.06 0.18 24.90 6.8 3.642 0.01 15.87 9.03
14.32 18.78 0.01 25.78 7.0 3.683 0.00 16.39 9.39
14.83 18.93 -0.06 26.00 7.1 3.678 0.00 16.53 9.46
15.34 18.84 -0.16 26.02 7.2 3.625 -0.01 16.60 9.42
page 6 of 11

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-8.5
Project No.:R-2018-064-001 Sample No.:2
Lab ID:R-2018-064-001-002
Visual Description: BROWN SILTY SAND (REMOLDED)
Stage No.1 INITIAL SAMPLE DIMENSIONS (in)
Test No.3
Length 1: 5.995 Diameter 1: 2.864
PRESSURES (psi)Length 2: 5.995 Diameter 2: 2.864
Length 3: 5.995 Diameter 3: 2.864
Cell Pressure (psi)64.0 Avg. Length:5.995 Avg. Diam.:2.864
Back Pressure (psi)50.0
Eff. Conf. Pressure (psi) 13.9 VOLUME CHANGE
Pore Pressure Initial Burette Reading (ml)24.0
Response (%)100 Final Burette Reading (ml)9.2
Final Change (ml)14.8
MAXIMUM OBLIQUITY POINTS
Initial Dial Reading (mil)125
P =20.62 Dial Reading After Saturation (mil) 125
Q =12.34 Dial Reading After Consolidation (mil)157
LOAD DEFORMATION PORE PRESSURE
(LB) (IN) (PSI)
10.7 0.000 50.0
15.3 0.002 50.2
34.1 0.002 51.0
76.6 0.009 53.5
95.1 0.014 55.0
106.9 0.020 55.7120.0 0.029 56.3129.1 0.038 56.5
138.1 0.049 56.6
148.2 0.070 56.5
161.0 0.100 56.1
170.4 0.136 55.7
177.6 0.171 55.3
186.1 0.213 54.9
191.0 0.243 54.6
196.8 0.285 54.3
206.9 0.342 53.8
215.1 0.402 53.4
222.1 0.447 53.1
228.3 0.507 52.8
233.6 0.553 52.5
239.2 0.598 52.3
244.4 0.643 52.0
247.5 0.673 51.9
251.2 0.703 51.7
254.2 0.733 51.6
257.2 0.763 51.5
258.9 0.808 51.3
261.7 0.853 51.1
264.9 0.884 50.9
267.5 0.914 50.8
Tested By: MY Date: 3/22/18 Input Checked By: SFS Date: 3/30/18
page 7 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler Boring No.:B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft):1.0-8.5
Project No.: R-2018-064-001 Sample No.: 2
Lab ID:R-2018-064-001-002
Visual Description: BROWN SILTY SAND (REMOLDED)
Effective Confining Pressure (psi)13.9 Stage No.1
Test No 3
INITIAL DIMENSIONS VOLUME CHANGE
Initial Sample Length (in) 6.00 Volume After Consolidation (in3)37.72
Initial Sample Diameter (in)2.86 Length After Consolidation (in)5.96
Initial Sample Area (in2)6.44 Area After Consolidation (in2)6.325
Initial Sample Volume (in3)38.62
Strain Deviation Δ U σ1 σ3 Effective Principle APQ
(%) Stress Stress Ratio
0.03 0.74 0.13 14.54 13.8 1.053 0.18 14.17 0.37
0.04 3.71 0.95 16.69 13.0 1.286 0.26 14.83 1.85
0.15 10.40 3.49 20.84 10.4 1.996 0.34 15.64 5.20
0.24 13.32 4.92 22.33 9.0 2.478 0.37 15.67 6.66
0.34 15.17 5.68 23.42 8.2 2.839 0.37 15.83 7.580.49 17.20 6.27 24.86 7.7 3.244 0.36 16.26 8.600.64 18.60 6.50 26.04 7.4 3.503 0.35 16.74 9.30
0.83 19.97 6.57 27.33 7.4 3.714 0.33 17.35 9.99
1.17 21.48 6.42 29.00 7.5 3.859 0.30 18.26 10.74
1.68 23.37 6.08 31.23 7.9 3.976 0.26 19.54 11.69
2.27 24.67 5.65 32.96 8.3 3.978 0.23 20.62 12.34
2.87 25.63 5.25 34.31 8.7 3.952 0.20 21.49 12.81
3.58 26.75 4.85 35.82 9.1 3.947 0.18 22.45 13.37
4.08 27.34 4.59 36.68 9.3 3.927 0.17 23.01 13.67
4.77 28.03 4.25 37.71 9.7 3.894 0.15 23.70 14.01
5.74 29.24 3.80 39.37 10.1 3.887 0.13 24.75 14.62
6.74 30.14 3.38 40.69 10.5 3.857 0.11 25.62 15.07
7.50 30.92 3.08 41.77 10.8 3.850 0.10 26.31 15.46
8.51 31.48 2.72 42.69 11.2 3.807 0.09 26.95 15.74
9.27 31.97 2.46 43.44 11.5 3.788 0.08 27.45 15.99
10.03 32.50 2.22 44.21 11.7 3.774 0.07 27.96 16.25
10.78 32.96 1.99 44.91 11.9 3.760 0.06 28.42 16.48
11.28 33.22 1.84 45.31 12.1 3.748 0.06 28.70 16.61
11.79 33.55 1.69 45.78 12.2 3.741 0.05 29.01 16.77
12.30 33.77 1.56 46.14 12.4 3.728 0.05 29.26 16.88
12.80 33.98 1.42 46.49 12.5 3.716 0.04 29.50 16.99
13.55 33.92 1.22 46.63 12.7 3.668 0.04 29.67 16.96
14.31 34.01 1.02 46.92 12.9 3.635 0.03 29.91 17.01
14.82 34.24 0.90 47.28 13.0 3.627 0.03 30.16 17.12
15.32 34.39 0.76 47.55 13.2 3.611 0.02 30.36 17.19
page 8 of 11

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client: Amec Foster Wheeler Boring No.: B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft): 1.0-8.5
Project No.: R-2018-064-001 Sample No.: 2
Lab ID: R-2018-064-001-002
Visual Description: BROWN SILTY SAND (REMOLDED)
Tested By: MY Date: 3/22/18 Approved By: MPS Date: 3/30/18
page 9 of 11
0
5
10
15
20
25
30
35
40
024681012141618Deviator Stress (psi)Strain (%)
Test No. 1 Test No. 2 Test No. 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net
CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client:Amec Foster Wheeler
Client Reference: A1 Sandrock 6468-18-8009
Project No.: R-2018-064-001
Lab ID:R-2018-064-001-002 Specific Gravity (assumed) 2.7
Visual Description: BROWN SILTY SAND (REMOLDED)
SAMPLE CONDITION SUMMARY
Boring No.:B-32 B-32 B-32
Depth (ft):1.0-8.5 1.0-8.5 1.0-8.5
Sample No.:2 2 2
Test No.T1 T2 T3
Deformation Rate (in/min)0.002 0.002 0.002
Back Pressure (psi)50.0 50.0 50.0
Consolidation Time (days)1 1 1
Moisture Content (%) (INITIAL)12.5 12.5 12.5
Total Unit Weight (pcf)129.8 130.2 131.8
Dry Unit Weight (pcf)115.4 115.7 117.2
Moisture Content (%) (FINAL)17.8 17.2 16.2
Initial State Void Ratio,e 0.461 0.456 0.438
Void Ratio at Shear, e 0.444 0.436 0.405
Tested By:MY Date: 3/22/18 Input Checked By: SFS Date: 3/30/18
page 10 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3

2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

CONSOLIDATED UNDRAINED TRIAXIAL TEST
WITH PORE PRESSURE READINGS
ASTM D4767-11
Client: Amec Foster Wheeler Boring No.: B-32
Client Reference: A1 Sandrock 6468-18-8009 Depth (ft): 1.0-8.5
Project No.: R-2018-064-001 Sample No.: 2
Lab ID: R-2018-064-001-002
TEST 1 INITIAL TEST 1 FINAL
TEST 2 INITIAL TEST 2 FINAL
TEST 3 INITIAL TEST 3 FINAL
Tested By MY Date 3/22/18 Approved By MPS Date 3/30/18
page 11 of 11 DCN: CT-S28 DATE: 4/12/13 REVISION: 3 C:\Users\GEOLAPTOP-3\Desktop\work\2018-064 AMECFW - A1 SANDROCK\[2018-064-001-002 SIGMATRIAX.xlsm]THIRD
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