3420_Omnisource_Kernersville_Closure_Plan_RTC_FID1449986_20200824

August 24, 2020
Mr. Ming-Tai Chao, P.E.
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 Ming-Tai:
On behalf of OmniSource Southeast, LLC, LaBella Associates (LaBella) is pleased to submit
responses to the comments received from DEQ July 31, 2020 on the Closure Plan submittal to DEQ
on June 23, 2020. Responses to comments are shown in bold text.
1.The Solid Waste Section understands from your email of July 24, 2020 that OmniSource
most likely cannot meet a deadline of December 1, 2020 for complete installation of closure
cap. We accept your alternate proposal of completing grading and intermediate cover
installation by the end of the year, with the GCL installation beginning late November or early
December. The Section understands that this schedule may require adjustment based on
construction delays due weather. You should keep the section apprised of such changes.
CQA documentation should follow completed construction by 1 month. Incremental
submittals are allowed.
Acknowledged.
2.Per Rule 15A NCAC 13B .0202(a), the Closure and Post-Closure Plan including Specifications
for the landfill shall be prepared by a professional engineer and bear an imprint of the
registration seal of the engineer in accordance with N.C.G.S. Chapter 89E. Firm licensure is
required in addition to the individual professional’s license.
The Closure Plan cover page and narrative is being provided with this submittal to address
the PE stamp requirement for the Closure and Post-Closure Plan and its attachments. Please
note that no comments were received on the Closure Plan narrative in the July 31, 2020
email from DEQ. The firm license number is shown on the Closure Plan cover page.
3.Post-Closure Cost-Estimate -the cost item Security System Maintenance. Check estimate for
annual costs of trip and adjust as necessary.
The annual cost for Security System Maintenance visit has been updated in the Post-Closure
Cost-Estimate attached.
4.Slope stability analysis. Please add the veneer slope stability analysis dated September 30,
2019 (appended in March 2020 Closure Plan), including profiles, detailed calculations,

2
assumptions, and references, to the final Closure Plan. The critical interface angles below,
between, and above the geosynthetic materials- GCL and geocomposite drainage material
must be determined and specified in the CQA Plan and Technical Specifications.

The veneer slope stability analysis dated September 30, 2019 (appended in March 2020
Closure Plan) have been included in this submittal as requested for reference only as no
comments were received on these documents after the March 2020 submittal. The critical
interface friction angle and interface pairs to be tested have been previously included in
Section 13400 of the specifications. This is a contractor activity, not CQA, therefore it is not
included in the CQA Plan.

5. The copy of the approved Erosion and Sediment Control Plan including design parameters,
assumptions, and detailed calculations and the associated permits issued by NC Land
Quality Section shall be appended to the final Closure Plan.

Acknowledged. Assuming the Closure Plan will be approved prior to Land Quality’s approval
of the Erosion and Sediment Control Plan, a copy of the approved plan will be furnished to
the Solid Waste Section upon receipt from Land Quality.

6. (CQA Plan, Section 1.3.7) Add information regarding geocomposite drainage material used in
final cover system.

Geocomposite has been added to this section of the CQA Plan.

7. (Specification Section 13315)

a. Specify thickness confirmation of the subgrade/intermediate soil cover layer in Part 3.03
(refer to Section 2.1.4 of the Closure Plan).
b. Specify repair method(s) for test holes, if they are applied for thickness confirmation.

Intermediate cover/GCL subgrade thickness verification and repair requirements are
included in this Section (Part 3.03.G.).
Part 3.05 of this Section has been revised to reference the project Drawings for installation
of the anchor trench. Revised Drawing CP-02 showing anchor trench locations is attached
with this submittal.

Respectfully submitted,

LaBella Associates

Michael Hofmeiser
Staff Consultant

3
cc. James Winegar, Omnisource, LLC
Sherri Stanley, NCDEQ
Attachments:
Closure Plan
Revised Post-Closure Financial Assurance Estimate
Veneer Slope Stability Calculations (from March 2020 submittal)
Revised CQA Plan
Revised Specification 13315 (GCL)
Revised Drawing CP-02

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, 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

OPINION OF PROBABLE POST-CLOSURE COSTS - Rev. August 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 1 $400 $400
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 $28,623
WELL MAINTENANCE
Groundwater Wells each 4 $50 $200
CAP REPAIR acre 0.25 $10,880 $2,720
TOTAL OF ABOVE ITEMS $38,743
ENGINEERING --5%$1,937
CONTINGENCY --5%$1,937
TOTAL ANNUAL POST-CLOSURE COST (IN 2015 DOLLARS)$42,617
TOTAL ANNUAL POST-CLOSURE COST (IN 2016 DOLLARS)2016 inflation multiplier- 1.01 $43,043
TOTAL ANNUAL POST-CLOSURE COST (IN 2017 DOLLARS)2017 inflation multiplier- 1.013 $43,603
TOTAL ANNUAL POST-CLOSURE COST (IN 2018 DOLLARS)2018 inflation multiplier- 1.018 $44,388
TOTAL ANNUAL POST-CLOSURE COST (IN 2019 DOLLARS)2019 inflation multiplier- 1.022 $45,365
TOTAL 30-YR POST-CLOSURE COST (IN 2020 DOLLARS)2020 inflation multiplier- 1.017 $1,384,086
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

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 1 of 12

DETERMINATION OF STATIC, SEISMIC, AND LOW NORMAL LOAD INTERFACE
STRENGTH FOR THE FINAL COVER SYSTEM

OBJECTIVE

Calculate the shear strength that will provide an unsaturated veneer slope stability,
static and seismic, with respect to the geocomposite drainage layer / soil protective
cover layer failing along the final cover 3H:1V sideslopes. The calculation will also
consider the presence of moving equipment placing and spreading protective cover
material across the sideslope.

METHODOLOGY

The analytical method used to calculate the veneer slope stability FS is taken from a
report prepared by the Geosynthetic Research Institute (GRI), Drexel University:

1) “Cover Soil Slope Stability Involving Geosynthetic Interfaces”, (GRI REPORT #18), by
Te-Yang Soong and Robert M. Koerner, December 9, 1996 and

2) GRI Report #18 is used to consider the presence of equipment on top of the
protective cover layer and provides a FS based on the most critical interface shear
strength of final cover components. The spreadsheet calculates a FS by dividing the
protective cover material along the 3H:1V sideslope into two blocks:

1) an active wedge of protective cover material along the length of the sideslope; and
2) a passive wedge of protective cover material at the toe of the sideslope.

A freebody diagram is then drawn identifying the forces on each wedge and static
equilibrium equations are resolved in terms of vertical and horizontal components.
Expressions are derived that quantify the magnitude of both the passive and active
interwedge forces. Subsequently, the interwedge force equations are set equal to each
other and are arranged in the form of a quadratic equation that can be solved to
calculate a FS.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 2 of 12

This calculation analyzes the longest length of the 3H:1V final cover sideslope between
benches. Figure 1 illustrates the proposed geometry of the final cover sideslope and
the freebody of the forces acting along the sideslope.
Figure 1, Slope Geometry & Free Body Diagram

Slope Dimensions
Maximum Length of Sideslope
(along the length of the geosynthetics)
350 feet

Sideslope Orientation 3H:1V or 18.4 degrees

This veneer slope stability FS calculation is prepared proposing the following
assumptions:

 The presence of moving equipment (dynamic loading) along the 3H:1V protective
cover sideslope is analyzed within GRI Report #18.
 The shear strength component of adhesion developed between geosynthetic
material layers is ignored.
 Tensile strength of the geosynthetic materials contributing to the veneer slope
stability FS is ignored.
 The protective cover material provides a buttress at the toe of the slope, i.e. the
passive soil wedge.
 For conservatism, the cohesive strength of the proposed protective cover material
was ignored.

CS WP
CS WP
GEOMEMBRANE
OR OTHER CRITICAL
INTERFACE
Project:OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet:3 of 12
Weights of the geosynthetic components are negligible compared to the weight of
protective cover material and therefore are not considered in the calculations.
All calculations will utilize a 1-foot unit width of sideslope.
PROPOSED FINAL COVER
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
PROTECTIVE COVER MATERIAL PARAMETERS
Assumed unit weight of the cap protection layer material: s = 115 pcf
The final cover soils were modeled as one layer with a thickness of 1.83 feet to account for
soil diversion berms and assigned the average values for the friction angle.
Internal angle of friction = 27
REQUIRED SHEAR STRENGTH PARAMETERS
The calculation spreadsheet presented within GRI Report #18 will be used to determine
the shear strength parameter (contact interface friction angle, interface friction) that
corresponds to a FS ≥ 1.5 (≥ 1.0 for seismic and dynamic equipment loads) under
drained conditions for all geosynthetic interfaces. The input variables of final cover
sideslope length, protective cover, and LGP equipment will be held constant within the
spreadsheet while the contact interface friction angle, interface friction, is varied until an
appropriate FS is achieved. Cohesion values of 0 psf will be entered.
The calculated interface friction represents laboratory data where a straight line is drawn
from the origin through the first data point (i.e. c = 0 psf) that corresponds to the lowest
normal load within the given data set. The lowest normal load models the shear

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 4 of 12

strength of protective cover material under relatively light normal loads that are
anticipated to be initially encountered in the field during placement of the material.
With respect to the protective cover, normal loads representative of 1.83 feet of
protective cover are appropriate. The proposed critical contact interface will undergo
ASTM D6243 or D5321 Direct Shear Testing and will be required to meet the minimum
calculated contact interface friction angle corresponding to the first normal load.

The resulting contact interface friction angles will be included with other minimum shear
strength parameters specified within the Construction Quality Assurance (CQA) Plan
and/or specifications.

VARIABLES DEFINED

WA = Total weight of the active wedge;
WP = Total weight of the passive wedge;
NA = Effective force normal to the failure plane of the active wedge;
NP = Effective force normal to the failure plane of the passive wedge;
 = Unit weight of the leachate collection/protective cover material;
H = Thickness of the leachate collection/protective cover material;
L = Length of slope measured along the geosynthetics;
 = Soil slope angle beneath the geosynthetics;
 = Internal angle of friction within the protective cover soil;  = Interface friction angle between the most critical geosynthetic interface;
Ca = Adhesive force between the components lying along the most critical geosynthetic
interface of the active wedge;
ca = The adhesion developed between the components lying along the most critical
geosynthetic interface of the active wedge;
C = Cohesive force along the failure plane of the passive wedge;
c = cohesion of the protective cover soil; EA = Interwedge force acting on the active wedge from the passive wedge;
EP = Interwedge force acting on the passive wedge from the active wedge; and
FS = Factor of safety against protective cover soil sliding down the slope.
Cs = Seismic coefficient in percent of gravity. The resulting acceleration at the crest of
the landfill is based on the design bedrock acceleration.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 5 of 12

The seismic coefficient, Cs, is defined as follows:

Cs = Seismic Coefficient, or the yield acceleration, Ky, which is expressed as a
percentage of g, (acceleration due to gravity)

The seismic coefficient is multiplied by the weight of the active and passive blocks to
produce a horizontal force resulting from the seismic acceleration. (F = ma)

SEISMIC 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.

Approximate
Site Location

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 6 of 12

Since this analysis is for the final cover system, the acceleration at the crest of the
landfill will be considered.

When plotting this value onto Singh and Sun’s 1995 figure below for the relationship
between maximum horizontal seismic acceleration at the base and crest, the maximum
horizontal seismic acceleration at the crest of the landfill can be expected to be 0.15 g.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 7 of 12

CALCULATIONS

It is proposed that a Low Ground Pressure (LGP) bulldozer will be used to place
protective cover material across the sideslope. The pressure exerted upon the top of
the geosynthetic layers by a bulldozer is modeled as illustrated in Figure 2 thus the
bulldozer will not operate over the geosynthetic layers until the 12-inch thick protective
cover material layer is placed.

Figure 2, Stress Distribution of the LGP Bulldozer upon the Geosynthetic Layers

The following typical LGP Bulldozer equipment specifications are used within the GRI
Report #18.

 2 tracks
 Track length = 9.4 feet
 Track width = 3.0 feet
 Operating weight = 38,300 lbs
 One Track Contact area = 28.2 ft2
 One Track Contact pressure = 19,150 lbs / 28.2 ft2 = 679.1 psf

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 8 of 12

Subsequently, the forces illustrated in Figure 1 are resolved below to produce a veneer
slope stability FS. The equations presented are taken from pages 13 and 14 of GRI
Report #18.

The forces illustrated in Figure 1 are resolved below to produce a FS:

Balancing the forces in the vertical direction, the following formulation results:

The interwedge force acting on the active wedge is:

The passive wedge can be considered in a similar manner:












sin
h L C
cos WN
2
tan sin
1 h
L h W
a
a a
2 a
ac



sin E WN
2sin
h W
ppp
2
p


sin
h cC
sinNWC cos FS
C tanN cosE AAS
aA
A 



cos FS
cos C tan Nsin NWC FS E aAAAS
A


Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 9 of 12

Balancing the forces in the horizontal direction produces:

The interwedge force acting on the passive wedge is:

Setting EA = Ep the equation can be arranged in the form of the quadratic equation:

Where the coefficients a, b and c are equal to the following expressions:

The quadratic equation is then used to calculate the FS:

 02cFSbFSa
a
acbbFS2
42
FS
tan NC WCcos E p
PSp



tansinFS cos
)FS(WC tan WC E PSp
p 






tancossinC tanNc
tanWCosccosC tanN tansinins NWCb
cosWCcossinNWCa
aA
p
2
aAAAS
pSAAS




Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 10 of 12

For the ease of calculations the above quadratic equation was input into a spreadsheet
format to produce a FS corresponding to a given set of input parameters. A copy of the
spreadsheet calculations displaying the results is included in Attachment A.

CONCLUSIONS

The values plotted below represent a factor of safety of 1.0 against veneer failure of the
final cover system under seismic conditions. Any combination of interface friction angle
and adhesion with results on or above the graph will be acceptable.

Additional assumptions include:

 The presence of an equipment load along the final cover sideslope,
equipment pushes material from toe towards the crest; and
 Geosynthetic materials are not in tension.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 11 of 12

REFERENCES

1. Soong, Te-Yang and Koerner, R.M., (1996) “Cover Soil Slope Stability Involving
Geosynthetic Interfaces”, Geosynthetic Research Institute, Drexel University, GRI
Report #18

2. Ohio EPA, (September 14, 2002), “Geotechnical and Stability Analyses for Ohio
Waste Containment Facilities”.

3. Algermissen, S.T. et al (1990) Probabilistic Earthquake Acceleration and Velocity
Maps for the United States and Puerto Rico, US Geological Survey, Miscellaneous
Field Studies Map. MF-2120.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: AD Date: 3/6/15
Revised By: MAH Date: 9/30/19
Checked By: LBB/AD Date: 9/30/19
Subject: Low Normal Load Interface Strength
Sheet: 12 of 12

Attachment A

Spreadsheet Calculations

OmniSource Kernersville
Uniform and/or Tapered Cover Soil with Consideration of Seismic Forces
Calculation of FS
Active Wedge:
Wa= 59786.7 lb
Na= 56730.1 lb
Ca= 0.0 lb
Passive Wedge:
Wp=531.1 lb
C=0.0 lb
a= 25576.5
b= -30045.5465
c= 4316.5
FS= 1.01
(Note: for uniform cover soil thickness the input value of = )
thickness of cover soil at top (crest) of the slope = hc =1.83 ft
thickness of cover soil along the bottom of the site = D = 1.83 ft
soil slope angle beneath the geomembrane = =18.40 °= 0.32 (rad.)
finished cover soil slope angle = =18.40 °= 0.32 (rad.)
length of slope measured along the geomembrane = L = 350.0 ft
y2= 0.00 (ft)
y1= 1.93 (ft)
0.321 (rad.)
(= 18.4 °)
unit weight of the cover soil 95.0 lb/ft^3
friction angle of the cover soil 27.0 °= 0.47 (rad.)
cohesion of the cover soil c0.0 lb/ft^2
critical interface friction angle 26.5 °= 0.46 (rad.)
adhesion between cover soil and geocomposite ca0.0 lb/ft^2
seismic coefficient = Cs =0.150 g
Note: numbers in boxes are input values
numbers in Italics are calculated values
FS = -b + b2 - 4ac
2a

WA
WP
Ep
Ea
(+)/2
Ca
GM
PassiveWedge
Active
Wedge
D
y1
y2
Np
NptanNaC
L
CsWP
CsWA
Unit Weight of Cover Soil: 95 pcf
Uniform and/or Tapered Cover Soil with Consideration of Seismic Forces
Calculation of FS
Active Wedge:
Wa= 72373.3 lb
Na= 68673.3 lb
Ca= 0.0 lb
Passive Wedge:
Wp=642.9 lb
C=0.0 lb
a= 30961.0
b= -36370.9247
c= 5225.2
FS= 1.01
(Note: for uniform cover soil thickness the input value of = )
thickness of cover soil at top (crest) of the slope = hc =1.83 ft
thickness of cover soil along the bottom of the site = D = 1.83 ft
soil slope angle beneath the geomembrane = =18.40 °= 0.32 (rad.)
finished cover soil slope angle = =18.40 °= 0.32 (rad.)
length of slope measured along the geomembrane = L = 350.0 ft
y2= 0.00 (ft)
y1= 1.93 (ft)
0.321 (rad.)
(= 18.4 °)
unit weight of the cover soil 115.0 lb/ft^3
friction angle of the cover soil 27.0 °= 0.47 (rad.)
cohesion of the cover soil c0.0 lb/ft^2
critical interface friction angle 26.5 °= 0.46 (rad.)
adhesion between cover soil and geocomposite ca0.0 lb/ft^2
seismic coefficient = Cs =0.150 g
Note: numbers in boxes are input values
numbers in Italics are calculated values
OmniSource Kernersville
FS = -b + b2 - 4ac
2a

WA
WP
Ep
Ea
(+)/2
Ca
GM
PassiveWedge
Active
Wedge
D
y1
y2
Np
NptanNaC
L
CsWP
CsWA
Unit Weight of Cover Soil: 115 pcf
Uniform and/or Tapered Cover Soil with Consideration of Seismic Forces
Calculation of FS
Active Wedge:
Wa= 84960.0 lb
Na= 80616.5 lb
Ca= 0.0 lb
Passive Wedge:
Wp=754.7 lb
C=0.0 lb
a= 36345.5
b= -42696.3029
c= 6133.9
FS= 1.01
(Note: for uniform cover soil thickness the input value of = )
thickness of cover soil at top (crest) of the slope = hc =1.83 ft
thickness of cover soil along the bottom of the site = D = 1.83 ft
soil slope angle beneath the geomembrane = =18.40 °= 0.32 (rad.)
finished cover soil slope angle = =18.40 °= 0.32 (rad.)
length of slope measured along the geomembrane = L = 350.0 ft
y2= 0.00 (ft)
y1= 1.93 (ft)
0.321 (rad.)
(= 18.4 °)
unit weight of the cover soil 135.0 lb/ft^3
friction angle of the cover soil 27.0 °= 0.47 (rad.)
cohesion of the cover soil c0.0 lb/ft^2
critical interface friction angle 26.5 °= 0.46 (rad.)
adhesion between cover soil and geocomposite ca0.0 lb/ft^2
seismic coefficient = Cs =0.150 g
Note: numbers in boxes are input values
numbers in Italics are calculated values
OmniSource Kernersville
FS = -b + b2 - 4ac
2a

WA
WP
Ep
Ea
(+)/2
Ca
GM
PassiveWedge
Active
Wedge
D
y1
y2
Np
NptanNaC
L
CsWP
CsWA
Unit Weight of Cover Soil: 135 pcf
Calculation of FS
Active Wedge:
Wa= 72373.3 lb
Na= 68673.3 lb
Passive Wedge:
Wp= 642.9 lb
a= 23512.1
b= -39553
c= 5973.0
FS=1.51
thickness of protective cover soil = h =1.83 ft
pro. cov. mat. slope angle beneath the geomembrane =  =18.40 °= 0.32 (rad.)
finished protective cover material slope angle =  =18.40 °= 0.32 (rad.)
length of slope measured along the geomembrane = L = 350.0 ft
unit weight of the protective cover soil 115.0 lb/ft^3
friction angle of the protective cover soil 27.0 °= 0.47 (rad.)
cohesion of the protective cover soil c0.0 lb/ft^2 C= 0 lb
critical interface friction angle 26.50 °= 0.46 (rad.)
adhesion ca0.0 lb/ft^2 Ca= 0 lb
thickness of the protective cover soil = h = 1.83 ft b/h= 1.6
equipment ground pressure (= wt. of equipment/(2wb)) = q =679.1 lb/ft^2 We=qwI= 6128.2
length of each equipment track = w = 9.4 ft Ne=Wecos =5814.9
width of each equipment track = b = 3.0 ft Fe=We(a/g)= 0.0
influence factor* at geomembrane interface = I = 0.96
acceleration/deceleration of the bulldozer = a = 0.00 g
Note: numbers in boxes are input values
numbers in Italics are calculated values
OmniSource Kernersville
Placement of the Soil Protection Layer
across the 3:1 (H:V) Final Cover Sideslopes with the incorporation of Equipment Loads - Static
FS = -b + b2 - 4ac2a
Cover Soil
Thickness
Equipment Track Width
Very Wide Wide Standard
² 300 mm 1.00 0.97 0.94
300-1000 mm 0.97 0.92 0.70
³ 1000 mm 0.95 0.75 0.30
*Influence Factor Default Values
W

A
NA
h
EPEA
NP
C
Passive
Wedge
WP
N tanp
GM
We
Ne
Fe
L
Active Wedge
Omnisource-Dry Cap-Static.xls 7/19/2019
Calculation of FS
Active Wedge:
Wa= 72373.3 lb
Na= 68673.3 lb
Passive Wedge:
Wp= 642.9 lb
a= 24617.0
b= -39740
c= 5973.0
FS=1.45
thickness of protective cover soil = h =1.83 ft
pro. cov. mat. slope angle beneath the geomembrane =  =18.40 °= 0.32 (rad.)
finished protective cover material slope angle =  =18.40 °= 0.32 (rad.)
length of slope measured along the geomembrane = L = 350.0 ft
unit weight of the protective cover soil 115.0 lb/ft^3
friction angle of the protective cover soil 27.0 °= 0.47 (rad.)
cohesion of the protective cover soil c0.0 lb/ft^2 C= 0 lb
critical interface friction angle 26.5 °= 0.46 (rad.)
adhesion ca0.0 lb/ft^2 Ca= 0 lb
thickness of the protective cover soil = h = 1.83 ft b/h= 1.6
equipment ground pressure (= wt. of equipment/(2wb)) = q =679.1 lb/ft^2 We=qwI= 6128.2
length of each equipment track = w = 9.4 ft Ne=Wecos=5814.9
width of each equipment track = b = 3.0 ft Fe=We(a/g)= 1164.4
influence factor* at geomembrane interface = I = 0.96
acceleration/deceleration of the bulldozer = a = 0.19 g
Note: numbers in boxes are input values
numbers in Italics are calculated values
OmniSource Kernersville
Placement of the Soil Protection Layer
across the 3:1 (H:V) Final Cover Sideslopes with the incorporation of Equipment Loads - Dynamic
FS = -b + b2 - 4ac2a
Cover Soil
Thickness
Equipment Track Width
Very Wide Wide Standard
² 300 mm 1.00 0.97 0.94
300-1000 mm 0.97 0.92 0.70
³ 1000 mm 0.95 0.75 0.30
*Influence Factor Default Values
W

A
NA
h
E PEA
NP
C
Passive
Wedge
WP
N tanp
GM
We
Ne
Fe
L
Active Wedge
Omnisource-Dry Cap-Static.xls 7/19/2019

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 2/17/20
Revised By: LBB Date: 2/17/20
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 3.5H:1V final cover slope presented in this analysis is typical of Municipal
Solid Waste (MSW) Landfills. The drainage geocomposite will daylight every 130 feet
along the slope.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 2/17/20
Revised By: LBB Date: 2/17/20
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: 2/17/20
Revised By: LBB Date: 2/17/20
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: 2/17/20
Revised By: LBB Date: 2/17/20
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 =15.9 RFBC =
kcs =1.00E-04 cm/sec θult =3.61E-04 m2/sec
L =130 feet 3962.4 cm
FSd =1.5
i =0.273959
θreq =2.09E-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 3.61 x 10-4 m2/sec is the transmissivity of the geocomposite that will be
outlet every 130 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: 2/17/20
Revised By: LBB Date: 2/17/20
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 3.61 x 10-4
m2/sec that will be required for long term performance. A geocomposite day light shall
be installed every 130 feet along the slope.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MAH Date: 2/17/20
Revised By: LBB Date: 2/17/20
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 0.286 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.

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 August 2020
Project no. 2191186.02

Construction Quality Assurance Plan i LaBella Associates
Omni Source Industrial Landfill August 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 .............................................................................................................. 3 
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 .............................................................................................. 5 
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 ............................................................................................................................................ 8 
3.6.1 Manufacturing ....................................................................................................................................... 8 
3.6.2 Labeling ................................................................................................................................................. 8 
3.6.3 Shipment and Storage .......................................................................................................................... 8 
3.6.4 Conformance Testing............................................................................................................................ 8 
3.6.4.1 Tests .............................................................................................................................................. 8 

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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

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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.

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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.

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1.3.5 Geosynthetic CQA Laboratory

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.

The geocomposite manufacturer is responsible for the production of geocomposite 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

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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:

 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.

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2.3.2 Construction Quality Evaluation Testing

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;

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 Adding moisture to the previously compacted lift (or subgrade); and
 Using a fully penetrating footed roller.

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

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 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.

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)

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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

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

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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.

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

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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.

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:

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 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;
 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)(2)
NA – Not Applicable; (1) Required only if material changes; (2) Does not apply to intermediate
cover.

Technical Specifications 13315-1 LaBella Associates
OmniSource Industrial Landfill GCL August 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
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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 August 2020
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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 August 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 August 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.
G. The minimum thickness of the GCL subgrade soil layer shall be verified prior to GCL
placement by test pits at a frequency of four (4) per acre over the area being closed. Test
holes shall be backfilled and re-compacted by smooth-drum roller to the degree specified in
Part 3.03.F of this Section to achieve a smooth, even surface for GCL deployment (Part
3.03.C).
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.

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

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.
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. 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.

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

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
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
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
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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
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SFOP-6SD-6OP-5SD-5ANCHOR TRENCH(TYP)0(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 REVISE308/21/20ADDED ANCHOR TRENCH LOCATIONCP-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.