3420_Omnisource_revised_C&PC plan_FID1416648_20200623

1
Chao, Ming-tai
From:Hofmeister, Mike <[e-mail]>
Sent:Tuesday, June 23, 2020 1:31 PM
To:Stanley, Sherri; Winegar, James
Cc:Mussler, Ed; Chao, Ming-tai; Heim, Susan A; Aja, Deborah; Bertolet, Larry; Kemppinen, Hannu
Subject:RE: [External] RE: Comments on Closure and Post-Closure Plan, OmniSources ILF, 3420
Attachments:PN 3420 Omnisource Kernersville RTC_6_23_2020.pdf
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to 
[e-mail] 

Sherri,

On behalf of OmniSource Southeast, LLC, please see attached Response to Comments submittal for the
OmniSource Kernersville Landfill Closure and Post-Closure Plan.

Due to file size, we kindly ask that you acknowledge receipt of the submittal.

Please let me know if you have any questions.

Thank you,

Michael Hofmeister
LaBella Associates | Staff Consultant
804-980-7457 direct
804-355-4520 office
1604 Ownby Lane
Richmond, VA 23220
labellapc.com [labellapc.com] |  

From: Stanley, Sherri [mailto:[e-mail]]  
Sent: Thursday, May 14, 2020 9:25 AM 
To: Winegar, James <[e-mail]> 
Cc: Mussler, Ed <[e-mail]>; Chao, Ming‐tai <[e-mail]>; Heim, Susan A 
<[e-mail]>; Hofmeister, Mike <[e-mail]>; Aja, Deborah 
<[e-mail]> 
Subject: RE: [External] RE: Comments on Closure and Post‐Closure Plan, OmniSources ILF, 3420 

Mr. Winegar,  

See attached reply.  Please contact me if you have questions or need further clarification. 

Regards, 
2

From: Winegar, James [mailto:[e-mail]]  
Sent: Monday, April 27, 2020 3:01 PM 
To: Chao, Ming‐tai <[e-mail]> 
Cc: Stanley, Sherri <[e-mail]>; Heim, Susan A <[e-mail]>; Michael A. Hofmeister 
<[e-mail]>; Aja, Deborah <[e-mail]>; Ritter, Christine 
<[e-mail]> 
Subject: [External] RE: Comments on Closure and Post‐Closure Plan, OmniSources ILF, 3420 

CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to 
[e-mail] 

In response to your March 13th comments concerning the Closure and Post‐Closure Plan for our Kernersville landfill 
(3420‐IND‐2005), I respectfully submit the attached document for your consideration. 

Once we have resolved all issues, I will request  that LaBella submit an amended final Plan.  Hopefully, this will approach 
will speed up the process and clarify past communication issues. 

Let me know if there are any questions… 

Thanks, 

James Winegar 
Environmental Manager 
919.989.3102  ‐ work 
919.796.3023  ‐ cell 

From: Chao, Ming-tai [mailto:[e-mail]]
Sent: Friday, March 13, 2020 5:50 PM
To: Winegar, James
Cc: Stanley, Sherri; Heim, Susan A; Michael A. Hofmeister; Aja, Deborah; Ritter, Christine
Subject: [External] Comments on Closure and Post-Closure Plan, OmniSources ILF, 3420

NOTICE: The email below is from a sender external to Steel Dynamics, Inc or its subsidiaries. Please use caution when
opening attachments or clicking on links contained in this email.
Dear Mr. Winegar:

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Please review the attached comment letters. If you have any questions of the comments on the Closure and
Post-Closure Plan for your facility, please contact me. Thanks and have a wonderful weekend.

June 23, 2020

Ms. Sherri Stanley
NCDEQ, Solid Waste Section 1646 Mail Service Center
Raleigh, NC 27699-1646

Re: Permit-to-Operate Renewal Application
Response to Comments
OmniSource Southeast, LLC
Kernersville, North Carolina

Dear Sherri:

On behalf of OmniSource Southeast, LLC, LaBella Associates (LaBella) is pleased to submit responses
to the comment letter received from DEQ May 14, 2020 in response to the letter submitted to DEQ by
Omnisource on April 27, 2020. The final grading plan has been modified to reflect all side slopes at
3:1, and no increase or decrease in waste volume is proposed as a result of this revision.

Written and Notarized Schedule/Intermediate Cover

1. The requirement to test the thickness of the intermediate cover layer via test locations at a
frequency of four (4) per acre has been added to the Closure Plan. Please note that no
compaction value requirement is being specified for the intermediate cover. The GCL
manufacturer installation guidelines describe that the necessary level of subgrade
compaction should be such that no rutting is caused by installation equipment or other
construction vehicles which traffic the area of deployment. Therefore, we are proposing that
the intermediate cover be compacted to meet this condition and be proofrolled with a
smooth drum roller prior to placement of the GCL. This requirement has been added to the
Specifications (Section 13315 GCL, Part 3.03. G) and would also apply for anchor trenches
and test pit areas in the intermediate cover that have been backfilled.

2. The subgrade requirements in the GCL specification apply to the intermediate cover.

3. A note has been added to Detail A on CP-03 to clarify that the intermediate cover soil layer
will be constructed over the waste as part of the reclamation process.

4. The schedule for closure currently proposed in Section 2.5 of the Closure Plan will be
maintained. Completion will be dependent on permitting with the Solid Waste Section, Land
Quality, and subsequent bidding, and it is likely not feasible to complete closure cap
construction by December 1, 2020.

5. The reference to and maintenance requirements for the wooded area that was considered
previously closed on the east side of the landfill has been removed from Section 3.1 of the
Closure Plan. Per the proposed final grading plan, this area will now be regraded with 3:1
slopes and closed.

Ms. Sherri Stanley
June 23, 2020
Page 2 of 4

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Soil Quality

1. Section 2.1.1 of the Closure Plan and Section 02200 Earthwork (part 2.01) have been
amended to prohibit the use of any cover soils obtained from sites with active remediation
and/or known contamination.

Erosion and Sediment Control 1. A note has been added to Drawing CP-02 stating: Erosion and sediment control features
shown are conceptual. A complete erosion and sediment control plan with supporting calculations will be submitted to the DEQ Land Quality Section under separate cover for approval.

Edge of Waste

1. Section 2.3 of the Closure Plan and Section 02100 Site Preparation and Restoration (Part 3.03 F) has been revised to include language requiring that, as part of reclamation, waste
outside the proposed closure limits will be removed and placed within the proposed closure
limits shown on Drawing CP-02. All wastes that have been observed by DEQ and documented
in historical site inspections will also be removed and placed within the proposed limits.

Cost Estimates

1. The Closure and Post Closure Cost estimates have been revised to reflect the removal of the
intermediate cover construction, revision to E&S controls as part of revised final grading
plan, the proposed area of closure shown on Drawing CP-02 (14.5 acres), and the latest
inflation factor (2020).

CQA Plan and Technical Specifications

1. Table 1 of CQA Plan has been revised to include direct shear testing of fill soils.

2. Section 4 of CQA plan has been revised to address geosynthetics and references Section
01720 for Record Drawing requirements.

3. The Test Pad has been removed from the CQA Plan.

4. The frequency of density testing for subgrade and embankments outlined by the NCDOT Conventional Density Testing Manual (2015) reflects 1 and 2 tests/lift/acre. Therefore, no
changes are proposed to the in-place density testing frequencies in the CQA Plan.

5. ASTM 422 has been revised to ASTM D 6913 throughout the Specifications.

6. Section 01720 Project Record Documents (Parts 3.08 B and D)
a. Excluded the top of waste survey.
b. Locations of intermediate cover test locations have been added.

Ms. Sherri Stanley
June 23, 2020
Page 3 of 4

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7. Section 02100 Site Preparation and Restoration has been revised to include the language
on the relocation of fugitive waste back within the limits of waste shown on the Drawings
(Part 3.03 F).

8. Section 02500 Stone Surfacing is not applicable has been removed from the Closure Plan.

9. Section 02200 Earthwork a. Revised to clarify testing and compaction requirements for structural fill,
intermediate cover layer, and soil cover layer throughout (Parts 1.01, 1.02, 3.08,
3.11, 3.13, and 3.14).
b. Revised to update the minimum internal friction angle for fill material (Part 2.01)
c. The prohibition of using soils from sites with active remediation/known
contamination has been added (Part 2.01).
d. Coordinated the requirements for intermediate cover/GCL subgrade with the
requirements in Section 13315 GCL, Part 3.03 (Part 3.03).

10. Section 13302 Geocomposite
a. Seating time requirements have been added for transmissivity testing (Table 1).
b. Required transmissivity and hydraulic gradient for testing have been updated to
reflect 3:1 final grading plan slope design (Table 1).
c. The thickness of the geonet component of the geocomposite will not be specified as
performance is defined through the specified transmissivity. The 275 mil geonet
description has been removed from the Closure Cost Estimate.
11. Section 13315 GCL
a. Coordinated the compaction requirements for intermediate cover/GCL subgrade with
the requirements in Section 02200 Earthwork (Part 3.03 F).
b. Added the requirement for GCL anchorage at the top of slope and at benches. Anchor
trench design is attached with this submittal (Part 3.05).
c. The option for unreinforced GCL was removed from the Specification. Properties of
the reinforced GCL were revised to reflect those of “Bentomat DN” by CETCO.

Drawings

1. Drawing CP-01: Extrapolated limits of waste determined from the 2014 Geophysical Survey
have been removed as they likely no longer reflect existing conditions. Waste material has
been and will be relocated to an area within the proposed limits of waste shown on Drawing
CP-02 as part of reclamation activities before closure construction begins (as described in
the Closure Plan).

2. CP-03 A, Detail A, Note 1 has been revised to reflect that the length of geocomposite along
the slope between outlets shall be no longer than 150 ft to reflect updated calculations.
3. Geotextile has been added under rip-rap and inlet protection on Detail F, Drawing CP-03 and
Detail C, Drawing CP-03A.

Ms. Sherri Stanley
June 23, 2020
Page 4 of 4

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4. Slopes on Details A and B on Drawing CP-03A have been revised to 3:1 to reflect proposed
final grading plan.

5. Anchor trench detail has been added (Detail F on CP-03A).

Please do not hesitate to contact us during the review process with any questions or comments. We
look forward to working with the Solid Waste Section to get OmniSource’s permit renewed for continued operations.

Sincerely,
LaBella Associates

Michael Hofmeister
Staff Consultant

Attachments: Closure and Post Closure Plan
Financial Assurance Stability Calculations
CQA Plan Technical Specifications
Drawings (CP-T, CP-L, CP-01, CP-02, CP-03, CP-03A, and CP-04)

C: James Winegar, OmniSource Southeast, LLC
CLOSURE AND
POST-CLOSURE
PLAN
Prepared For:
Omnisource Southeast, LLC
2233 Wal-Pat Road
Smithfield, North Carolina 27577

Submitted by:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
[phone]
NC License No. C-0430

CLOSURE/POST-CLOSURE PLAN
OMNISOURCE – KERNERSVILLE
LANDFILL RECLAMATION PROJECT
PERMIT NUMBER 34-20
May 2014
Revised June 2020
Project no. 2191186.02

OmniSource – Kernersville, Permit # 34-20 1 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. June 2020
1.0 INTRODUCTION
1.1 Introduction
The following Closure and Post-Closure Plan was prepared for the OmniSource Landfill located in
Forsyth County, North Carolina. The purpose of the Closure/Post-Closure Plan is to outline the
requirements for closing of the landfill and the post-closure maintenance activities. Closure is
designed to minimize the need for long term maintenance and to control the post-closure release
of contaminants. Closure activities may be revised as appropriate for materials, specifications,
technology advances or changes in regulations at that time.

1.2 Project Information
The OmniSource Landfill is owned and operated by OmniSource Southeast, LLC (OmniSource). The
landfill is located in Forsyth County, North Carolina. The existing landfill was initially permitted in
the early 1970’s by the state of North Carolina as a private industrial landfill used to dispose of
residue from the automobile shredder. This shredder was one of the first such machines installed
in the south and the primary focus was the recovery of ferrous metals. Little effort was made to
recover nonferrous metals as the technology for efficient recovery did not exist at that time. As the
market for metals evolved and as recovery technology improved, the site began recovering some
nonferrous metals from the downstream system on the shredder. Currently, the site has a relatively
sophisticated nonferrous recovery system utilizing eddy-currents and other separation technologies.
However, up until the time shredder residue was being shipped to an off-site landfill, a fraction of
nonferrous and some ferrous metals were buried in the landfill.
Based on all preliminary studies, it is feasible to install recovery equipment and process the waste
presently buried in the landfill to recover both ferrous and nonferrous materials.
2.0 CLOSURE PLAN
Closure of the facility will be conducted in a manner that minimizes the need for further
maintenance and controls, minimizes or eliminates, to the extent necessary to protect human
health and the environment, the post-closure escape of uncontrolled leachate, surface runoff, or
waste decomposition products to the groundwater, surface water, or the atmosphere. The
proposed cover system will incorporate a number of components which are described in the
following sections.

2.1 Cover System
A description of the proposed final cover design is outlined below. The proposed final cover system
shall have 3:1 side slopes.

OmniSource – Kernersville, Permit # 34-20 2 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. June 2020

Final Cover (from top to bottom)
 6-inch vegetative support layer;
 12-inch soil cover;
 Geocomposite drainage layer;
 Geosynthetic Clay Liner; and
 12-inch soil intermediate cover
2.1.1 Soil Cover/Vegetation Support
The soil cover/vegetative support layer comprised of local soil of unspecified permeability with the
top six inches consisting of seeded top soil, native soil, or soil suitably amended to support native
vegetation. Any cover soils obtained from sites with active remediation and/or known
contamination is prohibited.

2.1.2 Geocomposite Drainage Layer
The geocomposite drainage layer will promote cover system stability by collecting and routing
water that infiltrates the soil barrier to the perimeter surface water conveyance measures.
2.1.3 Geosynthetic Clay Liner
As an additional measure to prevent infiltration through the cover system and into the waste, a
Geosynthetic Clay Liner will be placed directly over the existing intermediate cover layer.
2.1.4 Intermediate Cover Layer
The 12” intermediate cover layer will be constructed over the waste as part of the reclamation
process before closure activities commence. At the beginning of closure activities, the
thickness of the intermediate cover layer will be verified by test locations at a frequency of four
(4) per acre over the area being closed.
2.2 Stormwater Management System
The final slopes of the landfill will promote runoff. Upon landfill closure, stormwater will be
collected and conveyed, through berms and downslope pipes, off of the landfill. Plans and
details illustrating the conceptual stormwater management system are provided in Drawings
CP-02, CP-03 and CP-03A.

2.3 Largest Area Requiring Cover System
The proposed final grades and limits of waste shown on Drawing CP-02 represent a closure area of approximately 14.5 acres. As part of reclamation activities, waste outside the proposed closure

OmniSource – Kernersville, Permit # 34-20 3 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. June 2020
limits will be removed and placed within the proposed closure limits shown on CP-02. All wastes that have been observed by DEQ and documented in historical site inspections will also be removed and placed within the proposed limits of closure.
2.4 Estimated Maximum Waste Inventory
It is estimated that 75 to 100 tons of shredder residue were generated by the shredder during a
full production day, using this generation rate and assuming 230 days per year for 25 years, it is
estimated that the potential shredder residue in the landfill is 500,000 tons. As the waste was
placed in the landfill, it was covered periodically with native clay soil excavated from a borrow pit
located on site. Exact records are not available but it is estimated that the landfill contains
between 600,000 and 700,000 cubic yards, including shredder residue and the soil used for
intermediate cover.

2.5 Closure Schedule
Following the completion of waste reclamation activities, a final cover system will be
constructed. The primary purpose of a final cover system is to minimize infiltration of
stormwater into the waste, thus limiting generation of leachate. The proposed final cover system
cross sections are discussed above and presented in the Closure Plan Drawings.

Final closure of the landfill will commence when waste reclamation activities and final grades are
achieved, or as directed by the North Carolina Department of Environmental Quality (NCDEQ)
Division of Waste Management – Solid Waste Section (the Division). OmniSource may elect to
close the landfill incrementally during landfill operations once an area large enough to warrant
cover system construction has reached final grades. Prior to beginning closure of the proposed
landfill, the Owner or Operator shall notify the Division that a notice of intent to close the landfill
has been placed in the operating record. Closure activities for the landfill shall begin no later than
30 days after completion of waste reclamation activities and unless otherwise approved by the
Division.
The final cover system will be finished within 180 days following the beginning of closure activities
unless otherwise approved by the Division. Extensions of the closure period may be granted by the
Division if the Owner or Operator demonstrates that closure will, of necessity, take longer than 180
days and they have taken and will continue to take the necessary steps to prevent threats to
human health and the environment from the unclosed landfill unit. The final cover system for the
closed phase will be certified by a professional engineer as being completed. OmniSource shall
record a notation on the deed to the landfill property stating that the property has been used as a
landfill and its use is restricted under the Closure/Post-Closure Plan approved by the Division. The
Division will be notified by OmniSource of the closure completion, certification, deed notation, and
placement of these records into the landfill’s operating record.

OmniSource – Kernersville, Permit # 34-20 4 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. June 2020
3.0 POST-CLOSURE PLAN
The Post-Closure Plan outlines the monitoring and maintenance activities intended to maintain
cover system integrity during the post-closure period, which is proposed to be 30 years. During
the post-closure period the landfill cover system and related facilities must be monitored and
maintained.

3.1 Maintenance Activities
Maintenance activities will be required for the final cover system to remain functional. The
vegetative cover shall be mowed a minimum of once a year. The vegetative cover shall be
amended and fertilized as needed to maintain healthy vegetation. Depressions in the cover that
pond water or otherwise impair the function of the final cover will be filled and/or regraded. Areas
subject to regrading will be revegetated. Animal burrows and eroded areas should be filled in with
compacted soil and reseeded. If vegetative cover is not adequate in a particular area, fertilizer
should be applied and the area reseeded in order to re-establish vegetation. Insecticides may be
used to eliminate insect populations that are detrimental to the vegetation. Any deep-rooted or
woody vegetation that may have established itself on the cover soil will be removed. Any waste
unearthed or excavated during tree removal or maintenance activities shall be transported to a
permitted solid waste disposal facility for proper disposal, and the cap shall be properly repaired.
In addition to maintenance of the vegetative cover, any items noted as requiring maintenance in
Section 3.2 Monitoring Activities would also require maintenance.

Landfill edge of waste markers shall be installed and maintained, and a path around the edge of
waste shall be kept free of brush to allow for inspection of edge-of-waste markers and
unobstructed passage around the landfill.
3.2 Monitoring Activities
Post-closure monitoring will be conducted quarterly for the first two years and semi-annually
thereafter for the remainder of the post-closure period. The following cover system and landfill
components will be monitored:

• security measures such as fences, gates, locks, and other measures that control site
and facility access;
• surface water management systems for signs of erosion, sedimentation, and
condition;
• cover system for signs of erosion;
• cover system for evidence of settlement or subsidence;
• condition and/or presence of vegetation (for distressed or dying vegetation or
woody vegetation with potential to penetrate the low permeability barrier of the
alternate cover);
• condition of the groundwater monitoring wells

OmniSource – Kernersville, Permit # 34-20 5 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. June 2020
Post-closure monitoring will be documented on post-closure monitoring forms. Post-Closure
Monitoring Form sheets are provided following this Closure Plan. Completed post-closure
monitoring forms will be maintained in the facility operating record. Access to monitoring network
locations will be constructed for all-weather conditions and maintained.

3.2.1 Groundwater Monitoring
The Groundwater Monitoring Plan will be continued semi-annually (or as required) after final
closure. The results of the analytical testing will be submitted to NCDEQ as directed in the
Groundwater Monitoring Plan.
3.2.2 Surface Water Monitoring
Surface water monitoring of the downgradient tributaries will be continued semi-annually (or as
required) after final closure. The results of the analytical testing will be submitted to NCDEQ as
directed in the Groundwater Monitoring Plan.
3.3 Facility Contact
The post-closure maintenance of the landfill will be the responsibility of OmniSource Southeast,
LLC. Correspondence should be directed to:

OmniSource Southeast, LLC
2233 Wal-Pat Road
Smithfield, NC 27577
[phone]

Facility Contact: James Winegar, Environmental Manager

3.4 Post Post-Closure Planned Use
Following closure operations, the landfill will be closed and vegetation will be planted and
maintained. OmniSource will maintain control of, and limit access to the facility. No post-closure
use is proposed at this time. In the event the post-closure planned use is changed, OmniSource
shall obtain prior approval from NCDEQ.
3.5 Certification
Consistent with regulations, the end of the closure-post closure period must be certified by a
registered professional engineer. To accomplish certification over the required 30-year duration,
a registered professional engineer will prepare annual certifications. The annual certifications
will document that the cover system has been monitored and maintained in accordance with the
Post-Closure Plan. The annual certifications shall be based on observations and results

OmniSource – Kernersville, Permit # 34-20 6 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. June 2020
documented on regular post-closure monitoring reports, maintenance records, and compliance
monitoring reports maintained in the Operating Record.

OmniSource – Kernersville, Permit # 34-20 7 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. June 2020
POST-CLOSURE INSPECTION CHECKLIST

SYSTEM

COMPONENTS
FREQUENCY

TYPE OF
INSPECTION

Final Cover
System
Seeding and Vegetative
Growth Quarterly Visual
Integrity of Cover Quarterly Visual
Waste Edge Markers Quarterly Visual
Security
Control
System
Fencing and Access Gates Monthly Visual
Posted Signs Monthly Visual
Drainage and
Erosion
Control
Systems
Basin Quarterly Visual
Ditches, Channels, and Piping Quarterly Visual
Discharge Outlets and
Spillways Quarterly Visual
Slopes and Terraces Quarterly Visual
Access Roads Quarterly Visual
Groundwater
Monitoring
System
Monitoring Wells Quarterly Visual /
Mechanical
Benchmarks Quarterly /
Annually
Visual /
Instrument
All-Weather Access Roads Quarterly Visual

OmniSource – Kernersville, Permit # 34-20 8 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. June 2020
MAINTENANCE INSPECTION FORM

Inspector:_________________________________ Date of Inspection:____________________

SYSTEM COMPONENTS ACTION
REQUIRED?
(Y / N)
COMMENTS

Final Cover Seeding and
Vegetative Growth

Integrity of Cover
Waste Edge Markers
Security
Control System

Fencing and Access
Gates

Posted Signs

Drainage and
Erosion
Control
Systems

Basin

Ditches, Channels,
Piping

Discharge Outlets
and
Spillways

Slopes and Terraces

Access Road
Groundwater
Monitoring
System

Monitoring Wells

Benchmarks

Cleanouts and
Piping

All-Weather Access
Road

FINANCIAL
ASSURANCE
ESTIMATES
OPINION OF PROBABLE CLOSURE COSTS - Rev. June 2020
OMNISOURCE KERNERSVILLE FACILITY
Permit # 34-20
ITEM UNIT QUANTITY UNIT COST COST $
ALTERNATE CAP SYSTEM - 14.5 ACRES
GCL (Bentomat DN) sf 631,620 $0.53 $334,759
Geocomposite Drainage Layer sf 631,620 $0.49 $309,494
Protective Cover (12" non-specified on-site soil) cy 23,393 $6.00 $140,358
Vegetative SupportLayer (6" local on-site soil) cy 11,697 $6.00 $70,182
Subtotal $854,793
SEDIMENTATION AND EROSION CONTROLS
Diversion Berms/Stormwater Channels
Construction lf 7,255 $6.00 $43,530
E&S Matting lf 5,350 $0.22 $1,177
RipRap Lining lf 1,905 $2.50 $4,763
Slope Drain Pipes and Installation lf 908 $30.00 $27,240
Miscellaneous
Outlet Protection (RipRap) each 6 $430 $76,710
Silt Fence lf 2,090 $3.58 $76,710
Culvert lf 83 $28.00 $2,324
Subtotal $232,454
VEGETATIVE COVER acre 14.5 $1,200 $17,400
TOTAL OF ABOVE ITEMS $1,104,647
MOBILIZATION / DEMOBILIZATION (construction only) 5% $55,232
ENGINEERING FEE - - $25,000
CQA (cap only) - $50,000
CONTINGENCY - - 5% $55,232
CLOSURE CERTIFICATION lump sum - - $3,000
SURVEY AND DEED lump sum - - $8,500
TOTAL CLOSURE COST (IN 2015 DOLLARS) $1,301,611
TOTAL CLOSURE COST (IN 2016 DOLLARS) 2016 inflation multiplier- 1.01 $1,314,627
TOTAL CLOSURE COST (IN 2017 DOLLARS) 2017 inflation multiplier- 1.013 $1,331,717
TOTAL CLOSURE COST (IN 2018 DOLLARS) 2018 inflation multiplier- 1.018 $1,355,688
TOTAL CLOSURE COST (IN 2019 DOLLARS) 2019 inflation multiplier- 1.022 $1,385,513
TOTAL CLOSURE COST (IN 2020 DOLLARS)2020 inflation multiplier- 1.017 $1,409,067
Notes:
2. Inflation Multipliers Provided by NCDEQ.
3. Soil costs assume on-site soils.
1. All costs include labor by a third party.
OPINION OF PROBABLE POST-CLOSURE COSTS - Rev. June 2020
OMNISOURCE KERNERSVILLE FACILITY
Permit # 34-20
ITEM UNIT QUANTITY UNIT COST ANNUAL COST
MONITORING
Groundwater (semi-annually) per trip 2 $2,600 $5,200
Surface Water (semi-annually) per trip 2 $1,000 $2,000
Subtotal $7,200
ROUTINE MAINTENANCE
Mowing acre 14.5 $120 $1,740
Reseed and fertilize (once every 3 years) acre 4.8 $1,200 $5,760
Vector and Rodent Control acre 14.5 $100 $1,450
Security System Maintenance per trip 6925 $200 $200
Erosion Control Features Maintenance $11,623
All-Weather Access Roads Maintenance LF 2500 $3 $7,500
Limits of Waste Markers Inspection per trip 1 $150 $150
Subtotal $28,423
WELL MAINTENANCE
Groundwater Wells each 4 $50 $200
CAP REPAIR acre 0.25 $10,880 $2,720
TOTAL OF ABOVE ITEMS $38,543
ENGINEERING - - 5% $1,927
CONTINGENCY - - 5% $1,927
TOTAL ANNUAL POST-CLOSURE COST (IN 2015 DOLLARS)$42,397
TOTAL ANNUAL POST-CLOSURE COST (IN 2016 DOLLARS) 2016 inflation multiplier- 1.01 $42,821
TOTAL ANNUAL POST-CLOSURE COST (IN 2017 DOLLARS) 2017 inflation multiplier- 1.013 $43,378
TOTAL ANNUAL POST-CLOSURE COST (IN 2018 DOLLARS) 2018 inflation multiplier- 1.018 $44,159
TOTAL ANNUAL POST-CLOSURE COST (IN 2019 DOLLARS) 2019 inflation multiplier- 1.022 $45,130
TOTAL 30-YR POST-CLOSURE COST (IN 2020 DOLLARS)2020 inflation multiplier- 1.017 $1,376,916
Potential Assessment & Corrective Action (PACA) (In 2015 Dollars)$2,028,000
Potential Assessment & Corrective Action (PACA) with 2016- 2020 Inflation Multipliers $2,195,424
Notes:
1. All costs include labor by a third party.
2. Groundwater monitoring costs include field sampling, Appendix I and II analysis costs for 4 wells and trip
and equipment blanks, and reporting for semiannual sampling.
3. Surface water monitoring costs include field sampling, Appendix I analysis and detected Appendix II costs
for 2 surface points, and reporting for semiannual sampling.
4. The landfill is not designed with a base liner system or a leachate collection and recovery system;
thus, no leachate monitoring or collection and treatment costs are included.
5. Inflation Multipliers Provided by NCDEQ.
5% of Construction Cost in Closure Cost Estimate
STABILITY
ANALYSES

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: Date:
Checked By: LBB Date: 6/1/20
Subject: Global Stability
Sheet: 1 of 9
Global SS single section.doc 6/17/2020
GLOBAL STATIC AND SEISMIC SLOPE STABILITY

OBJECTIVE

The objective of this calculation is to analyze the stability of the OmniSource Kernersville
Landfill (Landfill) at post-closure when the waste has reached final grade. This analysis will
determine the factors of safety for deep-seated translational and rotational failures. Factors
of safety exceeding 1.5 for static conditions and 1.0 for seismic conditions are considered
acceptable. The cross section analyzed is shown on Drawing CP-04. Final grades represent
worst case for stability because interim grades are designed with flatter slopes, and lower
waste depths.

This analysis includes:
Attachment A – SLIDE v.8.0 Slope Stability Software Output Data (Profile A-A)
Attachment B – Cross Section Location
Attachment C – Fluff Shear Strength Testing Results

CROSS-SECTION GEOMETRY

Cross section A-A depicts the maximum waste elevation and slope length (3:1 side slopes).

Since global stability is being analyzed, the final cover system was modeled as one soil unit.

LANDFILL DESIGN

The intermediate system design consists of the following (from top to bottom):

• Cover Soils
• Waste Fluff
• Subgrade and Structural Fill Materials

STATIC STABILITY ANALYSIS

The software program used to calculate slope stability FS within this analysis is entitled,
"SLIDE" version 8.0, compiled by Rocscience, Inc. of Toronto, ON, Canada. The program uses
limit equilibrium techniques to determine a minimum FS for each given input cross-section
slope. SLIDE will calculate a minimum FS for both rotational and non-circular, translational
failure surfaces within the cross-section under both static and seismic conditions based

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: Date:
Checked By: LBB Date: 6/1/20
Subject: Global Stability
Sheet: 2 of 9
Global SS single section.doc 6/17/2020
upon slope geometry, a phreatic surface, and the shear strength parameters of waste and
soils.

Block Search with Janbu’s Method
The Block Search method is a technique used within SLIDE to locate the most critical non-
circular failure surface within each cross-section. This method was used for both static and
seismic conditions. The Block search method was used in conjunction with the Simplified
Janbu Method as it does not incorporate moment equilibrium and is therefore appropriate
for translational soil movement.

Characteristics of Block Search/Janbu’s Method include:
• The ability to single out a confined zone that may represent a potentially weak layer;
• Generating passive and active portions or “blocks” of the failure surface at angles
that are randomly generated within a specified range;
• Applicable to any shape of failure surface;
• Satisfies both vertical force and moment equilibrium for each slice and overall
horizontal force equilibrium for the entire wedge;
• Considers all interslice shear forces to be horizontal (no interslice shear force);

Bishop’s Simplified Method
Bishop's simplified method is a limit equilibrium technique used within this analysis by SLIDE
to locate the most critical rotational failure surface within the cross-section.

Characteristics of Bishop's Method include:
• Dividing failure mass into a number of slices;
• Satisfies vertical force equilibrium for each slice and overall moment equilibrium
about the center of the rotational failure surface;
• Specifically applicable to rotational failure surfaces;
• Considers all interslice shear forces to be horizontal (no interslice shear forces).

Janbu’s Method

The Simplified Janbu Method was also used for analyzing the most critical rotational failure
surface for each cross section, considering static and seismic conditions. This approach
uses the method of slices to determine the stability of the slide mass. The simplified
procedure assumes that there are no inter-slice shear forces. Janbu’s method satisfies
vertical force equilibrium for each slice, as well as overall horizontal force equilibrium for the
entire slide mass.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: Date:
Checked By: LBB Date: 6/1/20
Subject: Global Stability
Sheet: 3 of 9
Global SS single section.doc 6/17/2020
Shear Strength Parameters
Geosynthetics
The shear strength of the baseliner within this stability analysis is represented by the most
critical contact interface along the landfill floor and sideslopes defining the weakest material
and plane within the landfill baseliner. The most critical peak strength interface contact of
the proposed baseliner geosynthetics was represented in the analysis as a layer with a
thickness 0.1 foot along the bottom soil layer.

Subgrade/Fill Soils
γ': Moist Unit weight of existing ground/structural fill layers = 125 pcf
c’: Cohesion = 0 psf
Φ’: Friction angle = 28 degrees

Waste Fluff
γ': Moist Unit weight of waste = 67 pcf (from compaction study)
c’: Cohesion = 248 psf (from direct shear testing)
Φ’: Friction angle = 39.4 degrees (from direct shear testing)

Cover System Shear Strength Parameters
γ': Moist Unit weight of drainage layer = 115 pcf
c’: Cohesion = 0 psf
Φ’: Friction angle = 27 degrees

Phreatic Surfaces
A phreatic surface was input to represent the seasonal high groundwater table for both
scenarios.

SEISMIC STABILITY ANALYSIS

The shear wave acceleration is modeled within the stability analysis by inputting a
coefficient, (Cs) that is some fraction of gravity. The peak acceleration for the site is
estimated to be 0.1 g which is taken from the “Peak Acceleration (%g) with 2% Probability of
Exceedance in 50 Years (site: NEHRP B-C boundary)” published by the U.S.G.S in 2014
shown below. Since this analysis is for the final cover system, the acceleration at the crest
of the landfill will be considered.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: Date:
Checked By: LBB Date: 6/1/20
Subject: Global Stability
Sheet: 4 of 9
Global SS single section.doc 6/17/2020

The peak acceleration at the base (approximately 0.1g, from USGS Map) was adjusted to
reflect the peak acceleration at the crest of the landfill using Figure 8-11 adopted from
Singh and Sun (1995). Accordingly, the peak acceleration at the crest is estimated to be
0.15g.

Approximate Site Location

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: Date:
Checked By: LBB Date: 6/1/20
Subject: Global Stability
Sheet: 5 of 9
Global SS single section.doc 6/17/2020

The modified peak horizontal ground acceleration was used directly as the seismic
coefficient in the SLIDE slope stability program.

SLOPE STABILITY RESULTS

FS were calculated for the final slope condition for the new landfill expansion. The SLIDE
software package calculated FS, expressing the ratio of resisting to driving forces, for each
failure surface considering static conditions. The most critical static failure surface for each
cross section was then evaluated under seismic conditions.

Attachments A and B contain the SLIDE slope stability software output data for static and
seismic conditions for both cross section analyzed.

RESULTS & OUTPUT

Factors of safety (FS) were calculated for the final slope condition for the proposed
expansion. The SLIDE software package calculated FS, expressing the ratio of resisting to

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: Date:
Checked By: LBB Date: 6/1/20
Subject: Global Stability
Sheet: 6 of 9
Global SS single section.doc 6/17/2020
driving forces, for each failure surface considering static and seismic conditions. The SLIDE
slope stability software output data are attached. Below is a summary of the analysis files
and results.

File Failure Type Static/Seismic FS
Cross
Section
A-A
Translational Static 3.36
Rotational Static 1.64
Translational Seismic 2.18
Rotational Seismic 1.04

CONCLUSIONS
Considering rotational and translational failure surfaces, it was the circular surfaces that
produced the lowest FS values. The Janbu method consistently provided the most
conservative FS. Calculated FS values comply with industry accepted standards. All deep-
seated translational and rotational analyses provided a static and seismic factor of safety
greater than 1.5 and 1.0, respectfully. In conclusion, the OmniSource Kernersville Landfill
will be structurally stable under static and seismic conditions.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: Date:
Checked By: LBB Date: 6/1/20
Subject: Global Stability
Sheet: 7 of 9
Global SS single section.doc 6/17/2020
ATTACHMENT A
SLIDE v.8.0 Slope Stability Software Output Data (Profile A-A)

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: Date:
Checked By: LBB Date: 6/1/20
Subject: Global Stability
Sheet: 8 of 9
Global SS single section.doc 6/17/2020
ATTACHMENT B
Cross Section Location

EXISTING SEDIMENT /DETENTION PONDEXISTING SEDIMENT /DETENTION POND0+001+002+003+004+005+006+007+008+009+0010+0011+0011+400+001+002+003+004+005+006+007+008+009+0010+0011+00ACP-04ACP-04BCP-04 BCP-049808908809008808508509108808908609709709709509609209409009808808601000
PROFILE A-A840850860870880890900910920930940950960970980990100084085086087088089090091092093094095096097098099010001+002+003+004+005+006+007+008+009+0010+0011+00PROFILE B-B860870880890900910920930940950960970980990100086087088089090091092093094095096097098099010001+002+003+004+005+006+007+008+009+0010+00FINAL GRADEEXISTING GROUNDDATED NOVEMBER /DECEMBER 2019ASSUMED BASE GRADETAKEN FROM BELEWS CREEKUSGS QUADRANGLE DATED 19693:13:1ASSUMED BASE GRADETAKEN FROM BELEWS CREEKUSGS QUADRANGLE DATED 1969FINAL GRADESEASONAL HIGH GROUNDWATERSEASONAL HIGH GROUNDWATEREXISTING GROUNDDATED NOVEMBER /DECEMBER 20193:1BENCH3:13:1BENCH3
:
1 PROFILE PLAN VIEWSCALE: 1"=200'0(FEET)GRAPHIC SCALE0(FEET)VERTICALEXAGGERATION =30601201530602:10(FEET)GRAPHIC SCALE0(FEET)VERTICALEXAGGERATION =30601201530602:1DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2019 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:206/22/2020REVISED PER DEQ COMMENTSCP-04PROFILES A-A AND B-BKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-04 CROSS SECTIONS WITH BENCH.dwg Layout=Layout1
RH/MHLBBOMNISOURCE SOUTHEAST400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]THIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEWCOMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLY PREPAREDBY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQ REVIEW COMMENTSMARCH 2015, SEPTEMBER 2017, JULY 2018 AND MARCH 2020.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: Date:
Checked By: LBB Date: 6/1/20
Subject: Global Stability
Sheet: 9 of 9
Global SS single section.doc 6/17/2020

ATTACHMENT C
Fluff Shear Strength Testing Results

Client: ECS Limited
Project Name: Omni Source Lab Testing
Project Location: Kemersville, NC
GTX #: 309999
Test Date: 05/16/19
Tested By: trm
Checked By: emm
Boring
ID
Sample
ID
Depth
ft
Unit Weight
(pcf)
--- FE-1 and FE-2 --- 49.1
--- FN-1 and FN-2 --- 48.9
--- FW-1 and FW-2 --- 55.1
Notes: Per client instructions unit weight determined on material in a loose condition
at the as-received moisture content.
Visual
Description
Moist, brown silty sand with organics and
detritus (plastic, metal, rubber)
Bulk Density ("Unit weight") and Voids in Aggregate
by ASTM C29
Moist, brown silty sand with organics and
detritus (plastic, metal, rubber)
Moist, brown silty sand with organics and
detritus (plastic, metal, rubber)
Client: ESC Limited
Project Name: OmniSource Lab Testing
Project Location: Kemersville, NC
GTX #: 309999
Start Date: 05/17/19 Tested By: est
End Date: 05/22/19 Checked By: bfs
Boring ID: ---
Sample ID: FE1 and FE2
Depth, ft: ---
Soil Description:
Soil Preparation:
Compaction Characteristics: Maximum Dry Density --- pcf
Optimum Moisture Content --- %
Compaction Test Method ---
Test Equipment:
Maximum Particle Size Used, in:1 Horizontal Displacement, in/min: 0.05
Soil Height, in: 6 Test Condition: inundated
Gap Between Boxes, in: 0.25
Parameter Point 1 Point 2 Point 3 Point 5 Point 6
Initial Moisture Content, % 18.2 18.1 18.1 --- ---
Initial Dry Density, pcf 59.7 59.8 59.8 --- ---
Percent Compaction, % --- --- --- --- ---
Normal Compressive Stress, psf 2000 4000 6000 --- ---
Peak Shear Stress, psf 1910 3430 4880 --- ---
Final Moisture Content, % 32.6 24.4 20.3 --- ---
Peak Friction Angle: 36.6 degrees
Peak Cohesion: 437 psf
---
---
The soil was compacted using moderate effort at the as-received moisture content. Values specified
by client. Test set-up saturated at normal load for 1 hour prior to shear.
---
Moist, brown silty sand with organics and detritus (plastic, metal,
rubber)
Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method.
GeoTesting Express has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material. Values for cohesion and friction angle determined from best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions.
---
Top box = 12 in x 12 in; Bottom box = 12 in x 12 in; Load cells and LVDTs connected to data
acquisition system for shear force, normal load and horizontal displacement readings; surface area =
144 in2
---
---
Direct Shear Test Series by ASTM D3080
Notes:
Figure b. Shear Stress vs. Normal StressFigure a. Shear Force vs. Horizontal Displacement
Point 4
0
2000
4000
6000
8000
0123Shear Force, lbfDisplacement, inches
2000 psf 4000 psf 6000 psf
0
2000
4000
6000
8000
0 2000 4000 6000 8000 10000Shear Stress, psfNormal Stress, psf
Peak Shear Stress
Client: ESC Limited
Project Name: OmniSource Lab Testing
Project Location: Kemersville, NC
GTX #: 309999
Start Date: 05/17/19 Tested By: est
End Date: 05/21/19 Checked By: bfs
Boring ID: ---
Sample ID: FN1 and FN2
Depth, ft: ---
Soil Description:
Soil Preparation:
Compaction Characteristics: Maximum Dry Density --- pcf
Optimum Moisture Content --- %
Compaction Test Method ---
Test Equipment:
Maximum Particle Size Used, in:1 Horizontal Displacement, in/min: 0.05
Soil Height, in: 6 Test Condition: inundated
Gap Between Boxes, in: 0.25
Parameter Point 1 Point 2 Point 3 Point 5 Point 6
Initial Moisture Content, % 16.5 16.6 16.8 --- ---
Initial Dry Density, pcf 60.3 60.2 60.1 --- ---
Percent Compaction, % --- --- --- --- ---
Normal Compressive Stress, psf 2000 4000 6000 --- ---
Peak Shear Stress, psf 1960 3540 5230 --- ---
Final Moisture Content, % 27.4 25.2 20.0 --- ---
Peak Friction Angle: 39.3 degrees
Peak Cohesion: 307 psf
Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method.
GeoTesting Express has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material. Values for cohesion and friction angle determined from
best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions.
---
Top box = 12 in x 12 in; Bottom box = 12 in x 12 in; Load cells and LVDTs connected to data
acquisition system for shear force, normal load and horizontal displacement readings; surface area =
144 in2
---
---
Moist, brown silty sand with organics and detritus (plastic, metal,
rubber)
Direct Shear Test Series by ASTM D3080
Notes:
Figure b. Shear Stress vs. Normal StressFigure a. Shear Force vs. Horizontal Displacement
Point 4
---
---
The soil was compacted using moderate effort at the as-received moisture content. Values specified
by client. Test set-up saturated at normal load for 1 hour prior to shear.
---
0
2000
4000
6000
8000
0123Shear Force, lbfDisplacement, inches
2000 psf 4000 psf 6000 psf
0
2000
4000
6000
8000
0 2000 4000 6000 8000 10000Shear Stress, psfNormal Stress, psf
Peak Shear Stress
Client: ESC Limited
Project Name: OmniSource Lab Testing
Project Location: Kemersville, NC
GTX #: 309999
Start Date: 05/15/19 Tested By: est
End Date: 05/20/19 Checked By: bfs
Boring ID: ---
Sample ID: FW1 and FW2
Depth, ft: ---
Soil Description:
Soil Preparation:
Compaction Characteristics: Maximum Dry Density --- pcf
Optimum Moisture Content --- %
Compaction Test Method ---
Test Equipment:
Maximum Particle Size Used, in:1 Horizontal Displacement, in/min: 0.05
Soil Height, in: 6 Test Condition: inundated
Gap Between Boxes, in: 0.25
Parameter Point 1 Point 2 Point 3 Point 5 Point 6
Initial Moisture Content, % 14.2 14.0 14.7 --- ---
Initial Dry Density, pcf 64.9 64.6 64.3 --- ---
Percent Compaction, % --- --- --- --- ---
Normal Compressive Stress, psf 2000 4000 6000 --- ---
Peak Shear Stress, psf 1850 3600 5500 --- ---
Final Moisture Content, % 33.1 28.6 23.5 --- ---
Peak Friction Angle: 42.4 degrees
Peak Cohesion: 0 psf
Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method. GeoTesting Express has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material. Values for cohesion and friction angle determined from
best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions.
---
Top box = 12 in x 12 in; Bottom box = 12 in x 12 in; Load cells and LVDTs connected to data
acquisition system for shear force, normal load and horizontal displacement readings; surface area =
144 in2
---
---
Moist, brown silty sand with organics and detritus (plastic, metal,
rubber)
Direct Shear Test Series by ASTM D3080
Notes:
Figure b. Shear Stress vs. Normal StressFigure a. Shear Force vs. Horizontal Displacement
Point 4
---
---
The soil was compacted using moderate effort at the as-received moisture content. Values specified
by client. Test set-up saturated at normal load for 1 hour prior to shear.
---
0
2000
4000
6000
8000
0123Shear Force, lbfDisplacement, inches
2000 psf 4000 psf 6000 psf
0
2000
4000
6000
8000
0 2000 4000 6000 8000 10000Shear Stress, psfNormal Stress, psf
Peak Shear Stress

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/9/20
Revised By: Date:
Checked By: LBB Date: 6/9/20
Subject: GCL Anchor Trench
Sheet: 1 of 4

Anchor Trench.DOC 6/17/2020
ANCHOR TRENCH DESIGN

OBJECTIVE

To determine the size of the GCL anchor trench such that it will anchor the GCL during normal
construction and operation but pull-out before the material yields.

METHODOLOGY

Using Figure 5.28 from “Designing with Geosynthetics, 5th Edition” by Robert M. Koerner, which is
provided below, a design equation can be developed with the following horizontal force
summations:

ΣFx = 0
Tallow cos β = FUσ + FLσ + FLT – PA + PP

Where:

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/9/20
Revised By: Date:
Checked By: LBB Date: 6/9/20
Subject: GCL Anchor Trench
Sheet: 2 of 4

Anchor Trench.DOC 6/17/2020
Tallow = allowable forces in geosynthetic = σallow t, where
σallow = allowable stress in geosynthetic, and
t = thickness of geosynthetic;
β = side slope angle;
FUσ = shear force above geosynthetic due to cover soil (assume 0 due to thin cover
soils and tensile cracking);
FLσ = shear force below geosynthetic due to cover soil;
FLT = shear force below geosynthetic due to vertical component of Tallow;
PA = active earth pressure against the backfill side of the anchor trench; and
PP = passive earth pressure against the in-situ side of the anchor trench.
and
FUσ = σn tan δU (LRO)
FLσ = σn tan δL (LRO)
FLT = ()LRO
RO
allow LL
T δβtansin25.0 



Where:
σn = applied normal stress from cover soil;
δ = angle of shearing resistance between geosynthetic and adjacent material; and
LRO = length of geosynthetic run-out.

Finally, PA and PP need to be calculated using the lateral earth pressure theory,

PA = (0.5γATdAT + σn) KAdAT
PP = (0.5γATdAT + σn) KPdAT

Where:
γAT = unit weight of soil in anchor trench;
dAT = depth of the anchor trench;
σn = applied normal stress from cover soil;
KA = coefficient of active earth pressure = tan2 (45 – φ/2);
KP = coefficient of passive earth pressure = tan2 (45 + φ/2); and
φ = angle of shearing resistance of respective soil.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/9/20
Revised By: Date:
Checked By: LBB Date: 6/9/20
Subject: GCL Anchor Trench
Sheet: 3 of 4

Anchor Trench.DOC 6/17/2020
CALCULATIONS

The above equations can be iterated to calculate the maximum allowable forces in the GCL, Tcalc.

Tcalc cos β = FUσ + FLσ + FLT – PA + PP

Tcalc =
L
PALUPPFF
δββ
σσ
tansincos−
+−+

For the ease of calculation the above equations were input into a spreadsheet format to produce
the results to a given set of input parameters. A copy of the spreadsheet calculations displaying the
results is included in Attachment A.

To ensure the GCL in the anchor trench will pull-out before the material yields, Tallow was compared
to Tcalc to calculate the following factor of safety:

FS =
calc
allow
T
T

Using the spreadsheet calculation, the length of the GCL run-out and depth of the anchor trench
were manipulated until a factor of safety greater than 1.0 was achieved.

CONCLUSION

The GCL anchor trench shall be 5 inches deep to provide a factor of safety of 1.02 that the GCL will
pull-out prior to the material yielding. The GCL shall have a minimum break strength of 23 lb/in.

REFERENCES

1. Koerner, Robert M., (2005) “Designing with Geosynthetics, 5th Edition”, Pearson Education,
Inc., Pearson Prentice Hall, Upper Saddle River, N.J.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/9/20
Revised By: Date:
Checked By: LBB Date: 6/9/20
Subject: GCL Anchor Trench
Sheet: 4 of 4

Anchor Trench.DOC 6/17/2020

ATTACHMENT A

ANCHOR TRENCH
COMPUTER SPREADSHEET RESULT

X:\OmniSource\Kernersville, NC\Permitting NC\Operations Plan\RTC 6_2020\Stability\AT.support.xls 6/17/2020
OMNISOURCE KERNERSVILLE INDUSTRIAL LANDFILL
GCL Anchor Trench Design Calculations
Calculation of Coefficients
horizontal force summation:
Fuσ =0.0
FLσ =0
FLT =0.16 Tallow
lateral earth pressure:
KA =0.38
KP =2.66
PA =77.04
PP =546.33
force in GCL:
Tcalc =593.2
Slope angle = β =18.43 °=0.32 (rad.)
break strength of GCL (MQC data) = Tallow =50.00 lb/in =600 (lb/ft)
thickness of cover soil = 1.83 ft
unit weight of cover soil = γc =115.00 lb/ft^3
applied normal stress = σn =210.45 lb/ft^2
friction angle between GCL and adjactent material = δU =26.5 °=0.46 (rad.)
friction angle between GCL and adjactent material = δL =26.5 °=0.46 (rad.)
unit weight of the anchor trench soil = γAT =115.0 lb/ft^3
friction angle of the anchor trench soil = φ =27.0 °=0.47 (rad.)
length of GCL runout = LRO =0.0 ft
depth of anchor trench = dAT = 0.8 ft
Note:numbers in boxes are input values
numbers in Italics are calculated values
1. Koerner, Robert M., (2005) “Designing with Geosynthetics, 5th Edition”, Pearson Education, Inc., Pearson Prentice Hall, Upper Saddle River, N.J.
F.S.=1.01

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: LBB Date: 6/1/20
Checked By: Date:
Subject: Minimum Transmissivity
Sheet: 1 of 6

MINIMUM TRANSMISSIVITY OF THE GEOCOMPOSITE

OBJECTIVE

To determine the required transmissivity of a geocomposite such that an adequate
factor of safety with respect to drainage exists for long term conditions.

Additionally, demonstrate that the specified Apparent Opening Size (AOS) of the
geocomposite geotextile is acceptable considering the available soil types at the facility.

REFERENCES

“Design of Lateral Drainage Systems for Landfills” by Gregory N. Richardson and Aigen
Zhao, 1999.

“Designing with Geosynthetics” by Robert Koerner, 1994.

GRI Standard – GC8, Determination of the Allowable Flow Rate of a Drainage
Geocomposite

METHODOLOGY

The method analyzes the ability of the drainage geocomposite to adequately transmit
infiltrating rain flow, and also considers the stability of the final cover soils considering
seepage forces. Exceeding the drainage capacity of the geocomposite could potentially
cause the final cover soil to become saturated and possibly unstable.

A factor of safety less than 1 indicates that the transmissivity of the geocomposite is
inadequate and that the final cover soil is completely saturated and subject to seepage
forces. For conservatism, the transmissivity of the geocomposite used in the design will
be calculated assuming a factor of safety of 1.5 for drainage and also includes
reduction factors as suggested within GRI Standard – GC8, and Designing with
Geosynthetics.

The proposed 3H:1V final cover slope presented in this analysis is typical of Municipal
Solid Waste (MSW) Landfills. The drainage geocomposite will be daylighted at a
maximum of every 150 ft along slope.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: LBB Date: 6/1/20
Checked By: Date:
Subject: Minimum Transmissivity
Sheet: 2 of 6

An industry accepted design approach for establishing a soil retention design is to use
the soil’s grain size characteristics and compare them to the 95% opening size (O95) of
the geotextile. The term, AOS is equivalent to O95.

PROPOSED FINAL COVER SYSTEM

The proposed Final Cover System is outlined below, from top to bottom:

• 6-inch vegetative support layer;
• 12-inch soil cover;
• Geocomposite drainage layer;
• Geosynthetic Clay Liner; and
• 12-inch soil intermediate cover

ADDITIONAL MATERIAL PROPERTIES

Assumed unit weight of final cover soil: γs = 115 pcf
Assumed permeability of the final cover soil = 1.0 x 10-4 cm/sec (conservative)

VARIABLES DEFINED

θ = Transmissivity of the geocomposite;
β = Sideslope angle;
kcs = Permeability of final cover soil;
γsat = Saturated Unit weight of the final cover soil;
γb = Saturated Unit weight of the final cover soil – Unit Weight of water (62.4 pcf)
L = Length of sideslope measured along the FML;
β = Sideslope angle;
i = slope gradient;
δ = Minimum contact interface friction angle of the geosynthetics along the final cover
sideslope;
Qin = Flow into the geocomposite; and
Qout = Flow out of the geocomposite.

CALCULATIONS

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: LBB Date: 6/1/20
Checked By: Date:
Subject: Minimum Transmissivity
Sheet: 3 of 6

The FS for drainage is calculated by:

FSd = Qout/Qin = (θreq * i) / (kcs * L) *(cos β)

As stated above, the Required Transmissivity will be calculated considering a FS = 1.5.
This assumes that the geocomposite is capable of handling 1.5 times the design flow, a
conservative assumption. A Factor of safety of 1 indicates a steady state condition
where the amount of water infiltrating the final cover system is equal to the amount of
water draining out of the geocomposite. Having a FS<1 equates to fully saturated
conditions where seepage forces can build up.

Rearranging the equation yields:

θreq = (cos β) (kcs * L * FSd) / i

For long term conditions, this transmissivity will be further reduced using reduction
factors based on GRI Standard – GC8 and Designing with Geosynthetics.

θult = θreq * (RFIN * RFCR * RFCC * RFBC )
Where :

RFIN = Reduction Factor for geotextile intrusion;
RFCR = Reduction Factor for creep deformation;
RFCC = Reduction Factor for chemical clogging; and
RFBC = Reduction Factor for biological clogging.

Since the laboratory testing will be performed using site-specific boundary conditions,
the reduction factor for intrusion of the geotextile into the geonet will be ignored. As
discussed in GRI Standard – GC8, chemical clogging includes precipitates from soils,
and fines from turbid liquids. As determined later in this calculation, the AOS
specification for the geotextile component of the geocomposite is adequate for the
anticipated soil types at the facility.

The following reduction factors for chemical clogging (RFCC = 1.1), biological clogging
(RFBC = 1.5), and creep deformation (RFCR = 1.05) are applied below to result in the
specification for final cover geocomposite transmissivity.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: LBB Date: 6/1/20
Checked By: Date:
Subject: Minimum Transmissivity
Sheet: 4 of 6

The following spreadsheet is utilized for the calculations:

RFIN =
θreq =Required long term transmisivity RFCR =
β =Slope Angle RFCC =
kcs =Permeability of the final cover soil RFBC =
L =Length of slope RFIN =
FSd =Factor of Safety for Drainage RFCR =
i =Gradient = sin β RFCC =
β =18.4 RFBC =
kcs =1.00E-04 cm/sec θult =3.57E-04 m2/sec
L =150 feet 4572 cm
FSd =1.5
i =0.315649
θreq =2.06E-04 m2/sec
1.1
1.5
Reduction Factor for chemical clogging
Reduction Factor for biological clogging
1
1.05
CALCULATION OF θreq
θreq = (cos β) (kcs * L * FSd)/i
CALCULATION OF θult
θULT = θreq *(RFIN*RFCR*RFCC*RFBC)
Reduction Factor for geotextile intrusion
Reduction Factor for creep deformation

The value of 3.57 x 10-4 m2/sec is the transmissivity of the geocomposite that will be
outlet every 150 feet of slope.

Verification Of AOS Specification

As suggested in Designing with Geosynthetics, the AOS of a geotextile to be used in a
soil retention or separation function can be calculated as a function of the grain size of
the soil. This is given by the following equation:

AOS < (2 to 3)*d85

Where d85 = the particle size in mm for which 85% of the total soil is finer.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: LBB Date: 6/1/20
Checked By: Date:
Subject: Minimum Transmissivity
Sheet: 5 of 6

Soil type was obtained from the National Resources Conservation Service, Web Soil
Survey 2.0.

The d85 value for typical site specific soils equals approximately 1.0 mm.

The required AOS for a given soil type is calculated using the following equation

AOS < (2 to 3)*d85 For this calculation the following equation will be used for
conservatism:

AOS < 2 * d85

Calculating:

AOS < 2 * 1.0 mm or AOS < 2.0 mm

This means that for soil retention, the AOS of the geotextile should be less than 2.0 mm.
The AOS of the geotextile component of the geocomposite specified in the CQA Plan is
between the sieve sizes of 70 and 140. A sieve size of 70 = 0.21 mm and a sieve size
of 140 = 0.1 mm, therefore the specification for AOS of the geotextile component of the
final cover system geocomposite are more conservative and valid for the final cover soil
types anticipated at the facility.

CONCLUSIONS

Since exceeding the capacity of the geocomposite to drain the final cover slope could
potentially cause the final cover soil to become saturated and possibly unstable, a
method was utilized to determine the required transmissivity of a geocomposite which
would provide a factor of safety for drainage equal to 1.5. Reduction factors were then
applied to the required transmissivity to obtain an ultimate transmissivity of 3.57 x 10-4
m2/sec that will be required for long term performance. The drainage geocomposite will
be daylighted at a maximum of every 150 ft along slope.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 6/1/20
Revised By: LBB Date: 6/1/20
Checked By: Date:
Subject: Minimum Transmissivity
Sheet: 6 of 6

To accurately model field conditions, the selected geocomposite shall be tested with a
normal load of 300 psf, which is a conservative estimate based on the anticipated
loading due to 1.5 feet of protective cover and erosion soils. Testing shall also be
performed at a hydraulic gradient of 0.33 ft/ft with site specific boundary conditions.

An industry accepted design approach for establishing a soil retention design was used
to evaluate the specified AOS of the geotextile component of the final cover
geocomposite. It was determined that the specified AOS of the geotextile component is
acceptable considering typical soil results for the facility.

CQA PLAN
Prepared For:
Omnisource Southeast, LLC
2233 Wal-Pat Road
Smithfield, North Carolina 27577

Submitted by:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
[phone]
NC License No. C-0430

CQA PLAN
OMNISOURCE – KERNERSVILLE
LANDFILL RECLAMATION PROJECT
PERMIT NUMBER 34-20
May 2014
Revised June 2020
Project no. 2191186.02

Construction Quality Assurance Plan i LaBella Associates
Omni Source Industrial Landfill June 2020
Kernersville, North Carolina

CONSTRUCTION QUALITY ASSURANCE PLAN (CQA)

TABLE OF CONTENTS

1.0 INTRODUCTION ................................................................................................................................................. 1 
1.1 PURPOSE ....................................................................................................................................................... 1 
1.2 DEFINITIONS ................................................................................................................................................. 1 
1.2.1 Quality Control ....................................................................................................................................... 1 
1.2.2 Quality Assurance ................................................................................................................................. 1 
1.3 PARTIES ......................................................................................................................................................... 2 
1.3.1 OWNER .................................................................................................................................................. 2 
1.3.2 ENGINEER ............................................................................................................................................. 2 
1.3.3 CQA Consultant ..................................................................................................................................... 2 
1.3.4 Soils CQA Laboratory ............................................................................................................................ 2 
1.3.5 Geosynthetic CQA Laboratory .............................................................................................................. 2 
1.3.6 CONTRACTOR ........................................................................................................................................ 3 
1.3.7 Geosynthetics Manufacturer(s) ........................................................................................................... 3 
1.3.8 Geosynthetics Installer(s) ..................................................................................................................... 3 
1.3.9 Surveyor................................................................................................................................................. 3 
1.4 COMMUNICATIONS AND MEETINGS............................................................................................................. 3 
2.0 EARTH MATERIALS ........................................................................................................................................... 4 
2.1 INTRODUCTION ............................................................................................................................................. 4 
2.2 SCOPE ............................................................................................................................................................ 4 
2.2.1 General .................................................................................................................................................. 4 
2.3 EARTH MATERIALS CQA TESTING ................................................................................................................. 4 
2.3.1 General .................................................................................................................................................. 4 
2.3.2 Construction Quality Evaluation Testing .............................................................................................. 4 
2.4 DOCUMENTATION/CERTIFICATION .............................................................................................................. 6 
2.4.1 General .................................................................................................................................................. 6 
2.4.2 Construction Monitoring ....................................................................................................................... 6 
2.4.3 Certification ........................................................................................................................................... 6 
3.0 GEOSYNTHETICS............................................................................................................................................... 7 
3.1 INTRODUCTION ............................................................................................................................................. 7 
3.2 SCOPE ............................................................................................................................................................ 7 
3.2.1 General .................................................................................................................................................. 7 
3.2.2 Installation ............................................................................................................................................. 7 
3.3 GEOMEMBRANE MANUFACTURE, FABRICATION, AND DELIVERY – (NOT USED) ....................................... 7 
3.4 GEOMEMBRANE INSTALLATION – (NOT USED)............................................................................................ 7 
3.5 GEOTEXTILE (NOT USED) .............................................................................................................................. 7 
3.6 GEOCOMPOSITE ............................................................................................................................................ 7 
3.6.1 Manufacturing ....................................................................................................................................... 7 
3.6.2 Labeling ................................................................................................................................................. 7 
3.6.3 Shipment and Storage .......................................................................................................................... 8 
3.6.4 Conformance Testing............................................................................................................................ 8 
3.6.4.1 Tests .............................................................................................................................................. 8 

Construction Quality Assurance Plan ii LaBella Associates
Omni Source Industrial Landfill June 2020
Kernersville, North Carolina

3.6.4.2 Sampling Procedures .................................................................................................................... 8 
3.6.4.3 Test Results ................................................................................................................................... 9 
3.6.4.4 Conformance Test Failure ............................................................................................................ 9 
3.6.5 Handling and Placement ...................................................................................................................... 9 
3.6.6 Repair .................................................................................................................................................... 9 
3.6.7 Placement of Soil Materials ................................................................................................................. 9 
3.7 GEOSYNTHETIC CLAY LINER (GCL) ............................................................................................................... 9 
3.7.1 Storage .................................................................................................................................................. 9 
3.7.2 Handling & Placement .......................................................................................................................... 9 
3.7.3 Repairs ................................................................................................................................................ 10 
4.0 DOCUMENTATION ........................................................................................................................................... 10 
4.1 Daily Reports ........................................................................................................................................... 10 
4.2 Record Drawings ..................................................................................................................................... 10 
4.3 Final Certification Report ........................................................................................................................ 10 

TABLES

Table 1 - Soil Testing Methods and Frequencies

Construction Quality Assurance Plan 1 LaBella Associates
Omni Source Industrial Landfill June 2020
Kernersville, North Carolina

1.0 INTRODUCTION

1.1 PURPOSE

This plan addresses the construction quality assurance (CQA) procedures and requirements to be
employed during construction of the project. The plan is intended to supplement, but not supersede, the
Contract Drawings and Specifications; where a conflict arises, the Contract Documents or approved
Contract Drawings and Specifications shall govern.

All parties involved in the project should obtain a copy of this plan from the OWNER or ENGINEER. They
should also obtain copies of any supplemental CQA documents prepared specifically for the project.

The overall goals of the CQA program are to ensure that proper construction techniques and procedures
are employed, and to verify that the materials used meet the approved Contract Specifications.
Additionally, the program shall identify and define problems that may occur during construction, allowing
corrective activities to be implemented in a timely manner. At the completion of the work, the program
requires the certifying CQA Consultant(s) to prepare certification reports indicating that the facility has
been constructed in accordance with the approved design standards and Contract Specifications.

1.2 DEFINITIONS

The following definitions are applicable to this plan:

1.2.1 Quality Control

Definition (ASTM D3740): - a planned system of activities, or the use of such a system, whose
purpose is to provide a level of quality that meets the needs of users. The objective of quality control
is to provide quality that is safe, adequate, dependable, and economical. The overall system
involves integrating the quality factors of several related steps including: the proper specification of
what is wanted, production to meet the full intent of the specification, inspection to determine
whether the resulting material, product, service, etc… is in accordance with the Specifications, and
review of usage to determine necessary revisions of Specifications.

In practice, Quality Control refers to those procedures, criteria, and tests employed and paid for by
the CONTRACTOR(s) to confirm that the work satisfies the CONTRACTOR’s standards, and is in
compliance with the Contract Drawings and Specifications. This plan does not address Quality
Control procedures, criteria, and/or tests employed by the CONTRACTOR.

1.2.2 Quality Assurance

Definition (ASTM D3740): - a planned system of activities whose purpose is to provide assurance
that the overall quality control program is in fact being effectively implemented. The system involves
a continuing evaluation of the adequacy and effectiveness of the overall quality control program with
the ability to have corrective measures initiated where necessary. For a specific material, product,
service, etc…, this involves verifications, audits, and the evaluation of the quality factors that affect
the specification, production, inspection, and use of the product, service, system, or environment.

Construction Quality Assurance Plan 2 LaBella Associates
Omni Source Industrial Landfill June 2020
Kernersville, North Carolina

In practice, Quality Assurance refers to those procedures, criteria, and tests required and paid for by
the OWNER to confirm that the work performed by the CONTRACTOR(s) is in compliance with the
approved Contract Drawings and Specifications and any additional requirements of this plan.

1.2.3 Layer

A layer is defined as a compacted stratum composed of several lifts constructed without joints.

1.2.4 Lift

A lift is defined as a segment of a layer composed of the maximum thickness of soil permitted to be
placed / compacted at one time. The maximum compacted lift thickness shall be 6 inches.

1.3 PARTIES

1.3.1 OWNER

The OWNER is the owner of the solid waste permit, and bears the ultimate responsibility for the
facility; the OWNER may or may not also be the Operator of the facility. The OWNER shall contract
and manage the CONTRACTOR(s), and the CQA consultant(s) and laboratories. For this project,
OmniSource Southeast, LLC is the OWNER.

1.3.2 ENGINEER

The ENGINEER is the official representative of the OWNER, and is responsible for the preparation of
the Contract Drawings, Technical Specifications, and CQA Plan. The ENGINEER is also responsible
for the interpretation of those documents and for the resolution of technical matters that may arise
during construction. For this project, the ENGINEER is LaBella Associates.

1.3.3 CQA Consultant

The CQA Consultant is independent from the CONTRACTOR(s), Manufacturer, and Installer, that is
responsible for observing, testing, and documenting activities related to the Quality Assurance of the
earthwork and geosynthetic components at the site. The CQA Consultant corresponds with the
ENGINEER throughout the project and shall report deviations from the Work and items of non-
compliance. The CQA Consultant is also responsible for issuing a certification report, sealed by a
registered Professional Engineer, licensed in the State in which the project work is conducted.

1.3.4 Soils CQA Laboratory

The Soils CQA Laboratory is independent from the CONTRACTOR(s), and Supplier, responsible for
performing the required laboratory testing of the project earthwork components.

1.3.5 Geosynthetic CQA Laboratory

Construction Quality Assurance Plan 3 LaBella Associates
Omni Source Industrial Landfill June 2020
Kernersville, North Carolina

The Geosynthetic CQA Laboratory is independent from the CONTRACTOR(s), Manufacturer, and
Installer, responsible for performing the required laboratory testing of the project geosynthetic
materials.

1.3.6 CONTRACTOR

The CONTRACTOR has the primary responsibility for ensuring that the work is performed in
accordance with the Contract Drawings and Specifications developed by the ENGINEER and
approved by the permitting agency. Other responsibilities include the performance of all construction
activities at the site including site facilities, administration, material purchasing, procurement,
supervision, Construction Quality Control, installation, and subcontracting. The CONTRACTOR is
responsible for the protection of completed work until it is accepted by the OWNER. The
CONTRACTOR is also responsible for informing the OWNER and CQA Consultants of the scheduling
and occurrence of all construction activities.

1.3.7 Geosynthetics Manufacturer(s)

The geosynthetic clay liner manufacturer is responsible for the production of geosynthetic clay liner
rolls.

1.3.8 Geosynthetics Installer(s)

The Geosynthetics Installer is responsible for the handling, sorting, placing, seaming, loading and
other construction-related aspects of the project geosynthetics. The Installer is also responsible for
transportation of the materials to the site, and the protection of the materials once they arrive on
site, until the work is accepted by the CONTRACTOR.

1.3.9 Surveyor

The Surveyor is responsible for establishing and maintaining lines and grades and temporary
benchmarks throughout all relevant areas of the construction site. The Surveyor shall issue a
complete set of Record Drawings certified by a Professional Land Surveyor, licensed in the State in
which the project work is conducted.

1.4 COMMUNICATIONS AND MEETINGS

Frequent and open communications are a necessary and essential component of this plan in order to
achieve a high degree of coordination, cooperation, and quality in the finished product, and to minimize
or avoid delays. It is one goal of this plan to resolve problems at the lowest possible level of authority
while maintaining thorough documentation, informing all responsible parties, and obtaining approvals as
necessary or appropriate. The documentation requirements of CQA activities are addressed in various
sections of this plan. A series of meetings shall be held before, during, and after construction to
facilitate planning, progress reports and problem resolution. Minutes are to be kept of all meetings as
directed by the ENGINEER. The meetings shall be as follows unless otherwise directed by the OWNER:

Construction Quality Assurance Plan 4 LaBella Associates
Omni Source Industrial Landfill June 2020
Kernersville, North Carolina

 Preconstruction Meeting to be held as directed by the ENGINEER and to be attended by the
OWNER or Owner’s Representative, CQA Consultant, CONTRACTOR, significant subcontractors
and suppliers as designated by the ENGINEER.
 Progress Meetings to be held as directed by the ENGINEER and to be attended by the OWNER or
Owner’s Representative, CQA Consultant, CONTRACTOR, and representatives of parties actively
involved in the construction as designated by the ENGINEER.

 Post-Construction Resolution Meeting to be attended by the OWNER or Owner’s Representative,
CQA Consultant, CONTRACTOR, significant subcontractors and suppliers as directed by the
ENGINEER.

 The North Carolina Department of Environmental Quality Solid Waste Section will be notified at
least 10 days prior to the scheduled preconstruction meeting held at the landfill facility.

2.0 EARTH MATERIALS

2.1 INTRODUCTION

This section of the plan describes Construction Quality Assurance (CQA) procedures for the installation of
the earth material components of the project.

2.2 SCOPE

2.2.1 General

The work addressed under this section shall facilitate proper construction of all earth material
components of the project. All work shall be constructed to the lines, grades, and dimensions
indicated on the approved Contract Drawings, in accordance with the Contract Specifications, or as
required by the OWNER or OWNER’s Representative.

2.3 EARTH MATERIALS CQA TESTING

2.3.1 General

Assurance that construction of the earth material components of the project has been performed in
accordance with the approved Contract Drawings and Specifications shall be accomplished by use of
CQA testing and visual observations.

CQA testing shall consist of the following:

 Construction Quality Evaluation; and
 Special Testing.

2.3.2 Construction Quality Evaluation Testing

Construction Quality Assurance Plan 5 LaBella Associates
Omni Source Industrial Landfill June 2020
Kernersville, North Carolina

Construction quality evaluation shall be performed on all components of earthwork construction at
the frequencies shown in Table 1. Criteria to be used for determination of acceptability of the work
shall be as identified in the Contract Specifications and as detailed in this plan. Construction
evaluation testing shall consist of visual observations of the work, in-place density/moisture content
verification, investigations into the adequacy of layer bonding and clod destruction, elevation and
thickness monitoring, and special testing. Evaluation of the construction work shall include the
following:

 Observations and documentation of the water content, clod size and other physical
properties of the soil during processing, placement and compaction;
 Observation and documentation of each compacted lift’s ability to accept and bond to
subsequent lifts;
 Observation and documentation of the thickness of compacted and loosely placed lifts;
 Observation and documentation of the performance of the compaction and heavy equipment
on the construction surface (sheep’s-foot penetration, pumping, cracking, etc…); and
 Observation and documentation of the effectiveness of the procedures used to prevent
desiccation and/or freezing of completed lifts and layers.

The in-place density test methods shall cause minimal delay to the placement of subsequent lifts;
therefore, the nuclear method is preferred unless construction sequencing is such that fill placement
is not interrupted by sand cone or drive cylinder testing. An acceptable test for soils used in
structural or “controlled fill” applications (i.e. embankments, berms, backfill, soil liner, subgrade,
etc.) shall be defined as one, which meets or exceeds the specified minimum density within the
specified moisture range.

If there is any question as to the classification of the tested soil, and hence the appropriateness of a
given moisture-density plot, a “one-point” Standard Proctor compaction test shall be performed for
comparison with the available plots. The optimum moisture content and maximum dry density
extrapolated from the one-point test result must fall on or near the plotted line of optimums for the
classification of a soil to be confirmed. For controlled fill, the reference maximum dry density can be
adjusted to accommodate the one-point data.

Questions concerning the accuracy of any single test shall be addressed by retesting in that or
another representative location. Periodic sand cone or drive cylinder testing shall be performed to
verify the adequacy of the nuclear gauge testing at the frequencies designated in Table 1. If a
conflict exists between the sand cone or drive cylinder testing and the corresponding nuclear density
test results, then the sand cone and/or drive cylinder results shall control.

It is important to bond lifts together to the greatest extent possible. Bonding of lifts is enhanced by:

 Ensuring that the surface of the previously compacted lift (or subgrade) is rough before
placing the new lift of soil;
 Adding moisture to the previously compacted lift (or subgrade); and
 Using a fully penetrating footed roller.

Construction Quality Assurance Plan 6 LaBella Associates
Omni Source Industrial Landfill June 2020
Kernersville, North Carolina

Evaluation of lift bonding in soil liner and similar applications shall be done by using test pits or
auger holes to visually observe the lift interfaces. Alternatively, Shelby tubes pushed through the lift
interfaces can be visually inspected for proper lift bonding.

2.4 DOCUMENTATION/CERTIFICATION

2.4.1 General

The CQA Consultant shall document the activities associated with the construction of the earth
material components of the project. Such documentation shall include, as a minimum, daily reports
of construction activities and a summary technical report on the construction project.
Documentation and reporting shall meet all requirements of the Contract Specifications and this CQA
Plan.

2.4.2 Construction Monitoring

Construction of earth material components of the project shall be monitored and documented by a
CQA Consultant. Soils laboratory testing shall be performed and documented by an independent
testing laboratory working under the direction of the CQA Consultant.

Written daily documents shall include a record of observations, test data sheets, identification of
problems encountered during construction, corrective measures taken, weather conditions, and
personnel and equipment on site.

2.4.3 Certification

The CQA Consultant(s) shall prepare a certification report addressing each major item identified
above for each phase of construction under their areas of responsibility. Certification reports
required by regulatory agencies shall also be prepared and submitted as required.

Certification shall include assessments of compliance with the Contract Drawings and Specifications
and the results of the physical sampling and testing. At a minimum, the certification report shall
include:

 Copies of all daily CQA field reports;
 Results of all field testing including drawings depicting the locations of construction testing
when appropriate;
 Results of all laboratory testing;
 Photographic record of the project including representative photographs of each major
construction activity; and
 Certification statement assessing compliance with the Contract Drawings and Specifications,
sealed by a professional engineer, licensed in the State in which the project work is
conducted.

Construction Quality Assurance Plan 7 LaBella Associates
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Kernersville, North Carolina

3.0 GEOSYNTHETICS

3.1 INTRODUCTION

This section of the plan describes Construction Quality Assurance (CQA) procedures for the installation of
all geosynthetic components of the project. This section is devoted to Quality Assurance, not to Quality
Control. A separate geosynthetic Quality Control manual shall be submitted by the CONTRACTOR in
accordance with the Shop Drawings Submittals of the project.

3.2 SCOPE

3.2.1 General

The work addressed under this section shall facilitate proper construction of all geosynthetic
components for the project. All work shall be constructed to the lines, grades, and dimensions
indicated on the Contract Drawings, in accordance with the Contract Specifications, and as required
by the ENGINEER, OWNER, or the CQA Consultant.

The CQA Consultant shall issue a written daily report of activities. These reports shall include
observations and test results as well as problems encountered and solutions achieved.
Construction reports summarizing significant events, as well as addressing problems and their
solutions, shall be submitted to the CQA Consultant.

3.2.2 Installation

The CQA Consultant shall verify that the geosynthetics are installed in accordance with the Contract
Drawings and Specifications.

3.3 GEOMEMBRANE MANUFACTURE, FABRICATION, AND DELIVERY – (NOT USED)

3.4 GEOMEMBRANE INSTALLATION – (NOT USED)

3.5 GEOTEXTILE (NOT USED)

3.6 GEOCOMPOSITE

3.6.1 Manufacturing

The CQA Consultant shall examine all manufacturer’s certifications to ensure that the property values
listed on the certifications meet or exceed those specified.

3.6.2 Labeling

Construction Quality Assurance Plan 8 LaBella Associates
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Kernersville, North Carolina

The CQA Consultant shall examine rolls upon delivery and note any deviation from the requirements
listed in the project specifications.

3.6.3 Shipment and Storage

The CQA Consultant shall verify that geocomposite materials are free of soil and dust before
installation and shall record the observation of this verification. Washing operations shall be
observed by the CQA Consultant.

3.6.4 Conformance Testing

3.6.4.1 Tests

In-Plant Material Conformance Test Sampling

The CQA Consultant shall arrange for the CQA Laboratory to sample the geocomposite material
in-plant and ship these samples to their laboratory for conformance testing as outlined in the
project specifications.

The CQA Consultant shall report any nonconformance of sampling procedures as outlined in the
project specifications.

NOTE: All geocomposite used for this project shall be from the same lot unless otherwise
approved by the ENGINEER. The manufacturer or supplier shall perform additional conformance
testing, at no additional cost to the OWNER.

As a minimum, the following tests shall be performed on geocomposite:

Geotextile apparent opening size
Geotextile puncture strength
Geocomposite transmissivity

3.6.4.2 Sampling Procedures

The samples will be taken from selected rolls by removing the protective wrapping and cutting
full-width, 1-m-long (3-ft-long) samples from the outer wrap of the selected roll(s). The outer
revolution of geocomposite is to be discarded before the test sample is taken. The sample rolls
must be relabeled for future identification. Items to be considered are the following:

 The conformance test samples shall be identified by type, style, or lot and roll numbers.
The machine direction should be noted on the sample(s) with a waterproof marker.
 A lot is defined as a unit of production, a group of other units, rolls having one or more
common properties, and being readily separable from other similar units.
 Unless otherwise stated, sampling should be based on one per lot or one per 100,000
sq ft, whichever is greater.

Construction Quality Assurance Plan 9 LaBella Associates
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Kernersville, North Carolina

3.6.4.3 Test Results

The CQA Consultant shall examine all results from laboratory conformance testing.

3.6.4.4 Conformance Test Failure

The CQA Consultant shall document actions taken in conjunction with conformance test failures
as outlined in the project specifications.

3.6.5 Handling and Placement

The CQA Consultant shall note any noncompliance to the project specifications.

3.6.6 Repair

The CQA Consultant shall observe repairs, note any noncompliance to the project specifications.

3.6.7 Placement of Soil Materials

Any noncompliance to the project specifications shall be noted by the CQA Consultant.

If portions of the geocomposite are exposed, the CQA Consultant shall periodically place marks on
the geocomposite and the underlying geosynthetic clay liner and measure the elongation of the
geocomposite during the placement of soil.

3.7 GEOSYNTHETIC CLAY LINER (GCL)

3.7.1 Storage

Geosynthetic clay liner rolls must always be stored in a location where they shall not be exposed to
moisture.

3.7.2 Handling & Placement

On slopes, geosynthetic clay liners should be placed with overlap oriented parallel to the maximum
slope (i.e. down the slope).

Adjoining panels of geosynthetic clay liners should be overlapped a minimum of six inches (6”).

Geosynthetic clay liners should never be installed in standing water or during rain.

Geosynthetic clay liners should always be installed with appropriate side up.

Construction Quality Assurance Plan 10 LaBella Associates
Omni Source Industrial Landfill June 2020
Kernersville, North Carolina

Rolls should be pulled tight to smooth out any creases or folding.

Precautions should be taken to avoid damage to any underlying geosynthetic materials while placing
the geosynthetic clay liners.

Cover geosynthetic clay liners with geomembrane or other cover materials after placement to avoid
damage from precipitation.

3.7.3 Repairs

Repairs to cuts or tears in installed material should extend a minimum of six inches (6”) beyond the
area in need of repair. Repair pieces should be held in place until cover material has been placed.

4.0 DOCUMENTATION

4.1 Daily Reports

The CQA Consultant shall complete a daily report and logs on prescribed forms, outlining all of the
monitoring activities for that day. For GCL, the area, panel numbers, and overlaps and panel
orientation, and measures taken to protect unfinished areas overnight should be identified. GCL
panel areas requiring remedial action must be identified with regard to nature of action, required
repair, and location. Repairs completed must also be identified. Any problems or concerns with
regard to operations on site should also be noted.

4.2 Record Drawings

Contractor(s) shall provide Record Drawings of installed components as outlined in Section 01720
Project Record Documents.

4.3 Final Certification Report

A Final Certification Report shall be prepared by the CQA Consultant and submitted upon
completion of the work. This report shall include all reports prepared by the CQA Consultant
personnel, summarize the activities of the project, and document all aspects of the quality
assurance program performed. The Final Certification Report shall include as a minimum the
following information:

 Personnel involved with the project;
 Scope of work and outline of project;
 Quality assurance methods;
 All test results, including failed ones (destructive and non-destructive, including laboratory
tests);
 Descriptions of deviations from the approved plans and of corrections to remediate the
deviation;

Construction Quality Assurance Plan 11 LaBella Associates
Omni Source Industrial Landfill June 2020
Kernersville, North Carolina

 Series of color photographs of major project features;
 Certification sealed and signed by a registered Professional Engineer licensed in the State in
which the project work is conducted.
 Record Drawings, sealed and signed by a registered Surveyor or Professional Engineer,
licensed in the State in which the project work is conducted.

END OF CONSTRUCTION QUALITY ASSURANCE PLAN

TABLE 1 – SOIL TESTING FREQUENCIES

Test Method Structural Fill Intermediate Cover
& Soil Cover
Pre- Construction Construction Construction
Particle Size Analysis of Soils
ASTM D6913 One/Material One/Material(1) One/Material(1)
Unified Soil Classification
System ASTM D2487 One/Material One/Material(1) One/Material(1)
Moisture Content of Soil Lab
Method ASTM D2216 One/Material One/Material(1) One/Material(1)
Atterberg Limits ASTM D4318 One/Material One/Material(1) One/Material(1)
Specific Gravity ASTM D854 One/Material One/Material(1) One/Material(1)
Standard Proctor ASTM D698 One/Material One/Material(1) One/Material(1)
In-place Density by Sand Cone
ASTM D1556 or Drive Cylinder
ASTM D2937
NA 1/Lift/Acre NA
In-place Density and Water
Content by Nuclear Method
ASTM D6938
NA 5/Lift/Acre NA

Direct Shear Test of Soils Under
Consolidated Drained Conditions
ASTM D3080
One/Material One/Material(1) One/Material(1)
NA – Not Applicable; (1) Required only if material changes;

TECHNICAL
SPECIFICATIONS
Technical Specifications 01720-1 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

SECTION 01720

PROJECT RECORD DOCUMENTS

PART 1 - GENERAL

1.01 SECTION INCLUDES

A. The purpose of the record documents is to provide factual information regarding all aspects
of the Work, both concealed and visible, to enable future modifications to proceed without
lengthy and expensive site investigation.

B. Throughout progress of Work, maintain an accurate record of all revisions to the Work. Upon
completion of Work, transfer the recorded changes to a set of record documents. This
includes, but is not limited to, all modifications to piping, roads, utilities, grading, structures,
limits of liner, and monitoring devices.

C. Submit three (3) complete sets of record drawings, and one set of AutoCAD compatible files
acceptable to the ENGINEER upon completion of the project.

1.02 SUBMITTALS

A. Record documents shall be submitted to and deemed complete by the ENGINEER, for the
OWNER, prior to the OWNER’S release of retainage and payment of final pay request.

B. Accompany submittal with transmittal letter in duplicate, containing:
1. Date;
2. Project title and number;
3. CONTRACTOR’S name and address;
4. Title and number of each Record Document; and
5. Signature of CONTRACTOR or his authorized representative.

PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

3.01 SURVEYOR

A. Employ the services of a surveyor licensed in the State in which the project work is
conducted to determine actual locations and elevations of installed items and to prepare the
record drawings.
Technical Specifications 01720-2 Labella Associates
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3.02 DOCUMENTS REQUIRED

A. Maintain at the site for the OWNER one record copy of:
1. Contract Drawings;
2. Contract Specifications;
3. Contract Addenda;
4. Change Orders and other Modifications to the Contract;
5. ENGINEER’S Field Orders or written instructions;
6. Approved Shop Drawings, Product Data, and Samples;
7. Field Test Records; and
8. Construction photographs.

3.03 ACCURACY OF RECORDS

A. Thoroughly coordinate all changes within the record documents, making adequate and
proper entries on each page of the Specifications and each sheet of the Drawings and other
documents where such entry is required to properly show the change. Record accuracy shall
be such that future searches for the constructed features may reasonably rely on
information obtained from record documents.

3.04 TIMING OF ENTRIES

A. Make all entries within 24 hours after receipt of information.

3.05 SUBMITTAL

A. The ENGINEER’S approval of the current record documents shall be a prerequisite to the
ENGINEER’S approval of requests for progress payment and request for final payment under
the Contract.

3.06 PROTECTION OF DOCUMENTS

A. Maintain the job set of record documents completely protected from deterioration and from
loss and damage until completion of Work and transfer of recorded data to the final record
documents.

3.07 MAKING ENTRIES ON DOCUMENTS

A. Use an erasable colored pencil (not ink or indelible pencil), or a digital layer clearly identified
as surveyor notes, to clearly describe the change by note and by graphic line as required.
Date all entries. Highlight the entry by drawing a “cloud” around the affected area or areas.

Technical Specifications 01720-3 Labella Associates
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3.08 FORMAT OF FINAL RECORD DRAWINGS

A. Prepare Record Drawings in an AutoCAD file format acceptable to the ENGINEER. Provide
digital record drawing to ENGINEER only when no exceptions are taken by ENGINEER should
paper copies be submitted.

B. At a minimum, provide the following surveys showing spot elevations on a fifty-foot grid and
two-foot contours for the layer of interest. The survey points shall include toe and top of
slope, and all breaks in the slope. Spot elevations shall be measured to the nearest 0.01
foot. The required surveys shall be completed and stamped by a registered surveyor
licensed in the State in which the project work is conducted. Prior to the placement of each
layer of the work, the survey drawing shall be submitted to the ENGINEER for approval.

COVER
1. Top of intermediate cover layer
2. Top of soil cover layer
3. Top of vegetative support layer

Special attention to the measurement of thickness at sloped area must be specified.
The soil layer thickness must meet the minimum perpendicular measurement to the
surface.
The Project Record Drawings shall identify problems or unusual conditions of the GCL
or geocomposite layers that are different from the design drawings and/or project
specifications.

C. Submit a spreadsheet, in digital format, which identifies the coordinates of the grid points,
the spot elevations of the points, and the differential thicknesses for each successive layer.

D. Submit record drawing showing numbered test locations on the prepared intermediate cover
layer and a spreadsheet that contains each numbered/labeled test location and the
corresponding measured depth of intermediate cover.

E. Provide a final topographic survey, with two-foot contours, of all areas disturbed by all
construction activities. Information shall include vertical and horizontal locations of all
improvements, including but not limited to, structural fill, access roads, utilities, permanent
erosion and sediment control structures, manholes, and location and invert elevations for all
risers, piping, underdrains and stormwater channels. The surveyed area shall be merged
with the existing topographic survey. These drawings should highlight any changes from
design drawings as described in section 3.07 of this specification. Record drawings should
also be maintained for construction details. The drawings should be kept up to date during
construction and be provided digitally for the ENGINEER to review updates at progress
meetings.

END OF SECTION 01720
Technical Specifications 02100-1 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina
SECTION 02100

SITE PREPARATION AND RESTORATION

PART 1 - GENERAL

1.01 SCOPE

A. Provide personnel, equipment, materials, and supplies to clear and grub necessary areas
of the project site.

B. Provide protection as necessary to prevent damage to existing improvements not
indicated to be removed, and improvements on adjoining properties.

C. Restore all improvements damaged by this Work to their original condition, and
acceptable to the OWNER or other parties or authorities having jurisdiction.

PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

3.01 UTILITIES

A. Locate existing utilities, culverts, and structures above or below ground before any
excavation starts. Coordinate Work with Owners of utilities. Protect, maintain service,
and prevent damage to utilities not designated to be removed. When utilities are
encountered and are not shown on the drawings, or when locations differ from those
shown on the drawings, notify ENGINEER for instruction before proceeding.

3.02 SITE PROTECTION

A. Protect benchmarks from damage or displacement.

B. Protect OWNER'S property and adjoining properties from damage due to construction
activities. Use barricades, coverings, and warning signs as appropriate.

C. CONTRACTOR is responsible for correcting any damage caused by construction activities.
Make repairs to the satisfaction of the OWNER or other parties having jurisdiction. All
costs for repairs will be borne by the CONTRACTOR.

D. The Contractor shall protect living trees designated to remain within the construction
area and those outside the construction area. Cut or scarred surfaces of trees or shrubs
shall be treated with a paint prepared especially for tree surgery.

E. Conduct Work in accordance with the requirements of the project specifications.
Technical Specifications 02100-2 Labella Associates
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3.03 CLEARING
A. Clear and grade areas required for access to site and execution of Work.
B. Remove from the site trees, brush, shrubs, downed timber, undergrowth, deadwood,
rubbish, and other vegetation and incidental structures to allow for new construction.
C. Remove all trees, stumps, and roots within 10 feet of any proposed structure or pipeline.
D. Remove all stumps when such stumps will be less than five (5) feet below finished grade.
Stumps of trees to be left in place shall be left no more than six 6 inches above original
grade.
E. Clearing shall be limited to areas within the limits of construction that need to be cleared
in order to execute the Work. Clearing may be required to obtain suitable materials in the
borrow area. CONTRACTOR shall keep clearing to the minimum required to complete the
Work. Any clearing performed in the borrow area shall be at no additional cost to the
OWNER.
F. Automobile shred fluff wastes/residuals (ASR) encountered in the sediment
pond/basin and forebay, drainage ditches, on the side slope of earthen berm, dirt road,
and outside the landfill disposal area must be placed within the limits of waste
shown on the Contract Drawings.
G. With the exception of areas that are disturbed in accordance with an erosion and
sediment control permit obtained under the provisions of the project specifications; do
not disturb other areas outside the limits of construction shown on the Contract
Drawings.
3.04 GRUBBING
A. Grub areas within a 10-foot zone bordering all proposed structures and pipelines.
B. In areas to be cleared, remove all stumps, roots ½-inch or larger, organic material, and
debris to a depth of approximately one foot below existing grade, or one foot below the
proposed subgrade elevation, whichever is lower.
C. Remove grassy vegetation in a manner that maximizes the separation of vegetative cover
and topsoil or subsoil. Unless otherwise noted, grassy vegetation shall be removed from
the site or disposed on-site as approved by landfill personnel.
D. Use hand methods for grubbing inside the drip lines of trees which are to remain.
E. Clean up debris resulting from site clearing operations continuously with the progress of
the Work.
Technical Specifications 02100-3 Labella Associates
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F. Stockpile topsoil material on site in areas designated by the ENGINEER or the OWNER.

G. Keep pavement and areas adjacent to site clean and free from mud, dirt, and debris.

3.05 REMOVAL AND DISPOSAL OF DEBRIS

A. Unless otherwise noted, trees within the construction limits shall become the property of
the CONTRACTOR and shall be removed from the site or disposed on-site as approved by
landfill personnel.

B. Remove other debris, rock, and extracted plant life from the site or dispose on-site as
approved by the OWNER.

C. Removal and disposal of debris, rock and extracted plant life shall be accomplished at no
additional cost to the OWNER.

D. Open burning will be permitted if not in violation of local ordinance, or requirements of
Rule .1626(5)(b) and after obtaining approvals from the Division of Air Quality and local
fire department. No burning will be allowed within 100 feet of waste disposal areas or
site access roads.

E. CONTRACTOR shall obtain and comply with all required permits.

3.06 SITE RESTORATION

A. At the end of the construction period, the CONTRACTOR shall restore to existing grade
those areas disturbed by construction activities that lie beyond the limits of construction
shown on the Drawings. CONTRACTOR is also responsible for restoration of the sections
of the borrow area utilized for the construction at no addition cost to the Owner. Areas to
be filled shall be nominally compacted as may be achieved with construction equipment,
graded to prevent ponding, and permanently seeded in accordance with the
requirements of the project specifications.

END OF SECTION 02100
Technical Specifications 02200-1 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

SECTION 02200

EARTHWORK

PART 1 -GENERAL

1.01 SCOPE

A. The Work covered by this specification consists of furnishing all labor, equipment and
materials to perform general grading; excavation; and placement and compaction of
structural fill, intermediate cover, soil cover layers, perimeter berms, embankments and
structures, as shown on the Drawings. For the vegetative support layer component of the
cover soils, refer to Section 02936 Seeding.

B. All excavation shall be unclassified regardless of material encountered, except for Rock as
defined in this specification.

C. A layer is defined as a compacted stratum composed of several lifts constructed without
joints. A lift is defined as a segment of a layer composed of the maximum thickness of soil
permitted to be placed / compacted at one time.

D. All fill materials shall be subject to the approval of the CQA Consultant.

E. The CONTRACTOR is solely responsible for the placement of all fill material and shall not rely
on the CQA Consultant for recommendations and directions. It is recommended the
CONTRACTOR employs his own geotechnical consultant to provide construction assistance
and recommendations.

F. The CQA Consultant will perform field and laboratory testing as required and in accordance
with the CQA Plan.

G. The use of explosives is prohibited.

1.02 CONSTRUCTION QUALITY CONTROL (CQC)

A. The CONTRACTOR will provide a testing program to perform the following minimum
laboratory tests on soil materials being used for construction. All testing will be performed by
an independent qualified geotechnical consultant and testing laboratory and under the
direction of a Registered Professional Engineer licensed in the State in which the project
work is conducted.

B. Laboratory Testing - Soils:
1. Visual Classification
Technical Specifications 02200-2 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

Visual classification (ASTM D2487) shall be conducted at a frequency of one test for
each soil type.

2. Gradation Analysis
Gradation analysis (ASTM D6913) shall be conducted at a frequency of one test for each
soil type.
3. Atterberg Limits and Moisture Content
Atterberg limits (ASTM D4318) and moisture content test (ASTM 2216) shall be
conducted at a frequency of one test for each soil type.
For structural fill where a percent compaction is specified, the following CQC testing shall also be
performed:
4. Standard Proctor Density Test
Standard Proctor density test (ASTM D698) shall be conducted at a frequency of one test
for each soil type.
5. Specific Gravity
Specific gravity test (ASTM D854) shall be conducted at a frequency of one test for each
soil type.

PART 2 - PRODUCTS

2.01 FILL MATERIAL

All fill material used to establish necessary grades as shown on the Drawings shall be free of
debris, roots, stumps, brush, vegetation, frozen material, organic matter, rock, or gravel larger
than two inches in any dimension, or other harmful matter, unless allowed by the CQA
Consultant.

All fill materials shall be subject to the approval of the CQA Consultant. CONTRACTOR shall notify
the CQA Consultant at least 10 working days in advance of intention to begin filling operations.
Notification shall include designation of the proposed borrow source and all necessary laboratory
testing data to demonstrate the adequacy of the material to perform its intended use.
CONTRACTOR shall provide the CQA Consultant with 120 pounds of the proposed material in
three, five-gallon, PVC, sample buckets with lids and handles at the time of notification.
CONTRACTOR shall not initiate filling activities without the approval of the CQA Consultant to use
the intended material for filling activities.

Fill material shall have a minimum internal friction angle of 28 degrees, unless otherwise
approved by engineer.

The use of any cover soils obtained from sites with active remediation and/or known
contamination is prohibited.

Technical Specifications 02200-3 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

2.02 ROCK

Rock shall be construed as solid mineral material with a volume in excess of two (2) cubic yards
or solid material that cannot be fractured and/or removed with conventional earth moving
equipment. Conventional earth moving equipment shall be defined as a Cat D8L or equivalent
tractor with a single-shank ripper, or Cat 330 sized or equivalent hydraulic excavator.

2.03 UNSUITABLE MATERIAL

Material such as clay mass, frozen materials, cinders, ashes, refuse, vegetation, organic material
and muck shall be construed as unsuitable material for backfill. All unsuitable material under
access roads, structural fills and berms shall be removed from the area to be filled.

PART 3 - EXECUTION

3.01 GENERAL

A. Strip topsoil to full depth, and stockpile separate from other excavated materials and pile
free of roots, stones, and other undesirable materials. Strip vegetation from intermediate
cover surface prior to verifying thickness and placement of fill material. Follow local erosion
and sediment control guidelines to prevent erosion. Any depressions caused by removal of
stumps of the clearing shall be excavated to firm subgrade.

B. The CONTRACTOR shall perform all excavation described in whatever material encountered
to dimensions and elevations shown on the Drawings.

C. Existing utilities, structures, and fencing shall be protected during the construction period,
and if damaged or removed by the CONTRACTOR in his operations, shall be repaired or
replaced at the CONTRACTOR’S expense.

D. Where unauthorized excavations have been carried below or beyond points required, restore
these areas to the elevations and dimensions shown on the Drawings with material
approved by CQA Consultant and compact as specified, at no additional cost to the OWNER.

E. Material rendered not suitable for construction due to fault or negligence of the
CONTRACTOR, shall be removed and replaced at no additional cost to the OWNER.

3.02 UTILITIES TO BE ABANDONED OR REMOVED

A. When underground utilities are to be abandoned in place, plug, cap, or seal with concrete at
the “Construction Limits” or at points designated by the CQA Consultant.

B. Remove underground utilities indicated on the Drawings to be removed and backfill resulting
excavation with suitable material, compacted as specified. Plug, cap or seal utilities with
concrete at the construction limits or at points designated by the CQA Consultant.
Technical Specifications 02200-4 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

3.03 PROOFROLLING

A. Prior to the placement of any fill material, the subgrade, or bridge lift, shall be proofrolled.

B. Prior to the placement of the liner system, the top of fill shall be proofrolled

C. Proofrolling shall be performed using a rubber-tired device having a static weight of at least
10 tons (such as a loaded tandem axle dump truck). This shall be performed during dry
weather conditions and under the direction of the CQA Consultant. For proofrolling of the
intermediate cover layer as the GCL subgrade, refer to Section 13315 GCL Part 3.03. Areas
that “pump” or otherwise exhibit instability shall be repaired as directed by the CQA
Consultant.

3.04 WETLANDS PROTECTION

Prior to the placement of any fill material, the Best Management Practices (BMPs), such as
stormwater conveyance channels, sediment basins, outlet protection, and silt fence, shown on
the contract documents must be installed. In addition, the CONTRACTOR is responsible for
flagging the maximum limits of disturbance prior to the start of on-site construction activities. At
no time shall the CONTRACTOR impact any areas beyond the maximum limits of disturbance,
without prior approval from the ENGINEER and CQA Consultant.

3.05 EXCAVATION

A. Areas that receive permanent seeding shall be graded below finished grades shown,
leaving space for the vegetative support layer.

B. Stockpile excavated soil material satisfactory for backfill or fill until required. Place,
grade and shape stockpiles for proper drainage. Proper erosion and sediment control
measures shall be installed in conjunction with stockpile development.

C. Remove existing pavement as required.

D. Dispose of materials unsatisfactory for backfill or fill continuously with the progress
of work.

E. Dispose of trash and debris, and all excess material continuously with the progress of
the work.

F. All excavation shall be dewatered as necessary to provide proper protection. The
CQA Consultant may require excavation to be continuously dewatered 24 hours per day by
adequate pumping or well-points satisfactory to the CQA Consultant until backfilling has
been completed.
Technical Specifications 02200-5 Labella Associates
OmniSource Industrial Landfill June 2020
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G. Where underground streams or springs are found, provide temporary drainage and
notify ENGINEER and CQA Consultant.

H. Extreme caution shall be taken when excavating in the vicinity of existing facilities. Any
damage to the facilities will be repaired to original condition at no additional cost to the
OWNER.

I. Excavate unsuitable soil materials encountered that extend below required elevations.
The limits of the unsuitable material and depth of removal shall be determined by the
CONTRACTOR, and agreed to by the ENGINEER and/or the CQA Consultant.

J. Remove shoring and all form materials.

K. Grade site to prevent surface water run-on into excavations.

3.06 EXCAVATION FOR STRUCTURES

A. Conform to elevations and dimensions shown on the Drawings. Extend excavation sufficient
distance from footings and foundations to permit placing and removal of concrete form work,
installation of services, and for other required construction. Foundation concrete shall not
be poured until the bearing stratum has been examined and found satisfactory for the
design bearing capacity.

B. Where rock is encountered, notify ENGINEER. When the entire structure will bear on rock, it
shall be used to support the foundation. Where only a part of the foundation would bear on
rock, excavate 12 inches below the entire structure and backfill with aggregate fill and
thoroughly compact.

C. Provide a 12-inch minimum clearance between rock excavation and walls of structure when
forming is not used. Provide a two (2) feet clearance when forming is used.

3.07 ROCK REMOVAL

A. Rock removal will be by mechanical method only unless prior approval is received from the
OWNER, ENGINEER, and CQA Consultant.

B. If Rock is encountered as defined in this specification, The CONTRACTOR will before
proceeding:
1. Demonstrate findings to the CQA Consultant;
2. Determine limits of the rock above the base grade; and
3. Quantify the rock and provide information, including limits, to the CQA Consultant for
assessment.

Technical Specifications 02200-6 Labella Associates
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C. Remove rock at bottom of excavations to form level bearings.
D. In utility trenches, excavate to 4 inches below invert elevation of pipe and to width indicated
on Standard Details.
E. Remove rock loosened by mechanical method. Over-excavation of six inches to one foot will
be allowed.
F. Correct unauthorized rock removal in accordance with backfilling and compaction
requirements of the project specifications.
G. Excavated rock will be removed from the site or segregated and stockpiled on-site as
directed by the OWNER.
3.08 COMPACTION OF STUCTURAL FILL
A. Compaction of each layer shall be continuous over the entire area and the compaction
equipment shall make sufficient trips to assure that the density has been obtained. Fill shall
be placed and compacted in uniform lifts and shall not exceed 6 inches in compacted
thickness. Structural fill shall be compacted to within 95 percent of maximum density
(standard proctor) as determined by ASTM D698. This compaction method shall apply to all
structural fill, berms, embankments, paved areas and for a distance of at least 25 feet
beyond structures and at least five feet beyond structural fill, berms, embankments and
paved areas. All other unpaved areas shall be compacted to within 90 percent of maximum
density as determined by ASTM D698.
B. Compaction equipment shall be of such design that it will be able to compact the fill to the
specified density. Use power-driven hand tampers for compacting materials adjacent to
structures.
C. Intermediate cover shall be compacted to the degree such that no rutting is caused by
installation equipment or other construction vehicles. Anchor trenches and test locations
in the intermediate cover shall also be backfilled in a manner that meets this
degree of compaction.
3.09 COMPACTION TESTS
Field tests of the compaction of fill will be made by the CQA Consultant. If a test fails to meet
the required compaction level or moisture content, then the area represented by that test
shall be reworked and retested, at no additional cost to the OWNER, until a passing test
results. The CONTRACTOR may elect at his own expense to remove the failing material.
3.10 SURFACE WATER
Technical Specifications 02200-7 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

All excavations and fill areas shall be kept free of standing water. Grade surfaces and ditches to
drain. Pumping of water shall be required to remove water from areas that cannot drain
naturally.

3.11 FILL AND BACKFILL

A. Remove unsatisfactory materials prior to placement of fill.

B. Obtain clean earth fill from excavation or other approved sources. The material shall be
compacted in accordance with these Specifications. Rock fragments and stones up to 2 feet
in its greatest dimension may be placed in an embankment fill to within 10 feet of the top of
the earth fill. The remainder of the embankment to within 2 feet of the top of the earth fill
shall not contain rock more than 6 inches in its greatest dimension. The top 2 feet of the
embankment shall not contain rock more than 2 inches in its greatest dimension. Rock,
fines, and earth shall be distributed throughout each lift so that voids are filled. Rock shall
not be placed in the embankment where, piling, borings, monitoring wells or boundary
probes are to be driven, drilled or constructed. Prevent nesting of large rocks and compact
fill to prevent voids. Maximum rock size within 12 inches of footing elevations shall be 2-
inch diameter.

C. Provide borrow material when on-site excavation is not sufficient to grade site to contours
and finished grade elevations shown on the Drawings. All necessary costs shall be included
in Bid Price.

D. Remove and replace, or scarify and air dry, soil material that is too wet to permit compaction
to specified percentage of maximum density.

E. Do not backfill with or compact over frozen soil material.

F. Soil material that has been removed as too wet to permit compaction may be stockpiled or
spread to dry. When moisture content is reduced to a satisfactory value, soil material may
be used as fill or backfill.

G. Place clean earth fill to obtain elevations shown on the Drawings.

H. Excavate depression caused by removed stumps or other clearing operations to firm
subgrade, fill with clean earth and compact as specified.

I. When the existing ground surface has been disturbed and has a density of less than that
specified for the particular area, scarify the ground surface, adjust moisture content and
compact to required depth and percentage of maximum density.

J. Place backfill and fill materials in layers which, when compacted, shall not exceed six inches
in lift thickness at depths less than four feet below finished grade and 12 inches in lift
thickness at depths greater than four feet below finished grade. Each layer shall be spread
Technical Specifications 02200-8 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

evenly and shall be thoroughly bladed and mixed during the spreading to ensure uniformity
of material in each layer. If required, the fill material shall be dried by aerating with a
scarifier, disc harrow, blade or other equipment or by such other means as may be
necessary. If required, the fill material shall be wetted by the use of water trucks. Dried or
wetted fill material shall be thoroughly mixed to provide optimum moisture content.
Compact each layer to the required density.

K. Place backfill and fill materials evenly adjacent to structures. Prevent wedging of the backfill
against structures by carrying the material uniformly around the structure to approximately
the same elevation in each lift.

L. Place aggregate fill material under all structures as shown on the Drawings. Compact to
density required for fill under buildings and structures.

3.12 GRADING

A. Uniformly grade all areas within the limits designated on the Drawings, including adjacent
transition areas. Finish surfaces within specified tolerances with uniform levels or slopes
between points where elevations are shown and existing grades.

B. Finish all surfaces free from irregular changes and grade to drain as shown on the Drawings.

C. Finish areas to receive geosynthetics to within 0.10 feet of required subgrade elevations,
unless approved in writing by ENGINEER.

D. Shape subgrade under unpaved areas to line, grade and cross-section to within 0.25 feet of
required subgrade elevation.

E. Shape subgrade under pavement to line, grade, and cross-section to within 0.05 feet of
required subgrade elevations.

F. Grade for structures to required elevation within tolerance of 0.05 feet.

G. Protect newly graded areas from traffic, erosion, desiccation or other damage. Repair and
re-establish grade in settled, eroded, or rutted areas to the specified tolerances.

H. Where compacted areas are disturbed by subsequent construction or adverse weather,
scarify the surface, reshape and compact to the required density. Use hand tamper for
recompaction over underground utilities. Portions of the fill damaged due to exposure shall
be reworked to meet the project specifications or, at the discretion of the CQA Consultant,
removed and replaced with conforming material at no additional cost to the OWNER.

I. Place vegetative support layer to a minimum depth of 6 inches. Where existing on-site
supply of topsoil is inadequate to provide the required amount, supply additional topsoil,
meeting the specification for Topsoil, from off-site sources. Source and quality of additional
Technical Specifications 02200-9 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

material shall be approved by ENGINEER. Cost of off-site material shall be at no additional
cost to OWNER. Reference shall be made to the project specifications for requirements of
topsoil testing and topsoil amendment options.

3.13 GCL SUBGRADE

The proofrolled GCL subgrade shall be surveyed in accordance with Section 01720 to
demonstrate that proper grades are achieved. The survey of the subgrade will be reviewed and
approved by the engineer/CQA consultant prior to construction of the landfill liner. The CQA
consultant will provide a visual inspection of the subgrade and will notify DEQ if any unexpected
conditions or deviations from the Drawings are observed in the field or in review of the survey.
Testing will be performed as outlined in Table 1 of the CQA Plan for “Fill.”

Surfaces to receive a geosynthetic material shall be kept smooth and free of debris, roots, sticks,
bones and angular or sharp rocks larger than 3/8 inch in any dimension. The surface should
provide a firm, unyielding foundation with no sudden, sharp, or abrupt changes or break in
grade. No standing water or excessive moisture shall be allowed. Final compaction of any area
to receive a geosynthetic shall be with smooth steel wheel roller. The CONTRACTOR shall certify
in writing that the surface on which the material is to be installed is acceptable before
commencing placement of geosynthetic materials.

The surface upon which the GCL is to be installed shall be prepared and compacted in
accordance with the project specifications and drawings. Earthwork shall comply with Section
13315. Subgrade soils for GCL should possess a particle size distribution such that at least 80
percent of the soil is finer than a #60 sieve (0.2 mm), or as approved by the ENGINEER.

3.14 LANDFILL COVER SOILS

A. The soil used for construction of the landfill cover shall undergo gradation analysis, as described
in section 1.02, and meet a minimum d85 of 0.1 mm.

B. Cover soils shall be installed at a nominal compaction from construction vehicles and spreading
equipment.

3.15 SEASONAL LIMITS

No fill material shall be placed, spread, or rolled while the ground is frozen or thawing, or during
unfavorable weather conditions. When the work is interrupted by inclement weather, fill
operations shall not be resumed until approved by the CQA Consultant. Repairs from inclement
weather must be corrected by the CONTRACTOR to the satisfaction of the CQA Consultant at no
additional cost to OWNER.

END OF SECTION 02200
Technical Specifications 13302-1 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

SECTION 13302

GEOCOMPOSITE

PART 1 - GENERAL

1.01 SCOPE OF WORK

A. This specification covers the technical requirements for the furnishing and
installation of the geocomposite described herein. All materials used and work
performed shall meet the requirements of this specification and the Contract
Drawings, or the manufacturer’s manufacturing and installation procedures,
whichever are more stringent.

B. The Geosynthetics Installer shall be prepared to install the geocomposite in
conjunction with earthwork and other components of the cover system.

1.02 REFERENCES

A. Geosynthetic Research Institute (GRI) standard specifications and guides, latest
versions.

B. The most recent versions of the following American Society for Testing and Materials
(ASTM) standards:
1. ASTM D 792 Standard Test Methods for Specific Gravity and Density of Plastics
Displacement;
2. ASTM D 1505 Standard Test Method for Density of Plastics by the Density-
Gradient Technique;
3. ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics;
4. ASTM D 4218 Standard Test Method for Determination of Carbon Black Content
in Polyethylene Compounds by Muffle-Furnace Technique;
5. ASTM D 4491 Standard Test Method for Water Permeability of Geocomposites by
Permeability;
6. ASTM D 4632 Standard Test Method for Breaking Load and Elongation of
Geocomposites (Grab Method);
7. ASTM D 4716 Standard Test Method for Constant Head Hydraulic Transmissivity
(In-Place Flow) of Geocomposites and Geocomposite Related Products;
8. ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
Geocomposite;
9. ASTM D 4833 Standard Test Method for Index Puncture Resistance of
Geocomposites, Geomembranes, and Related Products;
10. ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of
Unit Area of Geocomposites;
11. ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil
and
Technical Specifications 13302-2 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear
Method;
12. ASTM D7005 Standard Test Method for Determining the Bond Strength (Ply
Adhesion) of Geocomposites;
13. Geosynthetic Research Institute (GRI) Test GC-7: Determination of Adhesion and
Bond Strength of Geocomposites; and
14. Geosynthetic Research Institute (GRI) Test GC-8: Determination of the Allowable
Flow rate of a Drainage Geocomposite.

1.03 SUBMITTALS

A. The following submittals shall be furnished by the CONTRACTOR for the work of this
Section within 30 days prior to material delivery to the site and as specified herein:
1. A representative sample of all materials to be used on this Project.
2. A list of similar completed projects in which the proposed materials have been
successfully used.
3. Manufacturer’s instructions for installation and handling, and material data
sheets giving full details of the material physical properties and test methods.
4. Draft warranties and guarantees as described hereinafter.

B. At least seven days prior to the loading and shipment of any geocomposite material
the CONTRACTOR shall provide the CQA Consultant with the following information:
1. The origin (resin supplier's name and resin production plant), identification
(brand name, number) and production date of the resin.
2. A copy of the quality control certificates issued by the resin supplier.
3. Reports on the tests conducted by the Manufacturer to verify the quality of the
resin used to manufacture the geocomposite rolls assigned to the project. At a
minimum, these tests should include density [ASTM D1505 or ASTM 792 method
B], and melt index [ASTM D1238].
4. A statement that no reclaimed polymer is added to the resin (however, the use of
polymer recycled during the manufacturing process may be permitted if done
with appropriate cleanliness and if recycled polymer does not exceed 2 percent
by weight).
5. The manufacturer’s data and samples of the geocomposite to be used, giving full
details of the minimum physical properties and test methods, as specified herein,
certified test reports indicating the physical properties of the materials to be
used, and roll numbers and identification.
6. The manufacturer’s certificate shall state that the finished geocomposite meets
MARV requirements of this specification as evaluated under the manufacturer’s
quality control program. A person having legal authority to bind the
manufacturer shall attest the certificate.

1.04 CONSTRUCTION QUALITY CONTROL

Technical Specifications 13302-3 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

The CONTRACTOR shall have an individual experienced in the installation of
geocomposites on-site at all times during the installation. The designated
individual shall be responsible for ensuring that the geocomposite is installed
according to this specification and the Contract Drawings.

1.05 CONSTRUCTION QUALITY ASSURANCE

A. The installation of the geocomposite shall be monitored by the CQA Consultant as
outlined in the CQA Plan.

B. CONTRACTOR shall be aware of the activities outlined in the CQA Plan and shall
account for these CQA activities in the installation schedule.

1.06 WARRANTY

A. The CONTRACTOR shall provide a written warranty for a minimum 10 years pro-rated
relative to materials and one year on installation certifying the geocomposite
materials provided and work performed under this project shall be free from any
defects. Said warranty shall apply to normal use and service by the OWNER. Such
written warranty shall provide for the repair or replacement of the defect or defective
area of lining materials upon written notification and demonstration by the OWNER of
the specific non-conformance of the lining material with the project specifications.
Such defects or non-conformance shall be repaired or replaced within a reasonable
period of time at no cost to the OWNER.

PART 2 - PRODUCTS

2.01 GEOCOMPOSITE MATERIAL

A. The geocomposite shall be composed of a high density polyethylene drainage net
with a U.V. stabilized, nonwoven, needle punched geotextile bonded to each side of
the drainage net. The geotextile shall not be glued or bonded to the geonet in any
manner other than heat bonding. Along edges, approximately six inches of the
geotextile shall not be heat bonded to the geonet to allow connection in the field.

B. The net strands shall be so produced as to be free of holes, blisters, undispersed raw
materials, or any sign of contamination by foreign matter. Any defects discovered in
the field shall be repaired by cutting out the defect and joining a new piece of net
material in its place. The joint shall be placed in accordance with the requirements
for field joints.

2.02 GEOCOMPOSITE MATERIAL PROPERTIES

A. The geocomposite properties shall meet the minimum average roll requirements
stated in Table 1.

B. In addition to the property values listed in Table 1, the geocomposite shall be
chemically inert when immersed in a leachate representative of that from a typical
landfill. The geonet shall contain a maximum of one percent by weight of additives,
fillers, or extenders (not including carbon black) and shall not contain foaming agents
or voids within the ribs of the geonet. The resin used to manufacture the HDPE must
Technical Specifications 13302-4 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

be of first quality, the same resin must be used throughout the project.

C. The AOS of the geotextile should be less than 2.0 mm.

2.03 MANUFACTURING QUALITY CONTROL

A. Manufacturer’s Quality Control (MQC) testing (test methods and frequencies) shall be
conducted in accordance with Table 1, or the manufacturer quality control guide,
whichever is more stringent.

2.04 ACCEPTANCE AND CONFORMANCE TESTING

A. Conformance testing must be performed, prior to shipment to the site, at the
manufacturer’s facility. The CONTRACTOR shall notify the ENGINEER at least three
weeks prior to shipping in order to arrange for conformance testing. No material
shall be shipped to the site until conformance sampling has been performed. When
completed, the particular approved lot should be marked for the particular site under
investigation. The expressed purpose of in-plant Material Conformance Test
Sampling is to verify that geocomposite material designated for the project is
confirmed as meeting the project specifications prior to shipment to the site. The
Manufacturer shall make available all necessary personnel and equipment to assist
the CQA Consultant in retrieving conformance samples of the geocomposite material.

B. Procedures in the Event of a Conformance Test Failure

The following procedure shall apply whenever a sample fails a conformance test that
is conducted by the CQA Laboratory:
1. The Manufacturer shall replace the roll of geocomposite that is not in
conformance with these Specifications with a roll that meets Specifications.
2. The CONTRACTOR shall remove conformance samples for testing by the CQA
Laboratory from the closest numerical roll on both sides of the failed roll. These
two samples must conform to these Specifications. If either of these samples
fail, the two numerically closest untested rolls on both sides of the failed sample
shall be tested by the CQA Laboratory. These four samples must conform to the
Specifications. If any of these samples fail, every roll of geocomposite on site
and every subsequently delivered roll that is from the same supplier must be
tested by the CQA Laboratory for conformance to the Specifications. This
additional conformance testing shall be at the expense of the CONTRACTOR.

2.05 HANDLING OF MATERIALS

A. Protective Wrapping - All rolls of geocomposite, irrespective of their type, must be
enclosed in a protective wrapping that is opaque and waterproof. The objective is to
prevent any degradation from atmospheric exposure (ultraviolet light, ozone, etc.),
moisture uptake (rain, snow), and, to a limited extent, accidental damage. The
following important issues shall be considered:
1. The protective wrapping shall be wrapped around (or placed around) the
geocomposite in the manufacturing facility and shall be included as the final step
in the manufacturing process.
Technical Specifications 13302-5 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

2. The packaging shall not interfere with the handling of the rolls either by slings or
by the utilization of the central core upon which the geocomposite is wound.
3. The protective wrapping shall prevent exposure of the geocomposite to ultraviolet
light, prevent it from moisture uptake and limit minor damage to the roll.
4. Every roll must be labeled with the manufacturers name, geocomposite style and
type, lot and roll numbers, and roll dimensions (length, width and gross weight).

B. Shipment

1. Each shipping document shall include a notation certifying that the material is in
accordance with the manufacturer’s quality control certificates.
2. The method of loading the geocomposite rolls, transporting them, and off-loading
them at the job site should not cause any damage to the geocomposite, its core,
nor its protective wrapping.
3. The protective wrapping shall be maintained during periods of shipping and
storage.
4. All rolls, where the protective wrapping is damaged or stripped from the rolls,
shall be moved to an enclosed facility until its repair can be made to the approval
of the CQA Consultant.

C. Storage at the Site

1. Handling of geocomposite rolls shall be done in a competent manner such that
damage does not occur to the geocomposite or to its protective wrapping.
2. The CONTRACTOR shall be responsible for the storage of the geocomposite on
site in an area that is well drained and remains dry during material storage, and
is protected from theft, vandalism, passage of vehicles, etc.
3. The rolls shall be stacked in such a way that cores are not crushed nor is the
geocomposite damaged.
4. Outdoor storage of rolls should not exceed manufacturer’s recommendations, or
longer than six months, whichever is less. For storage periods longer than six
months a temporary enclosure should be placed over the rolls, or they should be
moved within an enclosed facility.
5. Additionally, if any special handling of the geocomposite is required, it shall be so
marked on the top surface of the geocomposite.

PART 3 - EXECUTION

3.01 INSTALLATION

A. Install geocomposite as shown on the Contract Drawings.

3.02 PLACEMENT

A. The CONTRACTOR shall remove the protective wrappings from the geocomposite rolls
to be deployed only after the substrate layer, soil, or other geosynthetic have been
Technical Specifications 13302-6 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

documented and approved by the CQA Consultant. Items to be considered are the
following:
1. The installer shall take the necessary precautions to protect the underlying layers
upon which the geocomposite shall be placed. If the substrate is soil,
construction equipment can be used, provided that rutting is not created. If the
substrate is a geosynthetic material, deployment must be by hand, or by use of
low ground contact pressure all-terrain vehicles (ATVs).
2. During placement, care must be taken not to entrap sandbags, stones, moisture,
or other materials that could damage a geocomposite, cause clogging of drains
or filters, or hamper subsequent seaming.
3. On side slopes, the geocomposite shall be anchored at the top and then unrolled
to keep the geocomposite free of wrinkles and folds.
4. The geocomposite shall be positioned by hand after being unrolled, to be free of
wrinkles.
5. When the geocomposite is placed on another geosynthetic, trimming should be
performed using only an upward-cutting hook blade.
6. The geocomposite shall be weighted with sandbags, to provide resistance against
wind uplift.
7. A visual examination of the deployed geocomposite shall be carried out to ensure
that no potentially harmful objects are present, e.g., stones, sharp objects, small
tools, sandbags, etc.
8. After un-wrapping the geocomposite material from its protective cover, soil
backfilling or covering by another geosynthetic shall be done within the period
stipulated for the particular type of geotextile. Typical time frames for geotextile
are within 14 days for polypropylene and 28 days for polyester geotextile.

3.03 SEAMS AND OVERLAPS

A. The components of the geocomposite (i.e., geotextile-geonet-geotextile) will be
secured or seamed to the like component at overlaps.

B. Geonet Components

1. The geonet components shall be overlapped by at least 4 inches along the roll
length.
2. Adjoining geocomposite rolls (end to end) across the roll width should be shingled
down in the direction of the slope, with the geonet portion of the top overlapping
the geonet portion of the bottom geocomposite a minimum of 12 inches across
the roll width.
3. Overlaps shall be secured by tying. Tying shall be achieved by plastic fasteners, or
polymer braid. Tying devices shall be white or yellow for easy inspection. Metallic
devices shall not be used.
4. Tying shall be every 5 feet along the roll length, and every 12 inches along the roll
width.

C. Geotextile Components
Technical Specifications 13302-7 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

1. Seaming of geotextile layers shall be performed by either sewing or heat bonding.
The overlap shall be a minimum of four inches for each method.
2. Polymeric thread, with chemical resistance properties equal to or exceeding
those of the geocomposite component, shall be used for all sewing.

3.04 REPAIR

A. If the geonet is undamaged but the geotextile is damaged, then the Geosynthetic
Installer shall repair the damaged area as follows:
1. Remove damaged geotextile. Cut patch of new geotextile to provide minimum
12-inch overlap in all directions.
2. Thermally bond geotextile patch to existing geotextile.

B. All seams that have no geocomposite flaps available for sewing shall be thermally
bonded with patch that extends 12 inches beyond the edges of the panel.

C. Any holes or tears in the geocomposite material shall be repaired by first removing
the damaged portion of the geonet and placing a patch under the panel that extends
six inches beyond the edges of the hole or tear. The patch shall be secured by tying
fasteners through the patch, and through the panel. The patch shall then be secured
every six inches with approved tying devices. A geocomposite patch shall be heat-
sealed to the top of the geocomposite needing repair. If the hole or tear width across
the roll exceeds 50 percent of the width of the roll, then the entire damaged
geocomposite panel shall be removed and replaced.

3.05 PLACEMENT OF COVER MATERIALS

A. CONTRACTOR shall place all soil materials over geocomposite such that:
1. The geocomposite and underlying materials are not damaged;
2. Prevent slippage between the geocomposite layer and underlying layers; and
3. Tensile stresses are not produced in the geocomposite.

B. Equipment shall not be driven directly atop the geocomposite. Placement of the cover
material shall occur as soon as practical and shall proceed from the base of the slope
upwards. Unless otherwise specified by ENGINEER, all equipment operating on soil
material overlying the geocomposite shall be a D-5 class low Ground Pressure Dozer
or smaller. A minimum of 12 inches of material shall be placed over the
geocomposite prior to traffic from the low ground pressure vehicles. No traffic by
rubber-tired vehicles shall occur on the geocomposite without a combined thickness
of four feet above the geocomposite layer. Turning of all vehicles will be kept to a
minimum and the speed of all vehicles will be limited to less than 10 miles per hour.

C. Anchor trenches must be allowed to drain to prevent ponding and softening of the
soils while the trench is open. Anchor trenches shall be backfilled and compacted by
the CONTRACTOR. Care shall be taken when backfilling the trenches to prevent
damage to the geocomposite.

Technical Specifications 13302-8 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

3.06 PRODUCTION PROTECTION

A. CONTRACTOR shall use all means necessary to protect all prior work and all materials
and completed work of other Sections.

B. In the event of damage, CONTRACTOR shall immediately make all repairs and
replacements necessary, to the approval of the CQA Consultant and at no additional
cost to OWNER.

3.07 ACCEPTANCE

A. The CONTRACTOR shall retain all responsibility for the geocomposite in the landfill
cell or cap until acceptance by the OWNER.

B. The geocomposite shall be accepted by the OWNER when:
1. The installation is finished.
2. The OWNER and CONTRACTOR have signed a certificate of Substantial
Completion, and all conditions identified on the certificate have been met for the
OWNER to assume responsibility for the geocomposite.
Technical Specifications 13302-9 Labella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

Table 1 – Geocomposite
MANUFACTURING QUALITY CONTROL TEST FREQUENCY
CHARACTERISTICS TEST METHOD UNITS FREQUENCY MARV
Resin
POLYMER DENSITY
ASTM D1505 g/cm3 Once per Lot > 0.94
MELT FLOW INDEX ASTM D1238 g/10 min Once per Lot < 1.0
Geonet Tests
DENSITY
ASTM D1505 g/cm3 1 per 50,000 ft2 0.94
CARBON BLACK ASTM D1603 % 1 per 50,000 ft2 2 to 3
TENSILE STRENGTH, MD ASTM D5035 lbs/in2 1 per 50,000 ft2 50
Geotextile Tests
AOS
ASTM D4751 US sieve
(mm)
1 per 540,000 ft2 70
0.212
MASS PER UNIT AREA

ASTM D5261 oz/yd2 1 per 90,000 ft2 6.0
FLOW RATE ASTM D4491 gpm/ft2 1 per 540,000 ft2 110
GRAB TENSILE STRENGTH ASTM D4632 lb 1 per 90,000 ft2 170
PUNTURE STRENGTH ASTM D4833 lb 1 per 90,000 ft2 90
Geocomposite Tests
PLY ADHESION
ASTM D7005 lbs/in 1 per 50,000 ft2 1.0
TRANSMISSIVITY ASTM D4716 m2/sec 1 per 540,000 ft2 3.57 x 10-4 (a)

(a) Minimum value @ hydraulic gradient of 0.33 ft/ft for the cap (vertical loading of 300 psf)
with testing boundary condition of geosynthetic clay liner on bottom and soil cover on
top.
(b) Seating time 100 hours on first sample, then 24 hours on subsequent samples per
batch of material or as approved by the engineer.

END OF SECTION 13302

Technical Specifications 13315-1 LaBella Associates
OmniSource Industrial Landfill GCL June 2020
Kernersville, North Carolina

SECTION 13315
GEOSYNTHETIC CLAY LINER
(GCL)

PART 1 GENERAL
1.01 WORK INCLUDED
A. Furnishing and installing the geosynthetic clay liner for the landfill closure.
1.02 SUBMITTALS
A. The CONTRACTOR shall furnish prior to placement of the GCL:
1. Conceptual description of the proposed plan for placement of the GCL panels over
the area of installation.
2. GCL manufacturer's MQC Plan for documenting compliance to Paragraph 2.01 and
2.02 of this Section.
3. Manufacturer's recommended installation procedures.
B. At the ENGINEER’S request the CONTRACTOR shall furnish:
1. A representative sample of the GCL proposed for use on this project.
2. A project reference list for the GCL(s) consisting of the principal details of at least 10
projects totaling at least 10 million square feet in size.
C. Upon shipment, the CONTRACTOR shall furnish the GCL manufacturer’s Quality
Assurance/Quality Control (QA/QC) certifications that the materials supplied for the project
are in accordance with the requirements of this specification.
D. As installation proceeds, the CONTRACTOR shall submit certificates of subgrade
acceptance signed by the CONTRACTOR and CQA Consultant for each area covered by the
GCL.
1.03 QUALIFICATIONS
A. GCL Manufacturer must have produced at least 10 million square feet of GCL, with at
least 8 million square feet installed.
B. The GCL Installer must either have installed at least 1 million square feet of GCL, or must
provide to the ENGINEER satisfactory evidence through similar experience in the installation of

Technical Specifications 13315-2 LaBella Associates
OmniSource Industrial Landfill GCL June 2020
Kernersville, North Carolina

other types of geosynthetics that the GCL will be installed in a competent, professional
manner.

1.04 CONSTRUCTION QUALITY ASSURANCE (CQA)
A. Acceptance by the ENGINEER of the installed GCL shall be dependent on the Geosynthetic
CQA Consultant determining that all requirements of this Section (Section 13315) have
been met.
B. Field observations conducted by the CQA Consultant will be done at the OWNER’S expense.
C. ENGINEER will administer the CQA Program.
PART 2 PRODUCTS
2.01 MATERIALS
A. The GCLs shall consist of a layer of natural sodium bentonite clay encapsulated between
two non-woven geotextiles and shall comply with all of the criteria listed in this Section. Prior
to using an alternate GCL, the CONTRACTOR must furnish independent test results
demonstrating that the proposed alternate material meets all requirements of this
specification section. The CONTRACTOR must obtain prior approval of the alternative GCL
by the ENGINEER.
B. The reinforced GCL product shall be Bentomat DN, as manufactured by CETCO, 1350 West
Shure Drive, Arlington Heights, Illinois 60004 USA (847-392-5800); or an Engineer approved
equal.
C. The GCL(s) and their components shall have properties that meet or exceed CETCO’s
certified properties for Bentomat “DN” (reinforced GCL):
Bentomat “DN”
Material Property Test Method Test Frequency (ft2) Required Values
Bentonite Swell Index ASTM D 5890 1 per 50 tons 24 mL/2g min.
Bentonite Fluid Loss ASTM D 5891 1 per 50 tons 18 mL max.
Bentonite Mass/Area ASTM D 5993 40,000 ft2 0.75 lb./ft2 min.
GCL Grab Strength ASTM D 6768 200,000 ft2 50 lb./in. MARV
GCL Peel Strength ASTM D 6469 40,000 ft2 3.0 lbs. min.
GCL Index Flux ASTM D 5887 Weekly 1x10-8 m3/m2/sec
GCL Permeability ASTM D 5887 Weekly 5x10-9 cm/sec max.

Technical Specifications 13315-3 LaBella Associates
OmniSource Industrial Landfill GCL June 2020
Kernersville, North Carolina

GCL Hydrated Internal
Shear Strength(1) ASTM D 6243 Periodic 500 psf (24 kPa) typ @
200 psf
(1) Peak values measured at 200 psf normal stress for a specimen hydrated for 48 hours.

E. The acceptable dimensions of full-size GCL rolls shall be 150 feet in length and 15 feet in
width.
F. A 6-inch (150 mm) overlap guideline shall be imprinted on both edges of the upper
geotextile component of the GCL as a means for providing quality assurance of the overlap
dimension. Lines shall be printed in easily visible, permanent ink.
2.02 PRODUCT QUALITY DOCUMENTATION
A. GCL manufacturer shall provide the CONTRACTOR or other designated party with
manufacturing QA/QC certifications for each shipment of GCL. The certifications shall be
signed by a responsible party employed by the GCL manufacturer and shall include:
1. Manufacturer's certification for the bentonite clay used in GCL production,
demonstrating compliance with the parameters swell index, fluid loss and bentonite
mass/area shown in CETCO’s current Technical Data Sheets TR404bm and/or
TR404cm.

Property

Test

Standard

Unit

Value
Swell index

ASTM D5890

Minimum

mL/2g

24
Fluid loss

ASTM D5891

Minimum

ml

18
Bentonite
mass/ Area

ASTM D5993

Minimum Lb./ft2

0.75
2. GCL lot and roll numbers supplied for the project (with corresponding shipping
information).

2.03 PRODUCT LABELING
A. Prior to shipment, the GCL manufacturer shall label each roll, identifying:
1. Product identification information (manufacturer's name and address, brand
name, product code).
2. Lot number and roll number.
3. Roll length, width, and weight.

Technical Specifications 13315-4 LaBella Associates
OmniSource Industrial Landfill GCL June 2020
Kernersville, North Carolina

2.04 PACKAGING
A. The GCL shall be wound around a rigid core having a diameter sufficient to facilitate
handling. The core should be sufficiently strong to prevent collapse during transit.
B. All rolls shall be labeled and bagged in packaging that is resistant to photo degradation by
UV light.
2.05 ACCESSORY BENTONITE
A. The granular bentonite or bentonite sealing compound used for seaming, penetration
sealing and repairs shall be made from the same natural sodium bentonite as used in the
GCL and shall be as recommended by the GCL manufacturer.

PART 3 EXECUTION
The work shall be executed according to manufacturer’s specifications which shall be provided to engineer
under provisions of Part 1 of this Section.
3.01 SHIPPING AND HANDLING
A. Handling and storage of the GCL are the responsibility of the CONTRACTOR.
B. A visual inspection of each roll shall be made during unloading to identify if any packaging has
been damaged. Rolls with damaged packaging should be marked and set aside for further
inspection. The packaging should be repaired prior to being placed in storage.
C. The party responsible for unloading the GCL should contact the manufacturer prior to
shipment to ascertain the appropriateness of proposed unloading methods and equipment.
3.02 STORAGE
A. Storage of the GCL rolls is the responsibility of the CONTRACTOR. Select a storage area at
the job site that is away from high traffic areas and is level, dry, and well-drained.
B. Store rolls in a manner that prevents sliding or rolling from the stacks. Stack rolls at a
height no higher than the lifting apparatus can be safely operated (typically no higher than
four).
C. Cover all stored GCL materials and the accessory bentonite with a plastic sheet or tarpaulin
until their installation.
D. Preserve the integrity and legibility of the labels during storage.
3.03 EARTHWORK

Technical Specifications 13315-5 LaBella Associates
OmniSource Industrial Landfill GCL June 2020
Kernersville, North Carolina

Earthwork shall comply with Section 02200.
A. Earthen surface upon which the GCL is to be installed shall be prepared and compacted in
accordance with the project specifications and drawings. The surface shall be smooth, firm,
unyielding, and free of vegetation, construction debris, wood, rocks, void spaces, ice, abrupt
elevation changes, standing water, cracks larger than one-quarter inch in width, and any other
matter that could damage the GCL.
B. Subgrade surfaces consisting of granular soils or gravel may not be acceptable due to their
large void fraction and puncture potential. Subgrade soils should possess a particle size
distribution such that at least 80 percent of the soil is finer than a #60 sieve (0.2 mm), or as
approved by the ENGINEER.
C. Immediately prior to GCL deployment, grade the subgrade to fill in all voids and cracks, and
then smooth-roll to provide the best practical surface for the GCL. At the completion of this
activity, no wheel ruts, footprints or other surface irregularities shall exist in the subgrade.
All protrusions extending more than one-half inch from the surface shall be removed, crushed
or pushed into the surface with a smooth-drum compactor.
D. The Installer shall certify acceptance of the subgrade before GCL placement.
E. It shall be the Installer's responsibility thereafter to indicate to the ENGINEER any change
in condition of the subgrade to be out of compliance with any of the requirements of this
Section.
F. At a minimum, the level of compaction should be such that no rutting is caused by
installation equipment or other construction vehicles which traffic the area of deployment.
3.04 GCL PLACEMENT
A. Deliver GCL rolls to the working area of the site in their original packaging. Prior to
deployment, carefully remove the packaging without damaging the GCL. The orientation of
the GCL shall be in accordance with the manufacturer's recommendations.
B. Equipment that could damage the GCL shall not be allowed to travel directly on the GCL. If
the installation equipment causes rutting of the subgrade, the subgrade must be restored to
its originally accepted condition before GCL placement continues.
C. Care shall be taken to minimize the extent to which the GCL is dragged across the subgrade in
order to avoid damage to the bottom surface of the GCL. A temporary slip sheet or rub sheet
may be used to reduce friction damage during placement.
D. The GCL shall be placed so that seams are parallel to the direction of the slope. Seams
should be located at least 3 feet from the toe of slopes steeper than 4H:1V.
E. All GCL panels should lie flat on the underlying surface, with no wrinkles or folds.

Technical Specifications 13315-6 LaBella Associates
OmniSource Industrial Landfill GCL June 2020
Kernersville, North Carolina

F. Only as much GCL shall be deployed as can be covered at the end of the working day with
geocomposite and soil, or a temporary waterproof tarpaulin. The GCL shall not be left
uncovered overnight. If the GCL is hydrated when no confining stress is present, it may be
necessary to remove and replace the hydrated material. The project ENGINEER, CQA
Consultant, or GCL supplier should be consulted for specific guidance if premature hydration
occurs.
3.05 ANCHORAGE
A. At the top of sloped areas of the job site and on benches on slopes, an anchor trench
for the GCL shall be excavated in accordance with the project Drawings. The trench
shall be excavated and approved by the CQA Consultant prior to GCL placement. No
loose soil shall be allowed at the bottom of the trench, and no sharp corners or
protrusions shall exist anywhere within the trench.
3.06 SEAMING
A. The GCL seams are constructed by overlapping their adjacent edges. Care should be taken
to ensure that the overlap zone is not contaminated with loose soil or other debris.
Supplemental bentonite is required in accordance with paragraph 3.06.D if the GCL has
one or more non-woven needle punched geotextiles.
B. The minimum dimension of the longitudinal overlap shall be 6 inches. End-of-roll overlapped
seams should be similarly constructed, but the minimum overlap shall measure 24 inches.
C. Seams at the ends of the panels should be constructed such that they are shingled in the
direction of the grade to prevent runoff from entering the overlap zone.
D. For all GCL products other than Bentomat DN, bentonite-enhanced seams shall be
constructed between the overlapping adjacent panels described above (Bentomat DN
does not require supplemental bentonite). The underlying edge of the longitudinal overlap
shall be exposed and a continuous bead of granular sodium bentonite applied along a
zone defined by the edge of the underlying panel and the 6-inch line. For all GCL products,
including Bentomat DN, a similar bead of granular sodium bentonite shall be applied at
the end-of-roll overlap. The bentonite shall be applied at a minimum application rate of
one quarter pound per linear foot.
3.07 DETAIL WORK
A. The GCL shall be sealed around penetrations and embedded structures in accordance
with the project drawings.
B. Cut GCL using a sharp utility knife.
3.08 DAMAGE REPAIR

Technical Specifications 13315-7 LaBella Associates
OmniSource Industrial Landfill GCL June 2020
Kernersville, North Carolina

A. Repair GCL damaged during installation. Cut a patch to fit over the damaged area. The patch
shall be cut to overlap 12 inches around all of the damaged area. Dry bentonite or bentonite
mastic should be applied around the damaged area at a rate of .25 pounds per linear
foot, or as specified by manufacturer, prior to placement of the patch. It may be desirable
to use an adhesive to affix the patch in place to prevent displaced during cover placement.
3.09 RECORDS AND QUALITY ASSURANCE
A. The installation of the GCL will be monitored by a CQA Consultant provided by the OWNER. The
purpose of CQA activities is to document the installation of the GCL. Refer to the CQA Plan.
The following records shall be kept:
Roll Placement Checklist
General Photographic Record of installation
Record Drawing indicating work progress each day of installation
B. Do not cover GCL until all repairs have been properly logged.

END OF SECTION 13315
Technical Specifications 13400-1 LaBella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina
SECTION 13400

INTERFACE FRICTION AND SOIL STRENGTH TESTING

PART 1 GENERAL

1.01 REQUIREMENTS INCLUDE

A. Provide personnel, equipment and materials to test materials proposed for use in
constructing the facility to ensure the proposed materials are in accordance with applicable
design parameters. The cost of all tests required under this Section shall be the
responsibility of the CONTRACTOR.

1.02 REFERENCES

A. American Society for Testing and Materials (ASTM )

1. D5321-92 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method.
2. D6243 Standard Test Method for Determining the Internal and Interface Shear Strength
of Geosynthetic Clay Liner by the Direct Shear Method.
3. D3080-98 Standard Test Method Direct Shear Test of Soils Under Consolidated Drained
Conditions.

1.03 TESTING LABORARTORY

A. The testing laboratory shall be accredited to conduct ASTM D5321 and D6243 in
accordance with the Geosynthetic Accreditation Institute Laboratory Accreditation Program
(GAI – LAP) at the time of testing. Verification of the accreditation shall be provided to the
ENGINEER prior to testing.

PART 2 PRODUCTS

2.01 TEST SAMPLES

A. Soil Materials - Soils used for interface friction and/or soil strength testing shall be
representative of those that will be used for construction. If a variation is anticipated in soil
characteristics that cannot be appropriately modeled as a composite sample, individual
samples of each specific soil material shall be obtained. Obtain a minimum of 75 lbs of
each soil for each test.

B. Geosynthetic Materials - Geosynthetics used for interface friction testing shall be
representative of those that will be used for construction. Samples shall be obtained from
Technical Specifications 13400-2 LaBella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina
same manufacturer and preferably off of the same rolls anticipated for use in the
construction. Obtain a minimum of four samples of each geosynthetic for each test. Take
the longest dimension of the samples in the machine direction of the geosynthetic roll.

PART 3 EXECUTION

3.01 SAMPLE PREPARATION
A. Samples to be used for interface friction and soil strength testing shall be collected,
transported, stored, and prepared in accordance with all applicable ASTM standards.

B. Prior to shear testing, all soil samples shall undergo index testing in accordance with the
following:

TEST NAME TEST METHOD
Moisture/density relationship ASTM D698
Atterberg Limits ASTM D4318
Gradation and Hydrometer Analyses ASTM D6913 and D7928
USCS Classification ASTM D2487

C. Prepare samples to appropriately model anticipated field conditions of moisture content and
density at which the samples are to be tested.

3.02 LOADING

A. Testing for each interface shall include a minimum of three (3) points corresponding to three
(3) compressive loadings. The loadings shall be as specified for each in paragraph 3.03.A
below.

3.03 REQUIRED TESTING

A. The following tests are required for this project. Testing frequency shall be once per material.
Additional testing may be required by the ENGINEER based on material variability and
unanticipated conditions.

1. FINAL COVER SYSTEM (ASTM D5321 and/or ASTM D6243)

a. Intermediate Cover soil vs. Geosynthetic clay liner (GCL) with high end of moisture
range and proper compaction. Normal loads: 200 psf, 500 psf, and 1000 psf. And
a shear rate of 0.04 in/min.

b. Geocomposite vs. Geosynthetic clay liner (GCL). Normal loads: 200 psf, 500 psf,
and 1000 psf. And a shear rate of 0.04 in/min.

c. Geocomposite vs. Soil Cover with high end of moisture range and proper
compaction. Normal loads: 200 psf, 500 psf, and 1000 psf. And a shear rate of
0.04 in/min.
Technical Specifications 13400-3 LaBella Associates
OmniSource Industrial Landfill June 2020
Kernersville, North Carolina

2. Direct Shear Test of Soils Under Consolidated Drained Conditions (ASTM D3080).
Intermediate and cover soils (One test if same material for both layers). Normal loads:
200 psf, 500 psf, and 1000 psf. Shear rate of 0.04 in/min.

3.04 MATERIAL REQUIREMENTS

A. The peak interface friction angle shall be greater than 26.5 degrees for each interface to be
considered as having acceptable friction characteristics unless otherwise allowed by the
ENGINEER. The in-place density of the final cover system soils as determined by ASTM
D2937 and ASTM D6938 shall be greater than 95 pounds per cubic foot and less than 135
pounds per cubic foot.

3.05 TEST RESULTS

A. All test results shall be submitted to the ENGINEER prior to the delivery of the materials to
the project.

B. Test reports shall conform to all reporting requirements of ASTM D5321, including, but not
limited to: data and results for peak and large-displacement friction angles, a plot of the
failure envelopes showing friction angles and adhesion values, and notification of any
departure from the test procedures of ASTM D5321.

C. The ENGINEER shall review the test data for conformance with the specifications.

D. The ENGINEER will either accept the test results or require additional testing. The ENGINEER
may request up to 5 points per test to define a material property.

E. Acceptance by the ENGINEER shall not relieve the CONTRACTOR from the responsibility of
providing material and constructing it in such a way that the required frictional
characteristics are obtained.

END OF SECTION 13400

DRAWINGS
OMNISOURCE SOUTHEAST
PERMIT 34-20
PERMIT RENEWAL
KERNERSVILLE, NORTH CAROLINA
MAY 2014
(REVISED JUNE 2020)
VICINITY MAP
SHEET SITE PLAN
OWNER INFORMATION
PREPARED FOR:OMNISOURCE SOUTHEAST

ADDRESS:2233 WAL-PAT ROAD
SMITHFIELD, NC 27577
CONTACT: JAMES WINEGAR

PHONE: [phone]
PROPERTY INFORMATION
LOCATION:KERNERSVILLE, NORTH CAROLINA

PERMIT ID:34-20
DRAWING INDEX
APPROXIMATE
LOCATION OF
FACILITY
CP-T
CP-L
CP-01
CP-02
CP-03
CP-03A
CP-04
SCALE: 1"=2,000 '
FORSYTH COUNTY
COUNTY LOCATION MAP
NORTH CAROLINA
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2020 LaBella Associates
labellapc.com
Revisions
NO:DATE:DESCRIPTION:
1 3/5/2020 REVISED PER DEQ COMMENTS
2 06/22/2020 REVISED PER DEQ COMMENTS
CP-T
TITLE SHEET
KERNERSVILLE SITE
KERNERSVILLE , NORTH CAROLINA
2191186.02
PERMIT RENEWAL
FEBRUARY 14, 2020
L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\C-T TITLE SHEET 2019.dwg Layout=Layout1RH/MH
LBB
OMNISOURCE SOUTHEAST
THIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEW
COMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLY PREPARED
BY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQ REVIEW COMMENTS
MARCH 2015, SEPTEMBER 2017, JULY 2018 AND MARCH 2020.
TITLE SHEET
LEGEND AND GENERAL NOTES
EXISTING CONDITIONS
FINAL GRADING AND EROSION CONTROL PLAN
PROJECT DETAILS
PROJECT DETAILS
PROFILES A-A AND B-B
400 S. TRYON STREET
CHARLOTTE, NC 28285
PHONE: [phone]
GROUNDWATER MONITORING WELL
OBSERVATION WELL
NES WELL
PERFORMANCE WELL
SENTINEL WELL
EXTRACTION WELL
WETLANDS PIEZOMETER
PIEZOMETER
LANDFILL GAS PROBE
LFG EXTRACTION WELL WITH PUMP
LFG EXTRACTION WELL
SURFACE WATER MONITORING POINT
LEACHATE MONITORING POINT
BORE HOLE LOCATION
CORING LOCATION
SOIL SAMPLING LOCATION
TEST PIT LOCATION
BENCHMARK
SPRINGHEAD LOCATION
WELL LOCATION
CONTROL POINT
SYMBOLS
PROPERTY LINE / FACILITY BOUNDARY
EASEMENT
FENCE LINE
xxCONVENTIONAL SYMBOLS AND GENERAL NOTES
UTILITY POLE
HYDRANT
LIGHT POLE
TANK (SIZE VARIES)
TRANSFORMER
MANHOLE
CLEANOUT
OVERHEAD ELECTRIC
UNDERGROUND ELECTRIC
OVERHEAD TELEPHONE
UNDERGROUND TELEPHONE
FORCEMAIN
DUAL CONTAINED LEACHATE FORCEMAIN
SANITARY SEWER
PROCESS SEWER
LANDFILL GAS
RAILROAD
GUARDRAIL
NATURAL GAS
SOLID PIPE (TYPE NOTED)
PERFORATED PIPE (TYPE NOTED)
POTABLE WATER
RESOURCE PROTECTION AREA
RIGHT OF WAY
M
UGT UGT
DCFM DCFM
UGE UGE
PAVED ROAD
GRAVEL/DIRT ROAD
WASTE MANAGEMENT BOUNDARY
TREE LINE
SILT FENCE
EROSION AND SEDIMENT CONTROL FEATURES
SF
MAJOR TOPOGRAPHIC CONTOUR
MINOR TOPOGRAPHIC CONTOUR
GROUNDWATER SURFACE CONTOUR
(FT ABOVE MEAN SEA LEVEL)
SPOT ELEVATION
BEDROCK SURFACE CONTOUR
(FT ABOVE MEAN SEA LEVEL)
100 100
80
70
GENERAL NOTES:
1.EXISTING TOPOGRAPHIC DATA SHOWN WITHIN THE MAPPING LIMITS, ARE FROM A
GROUND SURVEY OF THE NORTH SLOPE AND ACCESS ROAD, DATED DECEMBER, 2019
MERGED WITH A DRONE SURVEY OF THE REMAINING AREA DATED NOVEMBER, 2019.
BOTH SURVEYS PROVIDED BY OMNISOURCE, INC.
2.TOPOGRAPHIC CONTOUR INTERVAL = 2 FOOT, UNLESS INDICATED OTHERWISE.
3.THE CONTRACTOR IS REQUIRED TO PROTECT STRUCTURES AND APPURTENANCES
INCLUDING BUT NOT NECESSARILY LIMITED TO WELLS, DRAINAGE STRUCTURES,
PROPERTY CORNERS, ETC. THE CONTRACTOR WILL BE REQUIRED TO REPAIR ANY
DAMAGES AT NO EXPENSE TO THE OWNER.
CULVERT (SIZE NOTED)
V-3VALVE LOCATION & IDENTIFICATION
CONDENSATE TRAP WITHOUT PUMP
LIMITS OF WASTE
STORMWATER PIPE OUTLET PROTECTION
LEACHATE COLLECTION TRENCH LCT LCT
SCC-1
DIVERSION BERM
STORM WATER CONVEYANCE CHANNEL
IP INLET PROTECTION
PS PERMANENT SEEDING
TEMPORARY SLOPE DRAINTSD-1
OP OUTLET PROTECTION
B
?SECTION CALL-OUT
ST-1 SEDIMENT TRAP
CT-1
CONDENSATE TRAP WITH PUMP CT/P-1
PASSIVE LFG VENT
SURVEY TIE LINE
SURFACE WATER
APPROXIMATE 100 YEAR FLOODPLAIN
LANDFILL GAS CONDENSATE
B-X
CIP CULVERT INLET PROTECTION
SB-1 SEDIMENT BASIN
CD ROCK CHECK DAM
CONSTRUCTION ENTRANCECE
BM
EXISTING PROPOSED
V-3
CT-1
CT/P-1
LINES
EXISTING PROPOSED
xxUGT UGT
DCFM DCFM
UGE UGE
LCT LCT
CELL LIMITS
SSSS
FM
NAMESYMBOL
WATER METER
VALVE
PIPE FITTINGS
WM WM
14.70 14.70
CO CO
SIGN
M
TP-X
DEMOLITION
PLAN-VIEW HATCHING
EXISTING PROPOSED
ASPHALT PAVEMENT
GRAVEL
CONCRETE
WETLANDS
APPROXIMATE GROUNDWATER FLOW PATHWAY
USED TO CALCULATE HYDRAULIC GRADIENT
PZ-X
PZ-X
GP-X
MW-X
MW-OW-X
MW-PW-X
MW-X
NES-OW-X
MW-OW-X
NES-OW-X
MW-PW-X
MW-X MW-X
EW-X EW-X
GV-X
SMP-X
LMP-X
GV-X
GW-X GW-X
C-X
CP
SS-X
S-X
W
PZ-X
PZ-X
GP-X
GWP-X GWP-X
SMP-X
LMP-X
BH-X
C-X
SS-X
R/WR/W
GW
BR
GENERAL EROSION AND SEDIMENT CONTROL NOTES:
1.UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL
PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND
SPECIFICATIONS OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL HANDBOOK.
2.A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL
TIMES.
3.ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
4.THE OWNER SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH
RUNOFF-PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE
EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2020 LaBella Associates
labellapc.com
Revisions
NO:DATE:DESCRIPTION:
2 6/22/2020 REVISED PER DEQ COMMENTS
CP-L
LEGEND AND GENERAL NOTES
KERNERSVILLE SITE
KERNERSVILLE , NORTH CAROLINA
2191186.02
PERMIT RENEWAL
FEBRUARY 14, 2020
L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-L LEGEND AND NOTES.dwg Layout=Layout1RH
LBB
OMNISOURCE SOUTHEAST
400 S. TRYON STREET
CHARLOTTE, NC 28285
PHONE: [phone]
THIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEW
COMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLY PREPARED
BY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQ REVIEW COMMENTS
MARCH 2015, SEPTEMBER 2017, JULY 2018 AND MARCH 2020.
MW-12PROPERTY LINEOFFICEEXISTING SEDIMENT /DETENTION PONDEXISTING SEDIMENT /DETENTION POND980 970 960960940 970960950940930920850870890910980990980 970960980
970950
9108908
8
0
950
850870880850
880
900
950
970
LIMITS OF DECEMBER 2019GROUND SURVEYLANDFILLAPPROXIMATE PROPERTY LINEMW-13MW-14MW-12MW-1RLANDFILL0(FEET)GRAPHIC SCALE20010050OVERALL PROPERTY MAP0(FEET)GRAPHIC SCALE600300150DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2020 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:26/22/2020REVISED PER DEQ COMMENTSCP-01EXISTING CONDITIONSKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-01 EXISTING CONDITIONS.dwg Layout=Layout1
RHLBBOMNISOURCE SOUTHEAST400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]THIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEWCOMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLY PREPAREDBY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQ REVIEW COMMENTSMARCH 2015, SEPTEMBER 2017, JULY 2018 AND MARCH 2020.
MW-123:1
ONE CURTAIN BOOM TO BEINSTALLED IN EXISTING POND AND ANYFLUFF ACCUMULATION IS TO BE CLEANEDOUT AS NECESSARY TO ENSURE SEDIMENTBASIN IS WORKING AS DESIGNED.FINAL COVERSEE DETAILACP-03EXISTING SEDIMENT /DETENTION PONDEXISTING SEDIMENT /DETENTION PONDSFSFSFSFSTORMWATER CONVEYANCE CHANNELPROPERTY LINEFINES STOCKPILE(UNDER COVER)2.5%ACP-03APROPOSED CULVERT C-1CONCRETE PADPROPOSED OUTLETPROTECTION TYPE I (TYP)PROPOSED INLETPROTECTION (TYP)PROPOSED OUTLETPROTECTION TYPE II (TYP)INLET PROTECTION(TYP)OP-1OP-2OP-3OP-4INLET PROTECTION(TYP)CCP-03ADCP-03ACCP-03ECP-03AFCP-03PROPOSED STORMWATER CONVEYANCE CHANNEL (TYP)SILT FENCEECP-03CCP-03APROPOSEDDIVERSIONBERM (TYP)BCP-03PROPOSED 18" HDPESLOPE DRAIN (TYP)DCP-03GEOCOMPOSITE OUTLETAT TOE OF SLOPE (TYP)BCP-03ABEGIN SCC-4BEGIN SCC-3BEGIN SCC-1BEGIN SCC-2SD-2
S
D
-
4
SD-3APPROXIMATE AREA OF SLOPE REPAIR(0.46 AC). ANY WASTE ENCOUNTERED WASRELOCATED BACK TO THE WORKING FACE.LIMITS OF WASTE AT TIME OF CLOSURE(LIMITS AS INDICATED TO BE FIELDVERIFIED PRIOR TO CONSTRUCTINGFINAL COVER)LIMITS OF WASTE AT TIME OF CLOSURE(LIMITS AS INDICATED TO BE FIELD VERIFIEDPRIOR TO CONSTRUCTING FINAL COVER)890910920940950980980970960950 920890
910890870850900880870
870
890
910930
880860900
850
870
860
880
890
900
910
920
930
940
950
960
970
980
990
10009809901000 990 970 950
990970950930910GEOCOMPOSITEOUTLET (TYP)SEE DETAILSF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF
S
F
S
F
SF
SF
SF
SF
SF
SF
SF
SF
SF
SF
SF
SF
SF
SFOP-6SD-6OP-5SD-50(FEET)GRAPHIC SCALE1206030NOTE:1. PROPOSED GRADES SHOWN WITHIN THE LIMITS OF WASTE REPRESENT BOTH THE TOP OF FINAL COVER AND THE LIMITS OF CLOSURE.2. EROSION AND SEDIMENT CONTROL FEATURES SHOWN ARE CONCEPTUAL. A COMPLETE EROSION AND SEDIMENT CONTROL PLAN WITH SUPPORTING CALCULATIONS WILL BE SUBMITTED TO THE LAND QUALITY SECTION UNDERSEPARATE COVER FOR APPROVAL.DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2020 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:206/22/20FINAL GRADING PLAN,DRAINAGE FEATURESREVISED PER DEQ COMMENTS AND REVISECP-02FINAL GRADING ANDEROSION CONTROL PLANKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-02 REVISED CLOSURE WITH BENCH.dwg Layout=Layout1
RH/MHLBBOMNISOURCE SOUTHEAST400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]THIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEWCOMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLY PREPAREDBY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQ REVIEW COMMENTSMARCH 2015, SEPTEMBER 2017, JULY 2018 AND MARCH 2020.
12" SOIL INTERMEDIATE COVERGEOCOMPOSITE (DRAINAGE LAYER)GEOSYNTHETIC CLAY LINERWASTE12" SOIL COVER(UNSPECIFIED PERMEABILITY)6" VEGETATIVE SUPPORTLAYERAFINAL COVERN.T.S.NOTES:1.INTERMEDIATE COVERSHALL BE CONSTRUCTEDAS PART OF THERECLAMATION PROCESSPRIOR TO CLOSURECONSTRUCTION.DSLOPE DRAIN DETAILN.T.S.SECTIONFLOWCREST OF
DIVERSION BERMPLAN PROFILEFLOWCENTERLINE
OF SWALE
21212'-0"SOIL COVERPIPE ANCHOR10'-0" MAX SPACINGFABRICATED18" CORRUGATED HDPE "T"VEGETATIVE SUPPORTLAYERSEESECTION6"x12"x8" CMU#4 COATED REBARVEGETATIVE SUPPORT LAYER6"6"TYPICAL PIPE COVER SECTION(AS NEEDED FOR MAINTENANCE ACCESS)SOIL COVERVEGETATIVE SUPPORT LAYER41416"NOTE: ALL SLOPE DRAIN PIPES TO BE 18" CORRUGATED HDPE.NOTES:1.INSTALL FILTER FABRIC BETWEEN RIPRAP AND SOILFOUNDATION.2.Lb = 3x DIAMETER OF PIPE OR FULL WIDTH OFRECEIVING CHANNEL (WHICHEVER IS LARGER).Lc
Lb LaTOE OF SLOPERIPRAPLaLcD50RIPRAPOUTLET IDAPRONTHICKNESS(T)OUTLET PROTECTION SCHEDULELbTRM, TYPE 1FILTER BLANKETT
PIPESECTION A-AAALaCDETAIL - TYPE IIOUTLET PROTECTIONN.T.S. OP-3 8.0' 4.5' 9.5' 6" 1.25' OP-1 8.0' 4.5' 9.5' 6" 1.25' OP-4 14.0' 4.5' 15.5' 6" 1.25'VARIES1FINAL GRADE122'12EROSION CONTROL MATTINGCOMPACTEDSOILBCONVEYANCE CHANNELSTORMWATER DIVERSION BERM ANDN.T.S.6'-0" MAX ON OPEN RUNS4'-0" MAX ON POOLING AREAS2'-0" MAX
24" MIN FILTER FABRIC8" MIN
EXISTINGGROUNDANCHOR FABRICINTO GROUND8" DOWN AND4" FORWARD ALONG TRENCHEXISTING GROUNDSEE NOTE 1FILTER FABRICEFENCE DETAILSILTN.T.S.ELEVATIONSECTIONNOTES:1.POSTS SHALL BE 1.33 LB/L.F. STEEL WITH MINLENGTH OF 5 FT.2.LOCATE SILT FENCE AS NEEDED AND AT ASUFFICIENT DISTANCE FROM PROPOSEDWORK ACTIVITIES SO THAT IT WILL NOTINTERFERE WITH THE WORK.4" MINBACKFILL TRENCH ANDCOMPACT THOROUGHLYPLASTIC ORWIRE TIESFLOWDIRECTIONFTYPICAL DETAILCONVEYANCE CHANNELN.T.S.d 1Sl1SrNOTES:1.TOTAL DEPTH IS TO TOP OF RIPRAP.2. FOR RIPRAP LINING, INSTALL 10oz FILTER FABRIC BENEATH RIPRAP STONE.TCHANNELSECTIONNO.CHANNELTYPEBOTTOMWIDTH (B)(FT)TOTALDEPTH (d)(FT)STORMWATER CHANNEL SCHEDULE - PROPOSEDSCC - 1CHANNELLINING(ALL CHANNELS)LANDFILLSIDESLOPE(Sl)OTHER SIDE SLOPE(Sr)SCC - 2SCC - 3SCC - 4TRIANGULAR0'-0"MATTING / VEGETATION332'-0"TRIANGULAR0'-0"332'-0"TRAPEZOIDAL2'-0"MATTING / VEGETATION332'-0"TRAPEZOIDAL2'-0"MATTING / VEGETATION332'-0"THICKNESS (T)D50=12" RIPRAP27"BDRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2020 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:26/22/2020REVISED PER DEQ COMMENTSCP-03PROJECT DETAILSKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-03 PROJECT DETAILS.dwg Layout=Layout1
RHLBBOMNISOURCE SOUTHEAST400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]THIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEWCOMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLY PREPAREDBY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQ REVIEW COMMENTSMARCH 2015, SEPTEMBER 2017, JULY 2018 AND MARCH 2020.
2% MIN.TYPICAL GEOCOMPOSITE OUTLET AT DIVERSION BERMN.T.S.1212COMPACTEDSOILOUTLETGEOCOMPOSITE AMINIMUM OF 24"ABOVE FLOW LINE2'A13NOTE:1. AT A MINIMUM, GEOCOMPOSITE TO OUTLET ASSHOWN EVERY 150 FEET OF SLOPEFINAL COVERSYSTEM SEEDETAILACP-03 WASTE2% MIN.B136" NCDOT #57STONE16 OZ GEOTEXTILE NONWOVEN5' MINTERMINATEGEOCOMPOSITE 2 FTBEFORE TOE OF SLOPEFINAL COVERSYSTEM SEEDETAILACP-03SUBGRADEGEOCOMPOSITE OUTLET AT TOE OF SLOPEN.T.S.10"11EROSION CONTROLMATTING2PLANPROFILE3'-0"1'-0"3'-0"FLOWFILTER BERMNC DOT #5 OR # 57WASHED STONECLASS BRIPRAP HEADWALLFLOWFLOWFLOWFLOWFILTER BERMNC DOT #5 OR # 57WASHED STONECLASS B RIPRAPFLOWRIPRAP HEADWALL1' MIN. HEIGHT FROMROAD SHOULDERNATURAL GROUNDCULVERT(36" MAX)CDETAIL - TYPE IINLET PROTECTIONN.T.S.10oz FILTER FABRICECULVERT SECTIONTYPICALN.T.S.MIN PIPEDIAMETERSTORMWATERCONVEYANCE CHANNELCULVERTNO.DIAMETER /TYPE(D)PIPE SCHEDULEC-1LENGTH(L)DL ACCESS ROADINV.ININV.OUT18" 83' 964 960CLASS III RCPGROUTEDRIPRAP LININGDOP- 2DETAIL - TYPE IOUTLET PROTECTIONN.T.S.9'-0" MIN5'-0" MINSEE SCC SCHEDULE(SHEET CP-03) FOR DITCHMEASUREMENTS45° ELBOW,MIN 2'-0" COMPACTED SOILAROUND PIPE AT ELBOWFOR ANCHORING PURPOSES10oz FILTER FABRICGROUTED RIPRAPD50=6"9" MIN4'-0" MIN AT1% SLOPEOR LESSSECTIONPLANSEE SECTION1'-0"6"
VEGETAT
IVE
SUPPORTLAYER12"

SO
IL
COVER
(UNSPEC
IF
IEDPERMEABIL
ITY
)GEOSYNTHETICS10"FANCHOR TRENCH AT TOP OF 3:1 SLOPEN.T.S.DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2020 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:1 3/5/2020 REVISED PER DEQ COMMENTS2 06/22/2020 REVISED PER DEQ COMMENTSCP-03APROJECT DETAILSKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-03A PROJECT DETAILS.dwg Layout=Layout1
RH/MHLBBOMNISOURCE SOUTHEAST400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]
EXISTING SEDIMENT /DETENTION PONDEXISTING SEDIMENT /DETENTION POND0+001+002+003+004+005+006+007+008+009+0010+0011+0011+400+001+002+003+004+005+006+007+008+009+0010+0011+00ACP-04ACP-04BCP-04 BCP-049808908809008808508509108808908609709709709509609209409009808808601000
PROFILE A-A840850860870880890900910920930940950960970980990100084085086087088089090091092093094095096097098099010001+002+003+004+005+006+007+008+009+0010+0011+00PROFILE B-B860870880890900910920930940950960970980990100086087088089090091092093094095096097098099010001+002+003+004+005+006+007+008+009+0010+00FINAL GRADEEXISTING GROUNDDATED NOVEMBER /DECEMBER 2019ASSUMED BASE GRADETAKEN FROM BELEWS CREEKUSGS QUADRANGLE DATED 19693:13:1ASSUMED BASE GRADETAKEN FROM BELEWS CREEKUSGS QUADRANGLE DATED 1969FINAL GRADESEASONAL HIGH GROUNDWATERSEASONAL HIGH GROUNDWATEREXISTING GROUNDDATED NOVEMBER /DECEMBER 20193:1BENCH3:13:1BENCH3
:
1 PROFILE PLAN VIEWSCALE: 1"=200'0(FEET)GRAPHIC SCALE0(FEET)VERTICALEXAGGERATION =30601201530602:10(FEET)GRAPHIC SCALE0(FEET)VERTICALEXAGGERATION =30601201530602:1DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2019 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:206/22/2020REVISED PER DEQ COMMENTSCP-04PROFILES A-A AND B-BKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-04 CROSS SECTIONS WITH BENCH.dwg Layout=Layout1
RH/MHLBBOMNISOURCE SOUTHEAST400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]THIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEWCOMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLY PREPAREDBY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQ REVIEW COMMENTSMARCH 2015, SEPTEMBER 2017, JULY 2018 AND MARCH 2020.