3412_OSR_CDLF_ PermitApp_FID1388865_20200129

HDR Engineering, Inc. of the Carolinas
440 South Church Street, Suite 1000 Charlotte, NC 28202
NC License F0116

Permit Renewal
Old Salisbury Road Construction
and Demolition Landfill
Permit No. 34-12
Winston-Salem, North Carolina
November 2019
Revised December 2019
Revised January 2020

hdrinc.com
440 S Church Street, Suite 1000, Charlotte, NC 28202-2075 704.338.6700
January 29, 2020
Ming-Tai Chao, P.E.
Environmental Engineer
Solid Waste Section, DWM
North Carolina Department of Environmental Quality
217 West Jones Street
Raleigh, North Carolina 27699-1616
Re: Response to Comments on the Permit Application
Old Salisbury Road Construction and Demolition Debris Landfill (C&DLF)
Forsyth County, North Carolina
Permit No. 3412-CDLF-1995, File ID No. (FID) 1359929
Dear Ming,
HDR is in receipt of your email dated January 9, 2020 which outlines comments related to the Old
Salisbury Road Construction and Demolition Debris Landfill Permit Renewal submitted October 4,
2019. The comments are repeated below, with responses provided in italics.
Introduction
1. (Section 2.5) The last sentence of the first paragraph states that “The CAB area is a 20.8-
acre section of the site…” The statement is confusion. Based on information obtained
during the site visit conducted on January 09, 2020, the SWS concludes that the CAB area
is relocated along with the C&D waste disposal activities and needs of the site operations.
The CAB storage unit is not located at working face of the landfill resulting in not interference
with any waste disposal activities and is not temporarily stored on top of the closed landfill
units. All processed CAB are utilized at the landfill facility. Please incorporate the above-
mentioned field operations to this section.
Response: HDR revised the wording of section 2.5 in the Operations Plan to incorporate and
clarify the information above regarding the use of the CAB area. See comment 6 for
additional revisions to the Operations Plan.
2. (Section 2.6) The slope stability analysis and calculations are included in Appendix K, not
Appendix J. Please correct the typo.
Response: The reference has been corrected to Appendix K.
3. (Section 2.13) The Design Hydrogeological Investigation Report is placed in Appendix I, not
in Appendix H. Please correct the typo.
Response: The reference has been corrected to Appendix I.
M. Chao January 29, 2020 Page 2
4. (Section 3.2) The CQA plan is placed in Appendix J, not in Appendix I. Please correct the
typo.
Response: The reference has been corrected to Appendix J.
5. (Appendix G – Technical Specification Section 31 23 00)
i. What are the CQA testing frequencies for the soil classification, Atterburg limits & PI
(Part 2.1A) & grain size analysis (Parts 3.2B.3 & 3.2D.2)?
ii. Is there any CQA testing (including test item and frequency) on the specified geotextile
filter fabric (Part 3.1B)? Shall the manufacturer of the geotextile filter fabric provide the
MQA test data for Engineer approval?
iii. Please specify the testing frequency of ASTM D698 for compaction characteristics of a
fill material.
iv. Please specify the testing methods and frequencies of in-place density and moisture
content of a compacted soil layer (Part 3.3E).
Response:
i. Testing frequencies have been added to 31 23 00, as Part 3.4C and clarified in
Part 2.3.2 of the CQA Plan.
ii. No CQA testing is required for the filter fabric specified in 2.1B; however, a
requirement to submit the manufacturers QA test has been added to Part 1.4.
iii. Compaction density test frequency has been included in Part 3.4C.3.
iv. Test methods are specified in Parts 1.2 and 2.1. Test frequencies have been added
as Part 3.4C
See comment/response 7 and 8 for additional specification revisions.
6. (Appendix C, Section 2.6) According to the drawing Sheets 00C-01 & 02, the location of the
TDDSS is enclosing a portion of the closed landfill cap (a 2-feet soil cap). According to the
discussions at the site visit conducted on January 09, 2020, the OSR C&DLF agrees to
relocate the TDDSS boundary outside the closed landfill cap and plans to build a new route
via Friedburg Church Road to access the TDDSS unit, so the public can drop off the storm
debris without using the existing haul road toward the landfill unit.
i. Please revise the drawing Sheets 00C-001 & 02 to show new boundaries of the
TDDSS and proposed new route to access the TDDSS unit.
ii. Please update the acreage of the TDDSS unit (the new extent of the unit shall be less
than 14.6 acres) in Section 2.6.
Response:
i. Drawing 00C-01 has been revised as requested and replaced in the Operations
Plan (Appendix C), the Groundwater Monitoring Plan as Figure 1 (Appendix D), the
Landfill Gas Monitoring Plan as Figure 1 (Appendix E) and in Drawings (Appendix
M. Chao January 29, 2020 Page 3
H). Drawing 00C-02 has been revised as requested and replaced in Drawings
(Appendix H). See also comment/response 9.
ii. Section 2.6 of the Operations plan has been revised to update the TDDSS area to
9.2 acres. See comment/response 1 for additional changes to the Operations Plan.
7. (Appendix G – Technical Specification Section 31 38 40)
i. Part 1.5A should specify the minimum criteria of the shear strength of the compacted
soil liner - cohesion = 0 and friction angle = 30 degree per conclusions of the slope
stability analysis/calculation in Appendix K.
ii. Part 2.1E should specify the maximum hydraulic gradient to be used in the test of
hydraulic conductivity of a selected material.
iii. Test method of ASTM D5321 that is specified in Part 2.1F is a testing to determine the
interface friction angle between an earthen material and a geosynthetic material.
Because the proposed final cover system is a clay cap and no geosynthetic liner
material is to be used at this project, the applicability of the specified testing method is
questionable. Should the testing method be specified in this section meet the worst
condition that 3 to 1 soil slopes may endure in the future, such as long wet
season/saturated and undrained condition.
iv. Parts 2.2.C.5 & 3.1.B should specify the testing frequency of interface friction (or shear
strength) test as stated in Part 2.1F.
Response:
i. Part 1.5A has been revised to specify soils to be used must match the design
criteria.
ii. Hydraulic conductivity will be conducted in conformance with ASTM D5084
recommendations, as clarified in Part 2.1E.
iii. Part 2.1F has been revised to replace interface friction testing with shear strength
testing.
iv. Testing frequency for shear strength has been added to Part 3.1B.
8. The following technical specifications should be added in Appendix G:
i. Vegetation/seeding species and schedules per approved Erosion and Sediment
Control Plan (ref. Drawing No. ES-05).
ii. Turf reinforced matting (ref. Sheet 00c-04).
iii. Gas trench and vent matting (ref. Sheet 00D-01).
Response: The following technical specifications have been added to Appendix G
i. 32 92 13, Seeding
ii. 31 25 14, Erosion Control Blankets, which includes the turf reinforced matting.
iii. 33 41 16, Subsurface Drainage Geocomposite which addresses gas vent matting.
M. Chao January 29, 2020 Page 4
9. Appendix H – Drawings
(Sheet 00C-02) The cross-reference of details should be x/00D-0X, not X/000-0X. Please
correct the typos.
Response: No change to detail references is required. While reduced versions of the PDF
may appear to indicate the cross references to sheets as “000-0X”, all of the references are
correct and illustrated so when PDF is at 100%.
Drawings 00C-01 and 00C-02 have been revised to show the new boundaries of the TDDSS
and proposed new route to access the TDDSS unit. See also comment/response 6.
If you have any questions regarding this permit amendment request, please do not hesitate to call
me at [phone].

Sincerely,
HDR Engineering, Inc. of the Carolinas
Michael D. Plummer, PE
Project Manager
cc: Jaclynne Drummond, NCDEQ
Jan McHargue, City of Winston-Salem
Gordon Dively, City of Winston-Salem
Adam Rickett, City of Winston-Salem
Sherri Stanley, DWM
Susan Heim, DWM
Deb Aja, DWM
HDR Engineering, Inc. of the Carolinas 440 South Church Street, Suite 1000 Charlotte, NC 28202 NC License F0116

Permit Renewal
Old Salisbury Road Construction
and Demolition Landfill
Permit No. 34-12
Winston-Salem, North Carolina
November 2019
Revised December 2019
Revised January 2020

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Engineering Plan
5
recorded during the hydrogeologic study and unit weights were selected based on typical
weights of similar materials.
A search routine within PCSTABL5M was used to determine the critical circular arc failure
surfaces based on the modified Bishop method under effective stress conditions since the soils
encountered at the site are predominantly granular and free draining. The limits of the search
routine were set to evaluate potential failure surfaces originating both within the foundation soils
and C&D waste near the toe of the landfill and terminating near the crest of the 3H:1V slope.
The resulting minimum static and seismic factors of safety were 2.18 and 1.68, respectively,
which meet the EPA guidelines.
Plots of the stability analyses and output files as well as a detailed description of the parameter
selection process are included in the slope stability calculations provided in Appendix JK.
2.7 Airspace Calculations
The total site gross volume is approximately 4,030,000 cubic yards. The estimated operating
capacity of the landfill is 3,775,400 cubic yards. Approximately 2,956,680 cubic yards of waste
have been placed as of the January 5, 2019 topography. The total remaining operating capacity
of the landfill is approximately 818,720 cubic yards as of January 5, 2019. The landfill’s total
operational life expectancy is approximately 9.75 years (September 2028) from the date of the
January 5, 2019 topographic survey assuming the same waste disposal rate and density. The
estimated soil required for the remaining final cover is 159,500 cubic yards. Detailed information
regarding the vertical expansion can be found in the table below. A graph of the tonnage history
for C&D disposal in Winston-Salem can be found on Figure A. The graph shows the monthly
waste stream tonnage and a rolling 12 month waste stream average tonnage.
Table 2 Remaining volume
Phase Estimated waste & cover soil volume (cy)
Final cover soil (cy)
Estimated tonnage range (tpy)
Estimated site life (years)
Total site operating
capacity
818,720 159,500 42,921 9.5
NOTES:
Three-foot final cover thickness over part of Phase III and Phases IV, V, & VI
1,034 lbs/cy waste density (cumulative waste density for OSR August 1996 to January 2019)
Fill rate is assumed constant over the remaining life of the landfill

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Construction and Operations
9
2.13 Design Hydrogeological Investigation Report
The subsurface geology and hydrogeology beneath the proposed structural fill is detailed in the
Design Hydrogeological Investigation Report included in this Permit Application (Appendix HI).
3 Construction and Operations
All aspects of the current operation of the facility are anticipated to continue. Operation hours
are currently from 7:00 a.m. to 4:00 p.m., Monday through Friday. The landfill is closed on
Saturdays, Sundays, and holidays. These hours and days of operation are subject to change.
Staff will be stationed in the scalehouse to handle incoming trucks, while an additional staff
person will be responsible for handling the daily placement of waste. Information regarding on-
site equipment and other operational issues is included in the Operations Plan in Appendix C.
The site currently has a lockable gate at the main entrance from Old Salisbury Road, which is
locked at the end of each working day. Fencing has been constructed around the site to further
control access.
3.1 Filling Procedures
Please see the Operations Plan in Appendix C for the filling procedures.
3.2 Site Development/Proposed Top of Waste Contours
The City will continue to develop the landfill in a manner that promotes runoff to the existing
erosion control features. Benches will be graded to drain to sediment basins.
An overall master plan of the site was developed by HDR. Please refer to Drawing 00C-02 for
the proposed top of waste contours for the entire site. Please refer to Appendix F for the
Closure/Post Closure Plan for this site. The Construction Quality Assurance Plan is included as
Appendix IJ.

Operations Plan
Old Salisbury Road Construction and
Demolition Road Landfill
Permit Amendment
Winston-Salem, North Carolina
November 2019
Revised December 2019
Revised January 2020

Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Standard Operating Procedures
2
2.4 Unacceptable Waste
The following wastes are prohibited from disposal at OSR:
• 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 in accordance with 15A NCAC 13B .0542 (e) (1).
• Garbage
• Industrial waste
• Liquid waste
• Polychlorinated biphenyls waste
• Radioactive waste
• Septage
• Wastewater treatment sludge
• Special wastes as defined in G.S. 130A-290(a)(40)
• Municipal solid waste
• Yard waste
• Hazardous waste
• Antifreeze
• Aluminum cans
• Oil filters
• Oyster shells
• Discarded computer equipment
• Televisions
• Recyclable rigid plastic containers
• Friable asbestos
The following wastes cannot be received if separate from C&D waste:
• Lamps or bulbs
• Lighting ballast or fixtures
• Thermostats and light switches
• Batteries
• Lead pipes
• Lead roof flashing
• Transformers
• Capacitors
• Copper chrome arsenate
• Creosote treated woods
2.5 Concrete, Asphalt, and Brick (CAB) Operations
Concrete, asphalt, and brick (CAB) will be operated according to Rule 15A NCAC 13B .0562,
and the stockpiled CAB will be managed according to NCGS 130A-309.05(c). CAB will be
received, inspected, unloaded and stockpiled at the landfill within the a small portion of the 20.8
Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Standard Operating Procedures
3
acre areas shown on the site plan. The 20.8 acre area does not include any portion of the
closed landfill unit. The CAB area is a 20.8 acre section of the site may be moved from time to
time as necessary accommodate filling of the landfill. CAB will not be processed or stored at the
working face. (refer to Drawing 00C-01, Overall Site Plan in Appendix 1 indicates the limits of
the area that may be used for CAB). Processed CAB will be utilized at the landfill.
Visual waste screening should be conducted on each load of CAB upon the receipt of the
waste. Clean, unpainted and uncontaminated CAB will be stored. Any nonconforming or
unpermitted wastes shall be removed, stored, and properly disposed at the end of that day.
However, the nonconforming wastes such as rebar, metal wire mesh, piping, or wood that can’t
be removed from the CAB without an assistance of a mechanical equipment will be temporarily
stockpiled at this unit and shall be removed and disposed of properly when the CAB is
processed. Loads containing concrete in liquid forms or post-consumer asphalt shingles will not
be allowed to unload.
CAB material may also be recovered and separated at the working face. This material will be
kept separate from the working face and transferred to the CAB site.
Regardless of the amount of CAB received, the landfill will not accept and stockpile more than
the capabilities of the storage area identified (maximum height of 856 feet). The CAB area will
not hold more than 100,000 tons of both unprocessed waste and processed material at any
given day. When approximately 50,000 tons of CAB are accumulated, the landfill will process
the stockpiled CAB for use at the facility. A vendor will crush, chip or otherwise process the
large pieces of CAB into useable aggregate. This processed material will be stockpiled within
the same area for periodic use onsite.
2.6 Temporary Disaster Debris Storage Staging Site
OSR is approved by the North Carolina Department of Environmental Quality (NCDEQ) to
operate a temporary disaster debris storage staging site (TDDSS) under Permit No. DS34-006.
The revised site is 14.69.2 acres and is located to the south and east of the active landfill unit.
Per NCDEQ’s guidance document, “Quick Reference: Disaster Debris” (rev. June 2017), the
site may accept C&D waste, vegetation, metals, and inert materials such as concrete, asphalt,
and sediment generated specifically from disasters (hurricanes, floods, landslides, ice storms,
tornadoes, earthquakes, fires, etc.). The maximum permitted capacity of the site is estimated to
be 325,000 CY of disaster debris based on segregated stockpiles with a maximum height of 20
feet and a width of 60 feet. Per NCDEQ requirements, the TDDSS will not be used for any
waste disposal. The TDDSS will only accepted permitted wastes for storage, processing, and
treatment after receiving an approval of activation from NCDEQ. OSR will request activation of
the TDDSS from the NCDEQ Regional Environmental Senior Specialist for the facility. Upon
receipt of an approval of activation, OSR will process and remove all debris from the TDDSS
within six months of the site activation date.
2.7 Filling Procedures
C&D transportation vehicles will arrive at the working face in random intervals. There may be
several vehicles unloading waste at one time, while other vehicles are waiting. C&D waste

City of Winston Salem
OSR Landfill Closure

Technical Specifications

Sample Specifications

January 2020

HDR Project No. 10178340
HDR Engineering, Inc. of the Carolinas, 440 S. Church Street, Suite 1000, Charlotte, NC 28202 704-338-6700 NC License F0116

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
Table of Contents
00 01 10 - 1
TABLE OF CONTENTS
DIVISION 31 — EARTHWORK
31 23 00 - EARTHWORK
31 25 14 - EROSION CONTROL BLANKETS
31 38 40 - FINAL SOIL BARRIER
DIVISION 32 — EXTERIOR IMPROVEMENTS
32 92 00 – SEEDING, SODDING AND LANDSCAPING
32 92 13 - SEEDING
DIVISION 33 — UTILITIES
33 41 16 - SUBSURFACE DRAINAGE GEOCOMPOSITE

Construction
Quality Assurance
Plan
Old Salisbury Road Construction and Demolition
Landfill
Permit Amendment
Winston-Salem, North Carolina
November 2019
Revised January 2020

Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Earthwork
7
2.2.3 Erosion Layer
The Contractor shall place materials in accordance with the project specifications. The CQC
Consultant shall provide testing of the material in accordance with the project specifications.
The CQA Consultant will provide confirmation testing of the controlled fill as deemed
appropriate.
2.3 Soils Testing
2.3.1 Test Methods
All testing used to evaluate the suitability or conformance of soils materials will be carried out in
accordance with the project specifications.
2.3.2 Soils Testing Requirements
The soil CQC testing must comply with the minimum frequencies presented in the project
specifications. Where the CQC must perform 5 or more tests, Tthe frequency of CQA testing
required will nominally be ten percent of that required for CQC testing, however be determined
by the CQA Consultant may determine a different level in light of the potential variability of
materials and the acceptance/failure rate of the CQC testing.
2.4 Other CQA Controls
CQA will be performed on all soil components of the construction. CQA evaluation will consist
of: (1) monitoring the work and observing the CQC testing; and (2) performing laboratory and
field conformance tests. Laboratory CQA conformance tests will be conducted on samples
taken at the borrow source, stockpile, and during the course of the work prior to construction.
Field CQA conformance tests will be conducted during the course of the work.
2.4.1 Monitoring
The CQA Consultant shall monitor and document the construction of all soil components.
Monitoring the construction work for the subbase soil and the soil liner system, includes the
following:
• observing CQC testing to determine the water content and other physical properties of
the subbase and soil liner system during compaction and compilation of the data
• monitoring the loose thickness of lifts as placed
• monitoring the action of the compaction and/or heavy hauling equipment on the
construction surface (i.e., penetration, pumping, cracking. etc.)
• monitoring the number of passes used to compact each lift
• verifying final thicknesses
2.4.2 Testing Frequency
During construction, the frequency of conformance testing may be increased at the discretion of
the CQA Consultant when visual observations of construction performance indicate a potential
problem. Additional testing for suspected areas will be considered when:
• the rollers slip during rolling operation;
• the lift thickness is greater than specified;

This page intentionally left blank.

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Contents
i
Contents

1 Introduction ............................................................................................................................ 1
1.1 Background Information ................................................................................................. 1
1.2 Permits ........................................................................................................................... 1
1.3 Deed/Legal Description .................................................................................................. 1
1.4 Responsible Party .......................................................................................................... 2
1.5 Projected Use after Closure ........................................................................................... 2
2 Engineering Plan ................................................................................................................... 2
2.1 Existing Features ............................................................................................................ 2
2.2 Facility Design ................................................................................................................ 2
2.3 Subgrade ........................................................................................................................ 3
2.4 Cap System .................................................................................................................... 3
2.5 Proposed Top of Waste and Final Grading Plans .......................................................... 3
2.6 Slope Stability ................................................................................................................. 4
2.7 Airspace Calculations ..................................................................................................... 5
2.8 Groundwater Monitoring ................................................................................................. 7
2.9 Landfill Gas Monitoring Plan ........................................................................................... 7
2.10 Erosion Control ............................................................................................................... 7
2.11 Site Access ..................................................................................................................... 8
2.12 Construction Practices .................................................................................................... 8
2.13 Design Hydrogeological Investigation Report ................................................................. 9
3 Construction and Operations ................................................................................................. 9
3.1 Filling Procedures ........................................................................................................... 9
3.2 Site Development/Proposed Top of Waste Contours ..................................................... 9

Tables
Table 1 History of permitting at OSR ............................................................................................ 1
Table 2 Remaining volume ........................................................................................................... 5
Table 3 History of erosion control plans approved by NCDEQ ..................................................... 8

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Contents
ii
Figures
Figure A C&D Tonnage History .................................................................................................... 6
Appendices
Appendix A – Related Correspondence
Appendix B – Erosion Control Plan
Appendix C – Operations Plan
Appendix D – Groundwater Monitoring Plan
Appendix E – Landfill Gas Monitoring Plan
Appendix F – Closure/Post-Closure Plan and Cost Estimate
Appendix G – Technical Specifications
Appendix H – Drawings
Appendix I – Design Hydrogeological Investigation Report
Appendix J – Construction Quality Assurance Plan
Appendix K – Stability Calculations

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Introduction
1
1 Introduction
1.1 Background Information
The City/County Utility Commission of Forsyth County and Winston-Salem, North Carolina,
(Winston-Salem) is proposing to renew the operations permit for the Old Salisbury Road
Construction and Demolition Debris Landfill (C&DLF) in southern Forsyth County, North
Carolina to allow continued operations under a life of site permit.
The site lies west of Old Salisbury Road (SR 3011) and north of Friedberg Church Road at the
Forsyth/Davidson County Line. The entire property consists of approximately 140 acres.
The information contained in this submittal is intended to fulfill the requirements of North
Carolina Solid Waste Management Rule 15A NCAC 13B .0533(a)(2) for the amendment of the
operating permit.
1.2 Background
The site plan application was submitted to the North Carolina Department of Environmental
Quality (NCDEQ)1 for review on April 6, 1995, and approved. Following approval, Permit No. 34-
12 was issued to construct and operate the C&DLF. The following is a history of the permits
received by OSR which can be found on the NCDEQ website.
Table 1 History of permitting at OSR
Permit Type Date Issued
Permit to Operate Phase I July 3, 1996
Amendment 1 Permit to Construct Phase II October 15, 1999
Amendment 2 Permit to Operate Phase II February 7, 2000
Amendment 3 Permit to Construct Phase III August 2, 2000
Amendment 4 Permit to Operate Phase III April 25, 2001
Amendment 5 Permit to Construct and Permit to Operate
Vertical Expansion over Phases I – III
April 17, 2003
Amendment 6 Permit to Construct Phase IV, V, and VI May 28, 2004
Amendment 7 Permit to Operate for Phase IV October 7, 2004
Amendment 8 Permit to Operate for Phase V February 8, 2008
Amendment 9 Permit to Construct and Permit to Operate
Vertical Expansion over Phases IV – VI
November 20, 2009
Amendment 10 Permit to Continue Operations in Phases IV-VI April 8, 2015

1.3 Deed/Legal Description
The landfill site is comprised of three properties. A copy of the deeds with a legal description of
the properties is included in Appendix A. Following the Phase I Construction Plan Application

1 Prior to September 18, 2015, the NCDEQ was referred to as the North Carolina Department of Environment and Natural Resources (NCDENR). The present department name is used throughout this document.
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Engineering Plan
2
submittal, Winston-Salem acquired a property adjacent to the northwest boundary of the
existing site. This property is not intended for construction and demolition debris (C&D) disposal
and is not part of the OSR facility boundary however, the property has been used for stockpiling
soil from excavation of the phases.
1.4 Responsible Party
The individual responsible for the operation and maintenance of the site is the Assistant Utilities
Director for Winston-Salem:
Assistant Utilities Director / Solid Waste Winston-Salem/Forsyth County Utilities
PO Box 2511 Winston-Salem, NC 27102 [phone]
1.5 Projected Use after Closure
After closure of the remaining phases, the site will be maintained and monitored. No post-
closure uses have been identified or are planned for the site at this time; however,
considerations are being made to convert the site to some future recreational use. The post-
closure land use is subject to review and approval by the Division of Waste Management
(DWM, or Division) per Rule 15A NCAC 13B .0543(f)(3).
2 Engineering Plan
2.1 Existing Features
A topographic map of the existing features of the site is provided on Drawing 00C-01. This
drawing uses topography compiled by photogrammetric methods by MLA Surveying Company,
dated January 5, 2019.
The United States Geological Survey (USGS) quadrangles for the OSR property; Winston-
Salem West, North Carolina; and Welcome, North Carolina, identify one stream located on the
eastern edge of the property. The property is located on a ridge with drainage swales extending
in several directions.
2.2 Facility Design
This site is required to maintain the following regulatory buffers (per proposed Rule 15A NCAC
13B .0540 (1):
• A 200-foot buffer between property line and waste
• A 500-foot buffer from private dwellings and wells to waste
• A 50-foot buffer from streams and rivers to waste
The site is also required by the unified development ordinance to maintain a 200-foot buffer
from all property lines to waste. The area within the first 100 feet from the property line is to
remain undisturbed.
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Engineering Plan
3
2.3 Subgrade
Effective January 1, 2007, regulatory changes were made to 15A NCAC 13B .0531-.0547. The
subgrades of Phases I-VI were constructed prior to 2007 and the amended regulations.
Construction certifications were submitted for all phases (I through VI) to certify the subgrade
was constructed to the permitted lines and grades.
2.4 Cap System
Compacted soil liners will be incorporated in the cap system design to provide protection
throughout the 30-year post-closure period. The system will consist of two layers (bottom up):
the compacted soil liner and the erosion layer. Per 15A NCAC 13B .0543, the compacted soil
liner will consist of no less than 18 inches of soil having permeability less than or equal to soils
underlying the landfill or no greater than 1.0 x 10-5 cm/sec, whichever is less. In order to assure
that the material meets the permeability criteria, the soil will be tested prior to use and during
placement. It is anticipated that the upper 12 inches of the intermediate cover will be suitable for
compaction and incorporation into the compacted soil layer. Construction methods for the
compacted soil liner shall be based upon the type and quality of the borrow source and shall be
verified in the field by constructing test pad(s). A professional engineer shall certify that the
compacted soil liner installation conforms to the plans approved by the NCDEQ DWM.
The erosion layer will consist of no less than 18 inches of earthen material capable of sustaining
native plant growth. It is anticipated that this layer will consist of 18 inches of suitable on-site or
off-site borrow material.
The materials of the erosion layer will be selected considering soil type, nutrient levels, pH,
erodibility, sideslope drainage, and other factors. The vegetation will be selected based upon
the following characteristics.
• Species of grasses locally adapted and resistant to drought or temperature extremes
• Having roots which will not disrupt the compacted soil liner
• Ability to thrive in low nutrient soil and develop a good stand to resist erosion
• Survive and function with little or no maintenance
All cover material will be free of putrescible material, solid waste, vegetation (prior to
placement), rocks, construction debris, frozen soil, and other deleterious materials.
Please refer to the Closure Plan in Appendix F for additional detail.
2.5 Proposed Top of Waste and Final Grading Plans
The current proposed top of waste contours (without the cap) for the unclosed portion of the
C&D Landfill can be seen on Drawing 00C-02. Also shown is the area of the stockpile over
Phases I, II, and III permitted by NCDEQ on February 20, 2009.
The proposed top of waste grades in the current 2019 renewal application eliminate one
drainage bench on the eastern side of Phases IV, V and VI. This is a modification from the
previously approved cap design, which called for two benches 30-feet apart along the sideslope.
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Engineering Plan
4
The change is based on the City’s ability to show the slope can be maintained with minimum
erosion and good vegetation. The final grade contours for the closed portions of Phase I, II, and
III areas have been previously capped, certified and approved.
2.6 Slope Stability
The 2009 permit modified final grades from a 4 horizontal to 1 vertical (4H:1V) sideslope to
3H:1V sideslope grade. HDR performed slope stability analyses for the proposed full site
capacity final grades of OSR as shown on Drawing 00C-02 of this permit amendment. The
C&DLF regulations in 15A NCAC 13B do not specify minimum factor of safety requirements;
therefore, minimum static and seismic factors of safety of 1.5 and 1.3, respectively, were
selected as recommended by the U.S. Environmental Protection Agency (EPA) in the Solid
Waste Disposal Facility Criteria Technical Manual (EPA530-R-93-017). The seismic slope
stability analysis was performed for a peak horizontal acceleration in lithified earth material of
0.08 g which corresponds to a 2% probability of exceedance in 50 years, which is equivalent to
10% probability of exceedance in 250 years which is consistent with the requirements of
municipal solid waste landfills as established by the federal Subtitle D regulations. This design
seismic acceleration was determined for the site using the U.S. Geological Survey Earthquake
Hazards Program Unified Hazard Tool using the 2014 seismic hazard maps.
The computer program PCSTABL5M was used to evaluate the slope stability of the landfill.
Circular arc failures through the waste and foundation soils were evaluated for a critical cross-
section. Since there is no geosynthetic liner system at the base of the landfill, sliding block
failures along the base of the landfill were not evaluated. The cross-section represents a critical
location based on maximum fill height and minimum buttressing effect at the base of the
structural fill slope.
The critical cross-section analyzed is located on the east side of Phase VI and represents a final
fill condition with a 3H:1V slope extending from approximately elevation 752 at the base to a
bench at elevation 796. The 3H:1V slope then continues to elevation 840 where it changes to a
5 percent slope to a maximum elevation of approximately 852 near the center of Phase V.
Estimated top of bedrock and long-term seasonal high groundwater table surfaces for the critical
cross-section were entered into PCSTABL5M based on information provided in the 2002/2003
Construction Permit Application for the facility. Foundation soils above the bedrock were divided
into a lower transition zone and an upper saprolite layer based on information obtained during
the hydrogeologic study for the site.
The strength of the compacted C&D waste material was conservatively selected as a friction
angle (φ) = 33° and cohesion (c) = 0. These parameters are typical for municipal solid waste
(MSW) but are considered conservative for C&D waste since C&D waste is typically more bulky,
drier, and less degradable than MSW. The unit weight of the C&D waste was estimated based
on the 2019 Airspace Management Report for the facility and modified to account for the
additional weight of operational cover soils used. The strengths of the foundation soils were
determined based on correlations with standard penetration test (SPT) blowcounts, or N values,
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Engineering Plan
5
recorded during the hydrogeologic study and unit weights were selected based on typical
weights of similar materials.
A search routine within PCSTABL5M was used to determine the critical circular arc failure
surfaces based on the modified Bishop method under effective stress conditions since the soils
encountered at the site are predominantly granular and free draining. The limits of the search
routine were set to evaluate potential failure surfaces originating both within the foundation soils
and C&D waste near the toe of the landfill and terminating near the crest of the 3H:1V slope.
The resulting minimum static and seismic factors of safety were 2.18 and 1.68, respectively,
which meet the EPA guidelines.
Plots of the stability analyses and output files as well as a detailed description of the parameter
selection process are included in the slope stability calculations provided in Appendix K.
2.7 Airspace Calculations
The total site gross volume is approximately 4,030,000 cubic yards. The estimated operating
capacity of the landfill is 3,775,400 cubic yards. Approximately 2,956,680 cubic yards of waste
have been placed as of the January 5, 2019 topography. The total remaining operating capacity
of the landfill is approximately 818,720 cubic yards as of January 5, 2019. The landfill’s total
operational life expectancy is approximately 9.75 years (September 2028) from the date of the
January 5, 2019 topographic survey assuming the same waste disposal rate and density. The
estimated soil required for the remaining final cover is 159,500 cubic yards. Detailed information
regarding the vertical expansion can be found in the table below. A graph of the tonnage history
for C&D disposal in Winston-Salem can be found on Figure A. The graph shows the monthly
waste stream tonnage and a rolling 12 month waste stream average tonnage.
Table 2 Remaining volume
Phase Estimated waste & cover soil volume (cy)
Final cover soil (cy)
Estimated tonnage range (tpy)
Estimated site life (years)
Total site operating
capacity
818,720 159,500 42,921 9.5
NOTES:
Three-foot final cover thickness over part of Phase III and Phases IV, V, & VI
1,034 lbs/cy waste density (cumulative waste density for OSR August 1996 to January 2019)
Fill rate is assumed constant over the remaining life of the landfill

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Engineering Plan
6

Figure A C&D tonnage history

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Engineering Plan
7
2.8 Groundwater Monitoring
A groundwater monitoring plan was originally prepared by S&ME, Inc. (dated December 2,
1994). A revised plan was prepared by HDR in January 1996 and amended in August 1999,
October 1999, October 2002, April 2003, July 2003, and April 2015. An updated groundwater
monitoring plan is included in Appendix D.
OSR is in assessment monitoring due to exceedances of groundwater quality standards, as
specified in 15 NCAC 02L .0202 (2L Standards), for benzene and tetrachloroethene (PCE)
detected in well MW-2R during 2011. MW-2R is the only well where these constituents have
been detected above the MCL and the detected levels have remained relatively consistent.
Corrective measures are dependent on the outcome of the assessment monitoring plan.
2.9 Landfill Gas Monitoring Plan
A landfill gas monitoring plan has been written in accordance with 15A NCAC 13B .0544(d) to
describe the gas monitoring program at OSR. The plan is provided as Appendix E.
The City has implemented a routine methane monitoring program to endeavor that the
standards below are met.
• the concentration of methane gas, hydrogen sulfide or other explosive gases generated
by the facility does not exceed 25% of the lower explosive limit in on-site facility
structures (excluding gas control or recovery system components)
• the concentration of methane gas or other explosive gases does not exceed the lower
explosive limit for methane or other explosive gases at the facility property boundary
• the facility does not release methane gas, hydrogen sulfide, or other explosive gases in
any concentration that can be detected in offsite structures
If methane, hydrogen sulfide, or other detected explosive gas levels exceed the limits specified,
the City will:
• immediately take all steps necessary to ensure protection of human health and notify the
Division;
• 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; and
• 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 will describe the nature and extent of the
problem and the proposed remedy.
2.10 Erosion Control
A history of erosion control plans submitted and approved by the NCDEQ Division of Energy,
Mineral and Land Resources (DEMLR), Land Quality Section for the site is listed below:
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Engineering Plan
8
Table 3 History of erosion control plans approved by NCDEQ
Title Submitted Approved Phase I and Entrance Road February 1995 revised March 17, 1995 March 30, 1995
Cell 1A Stockpile February 9, 1996 February 21, 1996 Modified Cell 1A Stockpile September 10, 1997 October 9, 1997 North Stockpile November 12, 1997 November 25, 1997 Modified North Stockpile November 10, 1998 November 23, 1998 Off-Site Stockpile March 24, 1999 revised December 27, 1999 January 7, 2000
Modified Off-Site Stockpile October 25, 2000 November 6, 2000 Phases II and III Expansion May 6, 1999 December 1, 1999 Phases IV, V, and VI Expansion July 19, 2002 August 22, 2002* On-Site Stockpile (east of Phase I and southeast of Scalehouse) November 24, 2003 December 5, 2003
* Final grades were revised after NCDEQ DEMLR, Land Quality Section approval in the construction permit application for Phases
IV, V, and VI and subsequently approved by NCDEQ DWM, Solid Waste Section in 2004.
Included in Appendix B is the Phase IV, V, and VI Expansion Erosion Control Plan as submitted
in the Phase IV, V and VI Construction Permit Application with the revised final grades.
According to the Phase IV, V, and VI Expansion Erosion Control Plan, sediment basin #5 can
handle a 20-acre drainage area, sediment basin #6 can handle a 17.4-acre drainage area and
sediment basin #7 can handle a 14.5-acre drainage area. Refer to Drawing ES-03 in the
Erosion Control Plan to see the proposed drainage divides at closure. This permit renewal
application does not intend to make any significant revision to the proposed final grades in the
2014 permit amendment application or the proposed stockpile grades over Phases I – III permit
modification submitted on February 20, 2009.
2.11 Site Access
The access road to the site is of all-weather construction and will be maintained in good
condition. Potholes, ruts, and debris on the road(s) will receive immediate attention in order to
avoid damage to vehicles.
2.12 Construction Practices
A test pad will be constructed of the soils proposed for use as the soil liner to determine the
construction methods necessary to achieve the design criteria, which will consist of an 18-inch
compacted soil liner beneath an 18-inch erosion layer.
Placement of the cap will begin by ramping in with a 6-inch intermediate soil layer placed on top
of the waste material from a corner of the cell. Dozers will be used to spread the material. The
compacted soil liner will then be installed and compacted in 6-inch lifts on top of the
intermediate soil layer. A spotter assisting the operator will observe placement of the erosion
layer material to ensure that spreading is not causing damage to the surface of the compacted
soil liner. The spotter will measure the forward edge of material placement to ensure that the
proper thickness is being applied. The contractor will confirm adequate thickness by surveying
before and after placement. Refer to the Technical Specifications and Construction Quality
Assurance (CQA) Plan included in this Permit Application.
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Construction and Operations
9
2.13 Design Hydrogeological Investigation Report
The subsurface geology and hydrogeology beneath the proposed structural fill is detailed in the
Design Hydrogeological Investigation Report included in this Permit Application (Appendix I).
3 Construction and Operations
All aspects of the current operation of the facility are anticipated to continue. Operation hours
are currently from 7:00 a.m. to 4:00 p.m., Monday through Friday. The landfill is closed on
Saturdays, Sundays, and holidays. These hours and days of operation are subject to change.
Staff will be stationed in the scalehouse to handle incoming trucks, while an additional staff
person will be responsible for handling the daily placement of waste. Information regarding on-
site equipment and other operational issues is included in the Operations Plan in Appendix C.
The site currently has a lockable gate at the main entrance from Old Salisbury Road, which is
locked at the end of each working day. Fencing has been constructed around the site to further
control access.
3.1 Filling Procedures
Please see the Operations Plan in Appendix C for the filling procedures.
3.2 Site Development/Proposed Top of Waste Contours
The City will continue to develop the landfill in a manner that promotes runoff to the existing
erosion control features. Benches will be graded to drain to sediment basins.
An overall master plan of the site was developed by HDR. Please refer to Drawing 00C-02 for
the proposed top of waste contours for the entire site. Please refer to Appendix F for the
Closure/Post Closure Plan for this site. The Construction Quality Assurance Plan is included as
Appendix J.

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Construction and Operations
10

This page intentionally left blank.

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix A – Related Correspondence

A
Appendix A – Related
Correspondence

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix A – Related Correspondence

This page intentionally left blank.

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix A – Related Correspondence

Appendix A – Related Correspondence Index

2015.04.06 Permit to Operate 3412-CDLF-1995
2011.08.05 Phases 1 thru 3 Closure Certification
2009.11.20 Permit to Construct & Permit to Operate Vertical Expansion and Phase VI
2008.02.06 Permit to Operate Phase V
2004.10.07 Permit to Operate Phase IV
2004.08.20 Lower Base Grade Certification Phases IV, V, VI
2004.05.28 Permit to Construct Phases IV, V, VI
2003.04.17 Permit to Construct & Permit to Operate Phase I, II, III Vertical Expansion
2002.11.18 Zoning Memorandum
2002.11.18 Board of Alderman Meeting Minutes
2002.11.18 Board of Alderman Action Request
2002.11.06 Request for Documentation Memo
2002.10.09 Board of Alderman Action Request
2001.04.25 Permit to Operate Phase III
2000.08.02 Permit to Construct Phase III
2000.02.08 Permit to Operate Phase II
1999.10.15 Permit to Construct Phase II
1999.07.22 Deed Registration NCML
1999.07.21 Land Classification for Deed
1999.07.13 Deed NCML
1999.03.08 Letter to NC DENR
1998.08.13 Permit to Operate
1998.01.12 Permit to Operate
1996.07.03 Permit to Operate Letter & Cover Page
1995.11.09 Permit

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix A – Related Correspondence

This page intentionally left blank.

Facility Permit No: 34-12
Permit to Operate
Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 1 of 16

North Carolina Department of Environment and Natural Resources
Division of Waste Management
Pat McCrory Donald R. van der Vaart
Governor Secretary

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] Internet: http://portal.ncdenr.org/web/wm/sw

An Equal Opportunity \ Affirmative Action Employer
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WASTE MANAGEMENT
SOLID WASTE SECTION
SOLID WASTE MANAGEMENT FACILITY
Permit No. 3412
City of Winston-Salem
and
City/County Utility Commission
are hereby issued a
PERMIT TO CONSTRUCT Not Applicable
PERMIT TO OPERATE
3412-CDLF-1995, Old Salisbury Road Construction and Demolition Landfill
Vertical Expansion over Phases IV-VI, (5-Year Permit Renewal)
PERMIT FOR CLOSURE Not Applicable

Located west of Old Salisbury Road (SR 3011) and north of Friedberg Church Road at the
Forsyth/Davidson County Line in accordance with Article 9, Chapter 130A, of the General Statutes of
North Carolina and all rules promulgated thereunder and subject to the conditions set forth in this
permit. The legal description of the site is identified on the deeds recorded for this property listed in
Attachment No. 1 of this permit.

Edward F. Mussler, III, P.E.,
Permitting Branch Supervisor
Solid Waste Section

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 2 of 16

ATTACHMENT 1
GENERAL PERMIT CONDITIONS / INFORMATION
PART I: GENERAL FACILITY
Permit to Operate Data Table
Permit Status Issuance Expiration
3412-CDLF-1995 Active April 6, 2015 April 6, 2020

1. This permit is issued by the North Carolina Department of Environment and Natural
Resources, Division of Waste Management, Solid Waste Section (Section). In
accordance with North Carolina Solid Waste Management Rule 15A NCAC 13B
.0201(d), a solid waste management facility’s permit shall have two parts: a Permit to
Construct and a Permit to Operate. The Permit to Construct must be implemented in
accordance with Attachment 2 of this permit. The Permit to Operate must be
implemented in accordance with Attachment 3 of this permit.
2. The persons to whom this permit is issued (“permittee”) are the owners and operators of
the solid waste management facility.
3. The certified copy of Permit No. 3412 issued November 7, 1995 was presented and
recorded on April 7, 1994 in Deed Book BK1820, P2071-2079 by the Forsyth County
Register of Deeds Office.
4. When this property is sold, leased, conveyed, or transferred in any manner, the deed or
other instrument of transfer shall contain in the description section in no smaller type than
that used in the body of the deed or instrument, a statement that the property has been
used as a solid waste management facility and a reference by book and page to the
recordation of the permit.
5. By receiving waste at this facility the permittee shall be considered to have accepted the
terms and conditions of this permit.
6. Operation of this solid waste management facility shall be in accordance with the Solid
Waste Management Rules, 15A NCAC 13B, Article 9 of the Chapter 130A of the North
Carolina General Statutes (NCGS 130A-290, et seq.), the conditions contained in this
permit; and the approved plan. Should the approved plan and the rules conflict, the Solid
Waste Management Rules shall take precedence unless specifically addressed by permit
conditions. Failure to comply may result in compliance action or permit revocation.
7. This permit is issued based on the documents submitted in support of the application for
permitting the facility including those identified in the “List of Documents for the
Approved Plan” which constitute the approved plan for the facility. Where discrepancies
exist, the most recent submittals and the Conditions of Permit shall govern.
8. This permit may be transferred only with the approval of the Section, through the
issuance of a new or substantially amended permit in accordance with applicable statutes
and rules. In accordance with NCGS 130A-295.2(g) the permittee shall notify the Section
thirty (30) days prior to any significant change in the identity or business structure of
either the owner or the operator, including but not limited to a proposed transfer of
ownership of the facility or a change in the parent company of the owner or operator of
the facility.

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 3 of 16

9. The permittee is responsible for obtaining all permits and approvals necessary for the
development of this project including approval from appropriate agencies for a General
or Individual NPDES Stormwater Discharge Permit. Issuance of this permit does not
remove the permittee’s responsibilities for compliance with any other local, state or
federal rule, regulation or statute.
Properties Approved for the Solid Waste Management Facility
Forsyth County, N.C. Register of Deeds
Book Page Grantee Grantor Acres BK1820 P2074-
P2076
Ruby N. Tesh (widow) North Carolina Municipal
Leasing Corporation 108.24
BK1820 P2071-
2073
Garris E. Edwards and
wife, Judith B. Edwards
North Carolina Municipal
Leasing Corporation 2.45

BK1820

P2077-
2079
Ruby N. Tesh (widow) North Carolina Municipal
Leasing Corporation 29.00
Total Site Acreage: 139.69

PART II: MUNICIPAL SOLID WASTE LANDFILL UNIT(S)
Not Applicable
PART III: CONSTRUCTION AND DEMOLITION DEBRIS LANDFILL UNIT(S)
3412-CDLF-1995, Old Salisbury Road Construction and Demolition Landfill
Permitting History
Permit Date Issued DIN
Permit to Construct & Operate November 9, 1995
Permit to Operate Phase I July 3, 1996
Permit to Construct Phase II October 15, 1999
Permit to Operate Phase II February 7, 2000
Permit to Construct, Phase III August 2, 2000
Permit to Operate Phase III, 5 Year Permit Renewal April 25, 2001
Permit to Construct and PTO, Vertical Expansion over
Phases I-III
April 17, 2003
Permit to Construct, Phases IV, V, and VI May 28, 2004
Permit to Operate for Phase IV October 7, 2004
Permit to Operate for Phase V February 8, 2008 3707
Permit to Construct and Permit to Operate, Phase VI and
Vertical Expansion over Phases IV-VI
November 20, 2009 8562
Permit to Construct and Operate, Phase VI and Vertical
Expansion over Phases IV-VI
April 6, 2015 23258

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 4 of 16

List of Documents for the Approved Plan
Description DIN
1. Site Plan Application; submitted by HDR Engineering, Inc. April, 1995.
2. Construction Plan Application; submitted by HDR Engineering, Inc. June,
1995.

3. Legal Description of the Facility.
4. Letter dated 17 June 1997 submitted to the Section by HDR Engineering, Inc.
certifying the western-half of Phase 1A.

5. Letter dated 12 January 1998 submitted to the Section by HDR Engineering,
Inc. providing Certification No.3 for Phase I.

6. Letter dated 1 April 1998 submitted to the Section by HDR Engineering, Inc.
providing Certification No. 4 for the Phase 1 Area.

7. Letter dated 30 July 1998 submitted to the Section by HDR Engineering, Inc.
providing Certification No. 5 for the Phase 1 Area.

8. Construction Plan Application Phase II & III; submitted by HDR Engineering,
Inc. April 1999.

9. Letter dated 11 May 1999 submitted to the Section by HDR Engineering, Inc.
providing Certification No. 6 for Phase I and II Areas.

10. Letter Dated 8 October 1999 submitted to the Section by HDR Engineering,
Inc. providing amendments to the Groundwater Monitoring Plan.

11. Letter dated 30 December 1999 submitted to the Section by HDR Engineering,
Inc. providing Certification No. 7 for Phase I and II Areas.

12. Letter dated 17 April 2000 submitted to the Section by HDR Engineering, Inc.
providing revisions to Document #8 (Construction Plan Application, Phase II
& III) for Phase III development.

13. Letter dated 1 February 2001 submitted to the Section by HDR Engineering,
Inc. providing Certification No. 8 for all of Phase III.

14. Document titled, "Old Salisbury Road Construction and Demolition Landfill,
Winston- Salem, North Carolina, Construction Permit Application Phases I, II,
III - Vertical Expansion." Prepared for the City of Winston-Salem
City/County Utilities Commission by HDR Engineering, Inc. and dated
December 2002.

15. Document titled, "Old Salisbury Road Construction and Demolition Landfill,
Winston- Salem, North Carolina, Construction Permit Application Phases IV,
V, and VI." Prepared for the City of Winston-Salem City/County Utilities
Commission by HDR Engineering, Inc. and dated October 2002 and revised

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 5 of 16

through December 2003.
16. Letter dated 20 August 2004 submitted to the Section by HDR Engineering,
Inc. providing base grade Certification No. 9 for Phase IV and portions of
Phase V and VI. Includes a survey drawing titled "Forsyth County Landfill,
Landfill Expansion Phase IV, V, & VI, Finish Grade As-built Certification"
prepared by MSS Land Consultants.

17. Letter dated 27 July 2007 submitted to the Section by HDR Engineering, Inc.
providing revisions to Document #10 for Phase V and a portion of Phase VI
development.
3701,
3702
18. Letter dated 31 July 2009 submitted to the Section by HDR Engineering, Inc.
providing base grade Certification No. 11 for Phase VI. Includes a signed and
sealed survey drawing titled “As Built Topographic Survey, Old Salisbury
Road Construction and Demolition Landfill, Phase VI”, prepared by A. N.
James Surveying and Mapping, Inc.
8561
19. Old Salisbury Road Construction and Demolition Landfill, Winston- Salem, North Carolina, Permit Amendment. Prepared for: City of Winston-Salem
City/County Utilities Commission. Prepared by: HDR Engineering, Inc.,
Charlotte, NC. June 5, 2009 and revised through June 29, 2009
7790
20. City of Winston-Salem, Old Salisbury Road C&D Landfill OSR, Phases I, II
and III, Revised Cap, Forsyth County, North Carolina. Prepared by: HDR
Engineering, Inc., Charlotte, NC. , February 20, 2009.
7042
21. Old Salisbury Road Construction and Demolition Landfill, Permit Amendment.
Prepared for: City of Winston-Salem City/County Utility Commission.
Prepared by: HDR Engineering, Inc., Charlotte, NC.
21523
22. Old Salisbury Road Construction and Demolition Landfill, Permit Amendment.
Prepared for: City of Winston-Salem City/County Utility Commission.
Prepared by: HDR Engineering, Inc., Charlotte, NC. Revised January 27,
2015.
23159

PART IV: INDUSTRIAL LANDFILL UNIT(S) Not Applicable
PART V: LAND CLEARING AND INERT DEBRIS LANDFILL UNIT(S)
Not Applicable
PART VI: TRANSFER STATION/TREATMENT & PROCESSING UNIT(S) Not Applicable
PART VII: MISCELLANEOUS SOLID WASTE MANAGEMENT

- End of Section –

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 6 of 16

ATTACHMENT 2
CONDITIONS OF PERMIT TO CONSTRUCT
PART I: GENERAL FACILITY Not Applicable
PART II: MUNICIPAL SOLID WASTE LANDFILL UNIT(S) Not Applicable
PART III: CONSTRUCTION AND DEMOLITION DEBRIS LANDFILL UNIT(S)
3412-CDLF-1995, Old Salisbury Road Construction and Demolition Landfill
1. Construction of any C&DLF future phases or cells requires written approval of the
Section. An Application for Permit to Construct must be prepared in accordance with
applicable statutes and rules in effect on that date and will be subject to a permitting fee.
PART IV: INDUSTRIAL LANDFILL UNIT(S) Not Applicable
PART V: LAND CLEARING AND INERT DEBRIS LANDFILL UNIT(S)
Not Applicable
PART VI: TRANSFER STATION/TREATMENT & PROCESSING UNIT(S) Not Applicable
PART VII: MISCELLANEOUS SOLID WASTE MANAGEMENT Not Applicable

End of Section-

ATTACHMENT 3
CONDITIONS OF PERMIT TO OPERATE
PART I: GENERAL FACILITY
1. All sedimentation and erosion control activities must be conducted in accordance with the
Sedimentation Control Act NCGS 113A-50, et seq., and rules promulgated under 15A
NCAC 4. All required sedimentation and erosion control measures must be installed and
operable to mitigate excessive on-site erosion and to prevent silt from leaving the area of the
landfill boundary during the service life of the facility.
2. Facility construction, operations or practices must not cause or result in a discharge of
pollution, dredged material, and/or fill material into waters of the state in violation of the
requirements under Sections 401 and 404 of the Clean Water Act, as amended.
3. Modifications to the approved sedimentation and erosion control activities require approval
by the North Carolina Land Quality Section. The Solid Waste Section must be notified of any
sedimentation and erosion control plan modifications.
4. Copies of this permit, the approved plans, and all records required to be maintained in the
operating record by the permittee must be maintained at the facility, unless otherwise
approved by the Section, and made available to the Section upon request during normal
business hours.

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 7 of 16

5. All forms, reports, maps, plans, and data submitted to the Section must include an electronic
(pdf) copy.
6. Open burning of solid waste is prohibited. Fires must be reported to the Regional Waste
Management Senior Specialist within twenty-four (24) hours of the occurrence with a written
notification to be submitted within fifteen (15) calendar days of the occurrence. Fire lanes
must be maintained and passable at all times.
7. Pursuant to the NC Solid Waste Management Rule (Rule) 15A NCAC 13B .1626(5) burning
of land-clearing debris generated on-site, as a result of construction activities, requires
approval by the Section prior to initiating the burn. In addition, the Division of Air Quality
and local fire department must approve the activity prior to burning.
8. The facility must be adequately secured by means of gates, chains, berms, fences, or other
security measures approved by the Section to prevent unauthorized entry.
9. Interior roadways must be of all-weather construction and maintained in good condition.
10. Signs must be posted at the entrance to the facility that state that no hazardous waste or liquid
waste can be received at the facility; and that provide information on dumping procedures, the
hours of operation, the permit number, and other pertinent information. Traffic signs or markers
must be provided as necessary to promote an orderly traffic pattern to and from the discharge
area and to maintain efficient operating conditions.
11. Processing of materials, shredding, or grinding must not take place at the facility unless
approval has been granted under the special use permit and a revised operations plan has
been submitted to the Solid Waste Section.

PART II: MUNICIPAL SOLID WASTE LANDFILL UNIT(S) Not Applicable
PART III: CONSTRUCTION AND DEMOLITION DEBRIS LANDFILL
3412-CDLF-1995, Old Salisbury Road Construction and Demolition Landfill
12. Financial assurance as required by state rules and statutes must be continuously maintained
for the duration of the facility in accordance with applicable rules and statutes. Closure and
Post-Closure cost estimates and financial instruments must be updated annually pursuant to
15A NCAC 13B .0546.
13. The Permit to Operate shall expire April 6, 2020. Pursuant to 15A NCAC 13B .0201(c), the
permittee must submit a permit amendment application prepared in accordance with 15A
NCAC 13B .0535 (b) to the Section no later than no later than October 6, 2019.
14. This permit approves the continued operation of the Vertical Expansion over Phases IV-VI. of
the existing C&D Landfill, as well as the onsite environmental management and protection
facilities as described in the approved plans. Operation of future Phases or Cells requires written
approval of the Section in accordance with applicable statutes and rules.
15. The landfill has a total permitted disposal capacity of approximately 4,030,000 cubic yards of
total gross capacity in approximately 56 acres. Total gross capacity is defined as the volume
measured from the bottom of waste through the top of final cover. As required by the County
Franchise (11/18/2002), both the City of Winston-Salem and the City/County Utility
Commission shall be applicants for the permit application which approved the vertical expansion.

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 8 of 16

C&D Phase Gross Capacity
(cubic yards)
Area
(acres) Status
Phase I 376,000 12 Closed
Phase II 499,000 9 Closed
Phase III 440,000 10 Partially Closed*
Phase IV 517,485 11 Active
Phase V 225,642 4 Active
Phase VI 415,033 10 Active
Vertical Expansion, 2009 1,092,796 0 Active
Total Permitted for
Facility 4,030,000 56
*As per the approved 2014 Closure / Post Closure Cost Estimate, 30.3 acres remains to be closed.
15. The permitted annual waste disposal rate is approximately 105,000 tons per year. This
rate is approximately 350 tons per day, 6 days per week. Maximum variance shall be in
accordance with NCGS 130A-294(b1)(1).
16. This facility is permitted to receive solid waste generated within the following county:
Forsyth County, including the municipalities contained within Forsyth County.
17. The landfill is permitted to receive the following waste types:
a. "C&D solid waste" as defined in 15A NCAC 13B, Rule .0532(8) means solid
waste generated solely from the construction, remodeling, repair, or demolition
operations on pavement and buildings or structures. C&D waste does not include
municipal and industrial wastes that may be generated by the on-going operations
at buildings or structures.
b. “Inert debris” as defined in G.S. 130A-290 (a)(14) means solid waste that consists
solely of material such as concrete, brick, concrete block, uncontaminated soil,
rock, and gravel.
c. “Land-clearing waste” as defined in G.S. 130A-290 (a)(15) means solid waste
which is generated solely from land clearing activities, limited to stumps, trees,
limbs, brush, grass, and other naturally occurring vegetative material.
d. “Asphalt” in accordance with G.S. 130-294(m).
18. Those wastes listed in 15A NCAC 13B .0542 (e) must not be accepted for disposal
including, but not limited to, hazardous waste, municipal solid waste, liquid or industrial
wastes, and yard trash.
19. Regulated-asbestos containing material must be managed in accordance with 40 CFR 61.
Disposal of asbestos waste must be in accordance with 15 NCAC 13B .0542 (c)(2).
20. Wastewater treatment sludge is not approved for disposal. Wastewater treatment sludge
may be accepted, with the approval of the Section, for utilization as a soil conditioner and
incorporated into or applied onto the vegetative growth layer. The wastewater treatment
sludge must not be applied at greater than agronomic rates nor to a depth greater than six
inches.
21. The permittee must not knowingly dispose of C&D waste that is generated within the
boundaries of a unit of local government that by ordinance:

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 9 of 16

a. Prohibits generators or collectors of C&D waste from disposing of that type or
form of C&D waste.
b. Requires generators or collectors of C&D waste to recycle that type or form of
C&D waste.
22. The facility operator must complete an approved operator training course in compliance
with NCG.S. 130A-309.25.
a. A responsible individual certified in landfill operations must be on-site during all
operating hours of the facility at all times while open for public use to ensure
compliance with operational requirements.
b. All pertinent landfill-operating personnel must receive training and supervision
necessary to properly operate the C&D landfill unit in accordance with NCGS
130A-309.25 and addressed by memorandum dated November 29, 2000.
23. The permittee must actively employ training and screening program for the C&D unit
that detects and prevents the disposal of MSW, hazardous, liquid or non-permitted
wastes. At a minimum, the program must include:
a. Random inspections of incoming loads or other comparable procedures.
b. Records of all inspections.
c. Training of personnel to recognize hazardous, liquid and other excluded waste
types.
d. Development of a contingency plan to properly manage any identified hazardous,
liquid, MSW or other excluded or unauthorized wastes. The plan must address
identification, removal, storage and final disposition of these wastes.
24. The edge of the waste footprint for all disposal units must be identified with permanent
physical markers.
25. Fill operations must be contained within the approved elevation contours as shown on the
approved application drawings.

Cover Materials
26. Unless alternative materials or an alternative thickness of cover has been approved by the
Section, waste must be covered with six inches of earthen materials when the waste
disposal area exceeds one-half acre and at least once weekly. Cover must be placed at
more frequent intervals if necessary to control disease vectors, fires, odors, blowing litter,
and scavenging. A notation of the date and time of the cover must be recorded in the
operating record.
27. Unless alternative materials or an alternative thickness of cover has been approved by the
Section, areas which will not have additional wastes placed on them for three months or
more, but where final termination of disposal operations has not occurred, must be
covered and stabilized with vegetative ground cover or other stabilizing material.
28. Alternative materials or an alternative thickness of cover may be approved by the Section
if the owner or operator demonstrates that the alternative material or thickness controls
disease vectors, fires, odors, blowing litter, and scavenging without presenting a threat to
human health and the environment. A C&DLF owner or operator may apply for approval

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 10 of 16

of an alternative cover material. If approval is given by the Section, approval would
extend to all C&DLF units at one specific facility.
29. In accordance with NCGS 130A-295.6 this landfill may use alternative daily cover
(ADC) that has been previously approved at another sanitary landfill in North Carolina.
The Section maintains a list of approved ADC and its appropriate use, which may be
referred to, but is not required to be, in determining ADC types and uses.
30. The use of alternative daily cover that has not been approved for the facility or approved
under NCGS 130A-295.6 must be demonstrated and approved by the Section. Requests
for alternative daily cover approval must include a plan detailing the comprehensive use
and a demonstration of the effectiveness of the alternative daily cover. The plan must be
developed according to Section guidelines. Plans which are approved by the Section will
be incorporated into, and made a part of, the approved documents listed in Attachment 1.
31. The facility must maintain records for all solid waste materials accepted as alternative
cover material and used as alternate periodic cover. The records must include: the date of
receipt, weight of material, general description of the material, identity of the generator
and transporter, and county of origin. Such records must be made available to the Section
upon request.
32. Wastewater treatment sludge is not approved for disposal. Wastewater treatment sludge
may be accepted, with approval of the Section, for utilization as a soil conditioner and
incorporated into or applied onto the vegetative growth layer. The wastewater treatment
sludge must not be applied at greater than agronomic rates or to a depth greater than six
inches.
Closure
33. Closure or partial closure on any unit must be in accordance with the most recently
approved closure plan that is included in Attachment 1, Part III. Prior to beginning
closure of each C&DLF unit, the owner or operator must notify the Section that a notice
of intent to close the unit has been placed in the operation record.
34. The owner or operator must begin closure activities for that portion of each C&DLF unit
meeting one or more of the following requirements, unless an extension has been granted
by the Section. Extensions beyond the deadline for beginning closure may be granted by
the Section if the owner or operator demonstrates that the portion of the C&DLF unit has
the capacity to received additional wastes and the owner or operator has taken and will
continue to take all steps necessary to prevent threats to human health and the
environment from the unclosed C&DLF unit.:
a. No later than 30 days after the date on which the C&DLF unit receives the known
final receipt of wastes;
b. No later than 30 days after the date that a 10 acre or greater area of waste, is
within 15 feet of the final design grades; or
c. No later than one year after the most receipt of wastes, if the C&DLF unit has
remaining capacity.
35. The landfill owner must maintain the integrity and effectiveness of the cap system,
including making repairs to the cover as necessary to correct the effects of settlement,
subsidence, erosion, or other events, and prevent surface water from impounding over

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 11 of 16

waste and run-on and run-off from eroding or otherwise damaging the cap system.
Mowing of vegetation on the landfill cover is required at least once per year. Trees on the
final cover must be removed at least once per year.
Groundwater, Surface Water, and Landfill Gas Monitoring
36. Groundwater, surface water, and landfill gas monitoring shall be conducted in accordance
with Rule .0544, and approved monitoring plans listed in the List of Documents for the
Approved Plan in Attachment I, Part III. Any modification to the approved plans must be
submitted to the Section and approved prior to implementation.
37. The permittee must maintain a record of all monitoring events and analytical data in their
operating record. Landfill gas monitoring must include monitoring for hydrogen sulfide.
Landfill gas monitoring must include interior monitoring of onsite buildings. Verification
of the calibration of the landfill gas monitoring equipment is required
38. The permittee must obtain approval from the Section for the design, installation, and
abandonment of any monitoring well.
39. A readily accessible, unobstructed, path shall be maintained so that monitoring wells may
be accessed using four-wheel drive vehicles.
40. A licensed geologist must be present to supervise the installation of any new groundwater
monitoring wells and landfill gas monitoring wells. The exact locations, screened
intervals, and nesting of the wells shall be established after consultation with the Section
hydrogeologist at the time of well installation.
41. Each groundwater monitoring well and landfill gas monitoring well shall be surveyed and
for location and elevation. Each groundwater monitoring well and landfill gas
monitoring well must have an identification plate permanently attached to the well, in
accordance with 15A NCAC 2C .0108(o).
42. Within thirty (30) days of the completed construction of each new groundwater
monitoring well and landfill gas monitoring well, the well construction record (GW-1b
form), well schematic, boring log, field log and notes, and description of well
development activities must be submitted to the Section.
a. Within thirty (30) days of the completed permanent abandonment of a
groundwater monitoring well and landfill gas monitoring well, the well
abandonment record (GW-30 form) and any additional information included in
the abandonment record must be submitted to the Section. The well abandonment
records must be submitted to the Section in accordance with 15A NCAC 2C
.0114(b) and be certified by a Licensed Geologist.
b. Documentation of well completion or abandonment must be placed in the
operation record.
43. A field log book which details all development, sampling, repair, and other pertinent
activities associated with each monitoring well must be kept as part of facility record.

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 12 of 16

44. Reports of the analytical results for groundwater quality monitoring sampling events
must be submitted to the Section within 120 days of the sample collection date.
Analytical data must be submitted in a manner prescribed by the Section.
45. All monitoring reports must contain
a. an evaluation of the potentiometric surface,
b. analytical laboratory reports and summary tables,
c. a Solid Waste Environment Monitoring Data Form, and
d. laboratory data submitted in accordance with the Electronic Data Deliverable
Template.

Reporting and Recordkeeping
46. Copies of this permit, the approved plans, and all records required to be maintained in the
operating record by the permittee must be maintained at the facility and made available to
the Section upon request during normal business hours.
47. The owner or operator must maintain a record of the amount of solid waste received at
the landfill, compiled on a monthly basis. Scales must be used to weigh the amount of
waste received.
48. On or before August 1 annually, the Permittee must submit an annual facility report to the
Section, on forms prescribed by the Section.
a. The reporting period shall be for the previous year beginning July 1 and ending
June 30.
b. The annual facility report must list the amount of waste received in tons and be
compiled:
i) On a monthly basis.
ii) By county, city or transfer station of origin.
iii) By specific waste type.
iv) By receiving disposal facility.
v) By diversion to alternative management facilities.
c. A measurement of volume utilized in the landfill cells must be performed during
the second quarter of the calendar year. The date and volumes, in cubic yards,
must be included in the report.
d. The amount of waste, in tons from scale records, disposed in landfill cells from
July 3, 1996 through the date of the annual volume survey must be included in the
report.
e. The tons of C&D and /or LCID waste recycled, recovered or diverted from
disposal including a description of how and where the material was ultimately
managed, as applicable, must be included in the report.
f. The completed report must be forwarded to the Regional Environmental
Specialist for the facility by the date due on the prescribed annual facility report
form.

Facility Permit No: 34-12
Permit to Operate Old Salisbury Road CDLF
April 6, 2015
DIN 23258
Page 13 of 16

g. A copy of the completed report must be forwarded to each county manager for
each county from which waste was received the facility. Documentation that a
copy of the report has been forwarded to the county managers must be sent to the
Regional Environmental Specialist by the date due on the prescribed annual
facility report form.

PART IV: INDUSTRIAL LANDFILL UNIT(S) Not Applicable
PART V: LAND CLEARING AND INERT DEBRIS LANDFILL UNIT(S) Not Applicable
PART VI - TRANSFER STATION/TREATMENT & PROCESSING UNIT(S)
Not Applicable
PART VII: MISCELLANEOUS SOLID WASTE MANAGEMENT
Recycling Operations
49. The facility is allowed to remove from the waste stream concrete, brick, and asphalt for the
purposes of recycling for on-site road surfaces, tipping pads, and storm water ditch rip-rap
(concrete and brick only). The facility is also allowed to remove metal from the waste stream
for the purposes of recycling at off-site facilities. Records must be kept of any concrete,
brick, asphalt, or metal that is not placed in the landfill for the purpose of determining correct
calculations for site life. All removals from the waste stream will be performed in a safe
manner, away from the acting working face.

- End of Permit Conditions -

This page intentionally left blank.
()N ll (.()i\I l'}r\ N\' l,l Lr tt ¡' .\o I tt t i o u s
August 5,2lll
Mr. John Mumay
Mooresville Regional Office
610 East Center Ave
Mooresville NC 281l5
Re: OSR Landfill Closure Re-Certification
Final Certification Report
HDR Project No. 00162-l 3625-0 I 8
Dear Mr. Murray:
On behalf of the Winston-SalemÆorsyth County Utility Commission (City), HDR Engineering, Inc.
of the Carolinas (HDR) is pleased to submit the Old Salisbury Road (OSR) Landfill Closure As-
Built Re-Certification Documentation Report.
BACKGROUND
This certification report addresses the enhanced closure cap thickness placed on Phases I, II, and III
of the Winston-Salem OSR Construòtion and Demolition (C&D) Landfill. This area was closed
prior to June 30, 2008 with the required two-foot layer of compacted earth. HDR submitted a
certification dated November 5, 2008, documenting that the City had met the capping requirements
in Phase I, II and III of their C&D Landfill. This certification has been attached for referenòe.
On February 20, 2OOg, HDR submitted a permit modification to add additional soil from the
excavation of the Phase VI basegrades above the capped portions of Phase I, II and III. NCDENR
responded in a March 18, 2009, acknowledging the change and requesting a new certification be
submitted once the cap enhancement was complete. The following submittal documents the
.placement of additional material on the cap.
CERTIF'ICATION
Excavated soil from Phase VI of the C&D landfill was placed on top of the Phase I, II and I.II cap
between May and June of 2009. During this time, HDR provided construction qualþ assurance
(CQA) services to the City for monitoring and testing of thè sóils. HDR provided CQA services on
the following components of the OSR Landfill Phase I, II, and III cap enhancement.
o Erosion and sedimentation control features. Subgrade preparation and protection ofexisting cap. Soil placement and compaction
¿140 S Church Street
Suite lü10
charlotto, Nc 28202-2075
HIIR Engineering, lnc, oithe Garolinas.
C:\pwworking\îN4101562ól',20110805MtP-l'tutdyOSRPh! 3rcCer,¡rtcqtiorsubùittol.dæ
Phone: [phone]
Fax (7041 ÍÌí18-6760
wwui.hdrinc.com
John Murray
August 5,2011
Page2
The conformance of the construction materials and installation methods with the requirements of the
Construction Quality Assurance/Construction Quality Control (CQA/CQC) Plan and the technical
specifications was documented during the construction of each component. The required testing was
performed using the methods and frequencies outlined in the CQA/CQC Plan and technical
specifications. HDR reviewed construction and as-built survey information, as provided by A.N.
James Surveying and Mapping, Inc. of Goldhill, North Carolina, to verify conformance with the
construction limits and tolerances specifÌed.
Drawing 00C-02, Additional Cap Cover to Phase I, II and III, from the February 20,2009 permit
modification shows the contours required to ofßet the anticipated amount of excavation to reach the
Phase VI basegrades. The as-built survey ofthe actual contours achieved is attached. The anticipated
quantity was 117,000 cubic yards; however, the actual quantity was approximately 75,600 cubic
yards.
HDR's construction drawings required the contractor to work above the previously certified cap as
seen in Details 4 and 5 of Drawing 00C-04, Sediment and Erosion Control Details (l of 2). This
drawing is attached for reference. HDR CQA personnel were on-site to monitor the protection of the
previously certified cap during construction and to confirm that the additional soil material was
placed and compacted per the technical specifications. Pictures taken at various periods during
construction to document the protection of the existing cap and placement of the additional material
are attached. In addition, this certification report includes a standard proctor compaction test result,
52 passing field density tests performed on the fill material, and field logs completed by the
contractor's construction quality control firm.
Based on HDR's observations during construction, test results, and as-built documentation presented
in this report, it is our opinion that the OSR Landfill Phase I, II and III cap enhancement was
constructed in accordance with:
o the technical specifications, CQA/CQC Plan, and contract drawings;o the conditions of Permit to Construct No. 34-12, originally issued July 3, 1996;o the requirements of Rule l5A NCAC 138 .0510; ando acceptable engineering practices.
The services provided for this project were performed with the care and skill ordinarily exercised by
reputable members of the profession practicing under similar conditions at the same time and the
same or similar locality. No wananty, expressed or implied, is made or intended by rendition of
these consulting services or by furnishing oral or written reports of the findings made. This report
has been prepared for the exclusive use of the Winston-Salem City/County Utility Commission.
HDB Engineering, lnc. olthe Carolinas
John Murray
August 5,201I
Page 3
If you have any questions regarding this submittal, please contact me at704-338-6843.
Sincereþ,
.
HDR Engineeringr lnc. of the Carolinas4"4,ø-
As Built Survey, A.N. James Surveying and Mapping
Drawing 00C-04, Sediment and Erosion Control Details
Construction photos
Lab &,Field Density Test Results
CQC Field Reports
cc: Jan McHargue, PE W enclosures
Ed Gibson, PE, w/ enclosures
HDB Engineerlng; lnc. oftho Garolina¡
Certification Report, November 2008

()NIi COivll'}/\N\' I I,lt tt¡, .\ol tl iotts
Mr. John Munay, PE
Mooresville Regional Office
610 East CenteiAve
Mooiesville NC 28115
Re: OSR Phase I, II, and III Final Cover Certification
Cover Thickness Verifi cation
HDR Project No. 00t62-I3625-0I8
Dear Mr. Murray:
This letter is written to inform you of the r.":u1tr-ftorJDR Engineering, lnc. of the carolinas (rDR)final cover thickness verification at the old Salisbury Road (oS'R) C&D Landfill. HDR was on-site toverifu the thickness of the finál cover soil layer ón top oi phur", I, II, and III. Böï;;;;;(Brady) surveyed a l0O-fool.grid for hand auger veriföation,HDR personnel pe.formed the handaugers and recorded the depth on these dates: May 22, August 4-6, September i6, and October z¡,2008.
Measurements were lakel aj the p.ointsshown on the attached drawing. The hand auger was marked24 inches from the tip of the barrel. If the hand auger reached the ñark, the lo"ution was deemedpassing.arid- the augeiing was- stopped' at that dephî Thè auger hole was. then backfilled. In areaswhere the depth did not reach the mark, the distance from"ihe mark to tù; gr;;; J,f"r" ;;;measured to determing $e totaf depth of soil cover. The hand augers were conducted over several
91vt 1l the cap mateiial'was placeä over Phases I, II and III. The initial survey was completed onMay 22, August 4$, and september 16. In addition to hand augeriú iil;r;á: trrJ'ent¡re cap wasvisually inspected for erosion problems. Areas with erosion problems are noted on ,f," ;á"h;;'drawing. The following table presents the results from the rrana ául.rin;. - -
November 5,2008
Mr. John Munay, PE
November 5,2008
Page2
Footnotes:A. Point2246 wæ repaired twice to obtain the proper thickness.B. Point 2258 was in the road, so the actual mèæurement took place on the side of the road. This point was repaired twice to obtain the
proper thickness.C. Point2262 wæ in the road, so the actual measurement took place on the side of the road.D. Point 2271 originally had a thickness of approximately I 8 inches and the last 4 inches of material wæ dark gray to black possibly
indicating decomposing matter.E. Point 2320 originally had a thickness ofapproximately 5 inches. The hand augering dug to a depth ofapproximately 5 inches before
the hand auger could no longer be advanced
HDR notified the City of Winston Salem staff of the points that failed the hand auger test and areas
where the cap had erosion problems. The City of Winston Salem staff added cap material and fixed
the erosion problems. HDR re-inspected the cap thickness and erosion areas on October 23,2008.
Photos of examples where cap material was added and erosion problems were fixed is attached. All
locations then met the 24-inch cover thickness as required in Rule l5 NCAC l38 section .0505(3)(c).
RESULTS FROM HAND AUGERING
Pass @epth 2 24 inches)Fail @epth
< 24 inches)
Auger Depth
(inches)
October 23,2008
Recheck
2235 2259 2282
2236 2260 2283
2237 2261 2284
2238 2263 2285
2239 2264 2286
2240 226s 2287
2241 2266 2288
2242 2267 2289
2243 2268 2290
2244 2269 2291
2245 2270 2292
2248 2272 2293
2249 2273 2294
2250 2274 2295
2251 2275 2296
22s2 2276 2297
2253 2277 2298
2254 2278 2299
2255 2279 2302
22s6 2280 2303
2257 228t 2304
230s 2334 2364
2306 2335 2365
2307 2337 2366
2308 2341 2368
2309 2342 2369
2312 2343 2370
2313 2344 2371
2314 2349 2372
2315 2350 2373
2316 2351
2317 2353
2318 2354
2321 2355
2322 2356
2323 2357
2324 2358
2327 2359
2328 2360
2329 2361
2330 2362
2331 2363
2246^
2247
225g8
2262c
227P
23208
2336
2367
18,21
l4
18,21
l2
l8
5
l8
t2
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
H0R Engineering, lnc. olthe Carolinas
Mr. John Murray, PE
November 5,2008
Page 3
Please consider this as formal notification of closure to the NCDENR Solid Waste Division as
required under Rule 15 NCAC l3B section .0510 (aXl). Should you have any questions, please feel
free to contact me at [phone].
Sincerely,
HDR.Engineering, Inc. of the Carolinas
Michael D. Plummer, P.E.
Project Manager
Enclosures
cc: Jan McHargue, P.E. -City of Winston-Salem
Ed Gibson, P.E. - City of Winston-Salem
H0R En0lneoring. lnc. ofthe Carolinas
Point 2258 was originally checked on August 5,2008 and had a cover of l8 inches.
Point 2258 was rechecked on October23,2008 and had a coverof2l inches.
More dirt was added to the area where Point 2258 was and the point was rechecked.
Point 2258 had a cover ofat least 24 inches.
Significant erosion along slope.
Significant erosion along slope.
HDß Engineering. lnc. oftho Carolinas
Slope repaired.
H0ß Engineering. lnc. olthe Carolinas
Permit Modification, February 2009

pw:\\pwapptpa01:SouthEast_Tampa\Documents\City_of_Winston_Salem\WS_OSR_Phase_6_Bid_Award\07.00_Permitting\20090220 MDP-JMurray OSR Phase I,II, & III Permit Modification
February 20, 2009

Mr. John Murray, PE
Mooresville Regional Office
610 East Center Ave
Mooresville NC 28115

Re: Old Salisbury Road Landfill (OSR), Permit No. 34-12
Phase I, II, & III Permit Modification
HDR Project No. 00162-98415-018

Dear Mr. Murray:

As discussed in our on-site meeting at the Old Salisbury Road C&D Landfill on November 6, 2008,
HDR Engineering Inc. of the Carolinas is submitting this permit modification for OSR Phases I, II,
& III. The modification is to thicken the 2-foot thick soil cap over the closed portion of Phases I, II
and III.

Attached is a set of four drawings depicting the desired changes. Drawing C-01 shows the
previously permitted final contours. Drawing C-02 shows the additional soil placement over the
existing closed portion of Phases I, II and III. The closure certification was submitted by HDR to
NCDENR on November 5, 2008. The additional cap thickness was designed to offset the remaining
soil excavation quantity to reach permitted basegrades in Phase VI. The volume is approximately
117,000 cubic yards. The Phase VI construction needs to occur in the summer of 2009. Drawing C-
03 shows new proposed final contours with the thickened cap and drawing C-04 shows two cross
sections through the current and proposed permitted contours. The soil cap on the top slope over
Phases I, II, & III will increase by approximately 10 feet at the pinnacle for a maximum cap
thickness of approximately 12 feet. It should be noted that the modified contours are only for soil
and no additional waste will be added in the closed portions of Phases I, II and III.

Should you have any questions regarding this permit modification, please do not hesitate to call me
at [phone].

Sincerely,

HDR Engineering, Inc. of the Carolinas

Michael D. Plummer, PE
Project Manager

MDP/apb

Cc: Jan McHargue – City of Winston-Salem
Ed Gibson – City of Winston-Salem
As Built Survey, A.N. James Surveying and Mapping

Drawing 00C-04, Sediment and Erosion Control Details

Construction Photos

Project Name: OSR Phase VI Construction Date: 2009 Day: Project Owner: Winston Salem Contractor: Culp Brothers, Inc. HDR Project No. 98415 Subject: Photos from Stockpile Construction OSR Phase VI Stockpile Construction Photos.docx Page 1 of 1 Placement of Stockpile – Lift 1 Fill Placement and Erosion Control Measures Fill Placement along Access Road Final Grades Prior to Seeding
Lab & Field Density Test Results

100**Field Report of 6/8/09 shows compaction at 100%
CQC Field Reports

This page intentionally left blank.

Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 1 of 11

North Carolina Department of Environment and Natural Resources
Division of Waste Management
Beverly Eaves Perdue Dexter R. Matthews Dee Freeman
Governor Director Secretary

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] \ FAX: [phone] \ Internet: www.wastenotnc.org/swhome
An Equal Opportunity \ Affirmative Action Employer

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

CONSTRUCTION AND DEMOLITION DEBRIS LANDFILL
Permit No. 34-12-CDLF -1995

THE City of Winston-Salem (Owner) and
City/County Utility Commission (Operator)
are hereby issued a

PERMIT TO CONSTRUCT
AND
PERMIT TO OPERATE

VERTICAL EXPANSION AND PHASE VI

Old Salisbury Road Landfill Construction and Demolition Landfill Facility

located on Old Salisbury Road in Forsyth County, North Carolina, in accordance with Article 9, Chapter
130A, of the General Statutes of North Carolina and all rules promulgated thereunder and subject to the
conditions set forth in this permit. The facility is located and described by the legal description found in
the approved application.

_______________________
Edward F. Mussler, III, P.E.,
Permitting Branch Supervisor
Solid Waste Section

Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 2 of 11

ATTACHMENT 1

PART I: PERMITTING HISTORY

Issuance Date
Permit to Operate Phase I 3 July 1996
Amendment 1 Permit to Construct Phase II 15 October 1999
Amendment 2 PTO Phase II 7 February 2000
Amendment 3 PTC Phase III 2 August 2000
Amendment 4 PTO Phase III 25 April 2001
Amendment 5 PTC and PTO Vertical Expansion over Phases I-III 17 April 2003
Amendment 6 PTC Phases IV, V, and VI 28 May 2004
Amendment 7 PTO for Phase IV 7 October 2004
Amendment 8 PTO for Phase V February 8, 2008
Amendment 9 PTC and PTO Vertical Expansion over Phases IV-
VI and Phase VI
November 20, 2009

PART II: LIST OF DOCUMENTS FOR THE APPROVED PLAN

1. Site Plan Application; submitted by HDR Engineering, Inc. April, 1995
2. Construction Plan Application; submitted by HDR Engineering, Inc. June, 1995
3. Legal Description of the Facility
4. Letter dated 17 June 1997 submitted to the Section by HDR Engineering, Inc. certifying the western-
half of Phase 1A.
5. Letter dated 12 January 1998 submitted to the Section by HDR Engineering, Inc. providing
Certification No.3 for Phase I.
6. Letter dated 1 April 1998 submitted to the Section by HDR Engineering, Inc. providing Certification
No. 4 for the Phase 1 Area.
7. Letter dated 30 July 1998 submitted to the Section by HDR Engineering, Inc. providing Certification
No. 5 for the Phase 1 Area.
8. Construction Plan Application Phase II & III; submitted by HDR Engineering, Inc. April 1999
9. Letter dated 11 May 1999 submitted to the Section by HDR Engineering, Inc. providing Certification
No. 6 for Phase I and II Areas.
10. Letter Dated 8 October 1999 submitted to the Section by HDR Engineering, Inc. providing
amendments to the Groundwater Monitoring Plan.
11. Letter dated 30 December 1999 submitted to the Section by HDR Engineering, Inc. providing
Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 3 of 11

Certification No. 7 for Phase I and II Areas.
12. Letter dated 17 April 2000 submitted to the Section by HDR Engineering, Inc. providing revisions to
Document #8 (Construction Plan Application, Phase II & III) for Phase III development.
13. Letter dated 1 February 2001 submitted to the Section by HDR Engineering, Inc. providing
Certification No. 8 for all of Phase III.
14. Document titled, "Old Salisbury Road Construction and Demolition Landfill, Winston- Salem, North
Carolina, Construction Permit Application Phases I, II, III - Vertical Expansion." Prepared for the
City of Winston-Salem City/County Utilities Commission by HDR Engineering, Inc. and dated
December 2002.
15. Document titled, "Old Salisbury Road Construction and Demolition Landfill, Winston- Salem, North
Carolina, Construction Permit Application Phases IV, V, and VI." Prepared for the City of Winston-
Salem City/County Utilities Commission by HDR Engineering, Inc. and dated October 2002 and
revised through December 2003.
16. Letter dated 20 August 2004 submitted to the Section by HDR Engineering, Inc. providing base grade
Certification No. 9 for Phase IV and portions of Phase V and VI. Includes a survey drawing titled
"Forsyth County Landfill, Landfill Expansion Phase IV, V, & VI, Finish Grade As-built Certification"
prepared by MSS Land Consultants.
17. Letter dated 27 July 2007 submitted to the Section by HDR Engineering, Inc. providing revisions to
Document #10 for Phase V and a portion of Phase VI development. (Doc. Id. Nos. 3701 and 3702).
18. Letter dated 31 July 2009 submitted to the Section by HDR Engineering, Inc. providing base grade
Certification No. 11 for Phase VI. Includes a signed and sealed survey drawing titled “As Built
Topographic Survey, Old Salisbury Road Construction and Demolition Landfill, Phase VI”, prepared
by A. N. James Surveying and Mapping, Inc. (Doc. ID No. 8561).
19. Old Salisbury Road Construction and Demolition Landfill, Winston- Salem, North Carolina, Permit
Amendment. Prepared for: City of Winston-Salem City/County Utilities Commission. Prepared by:
HDR Engineering, Inc., Charlotte, NC. June 5, 2009 and revised through June 29, 2009 (Doc. ID No.
7790).

Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 4 of 11

PART III: PROPERTIES APPROVED FOR THE SOLID WASTE FACILITY

Forsyth County, N.C. Register of Deeds
Property Book Page Acreage Grantor Grantee
Original
Permit
(4/07/1994)
2077 4531 108.24 Ruby N. Tesh
(widow)
North Carolina
Municipal Leasing
Corporation
Original
Permit
(4/07/1994)
1820 2071 2.45 Garris E. Edwards
and wife, Judith B.
Edwards
North Carolina
Municipal Leasing
Corporation
Total Site Acreage: 110.69

PART IV: GENERAL CONDITIONS
1. This permit is issued by the North Carolina Department of Environment and Natural Resources,
Division of Waste Management, Solid Waste Section (Section). In accordance with North Carolina
Solid Waste Management Rule 15A NCAC 13B .0201(d), a solid waste management facility permit
shall have two parts: a Permit to Construct and a Permit to Operate. The Permit to Construct shall
expire on February 20, 2011. The Permit to Construct must be implemented in accordance with
Attachment 2 of this permit. The Permit to Operate shall expire on November 20, 2014. The Permit
to Operate must be implemented in accordance with Attachment 3 of this permit.
2. The person(s) to whom this permit is issued (“permittee”) are the owner(s) and operator(s) of the
solid waste management facility.
3. This condition is not applicable for this permit.
4. This condition is not applicable for this permit.
5. By beginning construction or receiving waste at this facility the permittee shall be considered to
have accepted the terms and conditions of this permit.
6. Construction and operation of this solid waste management facility must be in accordance with the
Solid Waste Management Rules, 15A NCAC 13B, Article 9 of Chapter 130A of the North Carolina
General Statutes (NCGS 130A-290, et seq.), the conditions contained in this permit; and the
approved plan. Should the approved plan and the rules conflict, the Solid Waste Management Rules
shall take precedence unless specifically addressed by permit condition.
7. This permit is issued based on the documents submitted in support of the permit application for the
facility including those identified in Attachment 1, “List of Documents for Approved Plan,” and
Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 5 of 11

which constitute the approved plan for the facility. Where discrepancies exist, the most recent
submittals and the Conditions of Permit shall govern.
8. This permit may be transferred only with the approval of the Section and through the issuance of a
new or substantially amended permit in accordance with applicable statutes and rules. In accordance
with NCGS 130A-295.2(g) the permittee must notify the Section thirty (30) days prior to any
significant change in the identity or business structure of either the owner or the operator, including
but not limited to, a proposed transfer of ownership of the facility or a change in the parent company
of the owner or operator of the facility.
9. The permittee is responsible for obtaining all permits and approvals necessary for the development
of this project including approval from appropriate agencies for a General or Individual NPDES
Stormwater Discharge Permit. Issuance of this permit does not remove the permittee’s
responsibilities for compliance with any other local, state or federal rule, regulation or statute.

- End of Section -

ATTACHMENT 2
CONDITIONS OF PERMIT TO CONSTRUCT

PART I: FACILITY SPECIFIC CONDITIONS
1. Pursuant to the NC Solid Waste Management Rules 15A NCAC 13B .0201(c) and (d)(1), this permit
approves the operation of Phase VI consisting of approximately 10 acres with a projected operating
capacity of 415,033 cubic yards of airspace along with the construction of a vertical expansion over
Phases IV-VI with a projected operating capacity of 1,092,796 cubic yards of airspace.

2. The initial, substantial, construction authorized by this Permit to Construct must commence within
18 months from the issuance date of this permit. If substantial construction does not begin within 18
months from the issuance date of this permit, then the permit to construct shall expire. Substantial
construction includes, but is not limited to, issuance of construction contracts, mobilization of
equipment on site, and construction activities including installation of sedimentation and erosion
control structures. The permittee may re-apply for the Permit to Construct prior to the expiration
date. The re-application will be subject to the statutes and rules in effect on that date and may be
subject to additional fees. Since the Permit Amendment is a vertical expansion over the existing
permitted uncapped areas (slopes are being increased from 4:1 to 3:1, but the final top elevation is
not increased), construction is not necessary and this condition is not applicable.

Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 6 of 11

3. Construction of all solid waste management units within this facility must be in accordance with the
pertinent approved plans and only for those phases of development approved for construction as
described in Attachment I, Part II, List of Documents for the Approved Plan.

4. Modifications or revisions of the approved documents or changes during construction of any landfill
unit/cell require approval by the Section, and may constitute a permit modification and be subject to
a permitting fee.

5. The following conditions must be met prior to operation of Phase VI.
a. The Permittee must obtain a Permit to Operate for each phase from the Section in accordance
with 15A NCAC 13B .0201(d).
b. Construction Quality Assurance (CQA) documentation and a certification by the project
engineer that the landfill was built in accordance with approved plans and the conditions of
the permit, must be submitted to the Section for review and approval.
c. The Permittee must contact the appropriate regional environmental specialist and permitting
engineer to determine whether the Section chooses to hold a pre-operative meeting with key
landfill personnel and representatives of the Section.
d. The edge of the waste footprint must be identified with permanent physical markers.

- End of Section-

ATTACHMENT 3
CONDITIONS OF PERMIT TO OPERATE

PART I: OPERATING CONDITIONS

1. The Permit to Operate shall expire November 20, 2014. Pursuant to 15A NCAC 13B .0201(g), no
later than May 20, 2014, the owner or operator must submit a request to the Section for permit
review and must update pertinent facility plans including, but not limited to, the facility operation
and waste screening plans.

2. This permit approves the operation of Phases IV-VI of the C&D Landfill and approves the operation
of the Vertical Expansion, Attachment I, Part II, Document 19 of the Approved Plans, as well as the
onsite environmental management and protection facilities as described in the approved plans. Prior
to operation, the permittee must acquire and maintain all other permits, licenses and authorizations
necessary to properly operate the facility.
Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 7 of 11

3. The landfill has a total permitted disposal capacity of approximately 4,030,000 cubic yards of total
gross capacity in approximately 56 acres. Total gross capacity is defined as the volume measured
from the bottom of waste through the top of final cover.
C&D Unit Gross Capacity
(cubic yards)
Acres Status
Phase I 376,000 12 Closed
Phase II 499,000 9 Closed
Phase III 440,000 10 Closed
Phase IV 517,485 11 Active
Phase V 225,642 4 Active
Phase VI 415,033 10 Active
Vertical Expansion, 2009 1,092,796 0 Active
Total Permitted for Facility 4,030,000 56

4. The permitted annual waste disposal rate is approximately 105,000 tons per year. This rate is
approximately 350 tons per day, 6 days per week. Maximum variance shall be in accordance with
NCGS 130A-294(b1)(1).

5. This facility is permitted to receive solid waste generated within the following county: Forsyth
County, including the municipalities contained within Forsyth County.

6. The landfill is permitted to receive the following waste types:
a. "C&D solid waste" as defined in 15A NCAC 13B, Rule .0532(8) means solid waste
generated solely from the construction, remodeling, repair, or demolition operations on
pavement and buildings or structures. C&D waste does not include municipal and industrial
wastes that may be generated by the on-going operations at buildings or structures.
b. “Inert debris” as defined in G.S. 130A-290 (a)(14) means solid waste that consists solely of
material such as concrete, brick, concrete block, uncontaminated soil, rock, and gravel.

c. “Land-clearing waste” as defined in G.S. 130A-290 (a)(15) means solid waste which is
generated solely from land clearing activities, limited to stumps, trees, limbs, brush, grass,
and other naturally occurring vegetative material.
d. “Asphalt” in accordance with G.S. 130-294(m).

7. Those wastes listed in 15A NCAC 13B .0542 (e) must not be accepted for disposal including, but
not limited to municipal solid waste, liquid wastes, industrial solid waste unless a demonstration has
Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 8 of 11

been approved by the division that the waste meets the requirements of Rule .0503(2)(d)(ii)(A) and
yard trash.

8. Regulated-asbestos containing material must be managed in accordance with 40 CFR 61. Disposal
of asbestos waste must be in accordance with 15 NCAC 13B .0542 (c).

9. Wastewater treatment sludge is not approved for disposal. Wastewater treatment sludge may be
accepted, with the approval of the Section, for utilization as a soil conditioner and incorporated into
or applied onto the vegetative growth layer. The wastewater treatment sludge must not be applied at
greater than agronomic rates or to a depth greater than six inches.

10. The permittee must not knowingly dispose of C&D waste that is generated within the boundaries of
a unit of local government that by ordinance:

a. Prohibits generators or collectors of C&D waste from disposing of that type or form of C&D
waste.

b. Requires generators or collectors of C&D waste to recycle that type or form of C&D waste.

11. The facility operator must complete an approved operator training course in compliance with G.S.
130A-309.25.
a. A responsible individual certified in landfill operations must be on-site during all operating
hours of the facility at all times while open for public use to ensure compliance with
operational requirements.
b. All pertinent landfill-operating personnel must receive training and supervision necessary to
properly operate the landfill units in accordance with G.S. 130A-309.25.

12. The permittee must actively employ a screening program for the C&D unit that detects and prevents
the disposal of MSW, hazardous, liquid or non-permitted wastes. At a minimum, the program must
include:
a. Random inspections of incoming loads or other comparable procedures.
b. Records of all inspections.
c. Training of personnel to recognize hazardous, liquid and other excluded waste types.
d. Development of a contingency plan to properly manage any identified hazardous, liquid,
MSW or other excluded or unauthorized wastes. The plan must address identification,
removal, storage and final disposition of these wastes.

13. The use of alternative periodic cover requires approval, prior to implementation, by the Section.
Requests for alternative periodic cover approval must include a plan detailing the comprehensive use
and a demonstration of the effectiveness of the alternative cover. The plan must be developed
Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 9 of 11

according to Section guidelines. Plans which are approved by the Section will be incorporated into,
and made a part of, the approved documents listed in Attachment 1.

14. The facility must maintain records for all solid waste materials accepted as alternative cover material
and used as alternate periodic cover. The records must include: the date of receipt, weight of
material, general description of the material, identity of the generator and transporter, and county of
origin. Such records must be made available to the Section upon request.

15. All sedimentation and erosion control activities must be conducted in accordance with the
Sedimentation Control Act N.C.G.S. 113A-50, et seq., and rules promulgated under 15A NCAC 4.

Monitoring and Reporting Requirements
16. Groundwater, surface water, and methane monitoring locations must be established and monitored as
identified in the approved plans. Surface water monitoring consists of three sampling locations,
unless otherwise specified by the Section.
17. A licensed geologist must be present to supervise the installation of groundwater monitoring wells.
The exact locations, screened intervals, and nesting of the wells must be established after
consultation with the Section Hydrogeologist at the time of well installation.
18. Ground water monitoring wells and surface water sampling locations must be sampled at least semi-
annually in accordance with 15A NCAC 13B .0544, the approved water quality monitoring plan,
and the current policies and guidelines of the Section in effect at the time of sampling. In
accordance with 15A NCAC 13B .0544(d), methane monitoring must be conducted quarterly, unless
otherwise specified by the Section.
19. Assessment monitoring for groundwater and/or surface water, as applicable, must be performed in
accordance with the 15A NCAC 13B .0545, and the approved plans listed in Attachment 1, Part II,
List of Documents for the Approved Plans.
20. Hydraulic conductivity and effective porosity values must be established for each screened interval
at each monitoring well in order to develop groundwater flow characteristics.

21. Reports of the analytical data for each water quality monitoring sampling event must be submitted to
the Section within 120 days of the respective sampling event, in accordance with 15A NCAC 13B
.0544. The permittee must provide a plan sheet-sized, scaled topographical map, showing the
location and identification of new, existing, and abandoned wells and piezometers after installation
of groundwater monitoring wells. Analytical data must be submitted in a manner prescribed by the
Section. The permittee must maintain a record of all monitoring events and analytical data.
22. The four independent samples which comprise the initial baseline sampling event must be collected
from each groundwater monitoring well and the report must be submitted to the Section within six
months after issuance of the Permit to Operate.
Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 10 of 11

23. A readily accessible unobstructed path must be cleared and maintained so that four-wheel vehicles
may access monitoring well locations at all times.
24. A field log book which details all development, sampling, repair, and all other pertinent activities
associated with each monitoring well and all sampling activities associated with each surface water
and leachate sampling location must be kept as part of the permanent facility record.
25. All well construction records and soil boring logs for new wells must be submitted to the Section
Hydrogeologist for review within 30 days of completion.
26. Within thirty (30) days of the abandonment of any monitoring well/probe, the well abandonment
record (GW-30 form) and any additional information included in the abandonment record must be
submitted to the Section. The well abandonment records must be submitted to the Section consistent
with 15A NCAC 2C .0114(b) and be certified by a Licensed Geologist.

27. All forms, reports, maps, plans, and data submitted to the Section must include an electronic copy.

28. Copies of this permit, the approved plans, and all records required to be maintained by the permittee
must be maintained at the facility, unless otherwise approved by the Section, and made available to
the Section upon request during normal business hours.

29. The owner or operator must maintain a record of the amount of solid waste received at the landfill,
compiled on a monthly basis. Scales must be used to weigh the amount of waste received.

30. On or before August 1 annually, the Permittee must submit an annual facility report to the Section,
on forms prescribed by the Section.

a. The reporting period shall be for the previous year beginning July 1 and ending June 30.
b. The annual facility report must list the amount of waste received in tons and be compiled:

i. On a monthly basis.
ii. By county, city or transfer station of origin.
iii. By specific waste type.
iv. By receiving disposal facility.
v. By diversion to alternative management facilities.

c. A measurement of volume utilized in the landfill cells must be performed during the first or
second quarter of the calendar year. The date and volumes, in cubic yards, must be included
in the report.

d. The amount of waste, in tons from scale records, disposed in landfill cells from July 3, 1996
through the date of the annual volume survey must be included in the report.

Facility Permit No: 34-12
Permit to Construct and Operate
Old Salisbury Road CDLF
November 20, 2009
DIN 8562
Page 11 of 11

e. The tons of C&D waste recycled, recovered or diverted from disposal including a description
of how and where the material was ultimately managed, as applicable, must be included in
the report.

f. The completed report must be forwarded to the Regional Environmental Specialist for the
facility by the date due on the prescribed annual facility report form.

g. A copy of the completed report must be forwarded to each county manager for each county
from which waste was received the facility. Documentation that a copy of the report has
been forwarded to the county managers must be sent to the Regional Environmental
Specialist by the date due on the prescribed annual facility report form.

31. Financial assurance must be continuously maintained for the duration of the facility in accordance
with Rule 15A NCAC 13B .0546 and 15A NCAC 13B .0547 (2). Closure and Post-Closure cost
estimates and financial instruments must be updated annually pursuant to 15A NCAC 13B .0546.
Financial assurance for closure and post-closure costs representing Phase I-VI, as listed in Document
19, Part II, Attachment 1, must be established with proof submitted to the Section no later than
December 15, 2009.

32. A closure and post-closure plan must be submitted for approval at least 90 days prior to closure or
partial closure of any landfill unit. The plan must include all steps and measures necessary to close
and maintain the C&D unit in accordance with all rules in effect at that time. At a minimum, the
plan must address the following:
a. Design of a final cover system in accordance with 15 NCAC 13B .0543(c), or the solid waste
management rules in effect at the time of closure;
b. Construction and maintenance/operation of the final cover system and erosion control
structures;
c. Surface water, ground water, and explosive gas monitoring.

PART II: MISCELLANEOUS SOLID WASTE MANAGEMENT CONDITIONS, (SPECIFY)
Not applicable

- End of Permit Conditions –

This page intentionally left blank.

City of Winston-Salem
Old Salisbury Road CDLF
Facility Permit No: 34-12
Permit to Operate C&D Landfill
February 6, 2008
Page 1 of 8
Doc Id No 3707
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
Telephone [phone] \ Fax [phone] \ Internet http://wastenotnc.org
An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Paper
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT
AND NATURAL RESOURCES
DIVISION OF WASTE MANAGEMENT
SOLID WASTE SECTION

MUNICIPAL SOLID WASTE FACILITY
PERMIT NO. 34-12

THE City of Winston-Salem (Owner) and
City/County Utility Commission (Operator)
are hereby issued a
Permit to Operate

Old Salisbury Road Landfill Construction and Demolition Landfill Facility
Phase V

located on Old Salisbury Road in Forsyth County, North Carolina, in accordance with Article 9,
Chapter 130A, of the General Statutes of North Carolina and all rules promulgated thereunder
and subject to the conditions set forth in this permit. The facility is located and described by
the legal description found in the approved application.

Edward F. Mussler, III, P.E.,
Permitting Branch Supervisor
Solid Waste Section
City of Winston –Salem
Old Salisbury Road CDLF
Facility Permit No: 34-12
Permit to Operate
February 6, 2008
Page 2 of 8
Doc Id No 3707

H:\Permitting\Boilerplates\Permit.Front.Page.Boilerplate.doc
ATTACHMENT 3

Part A Permitting History
Permit Type Date Issued
Permit to Operate Phase I 3 July 1996
Amendment 1 Permit to Construct Phase II 15 October 1999
Amendment 2 PTO Phase II 7 February 2000
Amendment 3 PTC Phase III 2 August 2000
Amendment 4 PTO Phase III 25 April 2001
Amendment 5 PTC and PTO Vertical Expansion over Phases I-III 17 April 2003
Amendment 6 PTC Phases IV, V, and VI 28 May 2004
Amendment 7 PTO for Phase IV 7 October 2004
Amendment 8 PTO for Phase V February 8, 2008

Part B List of Documents for the Approved Facility Plan
1. Site Plan Application; submitted by HDR Engineering, Inc. April, 1995
2. Construction Plan Application; submitted by HDR Engineering, Inc. June, 1995
3. Legal Description of the Facility
4. Letter dated 17 June 1997 submitted to the Section by HDR Engineering, Inc. certifying the
western-half of Phase 1A.
5. Letter dated 12 January 1998 submitted to the Section by HDR Engineering, Inc. providing
Certification No.3 for Phase I.
6. Letter dated 1 April 1998 submitted to the Section by HDR Engineering, Inc. providing
Certification No. 4 for the Phase 1 Area.
7. Letter dated 30 July 1998 submitted to the Section by HDR Engineering, Inc. providing
Certification No. 5 for the Phase 1 Area.
8. Construction Plan Application Phase II & III; submitted by HDR Engineering, Inc. April 1999
9. Letter dated 11 May 1999 submitted to the Section by HDR Engineering, Inc. providing
Certification No. 6 for Phase I and II Areas.
10. Letter Dated 8 October 1999 submitted to the Section by HDR Engineering, Inc. providing
amendments to the Groundwater Monitoring Plan.
11. Letter dated 30 December 1999 submitted to the Section by HDR Engineering, Inc. providing
Certification No. 7 for Phase I and II Areas.
12. Letter dated 17 April 2000 submitted to the Section by HDR Engineering, Inc. providing revisions
to Document #8 (Construction Plan Application, Phase II & III) for Phase III development.
13. Letter dated 1 February 2001 submitted to the Section by HDR Engineering, Inc. providing
City of Winston –Salem
Old Salisbury Road CDLF
Facility Permit No: 34-12
Permit to Operate
February 6, 2008
Page 3 of 8
Doc Id No 3707

H:\Permitting\Boilerplates\Permit.Front.Page.Boilerplate.doc
Certification No. 8 for all of Phase III.
14. Document titled, "Old Salisbury Road Construction and Demolition Landfill, Winston- Salem,
North Carolina, Construction Permit Application Phases I, II, III - Vertical Expansion." Prepared
for the City of Winston-Salem City/County Utilities Commission by HDR Engineering, Inc. and
dated December 2002.
15. Document titled, "Old Salisbury Road Construction and Demolition Landfill, Winston- Salem,
North Carolina, Construction Permit Application Phases IV, V, and VI." Prepared for the City of
Winston-Salem City/County Utilities Commission by HDR Engineering, Inc. and dated October
2002 and revised through December 2003.
16. Letter dated 20 August 2004 submitted to the Section by HDR Engineering, Inc. providing base
grade Certification No. 9 for Phase IV and portions of Phase V and VI. Includes a survey
drawing titled "Forsyth County Landfill, Landfill Expansion Phase IV, V, & VI, Finish Grade As-
built Certification" prepared by MSS Land Consultants.
17. Letter dated 27 July 2007 submitted to the Section by HDR Engineering, Inc. providing revisions
to Document #10 for Phase V and a portion of Phase VI development. (Doc. Id. Nos. 3701 and
3702)

- End of Section -
City of Winston –Salem
Old Salisbury Road CDLF
Facility Permit No: 34-12
Permit to Operate
February 6, 2008
Page 4 of 8
Doc Id No 3707

H:\Permitting\Boilerplates\Permit.Front.Page.Boilerplate.doc
ATTACHMENT 4
CONDITIONS OF PERMIT

General Conditions
1. This permit shall expire 7 October 2009. Pursuant to 15A NCAC 13B .0201(e), no later
than 7 June 2009, the permittee must submit an application for amendment or modification
to the permit for review to the North Carolina Department of Environment and Natural
Resources (Department), Division of Waste Management (Division), Solid Waste Section
(Section). The application must be prepared in accordance with 15A NCAC 13B .0533, as
applicable.
2. The person(s) to whom this permit is issued (“permittee”) are the owner(s) and operator(s)
of the solid waste management facility.
3. This condition is not applicable for this permit.
4. This condition is not applicable for this permit.
5. By receiving waste at this facility the permittee shall be considered to have accepted the
terms and conditions of this permit.
6. Operation of this solid waste management facility must be in accordance with the Solid
Waste Management Rules, 15A NCAC 13B, Article 9 of the Chapter 130A of the North
Carolina General Statutes (NCGS 130A-290, et seq.), the conditions contained in this
permit; and the approved plan. Should the approved plan and the rules conflict, the Solid
Waste Management Rules shall take precedence unless specifically addressed by permit
condition.
7. This permit is issued based on the documents submitted in support of the permit
application for the facility including those identified in Attachment 1, “List of Documents for
Approved Plan,” and which constitute the approved plan for the facility. Where
discrepancies exist, the most recent submittals and the Conditions of Permit shall govern.
8. This permit may be transferred only with the approval of the Section and through the
issuance of a new or substantially amended permit in accordance with applicable statutes
and rules.
9. The permittee is responsible for obtaining all permits and approvals necessary for the
development of this project including approval from appropriate agencies for a General or
Individual NPDES Stormwater Discharge Permit. Issuance of this permit does not remove
the permittee’s responsibilities for compliance with any other local, state or federal rule,
regulation or statute.
City of Winston –Salem
Old Salisbury Road CDLF
Facility Permit No: 34-12
Permit to Operate
February 6, 2008
Page 5 of 8
Doc Id No 3707

H:\Permitting\Boilerplates\Permit.Front.Page.Boilerplate.doc
Permit to Operate
Pre-Operation
1. Authorization to operate the facility shall not be in effect until the permittee demonstrates to
the Section that the facility has been constructed in accordance with the approved
documents shown in Attachment 1.
2. In addition to the other conditions contained in this permit and the NC Solid Waste Rules,
the following requirements must be met prior to the issuance of a Permit to Operate:
a. Site preparation must be in accordance with the approved site plan and the
conditions specified herein, and construction must be certified to be constructed in
accordance with the approved plans.
b. The permittee must arrange with a representative of the Section for a site inspection
with the permittee when facility construction is complete in accordance with this
permit. The permittee must demonstrate during the site inspection that the facility
was constructed in accordance with this permit and approved documents.
3. Prior to operation, the permittee must acquire and maintain all other permits, licenses and
authorizations necessary to properly operate the facility. All other permits, licenses and
authorizations must be maintained current during the term of this Permit to Operate and
subsequent Permits to Operate.
4. This permit approves the operation of Phase V, and the continued operation of Phases I, II,
III and IV. Operation of any C&D landfill future phases or cells requires written approval of
the Section and must be constructed in accordance with the applicable statutes and rules.
5. This facility is permitted to receive solid waste generated within the following counties:
Forsyth County including the municipalities contained within Forsyth County.
6. The landfill has a total permitted disposal capacity of approximately 2,980,000 cubic yards
of total gross capacity in approximately 56 acres. Total gross capacity is defined as the
volume measured from the bottom of waste through the top of final cover.
Phase/Cell Phases I through VI
(Total Capacity)
Phase V
(This Permit)
Size, acres 54 4
Permitted Capacity, cy 2,980,000 225,642

7. The permitted annual waste disposal rate is approximately 105,000 tons per year. This
rate is approximately 350 tons per day, 6 days per week.
8. Financial assurance must be established in accordance with 15A NCAC 13B .0547 (2) and
submitted to the Section by July 1, 2008. The financial assurance must be continuously
maintained for the duration of the facility in accordance with the applicable rules and
statutes and annually updated by November 1 of each year.
City of Winston –Salem
Old Salisbury Road CDLF
Facility Permit No: 34-12
Permit to Operate
February 6, 2008
Page 6 of 8
Doc Id No 3707

H:\Permitting\Boilerplates\Permit.Front.Page.Boilerplate.doc
Operational Conditions
9. The permittee must not knowingly dispose of C&D waste that is generated within the
boundaries of a unit of local government that by ordinance:
a. Prohibits generators or collectors of C&D waste from disposing of that type or form
of C&D waste.
b. Requires generators or collectors of C&D waste to recycle that type or form of C&D
waste.
10. The facility operator must complete an approved operator training course in compliance
with G.S. 130A-309.25.
a. A responsible individual certified in landfill operations must be on-site during all
operating hours of the facility at all times while open for public use to ensure
compliance with operational requirements.
b. All pertinent landfill-operating personnel must receive training and supervision
necessary to properly operate the C&D landfill unit in accordance with G.S. 130A-
309.25.
11. The C&D landfill units are permitted to receive the following waste types:
a. “Construction or demolition debris” as defined in G.S. 130A-290 (a)(4) means solid
waste resulting solely from construction, remodeling, repair or demolition operations
on pavement, buildings, or other structures, but does not include inert debris, land-
clearing debris or yard debris.
b. “Inert debris” as defined in G.S. 130A-290(a)(14) means solid waste that consists
solely of material such as concrete, brick, concrete block, uncontaminated soil, rock,
and gravel.
c. “Land-clearing debris” as defined in G.S. 130A-290(a)(15) means solid waste that is
generated solely from land-clearing activities, such as stumps and tree trunks.
d. “Asphalt” in accordance with G.S. 130-294(m).
12. Those wastes listed in 15A NCAC 13B .0542(e) must not be accepted for disposal including
but not limited to municipal solid waste, liquid or industrial wastes, and yard trash.
13. Asbestos waste must be managed in accordance with 40 CFR 61. Disposal of asbestos
waste must be in accordance with 15 NCAC 13B .0542(c).
14. The Permittee must actively employ a training and screening program at the facility
prepared in accordance with Section .0544(e) for detecting and preventing the disposal of
excluded or unauthorized wastes. At a minimum, the program must include:
a. Random inspections of incoming loads or other comparable procedures.
b. Records of any inspections.
City of Winston –Salem
Old Salisbury Road CDLF
Facility Permit No: 34-12
Permit to Operate
February 6, 2008
Page 7 of 8
Doc Id No 3707

H:\Permitting\Boilerplates\Permit.Front.Page.Boilerplate.doc
c. Training of personnel to recognize hazardous, liquid, and other excluded waste
types.
d. Development of a contingency plan to properly manage any identified hazardous,
liquid, MSW, asbestos, or other excluded or unauthorized wastes. The plan must
address identification, removal, storage and final disposition of these wastes.
15. All sedimentation/erosion control activities must be conducted in accordance with the
Sedimentation Control Act N.C.G.S. 113A-50, et seq., and rules promulgated there under
at 15A NCAC 4.
16. A closure and post-closure plan must be submitted for approval at least 90 days prior to
closure or partial closure of any landfill unit. The plan must include all steps and measures
necessary to close and maintain the C&D unit in accordance with all rules in effect at that
time. At a minimum, the plan must address the following:
a. Design of a final cover system in accordance with 15 NCAC 13B .0543(c), or the
solid waste management rules in effect at the time of closure;
b. Construction and maintenance/operation of the final cover system and erosion
control structures; and
c. Surface water, ground water, and explosive gas monitoring.
Monitoring and Reporting Requirements
17. The following are groundwater monitoring requirements for the C&D landfill facility:
a. Groundwater and surface water monitoring locations must be established as
identified in the approved plans.
b. The owner or operator must sample the monitoring wells semi-annually or as
otherwise directed in writing by the Section Hydrogeologist.
c. A licensed geologist must be present to supervise the installation of groundwater
monitoring wells. The exact locations, screened intervals, and nesting of the wells
must be established after consultation with the SWS Hydrogeologist at the time of
well installation.
d. All well construction records and soil boring logs for new wells must be submitted to
the Section Hydrogeologist for review within 30 days of completion.
18. Copies of this permit, the approved plans, and all records required to be maintained by the
permittee must be maintained at the facility and made available to the Section upon request
during normal business hours.
19. The owner or operator must maintain a record of the amount of solid waste received at the
C&D units compiled on a monthly basis. Scales must be used to weigh the amount of
waste received.
City of Winston –Salem
Old Salisbury Road CDLF
Facility Permit No: 34-12
Permit to Operate
February 6, 2008
Page 8 of 8
Doc Id No 3707

H:\Permitting\Boilerplates\Permit.Front.Page.Boilerplate.doc
20. On or before August 1 of each year, the Permittee must submit an annual facility report to
the Section, on forms prescribed by the Section.
a. The reporting period shall be for the previous year beginning July 1 and ending June
30.
b. The annual facility report must list the amount of waste received and landfilled in
tons and be compiled:
i. On a monthly basis.
ii. By county, city or transfer station of origin.
iii. By specific waste type.
iv. By disposal location within the facility.
v. By diversion to alternative management facilities.
c. A measurement of the volume utilized in the C&D cells must be performed during
the first or second quarter of the calendar year. The date and volumes in cubic
yards must be included in the report.
d. The amount of C&D waste in tons from scale records disposed in landfill cells since
3 July 1996 through the date of the annual volume survey must be included in the
report.
e. The tons of C&D waste recycled, recovered or diverted from disposal including a
description of how and where the material was ultimately managed.
f. The completed report must be forwarded to the Environmental Senior Specialist for
the facility by the date due on the prescribed annual facility report form.
g. A copy of the completed report must be forwarded to each county manager for each
county from which waste was received at the facility. Documentation that a copy of
the report has been forwarded to the county managers must be sent to the
Environmental Senior Specialist by the date due on the prescribed annual facility
report form.

- End of Permit Conditions -

This page intentionally left blank.

This page intentionally left blank.

This page intentionally left blank.

This page intentionally left blank.

This page intentionally left blank.

This page intentionally left blank.
Instrument#: 1999035525 Detail Screen
PERM INDEXED
TIFF
PDF
Instrument Type
DEED
Code Bk# Pg
RE 2077 4531
File Date
07/21/1999
File Time Excise Tax
0.00
LEGAL DESCRIPTIONS
GRANTORS
GRANTORS D STATUS DATE CORRECTED TIME
CORRECTED
NC MUNICIPAL LEASING CORP 07-22-1999 04:53
GRANTEES
GRANTEES D STATUS DATE CORRECTED TIME
CORRECTED
WS CITY OF 07-22-1999 04:53
SUBDIVISION
LotPar Lot UnitBlock Section Phase MapSubdivision Township Property Description
3 TCTS-LS 1-7 MAP C A MENDENHALL EST PROP & 108.24AC & 29AC FRIEDBERG RD & ESM T
CROSS REFERENCE
TYPE CODE BK/PG#DATE
Prev. Inst. / Next Inst. in Search
Prev. Inst. In List Next Inst. In List
Prev. Doc / Next Doc. In Book
Prev Doc In Book Next Doc In Book
Print Screen
BOOK TYPE
REAL ESTATE 
BOOK #PAGE #
Search
Return To Search
Options Screen
Search Screen
Return to Name
Pick Screen
Name Pick
Page 1 of 1
11/4/2019http://www.forsythdeeds.com/forsythDetailScreen.php?inst_num=1999035525

This page intentionally left blank.
Property Summary
Tax Year: 2019
Building Summary
Misc Improvements Summary
Land Summary
Ownership History
REID 6822211457000 PIN 6822-21-1457 Property Owner City Of Winston Salem
Location Address 3336 Old Salisbury RD Property Description LO001A BL3881 Owner's Mailing Address PO BOX 2511
Winston Salem NC 27102
Administrative Data
Old Map #618818
Market Area 51
Township WINSTON-SALEM
Planning Jurisdiction COUNTY WIDE
City WINSTON-SALEM
Fire District
Spec District
Land Class 6.04-Solid-HWDS
History REID 1
History REID 2
Acreage 108.24
Permit Date
Permit #
Transfer Information
Deed Date 7/21/1999
Deed Book 002077
Deed Page 04531
Revenue Stamps
Package Sale Date
Package Sale Price
Land Sale Date 7/21/1999
Land Sale Price
Improvement Summary
Total Buildings 0
Total Units 0
Total Living Area 0
Total Gross Leasable Area 0
Property Value
Total Appraised Land Value $641,500
Total Appraised Building
Value
Total Appraised Misc
Improvements Value
$99,200
Total Cost Value $740,700
Total Appraised Value - Valued
By Cost
$740,700
Other Exemptions $740,700
Exemption Desc LOCAL
GOV
Use Value Deferred
Historic Value Deferred
Total Deferred Value
Total Taxable Value
Card
#
Unit
Quantity Measure Type
Base
Price
Eff
Year
Phys
Depr (%
Bad)
Econ
Depr (%
Bad)
Funct
Depr (%
Bad)
Migr Adj
(% Good)
Common
Interest (%
Good)
Value
0 9430 SIZE FENCE-6/TOP-
RAIL
$15.50 2014 27 10 0 103 $98,700
0 1 SIZE SHED-1 $13.00 2016 13 0 0 4421 $500
Total Misc Improvements Value Assessed: $99,200
Zoning Soil Class Description Size Rate Land Adjustment Land Value
RS30 RES-ACREAGE 108.24 BY THE ACRE PRICE $14,700 LOCATION-70.00
TOPOGRAPHY-80.00
SHAPE-90.00
ACCESS-80.00
$641,500
Total Land Value Assessed: $641,500
Land Class: 6.04-Solid-HWDS Deeded Acres: 108.24 Calculated Acres: 108
Owner Name Deed Type % Ownership Stamps Sale Price Book Page Deed Date
Current City Of Winston Salem DEED 100 0 002077 04531 7/21/1999
Page 1 of 2Print Property Info
10/31/2019http://tellus.co.forsyth.nc.us/lrcpwa/PrintPRC.aspx?PARCELPK=64878
Notes Summary
Building Card Date Line Notes
No Data
Page 2 of 2Print Property Info
10/31/2019http://tellus.co.forsyth.nc.us/lrcpwa/PrintPRC.aspx?PARCELPK=64878

This page intentionally left blank.

This page intentionally left blank.
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix B – Erosion Control Plan

B
Appendix B – Erosion Control
Plan

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix B – Erosion Control Plan

This page intentionally left blank.

This page intentionally left blank.
This page intentionally left blank.
This page intentionally left blank.

This page intentionally left blank.
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix C – Operations Plan

C
Appendix C – Operations
Plan

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix C – Operations Plan

This page intentionally left blank.

Operations Plan
Old Salisbury Road Construction and
Demolition Road Landfill
Permit Amendment
Winston-Salem, North Carolina
November 2019
Revised December 2019
Revised January 2020

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Contents
i
Contents
1 Introduction ............................................................................................................................ 1
2 Standard Operating Procedures ............................................................................................ 1
2.1 Hours and Days of Operating ......................................................................................... 1
2.2 Weighing Procedures ..................................................................................................... 1
2.3 Wastes Accepted ............................................................................................................ 1
2.4 Unacceptable Waste ...................................................................................................... 2
2.5 Concrete, Asphalt, and Brick (CAB) Operations ............................................................. 2
2.6 Temporary Disaster Debris Storage Site ........................................................................ 3
2.7 Filling Procedures ........................................................................................................... 3
2.8 Wind-Blown Waste Control ............................................................................................. 4
2.9 Cover Material Requirements ......................................................................................... 4
2.10 Vector Control ................................................................................................................. 4
2.11 Equipment ...................................................................................................................... 4
2.12 Recordkeeping Requirements ........................................................................................ 4
3 Waste Screening Procedures ................................................................................................ 5
3.1 Waste Receiving and Inspection .................................................................................... 5
3.2 Waste Screening Record Keeping Procedures .............................................................. 5
4 Progression of Fill .................................................................................................................. 6
5 Worker Safety and Training ................................................................................................... 6
5.1 Operations Training ........................................................................................................ 6
5.2 Safety Equipment ........................................................................................................... 6
5.3 Fires and Natural Disasters ............................................................................................ 7
6 Miscellaneous Operational .................................................................................................... 7
6.1 Staffing ........................................................................................................................... 7
6.2 Facility Access ................................................................................................................ 7

Appendices
Appendix 1 – Overall Site Plan
Appendix 2 – Landfill Emergency Action Plan

Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Contents
ii

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Introduction
1
1 Introduction
The purpose of this document is to identify protocols for the overall operation and maintenance
of the Old Salisbury Road Construction and Demolition Debris (C&D) Landfill (OSR), which is
owned and operated by Winston-Salem/Forsyth County Utilities. This plan provides details of
the procedures and policies, which shall be implemented throughout the life of the landfill.
2 Standard Operating Procedures
2.1 Hours and Days of Operating
OSR is normally open for operation between the hours of 7:00 am and 4:00 pm, Monday
through Friday. These hours and days of operation may change based upon many factors. OSR
is normally closed on Saturdays and Sundays except where prior permission has been given to
receive waste for special instances such as a natural disaster. Normally the landfill is closed on
the following observed holidays: New Year’s Day, Martin Luther King, Jr. Day, Veteran’s Day,
Good Friday, Memorial Day, Independence Day, Labor Day, Thanksgiving Day and the day
after, and Christmas Day.
Special notices are to be posted at the scalehouse advising users of the observed holidays.
Such notices are posted at least one week in advance of the observed holiday.
2.2 Weighing Procedures
All vehicles entering the landfill are required to stop at the scalehouse, located at the entrance
to the facility. All vehicles are weighed on permanent scales and the content of the load is
assessed. The weighmaster requests from the driver of the vehicle a description of the waste to
ensure that unacceptable waste is not entering the landfill. The weighmaster then collects
payment and visually checks the vehicle as it crosses the scale.
2.3 Wastes Accepted
This solid waste management facility will accept waste generated in Forsyth County as stated in
its permit. Some examples are:
• Land-clearing debris as defined in General Statutes 130A-290;
• Asphalt in accordance with General Statutes 130A-294(m);
• C&D defined as solid waste resulting solely from construction, remodeling, repair or
demolition operations on pavement, buildings or other structures;
• Inert debris defined as soil waste, which is virtually inert, such as brick, concrete, rock,
and uncontaminated soil.
• Wooden pallets generated in C&D activities per General Statute 130A-309.10(f)(12)
• Non-friable asbestos
NOTE: Yard waste defined as solid waste consisting solely of vegetative matter resulting from landscaping
maintenance (see General Statute 130A-290) is banned from disposal in this facility per NC General
Statutes. Yard waste is to be directed to the Overdale Yard Waste Facility or the Forum 52 Yard Waste
Facility.
Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Standard Operating Procedures
2
2.4 Unacceptable Waste
The following wastes are prohibited from disposal at OSR:
• 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 in accordance with 15A NCAC 13B .0542 (e) (1).
• Garbage
• Industrial waste
• Liquid waste
• Polychlorinated biphenyls waste
• Radioactive waste
• Septage
• Wastewater treatment sludge
• Special wastes as defined in G.S. 130A-290(a)(40)
• Municipal solid waste
• Yard waste
• Hazardous waste
• Antifreeze
• Aluminum cans
• Oil filters
• Oyster shells
• Discarded computer equipment
• Televisions
• Recyclable rigid plastic containers
• Friable asbestos
The following wastes cannot be received if separate from C&D waste:
• Lamps or bulbs
• Lighting ballast or fixtures
• Thermostats and light switches
• Batteries
• Lead pipes
• Lead roof flashing
• Transformers
• Capacitors
• Copper chrome arsenate
• Creosote treated woods
2.5 Concrete, Asphalt, and Brick (CAB) Operations
Concrete, asphalt, and brick (CAB) will be operated according to Rule 15A NCAC 13B .0562,
and the stockpiled CAB will be managed according to NCGS 130A-309.05(c). CAB will be
received, inspected, unloaded and stockpiled at the landfill within a small portion of the 20.8
Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Standard Operating Procedures
3
acre area shown on the site plan. The 20.8 acre area does not include any portion of the closed
landfill unit. The CAB area of the site may be moved from time to time as necessary
accommodate filling of the landfill. CAB will not be processed or stored at the working face.
Drawing 00C-01, Overall Site Plan in Appendix 1 indicates the limits of the area that may be
used for CAB. Processed CAB will be utilized at the landfill.
Visual waste screening should be conducted on each load of CAB upon the receipt of the
waste. Clean, unpainted and uncontaminated CAB will be stored. Any nonconforming or
unpermitted wastes shall be removed, stored, and properly disposed at the end of that day.
However, the nonconforming wastes such as rebar, metal wire mesh, piping, or wood that can’t
be removed from the CAB without an assistance of a mechanical equipment will be temporarily
stockpiled at this unit and shall be removed and disposed of properly when the CAB is
processed. Loads containing concrete in liquid forms or post-consumer asphalt shingles will not
be allowed to unload.
CAB material may also be recovered and separated at the working face. This material will be
kept separate from the working face and transferred to the CAB site.
Regardless of the amount of CAB received, the landfill will not accept and stockpile more than
the capabilities of the storage area identified (maximum height of 856 feet). The CAB area will
not hold more than 100,000 tons of both unprocessed waste and processed material at any
given day. When approximately 50,000 tons of CAB are accumulated, the landfill will process
the stockpiled CAB for use at the facility. A vendor will crush, chip or otherwise process the
large pieces of CAB into useable aggregate. This processed material will be stockpiled within
the same area for periodic use onsite.
2.6 Temporary Disaster Debris Staging Site
OSR is approved by the North Carolina Department of Environmental Quality (NCDEQ) to
operate a temporary disaster debris staging site (TDDSS) under Permit No. DS34-006. The
revised site is 9.2 acres and is located to the south and east of the active landfill unit. Per
NCDEQ’s guidance document, “Quick Reference: Disaster Debris” (rev. June 2017), the site
may accept C&D waste, vegetation, metals, and inert materials such as concrete, asphalt, and
sediment generated specifically from disasters (hurricanes, floods, landslides, ice storms,
tornadoes, earthquakes, fires, etc.). The maximum permitted capacity of the site is 325,000 CY
of disaster debris. Per NCDEQ requirements, the TDDSS will not be used for any waste
disposal. The TDDSS will only accepted permitted wastes for storage, processing, and
treatment after receiving an approval of activation from NCDEQ. OSR will request activation of
the TDDSS from the NCDEQ Regional Environmental Senior Specialist for the facility. OSR will
process and remove all debris from the TDDSS within six months of the site activation date.
2.7 Filling Procedures
C&D transportation vehicles will arrive at the working face in random intervals. There may be
several vehicles unloading waste at one time, while other vehicles are waiting. C&D waste
unloading in the landfill is controlled to prevent disposal in locations other than those specified
by the site management. This control confines the working face to the minimum area required.
Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Standard Operating Procedures
4
This will minimize the amount of cover soil required. Normally, only one working face is active
on any given day.
2.8 Wind-Blown Waste Control
The landfill will control wind-blown waste using the following operational controls:
• Monitoring incoming loads to ensure they are covered
• Working face will be restricted to the smallest area feasible
• Waste will be compacted as densely as practical
• Daily litter picking around the facility as required by Rule 15A NCAC 13B .0542(g)
2.9 Cover Material Requirements
Waste shall be covered, when the waste disposal area exceeds one-half acre or at least once
weekly, with a suitable cover at least six inches thick or an alternative cover material approved
by the NCDEQ Division of Waste Management (DWM) Solid Waste Section (SWS) in the
guidance document amended on July 21, 2017 for alternative cover materials. Areas that will
not have additional waste place on them for three months or more, but where final elevations
have not been reached, shall be covered with one foot of soil cover. In addition, cover will be
placed at more frequent intervals, if necessary, to control disease vectors, fires, odors, blowing
litter, and scavenging. Within six months of termination of disposal operations, the final cover
system shall be installed.
2.10 Vector Control
Disease vectors will be controlled at the landfill through routine covering of the waste mass.
2.11 Equipment
The following is a list of equipment used at OSR. This list is subject to change based on the
needs of the landfill.
• Pick-up truck
• Dozer
• Water truck
• Articulated dump truck
• Excavator
• Compactor
2.12 Recordkeeping Requirements
The following records shall be kept in the facility’s operating record either at the landfill or in an
alternative location near the landfill for easy access:
• Random waste inspections, monitoring results, certifications of training, and training
procedures
• Amounts by weight of waste received at the facility including information about the
county of generation
Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Waste Screening Procedures
5
• Any demonstration, certification, finding, monitoring, testing or analytical data required
by 15A NCAC 13B .0544 and .0545
• Any closure or post-closure monitoring, testing or analytical data
• Any cost estimates and financial assurance documentation
• Notation and time of placement of cover material
• All audit records, compliance records, and inspection reports
• Fire/explosion occurrence report
• Approval of an open burning at the site per 15A NCAC 13B .0542(i)(2)
• Any reports, correspondences, work plans, permit applications and permits per 15A
NCAC 13B .0542(n)(3)
All information in the operating record will be furnished to the DWM according to the permit or
upon request, as well as be made available for inspection by the DWM.
3 Waste Screening Procedures
In order to prevent unacceptable waste from entering the landfill, waste received at the
scalehouse entrance and waste taken to the working face is inspected by trained personnel.
These individuals are trained to spot indications of suspicious waste that include hazardous
placards or markings, liquids, powders or dusts, sludges, bright or unusual colors, drums or
commercial size containers and chemical odors. Screening procedures for visual and olfactory
characteristics of prohibited wastes are an ongoing part of the landfill operation.
3.1 Waste Receiving and Inspection
Approximately 1 percent of the landfill tonnage is selected for screening per quarter. Selected
vehicles are directed to an area separate from the working face and the vehicle is unloaded.
Waste is carefully spread using the appropriate equipment. A solid waste division employee
trained to identify unacceptable material will inspect the waste discharged at the screening site.
If unacceptable waste is found, including waste generated outside the service area, the load will
be isolated and secured. For loads in which the entire load is unacceptable, the landfill manager
will then notify officials with NCDEQ, DWM within 24 hours of the attempted disposal to inform
them of the unacceptable waste and determine the appropriate course of action. The hauler is
responsible for removing unacceptable waste from the OSR property.
3.2 Waste Screening Record Keeping Procedures
The following records are kept on-site to document all inspections:
• The date and times waste were received for inspection
• Source and type of waste
• Vehicle and driver identification
• All observations made by the inspector
• Final location of waste after inspection
Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Progression of Fill
6
4 Progression of Fill
Drawing 00C-01, provided in Appendix 1 illustrates the limits of the landfill. All phases have
been excavated to the designed base grade and certified by survey. Edge of waste markers are
installed and will be maintained throughout the 30-year post closure period.
Waste should be placed in uniform lifts that are as thin as practical and compacted to maximize
the landfill capacity. The area of the working face will vary depending on disposal demand but
should be kept as small as practical to limit the requirement for cover soil. Waste should be
placed in lifts across an area of sufficient size to provide adequate maneuvering room for
building subsequent lifts. Berms or ditches will be provided around the active face of the landfill
to control stormwater run-on and run-off. Contaminated stormwater (leachate) will be controlled
to prevent it from flowing freely into stormwater drains.
In the event of a leachate breakout, the breakout will be repaired by digging down into the waste
at the seep location, backfilling the excavation with stone and plugging the surface with clay.
Landfill personnel will document the nature and location of the breakout and enter it into the
facility’s operating record. The facility will notify the Solid Waste Section within 24 hours of any
release of leachate outside the landfill limits.
5 Worker Safety and Training
All landfill operating personnel shall receive training, safety equipment, and supervision
necessary to carry out their assigned duties.
5.1 Operations Training
The supervisor shall either be a Certified Manager of Landfill Operations (MOLO) by the Solid
Waste Association of North America (SWANA) or a Certified Landfill Operations Specialist
(LOS) by SWANA. In addition, site management will endeavor to require other employees to
become LOS.
The employees will also participate in the waste screening program in order to gain hands on
experience in determining inappropriate wastes.
5.2 Safety Equipment
All employees will be provided necessary safety equipment while on the working face of the
landfill. This may include but does not necessarily require hard hat, safety vest, safety shoes,
and safety glasses. All employees will be trained in the proper use of safety equipment.
Additionally, the City of Winston-Salem regularly offers OSHA approved safety training classes
for their employees. Fire suppression equipment and/or fire extinguishers are present on landfill
equipment. Soil stockpiles are also available for waste fires.
Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Miscellaneous Operational
7
5.3 Fires and Natural Disasters
5.3.1 Emergency Protocols
In the event of a fire or other natural disaster, all staff should follow the protocols outlined in the
Landfill Emergency Action Plan It is incorporated herein as Appendix 2.
5.3.2 Follow up Procedures
The fire department will be notified in cases of landfill fires. Verbal notification of the incident will
be giving to the DWM within 24 hours of the event, and a follow up report detailing the
suspected cause of the fire, the response taken to manage the incident, and the action(s) to be
taken to prevent the future occurrence of a fire or explosion will be mailed to the DWM within 15
days of an emergency response using the DWM Fire Occurrence Form in Appendix 2.
5.3.3 Hot Load Procedures
In the event that a hot load arrives at the landfill but not yet reached the working face, the
vehicle carrying the load will be instructed to dump the load in an isolated location away from
the active working face. Landfill equipment will smother the load with dirt or quench it with water.
If the load is discovered at the working face, the load will be pushed to the side and smothered
with soil, and vehicles will be restricted from the area until the fire is extinguished. The fire
department will be notified.
5.3.4 Open Burning
Open burning of solid waste at the landfill facility is prohibited per Rule 15A NCAC 13B .0542(i).
6 Miscellaneous Operational
6.1 Staffing
The facility will be staffed during all operating hours to ensure operational compliance. At least
one member of the landfill staff trained in landfill operations will be on duty at the site during
operating hours. Records of operator training will be kept on site.
6.2 Facility Access
The access road to the working face will be constructed for all-weather use and kept in good
working condition. Dust control and tracked mud will be controlled as needed.
Proper signage directing and informing facility users will be placed in high visibility areas. Signs
shall indicate the types of material allowed in the facility.
Unauthorized entry is prevented through the use of a fence around the landfill site perimeter and
a locked gate at the entrance.

Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Miscellaneous Operational
8

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Appendix 1 – Overall Site Plan

1
Appendix 1 – Overall Site
Plan

Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Appendix 1 – Overall Site Plan

This page intentionally left blank.

OVERALL SITE PLAN
00C-01
This page intentionally left blank.
Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Appendix 2 – Landfill Emergency Action Plan

2
Appendix 2 – Landfill
Emergency Action Plan

Winston-Salem/Forsyth County Utilities | Operations Plan: Old Salisbury Road C&D Landfill Appendix 2 – Landfill Emergency Action Plan

This page intentionally left blank.

Landfill Emergency
Action Plan
Old Salisbury Road Construction and
Demolition Landfill
Permit Amendment
Winston-Salem, North Carolina
November 2019

This page intentionally left blank.
Winston-Salem/Forsyth County Utilities | Landfill Emergency Action Plan: Old Salisbury Road C&D Landfill Contents
i
Contents
1 Purpose ................................................................................................................................. 1
2 Definitions .............................................................................................................................. 1
3 Responsible Persons ............................................................................................................. 1
4 Emergency Response Telephone Numbers .......................................................................... 1
5 Emergencies .......................................................................................................................... 2
5.1 Fires and Explosions ...................................................................................................... 2
5.2 Tornado and Hurricane ................................................................................................... 2
5.3 Evacuation ...................................................................................................................... 2
5.4 Employee Accounting ..................................................................................................... 2
5.5 Assigned Responsibilities ............................................................................................... 2
6 Emergency Telephone Procedures ....................................................................................... 3
7 Emergency Flow Chart .......................................................................................................... 4

Fire Occurrence Notification Form included

Winston-Salem/Forsyth County Utilities | Landfill Emergency Action Plan: Old Salisbury Road C&D Landfill Purpose
1
1 Purpose
The Landfill Emergency Action Plan is to provide all employees with the proper information to
protect themselves, co-workers, and the public in the event of an emergency. This plan is
designed to meet the requirements of OSHA 1910.38(a) and 1910.120.
2 Definitions
Emergencies shall include such events as serious fires, explosions, tornadoes, hurricanes, or
releases of hazardous or toxic materials. This plan will detail the appropriate emergency action
for each.
Serious fires shall be any fire which are not extinguishable by a portable fire extinguisher or a
fire within a confined space which would require entering the space to extinguish it or a fire
involving explosive or toxic materials.
Assembly Point shall be the area in which all employees gather in the event of an emergency.
3 Responsible Persons
The following person is responsible for implementing and training employees on the emergency
action plan. If employees have questions, they should contact the supervisor for their section
listed below.
Supervisor – 336-650-7659
In the case of emergency evacuation, the supervisor is responsible for accountability of his/her
employees and all visitors.
Every employee is responsible for his/her safety and for preventing job-related accidents or
injuries by complying with all workplace safety policies and related procedures.
4 Emergency Response Telephone Numbers
Contact Number
EMERGENCY (FIRE/POLICE) 911 Emergency response via City Link (Local) [phone] NC Dept. of Environment Quality (NCDEQ) [phone] NCDEQ Winston-Salem Regional Office [phone]
National Response Center 1-800-424-8802
N.C. Emergency Management [phone]
Chemtrec 1-800-262-8200
Carolinas Poison Center 1-800-222-1222
*If possible, consult your supervisor before using the numbers listed.
Winston-Salem/Forsyth County Utilities | Landfill Emergency Action Plan: Old Salisbury Road C&D Landfill Emergencies
2
5 Emergencies
5.1 Fires and Explosions
In the event of a fire or explosion, all personnel shall evacuate the area with caution. There are
no specific escape route assignments during the initial evacuation. The assembly area is the
front entrance of the landfill.
5.2 Tornado and Hurricane
In the event of a tornado or hurricane with sufficient warning, all landfill personnel shall move
with caution to the nearest secure public structure. In the event of a tornado without warning,
personnel should temporarily retreat to the nearest secure place – heavy equipment or lowest
point in a ditch.
There are no specific escape route assignments during the initial evacuation.
5.3 Evacuation
To alert other personnel on the landfill site, the highest ranking person shall notify the
employees by two-way radio.
Under no circumstances shall an employee remain in a hazardous area to operate equipment.
Evacuation is mandatory.
5.4 Employee Accounting
In the event of an emergency, the landfill supervisor(s) or in his/her absence, the senior
operator will take charge at the assembly point and account for all persons at the landfill site.
The highest ranking supervisor(s) at the assembly point will be responsible for accounting for all
persons onsite. Once everyone has been accounted for, no one may leave the assembly point
without the assembly point supervisor’s permission.
All persons should reach the assembly point within 10 minutes of the alarm. All persons
unaccounted for after this time will be assumed to be down and their names and last known
location will be provided to the fire/rescue personnel by the assembly point supervisor.
5.5 Assigned Responsibilities
In the event of an emergency evacuation, the following personnel shall have these
responsibilities:
Person discovering the emergency condition:
• Shall report the situation to 911.
• Shall take first aid kit to the assembly point.
• Report to the assembly point and begin accounting for persons on site.
• Coordinate actions with emergency response personnel; report all missing persons.
Winston-Salem/Forsyth County Utilities | Landfill Emergency Action Plan: Old Salisbury Road C&D Landfill Emergency Telephone Procedures
3
• Employees are not required to administer medical attention but may offer first aid
normally given to any accident victim. Only properly trained personnel shall attempt
rescue of an employee in a hazardous atmosphere.
• The preferred means of reporting an emergency is by telephone (i.e., call 911). The next
preferred method of reporting is by radio (i.e., call supervisor). The least preferred
method of reporting is by word of mouth. Under these conditions, no employee shall
drive for help until weather conditions are safe for transit by automobile. Then an
employee may seek help via Fire Station located on Peters Creek Parkway. In all cases,
be sure to give emergency personnel an address, phone number, injuries, if any are
known, and type of emergency (see Appendix C).
6 Emergency Telephone Procedures

1. Dial 911!!
2. Hello, my name is __________ __________, I work at the Old Salisbury Road Construction
and Demolition Landfill for the City of Winston-Salem.
3. There is a ____________________ emergency.
(Note: If the emergency is a chemical release, give the wind direction.)
4. The landfill is located at
Address: 3336 Old Salisbury Road
Phone: [phone]
5. There are __________ persons injured.

Winston-Salem/Forsyth County Utilities | Landfill Emergency Action Plan: Old Salisbury Road C&D Landfill Emergency Flow Chart
4
7 Emergency Flow Chart

Winston-Salem/Forsyth County Utilities | Landfill Emergency Action Plan: Old Salisbury Road C&D Landfill Emergency Flow Chart
5

This Landfill Emergency Action Plan approved by

Name
Title: Supervisor

Date:

HDR Engineering, Inc. of the Carolinas 440 S Church Street, Suite 1000
Charlotte, NC 28202-2075 704.338.6700 NC License F0116
hdrinc.com
© 2019 HDR, Inc., all rights reserved

HDR Engineering, Inc. of the Carolinas 440 S Church Street, Suite 1000
Charlotte, NC 28202-2075 704.338.6700 NC License F0116
hdrinc.com
© 2020 HDR, Inc., all rights reserved
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix D – Groundwater Monitoring Plan

D
Appendix D – Groundwater
Monitoring Plan

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix D – Groundwater Monitoring Plan

This page intentionally left blank.

Groundwater
Monitoring Plan
Old Salisbury Road Construction and
Demolition Landfill
Permit Amendment
Winston-Salem, North Carolina
November 2019
Revised January 2020

i

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Contents
i
Contents
1 Introduction ..........................................................................................................................1
1.1 Facility Background .......................................................................................................1
1.2 Regulatory Authority .....................................................................................................1
1.3 Geologic Characteristics ...............................................................................................1
1.3.1 Regional Geologic and Hydrogeologic Frame Work ...............................................1
1.3.2 Site Specific Topography and Drainage .................................................................2
1.3.3 Site Specific Hydrogeology ....................................................................................2
1.4 Monitoring History .........................................................................................................5
2 Monitoring Network ..............................................................................................................5
2.1 Groundwater .................................................................................................................7
2.1.1 Naming Conventions ..............................................................................................7
2.1.2 New and Replacement Wells .................................................................................7
2.1.3 Abandonment of Wells ...........................................................................................8
2.2 Surface Water ...............................................................................................................8
3 Waste Acceptability ..............................................................................................................8
4 Sampling Schedule ..............................................................................................................8
5 Sampling Procedures ...........................................................................................................8
5.1 Static Groundwater Level and Total Depth Measurements ...........................................8
5.2 Well Purging .................................................................................................................9
5.3 Field Analysis ..............................................................................................................10
5.4 Sample Withdrawal .....................................................................................................10
5.5 Equipment Decontamination .......................................................................................11
5.6 Sample Preservation and Handling .............................................................................11
5.7 Sample Containers .....................................................................................................11
5.8 Sample Preservation ...................................................................................................11
5.9 Chain of Custody Programs ........................................................................................12
5.9.1 Sample Labels .....................................................................................................12
5.9.2 Sample Seal ........................................................................................................12
5.9.3 Field Log Book .....................................................................................................13
5.9.4 Chain of Custody Record .....................................................................................13
5.9.5 Field Quality Assurance/Quality Control Sample Blanks ......................................13
5.9.6 Laboratory Quality Assurance/Quality Control ......................................................14
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Contents
ii
5.9.7 Visual Inspection ..................................................................................................14
6 Data Evaluation .................................................................................................................14
7 Data Reporting ...................................................................................................................14
7.1 Report Frequency .......................................................................................................15
7.2 Recordkeeping ............................................................................................................15

Tables
Table 1 Groundwater monitoring well details ...............................................................................6
Table 2 Sampling Schedule ........................................................................................................6
Table 3 Required containers and preservation techniques ........................................................12

Figures
Figure 1 Site Map with Sampling Locations .................................................................................3

Appendices
Appendix 1 – Relevant Site Documents
C&D Landfill Sampling Memo, July 2018
NCDEQ 1,4 Dioxane Memo, May 2018
Assessment Monitoring Approval, May 2016
Assessment Monitoring Approval, February 2014
Assessment Monitoring Request, February 2014
Guidelines for Groundwater, Soil, and Surface Water Sampling for Landfills, April 2008
Appendix 2 – Groundwater Well Details and Logs
Appendix 3 – Sample Forms
Field Data Sheet
Chain of Custody Form
Environmental Monitoring Reporting Form
EDD Template
Appendix 4 – NCDEQ Groundwater References
Environmental Monitoring Data Memo, October 2007
Addendum to October 2006 Memo, February 2007
Guidelines for Electronic Submittal, Memo October 2006
Appendix I Constituent List
Appendix II Constituent List

Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Introduction
1
1 Introduction
This Groundwater Monitoring Plan for the Old Salisbury Road Construction and Demolition
Debris (C&D) Landfill (OSR), is intended to update and replace the plan approved in April of
2015 as part of the previous permit renewal process.
1.1 Facility Background
The OSR landfill is permitted for 56 acres and is situated within a 140-acre tract north of
Friedberg Church Road and west of Old Salisbury Road in Forsyth County, North Carolina. The
site is accessed via Old Salisbury Road (State Road 3011). The Davidson County line borders
the site to the south. The location of the OSR landfill is illustrated on Figure 1.
1.2 Regulatory Authority
The site is operated under North Carolina Department of Environmental Quality (NCDEQ)
facility permit number 34-12. The facility was first issued a permit to operate on July 3, 1996 and
opened in August of the same year. The monitoring requirements for this site are addressed by
North Carolina Solid Waste Management Rule 15A NCAC 13B .0544. This plan addresses the
monitoring requirements for groundwater and surface water. Landfill gas is addressed in a
separate monitoring plan.
1.3 Geologic Characteristics
This section paraphrases the descriptions provided in the July 2003 Ground Water Monitoring
Plan and the 2003 Design Hydrogeologic Investigation Report.
1.3.1 Regional Geologic and Hydrogeologic Frame Work
According to the 1985 Geologic Map of North Carolina, OSR is located in the Charlotte belt of
the Piedmont Physiographic Province. This province contains metamorphic and igneous
plutonic rocks, which in some areas have been extensively weathered and eroded forming an
undulating and well-dissected topography. The area is underlain by granite rock, which is
commonly megacrystic to equigranular in texture.
The bedrock is typically fractured and is overlain by highly weathered bedrock called saprolite.
The saprolite varies in thickness from a few feet near bedrock outcrops to over 100 feet. The
saprolitic material retains some of the original (relict) structural features of the parent rock. The
nearer surface residual soils are formed by the in-place physical and chemical weathering of the
saprolite and usually do not retain the relict structural features.
Subsurface conditions generally consist of a veneer of topsoil underlain by residual soils,
saprolite, partially weathered rock, and fractured rock. There is generally a gradual transition
from one material type to the next with varying thickness of each.
In the Piedmont Physiographic Province, groundwater is present within the openings created by
fractures and joints within the bedrock and within the pore spaces of the overlying-saprolite. The
saprolite/bedrock aquifers are primarily recharged by precipitation in the inter-stream areas,
which infiltrates through the unsaturated zone to the water table. The depth to ground water is
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Introduction
2
generally deeper beneath uplands than beneath valleys. The water table is commonly close to
the top of bedrock and is more often than not, located within the saprolite. Groundwater moves
laterally and downward through the saprolite and bedrock toward streams, springs, and surface
water bodies. The water table surface is generally a subdued reflection of the surface
topography.
1.3.2 Site Specific Topography and Drainage
Surface drainage at the subject site is primarily controlled by a north-northwesterly trending
ridge within the property. Construction of the landfill generally mimics and replaced the natural
ridge that existed prior to the landfill. This ridge directs runoff northeast, west and southwest into
tributaries of South Fork Muddy Creek. The majority of surface runoff within this site is directed
to South Fork Muddy Creek on the north. A small area in the extreme southeasterly section of
the site appears to drain south into Miller Creek. Both the South Fork Muddy Creek and Miller
Creek flow to the west where they converge with Muddy Creek. Muddy Creek flows to the south
and converges with the Yadkin River.
1.3.3 Site Specific Hydrogeology
As documented in the Design Hydrogeological Investigation Report submitted by HDR on
December 2, 2003, the uppermost unconfined aquifer underlying the facility is comprised of
three units. The stratigraphic downward progression of the three units is saprolite transitioning
into partially weather bedrock, then competent bedrock. Ground water flow through the saprolite
and partially weathered bedrock is through the soil matrix, while groundwater flow through the
bedrock is primarily fracture flow.
The average effective porosity of the saprolite stratum is 17, while the saprolite transition zone
has an effective porosity of 25. The effective porosity of the bedrock is significantly less at 2.
The calculated hydraulic conductivity (K) for the saprolite is 0.259 feet per day (ft/day) (9.1 x 10-5
cm/sec). The calculated average hydraulic conductivity for the transition zone is 0.466 ft/day
(1.65 x 10-4 cm/sec). The calculated hydraulic conductivity of the bedrock aquifer was slower
than either the saprolite or transition zone units with a K value of 0.043 ft/day (1.5 x 10-5
cm/sec). Detailed calculations of the hydraulic conductivity, flow rates, and porosity were
provided in the 2003 Design Hydrogeological Investigation Report.
Based on historical field observations (i.e., soil boring records) and laboratory test results from
the 2003 Design Hydrogeological Investigation Report, the uppermost unconfined aquifer
beneath the facility predominantly exists within the unconsolidated saprolitic soil and transition
zone units that have been classified as micaceous silty sands and sandy silts produced by the
in-situ weathering of the granodiorite parent rock. Groundwater flow within the uppermost
aquifer is predominantly porous flow through the unconsolidated units. There is no evidence of
discrete flow patterns within the saprolite and transition zones of the uppermost aquifer resulting
from relict quartz veins, dikes, healed fractures, or strong preferential alignment of minerals (i.e.,
foliation). In general, the flow of groundwater occurs for the facility is from higher elevations
onsite to lower elevations onsite under unconfined (water table) conditions regardless of the unit
in which it resides. As such, the static water table generally mimics the topography.
This page intentionally left blank.
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Monitoring Network
5
1.4 Monitoring History
A groundwater monitoring plan was originally prepared by S&ME and submitted by HDR with
the Site Plan Application in 1995. HDR has subsequently revised this plan multiple times by
letter: August 1999, October 1999, October 2002, April 2003, July 2003, and April 2015. The
plan with the amending letters was last approved by NCDEQ in the April 2015 operating permit
amendment.
OSR is in assessment monitoring due to exceedances of groundwater quality standards, as
specified in 15 NCAC 02L .0202 (2L Standards), for benzene and tetrachloroethene (PCE)
detected in well MW-2R during 2011. On December 9, 2011, an assessment monitoring plan for
MW-2R was submitted in accordance with 15A NCAC 13B. This plan was approved with two
exceptions on January 17, 2012. The first exception required the location of MW-15 to be in the
same flow path as MW-2R; the second required all wells to be sampled for 40 CFR Part 258 –
"Appendix II List of Hazardous Inorganic and Organic Constituents" (Appendix II) constituents.
In February 2014, Winston-Salem/Forsyth County Utilities requested, and NCDEQ approved,
the following modifications to the facility’s assessment monitoring plan.
• Groundwater monitoring wells MW-1R, MW-2R, MW-4R and MW-15 will be sampled
semi-annually for Appendix I and the previously detected Appendix II constituents
• All 14 groundwater monitoring wells (including MW-1R, MW-2R, MW-4R and MW-15)
will be sampled during every other fall event (odd years) for the entire Appendix II
constituent list
• Additional Appendix II constituents detected during these events will be added to the
sampling program for subsequent semiannual events.
In January 2016, HDR recommended changes to the semi-annual sampling schedule. NCDEQ
approved sampling for additional detected parameters. The request to remove selected
parameters from the sampling schedule was denied. On May 29, 2018, NCDEQ added 1,4-
Dioxane (p-Dioxane) to the sampling plan for all wells on a semi-annual basis with a 2L
Standard of 3 µg/L.
2 Monitoring Network
The 18 ground and surface water monitoring locations are depicted on Figure 1. Groundwater
monitoring well MW-1R is located hydraulically upgradient of the landfill and is the background
well for the site. MW-6R was abandoned. Upstream surface water (SW-1) and downstream
surface water (SW-2) samples are obtained from the stream that flows east of the landfill unit.
Surface water samples (SW-3 and SW-4) are intermediate samples obtained from the drainage
channel in the vicinity of MW-2R. SW-3 is located south of the entrance road near MW-2R; SW-
4 is located on the north side of the entrance road, downstream of SW-3.
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Monitoring Network
6
Table 1 Groundwater monitoring well details

Dedicated QED micropurge pumps were installed in August 2004 to collect samples from each
of the landfill groundwater wells. The sampled locations are evaluated by the methods and for
the analytical parameters listed in the current sampling schedule. Field measurements of pH,
conductivity, redox, temperature, turbidity, dissolved oxygen, and depth to groundwater are also
collected for each well listed in the current sampling schedule. Table 2 illustrates the sampling
schedule current at the time this plan was prepared. This schedule may be updated
occasionally with written notice to and concurrence of the NCDEQ Division of Waste
Management Solid Waste Section compliance hydrogeologist.
Table 2 Sampling schedule
Method Parameter(s)* Frequency Monitoring wells Surface water
EPA 300.0 Sulfate 2x/year All All
EPA 6010 Trace Metals 2x/year All All
EPA 7470 Mercury 2x/year All All
EPA 8081
Pesticides: All Fall of odd years (2019) All None
Pesticides recently detected: 4,4'-DDD, 4,4'-DDT, Aldrin, alpha-BHC, delta-BHC, Endosulfan I, Endosulfan II, Endrin, Endrin aldehyde, Heptachlor, Heptachlor epoxide & Methoxychlor
2x/year
MW-1R, MW-2R, MW-4, MW-7, MW-10 & MW-15
None
EPA 8082 PCBs: All Fall of odd years (2019) All None
EPA 8151
Herbicides: All Fall of odd years (2019) All None
Herbicides previously detected: 2,4,5-TP (Silvex), 2,4-D 2x/year MW-1R, MW-2R, MW-4R & MW-15 None
OSR LF WELL Installed Abandoned
NC Sate Plane Northing
NC Sate Plane Easting
Well Diameter (inches)
Well Depth (below ground)
Depth: Ground to Top of Screen Screened Interval (ft)Screened Interval Geology
Top Of Casing Elevation (ft MSL)
Ground Elevation (ft MSL)
MW-1R 12/27/1995 820,411 1,622,983 2 60.0 45 15 Granitic saprolite 836.42 833.40
MW-2R 12/29/1995 820,974 1,622,722 2 23.0 8 15 Granitic saprolite 785.22 781.81MW-3R 7/7/1999 821,237 1,621,463 2 27.0 12 15 Granitic saprolite 776.60 772.90MW-4R 12/28/1995 820,435 1,621,428 2 20.0 5 15 Granitic saprolite 767.96 765.70
MW-5R 12/29/1995 820,137 1,622,130 2 32.0 17 15 Granitic saprolite 784.36 782.30
MW-7 12/28/1995 820,886 1,621,424 2 48.0 33 15 Granitic saprolite 803.66 802.10
MW-8 7/7/1999 821,930 1,621,485 2 27.0 12 15 Granitic saprolite 762.50 759.80MW-9 8/11/2004 822,311 1,621,986 2 60.0 45 15 Sand 790.28 788.04MW-10 8/10/2004 822,626 1,622,699 2 21.0 6 15 Sand 738.21 735.70
MW-11 8/10/2004 822,307 1,622,838 2 20.0 5 15 Sand 732.59 730.35
MW-12 8/9/2004 821,844 1,622,955 2 16.0 6 10 Silt 739.07 736.41MW-13 8/9/2004 821,500 1,622,915 2 20.0 5 15 Sand 751.23 749.19MW-14 8/11/2004 822,420 1,622,260 2 60.0 45 15 Sand 783.88 781.44
MW-15 4/6/2012 821,083 1,622,884 2 48.2 33.2 15 Bedrock 802.85 800.58
MW-6R 7/8/1999 8/16/2004 821,079 1,622,430 2 60.0 45 15 PWR 820.40 817.80
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Monitoring Network
7
Method Parameter(s)* Frequency Monitoring wells Surface water
EPA 8260
App I VOCs + Tetrahydrofuran 2x/year All All
Appendix II VOCs Fall of odd years (2019) All None
Appendix II VOCs recently detected: Dichlorodifluoromethane 2x/year All None
1,4-Dioxane 2x/year All All
EPA 8270
SVOCs: All Fall of odd years (2019) All None
SVOCs recently detected: Benzo(a)anthracene, Bis(2-ethylhexyl)phthalate, Chrysene Dibenz(a,h)anthracene, & Indeno(1,2,3-cd)pyrene
2x/year
MW-1R, MW-
2R, MW-4R , MW-3R & MW-15
SW-2
SM 2320B Alkalinity 2x/year All All
SM 2540C Total Dissolved Solids 2x/year All All
SM 4500 Chloride, Cyanide, Sulfide 2x/year All All
Field
Temperature, Specific conductance,
Dissolved Oxygen, Redox, Turbidity, pH 2x/year All All
Field Total well depth, static water level 2x/year All NA
*Additional Appendix II constituents detected during the full Appendix II events will be added to the sampling program for subsequent semiannual events
2.1 Groundwater
2.1.1 Naming Conventions
New wells will be labeled sequentially based on the installation date; however, if several wells
are installed during the same mobilization they may be labeled in the order of the plan. All
groundwater wells will be labeled “MW-##” where the ## is the next available number. A suffix of
“R#” will be added for replacement wells, where # is the sequence of replacement. The use of R
and R1 will be considered synonymous.
2.1.2 New and Replacement Wells
New and replacement monitoring wells will be added to the system as needed and will be
installed per NCDEQ requirements and Rule 15A NCAC 2C. Well labels shall include all
pertinent construction data including name, date and depth. New wells will be sampled on the
same schedule as existing wells.
A well will be considered a replacement well if the original well is or will be abandoned and the
well will be located in the same vicinity as the well it is replacing. Formerly, the location of the
replacement well was not a criterion for labeling the well as a replacement and wells that were
not in the same vicinity have been labeled as replacement wells. Whenever possible,
replacement wells will be installed before abandonment of the well to be replaced, so that
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Waste Acceptability
8
samples and measurements may be obtained for comparison purposes. Otherwise a well will be
considered new.
2.1.3 Abandonment of Wells
All damaged or replaced wells shall be abandoned in accordance with NCDEQ requirements for
well abandonment and Rule 15A NCAC 02C .0113.
2.2 Surface Water
The surface water system currently consists of one upstream point (SW-1) and three downstream
points (SW-2, SW-3 and SW-4). Upstream surface water and downstream surface water samples
are obtained from the adjacent stream to the east. Surface water samples (SW-3 and SW-4) were
obtained from the drainage channel in the vicinity of MW-2R. SW-3 is located south of the entrance
road near MW-2R; SW-4 is located on the north side of the entrance road, downstream of SW-3.
3 Waste Acceptability
Waste acceptability is addressed in the Permit Application’s Operations Plan (Appendix C).
Please refer to Sections 2 Standard Operating Procedures and 3 Waste Screening Procedures
of the Operations Plan for further information.
4 Sampling Schedule
Data will be collected from the 14 on-site groundwater wells and four surface water sampling
locations. Table 2 provides a list of the sample locations and the sample frequency for the
associated analytical parameters. The sampling schedule is based on the solid waste list of
regulated parameters. The monitoring wells and surface water sampling locations listed in Table
1 will be sampled semi-annually.
5 Sampling Procedures
The NCDEQ Guidelines for Groundwater, Soil, and Surface Water Sampling will be strictly
followed during field sampling events. These guidelines are found in Appendix 1.
5.1 Static Groundwater Level and Total Depth Measurements
The depth from the top of the polyvinyl chloride (PVC) casing to groundwater is measured to the
nearest 0.01 foot prior to purging each well. This depth to water, when subtracted from the
reference datum, provides a groundwater surface elevation.
Record a complete set of water-level measurements within a 24-hour period for use in
generating a potentiometric surface map. Water level measurements should also be recorded
immediately prior to purging, along with a measurement of the total well depth. This data is
required to determine the current hydraulic surface, to calculate the volume of water to be
purged, and to check well integrity. All measurements are to be made in reference to the
surveyed reference notch made on the top of the PVC well casing (TOC), and are recorded in
the field log book to the nearest 1/100th of a foot. In order to avoid any possibility of well
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Sampling Procedures
9
cross-contamination, the water level indicator probe will be rinsed with a laboratory-grade,
phosphate-free detergent, rinsed with tap water, and then finally rinsed with deionized water
after each well is measured.
Perform the measurement to static groundwater will be performed using an electronic water
level indicator. Electronic water level indicators generally consist of a probe attached to a spool
of dual conductor wire and an indicator. When the probe is lowered into the well and comes into
contact with the water, it completes the circuit and registers the contact and will light and/or
sound.
Total well depth should be determined for each sampling event by lowering a water level
indicator probe until the weighted end is felt to be on the bottom. The total depth can then be
read off the indicator cable.
5.2 Well Purging
Purging and sample collections activities will begin at the background well(s) and generally
progress from the upgradient areas to the downgradient areas and from wells that are the least
impacted to those that are the most impacted.
Purge each well will be purged to remove any stagnant water that may not be representative of
actual groundwater quality prior to sampling. Purging three well volumes is generally adequate
to reach a stabilized condition as described below. A well volume can be calculated by the
following formula. 𝑉𝑉=7.48052𝜋𝜋ℎ�𝐷𝐷2�2

Where: V = volume of water (gallons) 7.48052 = the number of gallons in 1 cubic foot π = 3.14159 h = height of water column (feet) D = inside diameter of pipe (feet) Wells that are purged dry shall be allowed to recover sufficiently to allow complete sampling of
the required parameters, using the protocol outlined below. The stability of temperature, specific
conductance, and pH will be checked immediately after well recovery against the previous
indicator parameter measurements.
No smoking, use of insect repellents, or the running of motor vehicles should occur in the
immediate vicinity during purging or sampling.
Decontaminate all purging/sampling equipment prior to placement into each well and handle in
a manner to prevent interwell contamination. Equipment shall not be placed in contact with
unclean surfaces. Do not place sample bottles and field instrumentation directly on the ground
surface. Place plastic sheeting on the ground around the well casing to reduce the possibility of
contamination. Samplers shall wear a clean pair of new, disposable gloves each time a different
well is sampled, and gloves will be donned immediately prior to purging and shall be changed
prior to sampling, if necessary.
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Sampling Procedures
10
Purge water from wells with contaminant levels greater than 10 times the maximum contaminant
level (MCL), based on the previous sampling event, will be containerized for disposal at a
wastewater treatment plant (WWTP). Purge water from other wells shall be disposed of
upgradient of the wells being sampled or to a WWTP.
5.3 Field Analysis
Perform the field analyses by using field test meters that are calibrated prior to beginning well
purging, following the calibration procedures specified for each instrument. Carry out calibration
for the pH/temp meter using standard buffer solutions (pH 7 and pH 4) and a laboratory
thermometer. Calibrate the conductivity meter to two standards. The standards shall bracket the
average conductivity expected for the landfill, once the site’s average conductivity has been
determined. Measure Redox reduction–oxidation reaction (redox) and turbidity at each well.
Field analysis will be performed throughout the well purging process to determine temperature
(°C), pH, and specific conductivity (µmhos/cm) as indicators of groundwater quality stabilization.
Water stabilization is achieved when specific conductance and temperature variance is within
±10 percent on three successive measurements and pH variance is within ±0.2 SU over three
successive measurements. Turbidity should be less than 5 NTU or within ±10 percent on three
successive measurements. Redox should be ±10 percent on three successive measurements
and ORP oxidation-reduction potential should be ± 10 millivolts on three successive
measurements.
Sample field data sheets are provided in Groundwater Monitoring Plan Appendix D43.
5.4 Sample Withdrawal
Use a variable speed micro-purge pump to evacuate groundwater from each well until
stabilization of measured field parameters (pH, conductivity, redox, temperature, turbidity, and
dissolved oxygen) has occurred. Following completion of purging activities, sample the wells
using the same pump and record field parameters (pH, specific conductance, redox, turbidity,
dissolved oxygen, and temperature) on field sampling logs. Copies of these logs are provided in
Appendix D2.
Pumping rates should not exceed 500 mL/minute. Sample collection will be performed in a
manner to ensure that agitation and aeration of the groundwater will be minimized. Fill the
containers in the following sequence of decreasing volatility: volatile organics, metals, chloride,
nitrate, pH, and specific conductivity. Place the samples directly into the appropriately prepared
container, as supplied by the laboratory.
Collect sufficient sample volume to perform all required analyses and to provide for quality
control samples. Do not overfill sample bottles containing preservatives. Consult the laboratory
scheduled to perform the analysis prior to the sampling event to confirm volume and analysis
requirements.
Fill all preserved samples to nearly full, only so as not to flush the preservative from the bottle.
Gently fill volatile organic compound (VOC) vials gently to near the top, and then fill the
remainder of the vial by placing a small amount of the groundwater into the vial cap and
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Sampling Procedures
11
transferring this water to the sample vial until a convex meniscus is formed. Once the cap is
placed onto the vial, the sample will be inverted and lightly tapped by hand to verify that air
bubbles are not present. Immediately place the samples on ice for transport to the laboratory.
5.5 Equipment Decontamination
Decontaminate the non-dedicated down hole equipment prior to use or reuse. Decontaminate
water level meters and other auxiliary equipment should be decontaminated using a laboratory-
grade, phosphate-free detergent, rinsed with tap water, and a final rinse with deionized water.
Decontamination solutions are prepared and transported to the field for cleaning the sampling
equipment. The decontamination procedure for sampling equipment includes the following
steps.
Clean equipment will be cleaned with dilute laboratory-grade phosphate-free detergent and tap
water using a brush to remove particulate matter and surface films.
1. Rinse with tap water.
2. Rinse with a 10 percent nitric acid solution.
3. Rinse thoroughly with deionized water.
4. Rinse twice with isopropanol.
5. Rinse thoroughly with organic-free water and air dry.
6. If organic-free water is not available, allow equipment to air dry, do not rinse again with
deionized or distilled water.
7. Wrap equipment with aluminum foil (shiny side out), if appropriate, to prevent
contamination during storage or transportation.
5.6 Sample Preservation and Handling
This section addresses the preservation methods and handling of samples.
5.7 Sample Containers
Use sample containers supplied by the contracted laboratory based on the analyses required.
Take care to prevent contamination of the containers in the field.
5.8 Sample Preservation
Field preservation of samples is generally accomplished by pH control, the addition of
chemicals, temperature control, and protection from light. Sample containers are received from
the laboratory pre-labeled with the analysis to be performed and with preservatives added as
necessary. Once properly capped, the container is inverted once to mix the preservative and
sample. The containers are then securely packed into an insulated cooler with ice packs. Upon
completion of the sampling event, the containers are transported to the laboratory for analysis in
the most efficient manner. Overnight delivery services are typically employed to transport
samples to the laboratory. The laboratory shall be certified by the state of North Carolina.
Maximum holding times prior to analyses can be found in Table 3.
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Sampling Procedures
12
Table 3 Required containers and preservation techniques
Constituent Type of
containers(1)
Preservative Maximum
holding time
Ammonia (as N) P, G Cool 4°C; H2SO4 to pH <2 28 Days Bicarbonate P, G None 14 Days Calcium (EPA 6010) P, G HNO3 to pH <2 6 Months Chloride P None 28 Days Fluoride P None 28 Days Iron P, G HNO3 to pH <2 6 Months Magnesium P, G HNO3 to pH <2 6 Months Nitrate (as N) T, P, G Cool 4°C 48 Hours Potassium (EPA 6010) P, G HNO3 to pH <2 6 Months Sodium P, G HNO3 to pH <2 6 Months Sulfate P Cool 4°C 28 Days BOD P Cool 4°C 48 Hours TOC G Cool 4°C, HCL to pH <2 28 Days Arsenic P, G HNO3 to pH <2 6 Months Barium P, G HNO3 to pH <2 6 Months Cadmium P, G HNO3 to pH <2 6 Months Chromium P, G HNO3 to pH <2 6 Months Lead P, G HNO3 to pH <2 6 Months Nickel P, G HNO3 to pH <2 6 Months Mercury P, G HNO3 to pH <2 28 Days Selenium P, G HNO3 to pH <2 6 Months Silver P, G HNO3 to pH <2 6 Months Zinc P, G HNO3 to pH <2 6 Months Cyanide P Sodium Hydroxide pH >12 Cool 4°C 14 Days Volatile Organics G, T-lined 1+1 HCL, pH <2, Cool 4°C 14 Days
(1) P – Polyethylene; G – Glass; T - Fluorocarbon Resins (PTFE, Teflon, REP, FFA, etc.)
5.9 Chain of Custody Programs
The chain of custody program has been developed to provide for tracking of individual samples
from the time of the field sampling event through laboratory analysis. Items included in the chain
of custody program are: sample labels, sample seals, field log book, and chain of custody
record.
5.9.1 Sample Labels
Each sample container is affixed with a durable label which will be filled out using a waterproof
pen or marker. Information to be shown on the label includes, but is not limited to, the following.
• Sample number
• Date and time of collection
• Location
• Name of collector
• Parameter to be analyzed
• Type of preservative
5.9.2 Sample Seal
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Sampling Procedures
13
To ensure that samples have not been disturbed during shipment, a seal will be placed on
individual containers or the entire package.
5.9.3 Field Log Book
All observations and field activities will be recorded in a project-dedicated log book or on field
sheets, which are placed into the project files. Field personnel, date, time, weather, results of in
field analysis, and other pertinent data shall be recorded.
5.9.4 Chain of Custody Record
Each sample will be documented on a chain of custody record; a sample form is provided in
Appendix D43. The form is to be completed in black or blue (reproducible) ink. The following
information shall be recorded.
• Project number.
• Project name.
• All samplers' signatures in the designated block.
• The sampling station number, date, and time of sample collection, grab or composite
sample designation, and a brief description of the type of sample and the sampling
location are included on each line (no more than one sample is included on each line of
the sample record).
• The total number of sample containers is given in the indicated space for each sampling
location medium. The total number of individual containers is also given for each type of
analysis under the indicated medium or miscellaneous columns. The type of container
and required analyses is circled as indicated on the record.
• The tag numbers for each sample and any needed remarks are supplied in the indicated
column.
• The remarks column at the bottom of the form is used to record airbill numbers or
registered or certified mail serial numbers or other pertinent information as needed.
• The field investigator and subsequent transferee(s) documents the transfer of the
samples listed on the record in the space provided at the bottom of the record. One of
the samplers documented under the sampler(s) section of the record is the person that
originally relinquished the samples. Usually, the last person receiving the samples or
evidence is a laboratory sample custodian or other evidence clerk.
The chain of custody record is a serialized document. Once the record is completed, it is
maintained in the project file. A completed copy of the chain of custody record is submitted to
NC DENR NCDEQ along with the analytical reports during each routine reporting period.
5.9.5 Field Quality Assurance/Quality Control Sample Blanks
To demonstrate the quality of the laboratory data, quality control (QC) samples are collected.
DUPLICATE
A duplicate sample shall be obtained from a different well for each event. The associated well ID
will be noted on the field logs. The sample will only be identified on the chain of custody record
and jar labels as “Duplicate”.
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Data Evaluation
14
TRIP BLANK
At least one trip blank will be included for each VOC sampling event. The trip blank is prepared
by the contracted laboratory by filling one container with deionized water. This container is then
transported to the sampling site and handled as if it were a collected sample.
EQUIPMENT BLANK
At least one equipment (rinsate) blank shall be collected for each sampling event that requires
field decontamination. The blank shall be collected from the equipment after use on a
contaminated well. The equipment blank is prepared by filling the decontaminated sampling
device with deionized water and then transferring it to an appropriate sample container. This
container is then handled in the same manner as other samples. Equipment decontaminated in
both the field and the office will be utilized as candidates for equipment blanks.
FIELD BLANK
A field blank will be collected in the event that weather or environmental conditions are unstable
in the vicinity of the well while it is being sampled (i.e., heavy winds, rain, dust, and heavy
equipment operation).
5.9.6 Laboratory Quality Assurance/Quality Control
The contracted laboratory is given the flexibility to use any QA/QC program appropriate for the
specified analysis. The laboratory shall provide verification of this program’s use with the results
of the sample analyses. A North Carolina certified groundwater laboratory shall perform the
required testing.
5.9.7 Visual Inspection
A visual inspection of the wells will be conducted in conjunction with the monitoring events. The
inspection schedule will increase with any increases in the monitoring schedule. Any
abnormalities regarding the condition of the well will be noted on the field log and immediately
addressed. The following elements will be inspected.
• Well label.
• Condition of protective cover, concrete pad, and lock.
• Well depth.
• Well surroundings including access roads, standing water, and vegetation.
6 Data Evaluation
Groundwater data will be evaluated graphically for consistency with previous results. If
inconsistencies are observed, the site will begin assessment activities as defined in 15NA
NCAC 13B .0545, otherwise the data will be reported and the site will continue in detection
monitoring.
7 Data Reporting
Data collected as a result of implementation of this plan shall be submitted to NCDEQ
electronically. The laboratory analysis output shall be provided in NCDEQ’s electronic data
deliverable (EDD) format. Details of the EDD format and other documents related to reporting
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Data Reporting
15
requirements are provided in Appendix 4. An interpretation of the results shall be included in the
reports.
The reports shall be sent to:
NCDEQ Environmental Compliance Solid Waste Section 1646 Mail Service Center Raleigh, NC 27699-1646
7.1 Report Frequency
The semiannual monitoring report should include methane sampling, groundwater sampling and
analysis results since the last report. The report shall include recommendations for any changes
that should be made to this monitoring plan. This report shall be submitted twice a year, within
120 days of sample collection per 15A NCAC 13B.0544 and the C&D Landfill Sampling Memo
dated July 13, 2018 in Appendix 1.
7.2 Recordkeeping
OSR shall retain monitoring reports, records and supporting documentation in the facility
operating record throughout the post-closure period. These records will be made available for
review by NCDEQ personnel on request. Documentation of any contingency plan actions will
also be kept in the operating record.

Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Data Reporting
16

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 1 – Relevant Site Documents

1
Appendix 1 – Relevant Site Documents
C&D Landfill Sampling Memo, July 2018
NCDEQ 1,4 Dioxane Memo, May 2018
Assessment Monitoring Approval, May 2016
Assessment Monitoring Approval, February 2014
Assessment Monitoring Request, February 2014
Guidelines for Groundwater, Soil, and Surface
Water Sampling for Landfills, April 2008

Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 1 – Relevant Site Documents

This page intentionally left blank.

July 13, 2018
MEMORANDUM

To: Solid Waste Directors and Landfill Owners/Operators

From: Ed Mussler, Section Chief
North Carolina Division of Waste Management, Solid Waste Section

Re: Annual Detection Monitoring at Construction and Demolition Landfills

The purpose of this memorandum is to inform Construction and Demolition Landfill (CDLF)
owners and operators of Session Law 2018-65, House Bill 573 approved on June 25, 2018 which
allows for annual groundwater monitoring frequency at CDLF facilities permitted under 15A
NCAC 13B .0544 rules. An excerpt of the bill is provided below and the entire bill can be viewed
at the below link.

https://www.ncleg.net/Sessions/2017/Bills/House/PDF/H573v5.pdf

“SECTION 5.(c) Implementation. – Notwithstanding sub-subdivision (b)(1)(D) of the
Monitoring Plans and Requirements for C&DLF Facilities Rule, the Commission shall not
require semiannual monitoring frequency for required groundwater sampling but shall only
require such sampling on an annual basis”

For the purpose of clarification, the Solid Waste Section (SWS) presents the following
assertions.

• The above applies to active and closed “stand alone” CDLF facilities and CDLF units at
Municipal Solid Waste Facilities where monitoring can be done separately; and excludes
CDLF over MSWLF facilities.

• Annual sampling frequency is only allowed for those CDLF facilities in detection
monitoring. The sampling frequency at CDLF facilities conducting assessment or
corrective action activities shall be on at least a semi-annual basis or according to the CDLF
facility’s approved Assessment or Corrective Action Work Plan. CDLF facilities with

documented groundwater protection standard exceedances that have not initiated
assessment or corrective action should also conduct semi-annual groundwater monitoring.

• Annual basis shall be perceived as a calendar year meaning January 1st to December 31st.
CDLF owners and operators should communicate with their respective assigned SWS
hydrogeologist to determine the appropriate season for sampling (i.e. spring or fall).

• Due to possible changes in prescribed site-specific sampling seasons and/or the potential
for assessment activities, the SWS recommends CDLF owners and operators to continue
to budget for semiannual groundwater sampling each fiscal year.

• Water Quality Monitoring Plans (WQMP) at active CDLF facilities do not need to be
amended at this time. Appropriate amendments to the WQMP can be completed during
the next permit modification or permit renewal process at each active CDLF facility. For
closed CDLF facilities owners and operators should communicate with their respective
assigned SWS hydrogeologist to determine the appropriate WQMP modifications, if
warranted.

If you have any questions, please contact your Solid Waste Section hydrogeologist assigned to
your facility using the below link.

https://files.nc.gov/ncdeq/Waste%20Management/DWM/SW/EnvMonitoring_StaffContactInfor
mation.pdf

Thank you for your cooperation in this matter.

May 29, 2018
MEMORANDUM

To: Solid Waste Directors, Landfill Owners/Operators, and North Carolina Certified
Laboratories

From: Ed Mussler, Section Chief
North Carolina Division of Waste Management, Solid Waste Section

Re: 1,4-Dioxane Analysis, Solid Waste Section Limits, and Laboratory Analytical
Methods

1,4-Dioxane Sampling

In accordance with 15A NCAC 13B .0601, .0544, and .1632, the Solid Waste Section (Section) is
requiring that all groundwater and surface water samples collected at landfills after July 1, 2018
be analyzed for the constituent 1,4-Dioxane. It is primarily used as a stabilizer for chlorinated
solvents, however also used in many products including paint strippers, dyes, greases, varnishes
and waxes. Additionally, it is found in a variety of consumer products such as detergents,
shampoos, deodorants, and cosmetics. The current 15A NCAC 02L .0202 Standard for 1,4-
Dioxane is 3.0 µg/l. Due to the potential health hazards associated with 1,4-Dioxane, the Section
has determined that all landfills should begin analyzing groundwater and surface water samples
for 1,4-Dioxane to ensure protection of human health and the environment. A USEPA Technical
Fact Sheet for 1,4-Dioxane is provided in Appendix A of this Memorandum.

Solid Waste Section Limits & Laboratory Analytical Methods

In 2006, the Solid Waste Section made a policy decision to develop and use Solid Waste Section
Limits (SWSLs). The purpose for this policy decision was to ensure that low level analytical data
was consistently being reported for the purpose of making the correct choices when designing site
remediation strategies, alerting the public to health threats, and protecting the environment from
toxic contaminants. Over the past 12 years, technologies have advanced such that the majority of
the SWSLs are outdated. Given the rapid pace of technology, the need for the Section to attempt
to continuously update and/or maintain the SWSLs is not warranted.

Although the use of the SWSLs will be discontinued, facilities should choose EPA approved
analytical methods sufficiently sensitive to quantify the presence of a pollutant at or below
applicable standards. Consistently achieving low level data is key for the continued purpose of
making the correct choices when designing site remediation strategies, alerting the public to health
threats, and protecting the environment from toxic contaminants. Facilities should communicate
and coordinate with their analytical laboratory(s) to use sufficiently sensitive analytical methods
to achieve analytical results with detection limits below the applicable groundwater standards and
surface water standards. For guidance purposes, the Section recommends the use of the following
analytical methods for groundwater and surface water samples.

Volatile Organic Compounds SW 846 Method 8260
1,4-Dioxane SW 846 Method 8260 SIM
SW 846 Method 8270 SIM
Semi-Volatile Organic
Compounds
SW 846 Method 8270
Metals, Pesticides, PCBs,
Dioxins, Cyanide,
Formaldehyde, and any other
constituents not covered by
above methods
SW 846 Methods, USEPA
methods, or method published
in Standard Methods for the
Examination of Water and
Wastewater having the lowest
detection limits or having
detection limits below
applicable standards
Notes:
• The analytical methods should be the most recent versions of the analytical methods
tabulated above. For SW- 846 Methods, the latest edition of SW-846, including any
subsequent updates which have been incorporated into the edition, must be used. Sampling
must be planned so that required holding times for analytical methods are met.

• Select Ion Monitoring (SIM) is recommended when analyzing for 1,4-Dioxane in order to
achieve applicable detection limits. SIM may be useful for other VOCs/SVOC constituents.

• SW-846 Method 1610 does not have detection limits below the 15A NCAC 2L standards
for all of the hazardous substance list metals.

• The Section considers “J” flag values valid and relevant in the decision making process
and hence all “J” flag values should be reported.

If you have any questions, please contact Adam Ulishney at [phone] or via email at
[e-mail]. Thank you for your cooperation in this matter.

APPENDIX A

United States Office of Solid Waste and EPA 505-F-14-011
Environmental Protection Agency Emergency Response (5106P) January 2014
1
At a Glance
 Flammable liquid and a fire
hazard. Potentially explosive if
exposed to light or air.
 Found at many federal facilities
because of its widespread use
as a stabilizer in certain
chlorinated solvents, paint
strippers, greases and waxes.
 Short-lived in the atmosphere,
may leach readily from soil to
groundwater, migrates rapidly
in groundwater and is relatively
resistant to biodegradation in
the subsurface.
 Classified by the EPA as “likely
to be carcinogenic to humans”
by all routes of exposure.
 Short-term exposure may
cause eye, nose and throat
irritation; long-term exposure
may cause kidney and liver
damage.
 No federal maximum
contaminant level (MCL) has
been established for
1,4-dioxane in drinking water.
 Federal screening levels, state
health-based drinking water
guidance values and federal
occupational exposure limits
have been established.
 Modifications to existing
sample preparation procedures
may be required to achieve the
increased sensitivity needed for
detection of 1,4-dioxane.
 Common treatment
technologies include advanced
oxidation processes and
bioremediation.
Technical Fact Sheet – 1,4-Dioxane
January 2014
Introduction
This fact sheet, developed by the U.S. Environmental Protection Agency
(EPA) Federal Facilities Restoration and Reuse Office (FFRRO), provides a
summary of the contaminant 1,4-dioxane, including physical and chemical
properties; environmental and health impacts; existing federal and state
guidelines; detection and treatment methods; and additional sources of
information. This fact sheet is intended for use by site managers who may
address 1,4-dioxane at cleanup sites or in drinking water supplies and for
those in a position to consider whether 1,4-dioxane should be added to the
analytical suite for site investigations.
1,4-Dioxane is a likely human carcinogen and has been found in
groundwater at sites throughout the United States. The physical and
chemical properties and behavior of 1,4-dioxane create challenges for its
characterization and treatment. It is highly mobile and has not been shown
to readily biodegrade in the environment.
What is 1,4-dioxane?
 1,4-Dioxane is a synthetic industrial chemical that is completely miscible
in water (EPA 2006).
 Synonyms include dioxane, dioxan, p-dioxane, diethylene dioxide,
diethylene oxide, diethylene ether and glycol ethylene ether
(EPA 2006; Mohr 2001).
 1,4-Dioxane is unstable at elevated temperatures and pressures and
may form explosive mixtures with prolonged exposure to light or air
(DHHS 2011; HSDB 2011).
 1,4-Dioxane is a likely contaminant at many sites contaminated with
certain chlorinated solvents (particularly 1,1,1-trichloroethane [TCA])
because of its widespread use as a stabilizer for chlorinated solvents
(EPA 2013a; Mohr 2001)
 It is used as: a stabilizer for chlorinated solvents such as TCA; a solvent
for impregnating cellulose acetate membrane filters; a wetting and
dispersing agent in textile processes; and a laboratory cryoscopic solvent
for molecular mass determinations (ATSDR 2012; DHHS 2011; EPA
2006).
 It is used in many products, including paint strippers, dyes, greases,
varnishes and waxes. 1,4-Dioxane is also found as an impurity in
antifreeze and aircraft deicing fluids and in some consumer products
(deodorants, shampoos and cosmetics) (ATSDR 2012; EPA 2006; Mohr
2001).
TECHNICAL FACT SHEET – 1,4-DIOXANE
Disclaimer: The U.S. EPA prepared this fact sheet from publically-available
sources; additional information can be obtained from the source documents. This
fact sheet is not intended to be used as a primary source of information and is not
intended, nor can it be relied upon, to create any rights enforceable by any party
in litigation with the United States. Mention of trade names or commercial
products does not constitute endorsement or recommendation for use.

2
Technical Fact Sheet – 1,4-Dioxane
What is 1,4-dioxane? (continued)
 1,4-Dioxane is used as a purifying agent in the
manufacture of pharmaceuticals and is a by-
product in the manufacture of polyethylene
terephthalate (PET) plastic (Mohr 2001).
 Traces of 1,4-dioxane may be present in some
food supplements, food containing residues from
packaging adhesives or on food crops treated with
pesticides that contain 1,4-dioxane as a solvent or
inert ingredient (ATSDR 2012; DHHS 2011).

Exhibit 1: Physical and Chemical Properties of 1,4-Dioxane
(ATSDR 2012; Howard 1990; HSDB 2011)
Property Value
Chemical Abstracts Service (CAS) Number 123-91-1
Physical Description (physical state at room temperature) Clear, flammable liquid with a faint, pleasant
odor
Molecular weight (g/mol) 88.11
Water solubility Miscible
Melting point (oC) 11.8
Boiling point (oC) at 760 mm Hg 101.1 oC
Vapor pressure at 25oC (mm Hg) 38.1
Specific gravity 1.033
Octanol-water partition coefficient (log Kow) -0.27
Organic carbon partition coefficient (log Koc) 1.23
Henry’s law constant at 25 oC (atm-m3/mol) 4.80 X 10-6
Abbreviations: g/mol – grams per mole; oC – degrees Celsius; mm Hg – millimeters of mercury;
atm-m3/mol – atmosphere-cubic meters per mole.
What are the environmental impacts of 1,4-dioxane?
 1,4-Dioxane is released into the environment
during its production, the processing of other
chemicals, its use and its generation as an
impurity during the manufacture of some
consumer products. It is typically found at some
solvent release sites and PET manufacturing
facilities (ATSDR 2012; Mohr 2001).
 It is short-lived in the atmosphere, with an
estimated 1- to 3-day half-life as a result of its
reaction with photochemically produced hydroxyl
radicals (ATSDR 2012; DHHS 2011). Breakdown
products include aldehydes and ketones (Graedel
1986).
 It may migrate rapidly in groundwater, ahead of
other contaminants and does not volatilize rapidly
from surface water bodies (DHHS 2011; EPA
2006).
 Migration to groundwater is weakly retarded by
sorption of 1,4-dioxane to soil particles; it is
expected to move rapidly from soil to groundwater
(EPA 2006; ATSDR 2012).
 It is relatively resistant to biodegradation in water
and soil and does not bioconcentrate in the food
chain (ATSDR 2012; Mohr 2001).
 As of 2007, 1,4-dioxane had been identified at
more than 31 sites on the EPA National Priorities
List (NPL); it may be present (but samples were
not analyzed for it) at many other sites (HazDat
2007).
What are the routes of exposure and the health effects of 1,4-dioxane?
 Potential exposure could occur during production
and use of 1,4-dioxane as a stabilizer or solvent
(DHHS 2011).
 Exposure may occur through inhalation of vapors,
ingestion of contaminated food and water or
dermal contact (ATSDR 2012; DHHS 2011).
 Inhalation is the most common route of human
exposure, and workers at industrial sites are at
greatest risk of repeated inhalation exposure
(ATSDR 2012; DHHS 2011).

3
Technical Fact Sheet – 1,4-Dioxane
What are the routes of exposure and the health effects of 1,4-dioxane?
(continued)
 1,4-Dioxane is readily adsorbed through the
lungs and gastrointestinal tract. Some
1,4-dioxane may also pass through the skin, but
studies indicate that much of it will evaporate
before it is absorbed. Distribution is rapid and
uniform in the lung, liver, kidney, spleen, colon
and skeletal muscle tissue (ATSDR 2012).
 Short-term exposure to high levels of 1,4-
dioxane may result in nausea, drowsiness,
headache, and irritation of the eyes, nose and
throat (ATSDR 2012; EPA 2013b; NIOSH 2010).
 Chronic exposure may result in dermatitis,
eczema, drying and cracking of skin and liver
and kidney damage (ATSDR 2012; HSDB
2011).
 1,4-Dioxane is weakly genotoxic and
reproductive effects in humans are unknown;
however, a developmental study on rats
indicated that 1,4-dioxane may be slightly toxic
to the developing fetus (ATSDR 2012; Giavini
and others 1985).
 Animal studies showed increased incidences of
nasal cavity, liver and gall bladder tumors after
exposure to 1,4-dioxane (DHHS 2011; EPA IRIS
2013).
 EPA has classified 1,4-dioxane as “likely to be
carcinogenic to humans” by all routes of
exposure (EPA IRIS 2013).
 The U.S. Department of Health and Human
Services states that 1,4-dioxane is reasonably
anticipated to be a human carcinogen based on
sufficient evidence of carcinogenicity from
studies in experimental animals (DHHS 2011).
 The American Conference of Governmental
Industrial Hygienists (ACGIH) has classified
1,4-dioxane as a Group A3 carcinogen —
confirmed animal carcinogen with unknown
relevance to humans (ACGIH 2011).
 The National Institute for Occupational Safety
and Health (NIOSH) considers 1,4-dioxane a
potential occupational carcinogen (NIOSH
2010).
Are there any federal and state guidelines and health standards for
1,4-dioxane?
 Federal and State Standards and Guidelines:
 EPA’s Integrated Risk Information System
(IRIS) database includes a chronic oral
reference dose (RfD) of 0.03 milligrams per
kilogram per day (mg/kg/day) based on liver
and kidney toxicity in animals and a chronic
inhalation reference dose (RfC) of 0.03
milligrams per cubic meter (mg/m3) based
on atrophy and respiratory metaplasia inside
the nasal cavity of animals (EPA IRIS 2013).
 The Agency for Toxic Substances and
Disease Registry (ATSDR) has established
minimal risk levels (MRLs) for inhalation
exposure to 1,4-dioxane : 2 parts per million
(ppm) for acute-duration (14 days or less)
inhalation exposure; 0.2 ppm for
intermediate-duration (15 to 364 days)
inhalation exposure; and 0.03 ppm for
chronic-duration (365 days or more)
inhalation exposure (ATSDR 2012).
 Oral exposure MRLs have been identified as
5 mg/kg/day for acute-duration oral
exposure; 0.5 mg/kg/day for intermediate-
duration oral exposure; and 0.1 mg/kg/day
for chronic-duration oral exposure (ATSDR
2012).
 The cancer risk assessment for 1,4-dioxane
is based on an oral slope factor of 0.1
mg/kg/day and the drinking water unit risk is
2.9 x 10-6 micrograms per liter (µg/L) (EPA
IRIS 2013).
 EPA risk assessments indicate that the
drinking water concentration representing a
1 x 10-6 cancer risk level for 1,4-dioxane is
0.35 µg/L (EPA IRIS 2013).
 1,4-Dioxane may be regulated as hazardous
waste when waste is generated through use
as a solvent stabilizer (EPA 1996b).
 No federal maximum contaminant level
(MCL) for drinking water has been
established; however, an MCL is not
necessary to determine a cleanup level
(EPA 2012).
 1,4-Dioxane was included on the third
drinking water contaminant candidate list,
which is a list of unregulated contaminants
that are known to, or anticipated to, occur in
public water systems and may require
regulation under the Safe Drinking Water
Act (EPA 2009).

4
Technical Fact Sheet – 1,4-Dioxane
Are there any federal and state guidelines and health standards for
1,4-dioxane? (continued)
 Federal and State Standards and Guidelines
(continued):
 The EPA has established drinking water
health advisories for 1,4-dioxane, which are
drinking water-specific risk level
concentrations for cancer (10-4 cancer risk)
and concentrations of drinking water
contaminants at which noncancer adverse
health effects are not anticipated to occur over
specific exposure durations. The EPA
established a 1-day health advisory of 4.0
milligrams per liter (mg/L) and a 10-day health
advisory of 0.4 mg/L for 1,4-dioxane in
drinking water for a 10-kilogram child. EPA
also established a lifetime health advisory of
0.2 mg/L for 1,4-dioxane in drinking water
(EPA 2012).
 The EPA’s drinking water equivalent level for
1,4-dioxane is 1 mg/L (EPA 2012).
 EPA has calculated a screening level of 0.67
µg/L for 1,4-dioxane in tap water, based on a
1 in 10-6 lifetime excess cancer risk (EPA
2013c). 1, 2
 EPA has calculated a residential soil
screening level (SSL) of 4.9 milligrams per
kilogram (mg/kg) and an industrial SSL of 17
mg/kg. The soil-to-groundwater risk-based
SSL is 1.4 x10-4 mg/kg (EPA 2013c).
 EPA has also calculated a residential air
screening level of 0.49 micrograms per cubic
meter (µg/m3) and an industrial air screening
level of 2.5 µg/m3 (EPA 2013c).

1 Screening Levels are developed using risk assessment guidance
from the EPA Superfund program. These risk-based concentrations
are derived from standardized equations combining exposure
information assumptions with EPA toxicity data. These calculated
screening levels are generic and not enforceable cleanup standards
but provide a useful gauge of relative toxicity.
2 Tap water screening levels differ from the IRIS drinking water
concentrations because the tap water screening levels account for
dermal, inhalation and ingestion exposure routes; age-adjust the intake rates for children and adults based on body weight; and time-
adjust for exposure duration or days per year. The IRIS drinking
water concentrations consider only the ingestion route, account only
for adult-intake rates and do not time-adjust for exposure duration or
days per year.
 Workplace Exposure Limits:
 The Occupational Safety and Health
Administration set a general industry
permissible exposure limit of 360 mg/m3 or 100
ppm based on a time-weighted average (TWA)
over an 8-hour workday for airborne exposure
to 1,4-dioxane (OSHA 2013).
 The ACGIH set a threshold limit value of 72
mg/m3 or 20 ppm based on a TWA over an 8-
hour workday for airborne exposure to 1,4-
dioxane (ACGIH 2011).
 The NIOSH has set a ceiling recommended
exposure limit of 3.6 mg/m3 or 1 ppm based on
a 30-minute airborne exposure to 1,4-dioxane
(NIOSH 2010).
 NIOSH also has established an immediately
dangerous to life or health concentration of 500
ppm for 1,4-dioxane (NIOSH 2010).
 Other State and Federal Standards and
Guidelines:
 Various states have established drinking water
and groundwater guidelines, including the
following:
− Colorado has established an interim
groundwater quality cleanup standard of
0.35 µg/L (CDPHE 2012);
− California has established a notification
level of 1 µg/L for drinking water (CDPH
2011);
− New Hampshire has established a
reporting limit of 0.25 µg/L for all public
water supplies (NH DES 2011); and
− Massachusetts has established a drinking
water guideline level of 0.3 µg/L (Mass
DEP 2012).
 The Food and Drug Administration set 10
mg/kg as the limit for 1-4-dioxane in glycerides
and polyglycerides for use in products such as
dietary supplements. FDA also surveys raw
material and products contaminated with
1,4-dioxane (FDA 2006).
 1,4-Dioxane is listed as a hazardous air
pollutant under the Clean Air Act (CAA) (CAA
1990).
 A reportable quantity of 100 pounds has been
established under the Comprehensive
Environmental Response, Compensation, and
Liability Act (EPA 2011).

5
Technical Fact Sheet – 1,4-Dioxane
What detection and site characterization methods are available for
1,4-dioxane?
 As a result of the limitations in the analytical
methods to detect 1,4-dioxane, it has been difficult
to identify its occurrence in the environment. The
miscibility of 1,4-dioxane in water causes poor
purging efficiency and results in high detection
limits (ATSDR 2012; EPA 2006).
 Conventional analytical methods can detect
1,4-dioxane only at concentrations 100 times
greater than the concentrations of volatile organic
compounds (EPA 2006; Mohr 2001).
 Modifications of existing analytical methods and
their sample preparation procedures may be
needed to achieve lower detection limits for
1,4-dioxane (EPA 2006; Mohr 2001).
 High-temperature sample preparation techniques
improve the recovery of 1,4-dioxane. These
techniques include purging at elevated
temperature (EPA SW-846 Method 5030);
equilibrium headspace analysis (EPA SW-846
Method 5021); vacuum distillation (EPA SW-846
Method 8261); and azeotrophic distillation (EPA
SW-846 Method 5031) (EPA 2006).
 The presence of 1,4-dioxane may be expected at
sites with extensive TCA contamination; therefore,
some experts recommend that groundwater
samples be analyzed for 1,4-dioxane where TCA
is a known contaminant (Mohr 2001).
 NIOSH Method 1602 uses gas chromatography –
flame ionization detection (GC-FID) to determine
the concentration of 1,4-dioxane in air. The
detection limit is 0.01 milligram per sample
(ATSDR 2012; NIOSH 2010).
 EPA SW-846 Method 8015D uses gas
chromatography (GC) to determine the
concentration of 1,4-dioxane in environmental
samples. Samples may be introduced into the GC
column by a variety of techniques including the
injection of the concentrate from azeotropic
distillation (EPA SW-846 Method 5031). The
detection limits for 1,4-dioxane in aqueous
matrices by azeotropic microdistillation are 12 µg/L
(reagent water), 15 µg/L (groundwater) and 16
µg/L (leachate) (EPA 2003).
 EPA SW-846 Method 8260B detects 1,4-dioxane
in a variety of solid waste matrices using GC and
mass spectrometry (MS). The detection limit
depends on the instrument and choice of sample
preparation method (ATSDR 2012; EPA 1996a).
 A laboratory study is underway to develop a
passive flux meter (PFM) approach to enhance the
capture of 1,4-dioxane in the PFM sorbent to
improve accuracy. The selected PFM approach
will be field tested at 1,4-dioxane contaminated
sites. The anticipated projection completion date is
2014 (DoD SERDP 2013b).
 EPA Method 1624 uses isotopic dilution gas
chromatography – mass spectrometry (GC-MS) to
detect 1,4-dioxane in water, soil and municipal
sludges. The detection limit for this method is 10
µg/L (ATSDR 2012; EPA 2001b).
 EPA SW-846 Method 8270 uses liquid-liquid
extraction and isotope dilution by capillary column
GC-MS. This method is often modified for the
detection of low levels of 1,4-dioxane in water
(EPA 2007, 2013a)
 GC-MS detection methods using solid phase
extraction followed by desorption with an organic
solvent have been developed to remove
1,4-dioxane from the aqueous phase. Detection
limits as low as 0.024 µg/L have been achieved by
passing the aqueous sample through an activated
carbon column, following by elution with acetone-
dichlormethane (ATSDR 2012; Kadokami and
others 1990).
 EPA Method 522 uses solid phase extraction and
GC/MS with selected ion monitoring for the
detection of 1,4-dioxane in drinking water with
detection limits ranging from 0.02 to 0.026 µg/L
(EPA 2008).
What technologies are being used to treat 1,4-dioxane?
 Pump-and-treat remediation can treat dissolved
1,4-dioxane in groundwater and control
groundwater plume migration, but requires ex situ
treatment tailored for the unique properties of
1,4-dioxane (such as, a low octanol-water partition
coefficient that makes 1,4-dioxane hydrophilic)
(EPA 2006; Kiker and others 2010).
 Commercially available advanced oxidation
processes using hydrogen peroxide with ultraviolet
light or ozone is used to treat 1,4-dioxane in
wastewater (Asano and others 2012; EPA 2006).
 A study is under way to investigate facilitated-
transport enabled in situ chemical oxidation to
treat 1,4-dioxane-contamined source zones and
groundwater plumes effectively. The technical
approach consists of the co-injection of strong
oxidants (such as ozone) with chemical agents
that facilitate the transport of the oxidant (DoD
SERDP 2013d).

6
Technical Fact Sheet – 1,4-Dioxane
What technologies are being used to treat 1,4-dioxane? (continued)
 Ex situ bioremediation using a fixed-film, moving-
bed biological treatment system is also used to
treat 1,4-dioxane in groundwater (EPA 2006).
 Phytoremediation is being explored as a means to
remove the compound from shallow groundwater.
Pilot-scale studies have demonstrated the ability
of hybrid poplars to take up and effectively
degrade or deactivate 1,4-dioxane (EPA 2001a,
2013a; Ferro and others 2013).
 Microbial degradation in engineered bioreactors
has been documented under enhanced conditions
or where selected strains of bacteria capable of
degrading 1,4-dioxane are cultured, but the impact
of the presence of chlorinated solvent co-
contaminants on biodegradation of 1,4-dioxane
needs to be further investigated (EPA 2006,
2013a; Mahendra and others 2013).
 Results from a 2012 laboratory study found
1,4-dioxane-transforming activity to be relatively
common among monooxygenase-expressing
bacteria; however, both TCA and
1,1-dichloroethene inhibited 1,4-dioxane
degradation by bacterial isolates (DoD SERDP
2012).
 Several Department of Defense Strategic
Environmental Research and Development
Program (DoD SERDP) projects are under way to
investigate 1,4-dioxane biodegradation in the
presence of chlorinated solvents or metals.
Laboratory studies will (1) identify microbial
cultures as well as biogeochemistry, which
generate desirable enzymatic activity for
1,4-dioxane biodegradation; (2) assess
biodegradation by methane oxidizing bacteria in
coupled anaerobic-aerobic zones; (3) and
evaluate branched hydrocarbons as stimulants for
the in situ cometabolic biodegradation of
1,4-dioxane and its associated co-contaminants
(DoD SERDP 2013c, e and f).
 Photocatalysis has been shown to remove
1,4-dioxane in aqueous solutions. Laboratory
studies documented that the surface plasmon
resonance of gold nanoparticles on titanium
dioxide (Au – TiO2) promotes the photocatalytic
degradation of 1,4-dioxane (Min and others 2009;
Vescovi and others 2010).
 Other in-well combined treatment technologies
being assessed include air sparging; soil vapor
extraction (SVE); and dynamic subsurface
groundwater circulation (Odah and others 2005).
 SVE is known to remove some 1,4-dioxane, but
substantial residual contamination is usually left
behind because of 1,4-dioxane’s high solubility,
which leads to preferential partitioning into pore
water rather than vapor. The DoD SERDP is
conducting a project to evaluate and demonstrate
the efficacy of enhanced or extreme SVE, which
uses a combination of increased air flow,
sweeping with drier air, increased temperature,
decreased infiltration and more focused vapor
extraction to enhance 1,4-dioxane remediation in
soils (DoD SERDP 2013a).
Where can I find more information about 1,4-dioxane?
 Asano, M., Kishimoto, N., Shimada, H., and Y.
Ono. 2012. “Degradation of 1,4-Dioxane Using
Ozone Oxidation with UV Irradiation (Ozone/UV)
Treatment.” Journal of Environmental Science and
Engineering. Volume A (1). Pages 371 to 279.
 Agency for Toxic Substances and Disease
Registry (ATSDR). 2012. “Toxicological Profile for
1,4-Dioxane.”
www.atsdr.cdc.gov/toxprofiles/tp187.pdf
 American Conference of Governmental Industrial
Hygienists (ACGIH). 2011. “2011 Threshold Limit
Values (TLVs) for Chemical Substances and
Physical Agents Biological Exposure Indices.”
Cincinnati, Ohio.
 California Department of Public Health (CDPH).
2011. “1,4-Dioxane.” Drinking Water Systems.
www.cdph.ca.gov/certlic/drinkingwater/Pages/1,4-
dioxane.aspx
 Clean Air Act Amendments of 1990 (CAA). 1990.
“Hazardous Air Pollutants”. 42 USC § 7412.
 Colorado Department of Public Health and the
Environment (CDPHE). 2012. “Notice of Public
Rulemaking Hearing before the Colorado Water
Quality Control Commission.” Regulation No. 31
and No. 41.
www.sos.state.co.us/CCR/Upload/NoticeOfRulem
aking/ProposedRuleAttach2012-00387.PDF
 Ferro, A.M., Kennedy, J., and J.C. LaRue. 2013.
“Phytoremediation of 1,4-Dioxane-Containing
Recovered Groundwater.” International Journal of
Phytoremediation. Volume 15. Pages 911 to 923.
 Giavini, E., Vismara, C., and M.L Broccia. 1985.
“Teratogenesis Study of Dioxane in Rats.”
Toxicology Letters. Volume 26 (1). Pages. 85 to
88.

7
Technical Fact Sheet – 1,4-Dioxane
Where can I find more information about 1,4-dioxane? (continued)
 Graedel, T.E. 1986. Atmospheric Chemical
Compounds. New York, NY: Academic Press.
 Hazardous Substances Data Bank (HSDB). 2011.
“1,4-Dioxane.” http://toxnet.nlm.nih.gov/cgi-bin/
sis/htmlgen?HSDB
 HazDat. 2007. “1,4-Dioxane.” HazDat Database:
ATSDR’s Hazardous Substance Release and
Health Effects Database. Atlanta, GA: Agency for
Toxic Substances and Disease Registry.
 Howard, P.H. 1990. Handbook of Environmental
Fate and Exposure Data for Organic Chemicals.
Lewis Publishers, Inc., Chelsea, MI. Pages 216 to
221.
 Kadokami, K, Koga, M. and A. Otsuki. 1990. “Gas
Chromatography/Mass Spectrometric
Determination of Traces of Hydrophilic and
Volatile Organic Compounds in Water after
Preconcentration with Activated Carbon.”
Analytical Sciences. Volume 6(6). Pages 843 to
849.
 Kiker, J.H., Connolly, J.B., Murray, W.A., Pearson,
S.C.; Reed, S.E., and R.J. Robert. 2010. “Ex-Situ
Wellhead Treatment of 1,4-Dioxane Using
Fenton's Reagent.” Proceedings of the Annual
International Conference on Soils, Sediments,
Water and Energy. Volume 15, Article 18.
 Mahendra, S., Grostern, A. and L. Alvarez-Cohen.
2013. “The Impact of Chlorinated Solvent Co-
Contaminants on the Biodegradation Kinetics of
1,4-Dioxane.” Chemosphere. Volume 91 (1).
Pages 88 to 92.
 Massachusetts Department of Environmental
Protection (Mass DEP). 2012. “Standards and
Guidelines for Contaminants in Massachusetts
Drinking Waters.”
www.mass.gov/dep/water/dwstand.pdf
 Min, B.K., Heo, J.E., Youn, N.K., Joo, O.S., Lee,
H., Kim, J.H., and H.S. Kim. 2009. “Tuning of the
Photocatalytic 1,4-Dioxane Degradation with
Surface Plasmon Resonance of Gold
Nanoparticles on Titania.” Catalysis
Communications. Volume 10 (5). Pages 712 to
715.
 Mohr, T.K.G. 2001. “1,4-Dioxane and Other
Solvent Stabilizers White Paper.” Santa Clara
Valley Water District of California. San Jose,
California.
 National Institute for Occupational Safety and
Health (NIOSH). 2010. “Dioxane.” NIOSH Pocket
Guide to Chemical Hazards.
www.cdc.gov/niosh/npg/npgd0237.html
 New Hampshire Department of Environmental
Services (NH DES). 2011 “Change in Reporting
Limit for 1,4-Dioxane.”
http://des.nh.gov/organization/divisions/waste/hwr
b/sss/hwrp/documents/report-limits14dioxane.pdf
 Occupational Safety and Health Administration
(OSHA). 2013. “Dioxane.” Chemical Sampling
Information. www.osha.gov/dts/chemicalsampling/
data/CH_237200.html
 Odah, M.M., Powell, R., and D.J. Riddle. 2005.
“ART In-Well Technology Proves Effective in
Treating 1,4-Dioxane Contamination.”
Remediation Journal. Volume 15 (3), Pages 51 to
64.
 U.S. Department of Defense (DoD). Strategic
Environmental Research and Development
Program (SERDP). 2012. “Oxygenase-Catalyzed
Biodegradation of Emerging Water Contaminants:
1,4-Dioxane and N-Nitrosodimethylamine.” ER-
1417. www.serdp.org/Program-Areas/
Environmental-Restoration/Contaminated-
Groundwater/Emerging-Issues/ER-1417/ER-1417
 DoD SERDP. 2013a. “1,4-Dioxane Remediation
by Extreme Soil Vapor Extraction (XSVE).” ER-
201326. www.serdp.org/Program-Areas/
Environmental-Restoration/Contaminated-Ground
water/Emerging-Issues/ER-201326/ER-201326
 DoD SERDP. 2013b. “Development of a Passive
Flux Meter Approach to Quantifying 1,4-Dioxane
Mass Flux.” ER-2304. www.serdp.org/Program-
Areas/Environmental-Restoration/Contaminated-
Groundwater/Emerging-Issues/ER-2304/ER-2304/
 DoD SERDP. 2013c. “Evaluation of Branched
Hydrocarbons as Stimulants for In Situ
Cometabolic Biodegradation of 1,4-Dioxane and
Its Associated Co-Contaminants.” ER-2303.
www.serdp.org/Program-Areas/Environmental-
Restoration/Contaminated-Groundwater/
Emerging-Issues/ER-2303/ER-2303
 DoD SERDP. 2013d. “Facilitated Transport
Enabled In Situ Chemical Oxidation of 1,4-
Dioxane-Contaminated Groundwater.” ER-2302.
www.serdp.org/Program-Areas/Environmental-
Restoration/Contaminated-Groundwater/
Emerging-Issues/ER-2302/ER-2302/(language)/
eng-US
 DoD SERDP. 2013e. “In Situ Biodegradation of
1,4-Dioxane: Effects of Metals and Chlorinated
Solvent Co-Contaminants.” ER-2300.
www.serdp.org/Program-Areas/Environmental-
Restoration/Contaminated-Groundwater/
Emerging-Issues/ER-2300/ER-2300

8
Technical Fact Sheet – 1,4-Dioxane
Where can I find more information about 1,4-dioxane? (continued)
 DoD SERDP. 2013f. “In Situ Bioremediation of
1,4-Dioxane by Methane Oxidizing Bacteria in
Coupled Anaerobic-Aerobic Zones.” ER-2306.
www.serdp.org/Program-Areas/Environmental-
Restoration/Contaminated-Groundwater/
Emerging-Issues/ER-2306/ER-2306
 U.S. Department of Health and Human Services
(DHHS). 2011. “Report on Carcinogens, Twelfth
Edition.” Public Health Service, National
Toxicology Program. 12th Edition.
http://ntp.niehs.nih.gov/ntp/roc/twelfth/roc12.pdf
 U.S. Environmental Protection Agency (EPA).
1996a. “Method 8260B: Volatile Organic
Compounds by Gas Chromatography/Mass
Spectrometry (GC/MS).” www.epa.gov/osw/
hazard/testmethods/sw846/pdfs/8260b.pdf
 EPA. 1996b. “Solvents Study.” EPA 530-R-96-
017.
 EPA. 2001a. “Brownfields Technology Primer:
Selecting and Using Phytoremediation for Site
Cleanup.” EPA 542-R-01-006.
www.brownfieldstsc.org/pdfs/phytoremprimer.pdf
 EPA. 2001b. “Method 1624.” Code of Federal
Regulations. Code of Federal Regulations. 40
CFR Part 136. Pages 274 to 287.
 EPA. 2003. “Method 8015D: Nonhalogenated
Organics Using GC/FID.” SW-846. www.epa.gov/
osw/hazard/testmethods/pdfs/8015d_r4.pdf
 EPA. 2006. “Treatment Technologies for
1,4-Dioxane: Fundamentals and Field
Applications.” EPA 542-R-06-009.
www.epa.gov/tio/download/remed/542r06009.pdf
 EPA. 2007. “Method 8270D: Semivolatile Organic
Compounds by Gas Chromatography/Mass
Spectrometry (GC/MS).”
 EPA. 2008. “Method 522: Determination of
1,4-Dioxane in Drinking Water By Solid Phase
Extraction (SPE) and Gas Chromatography/Mass
Spectrometry (GC/MS) with Selected Ion
Monitoring (SIM).” EPA/600/R-08/101.
 EPA. 2009. “Drinking Water Contaminant
Candidate List 3 – Final.” Federal Register Notice.
www.federalregister.gov/articles/2009/10/08/E9-
24287/drinking-water-contaminant-candidate-list-
3-final
 EPA. 2011. “Reportable Quantities of Hazardous
Substances Designated Pursuant to Section 311
of the Clean Water Act. Code of Federal
Regulations.” 40 CFR 302.4.
www.gpo.gov/fdsys/pkg/CFR-2011-title40-
vol28/pdf/CFR-2011-title40-vol28-sec302-4.pdf
 EPA. 2012. “2012 Edition of Drinking Water
Standards and Health Advisories.”
water.epa.gov/action/advisories/drinking/upload/d
wstandards2012.pdf
 EPA. 2013a. “1,4-Dioxane.” www.clu-in.org/conta
minantfocus/default.focus/sec/1,4-Dioxane/
cat/Overview/
 EPA. 2013b. “1,4-Dioxane (1,4-Diethyleneoxide).”
Technology Transfer Network Air Toxics Website.
www.epa.gov/ttnatw01/hlthef/dioxane.html
 EPA. 2013c. Regional Screening Level (RSL)
Summary Table.
www.epa.gov/reg3hwmd/risk/human/rb-
concentration_table/Generic_Tables/index.htm
 EPA. Integrated Risk Information System (IRIS).
2013. “1,4-Dioxane (CASRN 123-91-1).”
www.epa.gov/iris/subst/0326.htm
 U.S. Food and Drug Administration (FDA). 2006.
“Food Additives Permitted for Direct Addition to
Food for Human Consumption; Glycerides and
Polyglycides.” Code of Federal Regulations. 21
CFR 172.736.
 Vescovi, T., Coleman, H., and R. Amal. 2010.
“The Effect of pH on UV-Based Advanced
Oxidation Technologies - 1,4-Dioxane
Degradation.” Journal of Hazardous Materials.
Volume 182. Pages 75 to 79.

Additional information on 1,4-dioxane can be found at
www.cluin.org/contaminantfocus/default.focus/sec/1,4-Dioxane/cat/Overview
Contact Information
If you have any questions or comments on this fact sheet, please contact: Mary Cooke, FFRRO, by phone at
[phone] or by email at [e-mail].

This page intentionally left blank.

PAT MCCRORY
Governor
DONALD R. VAN DER VAART
Secretary

MICHAEL SCOTT
Director
May 5, 2016

Sent Via Email – [e-mail]
Ms. Jan McHargue
Winston-Salem City/County Utility Commission
P.O. Box 2511
Winston-Salem, NC 27102

Re: Assessment Monitoring Report
Appendix II Monitoring Request
Old Salisbury Road (OSR) C&D Landfill
Forsyth County
Solid Waste Permit Number 3412
DIN 26033

Dear Ms. McHargue:

The Solid Waste Section has completed a review of the Assessment Monitoring Report dated January 2016
(DIN 26032) and submitted on behalf of Winston-Salem City/County Utilities Commission for the Old
Salisbury Road C&D Landfill, Solid Waste Permit Number 3412. Assessment monitoring was initiated at
the landfill in 2012 (DINs 15819 and 15916), and a monitoring request was approved in February 2014
(DINs 20378, 20550, and 20581).

Within the Assessment Monitoring Report, the Winston-Salem City/County Utilities Commission is
requesting the following: to discontinue monitoring for Appendix II of 40 CFR Part 258 constituents that
have not been detected since November 2012; to add all Appendix II of 40 CFR Part 258 constituents that
were detected above the Solid Waste Section Limit (SWSL) since November 2012; and to add all Appendix
II of 40 CFR Part 258 volatile organic compounds that have been detected since November 2013.

As a result, the monitoring requests within the Assessment Monitoring Report are approved as described
at this time with one exception. Because the contaminant plume has not been completely delineated and
Appendix II of 40 CFR Part 258 constituents have been detected within the groundwater monitoring wells
since 2012, please continue to conduct the full suite of Appendix II of 40 CFR Part 258 constituents at this
time. If you have any questions regarding this letter, please feel free to contact me at 828.296.4706 or by
email at [e-mail]. Thank you for your continued cooperation with this matter.

Sincerely,
Jaclynne Drummond
Compliance Hydrogeologist
Solid Waste Section, Division of Waste Management
NCDEQ

State of North Carolina | Environmental Quality | Waste Management
Asheville Regional Office | 2090 US Highway 70 | Swannanoa, NC 28778
828 296 4500 T

cc sent via email: Ed Gibson, Winston-Salem City/County Utility Commission
Jason Watkins, Field Operations Branch Head
Deb Aja, Western District Supervisor
Susan Heim, Senior Environmental Specialist
Perry Sugg, Permitting Branch Hydrogeologist
John Murray, Permitting Branch Engineer
Eric Wright, HDR Engineering

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

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] \ Internet: http://portal.ncdenr.org/web/wm/
An Equal Opportunity / Affirmative Action Employer

1

February 14, 2014

Sent Via Email - [e-mail]

Ms. Jan McHargue
Winston-Salem City/County Utility Commission
P.O. Box 2511
Winston-Salem, NC 27102

Re: Assessment Monitoring Request
Old Salisbury Road C&D Landfill
Forsyth County
Solid Waste Permit Number 34-12
DIN 20581

Dear Ms. McHargue:

The Solid Waste Section has completed a technical review of the Assessment Monitoring Report dated
December 20, 2013 (DIN 20378) and the December 2013 Assessment Monitoring Report letter dated
February 6, 2014 (DIN 20550) both submitted by HDR Engineering, Inc. of the Carolinas on behalf of the
Winston-Salem City/County Utilities Commission for the Old Salisbury Road C&D Landfill.

During the May 2011 and June 2011 water quality monitoring events, the volatile organic compounds,
Benzene and Tetrachloroethene (PCE), exceeded the Groundwater Standards within groundwater
monitoring well MW-2R located along the eastern edge of Phase III. Assessment monitoring was
initiated pursuant to 15A NCAC 13B .0545, and the Assessment Monitoring Plan for MW-2R dated
December 12, 2011 (DIN 15819) was then submitted. The Solid Waste Section approved the plan on
January 17, 2012 (DIN 15916). The Winston-Salem City/County Utilities Commission has completed the
Appendix II assessment monitoring baseline, and is requesting a modification to the current assessment
monitoring program at the facility.

The Winston-Salem City/County Utilities Commission is requesting the following:
 Groundwater monitoring wells MW-1R, MW-2R, MW-4R and MW-15 will be sampled
semiannually for Appendix I constituents and those additional constituents in Appendix II that
have been detected in the last two years;
 Groundwater monitoring wells MW-1R, MW-2R, MW-4R and MW-15 will be sampled during
every other Fall event for the entire Appendix II constituent list. The next event for this would
occur in the Fall of 2015. Additional Appendix II constituents detected will be added to the
sampling program for subsequent semiannual events; and
 All of the other remaining groundwater monitoring wells and surface water locations will
continue to be sampled semiannually for the full Appendix I constituent list.

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] \ Internet: http://portal.ncdenr.org/web/wm/

An Equal Opportunity / Affirmative Action Employer

2

As a result, the facility will remain in the assessment monitoring program and the assessment monitoring
modifications are approved as described. Please note that these approved modifications may be subject to
change based upon the results of the ongoing groundwater and surface water monitoring at the facility.

If you have any questions or concerns regarding this letter, please feel free to contact me at 919-707-8294
or by email at [e-mail]. Thank you for your continued cooperation with this
matter.

Sincerely,
Jaclynne Drummond
Compliance Hydrogeologist
Solid Waste Section

cc sent via email: Ed Gibson, Winston-Salem City/County Utility Commission
Jason Watkins, Western District Supervisor
Charles Gerstell, Environmental Senior Specialist
Eric Wright, HDR Engineering, Inc. of the Carolinas
Michael Plummer, HDR Engineering, Inc. of the Carolinas

pw:\\PWAPPTPA01:SouthEast_Tampa\Documents\City_of_Winston_Salem\WS_General_Services\3_HDR\04_Corres&Mtgs\NC
DENR\201402 EAW-Drummond OSR GW
February 6, 2014

Ms. Jaclynne Drummond
NCDENR Environmental Compliance
Solid Waste Section
1646 Mail Service Center
Raleigh, NC 27699-1646

Re: December 2013 Assessment Monitoring Report
Old Salisbury Road Landfill (No. 34-12)
Forsyth County, North Carolina
HDR Project No. 00162-218490-018

Dear Ms. Drummond:
Representatives of HDR Engineering, Inc. of the Carolinas (HDR), the City/County Utility
Commission (Owner) and your office met on February 4, 2014 to discuss the latest results of
groundwater assessment at the Old Salisbury Road landfill and the completed baseline study.
We found the meeting to be very informative and productive.
Based on that meeting, HDR proposes on behalf of the owner, that the assessment monitoring
program continues at the site in the following manner:
o Monitoring wells MW-1R, MW-2R, MW-4R and MW-15 will be sampled semiannually
for Appendix I constituents and those additional constituents in Appendix II that have been
detected in the last two years.
o Monitoring wells MW-1R, MW-2R, MW-4R and MW-15 will be sampled during every
other fall event for the entire Appendix II constituent list. The next event for this would
occur in fall of 2015. Additional Appendix II constituents detected will be added to the
sampling program for subsequent semiannual events.
o All of the other site wells and surface waters will continue to be sampled semiannually for
the full appendix I list of constituents.
o Evaluate this program again when a change in the status of detections occurs, but not later
than in 2019.

Ms. Jaclynne Drummond
February 6, 2014
Page 2 of 2

If you have any questions or comments, please do not hesitate to contact me at [phone].
Sincerely,
HDR Engineering, Inc. of the Carolinas

Eric A. Wright, P.E.
Project Engineer

EAW/apb

cc: Jan McHargue, PE, City/County Utility Commission
Ed Gibson, PE, City/County Utility Commission
Michael Plummer, PE, HDR
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
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 2 – Groundwater Well Details and Logs

2
Appendix 2 – Groundwater Well Details and Logs

Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 2 – Groundwater Well Details and Logs

This page intentionally left blank.

Department of Natural Resources and Community Development
Division of Environmental Management
'1ELLABANDONMENT P. O. Box 27687 Raleigh, N . C. 27611
RECORD pz·~ 6R
CONTRACTOR Engineering Tectonics REG. NO. 2091
1. LOCATION: (Show a sketch of the location on back: of form.)
Nearest Town :..:W:.:i~ns::.::to:::.n-~SaI::::::em::.... _________ .....;County'F:...;o::.:;IS\::.:.'.:::th~ _______ _
3336 Old Salisburv Road Quadrangle No.
(Road, Community, SubdiVISion, Lot No.) --------
I V 0 IDS n .. 2. OWNER-Ct fW' to Salem
ADORES S: 325 Hanes Mill Road.Winston-Salem NC.27105
4. TOPOGRA
5. USE 0
PHY: draw slope ~ valley flat
F WELL: Monitorinll
6. TOTAL DEPTH: 67.0'
7. CASING REMOVED:
feet
7.0' 6
nI
a. SEALI
Nea
bags
gals.
a
NG MATERIAL:
t cement
ofcemen~
ofwater:~
her:
Material
,Date: 8-16-04
DIAMETER¥"
diameter
2"
nla
Sand cement
bags of cement:
yds. of sand
gals. of water Ot
Type
Amount
9. EXPLA
Proceede
IN METHOD OF EMPLACEMENT OF MATERIAL
d to over drill usinS 8" fliSht aUllers to remove 2"
well pipe and lrimie /lTOut from bottom to the top.
Id abando a hereby certify that this well
nment record is true and exact.
'J'/
Sign
a(JJ 6cc'-~
ature of contractor or Agent
8-16-04
Date
VllELL DIAGRAM: Draw a detailed sketch of the well showi total depth, depth and diameter of screens remaining in the
well, gravel interval, intervals of casing perforations, and
depths and types of fill materials used.
Su. ~ (' /'>C..€
"-/ O.D
)
-I;
~
<.!)
Q
i =;:.
~ cf!.
J.
\II :£
:I.
.£ ~J J;
b 7.D'
submit original to the Division of Environmental Management, one copy to the Driller,
and one copy to the Owner.
ng
1 • • • • • • • • •
-1
Geologist Log: MW·9
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
'0 .n E 0>-en
SILT
Description
, moist
Project No: 00162-15029
Ground Elevation: 788.04
Geologist: C. Randazzo
SAMPLE
c: o Q; it: ~ .n '" E Q) ;:: > Q. Q) ::J 0>-0
[jJ Z f-10
C:-~ 0 (,)
Q)
0:
Shear Strength
blows/ft
20 40 60 80
Remarks
Locking well
cover and
cement pad
Red, tan, fine to medium grained sandy,
clayey, dry 11 100% 1.
SAND
Tan, white, black, fine to medium grained, silty,
sparse clay, dry
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/11/2004
2
3 15 100%
4
Hole Size: 8"
Top of Casing: 790.28
Sheet: 1 of 3
Portland Type I
Cement
HDR Engineering, Inc. of the Carolinas
128 S. Tryon Street
Suite 1400
Charlotte. NC 28202
Phone: [phone]
Fa" [phone]
WWW.hdrtnc.com
~
~ .. -• • • • • • • .. .. '!,~ .. ..
.s;:
15. <1> o
Geologist Log: MW-9
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
o .0
E >. (f)
SUBSURFACE PROFILE
Description
Red, tan, fine to medium grained sandy,
clayey, dry
Project No: 00162-15029
Ground Elevation: 788.04
Geologist: C. Randazzo
SAMPLE
c ~ .Q -<1> >t:: Cil .0 U>
E <1> " > Q. <1> :J >. 0 [jJ Z f-ijj
5 12
6 17
----~'1
1:' rg Shear Strength Remarks
0 blowslft " <1> 20 40 60 80 II
7 31 11111.1%'""' -I'
SAND
Tan, white, black, fine to medium grained, silty,
sparse clay, dry
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/11/2004
8 73
Hole Size: 8"
Top of Casing: 790.28
Sheet: 2 of 3
Bentonite Seal
HDR Engineering, inc. of
128 S. flYoI' SIr"etl
Sulta 1
Charlotte. NC 28202
Phone: [phone]
Fax: (7()'~)338-6;'60 I
www.hdrlnC.com
.c 0. OJ 0
Geologist Log: MW-9
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
Description '0 .c E >-en
Project No: 00162-15029
Ground Elevation: 788.04
Geologist: C. Randazzo
SAMPLE
c o ~ i!::' ~ OJ .c UJ
> E OJ ;s: c. OJ :0 >-0
Ui Z I-iii
c:-OJ > 0 (,)
OJ a:
.. .
Shear Strength
blows/It
20 40 60 SO
Remarks
.. : :
. Sarrle", "moist' ................... -...... -.. .
45~
46": :
47~
4S~ :
49~
50":
0
51~
52':
~ 53~
9 100 100%
... -. . -_. ..
.. ' .. ,--
.
10 84 100%'
.... .'
Sand Pack
.. 2~inch Diameter
SCH 40 PVC
0.010-inch Slot
54~
:
"sam''','wei' .. ' , , , ... , .. , . , .. ' , ' . , , .. , , . , , . j-7!,f534T4.il!6°'t---i-rrJ'--l--l
55-:
56":
:
57': :
58":
59-
0
60 End of Borehole
61-
62c
63-
64,
65~
66-
67":
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/11/2004
" 11 100 100%
I--j-Ll--j--l--i. ---
72S.0
60.0
Hole Size: 8"
Top of Casing: 790.28
Sheet: 3 of 3
-..
HDR Engineering. Inc. of the Carolinas
128 S. Tryon Street
Suite 1400
Charlotte. NC 28202 Phone, [phone]
Fox: [phone]
WWW.hdrinc.com
II • III • III • • .-
!!!It
!!!It .-
!!!It ,. .. ,. ,. .-.-.-.-.-.-.-.-
"" • "" • • "" • • -• ----~
~
lie
~
~ .,
WELL CONSTRUCTION RECORD
North Carolina -Department. of Environment and Natural Resources -Division of Water Quality -Groundwater Section
WELL CONTRACTOR (INDIVIDUAL) NAME (prin.f-onald Barron CERTIFICATION 11 2091
WELL CONTRACTOR COMPANY NAME Engineering Tectonics PHONE # L( _.1-__ _
STATE WELL CONSTRUCTION PERMIT# ________ --'ASSOCIATED WQ Permit II _________ _
(if applicable) (if applicable)
Agricultural D 1. WELL USE (Check Applicable Box): Residentiat 0 Municipal/Public 0 Industrial MWg
Momtonng ~ Recovery 0 Heat Pump water InJechon 0 other 0 If other, list use: c:.:..:.:.:~ _____ _
2. WELL LOCA TION:
Nearest Town: Winston-Salem
3336 Old Salisbmy Road
CountyForsyth
(Street Name, Numbers, Community, Subdivision, Lot No., Zip Code)
3. OWNER City of Winston-Salem
Address 325 Hanes Mill Road
(Street or Route No)
Winston-Salem N.C. 27105
Topographic/ Land setting
~ Ridge Dslope 0 valley 0 Flat
(check appropriate box)
LatitudeILongitude of well location
N/A
(degrees/minutes/seconds)
LatitudeiLongitude source: 0 GPS DTopographic map
(check box)
DEPTH DRILLING LOG
City_or Town State Zip code From To
( )_NI A sec attached log
Formation Description
AfiITodc-Phone numberl2 04
4. DA TE DRILLEDZi~-,*,-"::':" ___ _
5. TOTAL DEPTH60.0
6. DOES WELL RE'':PIc;.."A'''C=E-=EX=I=S-T=IN=G-=WE='LL? YES 0 NO ~
7. STATIC WATER LEVEL Below To.p of Cas ins.: FT. , (Use "t" inbovc Top of caslllg)
8. TOP OF CASING IS 3.0 FT. Above Land Sw-t'aee
Top of casing terminated atlor below land surface requires a
variance in accordance with ISA NCAC 2C.0118.
9. YIELD (gpm): nla METHOD OF TESTnla
10. WATER ZONES (depth): Unconfined Aqllifer='-----
LOCA TION SKETCH
II. DISINFECTION: Type:;;nI:.::a:.--____ . Amount;::nI"a'-___ Sho.W direction and distance in miles from at least
12. CASING: Wall Thickness. two. State Ro.ads or County Roads. Include the road
From+3.0 ¥~4~.0 Ft2p.iameter or WeightlFt. Material nwnbers and connnon road names.
sch.40 :;.P-,-V.:::;C __
From To Ft From----To'---Ft---
13. GROUT: Depth Material
From 0 T041.0 Ft Portland
Method
Tremie
From TO F1. '---,-----
t4. FSrCo'RmEEN.o Depth Thameter Slot Size Material
45. T060.0 Ft.2" Ill. ~ itt. -,-PV-,-C,,--_
From To_==_Ft-· 15. SAND/GRAVEL PACK ·_Ill __ Ill.
From 43.0
From4I.O
Depth
T060.0
T0 43.0
Size
Ft #3
Ft 378
Material Sana·
Benfornte
16.REMARKS ______________________________ _
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
CONS:~UCTIO S~ RDS, AND THAT A COpy OF THIS RECORD HAS BEEN PROVIDED TO THE WELL OWNER
"<c'1 ' at 8-12-04
SIGNATURE OF PERSON CONSTRUCTING THE WELL DATE
Submit the original to the Division of Water Quality, Groundwater Section, 1636 Mail Service Center -Raleigh, NC
27699-1636 Phone No. [phone], within 30 days. OW-I REV. 07/2001
Geologist Log: MW-10
project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
Description
CLAY
Gray, tan, red, silty, sparse fine to medium
grained sand, dry
SAND
Gray, white, black, fine to medium grained,
silty, clayey, wet
SILT
Gray, white, black, fine to medium grained
sand, clayey, wet
End of Borehole
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/10/2004
Project No: 00162-15029
Ground Elevation: 735.70
Geologist: C. Randazzo
SAMPLE
c ~ .2 Q) ;;;: Cii .c U)
E Q) ;;: > "-Q) :J >-0 ill z f-ro
c:-Q) Shear Strength > 0 blowslft ()
Q) 20 40 60 80 a:
Remarks
Locking well
cover and
cement pad
Portland Type I
Cement
Bentonite Seal
1--f..1..l",+_2_0-j..1_0_
0
0_Yo, J
2 13
3 11
Hole Size: 8"
Top of Casing: 738.21
Sheet: 1 of 1
I "
Sand Pack
HDR Engineering, Inc. of the
128 S.
Phone: (70<1)33,8-6)'001
Fax: (704)33,8-6:160 I
www.hdrinc.com
WELL CONSTRUCTION RECORD
North Carolina -Department. of Environment and Natural Resources -Division of Water Quality -Groundwater Section
WELL CONTRACTOR (INDIVIDUAL) NAME (print}t0nald Barron CERTIFICATION #2091
WELL CONTRACTOR COMPANY NAME Engineering Tectonics PHONE II 1.(_L-__ _
STATE WELL CONSTRUCTION PERMlTlI ________ ---'ASSOCIATED WQ Pormit II _________ _
(if applicable) (if applicable)
o J. WELL USE (Check Applicable Box): ResidcntialD Municipal/Public 0 Indus!r;al 0 Agr;clIltliral
Momtonng ~ Recovery D Heat Pump water InjectlOll 0 other 0 If other, Itst use: .:;.M;;:W.;.;...-.::.I.:.O _____ _
2. WELL LOCATION:
Nearest Town: Winston-Salem
3336 Old Salisbury Road
CountyForsyth
(Street Name, Numbers, Community, Subdivision, Lot No., Zip Code)
3. OWNER City of Winston-Salem
Address 325 Hanes Mill Road
(Street or Route No)
Winston-Salem N.C. 27105
Topographicl Land setting o Ridge I2i:Islope 0 valley 0 Flat
(check appropriate box)
LatitudeILongitude of well location N/A
(degrees/minutes/seconds)
Latitude/Longitude source: 0 GPSDTopograpitic map
(check box)
DEPTH DRILLING LOG
City prTown Slate Zip code From To
( )_N/ A see attached log
Formation Description
ATIITOde. Phone number
4. DA TE DRILLED',;:;~",-lml-",0-,-4 ___ _
5. TOTAL DEPTH\.:.3"'82"'1"-0 ____ _
6. DOES WELL REPLACE EXISTING WELL? YES 0 NO Il!II
7. STATIC WATER LEVEL Below Tsm of Cas ins.: FT. , (Use "+" il-Above Top of casu'S)
8. TOP OF CASING IS 3.0 FT. Above Land Surface
Top of casing terminated at/or below land surface requires a
variance in accordance with 15A NCAC 2C.0118.
9. YIELD (gpm): nia METHOD OF TESTnia
10. WATER ZONES (depth): Unconfined Aquifer='-----
11. DISINFECTION: Typec::ni"'a'--___ , Amount",ni:,::a __ _
12. CASING: Wall Thickness.
Dep,lth Diameter
From+3.0 Tob.O Ft2"
From To'--__ Ft From--"';To Ft---
13. GROUT: DeRth Matenal
From 0 To3.0 Ft Portland
or Weight/Fl. Material
sch.40 PVC .::....:..-=--
Method Tremie
From TOL-__ Ft.::-:--___ _
14. SCREEN Depth Oiameter Slot Size Material From.;:.6", .. O __ To21.0 Ft.2" tn. ~ in. PVC
From TO·-;:-,-",.,.-Ft==in. ___ in. -=--:=--
15. SAND/GRAVEL PACK
Depth
From 5.0 To21.0
From·T3.*O--:;To 5.0
Size
Ft #3
Ft 378
Material
Sand
Bentomte
LOCA nON SKETCH
Show direction and distance in miles from at least
two State Roads or County Roads. Include the road
munbers and common road names.
16. REMARKS ______________________________ _
1 DO HEREBY CERTIFY THAT TIllS WELL WAS CONSTRUCTED fN ACCORDANCE WITH 15A NCAC 2C, WELL
CON UCTI0N/FA)'IDAJl9S, AND THAT A COPY OF THIS RECORD HAS BEEN PROVIDED TO THE WELL OWNER
'UjJ)«# j.n,1Ql,1 8-11-04
SIGNATURE OF PERSON CONSTRUCTING THE WELL DATE
Submit the original to the Division of Water Quality, GrolUldwater Section, 1636 Mail Service Center -Raleigh, NC
27699-1636 Phone No. [phone], within 30 days. GW-I REV. 07/2001
Geologist Log: MW-11
.c
C. Ql o
-1
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
o .0 E ", en
SAND
Description
, moist
Project No: 00162-15029
Ground Elevation: 730.35
Geologist: C. Randazzo
SAMPLE
c ~ 0 Ql ~ ~ .0 '" E Ql ;;: > 0. Ql ::> ", .Q iIi z I-ro
Gray, tan, fine to medium grained, silty, clayey,
wet
9
Gray, white, black, fine to medium grained,
silty, sparse clay, wet
End of Borehole
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/10/2004
2 41
3 100
Hole Size: 8"
Top of Casing: 732.59
Sheet: 1 of 1
~
Ql > 0 () Ql a:
Shear Strength Remarks
20
blowslft
40 60 80
Locking well
cover and
cement pad
Portland Type I
Cement
Bentonite Seal
Sand Pack
HDR Engineering, Inc. of fhe Carolinas
128 S, Tryon Street
Suite 1400
Charlotte, NC 28202
Phone: [phone]
Fox: [phone]
WWW.hdrinc.com
.. .. .. .. .. .. .. .. .. ..
"" "" • • • --• -• • -,,",,"-, .. .. -• • • -• .. --• --~ --~
~ -~
~ "---
WELL CONSTRUCTION RECORD
North Carolina· Department. of Environment and Natural Resources· Division of Water Quality· Groundwater Section
WELL CONTRACTOR (INDIVIDUAL) NAME (prilltF-onald Barron CERTIFICATION # 2091
WELL CONTRACTOR COMPANY NAME Enginecring Tectonics PHONE 11 ... 1 _-'-__ _
STATE WELL CONSTRUCTION PERMITI' ________ ....JASSOCIATED WQ Penni! II _________ _
(if applicable) (if applicable)
D l. WELL USE (Check Applicable Box): Residential D Municipal/Public D Ind~'!riaI D Agricultural
MOllitonng ~ Recovery 0 Heat Pump water InjectIOn 0 other 0 If other, hst use: ;;.Mc;W.;.:...-..:;I.:.I _____ _
2. WELL LOCATION:
Nearest Town: Winston-Salem
3336 Old Salisbury Road
CountyForsyth
(Street Name, NUmbers, Community, Subdivision, Lot No., Zip Code)
3. OWNER City of Winston-Salem
Address 325 Hancs MIll Road
(Street or Route No)
Winston-Salem N.C. 27105
Cit~r Town State Zip code ( )_~/A~~ ________ _
AFeITode-Phone number
4. DA IE DRILLED,,~-,.;Ii'-0-..::0..:.4 ___ __
5. TOTAL DEPTH20.0
6. DOES WELL RE"'PL"'A:':C"'E---EX=I=S--n=N-O---W=E'LL? YE S D NO 12!:1
7. STATIC WATER LEVEL Below TQP ofCasinll.: FT. (Use "t" ir Above Top of Casmg)
8. TOP OF CASING IS 3.0' FT. Above Land Surface
Top of casing tenninated at/or below land surface requires a
variance in accordance with 15A NCAC 2C.01l8.
9. YfELD (gpm): nJa METHOD OF TEST.::nJ:..:a'-___ _
10. WATER ZONES (depth): Uncommed Aquifer
Topographic/ Land setting
D Ridge Dslope 12!:1 valley D Flat
(check appropriatc box)
LatitudeILongitude of well location NIA
(degrees/minutes/seconds)
Latitude/Longitude source: D GPSDTopographic map
(check box)
DEPTH DRILLING LOG
From To sec attached log
Formation Description
LOCA TION SKETCH
11. DfSINFECTION: Typ,,,cnJ=a _____ , Amount;;;nJ::::a;.-___ Show direction and distance in miles !i-om at least
12. CASING: Wall Thickness. two State Roads or Comlty Roads. Include tile road
Deplth Diameter
From+3.0 To5'.D Ft2"
or WeightIFt. Material numbers and conunon road names.
sch.40 .:.P-,-V.,::C __
From To Ft From--..,;To'---Ft---
13. GROUT: DeRth Material
From 0 To2.0 Ft Portland Method Tremie
From TO, ___ Ft~. ,...--___ _
14. SCREEN Depth [}iameter Slot Size Material From,-=-5::;. .. D __ T.o20.0 Ft. 2" Ill. ~ in. PVC
From TO'""",,,_Ft:==in __ m. ::"":'..0::. __
15. SAND/GRAVEL PACK
Depth
From 4.0 To20.0 From-T-2.TTO-"""T 0 4 .0
Size
Ft #3
Ft .178
San~aterial
Beniomte
16. REMARKS _________________________ ~ ____ _
I DO HEREBY CERTIFY THAT TI-IlS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
CON . 'RUCTIO~lJN RDS, AND THAT A COPY OF THIS RECORD HAS BEEN PROVIDED TO THE WELL OWNER o .~ r:;cC ~1c1-1 8-10-04
SIGNATURE OF PERSON CONSTRUCTING TI-IE WELL DATE
Submit the original to the Division of Water QlUllity, Grolmdwater Section, 1636 Mail Service Center -Raleigh, NC
27699·1636 Phone No. (919) 133·3221, within 30 days. GW·I REV. 07/2001
,. ,. ,. ,.
l1li
l1li
l1li • l1li
l1li
l1li
"'" "'" "'" "'" • • • • • • • • • • • • • ----• ------• --• • --• • • • •
·1
Geologist Log: MW-12
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
Description
, moist
SILT
Gray, fine to medium sandy, clayed, wet
End of Borehole
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/9/2004
Project No: 00162-15029
Ground Elevation: 736.41
Geologist: C. Randazzo
SAMPLE
c: ~ o -Q) "" ~ .D <JJ > E Q) ;: Cl. Q) :J >-0 [i Z I-m
c:-Q) > 0 0 Q) a:
2 16 100%
3 16
Hole Size: 8"
Top of Casing: 739.07
Sheet: 1 of 1
Shear Strength
blowsltt
20 40 60 80
Remarks
Locking well
cover and
cement pad
Portland Type I
Cement
Bentonite Seal
Sand Pack
HDR Engineering, Inc. of
J28 S. ['Yo" str"ell
Fax: 704:,338·<>761} I
WELL CONSTRUCTION RECORD
North Carolina -Department. ofEnvironrnent and Natural Resources -Division of Water Quality -Groundwater Section
WELL CONTRACTOR (INDIVIDUAL) NAME (print}3=0nald Barron CERTIFICATION 112091
WELL CONTRACTOR COMPANY NAME Engineering Tectonics PHONE I< J..( _1-__ _
STATE WELL CONSTRUCTION PERMITII ________ -1ASSOCIATED WQ Pennit I< _________ _
(if applicable) (if applicable)
o I. WELL USE (Check Applicable 13ox): ResidentialO Municipal/Public 0 Industrial 0 Agricult",al
Monitoring ~ Recovery D Heat Pump water InjectIOn 0 other 0 If other, list use: .::.MW=_-_12~ _____ _
2. WELL LOCA TION:
Nearest Town: Winston-Salem
3336 Old Salisbury Road
CountyForsyth
(Street Name, Numbers, Community, Subdivision, Lot No., Zip Code)
3. OWNER City of Winston-Salem
Address 325 Hanes Mtll Road
(Street or Route No)
Winston-Salem N.C. 27105
City 9f Town State Zip code
( ) _c:..N",,1 A-=----:-____ _
AreITodc-Phone numberl 04 4. DATE DRILLEDI,;;~';-:;;0",-:..:... ___ _
5. TOTAL DEPTH38209
6. DOES WELL RE"'PL':::A:':C:':E::-< E--X--I-S=TI--N:-G-W=ELL? YES 0 NO ~
7. STATIC WATER LEVEL Below Tol' of Casing,: FT.
, (Use "+" ilAbove Top of castng)
8. TOP OF CASING IS 3.0 FT. Above Land Surface
Top of casing terminated atlor below land surface requires a
variance in accordance with 15A NCAC 2C.01l8.
9. YIELD (gpm), nia METHOD OF TESTnia
10. WATER ZONES (depth), Unconfined Aquifer='-----
Topographic/ Land setting o Ridge Oslope 181 valley 0 Flat
(check appropriate box)
Latitude/Longitude of well location
N/A
(degrees/minules/seconds)
Latitude/Longitude source: 0 GPSOTopographic map
(check box)
DEPTH DRILLING LOG
From To see attached log
Formation Description
LOCA nON SKETCH
11. DISINFECTION: Typ ... eni::..:;a _____ , Amount.:ni"'a"-___ Show direction and distance in miles from at least
12. CASING: Wall Thickness. two State Roads or County Roads. Include the road
13.
14.
IS.
From+3.0 Dep~b7" To-
From To
From To
GROUT: De~h
From 0 To .0
From TO
SCRE~~" From
Dep,th To15'7 '
From To
SAND/GRA VEL PACK
Derth
From 4.0 Tol5'7
F rom,"'2 .nO--::T 0 4.0
Diameler
Ft2" Ft __ _
FtL __ _
Material
Ft Portland
or Weight/F1. Material munbers and common road names.
sch40 .:;..P-,-V..:;C __
Method Tremie Ft. ____ _
lJiameter Slot Size Material
Ft. 2" In. ~ in. PVC
Ft==in __ Ill. --'--
Size
Ft #3
Ft 378
San~aterial
Bentomte
16. REMARKS _______________________________ _
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH ISA NCAC 2C, WELL
CONS'!1RUCTIO~SlJ.ND S, AND THAT A COpy OF THIS RECORD HAS 13EEN PROVIDED TO THE WELL OWNER
~1 ~(j >[Hf"l1 8-10-04
SIGNATURE OF PERSON CONSTRUCTING THE WELL DATE
Submit the original to the Division of Water Quality, Groundwater Section, 1636 Mail Service Center -Raleigh, NC
27699-1636 Phone No. [phone], within 30 days. GW-I REV. 07/2001
·1
k, .. ~, )) [ T
Geologist Log: MW·13
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
Description
moist
SAND
Tan, fine to medium grained, clayey, silty, dry
Tan, fine to medium grained sandy, clayey,
moist
End of Borehole
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/9/2004
Project No: 00162-15029
Ground Elevation: 749.19
Geologist: C. Randazzo
SAMPLE
c ~ o Q) E ~ .c II)
E Q) ~ > 0. Q) :::I >-0 [iJ Z I-ro
C:-
Q) Shear Strength > 0 blowsltt ()
Q) 20 40 60 80 a:
Remarks
Locking well
cover and
cement pad
Portland Type I
Cement
Bentonite Seal
12 100% J:
2
3 8 100%
4 8 100%
Hole Size: 8"
Top of Casing: 751.23
Sheet: 1 of 1
Sand Pack
HDR Engineering, Inc. of
128S.
Phone: (70,1)32;8-';'700 I
Fax: (704)3:38-t,76[11
-it • • • • .. .. .. .. .. .. .. .. .. .. .-.-.. .. .. .. .. ..
""'-.-.. .. .. .. .. • • • • • • • • • --~ .. ~ ~ ~
WELL CONSTRUCTION RECORD
North Carolina -Department. of Environment and Natural Resources -Division of Water Quality -Groundwater Section
WELL CONTRACTOR (INDIVIDUAL) NAME (PrintF-0nald Barron CERTIFICATION 11 2091
WELL CONTRACTOR COMPANY NAME Engineering Tectonics PHONE # J..C _'--__ _
STATE WELL CONSTRUCTION PERMITII ________ ~ASSOCIATED WQ Permit #-_________ _
(if applicable) (if applicable)
1. WELL USE (Check Applicable Box): ResidcntialD MunicipallPublic 0 Industrial 0 Agricultural
Monitoring jg! Recovery 0 I-leat Pump water InjectIon D other 0 If other, hst use: .:;M::..:.W:..-..:l.::.3 _____ _
D
2. WELL LOCA nON:
Nearest Town: Winston-Salem
3336 Old Salisbmy Road
CountyForsyth
(Street Name, Numbers, Community, Subdivision, Lot No., Zip Code)
3. OWNER City of Winston-Salem
Address 325 Hanes Md! Road
(Street or Route No)
Winston-Salem N.C.
( ~~'N7lown Scate
27105
Zip code
AreifCode-Phone number1() 04 4. DATE DRILLED'",~",-;r:--'-___ _
5. TOTAL DEPTH20.0
6. DOES WELL RE~PL'::'A~C-E-E-X-I-S-n-N-G-' W-ELL? YES 0 NO ~
7. STATIC WATER LEVEL BelQw To.p QfCasing: FT.
, (Use "+" IT-Above Top of casllig)
8. TOP OF CASING IS 3.0 FT. Above Land Surface
Top of casing terminated at/or below land surf:'lce requires a
variance in accordance with 15A NCAC 2C.0118.
9. YIELD (gpm): nia METHOD OF TESTnia
10. WATER ZONES (depth): Unconfined Aqnifer='-----
11. DISINFECTION: Typ"'eni;;.,;a::--___ Amount ... ni::a'--__ _
12. CASING: Wall Thickness
Deplth Diameter
From+3.0 TQ5'.D Ft2"
From __ ----,:TQ'----Ft __ _
From To. Ft
13. GROUT: Degth '--M-a-te-rial
From 0 1'0.2.0 Ft Portland
or WeightlFt. Material schAD PVC ':"':"':'---
Method Trentie
From TO Ft. '-------
14. SCREEN Depth !)iameter Slot Size Material
From::.5::,: .. O_-:TQ20.0 Ft. 2" in. ~ ill. PVC
15. FSANDIGRAVlLQ'-P""'A"'C""K-Ft==in --tn. "'-'--"--
Depth
From 4.0 TQ20.0
From-T2.7TO--iTQ 4.0
Size
Ft #3
Ft 318
Material Saner
Beniomie
Topographicl Land setting o Ridge Dslope ~ valley 0 Flat
(check appropriate box)
Latitude/Longitude ofwelllocatioll
N/A
(degrees/minutes/seconds)
LatitlldeiLongitllde source: 0 GPSDTopographic map
(check box)
DEPTH DRILLING LOG
From To see attached log
Formation Description
LOCA TION SKETCH
Show direction and distance in miles from at least
two State Roads or County Roads. Include the road
numbers and common road names.
l6.REMARKS ____________________________________________________________ _
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
CO T~UC'~IW iffANp;RDS, AND THAT A COPY OF THIS RECORD HAS I3EEN PROVIDED TO THE WELL OWNER
) ld!.J.d1 (:1:X ~ wVl 8-10-04
SIGNATURE OF PERSON CONSTRUCTING THE WELL DATE
Submit the original to the Division of Water Quality, Groundwater Sectioll, 1636 Mail Service Center -Raleigh, NC
27699-1636 Phonc No. [phone], within 30 days. GW-I REV. 07/2001
W'F'" ,. ,.
I!!ft
I!!ft
I!!ft
I!!ft ..
"" "" ..
"" "" -----"'" "" "" "" "" "" "" ... ... ... ... ... ... ..
~
~
~
~
~
~
Ie
~
~
l!J
l!J
l!J ..
.c 15. Q)
Cl
·1
3
5
15
16
Geologist Log: MW-14
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
'0 .0 E JJ
SUBSURFACE PROFILE
Description
rich, moist
SILT
Red, tan, fine to medium grained sandy, clayey. dry
Project No: 00162-15029
Ground Elevation: 781.44
Geologist: C. Randazzo
SAMPLE
c ~ 0 -~ Q) "" .0 (f)
E Q) " > c. Q) ::J >-0 UJ Z f-iJi
18
~ g;
0 " Q) a:
. .......................................... ~~---l"TT+--+---I
Same minus medium grained sand
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/11/2004
2 7
3 8
4
Hole Size: 8"
Top of Casing: 783.88
Sheet: 1 of 3
Shear Strength
blowslft
20 40 60 80
Remarks
Locking well
cover and
cement pad
Portland Type I
Cement
~ ,---------------------------------.
Geologist Log: MW-14 4
Project: Old Salisbury Road Project No: 00162-15029 •
Client: City of Winston-Salem Ground Elevation: 781.44 ..
Location: Winston-Salem
"6 .0 E OJ
SUBSURFACE PROFILE
Description
SAND
Black, white, fine to medium grained, silty,
clayey, dry
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/11/2004
Geologist: C. Randazzo
SAMPLE
c ~ ~ .9 Q) it: Q)
~ .0 '" >
E Q) " 0 c-" Q) :::l ~ 0 Q) ill z 1ii cr:
5 16 100%
6 16 100%
7 19 10Q%
8 29 100%
Hole Size: 8"
Top of Casing: 783.88
Sheet: 2 of 3
Shear Strength Remarks
20
blowsitt
40 60 80
Bentonite Seal
HDR Engineering, Inc. of the Carolinas
128 S. Tryon Street
Suite 1400
Charlotte, NC 28202
Phone: (~~;;;;:~;~ I Fax: (7
www.hdrlnc.com
• • • 4 • • ~ • ~ 4]
~ t
«I 4]
«I • 4] • • ~ ~ ~ 4 • • • • ~
j
4
• • • • .-
!JIll' .-
!JIll'
!JIll' .-
'" '" '" .-.-.. • --.. .. • .. .. .. .. .. .. .. ,.. ,..
• • ,..
• ..... ~ ,.. -.•••.•••••. ~ • .. • • " • ~
Geologist Log: MW-14
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
Description 0 .c ..0 C. E Q) >-a (f)
,q-
45-:
46-:
47-:
48-:
Project No: 00162-15029
Ground Elevation: 781 ,44
Geologist: C. Randazzo
SAMPLE
c 0 ~ i!;: Q) ~ ..0 <Il
> E Q) ;: t"-Q) ::0 ~ 0 W z 10
c:-Q) > 0 " Q)
0:
9 60 100%
49 . -......................................... j-!7iil32Fii.4!..j--j"rI--+--l Same, moist 49.0
· "" ... " .......
~ I ...... ~
eo 1il Remarks Shear Strength a blowslft Qi 20 40 60 80 3:
.~ ...
;
.. _ .... .."
,., ~'.: Sand Pack
50-:
51-::
52~
_10-+.I...I+_56-+1_0_
0
0-jYO \ ~
.......•... \;. 2~inch Diameter
SCH 40 PVC
O.OlO-inch Slot 53-
54C . ........................... _ ........ _ ..... f-'7~2,,7.;c-4+---I....,rl--_+_+ Same, wet 54.0
55-
56c
57~
58':
59~
60 End of Borehole
61-:
62~
63-:
64~
65-:
66..,
67~
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/11/2004
11 100 100%
721.4
6Q.0
Hole Size: 8"
Top of Casing: 783.88
Sheet: 3 of 3
';" , ... , .. _ .....
. ;
HDR Engineering, Inc. of the Carolinas
128 S. Tryon Street
Suite 1400
Charlotte, NC 28202
Phone: [phone]
Fax: [phone]
www.hdrinc.com
WELL CONSTRUCTION RECORD
North Carolina -Department. of Environment and Natural Resources -Division of Water Quality -Groundwater Section
,"R..:;o"'nai=d=B"'a"'IT.:::o.::n ___________ CERTIFICATION 112091 WELL CONTRACTOR (INDIVlDUAL) NAME (prin,t-:
WELL CONTRACTOR COMPANY NAME Engineering Tectonics PHONE # 1.(_.1.-__ _
STATE WELL CONSTRUCTION PERMITIJ ________ --'ASSOCIATED WQ Permit /I _________ _
(if applicable) (if applicable)
o I. WELL USE (Check Applicable Box): Residential 0 Municipat/Public 0 Industrial 0 Agricultural
MOnltonng 18! Recovery 0 Heat Pump water InjectIon 0 other 0 If other, Itst use: .:.M:;;W-"----'-1-'-4 _____ _
2. WELL LOCA TION:
Nearest Town: Winston-Salem
3336 Old Salisbury Road
CountyForsyth
(Street Name, Numbers, Community, Subdivi~ion, Lot No., Zip Code)
3. OWNER City of Winston-Salem
Address 325 Hanes Mtll Road
(Street or Route No)
Winston-Salem N.C. 27105
City PT Town State Zip code ( )_~N~/A~~ ________ _
ArcifCode-Phone numberl2 04
4. DATE DRILLED',;;8",,-;;:.-...:..:.. ___ _
5. TOTAL DEPTH60.0
6. DOES WELL RE"'PL-'-A"'C-E-E-' X-I-S-TIN-G-WE-"LL? YES 0 NO ~
7. STATIC WATER LEVEL Below Top of Casing,: FT. (Usc "t" irAbovc Top of Casmg)
8. TOP OF CASING IS 3.0' FT. Above Land Surface
Top of casing terminated at/or below land surface requires a
variance in accordance with 15A NCAC 2C.01l8.
9. YIELD (gpm): nJa METHOD OF TESTnJa
10. WATER ZONES (depth): Unconfined Aquifer=----
Topographic/ Land setting
~ Ridge Dslope 0 valley 0 Flat
(check appropriate box)
LatitudeILongitude of well location N/A
(degrees/minutes/seconds)
LatitudelLongitude source: 0 GPS DTopographic map
DEPTH
From To
see attached log
(check box)
DRILLING LOG
Formation Description
LOCA TION SKETCH
II. DISINFECTION: Typ,"-enJ=a _____ , Amount"'nJ:';-a:-___ Show direction and distance in miles trom at least
12. CASING: Wall Thickness. two State Roads or County Roads. Include the road
From+3.0 ~~.\~.o Ft2p.iameter or WeightlFt. Material numbers and common road names.
sch.40 ",P..:.V..::;:C __
From To'--__ Ft
From--";;To Ft'---::_-_-~_
13. GROUT: Depth Material
From 0 Tci41.0 FtPortland Method Tremie
From TO'--__ Ft.. ____ _
14. SCREENO Depth Iliameter Slot Size Material From,...;.4,-,:5.-,--~T060.0 Ft. 2" tn. ~ in. PVC
From To Ft -. .:;..:...;:.--
IS. SAND!GRAVEL'~PA;-;C"'K-·_tn. --tn. ---
From 43.0
From4I.O
Depth
T060.0
To43.0
Size
Ft #3
Ft 3/8
Material Sana
Bentomte
16.REMARKS _____________________________________________ _
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
CONS1R}JCTION WA~DA,WlS, AND THAT A COPY OF THIS RECORD HAS BEEN PROVIDED TO THE WELL OWNER
/.;{c? UtJ.!'ef f5::o'u~-'V\ 8-12-04
SIGNA TUllli OF PERSON CONSTRUCTING THE WELL DATE
Submit the original to the Division of Water Quality, Groundwater Section, 1636 Mail Service Center -Raleigh, NC
27699-1636 Phone No. [phone], within 30 days. GW-I REV. 0712001
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 3 – Sample Forms

3
Appendix 3 – Sample Forms
Field Data Sheet
Chain of Custody Form
Environmental Monitoring Reporting Form
EDD Template

Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 3 – Sample Forms

This page intentionally left blank.

Sample
This page intentionally left blank.
CHAIN-OF-CUSTODY / Analytical Request DocumentThe Chain-of-Custody is a LEGAL DOCUMENT. All relevant fields must be completed accurately.Section ASection BSection CRequired Client Information:RequiredProject Information:Invoice Information:REGULATORY AGENCYPhone:Fax: Y/ NDATE TIMEDATETIME UnpreservedH2SO4HNO3HCINaOHNa2S2O3MethanolOtherAnalysis TestResidual Chlorine (Y/N)123456789101112Requested Due Date/TAT:Page: of NPDES GROUND WATER DRINKING WATER UST RCRA OTHERCompany:Address:Email To:Attention:Company Name:Address:Report To:Copy To:Pace Quote Reference:Purchase Order No.:TIMEDATEADDITIONAL COMMENTS RELINQUISHED BY / AFFILIATIONSite Location STATE:DATE ACCEPTED BY / AFFILIATIONPRINT Name of SAMPLER: SAMPLER NAME AND SIGNATUREDATE Signed (MM/DD/YY):SIGNATURE of SAMPLER: SAMPLE TYPE (G=GRAB C=COMP)#OFCONTAINERSPreservativesTIMEMatrix Codes MATRIX / CODESAMPLE ID (A-Z, 0-9 / ,-)Sample IDs MUST BE UNIQUEReceived onIce (Y/N)Temp in °CCustodySealed Cooler(Y/N)Samples Intact(Y/N)SAMPLE CONDITIONS ITEM #MATRIX CODE(see valid codes to left)Section D Required Client InformationRequested Analysis Filtered (Y/N)Pace Project No./ Lab I.D. SAMPLE TEMP AT COLLECTIONCOLLECTEDProject Name:Project Number: Pace Project Manager:Pace Profile #:COMPOSITE START COMPOSITE END/GRABDrinking Water DWWater WTWaste Water WWProduct PSoil/Solid SLOil OLWipe WPAir ARTissue TSOther OT*Important Note: By signing this form you are accepting Pace's NET 30 day payment terms and agreeing to late charges of 1.5% per month for any invoices not paid within 30 days. F-ALL-Q-020rev.07, 15-May-2007®www.pacelabs.com
Instructions for completing Chain of Custody (COC) 1.Section A and B:Complete all Client information at top of sheet: company name, address, phone, fax, contact (the person to contact if there are questions, and who will receive the final report.), e-mail address (if available), PO#, Project Name and/or Project Number as you would like to see it appear on the report. 2.Section C: Invoice Information: Billing information is included in this section. This information should include the name and address of the person receiving the invoice. 3. Quote Reference should be completed if a quotation was provided by Pace Analytical. The Project Manager, and Profile No. will be completed by Pace Analytical Services. 4.Site Location:A separate COC must be filled out for each day of sample collection. Record the two letter postal code for the US state in which the samples were collected. 5. Regulatory Agency:List the program that is guiding the work to ensure proper regulations are followed. 6.Section D:Complete a Sample Description in the “SAMPLE ID’ section as you would like it to appear on the laboratory report. The following information should also be included: the sample matrix, sample type (G (grab) or C (composite). When collecting a composite, the start time and end time should be documented in the respective boxes. The collection time for a grab (G) sample should be entered in the boxes marked ‘Composite End/Grab’), Sample temp at collection (if required by state), the total number of containers, and preservative used. 7. Mark if the sample was filtered in the field by marking Y or N in ‘Filtered’ row by the Analysis requested. 8. Requested Analysis: List the required analysis and methods on the lines provided and place a check in the column for the samples requiring the analysis. Additional comments should be referenced in the bottom left hand corner or include attachments for extended lists of parameters. 9. The sampler should print their name in the space provided and sign their name followed by the date of the sampling event at the bottom of the COC in the spaces designated for ‘SAMPLER NAME AND SIGNATURE’. 10. When relinquishing custody of the samples to a representative of the laboratory or other organization, indicate the Item Numbers of those samples being transferred; sign relinquished by, date and time, and include your affiliation. *Important Note: Standard Turnaround Time is 2 Weeks/10 business days. Results will be delivered by end of business on the date due unless other arrangements have been made with your project manager. Special Project Requirements such as Low Level Detection Limits or level of QC reported must be included on the chain of custody in the Additional Comments section.
This page intentionally left blank.
Electronic Data Deliverable (EDD) Template, last updated May 2018

File Naming
Standard 1234Dec2009
Facility Number followed by the month of sampling (e.g. Jan, Feb, Mar, etc.)
and then the year of sampling (e.g. 2009).
Column Description Example(s) DATA FORMAT
A FACILITY #12-34 Facility permit number assigned by the State
B WELL ID #1234-MW3A
Number assigned to each sampling location. Format=Facility permit number-
well name.
C CAS Number 74-87-3
CAS number for the parameter/analyte. If no CAS number exists or grouping
more than one analyte together (e.g. m & p-Xylene) then leave this field
blank, but SWS ID# must be filled in.
D SWS ID #137
Number assigned to each parameter/analyte by the Solid Waste Section.
This field should never be blank.
E PARAMETER Chloromethane Name of Parameter/analyte.
FRESULT 10
Result of analysis as reported by the laboratory in units of Micrograms per
liter. Micrograms will be expressed as ug/L. Results will be expressed as a
number without less than (<) or greater than (>) symbols.
G UNITS ug/L
Unit of measure in which the results are reported (i.e. ug/L DO NOT USE
"MU'S" for this designation.) The preferred units for concentration is ug/L,
even for metals. For other parameters such as pH and specific conductance,
there are no preferred units.
H QUALIFIER U
Laboratory data qualifier or "flag"; Use qualifiers as defined by CLP
standards (e.g. "U" for analyzed, but not detected above laboratory MDL, "J"
for estimated results, "B" for Lab blank contamination, etc.
IMETHODEPA8260B Analytical method used to analyze the constituents.
JMDL 0.18
Method Detection Limit (MDL) is the minimum concentration of a substance
that can be measured and reported with 99% confidence that the analyte
concentration is greater than zero
KMRL 1
The minimum concentration of a target analyte that can be accurately
determined by the referenced method.
L
DILUTION
FACTOR 1
Reported as single number indicating dilution performed prior to analysis;
calculated as: (volume of sample used plus volume of dilutant) divided by
volume of sample used; if no dilution is performed, the dilution factor will be
reported as 1. WHEN A SAMPLE IS DILUTED, THE RESULT MUST
INCLUDE THIS DILUTION. I.E. If there a non-detect (U) is reported on a
diluted sample, the result must reflect the diluted non-detect limit.
M COLLECT DATE 07/23/2007
The date on which the sample was collected in the field. Reported as
mm/dd/yyyy.
N
EXTRACTION
DATE 07/23/2007
The date on which the sample was prepared/extracted for analysis. Reported
as mm/dd/yyyy.
O ANALYSIS DATE 07/23/2007
The date on which the sample was analyzed by the lab. Reported as
mm/dd/yyyy.
P
NC LABORATORY
CERTIFICATION
NUMBER 123 Pursuant to 15A NCAC 02H .0800
Electronic Data need to be in the following format such that they can be uploaded into the Solid Waste Section database.
Please see the "Data Format Explanation" tab at the bottom of this sheet for an explanation of each column.
FACILITY
PERMIT WELL ID CAS
Number SWS ID PARAMETER RESULT UNITS QUALIFIER METHOD MDL MRL
DILUTION
FACTOR
COLLECT
DATE
EXTRACTIO
N DATE
ANALYSIS
DATE
NC
LABORATORY
CERTIFICATION
NUMBER12-34 1234-MW3A 74-87-3 137 Chloromethane 0.18 ug/L U SW846 8260B 0.18 1 1 08/03/2009 08/04/2009 08/05/2009 12312-34 1234-MW3A 325 Temperature 19.1 oC 08/03/2009
12-34 1234-MW5 74-83-9 136 Bromomethane 35 ug/L SW846 8260B 0.26 1 1 08/03/2009 08/04/2009 08/05/2009 123
12-34 1234-MW5 7440-39-3 15 Barium 50 ug/L J SW846 6020 0.04 10 1 08/03/2009 08/05/2009 123
12-34 1234-MW5 411 Total Well Depth 54.3 ft 08/03/2009
ALL DATA SHOULD INCLUDE THE PERMIT NUMBER. If unsure, contact the operator/owner of the facility.
The unit of concentration should be ug/L for ALL constituents.

This page intentionally left blank.
Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 4 – NCDEQ Groundwater References

4
Appendix 4 – NCDEQ
Groundwater References
Environmental Monitoring Data Memo, Oct 2007
Addendum to October 2006 Memo, Feb 2007
Guidelines for Electronic Submittal, Memo
October 2006
Appendix I Constituent List
Appendix II Constituent List

Winston-Salem/Forsyth County Utilities | Groundwater Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 4 – NCDEQ Groundwater References

This page intentionally left blank.

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

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 th
e

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 data
lo

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

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
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. Specif
w

http://www.

ental monitoring data

In addition, the following should be included with environm
submittals:
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

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
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

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

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
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

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

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 t
fo

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
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

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).

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.

Constituents for Detection Monitoring
(40 CFR 258, Appendix I)
Common name CAS RN
Antimony (Total)
Arsenic (Total)
Barium (Total)
Beryllium (Total)
Cadmium (Total)
Chromium (Total)
Cobalt (Total)
Copper (Total)
Lead (Total)
Nickel (Total)
Selenium (Total)
Silver (Total)
Thallium (Total)
Vanadium (Total)
Zinc (Total)
Acetone 67-64-1
Acrylonitrile 107-13-1
Benzene 71-43-2
Bromochloromethane 74-97-5
Bromodichloromethane 75-27-4
Bromoform; Tribromomethane 75-25-2
Carbon disulfide 75-15-0
Carbon tetrachloride 56-23-5
Chlorobenzene 108-90-7
Chloroethane; Ethyl chloride 75-00-3
Chloroform; Trichloromethane 67-66-3
Dibromochloromethane; Chlorodibromomethane 124-48-1
1,2-Dibromo-3-chlorpropane; DBCP 96-12-8
1,2-Dibromoethane; Ethylene dibromide; EDB 106-93-4
o-Dichlorobenzene; 1,2-Dichlorobenzene 95-50-1
p-Dichlorobenzene; 1,4-Dichlorobenzene 106-46-7
trans-1,4-Dichloro-2-butene 110-57-6
1,1-Dichloroethane; Ethylidene chloride 75-34-3
1,2-Dichloroethane; Ethlyene dichloride 107-06-2
1,1-Dichloroethylene; 1-1-Dichloroethene; Vinylidene
chloride
75-35-4
cis-1,2-Dichloroethylene; cis-1,2-Dichloroethene 156-59-2
trans-1,2-Dichloroethylene; trans-1,2-Dichloroethene 156-60-5
1,2-Dichlorpropane; Propylene dichloride 78-87-5
cis-1,3-Dichlorpropene 10061-01-5
trans-1,3-Dichlorpropene 10061-02-6
Ethylbenzene 100-41-4
2-hexanone; Methyl butyl ketone 591-78-6
Methyl bromide; Bromomethane 74-83-9
Methyl chloride; Chloromethane 74-87-3
Methylene bromide Dibromomethane 74-95-3
Methylene chloride; Dichloromethane 75-09-2
Methyl ethyl ketone; MEK; 2-Butanone 78-93-3
Methyl iodide; Iodomethane 74-88-4
4-Methyl-2-pentanone; Methyl isobutyl isobutyl
ketone
108-10-1
Styrene 100-42-5
1,1,1,2-Tetrachloroethane 630-20-6
1,1,2,2-Tetrachloroethane 79-34-5
Tetrachloroethylene; Tetracholorethene;
Perchloroethylene
127-18-4
Toluene 108-88-3
1,1,1-Trochlorethane; Methylchloroform 71-55-6
1,1,2-Trichloroethane 79-00-5
Trichloroethylene; Trichlorethene 79-01-6
Trichlorofluoromethane; CFC-11 75-69-4
1,2,3-Trichloropropane 96-18-4
Vinyl acetate 108-05-4
Vinyl chloride 75-01-4
Xylenes 1330-20-7
Common Name CAS RN
Acenaphthene 83-32-9
Acenaphthylene 208-96-8
Acetone 67-64-1
Acetonitrile; Methyl cyanide 75-05-8
Acetophenone 98-86-2
2-Acetylaminofluorene; 2-AAF 53-96-3
Acrolein 107-02-8
Acrylonitrile 107-13-1
Aldrin 309-00-2
Allyl chloride 107-05-1
4-Aminobiphenyl 92-67-1
Anthracene 120-12-7
Antimony (Total)
Arsenic (Total)
Barium (Total)
Benzene 71-43-2
Benzo[a]anthracene; Benzanthracene 56-55-3
Benzo[b]fluoranthene 205-99-2
Benzo[k]fluoranthene 207-08-9
Benzo[ghi]perylene 191-24-2
Benzo[a]pyrene 50-32-8
Benyl alcohol 100-51-5
Beryllium (Total)
alpha-BHC 319-84-6
beta-BHC 319-85-7
delta-BHC 319-86-8
gamma-BHC; Lindane 58-89-9
Bis(2-chloroethoxy)methane 111-91-1
Bis(2-chloroethyl)ether; Dichloroethyl ether 111-44-4
Bis-(2-chlor-1-methyl) ether; 2, 2-Dichloro-
diisopropyl ether; DCIP, See note 6
108-60-1
Bis(2-ethylhexyl) phthalate 117-81-7
Bromochloromethane; Chlorobromomethane 74-97-5
Bromodichloromethane; Dibromochloromethane 75-27-4
Bromoform; Tribromomethane 75-25-2
4-Bromophenyl phenyl ether 101-55-3
Butyl benzyl phthalate; Benzyl butyl phthalate 85-68-7
Cadmium (Total)
Carbon disulfide 75-15-0
Carbon tetrachloride 56-23-5
Chlordane See NOTE 1
p-Chloroaniline 106-47-8
Chlorobenzene 108-90-7
Chlorobenzilate 510-15-6
p-Chloro-m-cresol; 4-Chloro-3-methylphenol 59-50-7
Constituents for Assessment Monitoring
(40 CFR 258, Appendix II)
Chloroethane; Ethyl chloride 75-00-3
Chloroform; Trichloromethane 67-66-3
2-Chloronaphthalene 91-58-7
2-Chlorophenol 95-57-8
4-Chlorophenyl phenyl ether 7005-72-3
Chloroprene 126-99-8
Chromium (Total)
Chrysene 218-01-9
Cobalt 218-01-9
Copper (Total)
m-Cresol; 3-methylphenol 108-39-4
o-Cresol; 2-methlphenol 95-48-7
p-Cresol; 4-methylphenol 106-44-5
Cyanide 57-12-5
2,4-D; 2,4-Dichlorophenoxyacetic acid 94-75-7
4,4-DDD 72-54-8
4,4-DDE 72-55-9
4,4-DDT 50-29-3
Diallate 2303-16-4
aDibenz[a,h]anthracene 53-70-3
Dibenzofuran 132-64-9
Dibromochloromethane; Chlorodibromomethane 124-48-1
1,2-Dibromo-30chloropropane; DBCP 96-12-8
1,2-Dibromoethane; Ethylene dibromide; EDB 106-93-4
Di-n-butyl phthalate 84-74-2
o-Dichlorobenzene; 1,2-Dichlorobenzene 95-50-1
m-Dichlorobenzene; 1,3-Dichlorobenzene 541-73-1
p-Dichlorobenzene; 1,4-Dichlorobenzene 106-46-7
3,3-Dichlorobenzidine 91-94-1
trans-1,4-Dichloro-2-butene 110-57-6
Dichlorodifluoromethane; CFC 12; 75-71-8
1,1-Dichloroethane chloride 75-34-3
1,2-Dichloroethane; Ethylene dichloride 107-06-2
1,1-Dichloroethylene; 1,1-Dichloroethane;
Vinylidene
75-35-4
chloride (Total)
cis-1,2-Dichloroethylene; cis-1,2-Dichloroethene 156-59-2
trans-1,2-Dichloroethylene trans-1,2-Dichloroethene 156-60-5
2,4-Dichlorophenol 120-83-2
2,6-Dichlorophenol 87-65-0
1,2-Dichloropropane; Propylene dichloride 78-87-5
1,3-Dichloropropane; Trimethylene dichloride 142-28-9
2,2-Dichloropropane; Isopropylidene chloride 594-20-7
1,1-Dichloropropene 563-58-6
cis-1,3-Dichloropropene 10061-01-5
trans-1,3-Dichloropropene 10061-02-6
Dieldrin 60-57-1
Diethyl phthalate 84-66-2
0,0-Diethyl 0-2-pyrazinyl phosphorothioate;
thionazin
297-97-2
Dimethoate 60-51-5
p-(Dimethylamino)azobenzene 60-11-7
7,12-Dimethylbenxz[a]anthracene 57-97-6
3,3-Dimethylbenzidine 119-93-7
2,4-Dimethlphenol; m-Xylenol 105-67-9
Dimethyl phthalate 131-11-3
m-Dinitrobenzene 99-65-0
4,6-Dinitro-o-cresol 4,6-Dinitro-2-methylphenol 534-52-1
2,4-Dinitrophenol 51-28-5
2,4-Dinitrotoluene 121-14-2
2,6-Dinitrotoluene 606-20-2
Dinoseb; DNBP; 2-sec-Butyl-4,6-dinitrophenol 88-85-7
Di-n-octyl phthalate 117-84-0
Diphenylamine 122-39-4
Disulfoton 298-04-4
Endosulfan I 959-98-8
Endosulfan II 33213-65-9
Endodulfan sulfate 1031-07-8
Endrin 72-20-8
Endrin aldehyde 7421-93-4
Ethylbenzene 100-41-4
Ethyl methacrylate 97-63-2
Ethyl methanesulfonate 62-50-0
Famphur 52-85-7
Fluoranthene 206-44-0
Fluorene 86-73-7
Heptachlor 76-44-8
Heptachlor epoxide 1024-57-3
Hexachlorobenzene 118-74-1
Hexachlorobutadiene 87-68-3
Hexachlorocyclopentadiene 77-47-4
Hexachloroethane 67-72-1
Hexachloropropene 188-71-7
2-Hexanone; Methyl butyl ketone 591-78-6
Indenol(1,2,3-cd)pyrene 193-39-5
Isopbutyl alcohol 78-83-1
Isodrin 465-73-6
Isophorone 78-59-1
Isosafrole 120-58-1
Kepone 143-50-0
Lead (Total)
Mercury (Total)
Methacrylonitrile 126-98-7
Methapyrilene 91-80-5
Methoxychlor 72-43-5
Methyl bromide; Bromomethane 74-83-9
Methyl chloride; Chloromethane 74-87-3
3-Methylcholanthrene 56-49-5
Methyl ethyl ketone; MEK; 2-Butanone 78-93-3
Methyl iodide; lodomethane 74-88-4
Methyl methacrylate 80-62-6
Methyl methanesulfonate 66-27-3
2-Methylnaphthalene 91-57-6
Methyl parathion; Parathion methyl 298-00-0
4-Methyl-2-pentanone; Methyl isobutyl ketone 108-10-1
Methylene bromide; Dibromomethane 74-95-3
Methylene chloride; Dichloromethane 75-09-2
Naphthalene 91-20-3
1,4-Naphthoquinone 130-15-4
1-Naphthylamine 134-32-7
2-Naphthylamine 91-59-8
Nickel (Total)
o-Nitroaniline; 2-Nitroaniline 88-74-4
m-Nitroaniline; 3-Nitroanile 99-09-2
p-Nitroaniline; 4-Nitroaniline 100-01-6
Nitrobenzene 98-95-3
o-Nitrophenol; 2-Nitrophenol 88-75-5
p-Nitrophenol; 4-Nitrophenol 100-02-7
N-Nitrosodi-n-butylamine 924-16-3
N-Nitrosodiethylamine 55-18-5
N-Nitrosodimethylamine 62-75-9
N-Nitrosodiphenylamine, N-Nitroso-N-Di-n-
propylnitrosamine
86-30-6
N-Nitrosodipropylamine; dipropylamine; 621-64-7
N-Nitrosomethylethalamine 10595-95-6
N-Nitrosopiperidine 100-75-4
N-Nitrosopyrrolidine 930-55-2
5-Nitro-o-toluidine 99-55-8
Parathion 56-38-2
Pentachlorobenzene 608-93-5
Pentachloronitrobenzene 82-68-8
Pentachlorophenol 87-86-5
Phenacetin 62-44-2
Phenanthrene 85-01-8
Phenol 108-95-2
p-Phenylenediamine 106-50-3
Phorate 298-02-2
Polychlorinated biphenyls (PCBs); Aroclors see NOTE 2
Pronamide 23950-58-5
Propionitrile; Ethyl cyanide 107-12-0
Pyrene 129-00-0
Safrole 94-59-7
Selenium (Total)
Silver (Total)
Silvex; 2,4,5-TP 93-72-1
Styrene 100-42-5
Sulfide 18496-25-8
2,4,5-T; 2,4,5-Trichlorophenoxyacetic acid 93-76-5
1,2,4,5-Tetrachlorobenzene 95-94-3
1,1,1,2-Tetrachloroethane 630-20-6
1,1,2,2-Tetrachloroethane 79-34-5
Tetrachloroethylene; Tetrachloroethene;
Perchloroethylene
127-18-4
2,3,4,6-Tetrachlorophenol 58-90-2
Thallium (Total)
Tin (Total)
Toluene 108-88-3
o-Toluidine 95-53-4
Toxaphene See NOTE 3
1,2,4-Trichlorobenzene 120-82-1
1,1,1-Trichloroethane; Methylchloroform 71-55-6
1,1,2-Trichloroethane 79-00-5
Trichloroethylene; Trichloroethene 79-01-6
Trichlorrofluoromethane; CFC-11 75-69-4
2,4,5-Trichlorophenol 95-95-4
2,4,6-Trichlorophenol 88-06-2
1,2,3-Trichloropropane 96-18-4
0,0,0-Triethyl phosphorothioate 126-68-1
sym-Trinitrobenzene 99-35-4
Vanadium (Total)
Vinyl acetate 108-05-4
Vinyl chloride; Chloroethene 75-01-4
Xylene (total) See NOTE 4
Zinc (Total)
1. Chlordane: This entry includes alpha-chlordane (CAS RN 5103-71-9), beta-chlordane
(CAS RN 5103-74-2), gamma-chlordane (CAS RN 5566-34-7), and constituents of chlordane
(CAS RN 57-74-9 and CAS RN 12789-03-6)
2. Polychlorinated biphenyls (CAS RN 1336-36-3); this category contains congener chemicals, including
constituents of Aroclor-1016 (CAS RN 12674-11-2), Aroclor-1221 (CAS RN 11104-28-2),
Aroclor-1232 (CAS RN 11141-16-5), Aroclor-1242 (CAS RN 53469-21-9), Aroclor-1248
(CAS RN 12672-29-6), Aroclor-1254 (CAS RN 11097-69-1), and Aroclor-1260
(CAS RN 11096-82-5)
3. Toxaphene: This entry includes congener chemicals contained in technical toxaphene
(CAS RN 8001-35-2), ie, chlorinated camphene
4. Xylene (total): This entry includes o-xylene (CAS RN 96-47-6), m- xylene (CAS RN 108-38-3),
p-xylene (CAS RN 106-42-3), and unspecified xylenes (dimethylbenzenes) (CAS RN 1330-20-7)

HDR Engineering, Inc. of the Carolinas 440 S Church Street, Suite 1000 Charlotte, NC 28202-2075 704.338.6700
NC License F0116
hdrinc.com
© 2020 HDR, Inc., all rights reserved
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix E – Landfill Gas Monitoring Plan

E
Appendix E – Landfill Gas
Monitoring Plan

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix E – Landfill Gas Monitoring Plan

This page intentionally left blank.

Landfill Gas
Monitoring Plan
Old Salisbury Road Construction and
Demolition Landfill
Permit Amendment
Winston-Salem, North Carolina
November 2019
Revised December 2019
Revised January 2020

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Contents
i
Contents
1 Introduction ............................................................................................................................ 1
1.1 Facility Background ........................................................................................................ 1
1.2 Regulatory Authority ....................................................................................................... 1
1.3 Geologic Characteristics ................................................................................................. 1
1.3.1 Regional Geologic and Hydrogeologic Frame Work ............................................... 1
1.3.2 Site Specific Topography and Drainage .................................................................. 2
1.3.3 Site Specific Hydrogeology ..................................................................................... 2
1.4 Monitoring History ........................................................................................................... 5
2 Monitoring Network ................................................................................................................ 5
2.1 Landfill Gas ..................................................................................................................... 5
3 Sampling Schedule ................................................................................................................ 5
4 Landfill Gas Monitoring Procedures ....................................................................................... 5
4.1 Equipment ...................................................................................................................... 6
4.2 Sampling ......................................................................................................................... 6
5 Data Evaluation ..................................................................................................................... 6
6 Contingency Plan ................................................................................................................... 6
7 Data Reporting ....................................................................................................................... 7
7.1 Report Frequency ........................................................................................................... 7

Tables
Table 1 Well IDs and locations sampled ....................................................................................... 5

Figures
Figure 1 Site map with sampling locations .................................................................................... 3

Appendices
Appendix 1 – Landfill Gas Probe Details
Appendix 2 – Landfill Gas Monitoring Data Form

Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Contents
ii

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Introduction
1
1 Introduction
This Landfill Gas Monitoring Plan for the Old Salisbury Road Construction and Demolition Debris
(C&D) Landfill (OSR), is intended to update and replace the plan last approved in April of 2015 as
part of the previous permit renewal process.
1.1 Facility Background
The OSR landfill is permitted for 56 acres and is situated within a 140-acre tract north of Friedberg
Church Road and west of Old Salisbury Road in Forsyth County, North Carolina. The site is
accessed via Old Salisbury Road (State Road 3011). The Davidson County line borders the site
to the south. The location of the OSR landfill is illustrated on Figure 1.
1.2 Regulatory Authority
The site is operated under North Carolina Department of Environmental Quality (NCDEQ) facility
permit number 34-12. The facility was first issued a permit to operate on July 3, 1996 and opened
in August of the same year. The monitoring requirements for this site are addressed by North
Carolina Solid Waste Management Rule 15A NCAC 13B .0544. This plan addresses the
monitoring requirements for landfill gas.
Per 15A NCAC 13B.0544 (d), owners or operators of C&D landfill units must ensure that:
• the concentration of methane or other explosive gases generated by the facility does not
exceed 25% of the lower explosive limit (LEL) (1.25% methane; 1% hydrogen sulfide) in
facility structures (excluding gas control or recovery system components); and
• The concentration of methane or other explosive gases does not exceed the LEL (5%
methane; 4% hydrogen sulfide) at the facility property boundary.
In addition, owners or operators of C&D landfill units must implement a routine monitoring
program and perform monitoring on at least a quarterly basis. If regulatory limits for
concentrations of methane or other explosive gases are exceeded, a contingency plan must be
implemented for the protection of human health and safety.
1.3 Geologic Characteristics
This section paraphrases the descriptions provided in the July 2003 Ground Water Monitoring
Plan and the 2003 Design Hydrogeologic Investigation Report.
1.3.1 Regional Geologic and Hydrogeologic Frame Work
According to the 1985 Geologic Map of North Carolina, OSR is located in the Charlotte belt of the
Piedmont Physiographic Province. This province contains metamorphic and igneous plutonic
rocks, which in some areas have been extensively weathered and eroded forming an undulating
and well-dissected topography. The area is underlain by granite rock, which is commonly
megacrystic to equigranular in texture.
The bedrock is typically fractured and is overlain by highly weathered bedrock called saprolite.
The saprolite varies in thickness from a few feet near bedrock outcrops to over 100 feet. The
Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Introduction
2
saprolitic material retains some of the original (relict) structural features of the parent rock. The
nearer surface residual soils are formed by the in-place physical and chemical weathering of the
saprolite and usually do not retain the relict structural features.
Subsurface conditions generally consist of a veneer of topsoil underlain by residual soils,
saprolite, partially weathered rock, and fractured rock. There is generally a gradual transition from
one material type to the next with varying thickness of each.
In the Piedmont Physiographic Province, groundwater is present within the openings created by
fractures and joints within the bedrock and within the pore spaces of the overlying-saprolite. The
saprolite/bedrock aquifers are primarily recharged by precipitation in the inter-stream areas, which
infiltrates through the unsaturated zone to the water table. The depth to ground water is generally
deeper beneath uplands than beneath valleys. The water table is commonly close to the top of
bedrock and is more often than not, located within the saprolite. Groundwater moves laterally and
downward through the saprolite and bedrock toward streams, springs, and surface water bodies.
The water table surface is generally a subdued reflection of the surface topography.
1.3.2 Site Specific Topography and Drainage
Surface drainage at the subject site is primarily controlled by a north-northwesterly trending ridge
within the property. Construction of the landfill generally mimics and replaced the natural ridge
that existed prior to the landfill. This ridge directs runoff northeast, west and southwest into
tributaries of South Fork Muddy Creek. The majority of surface runoff within this site is directed to
South Fork Muddy Creek on the north. A small area in the extreme southeasterly section of the
site appears to drain south into Miller Creek. Both the South Fork Muddy Creek and Miller Creek
flow to the west where they converge with Muddy Creek. Muddy Creek flows to the south and
converges with the Yadkin River.
1.3.3 Site Specific Hydrogeology
As documented in the Design Hydrogeological Investigation Report submitted by HDR on
December 2, 2003, the uppermost unconfined aquifer underlying the facility is comprised of three
units. The stratigraphic downward progression of the three units is saprolite transitioning into
partially weather bedrock, then competent bedrock. Ground water flow through the saprolite and
partially weathered bedrock is through the soil matrix, while groundwater flow through the bedrock
is primarily fracture flow.
Based on historical field observations (i.e., soil boring records) and laboratory test results from the
2003 Design Hydrogeological Investigation Report, the uppermost unconfined aquifer beneath the
facility predominantly exists within the unconsolidated saprolitic soil and transition zone units that
have been classified as micaceous silty sands and sandy silts produced by the in-situ weathering
of the granodiorite parent rock. Groundwater flow within the uppermost aquifer is predominantly
porous flow through the unconsolidated units. There is no evidence of discrete flow patterns within
the saprolite and transition zones of the uppermost aquifer resulting from relict quartz veins, dikes,
healed fractures, or strong preferential alignment of minerals (i.e., foliation). In general, the flow of
groundwater occurs for the facility is from higher elevations onsite to lower elevations onsite under
unconfined (water table) conditions regardless of the unit in which it resides. As such, the static
water table generally mimics the topography.
This page intentionally left blank.
Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Monitoring Network
5
1.4 Monitoring History
A Ground Water Monitoring Plan was originally prepared by S&ME and submitted by HDR with
the Site Plan Application in 1995. HDR has subsequently revised this plan multiple times,
including adding a landfill gas monitoring plan by letter: August 1999, October 1999, October
2002, April 2003, July 2003, and April 2015. The plan with the amending letters was last
submitted to NC DENR in the April 2015 operating permit amendment. .
2 Monitoring Network
The 15 landfill gas monitoring locations are listed in Table1 and depicted on the Figure 1.
Table 1 Well IDs and locations sampled
MM-1 MM-2s MM-2d MM-3 MM-4s
MM-4d MM-5 MM-6 MM-7 MM-8
MM-9 MM-10 MM-11 MM-12 Landfill Scalehouse
2.1 Landfill Gas
A monitoring network of 14 probes in 12 locations and one structure has been established at the
site. The network is intended to ensure that:
• The concentration of methane gas or other explosive gases generated by the facility
does not exceed 25 percent of the lower explosive limit in on-site facility structures
(excluding gas control or recovery system components);
• The concentration of methane gas or other explosive gases does not exceed the lower
explosive limit for methane or other explosive gases at the facility property boundary;
and
• The facility does not release methane gas or other explosive gases in any concentration
that can be detected in offsite structures.
In addition, monitoring of the network may be used to identify if landfill gas is impacting
groundwater constituents.
3 Sampling Schedule
Data will be collected from the fourteen (14) landfill gas probes and from within and around the
landfill scalehouse quarterly.
4 Landfill Gas Monitoring Procedures
This section describes standard procedures to be followed during field sampling events.
Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Data Evaluation
6
4.1 Equipment
Readings at the monitoring points will be collected using a handheld landfill gas monitor (i.e.,
CES Landtec GEM 2000 or equivalent). The meter shall be equipped with the applicable filters.
Commonly used filters include moisture, particulate and charcoal. A charcoal filter can be used
to help prevent volatile organic compounds from triggering a false positive reading. The meter
shall be calibrated according to the manufacturer’s instructions.
4.2 Sampling
1. Record barometric pressure at the beginning of each event.
2. If necessary, remove the cap from the monitoring point and quickly attach the
appropriately sized adapter to the monitoring point.
3. Attach the gas analyzer tubing to the monitoring point.
4. Record the following gas concentrations once they have stabilized.
• % Methane, CH4
• % Carbon dioxide, CO2
• % Oxygen, O2
• ppm of Hydrogen Sulfide, H2S
• ppm of Carbon monoxide, CO
• % of balance gas as a check
5. Note if gas levels decrease before stabilizing
6. Disconnect the tubing and securely replace the original cap on the monitoring probe,
as necessary.
7. Proceed to the next monitoring point and repeat from step 2.
8. Record barometric pressure at the end of each event.
5 Data Evaluation
Landfill gas data will be evaluated graphically for consistency with previous results. If
exceedances are observed, then the site will initiate the Contingency Plan activities detailed
below in Section 7.
6 Contingency Plan
If allowable maximum limits for landfill gas are exceeded at the facility property boundary or in
on-site structures, the City will take the following steps:
• Step 1: Immediately take all necessary steps to ensure protection of human health and
notify NCDEQ.
• Step 2: Within seven days of detection, place the gas levels detected and a description
of the steps taken to protect human health in the operating record. In addition, landfill
gas levels shall be retested.
• Step 3: Within 60 days of detection, develop and implement a remediation plan that
describes the nature and extent of the problem and proposed remedy for the landfill gas
Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Data Reporting
7
releases, place a copy of the plan in the operating record, and notify NCDEQ that the
plan has been implemented.
7 Data Reporting
Data collected as a result of implementation of this plan shall be submitted to NCDEQ
electronically. The laboratory analysis output shall be provided in NCDEQ’s electronic data
deliverable (EDD) format. Details of the EDD format and other documents related to reporting
requirements are provided in Appendix. An interpretation of the results shall be included in the
reports.
The reports shall be sent to:
NCDEQ Environmental Compliance Solid Waste Section 1646 Mail Service Center Raleigh, NC 27699-1646
7.1 Report Frequency
The monitoring report should include methane sampling, groundwater sampling and analysis
results since the last report. The report shall include recommendations for any changes that
should be made to this monitoring plan.
OSR shall retain the monitoring reports, records and supporting documentation in the facility
operating record throughout the post-closure period. These records will be made available for
review by NCDEQ personnel on request. Documentation of any contingency plan actions will
also be kept in the operating record.

Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Data Reporting
8

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 1 – Landfill Gas Probe Details

1
Appendix 1 – Landfill Gas
Probe Details

Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 1 – Landfill Gas Probe Details

This page intentionally left blank.

.. -.-• • • • • .. .. .. .. .. .. .. .. .. .. .. .-.-.-.-.-.-.-.-.-.-.-.-.. .. .. .. .. .. .. .. .. .. .. .. ..
% <D o
·1
Geologist Log: MM-7
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
(5
.0 E >-(f)
SAND
Description
, moist
Tan, fine to medium grained, clayey, silty, dry
End of Borehole
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/12/2004
Project No: 00162-15029
Ground Elevation: NA
Geologist: C. Randazzo
SAMPLE
c ~ 0 <D ~ .0
E <D > 0. <D ::J ~ [jJ z
Hole Size: 6"
Top of Casing: NA
Sheet: 1 of 1
it: ~ 0 ffi
i::' <D > 0 <.:> <D a:
Shear Strength Remarks
20
blowslft
40 60 80
Locking well
cover and
cement pad
Sand Pack
HDR Engineering, Inc. of fhe Carolinas
128 S. Tryon Street
Suite 1400
Charlotte, NC 28202
Phone: [phone]
Fox: [phone]
www.hdrinc.com
.. .. .. .. .. .. ..
!!III
!!It
!!It
!!It
!!It .-.-.-.-.-.-
!II
A ~
!II
!II
It
It
It .. .. ..
lilt
lilt
lilt
lilt .. .. ..
It
It
It ,
• • • ~
WELL CONSTRUCTION RECORD
North Carolina -Department. of Environment and Natural Resources -Division of Water Quality -Groundwater Section
WELL CONTRACTOR (INDIVIDUAL) NAME (prin.f.onald Barron CERTIFICATION II~
WELL CONTRACTOR COr..1PANY NAME Engineering Tectonics PHONE If J..( _L-__ _
STATE WELL CONSTRUCTION PERMIT# ________ ~A·SSOCIATED WQ Pennit # _________ _
(if applicable) (if applicable)
1. WELL USE (Check Applicable Box): Residential 0 Municipal/Public 0 Ind~striaI 0 Ag,iclIttlirat
Monitoring 0 RecoveryD Heat Pwnp water InJectIOn 0 other I8J Ifother, list use: MMM7!Methane Well
o
2. WELL LOCATION:
Nearest Town: Winston-Salem
3336 Old Salisbury Road
CountyForsyth
(Street Name, Numbers, Community, Subdivision, Lot No., ZiP Code)
3. OWNERCily of Winston-Salem
Address 325 Hanes Mdl Road
(Street or Route No)
Winston-Salem N.C. 27105
City _oJ' Town State Zip code
( )_~N~IA~~ ________ _
AFeITodc-Phone number 4
4. DATE DRILLED,1i8,,-1"'3-..::0-'-___ _
5. TOTAL DEPTH"'I.;..;8."-O ____ __
6. DOES WELL REPLACE EXISTING WELL? YES 0 NO IBI
7. STATIC WATER LEVEL Below To.p of Casing: FT. , (Use "t" irAbove Top of C:asTtigT
8. TOP OF CASING IS 3.0 FT. Above Land Surface
Top of casing terminated atlor below land surface requires a
variance in accordance with 15A NeAC 2C.Ol18.
9. YIELD (gpm): nla METHOD OF TESTnia
10. WATER ZONES (depth): Unconfined Aquifer-'-'-----
11. DISINFECTION: Type"'nI;;.:a=--___ Amount"'nI"'a'-__ _
12. CASING: Wall Thickness.
From+3.0 ~~J11tJ
From To.
From To.
13. GROUT: DeRth
From ° To.l.O
From TO
14. SCREr~ Depth
From· To.18.0
From To
15. SAND/GRAVEL PACK
Depth
From I '6" To 18.0
FromJ.O To ]1," ='---
Diameter Ft I "
Ft Ft--
Material
FtPortland
or WeightIFt. Material
schAO PVC -"'--
Method
Trernie Ft. ____ _
Iliameter Slot Size Material
Ft. I" tn. ~ ill. ,,-P-,-V.::.C __
Ft==in __ tn. __ _
Size
Ft #3
Ft 31g
Material Sand
Beniorute
Topographic/ Land setting o Ridge Dslope IBI valley 0 Flat
(check appropna(e box)
LatitudeILongitude of well location
N/A
(degrees! minutes/seconds)
LatitudeiLongitude source: 0 GPSDTopographic map
(chrck box)
DEPTH DRILLING LOG
From To see attached log
Formation Description
LOCA TION SKETCH
Show direction and distance in miles from at least
two State Roads or County Roads. Include the road
numbers and conunon road names.
16.REMARKS ____________________________________________________________ _
1 DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
C T.RUC,¥,?N ~T ~DARDS, AND THAT A COPY OF HIlS RECORD HAS BEEN PROVIDED TO THE WELL OWNER
,~y \Xt.\>-ev\ 8-)3-04
SIGNATURE OF PERSON CONSTRUCTING THE WELL DATE
Submit the original to the Division of Water Quality, Groundwater Section, 1636 Mail Service Center -Raleigh, NC
27699-1636 Phone No. [phone], within 30 days. GW-I REV. 07/2001
;1
Ii
!
I
i I i
I
% OJ o
-1
5
6
7
10
11
Geologist Log: MM-8
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
Description
Tan, organic rich, grassed, moist
SAND
Tan, fine to medium grained, clayey, silty, dry
End of Borehole
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/11/2004
Project No: 00162-15029
Ground Elevation: NA
Geologist: C. Randazzo
SAMPLE
c 0 Q; ~ .c > E OJ 0. OJ :::J >-ill z I-
Hole Size: 6"
Top of Casing: NA
Sheet: 1 of 1
it: (JJ ;;:
0 05
2:-OJ > 0 " OJ a:
Shear Strength
blows/h
20 40 60 80
Remarks
Locking weI!
cover and
cement pad
Sand Pack
HDR Engineering. Inc. of
128 S. T'Yo,n SfTeell
Charlotte.
Phone: or>lmR-fol'OO I
Fox: (704)3:38-<.76(11
www.hdrinc.com
WELL CONSTRUCTION RECORD
North Carolina -Department of Environment and Natural Resources -Division of Water Quality -Groundwater Section
Ronald Barron CERTIFICATION #. 2091 WELL CONTRACTOR (INDIVIDUAL) NAME (prin'iq=:==== __________ _
WELL CONTRACTOR COMPANY NA!vfE Engineering Tectonics PHONE It .... ( _'-__ _
STATE WELL CONSTRUCTION PERMrrll ________ ~ASSOCIATED WQ Permit II _________ _
(if applicable) (if applicable)
1. WELL USE (Check Applicable Box): ResidentialD Municipal/Public 0 Industrial 0 Agricultural 0
Monitoring [) Recovery 0 Heat Pump water Injection 0 other ~ If other, hst use: MJ\1w 8IMethane Well
2. WELL LOCA TION:
Nearest Town: Winston-Salem
3336 Old Salisbury Road
CountyForsyth
(Street Name, Numbers, Community, Subdivision, Lot No., Zip Code)
3. OWNER City of Winston-Salem
Address 325 Hanes Mill Road
(Street or Route No)
Winston-Salem N.C. 27105
City 9r Town State Zip code ( ) __ .:.cN:::/ A-'-----:-____ _
ArcITode-Phone number 4. DATE DRILLED',::8,;-1,;:.3-...::0..:.4 ___ _
5. TOTAL DEPTHc::I;::..:3 . .:;.0 ____ _
6. DOES WELL REPLACE EXISTING WELL? YES 0 NO I2lI
7. STATIC WATER LEVEL Below T9.p of Casing: FT. , (Use "+" u-Above Top of CaslIlg)
8. TOP OF CASING IS 3.0 FT. Above Land Surface
Top of casing terminated at/or below land surface requires a
variance in accordance with 15A NCAC 2C.0118.
9. YIELD (gpm), nia METHOD OF TESTnia
10. WATER ZONES (depth): Unconfmed Aqllifer=~---
II. DISINFECTION: Type"'ni:.:a=--___ Amount~ni::,:a=----_
12. CASING: Wall Thickness.
Denth Diameter
From+3.0 To'2:U Ftl"
From To Ft From---.;To'----Ft---
13. GROUT: Derth Material From 0 To1.0 FtPortland
or WeightIFt. Material
sch.40 PVC -"-'--=---
Method
Tremie
From TO Ft. '----:----14. SCREEN Depth Giameter Slot Size Material
From.::2", .. O,-_T.oI3.0 Ft.I" In. ~ in. PVC
From To Ft -..:....:..:::..--
15. SAND/GRAVEL·~PA"C;;:;K-·_In. --In. ---
Depth
From 1'6" To13.0 FromT-I.rro---iTo 1'6"
Size
Ft #3
Ft 378
San~aterial
Bentorute
Topographic! Land setting o Ridge Dslope I2lI valley 0 Flat
(check appropriate box)
LatitudeILongitude of well location
N/A
(degrees/minutes/seconds)
Latitude/Longitude source: 0 GPSDTopographic map
(check box)
DEPTH DRILLING LOG
From To see attached log
Formation Description
LOCA TlON SKETCH
Show direction and distance in miles from at least
two State Roads or COlUlty Roads. Include the road
munbers and common road names.
16.REMARKS ______________________________ _
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
CST. RUCWN 11'. T ARDS, AND T1lA T A COPY OF THIS RECORD liAS BEEN PROVIDED TO TilE WELL OWNER
c<'l~ 8-13-04
SIGNAIlJRE OF PERSON CONSTRUCTING THE WELL DATE
Submit the original to the Division of Water Quality, GrolUldwater Section, 1636 Mail Service Center -Raleigh, NC
27699-1636 Phone No. [phone], within 30 days. GW-l REV. 07/2001
£;
0. Q) o
·1
11
Geologist Log: MM·9
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
o .0 ~
(f)
SAND
Description
rich, moist
Tan, fine to medium grained, clayey, silty, dry
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/1212004
Project No: 00162-15029
Ground Elevation: NA
Geologist: C. Randazzo
SAMPLE
c ~ 0 .~ Q)
.0
> E Q)
Q) 0. ::J >-[jJ Z f-
Hole Size: 6"
Top of Casing: NA
Sheet: 1 of 2
~ "" (J)
" .Q
III
~ Q) > 0 ()
Q) a:
Shear Strength Remarks
20
blows/ft
40 60 80
, i ..
Locking well
cover and
cement pad
Sand Pack
HDR Engineering, Inc. of the Carolinas
128 S. Tryon Street
Suite 1400
Charlotte. NC 28202
Phone: [phone]
Fax: [phone]
www.hdrinc.com
Geologist Log: MM-9
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
Description li '0 .0 E <J) ,.,
0 (fJ
'"
19-
20-
21-
22-
23c
24-
25c
26-
27 End of Borehole
28-:
29-
30c
31-
32c
33-
34c
35-
36-
37C
38-
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/12/2004
Project No: 00162-15029
Ground Elevation: NA
Geologist: C. Randazzo
SAMPLE
c 0 ~
.~ <J)
.0 > E <J)
0. <J) ::> ~ [jJ Z
27.0
Hole Size: 6"
Top of Casing: NA
Sheet: 2 of 2
"" U)
~ 0 CD
e:-
<J) > 0 " <J) a:
.. .. T -.. '-. ..
rn
Shear Strength 10 0 Remarks
20
blowslft CD 40 60 80 :s:
. .. _. . ...
HDR Engineering, Inc. of the Carolinas
128 S. Tryon Street
Suite 1400
Charlotte, NC 28202
Phone: [phone]
fax: [phone]
www.hdrinc.com
WELL CONSTRUCTION RECORD
North Carolina -Department. of Environment and Natural Resources -Division of Water Quality -Groundwater Section
WELL CONTRACTOR (INDIVIDUAL) NAME (printf-onald Barron CERTIFICATION 11 2091
WELL CONTRACTOR COMPANY NAME Engineering Tectonics PHONE # J-I _'-__ _
STATE WELL CONSTRUCT10N PERMITII ________ -"ASSOCIATED WQ P"mit # _________ _
(if applicable) (if applicable)
1. WELL USE (Check Applieable Box): ResidentialD MunicipallPublic D Industrial MMglM~f~~tW~ll
Monitoring 0 Recovery D Heat Pump water Injection 0 other 181 If other, list usc:
2. WELL LOCATION:
Nearest Town: Winston-Salem
3336 Old Salisbury Road
CountyForsyth
(Street Name, Numbers, Community, Subdivision, Lot No., Zip Code)
Topographic/ Land setting ~ Ridge Dslope D valley D Flat
(check appropriate box)
LatitudeILongitude of well location N/A
o
3. OWNER Ci1 of Winston-Salem
Address 32 Hanes MIlt Road
(Street or Route No)
(degrees/minutes/seconds)
LatitlldeiLongitude SOllrce: D GPSDTopographic map
Winston-Salem N.C. 27105
City _or Town Siale Zip code
( )_~NI A"------:-____ _
AreITode-Phone number
4. DATE DRILLED\ii~~-1ii'2-.:::0...:.4 ___ _
5. TOTAL DEPTH30.0
6. DOES WELL REP=L"'A':"C--E-E--X--I--S--TIN=G--W=E'LL? YES D NO ~
7. STATIC WATER LEVEL Belo.W TQ]:1 o.fCasing: FT. (Use "+" if Above Top of casTtigJ
8. TOP OF CASING IS 3.0' FT. Above Land Surface
Top of casing terminated at/or below land surface requires a
variance in accordance with 15A NCAC 2C.0118.
9. YIELD (gpm): nia METHOD OF TESTnia
10. WATER ZONES (depth): Unconfined Aquifer='------
II. DISINFECTION: TYP""'ni::.,:a'--___ Amount:=:.ni:.::a'--__ _
12. CASING: Wall Thickness.
From+3.0 ~~Pl~
From To.
From To.
13. GROUT: DeRth
From 0 Tol.O
From TO
14. SCREr~ Depth
From· T030.0
From To.
15. SAND/GRA VEL PACK
Depth
From 2.0 To.30.0
From 1.0 To.2.n
16. REMARKS
Diameter
Ft l "
Ft
Ft--
Material
Ft Portland
or WeightIFt. Material
sch.40 PVC "'-'-"'----
Method Tremie
Ft.....,--___ _
Giameter Slot Size Material
Ft.I" In. ~ in. -,-P-,-V",C __
Ft.==in __ In. __ _
Size
Ft #3
Ft 378
San~aterial
Bentamte
DEPTH
From To see attached log
(check bOI)
DRILLING LOG
Formation Description
LOCA TION SKETCH
Show direction and distance in miles from at least
two State Roads or COlmty Roads. Include the road
mnnbers and conunon road names.
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH 15A NCAC 2C, WELL
CO TRUCT N T;)!:!PDARDS, AND THAT A COPY OF THIS RECORD HAS BEEN PROVIDED TO THE WELL OWNER o ,j f.::..tll/1.O\\ 8-\2-04
SIGNA1lJRE OF PERSON CONSTRUCTING THE WELL DATE
Submit the original to the Division of Water Quality, Groundwater Section, 1636 Mail Service Center -Raleigh, NC 27699-1636 Pholle No. [phone], within 30 days. OW-I REV. 07/2001
.. ,.
lie .. • .. • .. .. .. • ..
"" ,. ,. ,. ,. .. ,. ,. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
Geologist Log: MM·10
Project: Old Salisbury Road Project No: 00162-15029
Client: City of Winston-Salem Ground Elevation: NA
Location: Winston-Salem Geologist: C. Randazzo
SUBSURFACE PROFILE SAMPLE
c ~ a 0 Q) i!;: .c -" Description ~ -" U)
1i E > E Q) :;: c. Q) >-Q) :J >-0
0 (j) [jJ Z I-1iS
-2-
-1-
Ground Surtace
TOPSOIL 0.0
Tan, organic rich, grassed, moist
1 I.U
2-::
3': SAND
Gray, fine to medium grained, silty, clayey, wet
-
4-::
:
: End of Borehole 5.0
6':
:
7-::
-
S': :
9-::
10~
11-
Drilled By: Engineering Tectonics Hole Size: 6"
Drill Method: HSA Top of Casing: NA
Drill Date: 8/10/2004 Sheet: 1 of 1
.. .. T -~ to ~ to
~ ~ Remarks Q) Shear Strength > 0 0 blowsltt " a; Q) 20 40 6,0 SO cr: $
I::: Locking well
cover and
cement pad
. I ,0~:~e~rpe I
Bentonite Seal
: 1:::
: H ::: Sand Pack : I::'
: •. H ::: 1::: 1 ~inch : 1::: SCH 40 P':'.C I< ::: 0.010-inch Slot,
: 1::: ::: ::: . :
HDR Engineering, Inc. of the Carolinas
128 S. Tryon Street
Suite 1400
Charlotte, NC 28202
Phone: [phone]
Fax: [phone]
www.hdrinc.com
WELL CONSTRUCTION RECORD
North Carolina· Department. of Environment and Natural Resources· Division of Water Quality· Groundwater Section
WELL CONTRACTOR (INDIVIDUAL) NAME (printF-0nald Barron CERTIFICATION 1,2091
WELL CONTRACTOR CO!vWANY NAME Engineering Tectonics PHONE # 1.( _1-__ _
STATE WELL CONSTRUCTION PERMIT# ________ ~ASSOCIATED WQ Pennit # _________ _
(if applicable) (if applicable)
1. WELL USE (Check Applicable Box): ResidentialD MunicipaliPublic 0 Ind. ~strial 0 Agricultural 0
Monltonng d Recovery D Heat Pump water InjectIon 0 other ~ If other, Itst use: :rvt:M:-IOlMethane Well
2. WELL LOCATION:
Nearest Town: Winston-Salem
3336 Old Salisbury Road
CountyForsyth
(Street Name, Numbers, Community, Subdivision, Lot No" Zip Code)
3. OWNER City of Winston-Salem
Address 325 Hanes Mill Road
(Street or Route No)
Winston-Salem N.C. 27105
City pr Town Stale Zip code
( )-c.::-:-N/ A-=----;-____ _
AFeITode-Phone number I I 04 4. DATE DRILLED",g-,C-"'-...:;..;. ___ _
5. TOTAL DEPTHc:;5.c:.0 ____ _
6. DOES WELL REPLACE EXISTING WELL? YES 0 NO 181
7 . STATIC WATER LEVEL Below Top. of Casin!!.: FT. (Use "+" it Above Top of casing)
8. TOP OF CASING IS 3.0' FT. Above Land Surface
Top of casing terminated atlor below land surface requires a
variance in accordance with 15A NCAC 2C.0118.
9. YIELD (gpm): nJa METHOD OF TESTnJa
10. WATER ZONES (depth): Unconfined Aquifer=----
Topographic/ Land setting o Ridge Dslope 181 valley 0 Flat
(check appropriate box)
LatitudeILongitude of weliloeation
N/A
(degrees/minutes/seconds)
Latitude/Longitude source: 0 GPSDTopographic map
(check box)
DEPTH
From To see attached log
DRILLING LOG
Formation Description
LOCA nON SKETCH
11. DISINFECTION: Type"'nJ=a _____ Amount~nJ~a!.----Show direction and distance in miles from at least
12. CASING: Wall Thickness. two State Roads or COlUlty Roads. Include tile road
13.
14.
15.
From+3.0 De~%" To )
From ']'0
From To
GROUT: DeRth
From 0 ToO"
From TO
SCREr~" From
Depth To5.0
From To
SANDIGRAVEL PACK
Depth
From 1'3" T05.0
From"'6';'" --;To 1'3"
Diameter
Ftl"
Ft Ft--
Material
FtPortland
Ft
or WeightJFt. Material nwnbers and conunon road names.
sch.40 ..:..PV.:..C:;::. __
Method Tremie
-----])iameter Slot Size Material
Ft.I" m. ~ in . .:..P-,-V.::.C __
Ft==in __ m. __ _
Size
Ft #3
Ft 3/8
Material Sand
Benlomte
16. REMARKS ______________________________ _
I DO HEREBY CERTIFY THAT THIS WFLL WAS CONSTRUCTED IN ACCOIUlANCE WITH 15A NCAC 2C. WFLL
CONS UCTION n ~DA.EDS, AND THAT A COPY OF THIS RECORD HAS BEEN PROVIDED TO THE WELL OWNER
{LJ:;tJldl DaVe1-8-]]-04
SIGNATURE OF PERSON CONSTRUCTING THE WFLL DATE
Submit the original to the Division of Water Quality, GrolU1dwater Section, 1636 Mail Service Center -Raleigh, NC
27699-1636 Phone No. [phone], within 30 days. GW-1 REV. 0712001
-1
Geologist Log: MM·11
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
o .0 E >-(j)
SUBSURFACE PROFILE
Description
TOPSOIL
Tan, organic rich, grassed, moist
SAND
Project No: 00162-15029
Ground Elevation: NA
Geologist: C. Randazzo
SAMPLE
c ~ 0 <J) i!:: ~ .0 '"' > E <J) :;:
<J) D-o " >-jjJ Z l-ii)
Gray, fine to medium grained, silty, clayey, wet
End of Borehole
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 811 0/2004
Hole Size: 6"
Top of Casing: NA
Sheet: 1 of 1
1':' <J) > 0 t)
<J)
0:
Shear Strength
blowslft
20 40 60 80
Remarks
Locking well
cover and
cement pad
Sand Pack
HDR Engineering, Inc. of
128 s.
Phone: (7QLI)33Il-671C/J I
Fax: (7tl'1l338-6J'60 I
WELL CONSTRUCTION RECORD
North Carolina -Department. of Environment and Natural Resources -Division of Water Quality -Groundwater Section
WELL CONTRACTOR (INDIVIDUAL) NAME (print;B-0nald Barron CERTIFICATION II~
WELL CONTRACTOR COMPANY NAl'vffi Engineering Tectonics PHONE If .... c _'-__ _
STATE WELL CONSTRUCTION PERMITII ________ .-!ASSOCIATED WQ Pennit Ii _________ _
(if applicable) (if applicable)
1. WELL USE (Check Applicable Box): Residential D Municipal/Public D Industrial D Agricuituml 0
Monttonng [j Recovery D Heat Pump water In)eChOnD other ~ If other, list u,e: MM-IIIMethane Well
2. WELL LOCA TION:
Nearest Town: Winston-Salem
3336 Old Salisbury Road
County.Forsyth
(Street Name, Numbers, CommunitY, Subdivision, Lot No., Zip Code)
3. OWNER City of Winston-Salem
Address 325 Hanes MIll Road
(Street or Route No)
Winston-Salem N.C. 27105
City 9r Town State Zip code ( )_~N/A:.--:-____ _
AFeITode-Phone number
4. DA TE DRILLED\i'~-i-1.::..0-..::.04,---__ _
5. TOTAL DEPTHc:.3"'.0 _____ _
6. DOES WELL REPLACE EXISTING WELL? YES D NO ~
7. STATIC WATER LEVEL Below T9P of Cas inK' FT.
, (Usc "+" it-Above Top of cas\nilT
8. TOP OF CASING IS 3.0 FT. Above Land Surface
Top of casing terminated at/or below land surface requires a
variance in accordance with 15A NCAC 2C.OI18.
9. YIELD (gpm): nla METHOD OF TESTnia
10. WATER ZONES (depth): Unconfined Aquifer='-------
11. DISINFECTION: Typoo;nI"'a:.-___ Amount;::;nI;;:a __ _
12. CASING: Wall Thickness
or WcightlFt. Material
sch.40 PVC '::"":'''''---
DTeOPfh " Ft lP.iameter From+3.0 '0
From To Ft From---,;,To'-----Ft---
13. GROUT: Depth Matenal
From 0 ToO" Ft Portland Method
Tremie
From TO<--__ Ft.:::c-___ _
14. SCREEN" Depth ))jameter Slot Size Material
From'.::1'..:.6 __ T03.0 Ft.l" In. ~ in. PVC
From To Ft -, .::...:..:::.--
15. SANDIGRAVEL-P"'A"'C:VK-·_In. --In. ---
Depth
From 1'3" T03.0 Fromi<6'';:'" -"";To 1'3"
Size
Ft #3
Ft 378
Material Sand-
Benfomte
Topographic/ Land setting
D Ridge Dslope ~ valley D Flat
(check appropriate box)
LatitudeILongitude of well location
N/A
(degrees/minutes/seconds)
LatitndeiLongitude source: D GPSDTopographic map
DEPTH
From To see attached log
(ch.eck box)
DRILLING LOG
Formation Description
LOCA TION SKETCH
Show direction and distance in miles from at least
two State Roads or County Roads. Include the road
nwnbcrs and common road nmnes.
16.REMARKS _______________________________________________________ __
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH I5A NCAC 2C, WELL
CO, RUCTI9I? ~rANJ>;RDS, AND THAT A COPY OF THIS RECORD HAS BEEN PROVIDED TO THE WELL OWNER
6J?~ PChl.CV/ 8-10-04
SIGNATURE OF PERSON CONSTRUCTING THE WELL DATE
Submit the original to the Division of Water Quality, Groundwater Section, 1636 Mail Service Center M Raleigh, NC
27699-1636 Phone No. [phone], within 30 days. OW-I REV. 07/2001
'"
R '" o
Geologist Log: MM·12
Project: Old Salisbury Road
Client: City of Winston-Salem
Location: Winston-Salem
SUBSURFACE PROFILE
Description
!!!!III -2~
!!!!III
-1-
Ground Surtace
ia~~:;g~~~ rich, grassed, moist
SAND
Tan, fine to medium grained, clayey, silty, dry
2-
3~
4-
5~
5~
7-
End of Borehole
11
Drilled By: Engineering Tectonics
Drill Method: HSA
Drill Date: 8/9/2004
Project No: 00162-15029
Ground Elevation: NA
Geologist: C. Randazzo
SAMPLE
c ~ 0 '" ~ .c
iii E '" a. :J ~ [jJ z
1.0
Hole Size: 6"
Top of Casing: NA
Sheet: 1 of 1
;;::
<f)
l= 0 iD
<:-'" > 0 (,)
'" ex:
.. ~ T
~
II III II •
'" 1il Remarks Shear Strength 0
20
blows/ft
40 50 80 a;
S
::: ::::
: ::>."::'. >/ :::: ::: :: :: : " ::: : >: .::: .:
Locking well
cover and
cement pad
)~:~e~iPe I
Bentonite Seal
:::: :::: ::: Sand Pack :: : .::: .::
: :: 1-inch Diameter
:::: :: SCH40PVC T :: 0010-inch Slot,
HDR Engineering, Inc. of the Carolinas
128 S. Tryon Street
Suite 1400
Charlotte, NC 28202
Phone: [phone]
fax: [phone]
www.hdrinc.com
WELL CONSTRUCTION RECORD
North Carolina· Department. ofEnviromnent and Natural Resources· Division of Water Quality· Groundwater Section
WELL CONTRACTOR (INDIVIDUAL) NAME (prin,;B-0nald Barron CERTIFICATION 112091
WELL CONTRACTOR COMPANY NAME Engineering Tectonics PHONE # l.(_-'-__ _
STATE WELL CONSTRUCTION PERMtTll ________ -iASSoCtATED WQ Permit # _________ _
(if applicable) (if applicable)
1. WELL USE (Check Applicable Box): ResidentialD Municipal/Public 0 Ind~striat 0 Agricu!t",a! D
Monitonng 0 Recovery 0 Heat Pump water II1!ectlOnD other I&! If other, ilst usc: MM·12/Methane Well
2. WELL LOCATION:
Nearest Town: Winston·Salem
3336 Old Salisbury Road
Count~Forsyth
(Street Name, Numbers. Community, Subdivision, Lot No., Zip Code)
3. OWNER City of Winston· Salem
Address 325 Hanes Mill Road
(Street or Route No)
Winston·Salem N.C. 27105
City ~or Town State Zip code ( )_~N~/A~~ ________ _
AreITodc-Phone number 04 4. DATE DRILLEDli~-i·lc::.O • ..::..;., ___ _
5. TOTAL DEPTHc:.6;.:;..0 _____ _
6. DOES WELL REPLACE EXISTING WELL? YES 0 NO I&!
7. STATIC WATER LEVEL Below Top of Casing; ~ FT.
(Usc "+" it Above Top of Caslllg)
8. TOP OF CASING IS 3.0' FT. Above Land Surface
Top of ca.<;ing terminated at/or below land surface requires a
variance in accordance with 15A NCAC 2C.0118.
9. YIELD (gpm): nla METHOD OF TESTnia
10. WATER ZONES (depth): Unconfined Aquifer='-----
11. DISINFECTION: Typ,"'enl::.a::..... ____ , Amount",nI",a:..... __ _
12. CASING: Wall Thickness.
Denth Diameter
From+3.0 To'2'·D Ftl"
From __ ...,;To'----Ft __ _
From To Ft'--__
13. GROUT: De~th Material
From 0 To1.0 FtPortland
or WeightlFt. Material sch.40 PVC --'--
Method Tremie
From TOI ___ Ft.:-:-___ _
14. SCREEN Depth !)jameter Slot Size Material From,.;:;:l;.:;.··U __ To6.0 Ft.l" In. ~ in. PVC
From To Ft -n .:.....:..:::..--
15. SANDfGRAVEL''''''''-PA'''''C'''K-·_In. t . ---
Depth
From 1'6" To6.0 FromTI.1fO-"""To 1'6"
Size
Ft #3
Ft 318
Material Saner
Bentollle
Topographic/ Land setting
DRidge Dslope I&! valley 0 Flat
(check appropriate box)
LatitudeJLongitude of well location N/A
(degrees/minutes/seconds)
Latitude/Longitude source: 0 GPSDTopographic map
DEPTH
From To see attached log
(check box)
DRILLING LOG
Formation Description
LOCA TION SKETCH
Show direction and distance in miles from at least
two State Roads or County Roads. Include the road
numbers and common road names.
I6.REMARKS _________________________________ _
1 DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH I5A NCAC 2C, WELL
CON RUCTIC, S' 'AND RDS, AND THAT A COpy OF THIS RECORD HAS BEEN PROVIDED TO THE WELL OWNER
1'/.CL 8-10-04
SIGNATURE OF PERSON CONSTRUCTING THE WELL DATE
Submit the original to the Division of Water Quality, Groundwater Section, 1636 Mail Service Center -Raleigh, NC
27699·1636 Phone No. (919) 133·3221, within 30 days. GW·l REV. 0712001
This page intentionally left blank.
Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 2 – Landfill Gas Monitoring Data Form

2
Appendix 2 – Landfill Gas
Monitoring Data Form

Winston-Salem/Forsyth County Utilities | Landfill Gas Monitoring Plan: Old Salisbury Road C&D Landfill Appendix 2 – Landfill Gas Monitoring Data Form

This page intentionally left blank.

Revised – March 6, 2017
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:
Sampling Date: NC Landfill Rule (.0500 or .1600):

Sample Collector Name & Position:

Gas Meter Type & Serial Number: Gas Meter Calibration Date:

Field Calibration Date & Time:

Field Calibration Gas Type (15/15 or 35/50): Field Calibration Gas Canister Expiration Date:

Gas Meter Pump Rate:

Ambient Air Temperature: Barometric Pressure (in. or mm Hg): Weather Conditions:

Instructions: Under “Location or LFG Well”, list monitoring well # or describe monitoring location (e.g., inside field office). Attach a test location map or drawing. Report methane readings as both % LEL and % CH4 by volume.
Convert % CH4 (by volume) to % LEL as follows: % methane (by volume)/20 = % LEL. *Hydrogen Sulfide (H2S) gas monitoring may be required for Construction & Demolition Landfills (CDLFs). See
individual permit conditions and/or Facility LFG monitoring plan.

Location or
LFG Well ID
Sample
Tube
Purge

Time of Day
Time
Pumped
(sec)
Initial % LEL Stabilized % LEL % CH4 (volume)
% O2 (volume)
% CO2 (volume)
% H2S* (volume)
NOTES

NOTE: If needed, attach additional data forms to include additional LFG monitoring data locations for the facility.

ACTION LEVELS: Methane: >1.25% by volume (inside structures) AND >5% by volume (at facility boundary)
Hydrogen Sulfide: >1% by volume (inside structures) AND >4% by volume (at facility boundary)

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

This page intentionally left blank.

HDR Engineering, Inc. of the Carolinas 440 S Church Street, Suite 1000
Charlotte, NC 28202-2075 704.338.6700 NC License F0116
hdrinc.com
© 2020 HDR, Inc., all rights reserved
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix F – Closure/Post-Closure Plan and Cost Estimate

F
Appendix F – Closure/Post-
Closure Plan and Cost Estimate

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix F – Closure/Post-Closure Plan and Cost Estimate

This page intentionally left blank.

Closure/Post
Closure Plan
Old Salisbury Road Construction and
Demolition Landfill
Permit Amendment
Winston-Salem, North Carolina
November 2019
Revised December 2019

Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Contents
i

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Contents
i
Contents
1 Closure Plan .......................................................................................................................... 1
1.1 Cap System Background ................................................................................................ 1
1.2 Cap System Design ........................................................................................................ 1
1.3 Final Contour Requirements ........................................................................................... 2
1.4 Cap System Material Requirements ............................................................................... 2
1.5 Erosion Control Measures .............................................................................................. 2
1.6 Settlement Subsidence and Displacement ..................................................................... 2
1.7 Landfill Gas Venting System .......................................................................................... 2
1.8 Schedule for Closure ...................................................................................................... 2
1.9 Notice of Closure and Date of Final Waste Acceptance ................................................. 3
1.10 Closure Verification ........................................................................................................ 3
1.11 Cost Estimate of Closure Activities ................................................................................. 3
2 Post-Closure Plan .................................................................................................................. 5
2.1 Introduction ..................................................................................................................... 5
2.2 Post-Closure Contact ..................................................................................................... 5
2.3 Description of Use .......................................................................................................... 5
2.4 Maintenance ................................................................................................................... 5
2.5 Monitoring Plan ............................................................................................................... 6
2.6 Engineering Certification ................................................................................................ 7
2.7 Cost Estimate of Post Closure Care Activities ................................................................ 7
Post Closure Inspection Checklist ................................................................................................ 9

Tables
Table 1 Closure Cost Estimate ..................................................................................................... 4
Table 2 Post-Closure Inspection Frequencies .............................................................................. 6
Table 3 Post Closure Cost Estimate ............................................................................................. 8

Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Contents
ii

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Closure Plan
1
1 Closure Plan
1.1 Cap System Background
In compliance with North Carolina Solid Waste Management Rule .0543, the Old Salisbury
Road Construction and Demolition Debris (C&D) Landfill (OSR) will place a final cap system
over all waste placed since the closure of Phases I and II and a portion of Phase III completed
before June 30, 2008 under regulation 15A NCAC 13B .0505 (3)(c). The remaining areas to be
capped will have a cap that consists of a low permeable layer under an erosion layer. It is
estimated that the total landfill volume at completion will be 4,030,000 CY (gross capacity). The
maximum area requiring a cap at any one time is 30.3 acres. The closure extent of Phases I, II
and III includes 25.7 acres. The approximate quantity of in-place waste in cubic yards for closed
Phases I to III was 2,199,100 cubic yards.
1.2 Cap System Design
Compacted soil liners will be incorporated in the cap system design to provide protection
throughout the 30-year post-closure period. The system will consist of two layers (from bottom
up): the compacted soil liner and the erosion layer. The compacted soil liner forms a composite
barrier designed to reduce infiltration into the landfill, thus minimizing leachate and the potential
for groundwater contamination. The erosion layer is designed to sustain vegetation and
minimize erosion.
The landfill may use on- or off-site borrow material for the compacted soil layer and erosion
layer. The compacted soil liner will consist of no less than 18 inches of soil having permeability
no greater than 1.0 x 10-5 cm/sec. In order to assure that the material meets the permeability
criteria, the soil will be tested prior to use and during placement. It is anticipated that the upper
12 inches of intermediate cover will be suitable for compaction and incorporation into the
compacted soil layer. Construction methods for the compacted soil liner shall be based upon the
type and quality of the borrow source and shall be verified in the field by constructing test
pad(s). A professional engineer shall certify that the compacted soil liner installation conforms to
the plans approved by the North Carolina Department of Environmental Quality (NCDEQ)
Division of Waste Management (DWM).
The erosion layer will consist of no less than 18 inches of earthen material capable of sustaining
native plant growth. It is anticipated that this layer will consist of suitable on-site or off-site
borrow material.
The materials of the erosion layer will be selected considering soil type, nutrient levels, pH,
erodibility, sideslope drainage, and other factors. The vegetation will be selected based upon
the following characteristics.
• Species of grasses which are locally adapted and resistant to drought or temperature
extremes
• Having roots which will not disrupt the compacted soil liner
• Ability to thrive in low nutrient soil and develop a good stand to resist erosion
Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Closure Plan
2
• Survive and function with little or no maintenance
All cover material will be free of putrescible material, solid waste, vegetation (prior to
placement), rocks, construction debris, frozen soil, and other deleterious materials.
1.3 Final Contour Requirements
The landfill is designed to have top slopes of 8 percent and side slopes of 3H:1V. Final contours
have been established to allow the landfill’s surface water to drain off the final cover while
limiting erosion potential and maintaining settlement minimum slope of 5 percent. A system of
sideslope diversion channels, slope drains, and perimeter channels are designed to convey the
runoff to one of seven adjacent sedimentation basins.
1.4 Cap System Material Requirements
The materials required for the cap system are summarized in the closure cost estimate.
1.5 Erosion Control Measures
Vegetation will be established once the final grades of the erosion layer are complete to prevent
erosion of the final cover. The sedimentation basins were designed to control the 24-hour 25-
year storm event. The sedimentation basin design calculations for sediment basins 5, 6, and 7
may be found in the OSR Phases IV, V, and VI Construction Permit Application.
1.6 Settlement Subsidence and Displacement
Landfill compaction methods, which include the use of compaction equipment to spread and
compact in layers, combined with an adequate number of passes over each layer of waste, will
be utilized to reduce voids and minimize differential settlement. Proper placement of weekly,
intermediate, and final cover will reduce the moisture content of the waste prior to site closure
and further reduce settlement. Final slopes of the landfill have been developed to allow for this
anticipated subsidence so that long-term positive drainage of the fill will not be hindered. Any
localized depressions that occur over time will be filled to maintain drainage and minimum slope
requirements.
1.7 Landfill Gas Venting System
It is anticipated that a passive gas venting system will be installed to allow movement of landfill
gas generated from the completed fill area. Drawing 00C-02 illustrates the proposed gas
system. The system will be reviewed prior to closure to evaluate if changes are warranted
based on existing conditions at the time of closure. Changes will be submitted to NCDEQ for
review and approval prior to construction.
1.8 Schedule for Closure
According to Rule .0543(c)(5), closure is required to begin either 30 days after the final known
receipt of waste, 30 days after a 10-acre area or greater is within 15 feet of final design grades
or within a year of the most recent receipt of waste. Winston-Salem/Forsyth County Utilities will
request an extension from the NCDEQ DWM to begin closure activities no later than 30 days
after the known final receipt of waste in accordance with Rule .0543(c)(5).
Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Closure Plan
3
Closure activities will be completed within 180 days of the start of closure unless an additional
extension has been requested and received in accordance with Rule .0543(c)(6).
1.9 Notice of Closure and Date of Final Waste Acceptance
A sign indicating the anticipated date of closure and the date of final waste acceptance will be
conspicuously posted at the facility at least 30 days in advance. Prior to beginning closure of the
unit or portions thereof, the DWM will be notified that a notice of intent to close has been placed
in the operating record.
1.10 Closure Verification
The following procedures will be implemented following closure.
• A Construction Quality Assurance (CQA) report shall be submitted to the NCDEQ DWM.
The CQA report shall describe the observations and tests used before, during, and upon
completion of construction to ensure that the construction materials meet the cap design
specifications and the construction and certification requirements. The CQA report shall
contain as-built drawings.
• A signed certification from an independent registered professional engineer verifying that
closure has been completed in accordance with the closure plan will be submitted to the
NCDEQ DWM and a copy will be placed in the operating record.
• Within 90 days, a survey plat prepared by a professional land surveyor registered by the
state, indicating the location and dimensions of landfill disposal areas, will be recorded in
the Forsyth County Register of Deeds office.
• A notation shall be recorded on the deed notifying any potential purchaser of the
property that the land has been used as a solid waste management unit and that future
use is restricted under Paragraph (8) of Rule .0543(c). A copy of the deed notation as
recorded shall be filed with the operating record.
1.11 Cost Estimate of Closure Activities
The cost estimate of closure activities as received from the City of Winston-Salem/ Forsyth
County Utilities Department is provided in Table 1. The estimate is in 2019 dollars and will be
updated in the next financial assurance cycleand should be reviewed and updated periodically.
Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Closure Plan
4
Table 1 Closure Cost Estimate

Closure Cost Estimate
30.3 acres 173,427.88$ /Acre
Category Item Quantity Units
2019 Unit Price
Est.Subtotal
Survey Pre-Construction
Topo
30.3 Acre 100.00$ 3,030$
Engineering Construction Plans 1 Each 80,000$ 80,000$
Admin Mob & Bonds 4%of Total 4,336,559$ 173,462$
Erosion Control Silt Fence 4,073 LF 1$ 5,521$
Erosion Control Clean Sediment
Basins
2 Event 2,000$ 4,000$
Erosion Control Clean/Repair
Benches and
Channels
2 Event 5,000$ 10,000$
Survey Staking &
Construction Control
30.3 Acre 3,850$ 116,655$
Cap System Surface Grading &
Fill
146,652 CY 10.00$ 1,466,520$
Cap System Cap Soil 73,326 CY 16$ 1,173,216$
Cap System Erosion Layer 73,326 CY 14$ 1,026,564$
Erosion Control Rip Rap CY 63$ -$
Erosion Control Down chutes 2,000 LF 33$ 66,559$
Erosion Control Drainage Benches 3,200 LF 15.00$ 48,000$
Erosion Control Seed 30.3 Acre 5,000$ 151,500$
Cap System Gas System 74,893 SF 3$ 224,679$
Admin Contingency For
Construction
5%of total 4,336,559$ 216,828$
Survey Post-Construction
Topo
30.3 Acre 100$ 3,030$
CQC Field Oversight 1 Each 160,000$ 160,000$
Engineering Construction Admin 1 Event 95,000$ 95,000$
Engineering CQA 1 Event 175,000$ 175,000$
Engineering Testing 30.3 Acre 1,000$ 30,300$
Engineering Certification 1 Each 25,000$ 25,000$ Total 5,254,865$
Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Post-Closure Plan
5
2 Post-Closure Plan
2.1 Introduction
This Post-Closure Plan has been developed to outline steps to be taken to ensure the
environmental soundness of OSR Phases I through VI during its post-closure care period. The
post-closure care period will last at least 30 years after closure completion and at a minimum
will consist of the following.
• Maintaining integrity and effectiveness of final cover system
• Performing groundwater and surface water monitoring
• Maintaining and operating a landfill gas monitoring system
• Maintaining run-on/run-off controls
No wastes will remain exposed after closure of the unit. Access to the closed site by the public
will be restricted. Any proposed use will be evaluated to determine its potential for posing a
significant health hazard.
2.2 Post-Closure Contact
All correspondence and questions concerning the post-closure care of the unit should be
directed to:
Solid Waste Administrator Winston-Salem/Forsyth County Utilities PO Box 2511 Winston-Salem, NC 27102 [phone]
2.3 Description of Use
After the unit is officially closed in accordance with the Closure Plan, the area will be allowed to
return to a natural vegetative state. Winston-Salem/Forsyth County Utilities will maintain control
of the property and prevent public access to it during the post-closure period.
There will be an access road on the cap to allow proper maintenance during post-closure. Final
location of the access will be determined as a part of operations and Closure Plan.
2.4 Maintenance
2.4.1 Repair of Security Control Devices
All security control devices will be inspected and maintained as necessary to ensure access to
the site is controlled. Locks, vehicular gates, and fencing will be replaced if functioning
improperly. Warning signs will be kept legible at all times and will be replaced if damaged by
inclement weather or vandalism.

Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Post-Closure Plan
6
2.4.2 Erosion Damage Repair
If erosion of the final cover occurs during post-closure, the affected area will be repaired and re-
seeded as necessary. Excessive slopes will be flattened if possible by adding clean fill material.
If necessary, erosion control fabrics will be used to expedite rapid revegetation of slopes and to
secure topsoil in place. Rough surfaces, which cause isolated erosion areas will be smooth and
re-seeded as necessary.
2.4.3 Correction of Settlement, Subsidence, and Displacement
Minimum slopes of 5 percent will be maintained in order to prevent ponding and allow for proper
drainage without infiltration. If vertical or horizontal displacement occurs due to differential
settlement, cracks will be filled with appropriate material and final cover will be reestablished.
2.4.4 Repair of Run-On/Run-Off Control Structures
All side slope terraces, ditches, and perimeter channels will be repaired, cleaned or realigned in
order to maintain original condition. Any culverts that are damaged will be replaced.
2.4.5 Landfill Gas Venting System
The landfill gas venting and explosive gas monitoring system will be inspected and maintained.
Proper operation of the systems is verified through testing at the landfill gas monitoring wells
and probes. The legibility and integrity of ID tag of each well shall be routinely inspected and
repaired as necessary.
2.4.6 Groundwater Monitoring System
Groundwater wells will be inspected regularly (at the time of sampling) to ensure integrity.
Persons inspecting a well should look for signs of well tampering, cracking or degradation and
determine whether the well needs to be replaced. If the decision is made to replace and
abandon a well, the replacement well should be installed 5 to 10 feet from the abandoned well
in accordance with previous well specifications. Well abandonment should be accomplished by
pulling the casing out and grouting the hole. The legibility and integrity of ID tag of each well
shall be routinely inspected and repaired as necessary.
2.5 Monitoring Plan
The closed unit shall be monitored for 30 years. A series of inspections shall be scheduled to
ensure the integrity and effectiveness of the cap system, storm water control system,
groundwater monitoring system, gas venting system, and to protect human health and the
environment.
2.5.1 Inspection Frequencies
Inspections to be conducted during the post-closure care period will occur regularly as follows:
Table 2 Post-Closure Inspection Frequencies
Inspection Activity Years 1-3 Years 4-30
Security control devices Quarterly Quarterly Cover drainage system functioning Quarterly Semiannually Gas venting system Quarterly Quarterly Groundwater monitoring system Semiannually Semiannually
Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Post-Closure Plan
7
Inspection Activity Years 1-3 Years 4-30
Erosion damage Quarterly Semiannually
Cover settlement, subsidence, and displacement Quarterly Semiannually
Vegetative cover condition Quarterly Semiannually Stormwater control system Quarterly Semiannually Edge of waste markers Quarterly Semiannually Benchmark integrity Annually Annually
2.5.2 Quarterly Inspections
Quarterly inspections of the closed site will include examination of the security control devices
for signs of deterioration or vandalism to ensure access to the site is limited to authorized
persons.
2.5.3 Semiannual Inspections
Semiannual inspections of the site during the post-closure period will be conducted by Winston-
Salem/Forsyth County Utilities or their representative with attention paid to the integrity of the
final cover system. This includes inspection for erosion damage, a good stand of vegetative
cover, and cover settlement, subsidence, and displacement. Drainage ditches will be cleared of
litter and debris, benchmark integrity will be noted and maintained as well as the integrity of the
groundwater and gas monitoring systems.
Groundwater monitoring will continue on a regular basis throughout the post-closure care
period. The parameters chosen for analysis will be no less than the requirements of regulatory
agencies. Groundwater monitoring wells will be inspected in accordance with the post-closure
inspection protocol. A report of findings will be made to the responsible party via the Post-
Closure Inspection Checklist, including any recommendations for actions necessary to ensure
the site continues to meet the closure performance standard. The engineer will also receive
copies of the quarterly inspection reports and respond to any comments that demand immediate
attention.
2.6 Engineering Certification
Based on the monitoring reports and semiannual site visits, annual certifications by Winston-
Salem/Forsyth County Utilities or their representative will be placed in the operating record.
They will certify that the post closure plan is being followed, noting discrepancies along with the
corrective actions undertaken. At the end of the post-closure period, the individual certifications
will be compiled into a final document and forwarded to NCDEQ.
2.7 Cost Estimate of Post Closure Care Activities
A cost estimate for post closure activities is provided in Table 3. The estimate is in 2019 dollars
and should be reviewed and updated periodically.
Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Post-Closure Plan
8
Table 3 Post Closure Cost Estimate

Post Closure Cost Estimate
Post-Closure Period 30 Years 105,046$ per yearApplicable Permitted Area 56 acres 56,274$ per acre
Category Item Quantity Units
2019 Unit
Price Est.
Occurrences
during period Subtotal
Annual Groundwater & Surface
Water Monitoring
1 Event 24,500$ 60 1,470,000$
Annual LFG Monitoring 1 Event 2,000$ 120 240,000$ Annual Site Inspections 1 Event 500$ 120 60,000$
Annual Clean Sediment Basins 1 Event 2,000$ 30 60,000$
Annual Clean/Repair Benches and
Channels
1 Event 5,000$ 30 150,000$
Annual Mowing 56 Acre 50$ 60 168,000$
Annual Reseeding 5 Acre 1,500$ 30 225,000$
Occasional Survey 56 Acre 100$ 6 33,600$
Occasional Soil Cap Repair 1,355 CY 5$ 30 203,280$
Occasional GW Well replacement 15 Each 5,478$ 1 82,171$
Occasional Gas vent system repair 3,533 LF 45$ 1 160,669$ Occasional Contingency 5%of total
annual
costs
2,373,000$ 1 118,650$
Final 5 Yr Certifications 1 Each 30,000.00$ 6 180,000$
Total $ 3,151,370
Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Post Closure Inspection Checklist
9
Post Closure Inspection Checklist
Location: Winston-Salem Old Salisbury Road (OSR) Landfill
Date: ___________________ Time:
____________________
Weather: ________________ Completed By:
_____________

I. Security Control Devices: Yes No
Are security control devices in place and functioning?
Are all warning signs prominent and legible?
Are there any signs of unauthorized entry on the site?
Are there signs of illegal dumping on site?

II. Final Cover Design: Yes No
Is the final cover free of erosion and depressions?
Is there leachate seeping from the final cover? (If yes, make note of location in comment section.)
Is the vegetative cover continuous and in good condition, free of bare spots?
Does the site require mowing? (If yes, mow grass and note in comment section below.)
Is there ponding of water on final cover system?

III. Groundwater and Gas Monitoring Wells: Yes No
Is the casing upright and unobstructed?
Is the outer casing secure and locked?
Is the ID tag present and legible?

IV. Miscellaneous: Yes No
Are all benchmarks, including edge of waste markers visible and intact?
Are all ditches free of debris and litter?
Are any odors present which may indicate landfill gas migration?

Winston-Salem/Forsyth County Utilities | Closure/Post Closure Plan: Old Salisbury Road C&D Landfill Post Closure Inspection Checklist
10
Comments
Please use the section below to comment on any area not covered above and also note any
areas of concern or needing immediate attention.

HDR Engineering, Inc. of the Carolinas 440 S Church Street, Suite 1000
Charlotte, NC 28202-2075 704.338.6700 NC License F0116
hdrinc.com
© 2019 HDR, Inc., all rights reserved
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix G – Technical Specifications

G
Appendix G – Technical
Specifications

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix G – Technical Specifications

This page intentionally left blank.

City of Winston Salem
OSR Landfill Closure

Technical Specifications

Sample Specifications

January 2020

HDR Project No. 10178340
HDR Engineering, Inc. of the Carolinas, 440 S. Church Street, Suite 1000, Charlotte, NC 28202 704-338-6700 NC License F0116
This page intentionally left blank.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
Table of Contents
00 01 10 - 1
TABLE OF CONTENTS
DIVISION 31 — EARTHWORK
31 23 00 - EARTHWORK
31 25 14 - EROSION CONTROL BLANKETS
31 38 40 - FINAL SOIL BARRIER
DIVISION 32 — EXTERIOR IMPROVEMENTS
32 92 13 - SEEDING
DIVISION 33 — UTILITIES
33 41 16 - SUBSURFACE DRAINAGE GEOCOMPOSITE

This page intentionally left blank.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
EARTHWORK
31 23 00 - 1
SECTION 31 23 00
EARTHWORK
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Earthwork - excavation, backfilling, grading, compaction, disposal of waste and surplus
materials, placing crushed stone, construction of berms, sheeting, bracing, dewatering and
other Earthwork related work.
B. Related Specification Sections include but are not necessarily limited to:
1. Division 00 - Procurement and Contracting Requirements.
2. Division 01 - General Requirements.
3. Section 31 25 00 - Soil Erosion and Sediment Control.
4. Section 31 38 40 – Final Soil Barrier.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. ASTM International (ASTM):
a. C33/C33M, Standard Specification for Concrete Aggregates.
b. D698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 FT-LBF/FT3).
c. D1557, Standard Test Methods for Laboratory Compaction Characteristics of Soil
Using Modified Effort (56,000 FT-LBF/FT3 (2,700 kN-M/M3)).
d. D2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified
Soil Classification System).
e. D3786, Standard Test Method for Bursting Strength of Textile Fabrics--Diaphragm
Bursting Strength Tester Method.
f. D4253, Standard Test Methods for Maximum Index Density and Unit Weight of Soils
Using a Vibratory Table.
g. D4254, Standard Test Methods for Minimum Index Density and Unit Weight of Soils
and Calculation of Relative Density.
h. D4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles.
2. Occupational Safety and Health Administration (OSHA):
a. 29 CFR Part 1926.650, Safety and Health Regulations for Construction - Excavations,
referred to herein as OSHA Standards.
1.3 DEFINITIONS
A. Excavation:
1. Consists of removal of material encountered to subgrade elevations required or indicated.
2. Includes excavation of soils; pavements and other obstructions visible on surface;
underground structures, utilities, and other items indicated to be demolished and removed;
boulders; and rock.
B. Geotechnical Engineer: Independent geotechnical specialist providing field quality control for
the project.
C. Non-Structural Fill/Backfill: Soil materials placed and compacted to achieve finish grade
elevations that do NOT support foundations, slabs, paving, or other flatwork.
D. Subgrade: The earth or soil layer immediately below foundation bearing elevation, subbase
material, fill material, backfill material, or topsoil materials.
E. Unauthorized Excavation:

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
EARTHWORK
31 23 00 - 2
1. Consists of removal of materials beyond indicated subgrade elevations or dimensions
without specific direction of Engineer.
a. Unauthorized excavation, as well as associated remedial work as directed by Engineer
or Geotechnical Engineer, shall be at Contractor’s expense.
2. Unsuitable Soil Materials: Soil materials encountered at or below subgrade elevation of
insufficient strength and stiffness to support construction as determined by the Geotechnical
Engineer.
1.4 SUBMITTALS
A. Shop Drawings:
1. See Specification Section 01 33 00 for requirements for the mechanics and administration of
the submittal process.
2. Product technical data including:
a. Acknowledgement that products submitted meet requirements of standards referenced.
b. Manufacturer's installation instructions.
3. Manufacturers MQA test data and certifications.
B. Samples:
1. Coordinate samples and testing for approval of off-site materials with the Geotechnical
Engineer.
2. Test reports.
1.5 PROJECT CONDITIONS
A. Salvageable Items: Carefully remove items to be salvaged, and store on Owner's premises
unless otherwise directed.
B. Dispose of waste materials, legally, off site.
1. Burning, as a means of waste disposal, is not permitted.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Fill and Backfill:
1. Selected material approved by Geotechnical Engineer from on site borrow.
2. Structural Fill:
a. May be low volume change cohesive or granular soil at Contractor’s option.
b. Free of organic matter, frozen material and debris.
c. Low volume change cohesive soil:
1) ASTM D2487 classification: CL-ML or CL.
2) Liquid limit: Less than 45.
3) Maximum plasticity index: 20.
3. Non-Structural Fill:
a. ASTM D2487 classification: GW, GP, GM, GC, SC, SW, SP, SM, CL-ML or CL.
b. Liquid limit: Less than 45.
c. Maximum plasticity index: 20.
B. Geotextile Filter Fabric:
1. Nonwoven type.
2. Equivalent opening size: 50 - 100 (U.S. Standard Sieve).
3. Permeability coefficient (cm/second): 0.07 minimum, 0.30 maximum.
4. Grab strength: 90 LBS minimum in either direction in accordance with ASTM D4632
requirements.
5. Mullen burst strength: 125 PSI minimum in accordance with ASTM D3786 requirements.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
EARTHWORK
31 23 00 - 3
PART 3 - EXECUTION
3.1 PROTECTION
A. Erosion Control:
1. See Specification Section 31 25 00.
2. Clean paved roadways daily of any spillage of dirt, rocks or debris from vehicles and
equipment entering or leaving site.
3. Conduct work to minimize erosion of site. Remove eroded material washed off site.
a. If necessary or requested by Engineer, construct stilling areas to settle and detain
eroded material.
B. Protect existing surface and subsurface features on-site and adjacent to site as follows:
1. Provide barricades, coverings, or other types of protection necessary to prevent damage to
existing items indicated to remain in place.
2. Protect and maintain bench marks, monuments or other established reference points and
property corners.
a. If disturbed or destroyed, replace at own expense to full satisfaction of Owner and
controlling agency.
3. Verify location of utilities.
a. Omission or inclusion of utility items does not constitute nonexistence or definite
location.
b. Secure and examine local utility records for location data.
c. Take necessary precautions to protect existing utilities from damage due to any
construction activity.
1) If utilities are indicated to remain in place, provide adequate means of support and
protection during earthwork operations.
2) Do not interrupt existing utilities serving facilities occupied by Owner or others,
during occupied hours, except when permitted in writing by Owner and then only
after acceptable temporary utility services have been provided.
3) Obtain Owner’s approval prior to disconnecting any utility service.
d. Repair damages to utility items at own expense.
e. In case of damage, notify Engineer at once so required protective measures may be
taken.
4. Maintain free of damage, existing structures, and pavement, not indicated to be removed.
a. Protect new and existing structures, utilities, pavements, and other facilities from
damage caused by settlement, lateral movement, undermining, washout, and other
hazards created by earthwork operations.
b. Any item known or unknown or not properly located that is inadvertently damaged
shall be repaired to original condition.
c. All repairs to be made and paid for by Contractor.
5. Provide full access to public and private premises, fire hydrants, street crossings, sidewalks
and other points as designated by Owner to prevent serious interruption of travel.
6. Maintain stockpiles and excavations in such a manner to prevent inconvenience or damage
to structures on-site or on adjoining property.
7. Avoid surcharge or excavation procedures which can result in heaving, caving, or slides.
3.2 SITE EXCAVATION AND GRADING
A. The site excavation and grading work includes the offsite disposition of all material:
1. That exceed quantities required for earthwork on the project.
2. That the Geotechnical engineer classifies as unclassified excavation.
3. That the Geotechnical engineer classifies as unacceptable.
4. That the Geotechnical engineer classifies as potentially contaminated.
B. Excavation and Grading:
1. Perform as required by the Contract Drawings.
2. Contract Drawings may indicate both existing grade and finished grade required for
construction of Project.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
EARTHWORK
31 23 00 - 4
a. Perform other layout work required.
3. Preparation of ground surface for embankments or fills:
a. Before fill is started, scarify to a minimum depth of 6 IN in all proposed embankment
and fill areas.
b. Where ground surface is steeper than one vertical to four horizontal, plow surface in a
manner to bench and break up surface so that fill material will bind with existing
surface.
4. Protection of finish grade:
a. During construction, shape and drain embankment and excavations.
b. Maintain ditches and drains to provide drainage at all times.
c. Protect graded areas against action of elements prior to acceptance of work.
d. Reestablish grade where settlement or erosion occurs.
C. Borrow:
1. Provide necessary amount of approved fill compacted to density equal to that indicated in
this Specification.
2. Include cost of all borrow material in original proposal.
3. Fill material to be approved by Geotechnical Engineer prior to placement.
D. Construct embankments and fills as required by the Contract Drawings:
1. Construct embankments and fills at locations and to lines of grade indicated.
a. Completed fill shall correspond to shape of typical cross section or contour indicated
regardless of method used to show shape, size, and extent of line and grade of
completed work.
2. Provide approved fill material which is free from roots, organic matter, trash, frozen
material, and stones having maximum dimension greater than 6 IN.
a. Ensure that stones larger than 4 IN are not placed in upper 6 IN of fill or embankment.
b. Do not place material in layers greater than 8 IN loose thickness.
c. Place layers horizontally and compact each layer prior to placing additional fill.
3. Compact soils as required to obtain specified density. Selection of appropriate equipment is
the Contractor’s responsibility.
a. In general, compact cohesive soils by sheepsfoot, and granular soils by pneumatic
rollers, vibrators, or by other equipment as required to obtain specified density.
b. Control moisture for each layer necessary to meet requirements of compaction.
E. Grading Tolerances: 1 ±IN [As shown on Drawings].
3.3 COMPACTION DENSITY REQUIREMENTS
A. Obtain approval from Geotechnical Engineer with regard to suitability of soils and acceptable
subgrade prior to subsequent operations.
B. Provide dewatering system necessary to successfully complete compaction and construction
requirements.
C. Remove frozen, loose, wet, or soft material and replace with approved material as directed by
Geotechnical Engineer.
D. Stabilize subgrade with well graded granular materials as directed by Geotechnical Engineer.
E. Assure by results of testing that compaction densities comply with the following requirements:
1. Sitework:

LOCATION TEST
METHOD COMPACTION DENSITY MOISTURE CONTENT
Cohesive soils ASTM D1556 95 PCT of ASTM D698 -2 to +3 PCT of optimum

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
EARTHWORK
31 23 00 - 5
3.4 FIELD QUALITY CONTROL
A. All excavation, trenching, and related sheeting, bracing, etc. shall comply with the requirements
of OSHA Standards, and state requirements. Where conflict between OSHA and state
regulations exists, the more stringent requirements shall apply.
B. Responsibilities of Testing Agency for Site Excavation and Grading:
1. All testing, observation and work indicated in this Specification Section.
2. Services will include verification and documentation of satisfactory soil materials, subgrade
quality, sampling, placement, moisture conditioning, compaction and testing of proposed
soil materials, and field testing for quality control.
3. Moisture-density relationships, required for all materials to be compacted.
C. Testing Frequencies:
1. Soil classifications, Atterberg limits, plasticity index, grain size analysis and moisture-
density relationships (ASTM D698), minimum of 1 per material type.
2. Materials are deemed to be of a different type if:
a. Optimum dry densities vary by more than 3 pounds per cubic foot, or
b. Optimum moisture content differs by more than 3 percent, or
c. Soils are of different classifications, or
d. Atterbergs limits vary by more than 5, or
e. Plasticity Index varies by more than 4
3. Compaction testing will be as necessary to assure compliance with specifications as
determined by the Engineer. Minimum frequency is 1 test per 500 cubic yards of material
placed.
END OF SECTION
This page intentionally left blank.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
EROSION CONTROL BLANKETS
31 25 14 - 1
SECTION 31 25 14
EROSION CONTROL BLANKETS
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. The erosion control blankets are for the purpose of erosion control and revegetation as described
herein.
B. This work shall consist of furnishing and installation of the erosion control blankets, including
fine grading, blanketing, stapling, and miscellaneous related work, in accordance with these
standard specifications and at the location(s) identified on Drawings or designated by Engineer.
This work shall include all necessary materials, labor, supervision and equipment for installation
of a complete system.
C. All work of this Section shall be performed in accordance with the Conditions and Requirements
of the Contract Documents.
D. The erosion control blankets shall be used where surface erosion is not desirable. The blankets
shall be suitable for the following applications:
1. Channel and ditch linings.
2. Slope protection.
1.2 RELATED SECTIONS
A. Section 01 33 00 - Submittals.
B. Section 31 23 00 - Earthwork.
C. Section 32 92 13 - Seeding.
1.3 PERFORMANCE REQUIREMENTS
A. Erosion control blankets shall provide a temporary, biodegradable cover material to reduce
erosion and enhance revegetation.
1.4 SUBMITTALS
A. Provide Submittals in accordance with Section 01 33 00.
B. Product data for erosion control blankets
C. Indicate locations where each material will be used.
D. Manufacturer’s Installation procedures and methods.
E. Any alternative system submitted for approval shall include complete design data, including test
evidence of compliance to the essential design parameters of Project and reference installations
similar in size and scope to that specified for Project.
1.5 SAMPLES
A. Submit product samples in accordance with Section 01 33 00.
1.6 DELIVERY, STORAGE AND HANDLING
A. Erosion control blankets furnished in rolls, shall be wrapped with suitable material to protect
against moisture and extended ultraviolet exposure prior to placement. Each roll shall be labeled
to provide identification sufficient for inventory and quality control purposes.
B. Erosion control blankets shall be free of defects that would interfere with the proper installation
or impair the performance.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
EROSION CONTROL BLANKETS
31 25 14 - 2
C. Erosion control blankets shall be stored by Contractor in a manner which protects them from
damage by construction traffic.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. North American Green
B. American Excelsior Company
C. PROFILE Products LLC
D. Others, only with Engineer’s approval.
2.2 EROSION CONTROL BLANKETS
A. Rolled matting: Curlex I or approved equal
1. Allowable shear stress: > 1.6 psf.
2. Allowable velocity: > 5 fps.
3. Longevity: >8 months.
4. Mass per unit area: > 0.7 lbs/sy
B. Hydraulically applied:
1. Property Test Method Test Value
Mass per unit area ASTM D6566 11.5 oz/yd2
Thickness ASTM D6525 0.19 in
% Ground cover ASTM D6567 99%
Flexural Rigidity (wet) ASTM D6575 0.138 oz-in
Cure Time Observed < 2 hr.
Color (fugitive dye) Observed Green
Functional Longevity Observed Up to 1 year
C. Turf Reinforced Matting: NAG C350, GreenArmor 7010 system or approved equal.
1. Allowable shear stress:
a. Unvegetated: > 2.25 psf.
b. Vegetated: > 5.7 psf.
2. Allowable Velocity:
a. Unvegetated: greater than or equal to 9.5 fps
b. Vegetated: greater than or equal to 16 fps
3. The TRM shall not lose its structural integrity and shall not unravel or separate when TRM
is cut in the field.
4. The TRM’s specific gravity should be greater than 1.0, so the TRM can maintain intimate
contact with the soil under low flow and submerged conditions.
PART 3 - EXECUTION
3.1 SITE PREPARATION
A. Before placing erosion control blanket, the subgrade shall be inspected by Contractor to insure
that it has been properly compacted; has been graded smooth; has no depressed, void, soft or
uncompacted areas; is free from obstructions, such as tree roots, projecting stones or other
foreign matter; and has been seeded. Contractor shall not proceed until all unsatisfactory
conditions have been remedied. By beginning construction, Contractor signifies his approval of
preceding work.
B. Contractor shall fine grade the subgrade by hand dressing where necessary to remove local
deviations.
C. No vehicular traffic shall be permitted directly on the blankets.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
EROSION CONTROL BLANKETS
31 25 14 - 3
3.2 CHANNEL INSTALLATION
A. Erosion control blankets shall be installed in accordance with manufacturer's instructions. The
extent of erosion control blankets shall be as shown on Drawings.
B. Rolled erosion control blankets shall be installed parallel to the flow of water. The first roll shall
be centered longitudinally in mid-channel and anchored. Subsequent rolls shall follow from
channel center outward.
C. Successive lengths of erosion control blankets shall be overlapped ("shingled") sufficiently for a
common row of connections with the upstream end on top. Connect the overlap across the end of
each of the overlapping lengths.
D. A trench shall be located at the upstream termination. Erosion control blanket shall be connected
to the bottom of the trench. Backfill and compact the trench.
E. Staple in accordance with manufacturer’s recommendation.
3.3 SLOPE INSTALLATION
A. Before placing erosion control blanket, the subgrade shall be inspected by Contractor to insure
that it has been properly compacted; has been graded smooth; has no depressed, void, soft or
uncompacted areas; is free from obstructions, such as tree roots, projecting stones or other
foreign matter; and has been seeded. Contractor shall not proceed until all unsatisfactory
conditions have been remedied. By beginning construction, Contractor signifies his approval of
preceding work.
3.4 QUALITY ASSURANCE
A. Erosion control blankets shall not be defective or damaged. Any such problems shall be
corrected by Contractor at no cost to Owner and to the satisfaction of Engineer.
3.5 CLEAN-UP
A. At the completion of this scope of work, Contractor shall remove from the job site and properly
dispose of all remaining debris, waste materials, excess materials, and equipment required of or
created by Contractor. Disposal of waste materials shall be solely the responsibility of
Contractor and shall be done in accordance with applicable waste disposal regulations.
END OF SECTION
This page intentionally left blank.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
FINAL SOIL BARRIER
31 38 40 - 1
SECTION 31 38 40
FINAL SOIL BARRIER
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Soils used in the construction of the barrier component of a landfill cap system.
B. Related Sections may include but are not necessarily limited to:
1. Division 00 - Procurement and Contracting Requirements.
2. Division 01 - General Requirements.
3. Section 31 23 00 - Earthwork.
4. Construction Quality Assurance Plan.
1.2 QUALITY STANDARDS
A. Reference Standards:
1. ASTM International (ASTM):
a. D75, Standard Practice for Sampling Aggregates.
b. D698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Standard Effort.
c. D1140, Standard Test Methods for Determining the Amount of Material Finer than 75-μm
(No. 200) Sieve in Soils by Washing.
d. D1556, Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone
Method.
e. D1557, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using
Modified Effort.
f. D2216, Standard Test Methods for Laboratory Determination of Water (Moisture) Content
of Soil and Rock by Mass.
g. D2487, Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil
Classification System).
h. D2488, Standard Practice for Description and Identification of Soils (Visual-Manual
Procedure).
i. D2937 – Standard Test Method for Density of Soil in Place by the Drive-Cylinder Method.
j. D4318, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
k. D4767, Standard Test Method for Consolidated Undrained Triaxial Compression Test for
Cohesive Soils.
l. D5084, Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated
Porous Materials Using a Flexible Wall Permeameter.
m. D6913, Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using
Sieve Analysis.
n. D6938, Standard Test Method for In-Place Density and Water Content of Soil and Soil-
Aggregate by Nuclear Methods (Shallow Depth).
o. D7928, Standard Test Method for Particle-Size Distribution (Gradation) of Fine-Grained
Soils Using the Sedimentation (Hydrometer) Analysis.
2. Environmental Protection Agency (EPA):
a. 600/R-93/182, Quality Assurance and Quality Control for Waste Containment Facilities,
September, 1993.
3. American Society of Civil Engineers (ASCE):
a. Paper No. 25333, Water Content – Density Criteria for Compacted Soil Liners (Daniel et at,
1990), Published in the ASCE Journal of Geotechnical Engineering.
b. Paper No. 23827, In-Site Hydraulic Conductivity for Compacted Clay (Daniel et al, 1989).

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
FINAL SOIL BARRIER
31 38 40 - 2
1.3 SUBMITTALS
A. See Section 01 33 00 for requirements for the mechanics and administration of the submittal process.
B. Shop Drawings:
1. Certification that the proposed material conforms to the Specifications along with copies of the
test results (from a qualified commercial testing laboratory).
2. Borrow Source Characterization Study (BSCS) for each material and /or source proposed for the
work.
C. Test Reports:
1. Narrative.
2. Field density test results.
3. Shear strength results
4. Permeability test results.
5. Sealed by a licensed professional.
D. As-built drawings.
1. Sealed topographic survey of subgrade prior to soil barrier placement.
2. Sealed topographic survey of soil barrier to confirm thickness and record permeability test
locations.
E. Miscellaneous:
1. Soil samples for independent testing as requested by Owner’s representative.
2. A written certification, by the contractor installing the materials, that lists and states that the
work was performed to the specifications and tolerances. This document is a complementary to
the set of sealed surveys.
1.4 JOB CONDITIONS
A. Verify conditions of subgrade prior to commencing work.
B. The work area may be located next to an active landfill. If so, the contractor should be aware of and
take precautions to protect personnel from potential safety issues which may include:
1. Hazardous levels of gas (methane and other gases),
2. Airborne particulate hazards (asbestos, ash or other dust).
3. Waste sludges.
1.5 TOLERANCES
A. The barrier soil system must meet the following tolerances:
1. Soils that deviate from the design criteria must be evaluated by the Engineer and approved prior
to use. The design criteria is based on soils with
a. a density of 120 psf
b. a friction angle of 30 degrees, and
c. no cohesion.
2. The saturated hydraulic permeability of the barrier soil must be equal to or less than 1E-5
CM/sec, as determined by ASTM D5084.
3. The work should be constructed to lines, grades, and control points indicated on the Drawings,
and shall be controlled and documented with survey methods.
4. The thickness of the barrier soil must be equal to or greater than 18 IN, with any excess beyond
the grading tolerance located below the design subgrade (on the bottom of the layer).
5. The grading tolerance for the finished surface of barrier soil (including control points and lines)
in relation to the design elevation for the completed surface shall be as follows:
a. All Areas: 0 to 1 IN above.
B. Global positioning system (GPS) based survey systems are required for grading.
C. All field test locations shall be documented by survey, GPS or other approved method demonstrated
to be accurate to within 10 FT horizontally.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
FINAL SOIL BARRIER
31 38 40 - 3
1.6 DELIVERY, STORAGE AND HANDLING
A. Materials may be stockpiled on-site in designate areas approved by the Engineer. Each type of
material shall be stockpiled separately. Removal and placement of material shall be done in a
manner to prevent contaminating stockpiled soils with soils adjacent to and beneath the stockpile that
do not meet the specifications.
B. The bentonite storage sites should be cleared and level. Bentonite material shall be contained and
covered to preserve the fitness and quality of the material.
1.7 QUALIFICATIONS
A. The work shall be managed by personnel that have demonstrated experience in processing and
installation of a compacted barrier soil.
PART 2 - PRODUCTS
2.1 MATERIALS
A. All soils must be approved for use by the Engineer prior to use in the Work. See BSCS
requirements.
B. Low Permeability Soil - General:
1. Provide natural, fine-grained soil or bentonite amended soil that is capable of being worked to
produce a soil layer of thickness shown on the Drawings that meets the hydraulic conductivity
requirements.
2. In accordance with these Specifications, the Contractor is responsible for conducting a borrow
soil characterization study (BSCS).
3. Provide the CQA Consultant and Owner access to information about the borrow source of the
low permeability soil and certify that it is not contaminated with hazardous materials or
hazardous wastes.
4. The soil shall be relatively homogeneous in color and texture and shall be free from roots,
stones, foreign objects, and other deleterious materials.
5. Some soils not meeting the requirements for Natural Fine-Grained Soil items 1 and 4 below,
may be acceptable for use in the Work at the sole discretion of the Engineer. To gain approval
for soils not meeting the definition of Natural Fine-Grained Soil, the Contractor must submit
data on soils for the Engineer’s review. The submittal should contain: A statement signed by a
qualified professional engineer that the proposed soils will meet the grain size and hydraulic
conductivity requirements and are otherwise suitable for use in the Work; and supporting
geotechnical test data and results.
C. Natural Fine-Grained Soil:
1. Classification: Natural fine-grained soil shall have a classification of SC, SM, CH, CL, MH, or
ML as determined by ASTM D2487.
2. Grain sizes shall be within the following gradation:

Sieve Size Percent Passing by
Weight
3/4 IN 100
No. 4 >90
No. 200 >30

3. Hydraulic Conductivity: The saturated hydraulic conductivity of the natural fine-grained soil
shall meet the stated tolerances, when compacted in accordance with requirements established
by the CQC Consultant and Contractor on the basis of the barrier soil test strip as specified
herein.
4. Other Barrier soil Properties:

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
FINAL SOIL BARRIER
31 38 40 - 4
a. The liquid limit shall be at least 25 as measured by ASTM D4318.
b. The plasticity index shall be at least 10 and less than 30 as measured by ASTM D4318.
D. Bentonite Amended Soil (where applicable):
1. Hydraulic conductivity of constructed bentonite amended soil shall meet the tolerances when
compacted in accordance with requirements established by the CQC Consultant on the basis of
test results from the barrier soil test strip and the borrow soil characterization study.
2. Soil used in the bentonite amended soil shall be free from roots, organic matter, debris, particles
larger than 3/4 IN, and other deleterious material. All soil used in the bentonite amended soil
shall be taken from a borrow area approved by the CQA Consultant and Engineer.
3. Unless approved otherwise by the CQA Consultant, the soil used in the bentonite amended soil
shall meet the following washed sieve gradation:

Sieve Size Percent Passing by
Weight
3/4 IN 100
No. 4 55-100
No. 20 45 - 75
No. 200 10 - 40

4. Bentonite:
a. Bentonite shall be free-flowing, powdered, high-swelling, sodium montmorillonite clay free
of additives.
b. Acceptable bentonite manufacturers are:
1) Bentonite Performance Minerals LLC [phone].
2) CETCO [phone].
3) WYO-BEN, [phone].
4) Approved equal.
E. Permeability Test:
1. Laboratory permeability tests (ASTM D5084) shall be conducted in constant head, triaxial
type permeameters. The specimens shall be consolidated under an isotropic effective
consolidation stress not to exceed 10 PSI. The maximum hydraulic gradient used for the
testing 1E-5 CM/sec soils shall be 2. The inflow to and outflow from the specimens shall be
monitored with time and the coefficient of permeability calculated for each recorded flow
increment. The test shall continue until steady state flow is achieved and relatively constant
values of coefficient of permeability are measured.
F. Shear Strength Test:
1. Test materials using ASTM D4767. Report shall include soils friction angle and cohesion.
G. All soil to be provided by the Contractor from an on-site source.
2.2 BARRIER SOIL MATERIAL ACCEPTANCE
A. General:
1. Notify the CQA Consultant at least 24 HRS prior to sampling so that they may observe the
sampling procedures.
2. All tests necessary for the Contractor to locate and define acceptable sources of materials shall
be made by the CQC Consultant.
3. Contractor to furnish samples to CQA/Engineer upon request without charge.
4. All samples required in this Section shall be representative and be clearly marked to show the
source of the material and the intended use on the project. Sampling of the material source shall
be done by the CQC Consultant in accordance with ASTM D75.
5. Tentative acceptance of the material source shall be based on an inspection of the source by the
CQA Consultant and the certified test results of the Borrow Source Characterization Study

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
FINAL SOIL BARRIER
31 38 40 - 5
(BSCS) as submitted by the Contractor. No imported materials shall be delivered to the site
until the proposed source and materials tests have been accepted in writing by the CQA
Consultant and or Engineer.
6. Final acceptance of any material will be based on results of tests made on material samples taken
from the completed barrier soil test strip, combined with the results of the BSCS. If tests
conducted by the CQC Consultant or the CQA Consultant indicate that the material does not
meet Specification requirements, material placement will be terminated until corrective
measures are taken. Material which does not conform to the Specification requirements and is
placed in the work shall be removed and replaced at the Contractor's sole expense.
7. Be solely responsible for obtaining all permits required to obtain acceptable sources of materials
for use in the work.
B. Sampling and testing required herein shall be done at the Contractor's sole expense.
C. Borrow Source Characterization Study:
1. CQC Consultant shall complete one BSCS study per source of natural fine-grained soils or of
soil that will be used in bentonite amended soils.
2. The Contractor will be responsible for all processing and screening of the barrier soil material at
their own cost to meet the requirements of the Specifications. The Contractor will be
responsible for the erosion protection of the stockpile and borrow area during his operation.
Coordinate all aspects of this operation with the Engineer, CQC Consultant, CQA Consultant,
and Project Manager.
3. Conduct tests, including particle size, Atterberg limits, moisture-density, and hydraulic
conductivity tests, as necessary to locate an acceptable source of material.
4. Once a potential source of material has been located, the CQC Consultant shall develop and
undertake a testing program to demonstrate the acceptability of the proposed material. Certified
results of all tests shall be submitted to the CQA Consultant upon completion of tests. Tentative
acceptance of the borrow source by the CQA Consultant will be based upon the results of the
study. The testing program shall include the following elements, at a minimum:
a. An excavation plan for the borrow source indicating proposed surface mining limits and
depths of samples to be taken for testing.
b. Test pits for borrow source sampling shall be appropriately spaced to reflect site
geomorphology and sampled at depth intervals appropriate to the proposed excavation
methods.
5. Test Parameters and Reporting:
a. Test natural soils from each proposed borrow area.
b. Where applicable, test the bentonite amended soil product for acceptance in addition to the
borrow area tests.
c. Test frequency: a minimum of five samples or one per 20,000 CUYD of estimated in-place
quantity, whichever is greater per location/material.
d. Testing:

Parameter Test Method.
Particle Size (sieve plus hydrometer) ASTM D6913
Atterberg Limits ASTM D4318
Standard Proctor ASTM D698
Shear Strength ASTM D4767
Hydraulic Conductivity(1) ASTM D5084
(1) Hydraulic conductivity tests shall be performed on recompacted samples of the proposed material
compacted according to criteria developed by the CQC Consultant using data from tests conducted in
accordance with ASTM D698.

6. Develop an Acceptable Window: Determine an acceptable zone of moisture contents and dry
unit weights for which permeabilities are less than or equal to the specified value in general

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
FINAL SOIL BARRIER
31 38 40 - 6
accordance with ASCE paper 25333, which is generally outlined below and other pertinent
criteria.
a. Compact five or six different specimens in the laboratory; each with modified, standard, and
reduced Proctor compaction procedures and plot on a moisture-density curve.
b. Permeate compacted specimens to determine their hydraulic conductivity.
c. On the graph of dry density vs. moisture content, identify the samples which have hydraulic
conductivities less than or equal to 1.0 x10-5 CM/s.
d. Draw an “acceptable zone” of water content and dry density around the samples with
hydraulic conductivities less than or equal to the maximum acceptable value.
e. Perform Internal Shear Tests (ASTM D4767) and Interface Shear Tests (ASTM D6321) on
specimens and plot the friction angles (internal and interface with the textured synthetic
liner) as a function of molding water content.
f. Modify the acceptable zone based on other considerations e.g. Shear strength, interface
friction, shrink/ swell potential and other appropriate considerations.
g. Provide the test data and graphs for review.
7. Bentonite Amended Soil Testing (where applicable):
a. For acceptance of a source for soils to be used in bentonite amended soils, perform a Design
Mix Analysis and submit certifications for the imported bentonite material as described
below.
b. Design Mix Analysis:
1) Collect two of the coarsest samples of the soil taken from the approved borrow area
(based on percent retained on #200 sieve). Soil samples for testing shall be at least 100
LBS each.
2) Trial mix samples shall be prepared by mixing each soil sample with three trial
application rates of bentonite. Compact each trial mix sample to a dry density equal to
95 PCT relative compaction and at a moisture content within the range of optimum to
optimum plus 3 PCT (ASTM D698) for the unamended soil.
3) Test the hydraulic conductivity of the trial mix samples using ASTM D5084 and report
all data to CQA Consultant. Graph measured hydraulic conductivity vs. percent
bentonite.
4) Select a minimum bentonite content needed to consistently achieve the required in-
place hydraulic conductivity.
c. Bentonite: CQC Consultant shall submit certifications from the supplier of the bentonite
material that it meets the requirements specified under PART 2 - PRODUCTS.
D. Soils Conformance Testing:
1. Following acceptance of a borrow source for natural fine-grained soils and soils for bentonite
amendment, perform the following tests on samples taken from the production material using the
methods and at the frequencies indicated below:

Test Test Method Minimum Frequency
Percent Fines ASTM D1140 1 per 10,000 CUYD
Atterberg Limits ASTM D4318 1 per 10,000 CUYD
Standard Proctor ASTM D698 1 per 10,000 CUYD

2. When amended soils are used, conduct tests of the mixed bentonite amended soil, after it has
been discharged from the pugmill and before this is placed in the work using the methods and at
the frequencies indicated below:

Test Method Minimum Frequency
Standard Proctor ASTM D698 1 per 10,000 CUYD

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
FINAL SOIL BARRIER
31 38 40 - 7
3. The Engineer may increase the frequency if results indicate more than 2 PCT of the material is
not compliant to the BSCS criteria.
4. Any failing test by either CQC or CQA, shall be treated as a failure of the material to meet
specifications.
5. If tests indicate material does not meet Specification requirements, Terminate material
placement until corrective measures are taken.
6. Remove and replace material which does not meet Specification requirements at no additional
cost to the Owner.
2.3 EQUIPMENT
A. Compaction Equipment:
1. The compaction equipment shall be of a suitable type, adequate to obtain the permeability
specified, that provides a kneading action, such as a wobble-wheeled roller or a sheepsfoot roller
having tines as long as the maximum loose lift thickness to ensure proper lift interface
compaction free of voids.
2. The CQC Consultant shall confirm compaction equipment adequacy, and recommend changes if
required, based on the barrier soil test strip. Such additional equipment will be provided by
Contractor at no additional cost.
3. The compaction equipment shall be maintained and operated in a condition that will deliver
manufacturer's rated compactive effort.
4. Hand-operated equipment shall be capable of achieving specified soil densities.
5. The finished surface of the final lift shall be rolled with a smooth steel drum roller or rubber-
tired roller to eliminate tine or roller marks and provide a smooth, dense surface for
geomembrane placement.
B. Moisture Control Equipment:
1. Equipment for applying water shall be of a type and quality adequate for the work, shall not
leak, and shall be equipped with a distributor bar or other approved device to assure uniform
application.
2. Equipment for mixing and drying out material shall consist of blades, discs, or other equipment
defined by the CQC Consultant as approved by the CQA Consultant.
3. Mixing of natural fine-grained soils may also be required to get even distribution of moisture.
4. Allow sufficient time for adjustment of soil water content to fully saturate the lift prior to
applying compaction effort, unless otherwise approved by CQA consultant.
C. Bentonite Amended Soil Mixing Equipment (where applicable):
1. Mix, process, and condition the bentonite amended soil in a pugmill prior to placing and
compacting the mixture.
2. The pugmill shall have the capability to break up soil clumps and mix material to form a
homogeneous blend. The pugmill shall have controls that allow a variable rate of discharge
from it, to control the degree of mixing. The pugmill shall have automated controls to control
the rate of feed of each material to within an accuracy of 2 PCT by weight.
3. The pugmill discharge shall be equipped with a batching bin having a drop outlet for loading
hauling vehicles directly from the pugmill. Pugmill shall be positioned to allow direct discharge
to hauling vehicles.
4. Do not store amended soil in a manner or for a length of time that will cause any degradation of
the project or amended soil.
PART 3 - EXECUTION
3.1 BARRIER SOIL TEST STRIP
A. Installation:
1. Prior to barrier soil production placement, a barrier soil test strip of a dimension no less than 100
FT long by 30 FT wide by the specified thickness shall be constructed by the Contractor over a
compacted subgrade within the lined site.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
FINAL SOIL BARRIER
31 38 40 - 8
2. The barrier soil test strip shall be constructed in 6 IN lifts. The final compacted thickness of
each lift shall be a maximum of 6 IN. prior to placement of successive lifts, the surface of the lift
in place shall be scarified or otherwise conditioned to eliminate lift interfaces.
3. The barrier soil test strip shall be constructed using the same equipment and construction
procedures that are anticipated for use during actual installation.
4. During test strip installation, the Contractor in coordination with his CQC Consultant shall
determine the field procedures that are best suited for his construction equipment to achieve the
requirements specified herein. If subsequent testing invalidates the performance of the
procedures the CQA Consultant may require that the Contractor establish new procedures.
B. Testing.
1. The CQC Consultant shall document that the subgrade of the barrier soil test strip is properly
compacted to at least 95 PCT of the maximum dry density, as determined using the Standard
Proctor test (ASTM D698) at a minimum of three test locations within the test strip area.
2. A minimum of five random samples of the barrier soil construction materials delivered to the
site during test strip installation shall be tested by the CQC Consultant for moisture content
(ASTM D2216), soil type ( ASTM D2488) sieve analyses (ASTM D6913 and D7928) and
Atterberg limits (ASTM D4318).
3. The CQC Consultant shall conduct at least one standard Proctor (ASTM D698), one modified
Proctor (ASTM D1557) compaction test, and one ‘reduced Proctor’ (std. Proctor with 15 blows
per lift) to establish the moisture-density relationship ranges needed to achieve the required
hydraulic conductivity (see ASCE Paper No. 23827).
4. At least five field density measurements shall be performed by the CQC Consultant on each lift
of the barrier soil test strip. Conduct field density tests by the same methods that will be used
during production. The density measurement if performed by a nuclear gauge shall be verified
through performance of one sand cone test (ASTM D1556) or drive tube test (ASTM D2937) at
a location selected by the CQA Consultant. The moisture content measurement, if performed by
a nuclear gauge shall be verified by recovering at least five samples for oven-dry testing (ASTM
D2216) from the test location.
5. A composite sample will be taken from each lift for recompacted lab permeability (ASTM
D5084).
6. One sample shall be obtained for shear strength testing per ASTM D4767.
7. Upon completion of the barrier soil test strip, the CQC Consultant, as observed by the CQA
Consultant, shall measure the thickness of the test strip at a minimum of five random locations.
8. A minimum of one undisturbed sample shall be taken from each lift of the test strip by the CQC
Consultant for laboratory hydraulic conductivity testing. The samples shall be taken within a 2
FT radius of the in-situ density and moisture tests. The CQA Consultant will also conduct at
least one confirmatory in-situ hydraulic conductivity testing.
C. Acceptance/Rejection:
1. Upon receipt of the test data from the CQA Consultant and review of the results, the Project
Manager shall inform the Contractor if the test strip can remain in-place as part of the barrier
soil.
2. The test strip will be considered acceptable if the measured hydraulic conductivity of the test
strip as determined by ASTM D5084 meets the requirements of the Specifications.
3. If field and laboratory test data indicate that the installed test strip meets the requirements of this
Specification, it may be used as part of the barrier soil provided that it is adequately protected by
the Installer from drying and equipment damage after installation. The Installer shall scarify the
barrier soil material along the edge of the test strip. A minimum 2 FT overlap per lift is required
for mixing and compaction between the test strip and the barrier soil.
4. If the test strip fails to achieve the desired results, the soil material of the test strip shall be
completely removed, and additional mix designs (if bentonite amended) and/or test strips will be
constructed until a test strip meets the requirements. No additional barrier soil may be placed
until a test strip has been accepted by the Engineer.
5. The data gathered from the test strip(s) (i.e., field density, moisture, undisturbed samples, and in-
situ hydraulic conductivity) shall be used along with the Proctor curves for the soil to modify the
range of acceptable moisture and density test values, per ASCE Paper No. 25333 which are

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
FINAL SOIL BARRIER
31 38 40 - 9
likely to be consistent with the required maximum permeability as recommended by ASCE
Paper No. 23827. This range of moisture/density values will be established by the CQC
Consultant and the CQA Consultant and will be added to the data from the BSCS and utilized as
a means to establish Pass/Fail Criteria for the installation of the subject material.
3.2 INSTALLATION
A. Repair leachate seeps as required.
B. The subgrade shall be smooth and free of vegetation, sticks, roots, foreign objects, and debris. It
shall be the responsibility of the Contractor to keep the receiving surfaces in the accepted condition
until complete installation of the barrier soil is accomplished.
C. The barrier soil shall not be placed over areas deemed unacceptable by either the CQC or CQA
Consultants based on proofroll observations or inadequate test results.
D. The barrier soil shall be installed in 6 IN compacted lifts. The material shall be placed consistent
with criteria developed from construction of a satisfactory test strip.
E. When particles exceeding 1/2 IN are observed at the final lift surface, they shall be removed by the
Contractor prior to final rolling of the surface.
F. Equipment shall be used such that bonding of the lifts will occur. Equipment shall have cleats or
other protrusions of such length necessary to completely penetrate into the loose lift. Compaction
shall be performed using appropriately heavy, properly ballasted, penetrating foot compactor making
a minimum number of passes as approved by the CQC Consultant and CQA Consultant based on the
barrier soil test strip.
G. Dry, blend, or wet material as required to maintain the barrier soil at suitable moisture content.
H. If desiccation and crusting of the lift surface occurs prior to placement of the next lift, this area shall
be scarified to a minimum depth of 2 IN or until sufficiently moist materials are encountered,
whichever is greater. After scarification, the superficial material should be reworked to obtain
moisture content at least 2 PCT above optimum moisture content. Alternately, the drier superficial
soil may be stripped and mixed with additional moist soil to achieve a moisture content satisfying the
project requirements.
I. No frozen material shall be placed.
J. Material shall not be placed on a previous lift which is frozen. Frozen in-place material shall be
removed prior to placement of additional soil material.
K. Material which has been subjected to a freeze/thaw cycle(s) shall be disked and recompacted prior to
placement of subsequent lifts.
L. During construction, exposed finished lifts of the barrier soil material should be sprinkled with water
to minimize desiccation, as necessary. The Contractor is responsible to protect the barrier soil from
rain, drying, desiccation, erosion and freezing. All defective areas shall be repaired by the Contractor
to the satisfaction of the CQC Consultant at no extra compensation.
M. At the end of each day's construction activities, completed lifts or sections of the compacted barrier
soil should be sealed. Common sealing methods include rolling with a rubber tired or smooth-drum
roller, backdragging with a bulldozer, or placement of temporary cover soil over the compacted
barrier soil. The compacted barrier soil should be sprinkled with water, as needed.
N. If testing shows that a lift is significantly thicker than 6 IN, the top of the lift will be shaved off so
that the lift is approximately 6 IN thick.
3.3 FIELD QUALITY CONTROL AND QUALITY ASSURANCE
A. Refer to the CQA Plan and EPA publication 600/R-93/182.
B. All CQC testing is the responsibility of the Contractor.
C. Confirm specified thickness by survey at a minimum frequency of 20 points per acre.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
FINAL SOIL BARRIER
31 38 40 - 10
D. The following field and laboratory quality control tests shall be performed during barrier soil
construction:

Test Method Minimum Frequency Acceptable Criteria
Field Density ASTM D2937 1/10,000 SQFT/lift ≥95 PCT of ASTM D698
ASTM D6938 1/5,000 SQFT/lift ≥95 PCT of ASTM D698
ASTM D2937 1 per 4 ASTM D6938
tests
≥95 PCT of ASTM D698
Atterberg Limits ASTM D4318 1/acre/lift BSCS Criteria
Fines Content ASTM D1140 1/acre/lift BSCS Criteria
Hydraulic Conductivity ASTM D5084 1/acre/lift ≤1x10 -5 CM/SEC
Laboratory Moisture Density
Relationship
ASTM D698 1/5,000 CUYD of placed
material
NA

E. Testing and results shall conform to criteria above, unless Engineer accepts a modification per
Paragraph 3.1.C.5. of Barrier Soil Test Strip.
F. Test frequencies may be modified by the Engineer. If there are indications of declining or failing test
results, frequencies may be increased. If hydraulic conductivity test results are well above
acceptable, the frequency for Atterberg limit and fine content testing may be waived by the Engineer.
G. The acceptable criteria may be modified by the CQA Consultant if supported by the test strip results
and approved by the Engineer.
H. Holes in the compacted barrier soil, such as those created as a result of destructive testing (e.g. thin-
walled Shelby tube sampling and nuclear gauge, field density determinations), shall be backfilled and
tamped by rod, uniformly in 2 IN thick lifts. The backfill material shall be the same material or
hydrated bentonite powder, if approved by the CQA Consultant. On the surface, the backfill material
shall extend slightly beyond the holes to make sure that a good tie-in with the surrounding barrier
soil is achieved. Repaired areas shall be observed and documented by the CQC Consultant.
I. Give minimum of 24 HR advance notice to CQA Consultant when ready for soil testing and
inspection in completed area of the barrier soil.
J. For areas not meeting field and laboratory testing criteria, scarify the full depth of the lift or replace
the material as needed. The material shall be reworked, moisture conditioned, and compacted to the
specified density. Areas not meeting the thickness requirements shall be augmented with additional
materials. The added materials shall be reworked with the soil layer to ensure homogeneity and
proper bonding. This may be done by scarification of the surface prior to addition of new material.
The repaired area shall be properly documented, and field and laboratory quality control testing shall
be performed to ensure the repaired barrier soil section meets the requirements specified herein.
K. Pay for all costs associated with corrective work and retesting resulting from failing tests. The CQA
Consultant shall be informed immediately of all failing tests.
L. Plot all field density test locations by lift on an electronic drawing and provide engineers or
surveyors certification of the accuracy of the locations.
M. Field density test locations not accurately documented or precisely located may not be counted
towards the required testing frequency.
END OF SECTION

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
SEEDING
32 92 13 - 1
SECTION 32 92 13
SEEDING
PART 1 - GENERAL
1.1 DESCRIPTION
A. General:
1. Furnish all labor, materials, tools, equipment and services for seeding in accordance with
provisions of Contract Documents.
2. Completely coordinate with work of all other trades.
3. See Division 1 for General Requirements.
B. Related work specified elsewhere:
1. Section 31 23 00 - Earthwork.
2. Section 31 25 14 – Erosion Control Blankets.
C. Location of work: All disturbed areas, exclusive of lined landfill area.
1.2 QUALITY ASSURANCE
A. Referenced Standards:
1. AOAC International (AOAC).
2. Federal Seed Act, CFR Title 7 → Subtitle B → Chapter I → Subchapter K → Part 201
3. The North Carolina Seed Law of 1963.
B. Quality Control:
1. Fertilizer:
a. If Engineer determines fertilizer requires sampling and testing to verify quality, testing
will be done at Contractor's expense, in accordance with current methods of the AOAC.
b. Upon completion of Project, a final check of total quantities of fertilizer used will be
made against total area seeded.
c. If minimum rates of application have not been met, Contractor will be required to
distribute additional quantities to make up minimum application specified.
1.3 SUBMITTALS
A. See Specification Section 01 33 00 for requirements for the mechanics and administration of the
submittal process.
B. Shop drawing submittals:
1. Soil test results with recommendations of lime and nutrient needs.
2. Grass seed mix that will be used for the project and application rate.
3. Mulch type.
4. A plan view drawing that depicts the areas to be seeded with areas measured.
5. Certificates for each grass seed mixture, stating botanical and common name, percentage by
weight, and percentages of purity, germination, and weed seed.
C. Miscellaneous Submittals:
1. Copies of fertilizer and lime invoices, showing grade furnished and total quantity applied.
2. A plan view drawing that depicts the areas that were seeded with concurrence from the
CQA.
3. Soil test results.
D. Written warranty.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
SEEDING
32 92 13 - 2
PART 2 - PRODUCTS
2.1 MATERIALS
A. Establish a smooth, healthy, uniform, close strand of grass from specified seed.
B. Grass seed: Fresh, clean, latest available crop.
1. Seeds shall meet state seed requirements and those of the Federal Seed Act.
2. Species, proportions and minimum percentage of purity, germination, and maximum
percentage of weed seed, as specified.
a. Minimum percent purity 96%.
b. Minimum percent germination 80%.
c. Maximum percent weed seed 1%.
3. All seed used shall comply with the state’s noxious weed seed requirements.
C. Mulch: Clean, seed-free, threshed straw of oats, wheat, barley, rye, beans, or other locally
available mulch material.
1. Straw mulch:
a. Do not use mulch containing a quantity of matured noxious weed seeds or other species
that will be detrimental to seeding, or provide a menace to surrounding land.
b. Do not use mulch material which is fresh or excessively brittle, or which is decomposed
and will smother or retard growth of grass.
2. Wood fiber and cellulose fiber mulch:
a. Materials: Wood fiber, cellulose fiber, dark green marker dye.
b. pH: 5.
c. Moisture content: 12%.
d. Wood fiber: 70% minimum.
e. Cellulose fiber: 30% maximum.
f. Organic content: 97%.
g. Ash content: 1.6%.
h. Water holding capacity: 1100% minimum.
D. Fertilizer: Commercial grade fertilizer meeting applicable requirements of State and Federal law.
1. Do not use cyanamic compounds of hydrated lime.
E. Limestone: agricultural grade ground limestone containing not less than 85 percent of combined
calcium and magnesium carbonates.
1. 50 percent passing 100 mesh sieve.
2. 90 percent passing 20 mesh sieve.
F. Asphalt binder: not allowed.
G. Water: Potable, free of substances harmful to growth.
H. Erosion Control Matting: Material shall be placed as shown on Drawings.
2.2 DELIVERY, STORAGE AND HANDLING
A. Deliver seed in standard sealed containers labeled with producer's name and seed analysis, and
in accord with US Department of Agriculture Rules and Regulations under Federal Seed Act.
B. Deliver fertilizer in original containers labeled with content analysis.
PART 3 - EXECUTION
3.1 JOB CONDITIONS
A. This project shall comply with the planting regime for the Piedmont Region.
B. Perform spring seeding between March 1 and May 15, and fall seeding between September 1
and November 1, or upon approval of the Engineer.
C. Permanent Seeding

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
SEEDING
32 92 13 - 3
1. Spring (March 1 – April 30) and Fall (September 1 – November 15)
a. Kentucky-31: 175 lbs/ac.
b. Unhulled sercia lespedeza: 50 lbs/ac.
c. Rye grain: 1 bushel/ac.
2. Winter (November 16 – February 28)
a. Kentucky-31: 200 lbs/ac.
b. Unhulled sercia lespedeza: 50 lbs/ac.
c. Rye Grain: 3 bushels/ac.
3. Summer (May 1 – August 31)
a. Kentucky-31: 50 lbs/ac.
b. Unhulled sercia lespedeza: 50 lbs/ac.
c. Korean or kobe lespedeza: 50 lbs/ac.
d. Weeping love grass: 5 lbs/ac.
e. Bermuda grass: 10 lbs/ac.
f. Millet: 1 bushel/ac.
D. Temporary Seeding
1. Provide winter rye at a rate of 224 lbs/acre.
3.2 SOIL PREPARATION
A. Owner to approve area after the surface is prepared and prior to seeding. If area is seeded
without approval from Owner and it is disturbed, the Contractor shall reseed the area without
additional cost to the Owner.
B. Limit preparation to areas which will be planted soon after preparation.
C. Loosen surface to minimum depth of four (4) IN.
D. Remove stones over one IN in any dimension, sticks, roots, rubbish and other extraneous matter.
E. Test soil pH using test kits approved by USDA NRCS. Use test results to determine rate of lime
application needed to make soil circumneutral. Provide application rate to Engineer for approval
prior to its application.
F. Spread lime uniformly over designated areas at rate determined by soil testing.
G. After application of lime, prior to applying fertilizer, loosen areas to be seeded with double disc
or other suitable device if soil has become hard or compacted. Correct any surface irregularities
in order to prevent pocket or low areas which will allow water to stand.
H. Test soil fertility according to USDA NRCS approved methods. Use test results to determine
rate of fertilizer application. Engineer will approve fertilizer application rate prior to application.
I. Distribute fertilizer uniformly over areas to be seeded at a rate determined by soil testing.
1. Use suitable distributor.
2. Incorporate fertilizer into soil to depth of at least two IN.
3. Remove stones or other substances which will interfere with turf development or subsequent
mowing.
J. Grade seeded areas to smooth, even surface with loose, uniformly fine texture.
1. Roll and rake, remove ridges and fill depressions, as required to meet finish grades.
2. Fine grade just prior to planting.
K. Restore seeded areas to specified condition if eroded or otherwise disturbed between fine
grading and planting.
L. If fertilizer or limed application rate is determined (by invoices submitted) to be less than that
specified, apply additional fertilizer and/or lime.
M. Protect seeded areas.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
SEEDING
32 92 13 - 4
3.3 SEEDING
A. Do not use seed which is wet, moldy, or otherwise damaged.
B. Use approved mechanical power driven drills or seeders, or mechanical hand seeders, or other
approved equipment.
C. Distribute seed evenly over entire area at not less than 7LB/1000 SF, 50 percent sown in one
direction, remainder at right angles to first sowing.
D. Stop work when work extends beyond most favorable planting season for species designated, or
when satisfactory results cannot be obtained because of drought, high winds, excessive
moisture, or other factors.
E. Resume work only when favorable condition develops.
F. Lightly rake seed into soil followed by light rolling or Culti-packing.
G. Immediately protect seeded areas against erosion by mulching or placing netting.
1. Spread mulch in a continuous blanket using 1-1/2 TON/ACRE to depth of 4 or 5 straws.
2. Immediately following spreading mulch, secure with evenly distributed emulsified asphalt
at rate of 200 gal/acre.
3. Protect all seeded slopes greater than 3:1 (horizontal to vertical) and ditches against erosion
with approved erosion control netting or mats.
H. Immediately after planting, water to a reasonable depth.
I. Clean-up: Remove any soil or similar material from paved areas within same working day.
Upon completion of seeding, remove all excess soil, stones, and other debris from site or
dispose as directed by Owner. Repair all damages to existing construction caused by lawn
operations to the satisfaction of Engineer and Owner at no additional cost to Owner
3.4 MAINTENANCE
A. Remulch with new mulch in areas where mulch has been disturbed by wind or maintenance
operations sufficiently to nullify its purpose. Anchor as required to prevent displacement.
B. Replant bare areas using same materials specified.
C. Contractor shall supply sufficient water until grass is established.
D. Contractor shall warranty work for one year from date of project final completion.
E. If stand is over 40% damaged for any reason either during construction or within one year of
project final completion, re-establish stand in the area damaged and extend warranty for that
area by six months from the date stand is established.
F. Restore seeded areas to specified condition if eroded or otherwise disturbed during construction.
3.5 WARRANTY
A. Contractor shall warranty the work for one year from date of final acceptance by the Owner.
END OF SECTION

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
SUBSURFACE DRAINAGE GEOCOMPOSITE
33 41 16 - 1
SECTION 33 41 16
SUBSURFACE DRAINAGE GEOCOMPOSITE
PART 1 - GENERAL
1.1 SCOPE OF WORK
A. This specification covers the requirements for the manufacture, fabrication, supply, and
installation of a drainage geocomposite.
1.2 REFERENCES
A. ASTM International (latest version):
1. D2122 Standard Test Method for Determining Dimensions of Thermoplastic Pipe and
Fittings
2. D2412 Standard Test Method for Determination of External Loading Characteristics of
Plastic Pipe by Parallel-Plate Loading.
3. D4491 Standard Test Method for Water Permeability of Geotextiles by Permittivity
4. D4533 Standard Test Method for Trapezoid Tearing Strength of Geotextiles
5. D4632 Standard Test Method for Grab Breaking and Elongation of Geotextiles
6. D4716 Test Method for Determining the (In-plane) Flow Rate per Unit Width and
Hydraulic Transmissivity of a Geosynthetic Using a Constant Head
7. D4751 Standard Test Methods for Determining Apparent Opening Size of Geotextile
8. D4873 Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and
Samples
9. D5261 Standard Test Method for Measuring the Mass per Unit Area of Geotextiles
10. D6241 Standard Test Method for Static Puncture Strength of Geotextiles and Geotextile-
Related Products Using a 50-mm Probe
1.3 QUALIFICATIONS
A. Installer shall have demonstrated experience in the installation of a drainage geocomposite, have
installation staff trained by the manufacturer, or work under the guidance of the manufacturer’s
representative.
B. CONTRACTOR shall be trained and experienced in field handling, storing, deploying, and
installing geosynthetic materials. Alternatively, CONTRACTOR shall engage an experienced
Subcontractor who shall meet the experience requirements.
C. CONTRACTOR shall demonstrate at least four years of experience in sewing geotextiles and
shall have completed at least four projects that required geotextile sewing. Alternatively,
CONTRACTOR shall engage an experience Subcontractor or manufacturer’s agent who shall
meet the experience requirements.
1.4 QUALITY ASSURANCE
A. Obtain samples of the drainage geocomposite for conformance testing. Each sample shall be at
least 600 mm (2 feet) long, taken across full width of the geocomposite roll for each type of
material furnished for Project.
1.5 WARRANTY
A. Installation shall be warranted against defects in workmanship for a period of 1 year from the
date that the installation is deemed complete.
1.6 SUBMITTALS
A. CONTRACTOR shall submit to ENGINEER for approval the manufacturer’s data indicating
that the properties of the proposed drainage geocomposite conform to the requirements of this
Specification.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
SUBSURFACE DRAINAGE GEOCOMPOSITE
33 41 16 - 2
B. CONTRACTOR shall submit to ENGINEER the manufacturer’s quality control test results for
the a drainage geocomposite produced specifically for the project and certification that the
material meets the requirements of this Specification at least 15 days prior to installation of the
material.
C. CONTRACTOR shall submit to ENGINEER the following at least 15 days prior to installation:
1. Drawings showing geocomposite sheet layout, location of seams, direction of overlap, and
sewn seams.
2. Description of proposed method of deployment, sewing equipment, sewing methods, and
provisions for holding geocomposite temporarily in place until permanently secured.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Afitex Texel
B. Approved equal
2.2 MATERIAL DESCRIPTION
A. The drainage geocomposite shall consist of two or three geotextile layers comprised of short
synthetic staple fibers of 100% polypropylene or polyester needle-punched together with
perforated corrugated polypropylene pipes regularly spaced inside the layers.
B. The perforated polypropylene pipes shall function as the primary fluid conveyance. The pipes
shall be corrugated with two perforations per corrugation at 180° and alternating at 90°.
2.3 DRAINTUBE DRAINAGE GEOCOMPOSITE PROPERTIES
A. The components of the drainage geocomposite specified shall meet or exceed the values
provided in the table below.

TABLE 1 : MANUFACTURING QUALITY CONTROL TEST REQUIREMENTS
Characteristic Standard Unit Marv
Mini-pipe Properties
Outside diameter ASTM D2122 mm (in) 25 (1.0)
Stiffness at 5% deflection ASTM D2412 kPa (psi) 3000 (435)
Spacing between pipes NA M (ft) 1 (3.3)
Geotextile Properties
Mass Per Unit Area ASTM D5261 g/m2 (oz/yd2) 300 (9)
Grab Tensile Strength ASTM D4632 N (lb) 700 (157)
Trapezoidal Tear Strength ASTM D4533 N (lb) 250 (56)
Puncture CBR ASTM D6241 N (lb) 1700 (382)
AOS (1) ASTM D4751 mm 0.120
Permittivity ASTM D4491 sec-1 2.2
Geocomposite Properties
Transmissivity (2) ASTM D4716 m2/sec 5.0E-4
Notes:
(1) Maximum Average Value.
(2) Value at a gradient of 0.1 when tested with boundary conditions consisting of sealed sand / geocomposite /
geomembrane / sealed sand. The seating time, with a uniformly applied load of 480 kPa (10,000 psf) shall be a
minimum of 100 hours.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
SUBSURFACE DRAINAGE GEOCOMPOSITE
33 41 16 - 3
PART 3 - EXECUTION
3.1 INSPECTION
A. Prior to deploying any drainage geocomposite, CONTRACTOR shall carefully inspect the
surface on which the material will be placed and verify that the material may be placed without
adverse impact.
B. CONTRACTOR shall certify in writing that the surface on which the drainage geocomposite
will be installed is acceptable. The certificate of acceptance shall be given to ENGINEER prior
to commencement of drainage geocomposite installation in the area under consideration.
C. Special care shall be taken to avoid desiccation cracking or freezing of the soil surface. The soil
surface shall be maintained in the required condition throughout the course of geocomposite
installation.
3.2 MATERIAL STORAGE AND HANDLING
A. Rolls of drainage geocomposite shall be shipped to site in a manner that will not cause damage
to the rolls.
B. CONTRACTOR shall be responsible for the handling, storage, and care of the drainage
geocomposites from the time of delivery to the site until final acceptance of the completed work
by ENGINEER and OWNER. CONTRACTOR shall be liable for all damages to the materials
during such time.
C. CONTRACTOR shall comply with ASTM D4873 with respect to storing and handling the
drainage geocomposite.
D. The rolls shall be stored flat on a smooth surface protected against dirt, mud, and excessive heat.
E. Drainage geocomposite shall not be stockpiled or stored within the work area limits.
3.3 MATERIAL PLACEMENT
A. Drainage geocomposite shall not be placed, seamed/joined, or repaired during periods of
precipitation, excessively high winds, or in areas of ponded water or excessive moisture.
B. Install in accordance with manufacturer’s recommendations, and as shown on the Drawings and
specified herein.
C. Install in the direction of the slope such that the pipe components are oriented with the intended
flow direction (typically perpendicular to the contours) unless otherwise specified by the
ENGINEER.
D. Keep materials clean prior to and during installation.
E. Remove folds or excessive wrinkling of deployed material to the extent practicable.
F. CONTRACTOR shall exercise care not to entrap stones, excessive dust, or foreign objects in the
material.
G. Adequately weight drainage geocomposite, using sand bags or equivalent until the subsequent
soil or geosynthetic layer is placed. In the presence of wind, the sandbags or the equivalent shall
be placed along the leading edge and removed once cover material is placed.
H. If the roll length cannot cover entire slope, the locations of connections of adjacent panels should
be staggered at least 3 meter (10 feet) apart.
I. Overlaps shall be singled down the slope and/or in the direction that backfilling will occur.
J. If the project includes an anchor trench to secure the drainage geocomposite, then the panels
shall be secured in the anchor trench as indicated on the Drawings.
3.4 SEAMING AND JOINING
A. Overlap adjacent sheets of drainage geocomposite as described below.

HDR Project No. 10178340 City of Winston Salem January 2020
OSR Landfill Closure Sample Specifications
SUBSURFACE DRAINAGE GEOCOMPOSITE
33 41 16 - 4
1. Connections at along the side of the drainage geocomposite roll shall be overlapped 250 mm
(10 inches) and shall be secured using sewn seams, additional overlap, or welds (hot air or
flame).
2. Connection at the leading or terminating edge of the drainage geocomposite shall be
overlapped such that the upper geotextile layer can be rolled back 250 mm (10 inches) and
the end of the next roll inserted into the opening. Pipes shall be connected either using a
snap coupler fitting supplied by the geocomposite manufacturer or by overlapping the pipes
by 250 mm (10 inches) minimum.
B. Connections to an interceptor drain and/or vacuum pipe shall conform to the Drawings and be at
the direction of ENGINEER.
3.5 MATERIAL PROTECTION
A. Drainage geocomposite shall be covered by soil or another geosynthetic so that the material is
not exposed to ultraviolet rays for more than 14 days before being covered.
B. No construction equipment shall drive directly across the drainage geocomposite without
permission from ENGINEER.
C. The cover soil shall be placed on the drainage geocomposite in a manner that prevents damage
to the drainage geocomposite. Placement of the cover soil shall proceed immediately following
the placement and inspection of the drainage geocomposite.
D. Cover soil shall be free of matter that could damage the drainage geocomposite.
E. Place cover soil from the bottom of the slope and shall not be dropped directly onto the drainage
geocomposite from a height greater than 1 meter (3 feet). Cover shall be pushed over the
drainage geocomposite in an upward tumbling motion that prevents wrinkles in the drainage
geocomposite.
F. The initial loose lift thickness of soil shall be 300 mm (12 inches) or less using adapted
construction methods. Compaction shall consist of a minimum of 2 passes over all areas. The
loose lift thickness of each subsequent list shall be no greater than 300 mm (12 inches). Normal
soil placement shall be allowed on areas after the second loose lift of fill has been placed and
compacted.
G. Anchor trench compacting equipment shall not come into direct contact with the drainage
geocomposite.
3.6 REPAIR
A. Prior to covering the deployed drainage geocomposite, inspect each roll for damage.
B. Any rips, tears or damaged areas on the geocomposite shall be removed and patched.
1. If a section of pipe is damaged during installation, add a piece of undamaged pipe of the
same diameter next to the damaged pipe, extending a minimum of 200 mm (8 inches)
beyond each end of the damaged section of pipe.
2. If the geotextile is ripped or torn, install an undamaged piece of the same material under the
hole that extends a minimum of 150 mm (6 inches) beyond the hole in all directions to
insure that protection of the geomembrane is maintained.
3. If the area to be repaired is more than 50 percent of the width of the panel, then the damaged
area shall be cut out and replaced with undamaged material. Damaged geotextile shall be
replaced by the same type of geotextile.
END OF SECTION
HDR Engineering, Inc. of the Carolinas
440 S Church Street, Suite 1000
Charlotte, NC 28202-2075
704.338.6700
NC License F0116
hdrinc.com
© 2020 HDR, Inc., all rights reserved
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix H – Drawings

H
Appendix H – Drawings

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix H – Drawings

This page intentionally left blank.

OVERALL SITE PLAN
00C-01
790800810820830840850750760770780790800810820760770780780790790800800810810820820830830840840850850780790800810820830840850PROPOSED FINAL COVER CONTOURS
FOR FULL SITE CAPACITY
00C-02
OSR C&D LANDFILL
PERMIT AMENDMENT
WINSTON-SALEM NORTH CAROLINA
1
A
B
C
2 3 4 5 6 7 8
D
ISSUE DATE DESCRIPTION
PROJECT MANAGER
PROJECT NUMBER
0 1"2"FILENAME
SCALE
SHEET
HDR Engineering, Inc.
440 S Church Street
Charlotte, NC 28202
704.338.6700
of the Carolinas
N.C.B.E.L.S. License Number: F-0116
C:\pwworking\east01\d1176012\00C-02.dwg, Plot, 1/24/2020 10:34:50 AM, EWRIGHT
ELEVATIONSTATION
Alignment: N-S-WEST
740
760
780
800
820
840
860
880
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00
ELEVATIONSTATION
720
740
760
780
800
820
840
860
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00
ELEVATIONSTATION
720
740
760
780
800
820
840
860
720
740
760
780
800
820
840
860
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00
13+00
13+00
740
760
780
800
820
840
860
880
14+00
14+00
15+00
15+00
16+00
16+00
17+00
17+00
18+00
18+00
19+00
19+00
20+00
20+00
720
740
760
780
800
820
840
860
19+00
19+00
20+00
20+00
21+00
21+00
22+00
22+00
23+00
23+00
A A'
B B'
C C'
CROSS SECTIONS
00C-03
1
A
B
C
2 3 4 5 6 7 8
D
ISSUE DATE DESCRIPTION
PROJECT MANAGER
PROJECT NUMBER
0 1"2"FILENAME
SCALE
SHEET
HDR Engineering, Inc.
440 S Church Street
Charlotte, NC 28202
704.338.6700
of the Carolinas
N.C.B.E.L.S. License Number: F-0116
C:\pwworking\east01\d1176012\00C-03.dwg, Plot, 11/4/2019 2:29:14 PM, EMTUCKER
1
A
B
C
2 3 4 5 6 7 8
D
ISSUE DATE DESCRIPTION
PROJECT MANAGER
PROJECT NUMBER
0 1"2"FILENAME
SCALE
SHEET
HDR Engineering, Inc.
440 S Church Street
Charlotte, NC 28202
704.338.6700
of the Carolinas
N.C.B.E.L.S. License Number: F-0116
SITE DETAILS
CAP AND GAS VENTS
00D-01
OSR C&D LANDFILL
PERMIT AMENDMENT
WINSTON-SALEM NORTH CAROLINAC:\pwworking\east01\d1176012\00D-01.dwg, Plot, 11/1/2019 5:14:57 PM, EMTUCKER

This page intentionally left blank.
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix I – Design Hydrogeological Investigation Report

I
Appendix I – Design
Hydrogeological Investigation Report

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix I – Design Hydrogeological Investigation Report

This page intentionally left blank.

This page intentionally left blank.
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix J – Construction Quality Assurance Plan

J
Appendix J – Construction
Quality Assurance Plan

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix J – Construction Quality Assurance Plan

This page intentionally left blank.

Construction
Quality Assurance
Plan
Old Salisbury Road Construction and Demolition
Landfill
Permit Amendment
Winston-Salem, North Carolina
November 2019
Revised January 2020

This page intentionally left blank.
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Contents
i
Contents

1 General .................................................................................................................................. 1
1.1 Definitions ....................................................................................................................... 1
1.2 Governance between Documents .................................................................................. 2
1.3 Parties to Construction Quality Assurance ..................................................................... 2
1.4 Qualifications of the Parties ............................................................................................ 3
1.5 Meetings ......................................................................................................................... 4
2 Earthwork ............................................................................................................................... 5
2.1 Soil Liner System ............................................................................................................ 6
2.2 Other Components ......................................................................................................... 6
2.3 Soils Testing ................................................................................................................... 7
2.4 Other CQA Controls ....................................................................................................... 7
2.5 Deficiencies .................................................................................................................... 8
3 Surveying ............................................................................................................................... 9
3.1 Introduction ..................................................................................................................... 9
3.2 Goals .............................................................................................................................. 9
3.3 Survey Control ................................................................................................................ 9
3.4 Surveying Personnel ...................................................................................................... 9
3.5 Precision and Accuracy .................................................................................................. 9
3.6 Lines and Grades ........................................................................................................... 9
3.7 Thickness Measurements ............................................................................................. 10
3.8 Tolerances .................................................................................................................... 11
3.9 Documentation ............................................................................................................. 11
4 Documentation ..................................................................................................................... 11
4.1 CQC Recordkeeping .................................................................................................... 12
4.2 CQA Progress Reports ................................................................................................. 12
4.3 Technical Specification Changes ................................................................................. 14
4.4 Signature and Final Report ........................................................................................... 14
4.5 Storage of Records ....................................................................................................... 14

Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Contents
ii

This page intentionally left blank.

Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill General
1
1 General
This Construction Quality Assurance (CQA) Plan has been prepared to provide the Owner,
Engineer, and CQA Consultant the means to govern the construction quality and to document
construction operations in accordance with the engineering drawings.
The CQA Plan addresses the components required to construct a closure system. This closure
system includes the following layers: soil subgrade, compacted soil liner, and an erosion layer.
This CQA plan is organized by the components of the work.
This document does not replace the CQC requirements presented in the project specifications.
1.1 Definitions
1.1.1 Construction Quality Assurance
In the context of this plan, construction quality assurance is defined as a planned and
systematic program employed by the Owner to assure conformity of the constructed systems
with the design drawings, and the project specifications. CQA is provided by a representative of
the Owner and is independent from the Contractor and all manufacturers. The CQA program is
designed to provide adequate confidence that items or services meet contractual and regulatory
requirements and will perform satisfactorily in service.
1.1.2 Construction Quality Control
Construction Quality Control refers to actions taken by manufacturers, fabricators, installers, or
the Contractor to ensure that the materials and the workmanship meet the requirements of the
design plans and project specifications. For earthen components such as the soil liner, the
leachate collection material and protective cover soils, CQC is often provided by the
Contractor's CQC Consultant. In the case of geosynthetic components, material quality control
is provided by manufacturer certifications and the CQC for the installation of the various
geosynthetics is provided by the Contractor's CQC Consultant. The manufacturer's
specifications and quality control (QC) requirements are included in this CQA Plan by reference
only. The Contractor is responsible for the quality of their work. Any actions taken by the
contractor and their subordinates are CQC. The contractor cannot provide CQA by the definition
of CQA.
1.1.3 CQA/CQC Certification Document
At the completion of construction, a certification document will be prepared by the CQA
Consultant and be submitted to the state regulatory agency. The certification report will include
all CQC testing and all CQA conformance testing.
1.1.4 Units
In this CQA Plan, all properties and dimensions are expressed in U.S. units.
1.1.5 References
The CQA Plan includes references to the test procedures of the ASTM International (ASTM),
and the Geosynthetic Research Institute (GRI).
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill General
2
1.2 Governance between Documents
The CQA Plan is intended to be a supporting document to improve the overall documentation of
the Work. The CQA Plan is not intended to replace the project specifications, and conflicts may
exist between the documents. All apparent discrepancies or conflicts should be brought to the
attention of the Engineer and CQA Consultant for resolution. The Engineer has the sole
authority to determine resolution of conflicts existing within the Contract Documents. The more
stringent or costly requirement should be assumed to control the resolution, unless otherwise
determined by the Engineer.
1.3 Parties to Construction Quality Assurance
The lines of authority and communications between each of the parties involved in the CQA and
CQC are illustrated in Figure 1.

Figure 1 CQA/CQC Lines of Authority and Communication
1.3.1 Owner
The Owner is the City of Winston-Salem, who owns and/or is responsible for the facility. The
Owner may designate a Project Manager for the project. The Owner may choose to employ the
CQA consultant to perform additional work normally carried out under the direction of the CQC
Consultant. If they so choose, the responsibility for quality would remain with the Contractor.
Only the burden of testing would be shifted.
1.3.2 Project Manager
The Project Manager is the official representative of the Owner. The Project Manager serves as
communications coordinator for the project, initiating the resolution, preconstruction, and
OWNER
City of Winston-Salem
Design Engineer
HDR Engineering, Inc. of the
Carolinas
CQA Consultant Contractor
Subcontractors
CQC
Consultant
Soil
Laboratory
CQA (Soil)
Laboratory
NC DEQ
CQA Surveyor
Surveyor
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill General
3
construction meetings outlined in this section. The Project Manager shall also be responsible for
proper resolution of all quality issues that arise during construction.
1.3.3 Design Engineer
The Design Engineer is responsible for the engineering design, drawings, plans and project
specifications for the liner system and protective cover system. The Design Engineer is HDR
Engineering, Inc. of the Carolinas.
1.3.4 Contractor
The Contractor is responsible for the construction of the project and system components in
accordance with contract specifications. The Contractor is responsible for all of their
subcontractors. The Contractor is responsible for submittal coordination and the overall CQC on
the project. The Contractor may be the Owner.
1.3.5 Construction Quality Assurance Consultant
The CQA Consultant is a representative of the Owner and is responsible for observing, testing,
and documenting activities related to the CQA of the earthworks at the site. The CQA
Consultant is also responsible for issuing a facility certification report sealed by a registered
professional engineer.
1.3.6 Soils Construction Quality Assurance Laboratory
The Soils Construction Quality Assurance Laboratory is responsible for conducting geotechnical
tests on conformance samples of soils used in the liner system. The Soils CQA Laboratory
service cannot be provided by any party involved with the Contractor.
1.3.7 Construction Quality Control Consultant
The CQC Consultant is a representative of the Contractor and is responsible for the earthwork
and soil liner quality control sampling and testing. The term CQC Consultant shall be used to
designate the registered professional engineer in charge of the quality control work. The
personnel of the CQC Consultant also include Quality Control Monitors who are also located at
the site for construction observation and monitoring. The CQC Consultant is responsible for the
timely conveyance of CQC testing results to the CQA Consultant.
1.3.8 Soils Construction Quality Control Laboratory
The Soils Construction Quality Control Laboratory is responsible for conducting geotechnical
tests on soil samples at the direction of the CQC Consultant.
1.4 Qualifications of the Parties
These qualifications shall be submitted by the Contractor to the Project Manager for review and
acceptance.
1.4.1 Construction Quality Assurance Consultant
The CQA Consultant will have experience in the CQC/CQA aspects of soils testing, and be
familiar with ASTM and other related industry standards. The activities of the CQA Consultant
will be performed under the supervision of a registered professional engineer.
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill General
4
1.4.2 Construction Quality Control Consultant
The CQC Consultant will be experienced with soils, including soil liners. The CQC Consultant
will satisfy the requirements of the project specifications and be approved by the Design
Engineer. The activities of the CQC Consultant will be performed under the supervision of a
registered professional engineer.
1.5 Meetings
Clear, open channels of communication are important to delivery of a quality project.
1.5.1 CQA/CQC Resolution Meeting
Prior to field mobilization by the Contractor, a Resolution Meeting will be held. This meeting will
include the Project Manager, the CQA Consultant, the Engineer, the Contractor, and the CQC
Consultant.
The purpose of this meeting is to begin planning for coordination of tasks, anticipate any
problems which might cause difficulties and delays in construction, and, above all, review the
CQA and CQC Plans with the parties involved. It is very important that the rules regarding
testing, repair, etc., be known and accepted by all.
This meeting should include all of the following activities.
• Provide relevant documents to all involved parties
• Review critical design details of the project
• Review the site-specific CQA and CQC Plans and make any appropriate modifications to
the plans to ensure that all necessary testing activities are specified
• Reach a consensus on the CQA/CQC quality control procedures, especially on methods
for determining acceptability of the soils and geosynthetics
• Select testing equipment and review protocols for testing and placement of general
earthwork materials
• Confirm methods for the soil liner material selection testing, acceptable zone
determinations, and test strip installation
• Confirm the methods for documenting and reporting, and for distributing documents and
reports, and confirm the lines of authority and communication
The meeting will be documented by the Project Manager and minutes will be transmitted to all
parties.
1.5.2 Preconstruction Meeting
A Preconstruction Meeting will be held at the site prior to placement of the soil liner system. At a
minimum, the meeting will be attended by the Project Manager, Engineer, the CQA Consultant,
the Contractor, and the CQC Consultant.
Specific activities considered for this meeting include the following.
• Make any appropriate modifications to the CQA and CQC Plans
• Review the responsibilities of each party
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Earthwork
5
• Review lines of authority and communication
• Review methods for documenting and reporting, and for distributing documents and
reports
• Establish protocols for testing
• Establish protocols for handling deficiencies, repairs, and retesting
• Review the time schedule for all operations
• Review repair procedures
• Establish soil stockpiling locations (if any)
The meeting will be documented by the Project Manager and minutes will be transmitted to all
parties. The Resolution Meeting and the Preconstruction Meeting may be held as one meeting
or separate meetings, depending on the direction of the Project Manager.
1.5.3 Progress Meetings
Progress meeting will be held between the Project Manager, the CQA Consultant, the
Contractor, the CQC Consultant, and representatives from any other involved parties. This
meeting will discuss current progress, planned activities for the next week, and any new
business or revisions to the work. The CQA Consultant will log any problems, decisions, or
questions arising at this meeting in his daily report. Any matter requiring action which is raised in
this meeting will be reported to the appropriate parties.
Meeting frequency may be adjusted depending on the schedule of the project and the mutual
agreement of all parties involved.
1.5.4 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 meeting will be attended by all interested parties, the Contractor, the Project
Manager, and the CQA Consultant. If the problem requires a design modification, the Engineer
should also be present. 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 meeting will be documented by the Project Manager and minutes will be transmitted to
affected parties.
2 Earthwork
This section of the CQA Plan addresses the soil components of the system, and outlines the
soils CQA program to be implemented with regard to materials confirmation, laboratory and field
confirmation test requirements, overview and interfacing with the Contractor's CQC Program,
and resolution of problems.
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Earthwork
6
2.1 Soil Liner System
2.1.1 Soil Liner Subgrade
Testing will be conducted by the CQC Consultant as observed by the CQA Consultant. The
subgrade material below the subbase is composed of controlled fill and in situ soils. The surface
of the subgrade will be prepared prior to the construction of the subbase. The CQA Consultant
will visually examine the surface of the subgrade to verify that any potentially deleterious
materials have been removed.
2.1.2 Soil Liner Material
The soil liner material shall be placed and compacted in accordance with the project
specifications. A test strip shall be constructed in accordance with the technical specifications.
The test strip shall be tested by CQC and CQA. The resulting test data shall be used to
correlate test methods between parties and to approve or disapprove of the methods that will be
used during production. The CQC Consultant shall conduct field density and moisture tests at
the frequency presented in the project specifications. The CQA Consultant shall provide
conformance tests at a frequency of approximately 10 percent of the required CQC tests.
Additional CQA conformance testing may be performed at the discretion of the CQA Consultant.
Hydraulic conductivity, Atterberg limits, and percent fines testing of the soil liner material shall
be performed by the CQC Consultant in accordance with the project specifications. Additional
CQA conformance testing may be performed at the discretion of the CQA Consultant.
Sealed topographic surveys shall be used to document thickness requirements. Interim
thickness measurement shall be conducted in accordance with the project specifications by the
CQC Consultant and observed by the CQA Consultant. Refer to the Surveying Section
requirements.
2.2 Other Components
2.2.1 Subgrade
The subgrade material below the controlled fill will be prepared by the Contractor prior to the
placement of structural fill. The CQA and CQC Consultants will observe the proof roll by the
Contractor. They must both agree that the pre-fill subgrade is acceptable before structural fill
may be placed. If agreement cannot be reached, the Contractor shall further prepare the area or
implement the plan from the work deficiency meeting. The CQA Consultant may conduct
additional testing as deemed appropriate.
2.2.2 Structural/Controlled Fill
The Contractor shall place fill in accordance with the project specifications. The CQC Consultant
shall provide testing of the controlled fill material in accordance with the project specifications.
The CQA Consultant will provide confirmation testing of the controlled fill as deemed
appropriate.
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Earthwork
7
2.2.3 Erosion Layer
The Contractor shall place materials in accordance with the project specifications. The CQC
Consultant shall provide testing of the material in accordance with the project specifications.
The CQA Consultant will provide confirmation testing of the controlled fill as deemed
appropriate.
2.3 Soils Testing
2.3.1 Test Methods
All testing used to evaluate the suitability or conformance of soils materials will be carried out in
accordance with the project specifications.
2.3.2 Soils Testing Requirements
The soil CQC testing must comply with the minimum frequencies presented in the project
specifications. Where the CQC must perform 5 or more tests, the frequency of CQA testing
required will nominally be ten percent of that required for CQC testing, however the CQA
Consultant may determine a different level in light of the potential variability of materials and the
acceptance/failure rate of the CQC testing.
2.4 Other CQA Controls
CQA will be performed on all soil components of the construction. CQA evaluation will consist
of: (1) monitoring the work and observing the CQC testing; and (2) performing laboratory and
field conformance tests. Laboratory CQA conformance tests will be conducted on samples
taken at the borrow source, stockpile, and during the course of the work prior to construction.
Field CQA conformance tests will be conducted during the course of the work.
2.4.1 Monitoring
The CQA Consultant shall monitor and document the construction of all soil components.
Monitoring the construction work for the subbase soil and the soil liner system, includes the
following:
• observing CQC testing to determine the water content and other physical properties of
the subbase and soil liner system during compaction and compilation of the data
• monitoring the loose thickness of lifts as placed
• monitoring the action of the compaction and/or heavy hauling equipment on the
construction surface (i.e., penetration, pumping, cracking. etc.)
• monitoring the number of passes used to compact each lift
• verifying final thicknesses
2.4.2 Testing Frequency
During construction, the frequency of conformance testing may be increased at the discretion of
the CQA Consultant when visual observations of construction performance indicate a potential
problem. Additional testing for suspected areas will be considered when:
• the rollers slip during rolling operation;
• the lift thickness is greater than specified;
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Earthwork
8
• the fill material is at an improper moisture content;
• fewer than the specified number of roller passes are made;
• dirt-clogged rollers are used to compact the material;
• the rollers may not have used optimum ballast;
• the fill materials differ substantially from those specified; or
• the degree of compaction is doubtful.
2.4.3 Perforations in Soil Liner
Perforations that must be filled will include, but not be limited to:
• soil density test locations;
• permeability sampling locations; and/or
• destructive thickness checks.
Unless otherwise noted, or as directed by the Project Manager, all perforations of the subbase
by probes or sample tubes will be backfilled with soil in accordance with project specifications or
with bentonite. The CQA Consultant will observe and confirm that adequate procedures are
being employed.
2.5 Deficiencies
If a defect is discovered in the earthwork product, the CQC Consultant will immediately
determine the extent and nature of the defect. If the defect is indicated by an unsatisfactory test
result, the CQC Consultant will determine the extent of the deficient area by additional tests,
observations, a review of records, or other appropriate means. If the defect is related to adverse
site conditions, such as overly wet soils or surface desiccation, the CQC Consultant will define
the limits and nature of the defect.
2.5.1 Notification
After determining the extent and nature of a defect, the CQC Consultant will notify the Project
Manager, the CQA Consultant, and Contractor and schedule appropriate retests when the work
deficiency is corrected. The CQA Consultant shall observe all retests on defects.
2.5.2 Repairs and Retesting
The Contractor will correct the deficiency to the satisfaction of the CQA Consultant. If a project
specification criterion cannot be met, or unusual weather conditions hinder work, then the CQC
Consultant will develop and present suggested solutions to the Project Manager and CQA
Consultant for approval.
The CQC Consultant must retest all areas represented by failing tests after they have been
reworked by the Contractor. All retests performed by the CQC Consultant must verify that the
defect has been corrected before the Contractor proceeds with additional work in the area of the
deficiency. The CQA Consultant will verify that all installation requirements are met and that all
submittals are provided.
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Surveying
9
3 Surveying
3.1 Introduction
Surveying of lines and grades is conducted on an ongoing basis during construction. Close
CQC of the surveying is absolutely essential to ensure that slopes are properly constructed. The
surveying conducted at the site shall be performed by the Contractor.
3.2 Goals
The survey component of the work has two major goals, to construct the work per the plans and
specifications and to document the completed work. Documentation of the completed work will
be used for the CQA report.
3.3 Survey Control
Permanent benchmarks and baseline control points are to be established for the site at
locations convenient for daily tie-in. The vertical and horizontal controls for this benchmark will
be established within normal land surveying standards. All surveys should note the horizontal
and vertical datums used for control.
3.4 Surveying Personnel
The Contractor's survey crew will consist of a senior surveyor and as many assistants as are
required to satisfactorily undertake the work. All surveying personnel will be experienced in the
provision of these services including supplying detailed, accurate documentation.
All surveying will be performed under the direct supervision of a licensed land surveyor (PLS)
licensed in the state in which the project is located. The licensed land surveyor may be the
senior surveyor.
3.5 Precision and Accuracy
A wide variety of survey equipment is available to meet the requirements of this project. The
survey instruments used for this work should be sufficiently precise and accurate to meet the
needs of the project. All survey instruments should be capable of reading to a precision of 0.01
foot and with a setting accuracy of 20 seconds. (5.6 x 10-3 degrees).
The contour intervals and confidence level of all topographic drawings shall be clearly stated on
the drawing and should be appropriate for the tolerances required by the specifications.
3.6 Lines and Grades
The surfaces shall be surveyed to verify the lines and grades achieved during construction. The
survey should at least include the following.
• One or more construction baselines
• The edges of all surface breaks (e.g., toes, crests, ridges and valleys)
• All structures and features
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Surveying
10
• Invert elevation of and location of all stormwater piping at each lateral intersection
and endpoint
• Top/toe of all berms, roads, and channels
• Limits of installed cap
GPS systems are highly recommended for achieving the correct lines and grades during
construction of each surface.
3.7 Thickness Measurements
The CQC surveyor as a representative of the Contractor shall obtain top and bottom elevations
of the soil liner and other components as required by the project specifications. Thickness shall
be measured perpendicular to the surface. Thickness verification may be done with a table or by
electronic comparison of drawing files. A topographic survey of the site should contain more
data points than a 50x50 foot grid would yield. The other issue with a grid system is that the
thicknesses measured are not necessarily perpendicular to the surface of the placed materials.
On slopes this can lead to areas with tabular data that appears to provide the required
thicknesses that are actually thinner than desired. For these reasons, it is preferable to
document the surfaces with topographic surveys with one-foot contours, however the other
method was more common. The procedure for obtaining top and bottom elevations of the soil
liner shall be agreed to by the CQA Consultant and Engineer prior to construction.
The CQC surveyor shall review the survey information with the Contractor to ensure that the
survey demonstrates compliance with the project technical specifications. The Contractor is
responsible for identifying and reporting to the CQA Consultant any areas of non-compliance
evidenced by the survey, and for repairing such areas. The CQA Consultant and Contractor
shall review the thickness measurements of the soil liner component prior to placement of the
erosion layer. The CQA consultant should notify the Project Manager of areas that need to be
corrected.
3.7.1 Tabular verification
If allowed by Engineer, a 50 foot by 50 foot survey grid shall be established. At each grid point,
the elevation of the top of the constructed intermediate cover layer, the top of the constructed
compacted soil liner layer, and the top of the constructed erosion layer shall be taken. These
data, along with the survey locations shall be documented on the as-built drawings. A thickness
verification table may be compiled containing the following information for each point.
• Actual subgrade elevation
• Actual soil liner elevation
• Soil liner thickness
• Actual cover elevation
• Cover thickness
Any deviations in elevation or thickness outside the tolerances allowed by specification shall be
corrected.
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Documentation
11
3.7.2 Drawing verification
Electronically compare the surfaces for thickness verification. Supply the Engineer and/or the
CQA Consultant with electronic files in agreed upon common format for comparison and review.
These files may be for all or a portion of the work. If partial data is reviewed the Contractor must
ensure that sufficient overlap is provided with each survey. The reviewer shall generate a
drawing illustrating the areas of noncompliance and provide it to the Contractor for acquisition of
additional data points or corrective action.
3.8 Tolerances
Except for liner components where no minus tolerances are acceptable, the following are
maximum tolerances for survey points.
• On surfaces: the maximum tolerances shall be 0.25 foot. This tolerance must be set
to the record elevation of the surface below it and not the design elevation.
• On piping: the maximum tolerance shall be 0.1 foot.
3.9 Documentation
All field survey notes will be retained by the senior surveyor. The results from the field surveys
will be documented on a set of survey record (as-built) drawings by the Contractor for submittal
to the CQA Consultant. The Contractor shall certify to the CQA Consultant and Engineer that
the results of the survey demonstrates compliance with the contract documents. Sealed surveys
depicting the information gathered shall be supplied to the Engineer and CQA Consultant in
sufficient quantities. The surveys shall depict the information in a topographic format and
illustrate actual data points.
4 Documentation
An effective CQA plan depends largely on recognition of all construction activities that should be
monitored and on assigning responsibilities for the monitoring of each activity. This is most
effectively accomplished and verified by the documentation of quality assurance activities. The
CQA Consultant will document that all quality assurance requirements have been addressed
and satisfied.
This CQA plan integrates the testing and inspection performed by the CQC Consultant in
accordance with the project specifications with the CQA overview and conformance testing
performed by the CQA Consultant in accordance with this CQA Plan.
The CQA Consultant will provide the Project Manager with the CQC Consultant's daily and
weekly reports including signed descriptive remarks, data sheets, and logs to verify that all CQC
monitoring activities have been carried out. The CQA Consultant will also provide the Project
Manager with a weekly report summarizing CQA activities and identifying potential quality
assurance problems. The CQA Consultant will also maintain a copy of this CQA plan and a
complete file of plans, reports, project specifications, checklists, test procedures, daily logs, and
other pertinent documents at the job site.
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Documentation
12
4.1 CQC Recordkeeping
The CQC Consultant's reporting procedures will include preparation of a daily report which, at a
minimum, will consist of:
• field notes, including memoranda of meetings and/or discussions with the Contractor;
• observation logs and testing data sheets; and
• construction problem and solution data sheets.
The daily report must be completed at the end of each CQC Consultant's shift, prior to leaving
the site. This information will be submitted weekly to and reviewed by the CQA Consultant.
The CQC Consultant's weekly reports must summarize the major events that occurred during
that week. Critical problems that occur shall be communicated verbally to the Project Manager
or CQA Consultant immediately as well as being included in the weekly reports. The CQC
Consultant's weekly report must be submitted to the CQA Consultant no later than the Monday
following the week reported.
The CQC consultant shall submit a final report at the end of the project that compiles and
summarizes all of work done, the resolution of all deficiencies and compiles the testing data in a
convenient organized manner. This final report shall be submitted to the CQA Consultant.
4.2 CQA Progress Reports
The CQA Consultant will prepare a summary progress report each week, or at time intervals
established at the pre-construction meeting. As a minimum, this report will include the following
information.
• A unique identifying sheet number for cross-referencing and document control
• The date, project name, location, and other identifying information
• A summary of work activities during progress reporting period
• A summary of construction situations, deficiencies, and/or defects occurring during
the progress reporting period
• Identify all potential or actual compliance problems outstanding
• Identify resolution of construction problems as they occur
• Summary of all test results, failures and retests, and signature of the CQA
Consultant
4.2.1 CQA Observation Logs and Testing Data Sheets
CQA observation logs and conformance testing data sheets will be prepared by the CQA
Consultant on a weekly basis. At a minimum, these logs and data sheets will include the
following information.
• Date, project name, location, and other identifying information
• Data on weather conditions
• A scale site plan showing all proposed work areas and test locations
• Descriptions and locations of ongoing construction
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Documentation
13
• 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
• Off-site materials received, including quality verification documentation
• Decisions made regarding acceptance of units of work, and/or corrective actions to
be taken in instances of substandard quality
• The CQA Consultant's signature
4.2.2 CQA Construction Problem and Solution Data Sheets
CQA sheets describing special construction situations will be cross-referenced with specific
CQA observation logs and testing data sheets, and must include the following information,
where available.
• A detailed description of the situation or deficiency
• The location and probable cause of the situation or deficiency
• How and when the situation or deficiency was found or located
• Documentation of the response to the situation or deficiency
• Final results of any responses
• Any measures taken to prevent a similar situation from occurring in the future
• The signature of the CQA Consultant, and signature of the Project Manager
indicating concurrence if required by this CQA Plan
The Project Manager will be made aware of any significant recurring nonconformance with the
project specifications. The Project Manager 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 any revision to procedures or
project specifications will be approved by the Owner and Engineer.
4.2.3 CQA Photographic Reporting Data Sheets
Photographic reporting data sheets, where used, will be cross-referenced with CQA observation
logs and testing data sheets and/or CQA construction problem and solution data sheets. Digital
photographs shall be taken at regular intervals during the construction process and in all areas
deemed critical.
These photographs will serve as a pictorial record of work progress, problems, and mitigation
activities. The file name for the digital photographs will contain the date and a description of the
photograph (i.e. 20150712 Liner Installation Cell 1).These records will be presented to the
Project Manager upon completion of the project.
In lieu of photographic documentation, digital video may be used to record work progress,
problems, and mitigation activities. The Project Manager may require that a portion of the
documentation be recorded by photographic means in conjunction with video.
Winston-Salem/Forsyth County Utilities | CQA Plan: Old Salisbury Road C&D Landfill Documentation
14
4.3 Technical Specification Changes
Design and/or project specification changes may be required during construction. In such cases,
the CQA Consultant will notify the Project Manager and the Engineer. The Project Manager will
then notify the appropriate agency, if necessary.
Design and/or project specification changes will be made only with the written agreement of the
Project Manager and the Engineer, 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.
4.4 Signature and Final Report
At the completion of construction activity, the CQA Consultant will certify all required forms,
observation logs, field and laboratory testing data sheets including sample location plans,
construction problems and solution data sheets. The CQA Consultant will also provide a final
report 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 CQA Consultant will also provide summaries of all the data listed above with the report. The
Record Drawings 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 surveying and base maps required for development of the
record drawings will be done by the construction surveyor. These documents will be certified by
the Contractor and CQC Consultant and delivered to the CQA Consultant and included as part
of the CQA documentation (Certification) report.
4.5 Storage of Records
All handwritten data sheet originals, especially those containing signatures, will be stored by the
Project Manager in a safe repository 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.

HDR Engineering, Inc. of the Carolinas 440 S Church Street, Suite 1000
Charlotte, NC 28202-2075 704.338.6700 NC License F0116

hdrinc.com
© 2020 HDR, Inc., all rights reserved
Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix K – Stability Calculations

K
Appendix K – Stability
Calculations

Winston-Salem /Forsyth County Utilities | Engineering Plan: Old Salisbury Road C&D Landfill Appendix K – Stability Calculations

This page intentionally left blank.

I  Job No.  453925‐235691‐018 
HDR Computation
Project: OSR C&D Landfill Computed By: TMY Date: 11/6/2019
Subject: Permit Amendment Checked By: EAW Date: 11/6/2019
Task: Slope Stability Analyses Sheet: Of: 2
Objective:
References:
Steps:
Saprolite:  γmoist = 125 pcf, γwet = 130 pcf, ϕ = 32  ̊, c = 0 psf
Transition Zone:  γmoist = 130 pcf, γwet = 135 pcf, ϕ = 35  ̊, c = 0 psf
Evaluate the slope stability of the revised final contours of the OSR C&D landfill with 3H:1V slopes.  Evaluate global stability of the waste and 
foundation soils using PCSTABL 5M and the STEDwin editor (Ref. 7).
7. Van Aller, H.W. (1999 ‐ 2013).  STEDwin 2.88 (32 bit), The Smart Editor for PCSTABL 5M.  Annapolis Engineering Software.
5. Bowles, J.E. (1984).  Physical and Geotechnical Properties of Soils. McGraw‐Hill.
1. HDR (2002, revised 2003). Old salisbury Road C&D Landfill, Design Hydrogeological Investigation Report for Phases IV, V, and VI.
4. Naval Facilities Engineering Command (1986). Design Manual 7.01 ‐ Soil Mechanics.
1.  Determine most critical cross‐section for stability analysis.  Factors to consider include proposed fill height, foundation conditions, conditions at toe 
of slope, and water table location.  Using this criteria, a critical stability section was selected for analysis on the east slope of Phase VI.  This section is in 
an area with the highest proposed waste fill and critical foundation conditions due to the presence of Sediment Basin #7 at the toe and represents the 
greatest amount of driving forces leading to potential failure and least buttressing effect at the toe of slope. The location of the critical section 
superimposed on the Proposed Final Cover Contour plan is provided in Attachment A.  Corresponding estimated long‐term seasonal high groundwater 
and bedrock surfaces at the critical cross section were obtained from Reference 1 as indicated on Attachments B and C, respectively.  Corresponding 
landfill subgrades, existing grades, and proposed final grades ath the critical cross section are shown on the section cut on Attachment D.  
2.  Estimate subsurface conditions beneath the C&D landfill using soil boring logs, cross‐sections, and maps  provided in Reference 1.  Based on this 
information, conservatively assume a 10' layer of transition zone material directly overlies the bedrock followed by saprolite extending to either the 
existing ground surface or landfill subgrade.  See Attachment E for geologic sections of the site obtained from Reference 1.
2. Qian, X., R.M. Koerner, and D. H. Gray (2002). Geotechnical Aspects of Landfill Design and Construction. Prentice‐Hall.
3. Estimate the C&D waste parameters for input into PCSTABL 5M.  Conservatively use strength parameters for MSW recommended in Reference 2, 
friction angle (ϕ) = 33⁰, and cohesion (c) = 0 (see Attachment F).  These values are considered conservative for C&D waste since C&D waste is 
anticipated to posess higher strength since it is generally more bulky, drier, and less degradable than MSW.  An estimate of the compacted unit weight 
(γ) of the C&D waste was obtained from the 2019 OSR Airspace Management Report  (Reference 3) (see Attachment G).  The calculated cumulative in‐
place density of 38.5 lb/ft3 was adjusted to account for the weight of operational cover soil applied at a soil/wase volumetric rate of 1:4.  The resulting 
γ = 46.2 lb/ft3 . 
3. HDR (2019). 2019 Airspace Management Report, Old Salisbury Road Construction and Demolition Landfill, Phases I‐VI.
4.  Estimate foundation soil parameters for input into PCSTABL 5M.  From the on‐site soil information presented in Ref. 1, select typical unit weights 
(see Reference 4, Attachment H) and strength parameters (see Reference 5, Attachment I) based on soil type and relative density.  The assumed values 
for unit weight (γ), friction angle (ϕ), and cohesion (c) for the foundation soils are provided below:
6.  USGS Earthquake Hazards Program, Unified Hazard Tool.  https://earthquake.usgs.gov/hazards/interactive/
8. U.S. EPA (1993). Solid Waste Disposal Facility Criteria Technical Manual.  EPA530‐R‐93‐017.
I  Job No.  453925‐235691‐018 
HDR Computation
Project: OSR C&D Landfill Computed By: TMY Date: 11/6/2019
Subject: Permit Amendment Checked By: EAW Date: 11/6/2019
Task: Slope Stability Analyses Sheet: Of: 2
Final Cover soils:  γ = 120 pcf, ϕ = 30  ̊ , c = 0 psf
Results/Conclusions
Analysis FS
Global/Circular Arc/Static 2.18
Global/Circular Arc/Seismic 1.68
Plots showing the output results from the PCSTABL 5M analyses for the global stability analyses under both static and seismic conditions are attached 
to this calculation.  The minimum factors of safety are summarized in the table below.  The generally accepted minimum static and seismic factors of 
safety for landfill stability are 1.5 and 1.3, respectively (see Reference 8 and Attachment K).  Since the calculated factors of safety exceed the minimum 
acceptable, the proposed C&D landfill modification is adequately stable.  
5.  Estimate soil parameters for the final cover soils.  Since a variety of soils may be used for final cover and considering that a high degree of 
compaction of the final cover probably can not be achieved over the C&D waste, conservatively assume the following parameters:
6. Determine the peak ground accelleration for the site for use in the seismic stability analyses.  From Attachment J (Ref. 6), the estimated peak ground 
acceleration for the site with a 2% probability of exceedance in 50 years (equivalent to 10% probability of exceedance in 250 years) is 0.0795g.  This 
values was entered as a horizontal pseudo‐static coefficient in the PCSTABL 5M seismic analyses.
7.  Using the information developed in Steps 1 through 6, input the data into PCSTABL 5M using the STEDwin editor (Ref. 7).  Evaluate the the global 
stability of the C&D waste and foundation soils at the critical cross section.
010020030040050060070080090010001100OSR C&D LF Permit Amendment Global Circular Arc - Staticc:\users\tyanosch\documents\stedwin and stabl\osr1.pl2 Run By: Thomas Yanoschak 11/5/2019 02:55PM333111132222333444444W1 W1W1W1W1*1*2*3*4*5*6bcdefghija#FSa2.18b2.20c2.28d2.32e2.32f2.33g2.35h2.35i2.40j2.40SoilDesc.CoverC&DSaprolitTransitiSoilTypeNo.1234TotalUnit Wt.(pcf)120.046.2125.0130.0SaturatedUnit Wt.(pcf)120.046.2130.0135.0FrictionAngle(deg)30.033.032.035.0Piez.SurfaceNo.00W1W1PCSTABL5M/si FSmin=2.18Safety Factors Are Calculated By The Modified Bishop Method
** PCSTABL5M **
by
Purdue University
--Slope Stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencer`s Method of Slices
Run Date: 11/5/2019
Time of Run: 02:55PM
Run By: Thomas Yanoschak
Input Data Filename: C:OSR1.
Output Filename: C:OSR1.OUT
Unit: ENGLISH
Plotted Output Filename: C:OSR1.PLT
PROBLEM DESCRIPTION OSR C&D LF Permit Amendment
Global Circular Arc - Static
BOUNDARY COORDINATES
Note: User origin value specified.
Add 0.00 to X-values and 700.00 to Y-values listed.
7 Top Boundaries
21 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 44.00 80.00 44.00 3
2 80.00 44.00 100.00 52.00 3
3 100.00 52.00 112.00 52.00 3
4 112.00 52.00 244.00 96.00 1
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR1.OUT Page 2
5 244.00 96.00 262.00 96.00 1
6 262.00 96.00 394.00 140.00 1
7 394.00 140.00 594.00 150.00 1
8 112.00 52.00 124.00 52.00 3
9 124.00 52.00 244.00 92.00 2
10 244.00 92.00 262.00 92.00 2
11 262.00 92.00 394.00 136.00 2
12 394.00 136.00 594.00 146.00 2
13 124.00 52.00 347.00 58.00 3
14 347.00 58.00 447.00 66.00 3
15 447.00 66.00 600.00 70.00 3
16 0.00 15.00 60.00 20.00 4
17 60.00 20.00 156.00 30.00 4
18 156.00 30.00 264.00 40.00 4
19 264.00 40.00 380.00 50.00 4
20 380.00 50.00 542.00 60.00 4
21 542.00 60.00 600.00 60.00 4
ISOTROPIC SOIL PARAMETERS
4 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 120.0 120.0 0.0 30.0 0.00 0.0 0
2 46.2 46.2 0.0 33.0 0.00 0.0 0
3 125.0 130.0 0.0 32.0 0.00 0.0 1
4 130.0 135.0 0.0 35.0 0.00 0.0 1
1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED
Unit Weight of Water = 62.40
Piezometric Surface No. 1 Specified by 5 Coordinate Points
Point X-Water Y-Water
No. (ft) (ft)
1 0.00 52.00
2 100.00 52.00
3 112.00 44.00
4 300.00 50.00
5 600.00 55.00
Searching Routine Will Be Limited To An Area Defined By 6 Boundaries
Of Which The First 6 Boundaries Will Deflect Surfaces Upward
Boundary X-Left Y-Left X-Right Y-Right
No. (ft) (ft) (ft) (ft)
1 0.00 5.00 60.00 10.00
2 60.00 10.00 156.00 20.00
3 156.00 20.00 264.00 30.00
4 264.00 30.00 380.00 40.00
5 380.00 40.00 542.00 50.00
6 542.00 50.00 600.00 50.00
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Circular Surfaces, Has Been Specified.
400 Trial Surfaces Have Been Generated.
20 Surfaces Initiate From Each Of 20 Points Equally Spaced
Along The Ground Surface Between X = 10.00 ft.
and X = 150.00 ft.
Each Surface Terminates Between X = 300.00 ft.
and X = 500.00 ft.
Unless Further Limitations Were Imposed, The Minimum Elevation
At Which A Surface Extends Is Y = 0.00 ft.
10.00 ft. Line Segments Define Each Trial Failure Surface.
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Examined. They Are Ordered - Most Critical
First.
* * Safety Factors Are Calculated By The Modified Bishop Method * *
Failure Surface Specified By 22 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 120.53 54.84
2 130.41 56.39
3 140.26 58.07
4 150.10 59.90
5 159.90 61.87
6 169.67 63.98
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR1.OUT Page 3
7 179.42 66.23
8 189.13 68.63
9 198.80 71.16
10 208.44 73.83
11 218.03 76.64
12 227.59 79.59
13 237.10 82.68
14 246.57 85.90
15 255.99 89.26
16 265.36 92.75
17 274.67 96.38
18 283.94 100.15
19 293.15 104.05
20 302.30 108.08
21 311.39 112.24
22 312.99 113.00
Circle Center At X = 18.6 ; Y = 739.7 and Radius, 692.4
*** 2.179 ***
Individual data on the 25 slices
Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)
1 9.9 1037.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0
2 9.9 3015.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0
3 4.4 1947.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0
4 5.4 2698.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0
5 9.8 5361.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0
6 9.8 5897.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0
7 9.7 6360.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0
8 9.7 6751.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0
9 9.7 7069.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0
10 9.6 7316.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0
11 9.6 7492.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0
12 9.6 7598.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0
13 9.5 7634.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
14 6.9 5542.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0
15 2.6 2007.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0
16 9.4 6444.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0
17 6.0 3336.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0
18 3.4 1677.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0
19 6.5 3164.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0
20 2.8 1335.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0
21 9.3 3893.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0
22 9.2 3039.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0
23 9.2 2028.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0
24 9.1 864.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0
25 1.6 21.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Failure Surface Specified By 28 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 142.63 62.21
2 152.60 62.96
3 162.56 63.88
4 172.50 64.97
5 182.42 66.24
6 192.32 67.68
7 202.19 69.29
8 212.03 71.08
9 221.83 73.03
10 231.60 75.16
11 241.34 77.45
12 251.03 79.92
13 260.68 82.55
14 270.28 85.35
15 279.83 88.32
16 289.32 91.45
17 298.76 94.75
18 308.14 98.21
19 317.46 101.83
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR1.OUT Page 4
20 326.72 105.62
21 335.91 109.56
22 345.03 113.67
23 354.07 117.94
24 363.04 122.36
25 371.93 126.93
26 380.74 131.66
27 389.47 136.55
28 395.52 140.08
Circle Center At X = 104.8 ; Y = 634.8 and Radius, 573.9
*** 2.203 ***
Failure Surface Specified By 37 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 91.05 48.42
2 100.97 49.73
3 110.87 51.11
4 120.76 52.58
5 130.64 54.12
6 140.51 55.75
7 150.36 57.45
8 160.20 59.23
9 170.03 61.10
10 179.84 63.04
11 189.63 65.05
12 199.41 67.15
13 209.17 69.33
14 218.91 71.58
15 228.64 73.91
16 238.34 76.32
17 248.03 78.81
18 257.69 81.38
19 267.34 84.02
20 276.96 86.74
21 286.56 89.54
22 296.14 92.41
23 305.69 95.36
24 315.23 98.39
25 324.73 101.50
26 334.21 104.68
27 343.67 107.93
28 353.10 111.26
29 362.50 114.67
30 371.87 118.15
31 381.22 121.71
32 390.53 125.35
33 399.82 129.05
34 409.08 132.84
35 418.30 136.69
36 427.50 140.62
37 430.22 141.81
Circle Center At X = -66.8 ; Y = 1284.4 and Radius, 1246.0
*** 2.279 ***
Failure Surface Specified By 38 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 83.68 45.47
2 93.45 47.63
3 103.21 49.82
4 112.96 52.03
5 122.71 54.26
6 132.45 56.53
7 142.18 58.82
8 151.91 61.13
9 161.63 63.48
10 171.35 65.85
11 181.05 68.24
12 190.76 70.67
13 200.45 73.12
14 210.14 75.59
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR1.OUT Page 5
15 219.82 78.09
16 229.50 80.62
17 239.17 83.18
18 248.83 85.76
19 258.48 88.37
20 268.13 91.00
21 277.77 93.66
22 287.40 96.35
23 297.02 99.06
24 306.64 101.80
25 316.25 104.56
26 325.86 107.36
27 335.45 110.17
28 345.04 113.02
29 354.62 115.89
30 364.19 118.78
31 373.75 121.70
32 383.31 124.65
33 392.85 127.63
34 402.39 130.63
35 411.92 133.65
36 421.45 136.71
37 430.96 139.78
38 438.42 142.22
Circle Center At X = -702.2 ; Y = 3625.7 and Radius, 3665.4
*** 2.317 ***
Failure Surface Specified By 30 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 98.42 51.37
2 108.40 50.77
3 118.40 50.43
4 128.40 50.33
5 138.40 50.49
6 148.39 50.89
7 158.37 51.54
8 168.33 52.44
9 178.26 53.59
10 188.16 54.98
11 198.03 56.63
12 207.85 58.51
13 217.62 60.65
14 227.33 63.02
15 236.98 65.64
16 246.57 68.49
17 256.08 71.59
18 265.50 74.92
19 274.85 78.48
20 284.10 82.28
21 293.25 86.30
22 302.30 90.56
23 311.25 95.03
24 320.07 99.73
25 328.78 104.65
26 337.36 109.78
27 345.82 115.13
28 354.13 120.68
29 362.31 126.44
30 369.63 131.88
Circle Center At X = 127.3 ; Y = 451.3 and Radius, 401.0
*** 2.324 ***
Failure Surface Specified By 30 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 120.53 54.84
2 130.48 53.85
3 140.45 53.14
4 150.44 52.72
5 160.44 52.59
6 170.44 52.75
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR1.OUT Page 6
7 180.43 53.19
8 190.40 53.93
9 200.35 54.95
10 210.27 56.26
11 220.14 57.86
12 229.96 59.74
13 239.72 61.91
14 249.42 64.35
15 259.04 67.08
16 268.58 70.08
17 278.03 73.36
18 287.38 76.90
19 296.62 80.72
20 305.75 84.80
21 314.75 89.15
22 323.63 93.75
23 332.37 98.61
24 340.97 103.72
25 349.42 109.07
26 357.70 114.67
27 365.83 120.50
28 373.78 126.56
29 381.55 132.86
30 387.24 137.75
Circle Center At X = 160.0 ; Y = 398.4 and Radius, 345.8
*** 2.333 ***
Failure Surface Specified By 35 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 113.16 52.39
2 123.15 51.96
3 133.15 51.72
4 143.15 51.69
5 153.14 51.86
6 163.14 52.23
7 173.12 52.80
8 183.09 53.57
9 193.05 54.54
10 202.98 55.70
11 212.88 57.07
12 222.76 58.63
13 232.60 60.39
14 242.41 62.35
15 252.18 64.50
16 261.90 66.85
17 271.57 69.39
18 281.19 72.13
19 290.75 75.05
20 300.25 78.17
21 309.69 81.48
22 319.06 84.97
23 328.36 88.66
24 337.58 92.52
25 346.72 96.57
26 355.78 100.81
27 364.75 105.22
28 373.64 109.81
29 382.43 114.58
30 391.12 119.52
31 399.71 124.64
32 408.20 129.93
33 416.58 135.38
34 424.85 141.00
35 425.67 141.58
Circle Center At X = 139.7 ; Y = 551.5 and Radius, 499.9
*** 2.346 ***
Failure Surface Specified By 33 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 83.68 45.47
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR1.OUT Page 7
2 93.68 45.50
3 103.68 45.72
4 113.67 46.12
5 123.66 46.72
6 133.63 47.50
7 143.58 48.47
8 153.51 49.63
9 163.42 50.98
10 173.30 52.51
11 183.15 54.23
12 192.97 56.13
13 202.75 58.22
14 212.49 60.49
15 222.18 62.95
16 231.83 65.59
17 241.42 68.41
18 250.96 71.41
19 260.44 74.59
20 269.86 77.95
21 279.21 81.49
22 288.50 85.20
23 297.71 89.09
24 306.85 93.15
25 315.91 97.38
26 324.89 101.78
27 333.78 106.35
28 342.59 111.09
29 351.30 116.00
30 359.93 121.06
31 368.45 126.29
32 376.87 131.68
33 384.70 136.90
Circle Center At X = 87.2 ; Y = 575.2 and Radius, 529.8
*** 2.351 ***
Failure Surface Specified By 20 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 135.26 59.75
2 145.23 58.98
3 155.23 58.62
4 165.23 58.69
5 175.21 59.18
6 185.17 60.09
7 195.08 61.43
8 204.93 63.18
9 214.69 65.34
10 224.35 67.92
11 233.90 70.90
12 243.31 74.29
13 252.57 78.07
14 261.66 82.23
15 270.56 86.78
16 279.27 91.70
17 287.76 96.99
18 296.02 102.62
19 304.03 108.61
20 306.95 110.98
Circle Center At X = 158.6 ; Y = 294.7 and Radius, 236.1
*** 2.400 ***
Failure Surface Specified By 35 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 113.16 52.39
2 123.13 51.58
3 133.11 51.01
4 143.10 50.65
5 153.10 50.52
6 163.10 50.62
7 173.10 50.93
8 183.08 51.48
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR1.OUT Page 8
9 193.05 52.24
10 203.00 53.23
11 212.93 54.44
12 222.83 55.88
13 232.69 57.53
14 242.51 59.41
15 252.29 61.51
16 262.02 63.82
17 271.69 66.36
18 281.31 69.11
19 290.86 72.07
20 300.34 75.25
21 309.75 78.64
22 319.08 82.24
23 328.32 86.04
24 337.48 90.06
25 346.55 94.28
26 355.52 98.70
27 364.39 103.32
28 373.15 108.14
29 381.80 113.15
30 390.34 118.36
31 398.76 123.75
32 407.05 129.34
33 415.22 135.11
34 423.26 141.06
35 423.82 141.49
Circle Center At X = 153.9 ; Y = 496.5 and Radius, 445.9
*** 2.404 ***
010020030040050060070080090010001100OSR C&D LF Permit Amendment Global Circular Arc - Seismicc:\users\tyanosch\documents\stedwin and stabl\osr2.pl2 Run By: Thomas Yanoschak 11/5/2019 03:02PM333111132222333444444W1 W1W1W1W1*1*2*3*4*5*6bcdefghija#FSa1.68b1.70c1.74d1.76e1.79f1.79g1.80h1.80i1.84j1.84SoilDesc.CoverC&DSaprolitTransitiSoilTypeNo.1234TotalUnit Wt.(pcf)120.046.2125.0130.0SaturatedUnit Wt.(pcf)120.046.2130.0135.0FrictionAngle(deg)30.033.032.035.0Piez.SurfaceNo.00W1W1Load ValueHoriz Eqk 0.080 g<PCSTABL5M/si FSmin=1.68Safety Factors Are Calculated By The Modified Bishop Method
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR2.OUT Page 1
** PCSTABL5M **
by
Purdue University
--Slope Stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencer`s Method of Slices
Run Date: 11/5/2019
Time of Run: 03:02PM
Run By: Thomas Yanoschak
Input Data Filename: C:OSR2.
Output Filename: C:OSR2.OUT
Unit: ENGLISH
Plotted Output Filename: C:OSR2.PLT
PROBLEM DESCRIPTION OSR C&D LF Permit Amendment
Global Circular Arc - Seismic
BOUNDARY COORDINATES
Note: User origin value specified.
Add 0.00 to X-values and 700.00 to Y-values listed.
7 Top Boundaries
21 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 44.00 80.00 44.00 3
2 80.00 44.00 100.00 52.00 3
3 100.00 52.00 112.00 52.00 3
4 112.00 52.00 244.00 96.00 1
5 244.00 96.00 262.00 96.00 1
6 262.00 96.00 394.00 140.00 1
7 394.00 140.00 594.00 150.00 1
8 112.00 52.00 124.00 52.00 3
9 124.00 52.00 244.00 92.00 2
10 244.00 92.00 262.00 92.00 2
11 262.00 92.00 394.00 136.00 2
12 394.00 136.00 594.00 146.00 2
13 124.00 52.00 347.00 58.00 3
14 347.00 58.00 447.00 66.00 3
15 447.00 66.00 600.00 70.00 3
16 0.00 15.00 60.00 20.00 4
17 60.00 20.00 156.00 30.00 4
18 156.00 30.00 264.00 40.00 4
19 264.00 40.00 380.00 50.00 4
20 380.00 50.00 542.00 60.00 4
21 542.00 60.00 600.00 60.00 4
ISOTROPIC SOIL PARAMETERS
4 Type(s) of Soil
Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.
1 120.0 120.0 0.0 30.0 0.00 0.0 0
2 46.2 46.2 0.0 33.0 0.00 0.0 0
3 125.0 130.0 0.0 32.0 0.00 0.0 1
4 130.0 135.0 0.0 35.0 0.00 0.0 1
1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED
Unit Weight of Water = 62.40
Piezometric Surface No. 1 Specified by 5 Coordinate Points
Point X-Water Y-Water
No. (ft) (ft)
1 0.00 52.00
2 100.00 52.00
3 112.00 44.00
4 300.00 50.00
5 600.00 55.00
Searching Routine Will Be Limited To An Area Defined By 6 Boundaries
Of Which The First 6 Boundaries Will Deflect Surfaces Upward
Boundary X-Left Y-Left X-Right Y-Right
No. (ft) (ft) (ft) (ft)
1 0.00 5.00 60.00 10.00
2 60.00 10.00 156.00 20.00
3 156.00 20.00 264.00 30.00
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR2.OUT Page 2
4 264.00 30.00 380.00 40.00
5 380.00 40.00 542.00 50.00
6 542.00 50.00 600.00 50.00
A Horizontal Earthquake Loading Coefficient
Of0.080 Has Been Assigned
A Vertical Earthquake Loading Coefficient
Of0.000 Has Been Assigned
Cavitation Pressure = 0.0 (psf)
A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Circular Surfaces, Has Been Specified.
400 Trial Surfaces Have Been Generated.
20 Surfaces Initiate From Each Of 20 Points Equally Spaced
Along The Ground Surface Between X = 10.00 ft.
and X = 150.00 ft.
Each Surface Terminates Between X = 300.00 ft.
and X = 500.00 ft.
Unless Further Limitations Were Imposed, The Minimum Elevation
At Which A Surface Extends Is Y = 0.00 ft.
10.00 ft. Line Segments Define Each Trial Failure Surface.
Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Examined. They Are Ordered - Most Critical
First.
* * Safety Factors Are Calculated By The Modified Bishop Method * *
Failure Surface Specified By 22 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 120.53 54.84
2 130.41 56.39
3 140.26 58.07
4 150.10 59.90
5 159.90 61.87
6 169.67 63.98
7 179.42 66.23
8 189.13 68.63
9 198.80 71.16
10 208.44 73.83
11 218.03 76.64
12 227.59 79.59
13 237.10 82.68
14 246.57 85.90
15 255.99 89.26
16 265.36 92.75
17 274.67 96.38
18 283.94 100.15
19 293.15 104.05
20 302.30 108.08
21 311.39 112.24
22 312.99 113.00
Circle Center At X = 18.6 ; Y = 739.7 and Radius, 692.4
*** 1.675 ***
Individual data on the 25 slices
Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)
1 9.9 1037.2 0.0 0.0 0.0 0.0 83.0 0.0 0.0
2 9.9 3015.4 0.0 0.0 0.0 0.0 241.2 0.0 0.0
3 4.4 1947.6 0.0 0.0 0.0 0.0 155.8 0.0 0.0
4 5.4 2698.8 0.0 0.0 0.0 0.0 215.9 0.0 0.0
5 9.8 5361.4 0.0 0.0 0.0 0.0 428.9 0.0 0.0
6 9.8 5897.3 0.0 0.0 0.0 0.0 471.8 0.0 0.0
7 9.7 6360.5 0.0 0.0 0.0 0.0 508.8 0.0 0.0
8 9.7 6751.3 0.0 0.0 0.0 0.0 540.1 0.0 0.0
9 9.7 7069.9 0.0 0.0 0.0 0.0 565.6 0.0 0.0
10 9.6 7316.8 0.0 0.0 0.0 0.0 585.3 0.0 0.0
11 9.6 7492.7 0.0 0.0 0.0 0.0 599.4 0.0 0.0
12 9.6 7598.2 0.0 0.0 0.0 0.0 607.9 0.0 0.0
13 9.5 7634.0 0.0 0.0 0.0 0.0 610.7 0.0 0.0
14 6.9 5542.4 0.0 0.0 0.0 0.0 443.4 0.0 0.0
15 2.6 2007.9 0.0 0.0 0.0 0.0 160.6 0.0 0.0
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR2.OUT Page 3
16 9.4 6444.8 0.0 0.0 0.0 0.0 515.6 0.0 0.0
17 6.0 3336.6 0.0 0.0 0.0 0.0 266.9 0.0 0.0
18 3.4 1677.5 0.0 0.0 0.0 0.0 134.2 0.0 0.0
19 6.5 3164.7 0.0 0.0 0.0 0.0 253.2 0.0 0.0
20 2.8 1335.2 0.0 0.0 0.0 0.0 106.8 0.0 0.0
21 9.3 3893.7 0.0 0.0 0.0 0.0 311.5 0.0 0.0
22 9.2 3039.6 0.0 0.0 0.0 0.0 243.2 0.0 0.0
23 9.2 2028.5 0.0 0.0 0.0 0.0 162.3 0.0 0.0
24 9.1 864.2 0.0 0.0 0.0 0.0 69.1 0.0 0.0
25 1.6 21.7 0.0 0.0 0.0 0.0 1.7 0.0 0.0
Failure Surface Specified By 28 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 142.63 62.21
2 152.60 62.96
3 162.56 63.88
4 172.50 64.97
5 182.42 66.24
6 192.32 67.68
7 202.19 69.29
8 212.03 71.08
9 221.83 73.03
10 231.60 75.16
11 241.34 77.45
12 251.03 79.92
13 260.68 82.55
14 270.28 85.35
15 279.83 88.32
16 289.32 91.45
17 298.76 94.75
18 308.14 98.21
19 317.46 101.83
20 326.72 105.62
21 335.91 109.56
22 345.03 113.67
23 354.07 117.94
24 363.04 122.36
25 371.93 126.93
26 380.74 131.66
27 389.47 136.55
28 395.52 140.08
Circle Center At X = 104.8 ; Y = 634.8 and Radius, 573.9
*** 1.701 ***
Failure Surface Specified By 37 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 91.05 48.42
2 100.97 49.73
3 110.87 51.11
4 120.76 52.58
5 130.64 54.12
6 140.51 55.75
7 150.36 57.45
8 160.20 59.23
9 170.03 61.10
10 179.84 63.04
11 189.63 65.05
12 199.41 67.15
13 209.17 69.33
14 218.91 71.58
15 228.64 73.91
16 238.34 76.32
17 248.03 78.81
18 257.69 81.38
19 267.34 84.02
20 276.96 86.74
21 286.56 89.54
22 296.14 92.41
23 305.69 95.36
24 315.23 98.39
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR2.OUT Page 4
25 324.73 101.50
26 334.21 104.68
27 343.67 107.93
28 353.10 111.26
29 362.50 114.67
30 371.87 118.15
31 381.22 121.71
32 390.53 125.35
33 399.82 129.05
34 409.08 132.84
35 418.30 136.69
36 427.50 140.62
37 430.22 141.81
Circle Center At X = -66.8 ; Y = 1284.4 and Radius, 1246.0
*** 1.741 ***
Failure Surface Specified By 38 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 83.68 45.47
2 93.45 47.63
3 103.21 49.82
4 112.96 52.03
5 122.71 54.26
6 132.45 56.53
7 142.18 58.82
8 151.91 61.13
9 161.63 63.48
10 171.35 65.85
11 181.05 68.24
12 190.76 70.67
13 200.45 73.12
14 210.14 75.59
15 219.82 78.09
16 229.50 80.62
17 239.17 83.18
18 248.83 85.76
19 258.48 88.37
20 268.13 91.00
21 277.77 93.66
22 287.40 96.35
23 297.02 99.06
24 306.64 101.80
25 316.25 104.56
26 325.86 107.36
27 335.45 110.17
28 345.04 113.02
29 354.62 115.89
30 364.19 118.78
31 373.75 121.70
32 383.31 124.65
33 392.85 127.63
34 402.39 130.63
35 411.92 133.65
36 421.45 136.71
37 430.96 139.78
38 438.42 142.22
Circle Center At X = -702.2 ; Y = 3625.7 and Radius, 3665.4
*** 1.756 ***
Failure Surface Specified By 30 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 98.42 51.37
2 108.40 50.77
3 118.40 50.43
4 128.40 50.33
5 138.40 50.49
6 148.39 50.89
7 158.37 51.54
8 168.33 52.44
9 178.26 53.59
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR2.OUT Page 5
10 188.16 54.98
11 198.03 56.63
12 207.85 58.51
13 217.62 60.65
14 227.33 63.02
15 236.98 65.64
16 246.57 68.49
17 256.08 71.59
18 265.50 74.92
19 274.85 78.48
20 284.10 82.28
21 293.25 86.30
22 302.30 90.56
23 311.25 95.03
24 320.07 99.73
25 328.78 104.65
26 337.36 109.78
27 345.82 115.13
28 354.13 120.68
29 362.31 126.44
30 369.63 131.88
Circle Center At X = 127.3 ; Y = 451.3 and Radius, 401.0
*** 1.787 ***
Failure Surface Specified By 33 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 83.68 45.47
2 93.68 45.50
3 103.68 45.72
4 113.67 46.12
5 123.66 46.72
6 133.63 47.50
7 143.58 48.47
8 153.51 49.63
9 163.42 50.98
10 173.30 52.51
11 183.15 54.23
12 192.97 56.13
13 202.75 58.22
14 212.49 60.49
15 222.18 62.95
16 231.83 65.59
17 241.42 68.41
18 250.96 71.41
19 260.44 74.59
20 269.86 77.95
21 279.21 81.49
22 288.50 85.20
23 297.71 89.09
24 306.85 93.15
25 315.91 97.38
26 324.89 101.78
27 333.78 106.35
28 342.59 111.09
29 351.30 116.00
30 359.93 121.06
31 368.45 126.29
32 376.87 131.68
33 384.70 136.90
Circle Center At X = 87.2 ; Y = 575.2 and Radius, 529.8
*** 1.789 ***
Failure Surface Specified By 35 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 113.16 52.39
2 123.15 51.96
3 133.15 51.72
4 143.15 51.69
5 153.14 51.86
6 163.14 52.23
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR2.OUT Page 6
7 173.12 52.80
8 183.09 53.57
9 193.05 54.54
10 202.98 55.70
11 212.88 57.07
12 222.76 58.63
13 232.60 60.39
14 242.41 62.35
15 252.18 64.50
16 261.90 66.85
17 271.57 69.39
18 281.19 72.13
19 290.75 75.05
20 300.25 78.17
21 309.69 81.48
22 319.06 84.97
23 328.36 88.66
24 337.58 92.52
25 346.72 96.57
26 355.78 100.81
27 364.75 105.22
28 373.64 109.81
29 382.43 114.58
30 391.12 119.52
31 399.71 124.64
32 408.20 129.93
33 416.58 135.38
34 424.85 141.00
35 425.67 141.58
Circle Center At X = 139.7 ; Y = 551.5 and Radius, 499.9
*** 1.801 ***
Failure Surface Specified By 30 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 120.53 54.84
2 130.48 53.85
3 140.45 53.14
4 150.44 52.72
5 160.44 52.59
6 170.44 52.75
7 180.43 53.19
8 190.40 53.93
9 200.35 54.95
10 210.27 56.26
11 220.14 57.86
12 229.96 59.74
13 239.72 61.91
14 249.42 64.35
15 259.04 67.08
16 268.58 70.08
17 278.03 73.36
18 287.38 76.90
19 296.62 80.72
20 305.75 84.80
21 314.75 89.15
22 323.63 93.75
23 332.37 98.61
24 340.97 103.72
25 349.42 109.07
26 357.70 114.67
27 365.83 120.50
28 373.78 126.56
29 381.55 132.86
30 387.24 137.75
Circle Center At X = 160.0 ; Y = 398.4 and Radius, 345.8
*** 1.804 ***
Failure Surface Specified By 35 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 113.16 52.39
C:\Users\tyanosch\Documents\STEDwin and STABL\OSR2.OUT Page 7
2 123.13 51.58
3 133.11 51.01
4 143.10 50.65
5 153.10 50.52
6 163.10 50.62
7 173.10 50.93
8 183.08 51.48
9 193.05 52.24
10 203.00 53.23
11 212.93 54.44
12 222.83 55.88
13 232.69 57.53
14 242.51 59.41
15 252.29 61.51
16 262.02 63.82
17 271.69 66.36
18 281.31 69.11
19 290.86 72.07
20 300.34 75.25
21 309.75 78.64
22 319.08 82.24
23 328.32 86.04
24 337.48 90.06
25 346.55 94.28
26 355.52 98.70
27 364.39 103.32
28 373.15 108.14
29 381.80 113.15
30 390.34 118.36
31 398.76 123.75
32 407.05 129.34
33 415.22 135.11
34 423.26 141.06
35 423.82 141.49
Circle Center At X = 153.9 ; Y = 496.5 and Radius, 445.9
*** 1.841 ***
Failure Surface Specified By 20 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 135.26 59.75
2 145.23 58.98
3 155.23 58.62
4 165.23 58.69
5 175.21 59.18
6 185.17 60.09
7 195.08 61.43
8 204.93 63.18
9 214.69 65.34
10 224.35 67.92
11 233.90 70.90
12 243.31 74.29
13 252.57 78.07
14 261.66 82.23
15 270.56 86.78
16 279.27 91.70
17 287.76 96.99
18 296.02 102.62
19 304.03 108.61
20 306.95 110.98
Circle Center At X = 158.6 ; Y = 294.7 and Radius, 236.1
*** 1.844 ***
ATTACHMENT A
ATTACHMENT B
ATTACHMENT C
ATTACHMENT D
ATTACHMENT E
AATTACAHMENT F
ATTACHMENT F
ATTACHMENT G
ATTACHMENT H
ATTACHMENT I
ATTACHMENT J
ATTACHMENT K

This page intentionally left blank.

HDR Engineering, Inc. of the Carolinas 440 S Church Street , Suite 1000
Charlotte, NC 28202-2075 704.338.6700 NC License F0116
hdrinc.com
© 2020 HDR, Inc., all rights reserved