3420_OmniSource_revisedC&PCPlan_FID1393452_20200303

March 4, 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
OmniSource Southeast, LLC
Kernersville, North Carolina

Dear Ming-Tai:

On behalf of OmniSource Southeast, LLC, LaBella Associates (LaBella) is pleased to submit responses
to comments received July 9, 2018 on the revised permit renewal application documents submitted
to DEQ by Joyce Engineering, Inc. on October 2, 2017 for the OmniSource Kernersville automobile
shredder residue landfill mining and metals recovery operation (Permit No. 34-20). The limits of waste at the time of final closure have been revised to maintain the concrete pad south of the landfill for
future use, the construction of an access road along the west side of the landfill, and to reflect the slope repair area on the north side of the landfill where any isolated waste material observed during
repair work was relocated to the working face. The revised final grading plan has been modified
accordingly, and no increase or decrease in waste volume is proposed as a result of this revision.
Please find enclosed revised Closure and Post-Closure Plan, Construction Quality Assurance Plan, and
Technical Specifications, and revised/new Permit Drawings. Also included are revised slope stability
and Erosion and Sediment Control calculations.

Appendix II – Closure/Post Closure Plan

1. (Section 2.1) The first sentence of the Section states “Two final cover designs are proposed.”
But there is only one cover system providing in the Section and Drawing No. CP-03. Please
clarify.

The section has been revised to reflect the one proposed final cap system.
2. (Section 2.2) Please provide the specified drawings to illustrate the layout and details of
BMPs of the storm water management system. (For example, Drawing Nos. CP-02 and CP-
03?)

Reference to Drawings CP-02, CP-03 and CP-03A have been made in this section.

3. (Sections 3.2.1 & 3.2.2) The paths toward monitoring network should be of all-weather
construction and maintained in good condition. Please add this requirements to the Post-
Closure Plan including the inspection checklist and form and the cost estimates.

Section 3.2, the inspection checklist and form, and the cost estimates have been revised
accordingly.

Mr. Ming-Tai Chao, P.E.
March 4, 2020
Page 2 of 7

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4. The landfill waste footprint must be surveyed and established by edge markers which shall
be inspected. The requirements must be added to the Post-Closure Plan including the
inspection checklist and form.

Section 3.1 includes this information. The inspection checklist and form have been
amended to include these items.

5. (Drawing No. CP-04 & Slope Stability Analysis) What is the side slope angle for the final cover
system? A 3 to 1 side slope and a 3.5 to 1 side slope are shown on Drawing No. CP-04. But
the designed slope 3.5 to 1 is used in slope stability analyses – global and infinite slope analyses in Appendix IV. If the 3 to 1 slope is selected for the final cover system, please
conduct slope stability analyses to demonstrate that designed slope has an acceptable
factor of safety.

Please see responses to comments 22, 23, and 24.

Appendix III - CQA Plan

6. The CQA Plan refers all detail material and construction specification and required testing to
the Technical Specifications; therefore, please provide the Solid Waste Section a copy of the
Technical Specifications for each component associated final cover system for a review and
approval. Technical Specifications for the final cover system should include, but not limited
to, earthen materials, GCL, Geocomposite Drainage Material, Erosion Control Matting, HDPE
Piping, Riprap, Geotextile, Vegetation, etc.

Technical specifications associated with the closure of the facility have been included with
his submittal.

7. (Section 1.2.4) Please define the maximum thickness of each lift; based on the state of
practice in waste industries, the loss lift has 9-inch thickness per lift which will be adequately
compacted to 6-inch compacted lift.

The section has been revised to include a maximum compacted lift thickness of 6 inches.

8. (Section 1.4) The Solid Waste Section requests to be notified at least 10 days prior to the
scheduled preconstruction meeting which should be held at the landfill facility.

The section has been revised accordingly.

9. (Section 2.3) To ensure that minimum engineering parameters of the selected earthen
material used in final cover system equals to or exceeds those (moist density of 115 pcf and
shear strength in term of friction angle of 25 degree) in the slope stability analyses. In the
CQA plan, for each parameter, the minimum criterium, testing method (ASTM), and frequency
should be specified.

The criteria, test methods and frequency for the internal shear strength of the final cover
soils are outlined in Section 13400 (Interface Friction and Soil Strength Testing) included
in the technical specifications.

Mr. Ming-Tai Chao, P.E.
March 4, 2020
Page 3 of 7

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Test methods and frequencies for in-place density are included in Table 1 of the CQA plan. A
range of moist densities has been included in Section 13400 (Interface Friction and Soil
Strength Testing) in the technical specifications. Supporting calculations are attached with
this submittal demonstrating that the upper and lower bounds of moist density stated in
Section 13400 (3.04.A) result in an acceptable factor of safety for the most critical proposed
slope conditions (seismic veneer slope stability analysis with 3:1 slopes resulted in lowest
factor of safety relative to the other veneer and global stability analyses performed).

10. (Section 3.0) Is there any reason that the CQA requirements for geomembrane are specified
in the CQA Plan? The final cover system described in the Closure Plan and drawings do not include geomembrane.

The section referencing geomembrane has been noted as “Not Used” in the CQA Plan. The
section referencing leachate collection piping is no longer included in the CQA Plan.

11. (Section 3.4.1.1) The subgrade soil layer to intimately contact geomembrane (or other
geosynthetic material) must be specified for maximum grain size of less than ½ inches or the
grain size recommended by the selected geosynthetic manufacturer. The Table 1 must
provide ASTM testing method and testing frequency of the subgrade earthen material.

This section has been noted as “Not Used” in the CQA Plan. The CQA Plan includes reference
to particle size analysis of soils (ASTM D6913) and a testing frequency for both fill and cap
soil materials.

12. (Section 3.4.10) This section is irrelevant to the final cover system at all. Please remove
from the CQA Plan.

This section has been noted as “Not Used” in the CQA Plan.

13. (Section 3.6.7) A 18-inch-thick soil material is planned to be placed/installed over the
geocomposite drainage material. The Section shall provide the detail of protection measures
of the geocomposite material from being damaged by machine operations.

These protection measures are included in Section 13302 of the specifications
(Geocomposite) attached with this submittal.
14. (Section 3.7) Should there any ASTM standards or GRI specifications be referenced for CQA
testing requirements?

Standards and testing requirements for the Geosynthetic Clay Liner (GCL) are included in
Section 13315 of the specifications.

15. (Sections 4.4 & 4.5) Both sections are likely irrelevant to the landfill closure. Please remove
from the Closure Plan.

These sections have been removed from the CQA Plan.

16. The CQA plan must specify the storm water management/erosion and sediment control BMPs which are not available.

Mr. Ming-Tai Chao, P.E.
March 4, 2020
Page 4 of 7

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Section 01568 of the specifications (Erosion and Sediment Control) is included with this
submittal.

17. The requirements for as-built survey of each components of the final cover system are not
available in the CQA Plan. Please provide the as-built survey requirements.

This requirement is included in Section 01720 of the specifications (Project Record
Documents).

18. (Table 1, Sections 3) The requirement of testing of interface angle between each component of the final cover system is not available. Please provide ASTM testing method, testing
frequency, test loading and hydraulic gradient for measuring interface angle which must be
equal to or greater than the designed value of 24.4 degree concluded in the slope stability
analysis for this landfill closure project.

This requirement is included in Section 13400 (Interface Friction and Soil Strength Testing)
in the technical specifications.

19. (Table 1) ASTM D 422 has been withdrawn by ASTM, please provide alternative method.

ASTM D 422 has been replaced by ASTM D 6913 in the CQA Plan.

20. (Table 1) Should the earthen material used for intermediately layer and the liner with
unspecified hydraulic conductivity be test for the internal friction angle/shear strength which
shall be greater than or equal to the assumed values used in the slope stability analyses?

This requirement is included in Section 13400 (Interface Friction and Soil Strength Testing)
included with this submittal. No soil liner system is proposed with this final cap system.

21. Drawings

i. Please add the GCL and geocomposite drainage material to details in the Drawing
CP-03.
GCL and Geocomposite are included in the final cover detail (Detail A) on CP-03.
Geocomposite is not relevant to slope drains, silt fence, and outlet protection and so
were not included. Sheet CP-03A has been added that includes details for
Geocomposite outlets on and at the toe of slope.

ii. Show the details of tie-in, drainage conveyance measures, erosion control BMPs
and/or energy dissipater devices at the daylight/exit point of the geocomposite
drainage layer or the termination of the cap toe.

Sheet CP-03A has been added that includes details for Geocomposite outlets on and
at the toe of slope. Callouts have been added to Drawing CP-02 for the appropriate
areas.
Mr. Ming-Tai Chao, P.E.
March 4, 2020
Page 5 of 7

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iii. Please provide stormwater draining devices/erosion and sediment control BMPs at
the exit points of the diversion berm on the south side of the landfill. The discharged
stormwater must be safely conveyed to the adjacent draining features.

As part of the revisions to the limits of closure and final grading plan, stormwater
conveyance channels are proposed along the south, north, and west sides of the
landfill in addition to diversion berms and slope drains on the slopes to intercept and
convey runoff to on-site basins.

iv. Should the stormwater generated from the areas on the south/southwest of the final
cover be diverted and drained to the sediment basin located in southwest corner of
the landfill unit?

As part of the revisions to the limits of closure and final grading plan, stormwater
conveyance channels (SCC-3 and SCC-4) along the south side of the landfill are
proposed to intercept and convey runoff to the sediment basin near the southwest
corner of the landfill.

v. According to the Facility Audit Reports, more than one sediment basin or catch basin
has been constructed at the landfill, but not shown in the Drawing No. CP-02. Please
add all proposed sediment basins/ponds to the drawing.

There are two sediment/detention basins on site and both are shown on Drawing CP-
02. (One north of the landfill and the other on the southwestern side).

vi. Three downslope pipes located on the north end of the landfill drains stormwater
from a pond/fore bay on the top of landfill to a pond at the toe of the landfill. Will
these stormwater management devices be included in the stormwater management
plan for the landfill closure and post closure activities? If the answer is positive,
please add the devices to the Drawing CP-02.

The slope drains proposed for the final grading and erosion and
sediment control plan associated with the closure of the landfill are
shown on CP-02.

Appendix IV Slope Stability Calculations
22. Please provide references and reasons to use the selected engineering properties – density
(75 pcf) and shear strength (cohesion of 500 psf and friction angle of 35 degree) for the tire
fluff material in the slope stability analyses.

In-place fluff material was sampled from the landfill in triplicate for direct shear testing
(ASTM D3080) under saturated conditions (testing parameters and results attached). The
average values for cohesion and friction angle determined from testing were used in the
global stability analysis. From a capacity and compaction study performed for the Rocky
Mount facility (same material), the in-place density was estimated to be 67 pcf.

Mr. Ming-Tai Chao, P.E.
March 4, 2020
Page 6 of 7

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23. Please provide slope stability analyses (both global and infinite/veneer analyses) for the
designed 3 to 1 slopes.

3.5:1 side slopes are proposed for the final closure area. Veneer stability calculations
reflecting 3:1 side slopes are included with this submittal as a conservative demonstration.
Global stability calculations reflecting a combination of proposed final closure grades with
3.5:1 slopes and a length of steeper slopes below (slope lengths with 1:8:1 and 2.3:1
slopes) where select soils where used for maintenance slope repair in 2019 are also
included with this submittal.
24. The tiered side-slopes are shown on the Profile A-A in the Drawing CP-04. The upper portion
of the side slope has a slope approximately 3.5 to 1, and the lower portion has a slope
greater than 2 to 1. Please explain why the conclusions made in the slope stability analyses
included in Attachment B based on a single uniform 3.5 to 1 slope are acceptable.

Global stability analysis was re-run on the landfill section reflected in Profile A. Global stability
modeling reflecting a combination of proposed final closure grades with 3.5:1 slopes and a
length of steeper slopes below (slope lengths with 1:8:1 and 2.3:1 slopes) where
maintenance slope repair in 2019 was performed. Profile A was selected for analysis as it
represents the longest length of slope and includes the steeper slope areas below proposed
final closure grades where slope repair maintenance work was performed.

25. Determination of Static and Seismic Low Normal Load Interface Strength for the Final Cover
System: Please address the following concerns:
i. (Page 3 of 12) The last paragraph of this page indicates the ASTM D5321 will be used to
determine if the interface angles between the specified geosynthetic material and other
components in the proposed final cover system equal to or are greater than the designed
one (24.4 degree). Since the GCL is specified in the Closure Plan, the different ASTM
method shall be used. Please provide the interface friction testing method for GCL.

ASTM D6243, Standard Test Method for Determining the Internal and Interface Shear
Strength of Geosynthetic Clay Liner by the Direct Shear Method, has been included in the
narrative.

ii. The 3.5 to 1 slope converts to approximately 15.9 degree, not 16.2 degree used in the calculation. Please re-calculate the veneer slope stability analyses used the correct
slope angle.

Veneer slope stability calculations reflecting 3:1 side slopes (18.4 degrees) were
performed as a conservative demonstration and are attached with this submittal. These
calculations model the longest proposed slopes that will involve future construction of
the closure cap system.

iii. Is there any reason why the soil shear strength (in term of the friction angle) being not
consistently used in the slope stability analyses – the friction angle of 25 degree is used
in global stability analysis but the slope of 27 degree used in veneer slope stability
analysis.
Mr. Ming-Tai Chao, P.E.
March 4, 2020
Page 7 of 7

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The stability calculations have been revised to reflect a consistent value (27 degrees)
for soil internal friction angle.

26. The drainage geocomposite that will be daylight every 90 feet along the final slope is
assumed in the calculation of the minimum transmissivity of the geocomposite. But the
slope lengths on the east and northeast sides of the landfill are more than 90 feet. Please
revise the design slope length or slope configurations.

The calculations have been revised to reflect the geocomposite being daylighted every 130
ft. Sheet CP-03A has been added that includes details for Geocomposite outlets on and at the toe of slope.

27. The Post-Closure Cost Estimates. The costs associate with the following cost items as stated
in the post-closure check list must be added to the cost estimate. Security Control System,
Drainage and Erosion Control System, Waste Edge Markers, paths (constructed by all-
weather material) to the monitoring network.

These above items have been incorporated into the post closure cost-estimate. The closure
and post-closure cost estimates have been updated to reflect 2019 dollars and are
attached with his submittal.

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

Sincerely,
LaBella Associates

Michael Hofmeister
Staff Consultant

Attachments: Closure and Post Closure Plan
Financial Assurance
CQA Plan
Technical Specifications
Veneer and Global Slope Stability Analyses
Erosion and Sediment Control Calculations
Drawings (CP-T, CP-L, CP-01, CP-02, CP-03, CP-04 and New CP-03A)

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

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

CLOSURE/POST-CLOSURE PLAN
OMNISOURCE – KERNERSVILLE
LANDFILL RECLAMATION PROJECT
PERMIT NUMBER 34-20
May 2014
Revised February 2020
Project no. 2191186.02
OmniSource – Kernersville, Permit # 34-20 1 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. February 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:

OmniSource – Kernersville, Permit # 34-20 2 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. February 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.
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.
2.2 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 stormwater management system are provided in Drawings CP-02, CP-03
and CP-03A.

2.3 Largest Area Requiring Cover System
The total area of the landfill is 19 acres, where the maximum area that would require closure at any one time is approximately 17.2 acres. According to OmniSource, approximately 1.8 acres was previously closed, and will not be mined or disturbed by OmniSource due to risks of a slope failure. The area is covered with established species of trees which might help stabilize the landfill slopes and shall be maintained. The area is shown on Drawing No. CP-02. This area of the landfill will be covered by a maintenance plan as descripted in Section 3.1.
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
OmniSource – Kernersville, Permit # 34-20 3 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. February 2020
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 mining 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 mining 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 mining 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.

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
OmniSource – Kernersville, Permit # 34-20 4 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. February 2020
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. In addition to
maintenance of the vegetative cover, any items noted as requiring maintenance in Section 3.2
Monitoring Activities would also require maintenance.

As for a maintenance plan for existing trees on previously closed areas (see Drawing No. CP-02),
the established species of trees will help stabilize the landfill slopes and shall be maintained. Dead
trees and shrubs, fallen branches, and excessive undergrowth shall be removed. The following specifications shall be maintained:

• All trees with diameters of four inches (4”) or less measured at breast height shall be
removed. Root balls may be left in the ground, but the stumps should be left no higher
than 6 inches (6”) above grade.

• Dead trees shall be removed. For dead trees with diameters larger than four inches (4”)
measured at breast height, the condition of the root ball should be assessed to determine if
it needs to be removed. If the root ball is sufficiently rotted or uprooted such that it creates
or is likely to create a hole or depression in the cap which could allow rain water to infiltrate
the cap, the tree ball should be removed and the hole/depression filled with suitable soil,
graded, compacted, and seeded to promote runoff and prevent ponding.

• 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.

• All trees to remain in place should have the lower limbs removed up to a height of six feet
(6’) measured at a distance of four feet (4’) from the trunk, to allow for easy inspection and
access for cap maintenance activities.

• 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.

OmniSource – Kernersville, Permit # 34-20 5 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. February 2020
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

Post-closure monitoring will be documented on post-closure monitoring forms. Post-Closure
Monitoring Form sheets are provided following this Closure Plan. Completed post-closure
monitoring forms will be maintained in the facility operating record. Access to monitoring network
locations will be constructed for all-weather conditions and maintained.

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

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

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

POST-CLOSURE INSPECTION CHECKLIST

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

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

MAINTENANCE INSPECTION FORM

OmniSource – Kernersville, Permit # 34-20 8 LaBella Associates
Closure/Post-Closure Plan September 2017(Joyce Engineering)
Rev. February 2020
Inspector:_________________________________ Date of Inspection:____________________

SYSTEM COMPONENTS ACTION
REQUIRED?
(Y / N)
COMMENTS

Final Cover Seeding and
Vegetative Growth

Integrity of Cover
Waste Edge Markers
Security
Control System

Fencing and Access
Gates

Posted Signs

Drainage and
Erosion
Control
Systems

Basin

Ditches, Channels,
Piping

Discharge Outlets
and
Spillways

Slopes and Terraces

Access Road
Groundwater
Monitoring
System

Monitoring Wells

Benchmarks

Cleanouts and
Piping

All-Weather Access
Road

FINANCIAL
ASSURANCE
ESTIMATES
OPINION OF PROBABLE CLOSURE COSTS - Rev. February 2020
OMNISOURCE KERNERSVILLE FACILITY
Permit # 34-20
ITEM UNIT QUANTITY UNIT COST COST $
ALTERNATE CAP SYSTEM - 17.2 ACRES
GCL (Bentomat DN) sf 749,232 $0.53 $397,093
Geocomposite Drainage Layer (6oz-275mil-6oz) sf 749,232 $0.49 $367,124
Protective Cover (12" non-specified on-site soil) cy 27,749 $6.00 $166,494
Vegetative SupportLayer (6" local on-site soil) cy 13,875 $6.00 $83,250
Subtotal $1,013,961
SEDIMENTATION AND EROSION CONTROLS
Diversion Berms/Stormwater Channels
Construction lf 4,745 $6.00 $28,470
E&S Matting lf 2,840 $0.22 $625
RipRap Lining lf 1,905 $2.50 $4,763
Slope Drain Pipes and Installation lf 823 $30.00 $24,690
Miscellaneous
Outlet Protection (RipRap) each 4 $430 $1,720
Silt Fence lf 135 $3.58 $483
Culvert lf 83 $28.00 $2,324
Subtotal $63,075
VEGETATIVE COVER acre 17.2 $1,200 $20,640
TOTAL OF ABOVE ITEMS $1,097,676
MOBILIZATION / DEMOBILIZATION (construction only) 5% $54,884
ENGINEERING FEE - - $25,000
CQA (cap only) - $50,000
CONTINGENCY - - 5% $54,884
CLOSURE CERTIFICATION lump sum - - $3,000
SURVEY AND DEED lump sum - - $8,500
TOTAL CLOSURE COST (IN 2015 DOLLARS) $1,293,944
TOTAL CLOSURE COST (IN 2016 DOLLARS) 2016 inflation multiplier- 1.01 $1,306,883
TOTAL CLOSURE COST (IN 2017 DOLLARS) 2017 inflation multiplier- 1.013 $1,323,872
TOTAL CLOSURE COST (IN 2018 DOLLARS) 2018 inflation multiplier- 1.018 $1,347,702
TOTAL CLOSURE COST (IN 2019 DOLLARS)2019 inflation multiplier- 1.022 $1,377,351
Notes:
2. Inflation Multipliers Provided by NCDEQ.
3. Soil costs assume on-site soils.
1. All costs include labor by a third party.
OPINION OF PROBABLE POST-CLOSURE COSTS - Rev. February 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 17.2 $120 $2,064
Reseed and fertilize (once every 3 years) acre 5.7 $1,200 $6,840
Vector and Rodent Control acre 17.2 $100 $1,720
Security System Maintenance per trip 1 $200 $200
Erosion Control Features Maintenance $3,752
All-Weather Access Roads Maintenance LF 2500 $3 $3,752
Limits of Waste Markers Inspection per trip 1 $150 $150
Subtotal $18,478
WELL MAINTENANCE
Groundwater Wells each 4 $50 $200
CAP REPAIR acre 0.25 $10,880 $2,720
TOTAL OF ABOVE ITEMS $28,598
ENGINEERING - - 5% $1,430
CONTINGENCY - - 5% $1,430
TOTAL ANNUAL POST-CLOSURE COST (IN 2015 DOLLARS)$31,458
TOTAL ANNUAL POST-CLOSURE COST (IN 2016 DOLLARS) 2016 inflation multiplier- 1.01 $31,773
TOTAL ANNUAL POST-CLOSURE COST (IN 2017 DOLLARS) 2017 inflation multiplier- 1.013 $32,186
TOTAL ANNUAL POST-CLOSURE COST (IN 2018 DOLLARS) 2018 inflation multiplier- 1.018 $32,765
TOTAL 30-YR POST-CLOSURE COST (IN 2019 DOLLARS)2019 inflation multiplier- 1.022 $1,004,575
Potential Assessment & Corrective Action (PACA) (In 2015 Dollars)$2,028,000
Potential Assessment & Corrective Action (PACA) with 2016- 2019 Inflation Multipliers $2,128,921
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
CQA PLAN
Prepared For:
Omnisource Southeast, LLC
2233 Wal-Pat Road
Smithfield, North Carolina 27577

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

CQA PLAN
OMNISOURCE – KERNERSVILLE
LANDFILL RECLAMATION PROJECT
PERMIT NUMBER 34-20
May 2014
Revised February 2020
Project no. 2191186.02
Construction Quality Assurance Plan i LaBella Associates
Omni Source Industrial Landfill February 2020
Kernersville, North Carolina
CONSTRUCTION QUALITY ASSURANCE PLAN (CQA)

TABLE OF CONTENTS

1.0 INTRODUCTION ....................................................................................................................................................... 1
1.1 PURPOSE .............................................................................................................................................................. 1
1.2 DEFINITIONS......................................................................................................................................................... 1
1.2.1 Quality Control ............................................................................................................................................. 1
1.2.2 Quality Assurance ........................................................................................................................................ 1
1.3 PARTIES ................................................................................................................................................................ 2
1.3.1 OWNER ......................................................................................................................................................... 2
1.3.2 ENGINEER .................................................................................................................................................... 2
1.3.3 CQA Consultant............................................................................................................................................ 2
1.3.4 Soils CQA Laboratory .................................................................................................................................. 2
1.3.5 Geosynthetic CQA Laboratory .................................................................................................................... 2
1.3.6 CONTRACTOR .............................................................................................................................................. 2
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 ................................................................................................................................................. 3
2.1 INTRODUCTION .................................................................................................................................................... 4
2.2 SCOPE ................................................................................................................................................................... 4
2.2.1 General ......................................................................................................................................................... 4
2.3 EARTH MATERIALS CQA TESTING ....................................................................................................................... 4
2.3.1 General ......................................................................................................................................................... 4
2.3.2 Construction Quality Evaluation Testing ................................................................................................... 4
2.3.3 Test Pad........................................................................................................................................................ 5
2.4 DOCUMENTATION/CERTIFICATION .................................................................................................................... 5
2.4.1 General ......................................................................................................................................................... 5
2.4.2 Construction Monitoring ............................................................................................................................. 5
2.4.3 Certification .................................................................................................................................................. 6
3.0 GEOSYNTHETICS ..................................................................................................................................................... 6
3.1 INTRODUCTION .................................................................................................................................................... 6
3.2 SCOPE ................................................................................................................................................................... 6
3.2.1 General ......................................................................................................................................................... 6
3.2.2 Installation ................................................................................................................................................... 6
3.3 GEOMEMBRANE MANUFACTURE, FABRICATION, AND DELIVERY – (NOT USED) ........................................... 7
3.3.1 Geomembrane Manufacturing .................................................................................................................. 7
3.3.2 Manufacturing ............................................................................................................................................. 7
3.3.2.1 Submittals ............................................................................................................................................ 7
3.3.2.2 Rolls ...................................................................................................................................................... 7
3.3.2.3 Conformance Testing .......................................................................................................................... 7
3.3.2.4 Test Results ......................................................................................................................................... 8
3.3.3 Delivery ......................................................................................................................................................... 8
3.3.3.1 Transportation and Handling ............................................................................................................. 8
3.3.3.2 Storage ................................................................................................................................................. 9
3.4 GEOMEMBRANE INSTALLATION – (NOT USED) ................................................................................................. 9
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3.4.1 Earthwork ..................................................................................................................................................... 9
3.4.1.1 Surface Preparation ............................................................................................................................ 9
3.4.2 Geomembrane Placement ......................................................................................................................... 9
3.4.2.1 Field Panel Identification .................................................................................................................... 9
3.4.2.2 Field Panel Placement ........................................................................................................................ 9
3.4.3 Field Seaming ............................................................................................................................................ 11
3.4.3.1 General Seaming Procedure ............................................................................................................ 11
3.4.3.2 Seam Preparation ............................................................................................................................. 11
3.4.3.3 Weather Conditions for Seaming ..................................................................................................... 11
3.4.3.4 Overlapping and Temporary Bonding .............................................................................................. 11
3.4.4 Nondestructive Seam Continuity Testing ................................................................................................ 11
3.4.5 Destructive Testing ................................................................................................................................... 12
3.4.5.1 Sampling Procedure.......................................................................................................................... 12
3.4.5.2 Field Testing ....................................................................................................................................... 12
3.4.5.3 Construction Quality Assurance Laboratory Testing...................................................................... 12
3.4.5.4 Destructive Sample Pass/Fail Criteria ............................................................................................ 12
3.4.5.5 Procedures for Destructive Test Failure ......................................................................................... 12
3.4.6 Defects and Repairs ................................................................................................................................. 13
3.4.6.1 Verification of Repairs ...................................................................................................................... 13
3.4.6.2 Large Wrinkles ................................................................................................................................... 13
3.4.7 Backfilling of Anchor Trench ..................................................................................................................... 13
3.4.8 Lining System Acceptance ....................................................................................................................... 13
3.4.9 Materials in Contact with the HDPE Geomembrane ............................................................................. 13
3.4.9.1 Soil ...................................................................................................................................................... 13
3.4.10 Sumps and Appurtenances.................................................................................................................. 13
3.5 GEOTEXTILE ........................................................................................................................................................ 14
3.5.1 Manufacturing ........................................................................................................................................... 14
3.5.2 Labeling ...................................................................................................................................................... 14
3.5.3 Shipment and Storage .............................................................................................................................. 14
3.5.4 Conformance Testing ................................................................................................................................ 14
3.5.4.1 Tests ................................................................................................................................................... 14
3.5.4.2 Sampling Procedures ........................................................................................................................ 14
3.5.4.3 Test Procedures ................................................................................................................................ 15
3.5.4.4 Test Results ....................................................................................................................................... 15
3.5.4.5 Conformance Test Failure ................................................................................................................ 15
3.5.5 Handling and Placement .......................................................................................................................... 15
3.5.6 Seams and Overlaps ................................................................................................................................. 15
3.5.7 Repair ......................................................................................................................................................... 15
3.5.8 Placement of Soil Materials ..................................................................................................................... 15
3.6 GEOCOMPOSITE ................................................................................................................................................. 16
3.6.1 Manufacturing ........................................................................................................................................... 16
3.6.2 Labeling ...................................................................................................................................................... 16
3.6.3 Shipment and Storage .............................................................................................................................. 16
3.6.4 Conformance Testing ................................................................................................................................ 16
3.6.4.1 Tests ................................................................................................................................................... 16
3.6.4.2 Sampling Procedures ........................................................................................................................ 16
3.6.4.3 Test Results ....................................................................................................................................... 17
3.6.4.4 Conformance Test Failure ................................................................................................................ 17
3.6.5 Handling and Placement .......................................................................................................................... 17
3.6.6 Repair ......................................................................................................................................................... 17
3.6.7 Placement of Soil Materials ..................................................................................................................... 17
3.7 GEOSYNTHETIC CLAY LINER (GCL) ................................................................................................................... 17
3.7.1 Storage ....................................................................................................................................................... 17
3.7.2 Handling & Placement .............................................................................................................................. 17
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3.7.3 Repairs ....................................................................................................................................................... 18
4.0 DOCUMENTATION ................................................................................................................................................. 18
4.1 Daily Reports .................................................................................................................................................. 18
4.2 Record Drawings ........................................................................................................................................... 18
4.3 Final Certification Report .............................................................................................................................. 18

TABLES

Table 1 - Soil Testing Methods and Frequencies
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Kernersville, North Carolina
1.0 INTRODUCTION

1.1 PURPOSE

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

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

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

1.2 DEFINITIONS

The following definitions are applicable to this plan:

1.2.1 Quality Control

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

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

1.2.2 Quality Assurance

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

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.

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1.2.3 Layer

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

1.2.4 Lift

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

1.3 PARTIES

1.3.1 OWNER

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

1.3.2 ENGINEER

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

1.3.3 CQA Consultant

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

1.3.4 Soils CQA Laboratory

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

1.3.5 Geosynthetic CQA Laboratory

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,
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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 geomembrane manufacturer is responsible for the production of geomembrane rolls from resin.

1.3.8 Geosynthetics Installer(s)

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

1.3.9 Surveyor

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

1.4 COMMUNICATIONS AND MEETINGS

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

• 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

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2.1 INTRODUCTION

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

2.2 SCOPE

2.2.1 General

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

2.3 EARTH MATERIALS CQA TESTING

2.3.1 General

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

CQA testing shall consist of the following:

• Construction Quality Evaluation; and
• Special Testing.

2.3.2 Construction Quality Evaluation Testing

Construction quality 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
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defined as one, which meets or exceeds the specified minimum density within the specified moisture
range.

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

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

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

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

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.

2.3.3 Test Pad

A test pad shall be constructed as outlined in the project specifications to develop and demonstrate
construction methods that shall be used to produce a compacted soil liner/cap satisfying the
requirements of the specifications.

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.

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

2.4.3 Certification

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

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

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

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.

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

3.3.1 Geomembrane Manufacturing

The geomembrane shall be manufactured from a first quality resin. Only one type of resin (one
manufacturer, one resin classification) shall be used to manufacture the geomembrane for this project.
In addition, all geomembrane used for this project shall be from the same batch unless otherwise
approved in writing by the CQA Consultant and the installer or manufacturer agree to pay for any
additional conformance testing required.

3.3.2 Manufacturing

3.3.2.1 Submittals

The CQA Consultant shall verify that:

• The property values certified by the Manufacturer meet all of the Specifications; and
• The measurements of properties by the Manufacturer are properly documented, the test
methods used are acceptable, and the geomembrane meets the Manufacturer’s and
project specifications

3.3.2.2 Rolls

The CQA Consultant shall verify that the manufacturer’s quality control certificates have been
provided at the specified frequency for all rolls, and that each certificate identifies the rolls related
to it, and review the manufacturer’s quality control certificates and verify that the certified roll
properties meet the Specifications.

3.3.2.3 Conformance Testing

3.3.2.3.1 In-Plant Material Conformance Test Sampling

The CQA Consultant shall arrange for the CQA Laboratory to sample the geomembrane 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 to the ENGINEER.

The expressed purpose of in-plant Material Conformance Test Sampling is to verify that
geomembrane material designated for the OWNER’S project is confirmed as meeting the
project Specifications prior to shipment to the site. The Manufacturer shall make available all
necessary personnel and equipment to assist the CQA Consultant in retrieving conformance
samples of the geomembrane material.

Sampling Procedures

The samples will be taken from selected rolls and cutting full-width, 3 feet long, samples
from the outer wrap of the selected roll(s). The outer revolution of geomembrane shall be
discarded before the test sample is taken. The sample rolls must be relabeled for future
identification. The CQA Consultant shall mark the roll direction on the samples with an
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arrow.

Unless otherwise specified, samples shall be taken at a rate of one per batch or one per
100,000 ft2, whichever is the most frequent.

Test Procedures

Conformance testing shall be conducted in accordance with the test methods stated in Tables
1 and 2 of GRI Test Method GM13 (latest version) for HDPE geomembrane and Tables 1 and 2
of GRI Test Method GM17 (latest version) for LLDPE geomembrane and include the following
properties:

• Density;
• Carbon black content;
• Carbon black dispersion;
• Melt index;
• Thickness;
• Tensile strength;
• Tear resistance; and
• Asperity height.

3.3.2.4 Test Results

The CQA Consultant shall examine all results from laboratory conformance testing and shall report
any nonconformance to the ENGINEER.

3.3.2.4.1 Procedures in Event of a Conformance Test Failure

The procedures described in the project specifications shall be followed. The CQA Consultant
shall document actions taken in conjunction with conformance test failures.

3.3.3 Delivery

3.3.3.1 Transportation and Handling

The CQA Consultant shall verify that:

• Handling equipment used on the site does not damage the geomembrane; and
• The Installer’s personnel handle the geomembrane with care.

Upon delivery at the site, the Installer and the CQA Consultant shall conduct a surface observation
of all rolls for defects and for damage. This examination shall be conducted without unrolling rolls
unless defects or damages are found or suspected.

• Rolls, or portions thereof, which should be rejected and removed from the site because
they have severe flaws; and
• Rolls which include minor repairable flaws.
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3.3.3.2 Storage

The CQA Consultant shall verify that the geosynthetic materials staging area is well draining, that
the materials are covered, protected and stay dry during storage.

3.4 GEOMEMBRANE INSTALLATION – (NOT USED)

3.4.1 Earthwork

3.4.1.1 Surface Preparation

The CONTRACTOR shall be responsible for preparing the supporting soil according to the
Specifications.

The CQA Consultant shall verify that:

• A qualified land surveyor, licensed in the State in which the project work is conducted, has
verified all lines and grades;
• That the supporting soils meet the density specification and provide a firm foundation;
• Surface of the subgrade has been prepared and has been certified as acceptable to the
Installer; and
• The surface is generally free of irregularities, rocks, sticks, roots, loose soil, and abrupt
changes in grade which may cause damage to the geomembrane and require its repair
after deployment;

In general, at any time before and during the geomembrane installation, the CQA Consultant shall
indicate to the CONTRACTOR locations, which may not provide adequate support to the
geomembrane.

3.4.2 Geomembrane Placement

3.4.2.1 Field Panel Identification

It shall be the responsibility of the CQA Consultant to ensure that each field panel shall be given an
“identification code” (number or letter-number) consistent with the layout plan. This field panel
identification code should be as simple and logical (manufacturing roll numbers are usually
cumbersome and are not related to location in the field).

3.4.2.2 Field Panel Placement

3.4.2.2.1 Location

The CQA Consultant shall verify that field panel installation follows the Installer’s layout plan, as
approved or modified.

3.4.2.2.2 Installation Schedule

The CQA Consultant shall:
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• Evaluate every change in the schedule proposed by the Installer.
• Verify that the condition of the supporting soil has not changed detrimentally during
installation.
• Record the identification code, location, and date of installation of each field panel.

3.4.2.2.3 Weather Conditions

Geomembrane placement shall not proceed:

• At ambient temperatures below 40 F or above 104 F unless authorized by the CQA
Consultant.
• During any precipitation, in an area of ponding water, or during excessive winds.

The CQA Consultant shall verify that the above conditions are fulfilled. Additionally, the CQA
Consultant shall verify that the supporting soil has not been damaged by weather conditions.

3.4.2.2.4 Method of Placement

The CQA Consultant shall verify that:

• Any equipment used does not damage the geomembrane by handling, trafficking,
heat, leakage of hydrocarbons or other means;
• The prepared surface underlying the geomembrane has not deteriorated since
previous acceptance, and is still acceptable immediately prior to geomembrane
placement; any geosynthetic elements immediately underlying the geomembrane are
of acceptable cleanliness and are free of debris;
• All personnel working on the geomembrane do not smoke, wear shoes which may
damage the geomembrane, or engage in other activities which could damage the
geomembrane;
• The method used to unroll the panels does not cause scratches or crimps in the
geomembrane and does not damage the supporting soil;
• The method used to place the panels minimizes wrinkles (especially differential
wrinkles between adjacent panels);
• Adequate temporary loading and/or anchoring using sand bags has been placed to
prevent uplift by wind. The loading should be continuous along the edges of panels to
minimize the risk of wind flow under the panels;
• All field seaming and installation of appurtenances (sumps, etc.) are done in
accordance with the plans and Specifications; and
• Direct contact of equipment with the geomembrane is minimized; i.e., the
geomembrane is protected by geotextile, extra geomembrane, or other suitable
material in areas where heavy traffic may be expected.

3.4.2.2.5 Damage

The CQA Consultant shall visually examine each panel, after placement and prior to seaming,
for damage. Damaged panels or portions of damaged panels, which have been rejected, shall
be marked, and their removal from the work area recorded by the CQA Consultant. Repairs
shall be made according to procedures described in the project specifications.

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As a minimum, The CQA Consultant shall ensure that each panel is placed in such a manner
that it is unlikely to be damaged, and any tears, punctures, holes, thin spots, etc., are marked
for repair or the panel is rejected.

3.4.3 Field Seaming

3.4.3.1 General Seaming Procedure

The CQA Consultant shall verify that the seaming procedures listed in the project specifications
are followed.

• The CQA Consultant shall log all appropriate temperatures and conditions, and shall log
and report any non-compliance.
• The CQA Consultant shall observe all trial seam procedures and log the date, hour,
ambient temperature, number of seaming unit, name of seamer, and pass or fail
description. Additional samples may be cut from the remainder of the trial seam to be
archived by the OWNER, and/or tested by the CQA Laboratory or CQA Consultant.

3.4.3.2 Seam Preparation

The CQA Consultant shall verify that:

• Prior to seaming, the seam area is clean and free of moisture, dust, dirt, debris of any kind,
and foreign material;
• If seam overlap grinding is required, the process is completed according to the
Manufacturer’s Specification, and in a way that does not damage the geomembrane; the
depth of the abrasion must not exceed 10 percent of the nominal material thickness;
• Seams are aligned without wrinkles and “fishmouths”.

3.4.3.3 Weather Conditions for Seaming

The CQA Consultant shall verify that the weather conditions are suitable for seaming or determine if
the installation should be stopped or postponed.

3.4.3.4 Overlapping and Temporary Bonding

The CQA Consultant shall verify that:

• The panels of geomembrane have a finished overlap, sufficient to allow peel tests to be
performed on the seam;
• No solvent or adhesive is used unless the product is approved in writing by the ENGINEER
(samples shall be submitted to the ENGINEER for testing and evaluation); and
• The procedure used to temporarily bond adjacent panels together does not damage the
geomembrane (in particular, the temperature of hot air at the nozzle of any spot seaming
apparatus is controlled such that the geomembrane is not damaged. “Damage” includes a
loss in durability).

3.4.4 Nondestructive Seam Continuity Testing

The CQA Consultant shall:
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• Observe continuity testing;
• Record location, date, time, name of tester, and outcome of all testing; and
• Inform the Installer of any required repairs.

The Installer shall complete any required repairs in accordance with the project specifications.

The CQA Consultant shall:

• Observe the repair and re-testing of the repair;
• Mark on the geomembrane that the repair has been made; and
• Record location, date, time, name of tester, and outcome of all testing.

3.4.5 Destructive Testing

3.4.5.1 Sampling Procedure

The CQA Consultant shall:

• Observe sample cutting;
• Assign a number to each sample, and mark it accordingly; record the reason for taking the
sample at this location (e.g., statistical routine, suspicious feature of the geomembrane).

3.4.5.2 Field Testing

The CQA Consultant shall witness field tests and mark samples and portions with their number.
The CQA Consultant shall also log the date and time, number of seaming unit, name of technician,
seaming apparatus temperatures and speeds, pass or fail description.

3.4.5.3 Construction Quality Assurance Laboratory Testing

Destructive test samples shall be packaged and shipped by the CQA Consultant to the CQA
Laboratory. The CQA Consultant shall be responsible for storing the archive samples. Test
samples shall be tested by CQA Laboratory.

Testing shall follow GRI Test Method GM19. The minimum acceptable values to be obtained in
these tests are those indicated in GRI Test Method GM19.

The CQA Laboratory shall provide test results within 24 hours after they receive the samples. The
CQA Consultant shall review laboratory test results as they become available.

3.4.5.4 Destructive Sample Pass/Fail Criteria

The CQA Consultant shall document all laboratory results for destructive samples to assure that
they meet the requirements set forth in the project specifications and GRI Test Method GM19.

3.4.5.5 Procedures for Destructive Test Failure

The CQA Consultant shall document all actions taken in conjunction with destructive test failures to
verify that they meet the requirements set forth in the project specifications.
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3.4.6 Defects and Repairs

3.4.6.1 Verification of Repairs

The CQA Consultant should observe nondestructive testing of repairs and record the date of the
repair and test outcome.

3.4.6.2 Large Wrinkles

The CQA Consultant shall indicate which wrinkles should be cut and repaired by the Installer. The
repair thus produced shall be tested like any other repair.

3.4.7 Backfilling of Anchor Trench

The CQA Consultant shall observe the backfilling operation.

3.4.8 Lining System Acceptance

The CQA Consultant shall verify that installation has proceeded in accordance with the CQA Plan for the
project.

3.4.9 Materials in Contact with the HDPE Geomembrane

3.4.9.1 Soil

The CQA Consultant shall verify that the Specifications are consistent with the state of practice
such as:

• Placement of soils on the geomembrane shall not proceed at an ambient temperature
below 40F nor above 104F unless otherwise specified;
• A geotextile or other cushion approved by the ENGINEER may be installed between a
drainage layer and the geomembrane;
• Equipment used for placing soil shall not be driven directly on the geomembrane;
• A minimum thickness of 1 foot of drainage material is specified between a light dozer
(such as a wide pad Caterpillar D-5 or lighter) and the geomembrane;
• A minimum thickness of 4 feet of soil/stone is specified between rubber-tired vehicles and
the geomembrane; and
• In heavily trafficked areas such as access ramps, soil/stone thickness should be at least 4
feet.
• Verify the required soil thickness; and that placement of soil is done in such a manner that
geomembrane damage is unlikely.

3.4.10 Sumps and Appurtenances

The CQA Consultant shall review the Specifications and verify the use of geosynthetic layers between
structures and geomembrane.

The CQA Consultant shall verify that:

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• Installation of the geomembrane in sump and appurtenance areas, and connection of
geomembrane to sumps and appurtenances have been made according to Drawings and
Specifications;
• Welding around appurtenances is complete since neither non-destructive nor destructive
testing may be feasible in these areas; and
• The geomembrane has not been visibly damaged while making connections to sumps and
appurtenances.

3.5 GEOTEXTILE

3.5.1 Manufacturing

The CQA Consultant shall examine all manufacturer certifications to ensure that the property values
listed on the certifications meet or exceed those specified for the particular type of geotextile.

3.5.2 Labeling

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

3.5.3 Shipment and Storage

The CQA Consultant shall observe rolls upon delivery at the site and note any deviation from the
requirements listed in the project specifications. Any damaged rolls shall be rejected and replaced at
no additional cost to the OWNER.

3.5.4 Conformance Testing

3.5.4.1 Tests

In-Plant Material Conformance Test Sampling

The CQA Consultant shall arrange for the CQA Laboratory to sample the geotextile 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 geotextile used for this project shall be from the same lot unless otherwise approved
by the CQA Consultant. The manufacturer or supplier shall perform additional conformance
testing, at no additional cost to the OWNER.

3.5.4.2 Sampling Procedures

The samples will be taken from selected rolls by removing the protective wrapping and cutting
full-width, 1-m-long (3-ft-long) samples from the outer wrap of the selected roll(s). The outer
revolution of geotextile 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.
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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.

3.5.4.3 Test Procedures

Conformance testing shall be shall be conducted in accordance with the most recent
versions of GRI Test Method GT12(a) for geotextile cushions and GRI Test Method GT13(a)
(moderate survivability) for geotextile separators, and include the following properties:

Mass per unit area
Grab tensile strength
Trapezoidal tear strength
Puncture strength
Permittivity*
Apparent opening size*

*Only if geotextile is to be used as a filter/separator

3.5.4.4 Test Results

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

3.5.4.5 Conformance Test Failure

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

3.5.5 Handling and Placement

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

3.5.6 Seams and Overlaps

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

3.5.7 Repair

The CQA Consultant shall observe any repair, note any noncompliance with the requirements listed in
the project specifications.

3.5.8 Placement of Soil Materials

The Installer shall place cover soil materials on top of a geotextile in such a manner as to ensure no
damage to the geotextile such as slippage on underlying layers, and tensile stresses in the geotextile.

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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 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
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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 geomembrane and measure the elongation of the geocomposite
during the placement of soil.

3.7 GEOSYNTHETIC CLAY LINER (GCL)

3.7.1 Storage

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

3.7.2 Handling & Placement

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

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

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

Geosynthetic clay liners should always be installed with appropriate side up.
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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. The area, panel numbers, and seams completed, and measures
taken to protect unfinished areas overnight should be identified. Failed seams or other 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 including, as applicable:

• Scaled drawing of the completed installation of geomembrane;
• Panels shown and labeled in their relative locations;
• Location of all destructive test samples;
• Location of all geomembrane repairs;

The Project Record Drawings shall address each layer of soil liner, geomembrane and drainage layer for
landfill liner expansion, or intermediate cover, geomembrane, and final cover soil for landfill closure;
and if necessary, another drawing that identifies problems or unusual conditions of the geotextile or
geocomposite layers. In addition, applicable cross-sections shall show layouts of geocomposite and
geotextile that are unusual or different from the design drawings.
4.3 Final Certification Report

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

• Personnel involved with the project;
• Scope of work and outline of project;
• Quality assurance methods;
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• 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 Fill Soil Cap
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/Acre 1/Acre
In-place Density and Water
Content by Nuclear Method ASTM
D6938
NA 5/Acre 5/Acre
Undisturbed Hydraulic
Conductivity ASTM D5084 NA NA NA
Laboratory Compacted Hydraulic
Conductivity ASTM D5084 NA NA NA
Laboratory Compacted Hydraulic
Conductivity ASTM D2434 NA NA NA

NA – Not Applicable; (1) Required only if material changes;

TECHNICAL
SPECIFICATIONS
Technical Specifications 01568-1 Labella Associates OmniSource Industrial Landfill February 2020
Kernersville, North Carolina

SECTION 01568

EROSION AND SEDIMENT CONTROL

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Compliance with approved Erosion and Sediment Control Plan, regulations, and
the North Carolina Erosion and Sediment Control Planning and Design Manual.

B. Personnel, equipment, materials, and supplies to prevent erosion and to control
sediment during construction.

1.02 REFERENCES

A. North Carolina Erosion and Sediment Control Planning and Design Manual, latest
edition; North Carolina Department of Environment and Natural Resources.

PART 2 PRODUCTS

2.01 MATERIALS

A. Materials used shall meet all applicable specifications and be in accordance with
the North Carolina Erosion and Sediment Control Planning and Design Manual.

B. Erosion control matting North American Green single net straw blanket BioNet
S75BN or equal.

C. HDPE corrugated Class C slope drain pipe ADS, Hancor or equivalent, with Mar
Mac Polyseal Couplers ADS at joints.

PART 3 EXECUTION

3.01 GENERAL

A. Provide personnel, equipment, materials, and supplies to prevent erosion and to
control sediment during construction.

B. Conduct all construction related activities in accordance with approved erosion
and sediment control plans for this site. Comply with all local and state erosion
control regulations.

C. Prepare new erosion and sediment control plans for proposed land disturbance
activities outside the limits of disturbance of approved erosion and sediment
control plans for the site. Submit erosion and sediment control plans prepared by
the CONTRACTOR to the regulatory authorities for review, and pay required fees.
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Obtain approval of erosion and sediment control plans from the regulatory
authorities prior to conducting land disturbance activities in the affected areas.

D. Provide measures at all times to control erosion and to minimize siltation of
drainage ditches, storm drains, and adjacent waterways.

E. Limit grading to areas of workable size so as to limit the duration of exposure of
disturbed and unprotected areas. Apply all appropriate conservation practices in
sequence with the work.

F. Protect stockpiled material with mulch, temporary vegetation, or a sediment
barrier at its base.

G. Stabilize all roads with base course crushed stone within 15 days of grading.

H. Install all erosion and sediment control practices in accordance with the latest
edition of the North Carolina Erosion and Sediment Control Planning and Design
Manual.

3.02 TEMPORARY SEDIMENT FENCE (SILT FENCE)
A. Std. & Spec. 6.62, North Carolina Erosion and Sediment Control Planning and
Design Manual: Construct at locations shown on the Contract Drawings.

3.03 STORMWATER CONVEYANCE CHANNELS

A. Std. & Spec. 6.30 and 6.31, North Carolina Erosion and Sediment Control
Planning and Design Manual: Construct at locations shown on the Contract
Drawings.

3.04 OUTLET PROTECTION

A. Std. & Spec. 6.41, North Carolina Erosion and Sediment Control Planning and
Design Manual: Construct at locations shown on the Contract Drawings.

3.05 OTHER APPROVED MEASURES

A. Provide all other measures required by governing regulations and agencies.

3.06 MANAGEMENT STRATEGIES

A. Sequence construction so that erosion control operations can begin and end as
quickly as possible. Temporary seeding or other stabilization shall follow
immediately after grading. The CONTRACTOR shall be responsible for the
installation and maintenance of all erosion and sediment control practices. All
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areas disturbed by construction shall be stabilized with permanent seeding
immediately following finish grading. Permanently seeded areas shall be
protected with straw mulch or other acceptable material approved by the
ENGINEER.

3.07 MAINTENANCE

A. Check all erosion and sediment control measures weekly and after each
significant rainfall. This includes, but is not limited to, the following:

1. All storm drain pipes for signs of clogging.
2. Sediment basin to insure its adequacy and to make sure the outfall is
operating correctly.
3. Stormwater conveyance channels for signs of failure and adequacy.

3.08 REMOVAL

A. Remove all temporary control measures at the completion of the Work and
restore site as required. Remove erosion and sediment control devices only after
written approval of the ENGINEER.

END OF SECTION 01568
Technical Specifications 01720-1 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
SECTION 01720

PROJECT RECORD DOCUMENTS

PART 1 - GENERAL

1.01 SECTION INCLUDES

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

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

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

1.02 SUBMITTALS

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

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

PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

3.01 SURVEYOR

A. Employ the services of a surveyor licensed in the State in which the project work is conducted
to determine actual locations and elevations of installed items and to prepare the record
drawings.

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Kernersville, North Carolina
3.02 DOCUMENTS REQUIRED

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

3.03 ACCURACY OF RECORDS

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

3.04 TIMING OF ENTRIES

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

3.05 SUBMITTAL

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

3.06 PROTECTION OF DOCUMENTS

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

3.07 MAKING ENTRIES ON DOCUMENTS

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

3.08 FORMAT OF FINAL RECORD DRAWINGS

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

Technical Specifications 01720-3 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
B. At a minimum, provide the following surveys showing spot elevations on a fifty-foot grid and
two-foot contours for the layer of interest. The survey points shall include toe and top of slope,
and all breaks in the slope. Spot elevations shall be measured to the nearest 0.01 foot. The
required surveys shall be completed and stamped by a registered surveyor licensed in the
State in which the project work is conducted. Prior to the placement of each layer of the work,
the survey drawing shall be submitted to the ENGINEER for approval.

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

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

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

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

SITE PREPARATION AND RESTORATION

PART 1 - GENERAL

1.01 SCOPE

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

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

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

PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

3.01 UTILITIES

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

3.02 SITE PROTECTION

A. Protect benchmarks from damage or displacement.

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

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

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

E. Conduct Work in accordance with the requirements of the project specifications.

Technical Specifications 02100-2 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
3.03 CLEARING

A. Clear and grade areas required for access to site and execution of Work.

B. Remove from the site trees, brush, shrubs, downed timber, undergrowth, deadwood,
rubbish, and other vegetation and incidental structures to allow for new construction.

C. Remove all trees, stumps, and roots within 10 feet of any proposed structure or
pipeline.

D. Remove all stumps when such stumps will be less than five (5) feet below finished
grade. Stumps of trees to be left in place shall be left no more than six 6 inches above
original grade.

E. Clearing shall be limited to areas within the limits of construction that need to be
cleared in order to execute the Work. Clearing may be required to obtain suitable
materials in the borrow area. CONTRACTOR shall keep clearing to the minimum required
to complete the Work. Any clearing performed in the borrow area shall be at no
additional cost to the OWNER.

F. With the exception of areas that are disturbed in accordance with an erosion and
sediment control permit obtained under the provisions of the project specifications; do
not disturb other areas outside the limits of construction shown on the Contract
Drawings.

3.04 GRUBBING

A. Grub areas within a 10-foot zone bordering all proposed structures and pipelines.

B. In areas to be cleared, remove all stumps, roots ½-inch or larger, organic material, and
debris to a depth of approximately one foot below existing grade, or one foot below the
proposed subgrade elevation, whichever is lower.

C. Remove grassy vegetation in a manner that maximizes the separation of vegetative
cover and topsoil or subsoil. Unless otherwise noted, grassy vegetation shall be
removed from the site or disposed on-site as approved by landfill personnel.

D. Use hand methods for grubbing inside the drip lines of trees which are to remain.

E. Clean up debris resulting from site clearing operations continuously with the progress of
the Work.

F. Stockpile topsoil material on site in areas designated by the ENGINEER or the OWNER.

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

3.05 REMOVAL AND DISPOSAL OF DEBRIS

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

Technical Specifications 02100-3 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
B. Remove other debris, rock, and extracted plant life from the site or dispose on-site as
approved by the OWNER.

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

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

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

3.06 SITE RESTORATION

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

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

SECTION 02200

EARTHWORK

PART 1 -GENERAL

1.01 SCOPE

A. The Work covered by this specification consists of furnishing all labor, equipment and materials
to perform general grading; excavation; and placement and compaction of structural fill for
foundations, perimeter berms, embankments and structures, as shown on the Drawings.

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

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

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

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

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

G. The use of explosives is prohibited.

1.02 CONSTRUCTION QUALITY CONTROL (CQC)
A. The CONTRACTOR will provide a testing program to perform the following minimum laboratory
tests on soil materials being used for construction. All testing will be performed by an
independent qualified geotechnical consultant and testing laboratory and under the direction of
a Registered Professional Engineer licensed in the State in which the project work is
conducted.
B. Laboratory Testing - Soils:
1. Visual Classification
Visual classification (ASTM D2487) shall be conducted at a frequency of one test for each
soil type.
2. Gradation Analysis
Gradation analysis (ASTM D422) shall be conducted at a frequency of one test for each soil
type.
3. Atterberg Limits and Moisture Content
Technical Specifications 02200-2 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina

Atterberg limits (ASTM D4318) and moisture content test (ASTM 2216) shall be conducted
at a frequency of one test for each soil type.
4. Standard Proctor Density Test
Standard Proctor density test (ASTM D698) shall be conducted at a frequency of one test
for each soil type.
5. Specific Gravity
Specific gravity test (ASTM D854) shall be conducted at a frequency of one test for each
soil type.
6. Triaxial Compression Testing Consolidated Undrained Triaxial with Pore Pressure Measurements Series (ASTM D4767), Three Point Series, Remolded, shall be conducted at a frequency of one test for each soil type.

PART 2 - PRODUCTS

2.01 FILL MATERIAL

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

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

Fill material shall have a minimum internal friction angle of 26 degrees, unless otherwise approved
by engineer.

2.02 ROCK

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

2.03 UNSUITABLE MATERIAL

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

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

PART 3 - EXECUTION

3.01 GENERAL

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

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

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

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

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

3.02 UTILITIES TO BE ABANDONED OR REMOVED

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

B. Remove underground utilities indicated on the Drawings to be removed and backfill resulting
excavation with suitable material, compacted as specified. Plug, cap or seal utilities with
concrete at the construction limits or at points designated by the CQA Consultant.

3.03 PROOFROLLING

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

B. Prior to the placement of the liner system, the natural ground or excavated subgrade, shall be
proofrolled.

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

D. Proofrolling shall be performed using a rubber-tired device having a static weight of at least 10
tons (such as a loaded tandem axle dump truck). This shall be performed during dry weather
conditions and under the direction of the CQA Consultant. Areas that “pump” or otherwise
exhibit instability shall be repaired as directed by the CQA Consultant.

Technical Specifications 02200-4 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina

3.04 WETLANDS PROTECTION

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

3.05 EXCAVATION

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

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

C. Remove existing pavement as required.

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

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

F. All excavation shall be dewatered as necessary to provide proper protection. The
CQA Consultant may require excavation to be continuously dewatered 24 hours per day by
adequate pumping or well-points satisfactory to the CQA Consultant until backfilling has been
completed.

G. Where underground streams or springs are found, provide temporary drainage and
notify ENGINEER and CQA Consultant.

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

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

J. Remove shoring and all form materials.

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

3.06 EXCAVATION FOR STRUCTURES

A. Conform to elevations and dimensions shown on the Drawings. Extend excavation sufficient
distance from footings and foundations to permit placing and removal of concrete form work,
Technical Specifications 02200-5 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina

installation of services, and for other required construction. Foundation concrete shall not be
poured until the bearing stratum has been examined and found satisfactory for the design
bearing capacity.

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

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

3.07 ROCK REMOVAL

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

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

C. Remove rock at bottom of excavations to form level bearings.

D. In utility trenches, excavate to 4 inches below invert elevation of pipe and to width indicated on
Standard Details.

E. Remove rock loosened by mechanical method. Over-excavation of six inches to one foot will be
allowed.

F. Correct unauthorized rock removal in accordance with backfilling and compaction
requirements of the project specifications.

G. Excavated rock will be removed from the site or segregated and stockpiled on-site as directed
by the OWNER.

3.08 COMPACTION OF FILL

A. Compaction of each layer shall be continuous over the entire area and the compaction
equipment shall make sufficient trips to assure that the density has been obtained. Fill shall
be placed and compacted in uniform lifts and shall not exceed 6 inches in compacted
thickness. All fill shall be compacted to within 95 percent of maximum density (standard
proctor) as determined by ASTM D698. This compaction method shall apply to all fills, berms,
embankments, paved areas and for a distance of at least 25 feet beyond structures and at
least five feet beyond fills, berms, embankments and paved areas. All other unpaved areas
shall be compacted to within 90 percent of maximum density as determined by ASTM D698.
Technical Specifications 02200-6 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina

B. Compaction equipment shall be of such design that it will be able to compact the fill to the
specified density. Use power-driven hand tampers for compacting materials adjacent to
structures.

3.09 COMPACTION TESTS

Field tests of the compaction of fill will be made by the CQA Consultant. If a test fails to meet
the required compaction level or moisture content, then the area represented by that test shall
be reworked and retested, at no additional cost to the OWNER, until a passing test results. The
CONTRACTOR may elect at his own expense to remove the failing material.

3.10 SURFACE WATER

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

3.11 FILL AND BACKFILL

A. Remove vegetation, debris, unsatisfactory materials prior to placement of fill. Plow, strip or
break up sloped surfaces steeper than 4 to 1 so that fill material shall bond with existing
surface.

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

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

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

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

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

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

Technical Specifications 02200-7 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina

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

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

J. Place backfill and fill materials in layers which, when compacted, shall not exceed six inches in
lift thickness at depths less than four feet below finished grade and 12 inches in lift thickness
at depths greater than four feet below finished grade. Each layer shall be spread evenly and
shall be thoroughly bladed and mixed during the spreading to ensure uniformity of material in
each layer. If required, the fill material shall be dried by aerating with a scarifier, disc harrow,
blade or other equipment or by such other means as may be necessary. If required, the fill
material shall be wetted by the use of water trucks. Dried or wetted fill material shall be
thoroughly mixed to provide optimum moisture content. Compact each layer to the required
density.

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

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

3.12 GRADING

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

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

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

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

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

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

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

H. Where compacted areas are disturbed by subsequent construction or adverse weather, scarify
the surface, reshape and compact to the required density. Use hand tamper for recompaction
over underground utilities. Portions of the fill damaged due to exposure shall be reworked to
Technical Specifications 02200-8 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina

meet the project specifications or, at the discretion of the CQA Consultant, removed and
replaced with conforming material at no additional cost to the OWNER.

I. Place vegetative support layer to a minimum depth of 6 inches. Where existing on-site supply
of topsoil is inadequate to provide the required amount, supply additional topsoil, meeting the
specification for Topsoil, from off-site sources. Source and quality of additional material shall
be approved by ENGINEER. Cost of off-site material shall be at no additional cost to OWNER.
Reference shall be made to the project specifications for requirements of topsoil testing and
topsoil amendment options.

3.13 LANDFILL SUBGRADE

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

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

3.14 LANDFILL COVER SOIL

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

3.15 SEASONAL LIMITS

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

END OF SECTION 02200
Technical Specifications 02274-1 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
SECTION 02274

RIPRAP

PART 1 GENERAL

1.01 WORK INCLUDED

A. Providing and placing riprap.

1.02 BASIS OF PAYMENT

A. Payment for Work under this Section is included in the Contract unit price per cubic
yard of Riprap. Such payment shall constitute full compensation for providing all
materials, and furnishing all labor, equipment and other items necessary to construct
the riprap features shown on the Drawings.

PART 2 PRODUCTS

2.01 MATERIALS

A. Subgrade lining: Non-woven geotextile mat equivalent to Mirafi 1100N or crusher
run stone produced by secondary crushing of durable rock.

B. Riprap

1. Provide stone that is sound, tough, dense, angular, resistant to the action of air
and water, and suitable in all other respects for the purpose intended.

2. Provide stone meeting the criteria as shown on Erosion and Sediment Control
drawings.

3. Grade stone so that the smaller stones are uniformly distributed throughout the
mass.

PART 3 EXECUTION

3.01 PROCEDURE

A. Line prepared subgrade with 6 inches of crusher-run stone or geotextile mat.

Technical Specifications 02274-2 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
B. Reject mat material having defects, rips, holes, flaws, deterioration or damage during
manufacture, transportation or storage.

C. Lay mat material smooth and free from tension, stress, folds, wrinkles or creases.
Overlaps shall be a minimum of 12 inches with the upper fabric overlapping the
lower fabric.

D. Remove fabric that is displaced during riprap placement and reposition at no
additional cost to the Owner.

E. Remove fabric that is damaged during riprap placement and replace at no additional
cost to the Owner.

F. Protect fabric from damage due to placement of riprap by limiting the height of drop
of the material.

G. No more than 72 hours shall elapse from the time the fabric is unwrapped to the
time the fabric is covered with riprap.

H. Place riprap stone to the dimensions indicated on the Drawings.

I. Stone may be placed by mechanical methods, augmented by hand placing where
necessary.

J. The minimum thickness of the riprap shall be as indicated on the Drawings. The
completed riprap layer shall be properly graded, dense and neat.

END OF SECTION
Technical Specifications 02500-1 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
SECTION 02500

STONE SURFACING

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Providing aggregate base course for roadways.

1.02 REFERENCES

A. ASTM D422 – Standard Test Method for Particle-Size Analysis of Soils.

B. ASTM D698 – Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3))

C. ASTM D3017 – Standard Test Method for Water Content of Soil and Rock in Place
by Nuclear Methods (Shallow Depth).

D. North Carolina Department of Transportation Standard Specifications for Roads
and Structures, latest edition.

1.03 SUBMITTALS

A. Submit job mix formula of proposed material at least 40 days prior to placement
of aggregate base course.

B. Proposed job mix formula shall be approved by the ENGINEER prior to use.

C. Testing of aggregate samples shall be paid for by CONTRACTOR.

D. Identify proposed supplier with the job mix formula submission.

1.04 CONSTRUCTION QUALITY CONTROL AND CONSTRUCTION QUALITY ASSURANCE
CQC/CQA)

A. Acceptance by the ENGINEER of aggregate base course shall be dependent on
the Soils CQA Consultant satisfying all requirements of the CQA Plan during the
course of the work and the test results showing that all requirements of this
Section have been met.
Technical Specifications 02500-2 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina

B. Supporting data for CQA purposes shall be obtained by field and laboratory
testing to be conducted by the soils CQA Consultant.

C. Field and laboratory testing conducted by the CQA Consultant will be done at the
OWNER’S expense.

PART 2 PRODUCTS

2.01 AGGREGATE BASE COURSE

A. Aggregate shall be NCDOT Type ABC aggregate furnished in accordance with the
latest edition of the NCDOT Standard Specifications for Roads and Structures.

2.02 GEOTEXTILE FABRIC

A. Geotextile fabric shall be Mirafi 600X or approved equal.

PART 3 EXECUTION

3.01 SUBGRADE PREPARATION

A. Prepare areas to receive aggregate base course in accordance with Section
02100, Site Preparation.

B. Where subgrade requires undercutting, limit cut slopes to 1 vertical to 3
horizontal.

C. Grade areas to receive aggregate base course to a uniform surface. Scarify
surface if directed by the ENGINEER.

D. Eliminate ruts, hummocks, or other uneven features.

E. Proofroll the subgrade with a loaded tandem-axle dump truck having a minimum
weight of 20 tons or other similar rubber-tired equipment.

F. Make at least two passes in each direction with the proofrolling equipment.

G. Remove and replace any soft, saturated or yielding areas indicated by pumping or
rutting.

Technical Specifications 02500-3 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
H. Replace soil that has been removed with structural fill material in accordance with
the requirements of Section 02200.

I. Where unsuitable soil was removed, compact the structural fill material to at least
95% of the maximum dry density as determined by ASTM D698 to a depth of at
least 12 inches.

J. Dry or wet the subgrade at the discretion of the ENGINEER to establish a
subgrade with acceptable moisture content.

K. Place geotextile fabric as shown on the drawings. Place in strict accordance with
manufacturer’s recommendations.

L. Do not construct structural fill layer until the subgrade has been approved by the
ENGINEER.

3.02 CONSTRUCTION

A. Construct project features to the lines and grades shown on the Drawings.

B. Place aggregate in lifts no greater than 6 inches compacted depth.

C. Compact aggregate to a minimum dry density of 100% of the maximum dry
density determined from the Standard Proctor Test (ASTM D698).

D. In-place aggregate which does not meet the density requirements shall be
recompacted or removed and reworked to meet density objectives.

E. Do not place aggregate during sustained period of temperatures below 32° F.

3.03 PROTECTION OF WORK

A. Protect the finished surface from erosion, desiccation, or other damage.

B. Portions of the aggregate base course damaged due to exposure shall be
reworked to meet the Specifications or, at the discretion of the ENGINEER,
removed and replaced with conforming material at no additional cost to the
OWNER.

3.04 QUALITY ASSURANCE

A. Field inspection and testing will be performed under provisions of Section 01410.
Technical Specifications 02500-4 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina

B. Prior to material placement, testing for moisture-density relationship will be
performed on proposed aggregate base course material in accordance with ASTM
D698. Frequency: A minimum of one test per 5000 cubic yards of aggregate
base course.

C. Testing of the in-place aggregate base course will include density/moisture
content tests in accordance with ASTM D2922/D3017. Frequency: One test per
100 linear feet of roadbed per lift.

D. If tests indicate Work does not meet specified requirements, remove Work,
replace and retest at no cost to OWNER.

E. The horizontal and vertical location of all test locations will be recorded. A
drawing will be prepared showing all test locations.

END OF SECTION 02500

Technical Specifications 02936-1 LaBella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
SECTION 02936

SEEDING

PART 1 GENERAL

1.01 WORK INCLUDED

A. Preparation of subsoil.

B. Placing topsoil material.

C. Fertilizing.

D. Temporary seeding.

E. Permanent seeding.

F. Mulching.

1.02 RELATED SECTIONS

A. 02200 - Earthwork

1.03 QUALITY ASSURANCE

A. Provide seed mixture in containers showing percentage of seed mix, year of
production, net weight, date of packaging, and location of packaging.

1.04 MAINTENANCE DATA

A. Submit maintenance data for continuing Owner maintenance.

B. Include maintenance instructions, cutting method and maximum grass height;
types, application frequency, and recommended coverage of fertilizer.

1.05 DELIVERY, STORAGE AND HANDLING

A. Transport and handle products in accordance with manufacturer’s instructions.

B. Deliver grass seed mixture in sealed containers. Seed in damaged packaging will
Technical Specifications 02936-2 LaBella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
not be acceptable.

C. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name
of manufacturer.

D. Promptly inspect shipments to assure that products comply with requirements,
quantities are correct, and products are undamaged.

E. Store and protect products in accordance with manufacturer’s instructions, with
seals and labels intact and legible.

1.06 GUARANTEE

Contractor shall be responsible for final ground cover. Any area that fails to develop a
successful stand of grass up to one year after final inspection shall be reseeded until a
successful stand develops. Any significantly large (0.5 acre) areas that require reseeding
shall be guaranteed for one year after the reseeding date.

PART 2 PRODUCTS

2.01 SOIL MATERIALS

A. Topsoil Material: Existing topsoil removed from the excavated areas shall be
stripped and stockpiled for use in the six inch thick vegetative support layer. Topsoil shall be
free of subsoil, clay lumps, brush, weeds, and roots larger than 2 inch diameter and other
material or toxic or harmful to growth. pH range shall be from 6.0-7.5 and soluble salts shall
not exceed 500 ppm.

2.02 ACCESSORIES

A. Mulching material: Oat or wheat straw, dry, free from weeds and other foreign
matter detrimental to plant life.

B. Lime: Lime shall comply with applicable North Carolina state laws and shall be
delivered in unopened bags or other convenient standard containers, each fully
labeled with the manufacturer’s guaranteed analysis. Lime shall be ground
limestone containing not less than 85 percent total carbonates, and shall be
ground to such fineness that 90 percent by weight will pass through a No. 20
mesh sieve and 50 percent by weight will pass through a No. 100 mesh sieve.

Technical Specifications 02936-3 LaBella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
C. Fertilizer: Fertilizer shall comply with applicable North Carolina state laws and
shall be delivered in unopened bags or other convenient standard container, each
fully labeled with the manufacturer’s guaranteed analysis. Fertilizer shall contain
not less than 10 percent nitrogen, 10 percent available phosphoric acid and 10
percent water soluble potash (N-P-K, 10-10-10). Any fertilizer which becomes
caked or otherwise damaged, making it unsuitable for use, will not be acceptable
and shall be immediately removed from the job site.

PART 3 EXECUTION

3.01 GENERAL

A. Areas where topsoil material is to be placed and areas to be seeded include all
areas disturbed during construction which are not to be paved.

B. Verify that prepared soil base is ready to receive the work of this Section, and
seed all areas disturbed as a result of construction activities.

3.02 PREPARATION OF SUBSOIL

A. Prepare subsoil to eliminate uneven areas and low spots. Maintain lines, levels,
profiles and contours. Make changes in grade gradual. Blend slopes into level
areas.

B. Remove deleterious materials, such as weeds, and undesirable plants and their
roots. Remove contaminated subsoil.

C. Scarify subsoil to a depth of 3 inches where topsoil material is to be placed.
Repeat cultivation in areas where equipment used for hauling and spreading
topsoil has compacted subsoil.

3.03 PLACING TOPSOIL MATERIAL

A. Place topsoil material during dry weather and on dry unfrozen subgrade 2 to 3
weeks prior to sowing seed. Contractor may elect to mix compost or humus with the
existing stockpiled topsoil in order to achieve a reduction in the amounts of lime
and fertilizer required for the appropriate seed mixture. Contractor shall mix
compost or humus with the existing stockpiled topsoil if the topsoil is unable to
meet the required specification of this section. Compost or humus shall be
amended to the topsoil until the required specification is satisfied. Amended
topsoil shall be analyzed by a qualified laboratory in order to determine the
Technical Specifications 02936-4 LaBella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
optimal quantities of lime and fertilizer required for the appropriate seed mixture.

B. Spread topsoil material over area to be seeded. Finished thickness of topsoil
material shall be 3 inches minimum after settling and nominal compaction
caused by spreading equipment.

C. Grade to eliminate rough, low, or soft areas, and to ensure positive drainage.

D. Rake topsoil material and remove roots, vegetable matter, rocks, clods, and other
non-organic material.

3.04 FERTILIZER AND LIME

A. Apply lime and fertilizer according to soil tests, or apply lime at the rate of
90 lbs./1000 sq.ft. and fertilizer at the rate of 20 lbs./1000 sq.ft.

B. Mix thoroughly into upper 4 inches of topsoil.

C. Lightly water to aid the dissipation of fertilizer and lime.

3.05 SEEDBED PREPARATION

A. Prepare seedbed to a depth of 4 to 6 inches.

B. Remove loose rocks, roots and other obstructions so that they will not interfere
with the establishment and maintenance of vegetation.

3.06 TEMPORARY SEEDING

A. Provide temporary seeding on any cleared, unvegetated, or sparsely vegetated
soil surface where vegetative cover is needed for less than one year or when
seeding dates will prevent the establishment of vegetative cover if permanent
seeding is attempted.

B. Seed in accordance with the following schedule and application rates:

Description Seeding Dates Seeding Mixture Rate (lbs/acre)
Steep Slopes (3:1) April 15 – August 20 German Millet 40
October 25 – February
1
Rye Grain 120
Low Maintenance October 25 – February Rye Grain 120
Technical Specifications 02936-5 LaBella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
Areas 1
Areas requiring
cover less than 1
year
February 1 – April 15 Rye Grain
Kobe Lespedeza
120
50
April 15 – August 20 German Millet 40
August 20 – February 1 Rye Grain
Kobe Lespedeza
120
50

C. To amend soil, follow recommendations of soil tests or apply 2000 lbs./acre
ground agricultural limestone and 750 lbs./acre 10-10-10 fertilizer.

D. Mulch in accordance with the following schedule and application rates
1. Steep Slopes (3:1): In mid-summer, late fall, or winter, apply 100 lb/1000 ft2
grain straw, cover with V netting and staple to the slope. In the spring or early
fall, use 45 lb/1000 ft2 wood fiber in a hydroseeder slurry.
2. Low Maintenance areas and areas requiring cover less than 1 year: Apply
90 lb/1000 ft2 grain straw and tack with 11 gal/1000 ft2.

E. Refertilize if growth is not fully adequate.

F. Reseed, refertilize and mulch immediately following erosion or other damage.

3.08 PERMANENT SEEDING

A. Seed in accordance with the following schedule and application rates:

Description Seeding Dates Seeding Mixture Rate (lbs/acre)
Steep Slopes (3:1) February 1 – April 15,
August 20 – October
25
Tall Fescue
Kobe Lespedeza
Bahiagrass
Rye Grain
100
10
25
40

Grassed Channels February 1 – April 15,
August 20 – October
25
Tall Fescue
Rye Grain

200
40
April 15 – August 20 Tall Fescue
German Millet

200
10
Technical Specifications 02936-6 LaBella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
Low Maintenance
Areas
February 1 – April 15,
August 20 – October
25
Tall Fescue
Kobe Lespedeza
Bahiagrass
Rye Grain
100
10
25
40

April 15 – August 20 Tall Fescue
Kobe Lespedeza
Bermuda Grass
German Millet
100
10
15
10

B. Compact seeded areas by means of a roller or other approved equipment
immediately after sowing.

C. Mulch in accordance with the following schedule and application rates

1. Steep Slopes (3:1): In mid-summer, late fall, or winter, apply 100 lb/1000 ft2
grain straw, cover with V netting and staple to the slope. In the spring or early
fall, use 45 lb/1000 ft2 wood fiber in a hydro seeder slurry.
2. Grassed Channels: Install excelsior mat in the channel to the top of the
channel, and secure according to manufacturer’s specifications.
3. Low Maintenance areas: Apply 90 lb/1000 ft2 grain straw and tack with
synthetic mulch binder. Apply binder at rate recommended by manufacturer.

D. Refertilize in the second year unless growth is fully adequate. Reseed, refertilize,
and mulch damaged areas immediately.

END OF SECTION 02936
Technical Specifications 13302-1 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
SECTION 13302

GEOCOMPOSITE

PART 1 - GENERAL

1.01 SCOPE OF WORK

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

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

1.02 REFERENCES

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

B. The most recent versions of the following American Society for Testing and Materials
(ASTM) standards:
1. ASTM D 792 Standard Test Methods for Specific Gravity and Density of Plastics
Displacement;
2. ASTM D 1505 Standard Test Method for Density of Plastics by the Density-
Gradient Technique;
3. ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics;
4. ASTM D 4218 Standard Test Method for Determination of Carbon Black Content
in Polyethylene Compounds by Muffle-Furnace Technique;
5. ASTM D 4491 Standard Test Method for Water Permeability of Geocomposites by
Permeability;
6. ASTM D 4632 Standard Test Method for Breaking Load and Elongation of
Geocomposites (Grab Method);
7. ASTM D 4716 Standard Test Method for Constant Head Hydraulic Transmissivity
(In-Place Flow) of Geocomposites and Geocomposite Related Products;
8. ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of Geocomposite;
9. ASTM D 4833 Standard Test Method for Index Puncture Resistance of
Geocomposites, Geomembranes, and Related Products;
10. ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of
Unit Area of Geocomposites;
11. ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil
and
Technical Specifications 13302-2 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear
Method;
12. ASTM D7005 Standard Test Method for Determining the Bond Strength (Ply Adhesion) of Geocomposites;
13. Geosynthetic Research Institute (GRI) Test GC-7: Determination of Adhesion and
Bond Strength of Geocomposites; and
14. Geosynthetic Research Institute (GRI) Test GC-8: Determination of the Allowable
Flow rate of a Drainage Geocomposite.

1.03 SUBMITTALS

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

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

1.04 CONSTRUCTION QUALITY CONTROL
Technical Specifications 13302-3 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
The CONTRACTOR shall have an individual experienced in the installation of
geocomposites on-site at all times during the installation. The designated
individual
shall be responsible for ensuring that the geocomposite is installed according to
this specification and the Contract Drawings.

1.05 CONSTRUCTION QUALITY ASSURANCE

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

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

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

PART 2 - PRODUCTS

2.01 GEOCOMPOSITE MATERIAL

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

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

2.02 GEOCOMPOSITE MATERIAL PROPERTIES

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

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

C. The AOS of the geotextile should be less than 2.0 mm.
2.03 MANUFACTURING QUALITY CONTROL

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

2.04 ACCEPTANCE AND CONFORMANCE TESTING

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

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

2.05 HANDLING OF MATERIALS

A. Protective Wrapping - All rolls of geocomposite, irrespective of their type, must be
enclosed in a protective wrapping that is opaque and waterproof. The objective is to
prevent any degradation from atmospheric exposure (ultraviolet light, ozone, etc.),
moisture uptake (rain, snow), and, to a limited extent, accidental damage. The
following important issues shall be considered:
Technical Specifications 13302-5 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
1. The protective wrapping shall be wrapped around (or placed around) the
geocomposite in the manufacturing facility and shall be included as the final step
in the manufacturing process.
2. The packaging shall not interfere with the handling of the rolls either by slings or
by the utilization of the central core upon which the geocomposite is wound.
3. The protective wrapping shall prevent exposure of the geocomposite to ultraviolet
light, prevent it from moisture uptake and limit minor damage to the roll.
4. Every roll must be labeled with the manufacturers name, geocomposite style and
type, lot and roll numbers, and roll dimensions (length, width and gross weight).
B. Shipment 1. Each shipping document shall include a notation certifying that the material is in accordance with the manufacturer’s quality control certificates.
2. The method of loading the geocomposite rolls, transporting them, and off-loading
them at the job site should not cause any damage to the geocomposite, its core,
nor its protective wrapping.
3. The protective wrapping shall be maintained during periods of shipping and
storage.
4. All rolls, where the protective wrapping is damaged or stripped from the rolls,
shall be moved to an enclosed facility until its repair can be made to the approval
of the CQA Consultant.
C. Storage at the Site
1. Handling of geocomposite rolls shall be done in a competent manner such that
damage does not occur to the geocomposite or to its protective wrapping.
2. The CONTRACTOR shall be responsible for the storage of the geocomposite on
site in an area that is well drained and remains dry during material storage, and
is protected from theft, vandalism, passage of vehicles, etc.
3. The rolls shall be stacked in such a way that cores are not crushed nor is the
geocomposite damaged.
4. Outdoor storage of rolls should not exceed manufacturer’s recommendations, or
longer than six months, whichever is less. For storage periods longer than six
months a temporary enclosure should be placed over the rolls, or they should be moved within an enclosed facility.
5. Additionally, if any special handling of the geocomposite is required, it shall be so
marked on the top surface of the geocomposite.

PART 3 - EXECUTION

3.01 INSTALLATION

A. Install geocomposite as shown on the Contract Drawings.

3.02 PLACEMENT
Technical Specifications 13302-6 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina

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

3.03 SEAMS AND OVERLAPS

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

B. Geonet Components

1. The geonet components shall be overlapped by at least 4 inches along the roll
length.
2. Adjoining geocomposite rolls (end to end) across the roll width should be shingled down in the direction of the slope, with the geonet portion of the top overlapping
the geonet portion of the bottom geocomposite a minimum of 12 inches across the roll width.
3. Overlaps shall be secured by tying. Tying shall be achieved by plastic fasteners, or
polymer braid. Tying devices shall be white or yellow for easy inspection. Metallic
devices shall not be used.
4. Tying shall be every 5 feet along the roll length, and every 12 inches along the roll
Technical Specifications 13302-7 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
width.

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

3.04 REPAIR

A. If the geonet is undamaged but the geotxtile is damaged, then the Geosynthetic
Installer shall repair the damaged area as follows:
1. Remove damaged geotextile. Cut patch of new geotextile to provide minimum
12-inch overlap in all directions.
2. Thermally bond geotextile patch to existing geotextile.
B. All seams that have no geocomposite flaps available for sewing shall be thermally
bonded with patch that extends 12 inches beyond the edges of the panel.

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

3.05 PLACEMENT OF COVER MATERIALS

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

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

C. Anchor trenches must be allowed to drain to prevent ponding and softening of the
soils while the trench is open. Anchor trenches shall be backfilled and compacted by
Technical Specifications 13302-8 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
the CONTRACTOR. Care shall be taken when backfilling the trenches to prevent
damage to the geocomposite.
3.06 PRODUCTION PROTECTION

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

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

3.07 ACCEPTANCE

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

B. The geocomposite shall be accepted by the OWNER when:
1. The installation is finished.
2. The OWNER and CONTRACTOR have signed a certificate of Substantial Completion, and all conditions identified on the certificate have been met for the
OWNER to assume responsibility for the geocomposite.
Technical Specifications 13302-9 Labella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
Table 1 – Geocomposite
MANUFACTURING QUALITY CONTROL TEST FREQUENCY
CHARACTERISTICS TEST METHOD UNITS FREQUENCY MARV
Resin
POLYMER DENSITY ASTM D1505 g/cm3 Once per Lot > 0.94
MELT FLOW INDEX ASTM D1238 g/10 min Once per Lot < 1.0
Geonet Tests
DENSITY ASTM D1505 g/cm3 1 per 50,000 ft2 0.94
CARBON BLACK ASTM D1603 % 1 per 50,000 ft2 2 to 3
TENSILE STRENGTH, MD ASTM D5035 lbs/in2 1 per 50,000 ft2 50
Geotextile Tests
AOS ASTM D4751 US sieve
(mm)
1 per 540,000 ft2 70
0.212
MASS PER UNIT AREA ASTM D5261 oz/yd2 1 per 90,000 ft2 6.0
FLOW RATE ASTM D4491 gpm/ft2 1 per 540,000 ft2 110
GRAB TENSILE STRENGTH ASTM D4632 lb 1 per 90,000 ft2 170
PUNTURE STRENGTH ASTM D4833 lb 1 per 90,000 ft2 90
Geocomposite Tests
PLY ADHESION ASTM D7005 lbs/in 1 per 50,000 ft2 1.0
TRANSMISSIVITY ASTM D4716 m2/sec 1 per 540,000 ft2 3.61 x 10-4 (a)
(a) Minimum value @ hydraulic gradient of 0.28 ft/ft for the cap (vertical loading of 300 psf) with testing boundary condition of geosynthetic clay liner on bottom and soil cover on
top.
END OF SECTION 13302

Technical Specifications 13315-1 LaBella Associates
OmniSource Industrial Landfill GCL February 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
other types of geosynthetics that the GCL will be installed in a competent, professional manner.

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

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. Reinforced GCL must be used on slopes greater than 10H:1V. Unreinforced GCL may be used
on areas of the site not exceeding 10H:1V in steepness, or as approved by the ENGINEER.
C. Acceptable GCL products are Bentomat SDN, Claymax 200R, as manufactured by CETCO,
1350 West Shure Drive, Arlington Heights, Illinois 60004 USA (847-392-5800); or an Engineer
approved equal.
D. The GCL(s) and their components shall have properties that meet or exceed CETCO’s
certified properties for Bentomat “SDN” (reinforced GCL) and Claymax “200R” (unreinforced
GCL):
Bentomat “SDN”
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 25 lbs. 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 max.
GCL Permeability ASTM D 5887 Weekly 5x10-9 cm/sec max.
GCL Hydrated Internal
Shear Strength(1)
ASTM D 5321
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.

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

Claymax “200R”
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 40 lbs. MARV
GCL Peel Strength ASTM D 6496 N/A N/A
GCL Index Flux ASTM D 5887 Weekly 1x10-8 m3/m2/sec max.
GCL Permeability ASTM D 5887 Weekly 5x10-9 cm/sec max.
GCL Hydrated Internal
Shear Strength(1)
ASTM D 5321
ASTM D 6243

Periodic

100 psf (4.8 kPa) typical
(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 M1 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).

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

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.
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).

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

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
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 the top of sloped areas of the job site, 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.
3.04 GCL PLACEMENT
A. Deliver GCL rolls to the working area of the site in their original packaging. Prior to deployment,
carefully remove the packaging without damaging the GCL. The orientation of the GCL shall be
in accordance with the manufacturer's recommendations.
B. Equipment that could damage the GCL shall not be allowed to travel directly on the GCL. If
the installation equipment causes rutting of the subgrade, the subgrade must be restored to its
originally accepted condition before GCL placement continues.
C. Care shall be taken to minimize the extent to which the GCL is dragged across the subgrade in
order to avoid damage to the bottom surface of the GCL. A temporary slip sheet or rub sheet
may be used to reduce friction damage during placement.

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

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 soil,
a geomembrane, 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. In accordance with the Drawings, the end of the GCL roll shall be placed in an anchor trench at
the top of the slope. The front edge of the trench should be rounded so as to eliminate sharp
corners. Remove loose soil from the bottom of 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 SDN, bentonite-enhanced seams shall be
constructed between the overlapping adjacent panels described above (Bentomat SDN 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 SDN, a similar bead of granular sodium bentonite shall be applied at
the end-of-roll overlap. The bentonite shall be applied at a minimum application rate of one
quarter pound per linear foot.
3.07 DETAIL WORK
A. The GCL shall be sealed around penetrations and embedded structures in accordance with
the project drawings.
B. Cut GCL using a sharp utility knife.

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

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 COVER PLACEMENT
A. Cover soils shall be free of debris, roots, brush, vegetation, organic matter, rock or gravel, or
other matter that could damage the GCL. Cover soils shall be approved by the project
ENGINEER with respect to particle size, uniformity, and chemical compatibility. Cover soils with
high concentrations of calcium (e.g., limestone, dolomite) are not acceptable.
B. Soil cover shall be placed over the GCL using construction equipment that minimizes stresses on
the GCL. A minimum thickness of 1 foot of cover shall be maintained between the equipment
tires/tracks and the GCL at all times during the covering process. For frequently traveled
areas, a minimum thickness of 2 feet is required.
C. Soil cover shall be placed in a manner that prevents the soil from entering the GCL overlap
zones. Cover soil shall be pushed up slopes, not down slopes, to minimize tensile forces on the
GCL.
D. Although direct vehicular contact with the GCL is to be avoided, lightweight, low ground
pressure vehicles (such as 4-wheel all-terrain vehicles) may be used to facilitate the
installation of geosynthetic material to be placed over the GCL. The GCL Supplier or CQA
Engineer should be contacted for specific recommendations on appropriate procedures in this
situation.
E. When a textured geomembrane is to be installed over the GCL, a temporary slip sheet or rub
sheet should be used to minimize friction during placement, and to enable the textured
geomembrane to be more easily moved into final position.
3.10 RECORDS AND QUALITY ASSURANCE
A. The installation of the GCL will be monitored by a CQA Consultant provided by the OWNER. The
purpose of CQA activities is to document the installation of the GCL. Refer to the CQA Plan. The
following records shall be kept:
Roll Placement Checklist
General Photographic Record of installation
Record Drawing indicating work progress each day of installation
B. Do not cover GCL until all repairs have been properly logged.

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

INTERFACE FRICTION AND SOIL STRENGTH TESTING

PART 1 GENERAL

1.01 REQUIREMENTS INCLUDE

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

1.02 REFERENCES

A. American Society for Testing and Materials (ASTM )

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

1.03 TESTING LABORARTORY

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

PART 2 PRODUCTS

2.01 TEST SAMPLES

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

B. Geosynthetic Materials - Geosynthetics used for interface friction testing shall be
representative of those that will be used for construction. Samples shall be obtained from
same manufacturer and preferably off of the same rolls anticipated for use in the construction.
Obtain a minimum of four samples of each geosynthetic for each test. Take the longest
dimension of the samples in the machine direction of the geosynthetic roll.

Technical Specifications 13400-2 LaBella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
PART 3 EXECUTION

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

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

TEST NAME TEST METHOD
Moisture/density relationship ASTM D698
Atterberg Limits ASTM D4318
Gradation ASTM D422 and D1140
USCS Classification ASTM D2487

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

3.02 LOADING

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

3.03 REQUIRED TESTING

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

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

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

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

c. Geocomposite vs. Soil Cover with high end of moisture range and proper compaction.
Normal loads: 200 psf, 500 psf, and 1000 psf. And a shear rate of 0.04 in/min.

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

3.04 MATERIAL REQUIREMENTS

Technical Specifications 13400-3 LaBella Associates
OmniSource Industrial Landfill February 2020
Kernersville, North Carolina
A. The peak interface friction angle shall be greater than 26.5 degrees for each interface to be
considered as having acceptable friction characteristics unless otherwise allowed by the
ENGINEER. The in-place density of the final cover system soils as determined by ASTM D2937
and ASTM D6938 shall be greater than 95 pounds per cubic foot and less than 135 pounds
per cubic foot.

3.05 TEST RESULTS

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

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

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

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

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

END OF SECTION 13400
VENEER AND
GLOBAL SLOPE
STABILITY
ANALYSES

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.

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MH Date: 2/7/20
Revised By: Date:
Checked By: LBB Date: 2/12/20
Subject: Global Stability
Sheet: 1 of 9
Global SS 2020 no waste slope repair.doc 2/21/2020
GLOBAL STATIC AND SEISMIC SLOPE STABILITY

OBJECTIVE

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

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

CROSS-SECTION GEOMETRY

The modeled section reflects a combination of proposed final closure grades with a 3.5:1
slope and a length of steeper slopes below (slope lengths with 1:8:1 and 2.3:1 slopes)
where select soils where used for maintenance slope repair in 2019. The modeled section in
this analysis includes the approximate depth and extent of repair soils evaluated as part of
the slope repair work in 2019. The measured properties of the repair soils are also reflected
in this analysis for consistency. This section has been selected for analysis as it represents
the longest length of slope and includes the steeper slope areas below proposed final
closure grades where slope repair maintenance work was performed.

LANDFILL DESIGN

The system design consists of the following:

• Cover Soils
• Waste Fluff
• Repair Soils (in slope beneath proposed final 3.5:1 closure grades)
• Subgrade and Structural Fill Materials

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MH Date: 2/7/20
Revised By: Date:
Checked By: LBB Date: 2/12/20
Subject: Global Stability
Sheet: 2 of 9
Global SS 2020 no waste slope repair.doc 2/21/2020

STATIC STABILITY ANALYSIS

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

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

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

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

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

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MH Date: 2/7/20
Revised By: Date:
Checked By: LBB Date: 2/12/20
Subject: Global Stability
Sheet: 3 of 9
Global SS 2020 no waste slope repair.doc 2/21/2020
Janbu’s Method

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

Existing Ground/Subgrade
γ': Moist Unit weight of existing ground/structural fill layers = 125 pcf
c’: Cohesion = 100 psf
Φ’: Friction angle = 33 degrees

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

Repair Soils Shear Strength Parameters
γ': Moist Unit weight of drainage layer = 120 pcf
c’: Cohesion = 100 psf
Φ’: Friction angle = 33 degrees

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

Phreatic Surfaces
A phreatic surface was input to represent all material under the toe-of-slope elevation being
saturated as a conservative assumption in modeling.

SEISMIC STABILITY ANALYSIS

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MH Date: 2/7/20
Revised By: Date:
Checked By: LBB Date: 2/12/20
Subject: Global Stability
Sheet: 4 of 9
Global SS 2020 no waste slope repair.doc 2/21/2020
The shear wave acceleration is modeled within the stability analysis by inputting a
coefficient, (Cs) that is some fraction of gravity. The peak acceleration for the site is
estimated to be 0.1 g which is taken from the “Peak Acceleration (%g) with 2% Probability of
Exceedance in 50 Years (site: NEHRP B-C boundary)” published by the U.S.G.S in 2014
shown below. Since this analysis is for the final cover system, the acceleration at the crest
of the landfill will be considered.

Approximate
Site Location

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MH Date: 2/7/20
Revised By: Date:
Checked By: LBB Date: 2/12/20
Subject: Global Stability
Sheet: 5 of 9
Global SS 2020 no waste slope repair.doc 2/21/2020
The peak acceleration at the base (approximately 0.1g, from USGS Map) was adjusted to
reflect the peak acceleration at the crest of the landfill using Figure 8-11 adopted from
Singh and Sun (1995). Accordingly, the peak acceleration at the crest is estimated to be
0.15g.

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

SLOPE STABILITY RESULTS

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

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MH Date: 2/7/20
Revised By: Date:
Checked By: LBB Date: 2/12/20
Subject: Global Stability
Sheet: 6 of 9
Global SS 2020 no waste slope repair.doc 2/21/2020
Attachment A contains the SLIDE slope stability software output data for static and seismic
conditions for the cross section analyzed.

RESULTS & OUTPUT

Factors of safety (FS) were calculated for the final slope condition for the proposed
expansion. The SLIDE software package calculated FS, expressing the ratio of resisting to
driving forces, for each failure surface considering static and seismic conditions. The SLIDE
slope stability software output data are attached. Below is a summary of the analysis files
and results.

Failure Type Static/Seismic FS
Profile A Translational Static 1.96
Rotational Static 1.80
Translational Seismic 1.36
Rotational Seismic 1.25

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

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MH Date: 2/7/20
Revised By: Date:
Checked By: LBB Date: 2/12/20
Subject: Global Stability
Sheet: 7 of 9
Global SS 2020.doc 2/18/2020
ATTACHMENT A
SLIDE v.8.0 Slope Stability Software Output Data (Profile A)

Slide Analysis Informaon
OmniSource Kernersville RTC Global SSA 2_2020
Project Summary
File Name:OmniSource Kernersville RTC Global SSA 2_2020.slmd
Slide Modeler Version:8.026
Project Title:SLIDE - An Interacve Slope Stability ProgramDate Created:9/17/2018, 10:25:50 AM
Currently Open Scenarios
Group Name Scenario Name Global Minimum Compute Time
Group 1 Circular Stac Bishop Simplified: 1.860550Janbu Simplified: 1.802250 00h:00m:00.235s
Circular Seismic Bishop Simplified: 1.295960Janbu Simplified: 1.251600 00h:00m:00.208s
Non-Circular Stac Bishop Simplified: 2.072850Janbu Simplified: 1.965580 00h:00m:00.379s
Non-Circular Seismic Bishop Simplified: 1.440160Janbu Simplified: 1.367110
00h:00m:00.365s
General Sengs
Units of Measurement: Imperial Units
Time Units:days
Permeability Units: feet/second
Data Output:StandardFailure Direcon: Le to Right
Analysis Opons
All Open Scenarios
Slices Type:Vercal
Analysis Methods Used
Bishop simplifiedJanbu simplified
Number of slices:50
Tolerance:0.005Maximum number of iteraons:75
Check malpha < 0.2:Yes
Create Interslice boundaries at interseconswith water tables and piezos:Yes
Inial trial value of FS:1
Steffensen Iteraon:Yes
Groundwater Analysis
All Open Scenarios
Groundwater Method:Water Surfaces
Pore Fluid Unit Weight [lbs/3]:62.4
Use negave pore pressure cutoff:Yes
Maximum negave pore pressure [psf]:0
Advanced Groundwater Method:None
Random Numbers
All Open Scenarios
Pseudo-random Seed:10116
Random Number Generaon Method: Park and Miller v.3
Surface Opons
Group 1 - Non-Circular Stac All other Scenarios
Surface Type:Non-Circular Block SearchNumber of Surfaces:5000
Mulple Groups:Disabled
Pseudo-Random Surfaces:Enabled
Convex Surfaces Only:Disabled
Le Projecon Angle (Start Angle) [°]:95
Le Projecon Angle (End Angle) [°]:175
Right Projecon Angle (Start Angle) [°]:5Right Projecon Angle (End Angle) [°]:85
Minimum Elevaon:Not Defined
Minimum Depth []:6Minimum Area:Not Defined
Minimum Weight:Not Defined
Surface Type:CircularSearch Method: Grid Search
Radius Increment:10
Composite Surfaces: Disabled
Reverse Curvature: Invalid Surfaces
Minimum Elevaon: Not Defined
Minimum Depth []:6
Minimum Area: Not DefinedMinimum Weight: Not Defined
Seismic Loading
Group 1 - Circular Stac Group 1 - Circular Seismic Group 1 - Non-Circular Stac Group 1 - Non-Circular Seismic
Advanced seismic analysis: NoStaged pseudostac analysis: No
Advanced seismic analysis: NoStaged pseudostac analysis: No
Seismic Load Coefficient (Horizontal): 0.15
Advanced seismic analysis: NoStaged pseudostac analysis: No
Advanced seismic analysis: NoStaged pseudostac analysis: No
Seismic Load Coefficient (Horizontal): 0.15
Materials
Property Repair Soils Waste Fluff Subgrade Cover Soils
Color
Strength Type Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb
Unsaturated Unit Weight [lbs/3]120 67 125 115
Saturated Unit Weight [lbs/3]125 67.3 130 120Cohesion [psf]100 248 100 0
Fricon Angle [°]33 39.4 33 27
Water Surface Assigned per scenario Assigned per scenario Assigned per scenario Assigned per scenario
Hu Value 1 1 1 1
Materials In Use
Material Circular Stac Circular Seismic Non-Circular Stac Non-Circular Seismic
Repair Soils
Waste Fluff
Subgrade
Cover Soils
Global Minimums
Group 1 - Circular Stac Group 1 - Circular Seismic Group 1 - Non-Circular Stac Group 1 - Non-Circular Seismic
Method: bishop simplified
FS 1.860550
Center:514.206, 1155.679
Radius:318.277
Le Slip Surface Endpoint:307.531, 913.634
Right Slip Surface Endpoint:486.324, 838.626
Resisng Moment:5.43533e+07 lb-Driving Moment:2.92136e+07 lb-
Total Slice Area:2010.78 2
Surface Horizontal Width:178.793
Surface Average Height:11.2464
Method: janbu simplified
FS 1.802250Center:482.501, 1076.418
Radius:237.829
Le Slip Surface Endpoint:309.674, 913.036
Right Slip Surface Endpoint:486.338, 838.620
Resisng Horizontal Force:199304 lb
Driving Horizontal Force:110586 lb
Total Slice Area:2619.47 2Surface Horizontal Width:176.664
Surface Average Height:14.8275
Method: bishop simplified
FS 1.295960
Center:514.206, 1155.679
Radius:318.277
Le Slip Surface Endpoint:307.531, 913.634
Right Slip Surface Endpoint:486.324, 838.626
Resisng Moment:5.15641e+07 lb-Driving Moment:3.97882e+07 lb-
Total Slice Area:2010.78 2
Surface Horizontal Width:178.793
Surface Average Height:11.2464
Method: janbu simplified
FS 1.251600Center:482.501, 1076.418
Radius:237.829
Le Slip Surface Endpoint:309.674, 913.036
Right Slip Surface Endpoint:486.338, 838.620
Resisng Horizontal Force:189193 lb
Driving Horizontal Force:151162 lb
Total Slice Area:2619.47 2Surface Horizontal Width:176.664
Surface Average Height:14.8275
Method: bishop simplified
FS 2.072850
Axis Locaon:430.571, 1016.979
Le Slip Surface Endpoint:309.869, 912.982
Right Slip Surface Endpoint:441.347, 858.019
Resisng Moment:2.14644e+07 lb-
Driving Moment:1.0355e+07 lb-Total Slice Area:1559.02 2
Surface Horizontal Width:131.478
Surface Average Height:11.8576
Method: janbu simplified
FS 1.965580
Axis Locaon:419.585, 1010.463Le Slip Surface Endpoint:307.847, 913.546
Right Slip Surface Endpoint:430.076, 862.923
Resisng Horizontal Force:133249 lb
Driving Horizontal Force:67791 lb
Total Slice Area:1722.57 2
Surface Horizontal Width:122.229
Surface Average Height:14.093
Method: bishop simplified
FS 1.440160
Axis Locaon:426.705, 1030.840
Le Slip Surface Endpoint:296.957, 916.581
Right Slip Surface Endpoint:440.263, 858.486
Resisng Moment:2.38245e+07 lb-
Driving Moment:1.6543e+07 lb-Total Slice Area:1693.27 2
Surface Horizontal Width:143.306
Surface Average Height:11.8157
Method: janbu simplified
FS 1.367110
Axis Locaon:430.571, 1016.979Le Slip Surface Endpoint:309.869, 912.982
Right Slip Surface Endpoint:441.347, 858.019
Resisng Horizontal Force:117036 lb
Driving Horizontal Force:85608.2 lb
Total Slice Area:1559.02 2
Surface Horizontal Width:131.478
Surface Average Height:11.8576
Global Minimum Coordinates
Group 1 - Circular Stac Group 1 - Circular Seismic Group 1 - Non-Circular Stac Group 1 - Non-Circular Seismic
Method: bishop simplified
X Y
309.869 912.982
358.509 869.857
437.98 856.525
441.347 858.019
Method: janbu simplified
X Y
307.847 913.546
346.157 871.93
411.542 860.961
430.076 862.923
Method: bishop simplified
X Y
296.957 916.581
361.432 869.367
436.412 856.788
440.263 858.486
Method: janbu simplified
X Y
309.869 912.982
358.509 869.857
437.98 856.525
441.347 858.019
Valid/Invalid Surfaces
Group 1 - Circular Stac Group 1 - Circular Seismic Group 1 - Non-Circular Stac Group 1 - Non-Circular Seismic
Method: bishop simplified
Number of Valid Surfaces:3811
Number of Invalid Surfaces:1040
Error Codes:
Error Code -103 reported for 157 surfacesError Code -115 reported for 883 surfaces
Method: janbu simplified
Number of Valid Surfaces:3811
Number of Invalid Surfaces:1040
Error Codes:
Error Code -103 reported for 157 surfacesError Code -115 reported for 883 surfaces
Method: bishop simplified
Number of Valid Surfaces:3811
Number of Invalid Surfaces:1040
Error Codes:
Error Code -103 reported for 157 surfacesError Code -115 reported for 883 surfaces
Method: janbu simplified
Number of Valid Surfaces:3811
Number of Invalid Surfaces:1040
Error Codes:
Error Code -103 reported for 157 surfacesError Code -115 reported for 883 surfaces
Method: bishop simplified
Number of Valid Surfaces:3777
Number of Invalid Surfaces:1223
Error Codes:
Error Code -108 reported for 6 surfacesError Code -111 reported for 253 surfacesError Code -112 reported for 949 surfacesError Code -124 reported for 15 surfaces
Method: janbu simplified
Number of Valid Surfaces:3572Number of Invalid Surfaces:1428
Error Codes:
Error Code -108 reported for 13 surfacesError Code -111 reported for 487 surfacesError Code -112 reported for 913 surfacesError Code -124 reported for 15 surfaces
Method: bishop simplified
Number of Valid Surfaces:3627
Number of Invalid Surfaces:1373
Error Codes:
Error Code -108 reported for 4 surfacesError Code -111 reported for 266 surfacesError Code -112 reported for 1088 surfacesError Code -124 reported for 15 surfaces
Method: janbu simplified
Number of Valid Surfaces:3429Number of Invalid Surfaces:1571
Error Codes:
Error Code -108 reported for 5 surfacesError Code -111 reported for 465 surfacesError Code -112 reported for 1086 surfacesError Code -124 reported for 15 surfaces
Error Codes
The following errors were encountered during the computaon:
-103 = Two surface / slope intersecons, but one or more surface / nonslope external polygon intersecons lie between them. This usually occurs when the slip surface extends past the boom of the soil region, but may also occur on a benched slope model with two sets of Slope Limits.-108 = Total driving moment or total driving force < 0.1. This is to limit the calculaon of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number).-111 = safety factor equaon did not converge-112 = The coefficient M-Alpha = cos(alpha)(1+tan(alpha)tan(phi)/F) < 0.2 for the final iteraon of the safety factor calculaon. This screens out some slip surfaces which may not be valid in the context of the analysis, in parcular, deep seated slip surfaces with many high negave base angle slices in the passive zone.-115 = Surface too shallow, below the minimum depth.-124 = A slice has a width less than the minimum acceptable value.
Slice Data
Group 1 - Circular Stac Group 1 - Circular Seismic Group 1 - Non-Circular Stac Group 1 - Non-Circular Seismic
Global Minimum Query (bishop simplified) - Safety Factor: 1.86055
Slice Number Width []Weight [lbs]
Angle of SliceBase [degrees]
Base Material
Base Cohesion[psf]
Base FriconAngle [degrees]
Shear Stress [psf]
Shear Strength[psf]
Base NormalStress [psf]
Pore Pressure[psf]
EffecveNormalStress [psf]
Base VercalStress [psf]
EffecveVercalStress [psf]
1 4.46926 642.457 -39.968 CoverSoils 0 27 32.0251 59.5843 116.941 0 116.941 143.783 143.783
2 2.77533 966.274 -39.1211 WasteFluff 248 39.4 211.247 393.036 176.57 0 176.57 348.375 348.375
3 2.77533 1302.32 -38.48 WasteFluff 248 39.4 252.101 469.047 269.107 0 269.107 469.494 469.494
4 3.59091 2987.12 -37.7521 Subgrade 100 33 270.955 504.126 622.299 0 622.299 832.111 832.111
5 3.59091 3342.41 -36.9389 Subgrade 100 33 299.998 558.162 705.508 0 705.508 931.072 931.072
6 3.59091 3633.41 -36.1343 Subgrade 100 33 324.358 603.485 775.301 0 775.301 1012.12 1012.12
7 3.59091 3889.88 -35.3379 Subgrade 100 33 346.26 644.234 838.047 0 838.047 1083.56 1083.56
8 3.59091 4112.84 -34.5493 Subgrade 100 33 365.731 680.46 893.829 0 893.829 1145.65 1145.65
9 3.59091 4303.24 -33.768 Subgrade 100 33 382.798 712.215 942.729 0 942.729 1198.68 1198.68103.59091 4461.51 -32.9938 Subgrade 100 33 397.452 739.479 984.71 0 984.71 1242.76 1242.76
11 3.59091 4544.91 -32.2264 Subgrade 100 33 406.242 755.834 1009.9 0 1009.9 1265.98 1265.98
12 3.59091 4569.32 -31.4654 Subgrade 100 33 410.346 763.469 1021.65 0 1021.65 1272.77 1272.77
13 3.59091 4581.03 -30.7105 Subgrade 100 33 413.418 769.185 1030.45 0 1030.45 1276.03 1276.03
14 3.59091 4631.03 -29.9615 Subgrade 100 33 419.572 780.634 1048.08 0 1048.08 1289.95 1289.95
15 3.59091 4663.65 -29.2181 Subgrade 100 33 424.325 789.478 1061.7 0 1061.7 1299.03 1299.03
16 3.59091 5127.22 -28.48 Subgrade 100 33 464.307 863.866 1176.25 0 1176.25 1428.14 1428.14
17 3.59091 5884.01 -27.7471 Subgrade 100 33 528.717 983.705 1360.79 0 1360.79 1638.92 1638.92
18 3.59091 6614.57 -27.0191 Subgrade 100 33 591.529 1100.57 1540.75 0 1540.75 1842.4 1842.4
19 3.59091 7318.43 -26.2957 Subgrade 100 33 652.673 1214.33 1715.92 0 1715.92 2038.43 2038.43203.59091 7670.38 -25.5769 Subgrade 100 33 685.018 1274.51 1808.59 0 1808.59 2136.45 2136.45
21 3.59091 7733.77 -24.8623 Subgrade 100 33 693.456 1290.21 1832.76 0 1832.76 2154.1 2154.1
22 3.59091 7772.58 -24.1518 Subgrade 100 33 699.847 1302.1 1851.08 0 1851.08 2164.9 2164.9
23 3.59091 7787.46 -23.4453 Subgrade 100 33 704.227 1310.25 1863.62 0 1863.62 2169.03 2169.03
24 3.59091 7778.78 -22.7425 Subgrade 100 33 706.598 1314.66 1870.41 0 1870.41 2166.6 2166.6
25 3.59091 7746.92 -22.0434 Subgrade 100 33 706.963 1315.34 1871.46 0 1871.46 2157.71 2157.71
26 3.59091 7692.21 -21.3476 Subgrade 100 33 705.334 1312.31 1866.79 0 1866.79 2142.47 2142.47273.59091 7618.22 -20.6552 Subgrade 100 33 701.991 1306.09 1857.22 0 1857.22 2121.85 2121.85
28 3.59091 7532.01 -19.9659 Subgrade 100 33 697.525 1297.78 1844.42 0 1844.42 2097.83 2097.83
29 3.59091 7424.59 -19.2796 Subgrade 100 33 691.145 1285.91 1826.14 0 1826.14 2067.9 2067.9303.59091 7295.54 -18.5961 Subgrade 100 33 682.793 1270.37 1802.21 0 1802.21 2031.95 2031.95
31 3.59091 7145.13 -17.9154 Subgrade 100 33 672.473 1251.17 1772.64 0 1772.64 1990.05 1990.05
32 3.59091 6964.84 -17.2373 Subgrade 100 33 659.413 1226.87 1735.23 0 1735.23 1939.82 1939.82
33 3.59091 6755.92 -16.5617 Subgrade 100 33 643.697 1197.63 1690.2 0 1690.2 1881.63 1881.63
34 3.59091 6526.35 -15.8884 Subgrade 100 33 625.998 1164.7 1639.5 0 1639.5 1817.68 1817.68
35 3.59091 6276.34 -15.2174 Subgrade 100 33 606.315 1128.08 1583.11 0 1583.11 1748.04 1748.04
36 3.59091 6006.09 -14.5485 Subgrade 100 33 584.651 1087.77 1521.04 0 1521.04 1672.76 1672.76373.59091 5715.78 -13.8817 Subgrade 100 33 560.995 1043.76 1453.26 0 1453.26 1591.9 1591.9
38 3.59091 5445.92 -13.2167 Subgrade 100 33 538.969 1002.78 1390.16 0 1390.16 1516.74 1516.74
39 3.59091 5124.04 -12.5536 Subgrade 100 33 512.06 952.713 1313.06 0 1313.06 1427.09 1427.09
40 3.59091 4778.21 -11.8921 Subgrade 100 33 482.754 898.188 1229.1 0 1229.1 1330.76 1330.76
41 3.59091 4412.97 -11.2323 Subgrade 100 33 451.44 839.926 1139.38 0 1139.38 1229.04 1229.04
42 3.59091 4028.46 -10.574 Subgrade 100 33 418.109 777.913 1043.9 0 1043.9 1121.95 1121.95
43 3.59091 3624.8 -9.91703 Subgrade 100 33 382.753 712.132 942.601 0 942.601 1009.52 1009.52
44 3.59091 3202.12 -9.26142 Subgrade 100 33 345.364 642.567 835.48 0 835.48 891.796 891.796
45 3.59091 2760.52 -8.60704 Subgrade 100 33 305.93 569.198 722.501 0 722.501 768.807 768.807
46 3.59091 2300.1 -7.95378 Subgrade 100 33 264.44 492.003 603.631 0 603.631 640.578 640.578473.59091 1820.96 -7.30157 Subgrade 100 33 220.88 410.959 478.835 0 478.835 507.136 507.136
48 3.59091 1323.18 -6.6503 Subgrade 100 33 175.24 326.042 348.074 0 348.074 368.506 368.506
49 3.59091 806.85 -5.9999 Subgrade 100 33 127.503 237.225 211.308 0 211.308 224.709 224.709
50 3.59091 272.026 -5.35027 Subgrade 100 33 77.6535 144.478 68.4903 0 68.4903 75.7628 75.7628
Global Minimum Query (janbu simplified) - Safety Factor: 1.80225
Slice Number Width []Weight [lbs]
Angle of SliceBase [degrees]
Base Material
Base Cohesion[psf]
Base FriconAngle [degrees]
Shear Stress [psf]
Shear Strength[psf]
Base NormalStress [psf]
Pore Pressure[psf]
EffecveNormalStress [psf]
Base VercalStress [psf]
EffecveVercalStress [psf]
1 3.05897 413.075 -46.0781 CoverSoils 0 27 29.5224 53.2068 104.424 0 104.424 135.079 135.079
2 4.8025 1997.49 -44.7325 WasteFluff 248 39.4 225.494 406.396 192.834 0 192.834 416.232 416.232
3 3.51672 3193.38 -43.3358 Subgrade 100 33 285.69 514.885 638.865 0 638.865 908.423 908.423
4 3.51672 3789.66 -42.1817 Subgrade 100 33 334.66 603.141 774.768 0 774.768 1078.02 1078.02
5 3.51672 4296.72 -41.0483 Subgrade 100 33 377.464 680.285 893.561 0 893.561 1222.25 1222.25
6 3.51672 4750.43 -39.9341 Subgrade 100 33 416.7 750.998 1002.45 0 1002.45 1351.29 1351.29
7 3.51672 5153.38 -38.8378 Subgrade 100 33 452.438 815.407 1101.63 0 1101.63 1465.89 1465.8983.51672 5507.93 -37.7582 Subgrade 100 33 484.744 873.63 1191.29 0 1191.29 1566.73 1566.73
9 3.51672 5816.18 -36.6941 Subgrade 100 33 513.679 925.778 1271.59 0 1271.59 1654.39 1654.39
10 3.51672 6047.44 -35.6445 Subgrade 100 33 536.644 967.167 1335.32 0 1335.32 1720.15 1720.15
11 3.51672 6198.31 -34.6085 Subgrade 100 33 553.209 997.021 1381.29 0 1381.29 1763.05 1763.05
12 3.51672 6315.16 -33.5853 Subgrade 100 33 567.057 1021.98 1419.72 0 1419.72 1796.27 1796.27
13 3.51672 6456.78 -32.5741 Subgrade 100 33 583.027 1050.76 1464.04 0 1464.04 1836.53 1836.53
14 3.51672 6575.66 -31.5742 Subgrade 100 33 597.177 1076.26 1503.31 0 1503.31 1870.33 1870.33
15 3.51672 6921.89 -30.5849 Subgrade 100 33 630.601 1136.5 1596.08 0 1596.08 1968.79 1968.79
16 3.51672 7708.19 -29.6056 Subgrade 100 33 701.795 1264.81 1793.65 0 1793.65 2192.41 2192.41
17 3.51672 8469.33 -28.6358 Subgrade 100 33 771.658 1390.72 1987.53 0 1987.53 2408.88 2408.88183.51672 9196.65 -27.6748 Subgrade 100 33 839.39 1512.79 2175.51 0 2175.51 2615.72 2615.72
19 3.51672 9746.05 -26.7222 Subgrade 100 33 892.423 1608.37 2322.68 0 2322.68 2771.96 2771.96
20 3.51672 9864.38 -25.7775 Subgrade 100 33 908.359 1637.09 2366.92 0 2366.92 2805.59 2805.59
21 3.51672 9927.94 -24.8403 Subgrade 100 33 919.551 1657.26 2397.97 0 2397.97 2823.65 2823.65
22 3.51672 9960.9 -23.9101 Subgrade 100 33 928.045 1672.57 2421.55 0 2421.55 2833 2833
23 3.51672 9963.93 -22.9865 Subgrade 100 33 933.866 1683.06 2437.7 0 2437.7 2833.84 2833.84
24 3.51672 9937.65 -22.0693 Subgrade 100 33 937.018 1688.74 2446.45 0 2446.45 2826.35 2826.35
25 3.51672 9882.64 -21.158 Subgrade 100 33 937.517 1689.64 2447.84 0 2447.84 2810.68 2810.68
26 3.51672 9799.67 -20.2522 Subgrade 100 33 935.392 1685.81 2441.94 0 2441.94 2787.07 2787.07
27 3.51672 9697.7 -19.3517 Subgrade 100 33 931.425 1678.66 2430.92 0 2430.92 2758.04 2758.04283.51672 9572.92 -18.4561 Subgrade 100 33 925.238 1667.51 2413.75 0 2413.75 2722.54 2722.54
29 3.51672 9421.35 -17.5652 Subgrade 100 33 916.432 1651.64 2389.32 0 2389.32 2679.41 2679.41
30 3.51672 9243.41 -16.6787 Subgrade 100 33 905.019 1631.07 2357.64 0 2357.64 2628.79 2628.79
31 3.51672 9037.93 -15.7962 Subgrade 100 33 890.848 1605.53 2318.31 0 2318.31 2570.33 2570.33
32 3.51672 8794.98 -14.9176 Subgrade 100 33 872.959 1573.29 2268.66 0 2268.66 2501.22 2501.22
33 3.51672 8524.17 -14.0425 Subgrade 100 33 852.196 1535.87 2211.04 0 2211.04 2424.19 2424.19
34 3.51672 8228.32 -13.1708 Subgrade 100 33 828.792 1493.69 2146.09 0 2146.09 2340.04 2340.04353.51672 7907.7 -12.3022 Subgrade 100 33 802.735 1446.73 2073.79 0 2073.79 2248.84 2248.84
36 3.51672 7562.57 -11.4364 Subgrade 100 33 774.021 1394.98 1994.09 0 1994.09 2150.68 2150.68
37 3.51672 7200.6 -10.5733 Subgrade 100 33 743.349 1339.7 1908.97 0 1908.97 2047.72 2047.72383.51672 6844.41 -9.7126 Subgrade 100 33 712.876 1284.78 1824.4 0 1824.4 1946.42 1946.42
39 3.51672 6430.54 -8.85411 Subgrade 100 33 676.454 1219.14 1723.33 0 1723.33 1828.71 1828.71
40 3.51672 5992.97 -7.99761 Subgrade 100 33 637.32 1148.61 1614.72 0 1614.72 1704.26 1704.26
41 3.51672 5531.85 -7.14291 Subgrade 100 33 595.442 1073.14 1498.5 0 1498.5 1573.12 1573.12
42 3.51672 5047.33 -6.28981 Subgrade 100 33 550.803 992.684 1374.61 0 1374.61 1435.32 1435.32
43 3.51672 4539.53 -5.4381 Subgrade 100 33 503.374 907.206 1242.99 0 1242.99 1290.91 1290.91
44 3.51672 4008.56 -4.5876 Subgrade 100 33 453.13 816.653 1103.55 0 1103.55 1139.91 1139.91453.51672 3454.5 -3.73811 Subgrade 100 33 400.038 720.969 956.207 0 956.207 982.344 982.344
46 3.51672 2877.44 -2.88944 Subgrade 100 33 344.067 620.094 800.873 0 800.873 818.239 818.239
47 3.51672 2277.42 -2.04141 Subgrade 100 33 285.179 513.964 637.449 0 637.449 647.614 647.614
48 3.51672 1654.5 -1.19382 Subgrade 100 33 223.336 402.507 465.819 0 465.819 470.473 470.473
49 3.51672 1008.71 -0.3465 Subgrade 100 33 158.496 285.649 285.875 0 285.875 286.834 286.834
50 3.51672 340.045 0.500749 Subgrade 100 33 90.6131 163.307 97.4849 0 97.4849 96.693 96.693
Global Minimum Query (bishop simplified) - Safety Factor: 1.29596
Slice Number Width []Weight [lbs]
Angle of SliceBase [degrees]
Base Material
Base Cohesion[psf]
Base FriconAngle [degrees]
Shear Stress [psf]
Shear Strength[psf]
Base NormalStress [psf]
Pore Pressure[psf]
EffecveNormalStress [psf]
Base VercalStress [psf]
EffecveVercalStress [psf]
1 4.46926 642.457 -39.968 CoverSoils 0 27 42.5302 55.1175 108.174 0 108.174 143.821 143.821
2 2.77533 966.274 -39.1211 WasteFluff 248 39.4 272.07 352.592 127.333 0 127.333 348.605 348.605
3 2.77533 1302.32 -38.48 WasteFluff 248 39.4 325.248 421.509 211.234 0 211.234 469.763 469.763
4 3.59091 2987.12 -37.7521 Subgrade 100 33 356.104 461.497 556.656 0 556.656 832.402 832.402
5 3.59091 3342.41 -36.9389 Subgrade 100 33 395.042 511.959 634.36 0 634.36 931.386 931.386
6 3.59091 3633.41 -36.1343 Subgrade 100 33 427.937 554.589 700.005 0 700.005 1012.45 1012.45
7 3.59091 3889.88 -35.3379 Subgrade 100 33 457.691 593.149 759.384 0 759.384 1083.9 1083.9
8 3.59091 4112.84 -34.5493 Subgrade 100 33 484.323 627.663 812.53 0 812.53 1146.01 1146.01
9 3.59091 4303.24 -33.768 Subgrade 100 33 507.849 658.152 859.479 0 859.479 1199.04 1199.04103.59091 4461.51 -32.9938 Subgrade 100 33 528.237 684.574 900.164 0 900.164 1243.12 1243.12
11 3.59091 4544.91 -32.2264 Subgrade 100 33 540.877 700.955 925.389 0 925.389 1266.35 1266.35
12 3.59091 4569.32 -31.4654 Subgrade 100 33 547.298 709.276 938.203 0 938.203 1273.13 1273.13
13 3.59091 4581.03 -30.7105 Subgrade 100 33 552.349 715.822 948.283 0 948.283 1276.38 1276.38
14 3.59091 4631.03 -29.9615 Subgrade 100 33 561.528 727.718 966.601 0 966.601 1290.3 1290.3
15 3.59091 4663.65 -29.2181 Subgrade 100 33 568.85 737.207 981.214 0 981.214 1299.37 1299.37
16 3.59091 5127.22 -28.48 Subgrade 100 33 623.492 808.021 1090.26 0 1090.26 1428.5 1428.5
17 3.59091 5884.01 -27.7471 Subgrade 100 33 711.163 921.639 1265.21 0 1265.21 1639.33 1639.33
18 3.59091 6614.57 -27.0191 Subgrade 100 33 796.961 1032.83 1436.43 0 1436.43 1842.84 1842.84
19 3.59091 7318.43 -26.2957 Subgrade 100 33 880.768 1141.44 1603.68 0 1603.68 2038.9 2038.9203.59091 7670.38 -25.5769 Subgrade 100 33 925.916 1199.95 1693.77 0 1693.77 2136.93 2136.93
21 3.59091 7733.77 -24.8623 Subgrade 100 33 938.825 1216.68 1719.53 0 1719.53 2154.57 2154.57
22 3.59091 7772.58 -24.1518 Subgrade 100 33 948.995 1229.86 1739.82 0 1739.82 2165.36 2165.36
23 3.59091 7787.46 -23.4453 Subgrade 100 33 956.442 1239.51 1754.69 0 1754.69 2169.48 2169.48
24 3.59091 7778.78 -22.7425 Subgrade 100 33 961.172 1245.64 1764.13 0 1764.13 2167.04 2167.04
25 3.59091 7746.92 -22.0434 Subgrade 100 33 963.178 1248.24 1768.14 0 1768.14 2158.14 2158.14
26 3.59091 7692.21 -21.3476 Subgrade 100 33 962.46 1247.31 1766.71 0 1766.71 2142.88 2142.88273.59091 7618.22 -20.6552 Subgrade 100 33 959.389 1243.33 1760.58 0 1760.58 2122.25 2122.25
28 3.59091 7532.01 -19.9659 Subgrade 100 33 954.767 1237.34 1751.35 0 1751.35 2098.21 2098.21
29 3.59091 7424.59 -19.2796 Subgrade 100 33 947.491 1227.91 1736.83 0 1736.83 2068.26 2068.26303.59091 7295.54 -18.5961 Subgrade 100 33 937.49 1214.95 1716.87 0 1716.87 2032.3 2032.3
31 3.59091 7145.13 -17.9154 Subgrade 100 33 924.735 1198.42 1691.42 0 1691.42 1990.37 1990.37
32 3.59091 6964.84 -17.2373 Subgrade 100 33 908.168 1176.95 1658.36 0 1658.36 1940.13 1940.13
33 3.59091 6755.92 -16.5617 Subgrade 100 33 887.882 1150.66 1617.88 0 1617.88 1881.92 1881.92
34 3.59091 6526.35 -15.8884 Subgrade 100 33 864.795 1120.74 1571.8 0 1571.8 1817.95 1817.95
35 3.59091 6276.34 -15.2174 Subgrade 100 33 838.887 1087.16 1520.1 0 1520.1 1748.29 1748.29
36 3.59091 6006.09 -14.5485 Subgrade 100 33 810.148 1049.92 1462.75 0 1462.75 1673 1673373.59091 5715.78 -13.8817 Subgrade 100 33 778.558 1008.98 1399.71 0 1399.71 1592.12 1592.12
38 3.59091 5445.92 -13.2167 Subgrade 100 33 749.137 970.852 1340.99 0 1340.99 1516.93 1516.93
39 3.59091 5124.04 -12.5536 Subgrade 100 33 712.827 923.795 1268.53 0 1268.53 1427.26 1427.26
40 3.59091 4778.21 -11.8921 Subgrade 100 33 673.064 872.264 1189.18 0 1189.18 1330.92 1330.92
41 3.59091 4412.97 -11.2323 Subgrade 100 33 630.374 816.94 1103.99 0 1103.99 1229.18 1229.18
42 3.59091 4028.46 -10.574 Subgrade 100 33 584.734 757.792 1012.91 0 1012.91 1122.07 1122.07
43 3.59091 3624.8 -9.91703 Subgrade 100 33 536.118 694.788 915.893 0 915.893 1009.63 1009.63
44 3.59091 3202.12 -9.26142 Subgrade 100 33 484.499 627.891 812.881 0 812.881 891.886 891.886
45 3.59091 2760.52 -8.60704 Subgrade 100 33 429.847 557.065 703.819 0 703.819 768.881 768.881
46 3.59091 2300.1 -7.95378 Subgrade 100 33 372.133 482.269 588.644 0 588.644 640.637 640.637473.59091 1820.96 -7.30157 Subgrade 100 33 311.324 403.463 467.291 0 467.291 507.181 507.181
48 3.59091 1323.18 -6.6503 Subgrade 100 33 247.385 320.601 339.695 0 339.695 368.539 368.539
49 3.59091 806.85 -5.9999 Subgrade 100 33 180.28 233.636 205.782 0 205.782 224.73 224.73
50 3.59091 272.026 -5.35027 Subgrade 100 33 109.973 142.52 65.4753 0 65.4753 75.7745 75.7745
Global Minimum Query (janbu simplified) - Safety Factor: 1.2516
Slice Number Width []Weight [lbs]
Angle of SliceBase [degrees]
Base Material
Base Cohesion[psf]
Base FriconAngle [degrees]
Shear Stress [psf]
Shear Strength[psf]
Base NormalStress [psf]
Pore Pressure[psf]
EffecveNormalStress [psf]
Base VercalStress [psf]
EffecveVercalStress [psf]
1 3.05897 413.075 -46.0781 CoverSoils 0 27 38.621 48.3381 94.8688 0 94.8688 134.971 134.971
2 4.8025 1997.49 -44.7325 WasteFluff 248 39.4 285.307 357.09 132.808 0 132.808 415.463 415.463
3 3.51672 3193.38 -43.3358 Subgrade 100 33 369.744 462.771 558.617 0 558.617 907.482 907.482
4 3.51672 3789.66 -42.1817 Subgrade 100 33 434.434 543.738 683.295 0 683.295 1076.96 1076.96
5 3.51672 4296.72 -41.0483 Subgrade 100 33 491.44 615.086 793.163 0 793.163 1221.09 1221.09
6 3.51672 4750.43 -39.9341 Subgrade 100 33 544.071 680.959 894.598 0 894.598 1350.06 1350.06
7 3.51672 5153.38 -38.8378 Subgrade 100 33 592.371 741.412 987.687 0 987.687 1464.61 1464.6183.51672 5507.93 -37.7582 Subgrade 100 33 636.385 796.499 1072.52 0 1072.52 1565.4 1565.4
9 3.51672 5816.18 -36.6941 Subgrade 100 33 676.152 846.272 1149.16 0 1149.16 1653.04 1653.04
10 3.51672 6047.44 -35.6445 Subgrade 100 33 708.205 886.389 1210.93 0 1210.93 1718.79 1718.79
11 3.51672 6198.31 -34.6085 Subgrade 100 33 731.911 916.06 1256.62 0 1256.62 1761.7 1761.7
12 3.51672 6315.16 -33.5853 Subgrade 100 33 752.093 941.32 1295.52 0 1295.52 1794.93 1794.93
13 3.51672 6456.78 -32.5741 Subgrade 100 33 775.157 970.186 1339.97 0 1339.97 1835.21 1835.21
14 3.51672 6575.66 -31.5742 Subgrade 100 33 795.872 996.113 1379.89 0 1379.89 1869.02 1869.02
15 3.51672 6921.89 -30.5849 Subgrade 100 33 842.399 1054.35 1469.57 0 1469.57 1967.46 1967.46
16 3.51672 7708.19 -29.6056 Subgrade 100 33 939.677 1176.1 1657.06 0 1657.06 2190.99 2190.99
17 3.51672 8469.33 -28.6358 Subgrade 100 33 1035.59 1296.15 1841.91 0 1841.91 2407.38 2407.38183.51672 9196.65 -27.6748 Subgrade 100 33 1129.05 1413.12 2022.02 0 2022.02 2614.15 2614.15
19 3.51672 9746.05 -26.7222 Subgrade 100 33 1203.07 1505.76 2164.69 0 2164.69 2770.35 2770.35
20 3.51672 9864.38 -25.7775 Subgrade 100 33 1227.27 1536.05 2211.33 0 2211.33 2804.02 2804.02
21 3.51672 9927.94 -24.8403 Subgrade 100 33 1245.13 1558.4 2245.73 0 2245.73 2822.12 2822.12
22 3.51672 9960.9 -23.9101 Subgrade 100 33 1259.36 1576.22 2273.18 0 2273.18 2831.52 2831.52
23 3.51672 9963.93 -22.9865 Subgrade 100 33 1270.01 1589.54 2293.68 0 2293.68 2832.42 2832.42
24 3.51672 9937.65 -22.0693 Subgrade 100 33 1277.03 1598.33 2307.23 0 2307.23 2824.98 2824.98
25 3.51672 9882.64 -21.158 Subgrade 100 33 1280.44 1602.6 2313.8 0 2313.8 2809.37 2809.37
26 3.51672 9799.67 -20.2522 Subgrade 100 33 1280.26 1602.37 2313.45 0 2313.45 2785.82 2785.82
27 3.51672 9697.7 -19.3517 Subgrade 100 33 1277.52 1598.95 2308.18 0 2308.18 2756.86 2756.86283.51672 9572.92 -18.4561 Subgrade 100 33 1271.72 1591.68 2296.99 0 2296.99 2721.42 2721.42
29 3.51672 9421.35 -17.5652 Subgrade 100 33 1262.27 1579.86 2278.79 0 2278.79 2678.36 2678.36
30 3.51672 9243.41 -16.6787 Subgrade 100 33 1249.18 1563.47 2253.54 0 2253.54 2627.8 2627.8
31 3.51672 9037.93 -15.7962 Subgrade 100 33 1232.2 1542.22 2220.83 0 2220.83 2569.42 2569.42
32 3.51672 8794.98 -14.9176 Subgrade 100 33 1210 1514.43 2178.03 0 2178.03 2500.38 2500.38
33 3.51672 8524.17 -14.0425 Subgrade 100 33 1183.7 1481.52 2127.35 0 2127.35 2423.41 2423.41
34 3.51672 8228.32 -13.1708 Subgrade 100 33 1153.62 1443.87 2069.37 0 2069.37 2339.33 2339.33353.51672 7907.7 -12.3022 Subgrade 100 33 1119.71 1401.43 2004.02 0 2004.02 2248.2 2248.2
36 3.51672 7562.57 -11.4364 Subgrade 100 33 1081.94 1354.16 1931.23 0 1931.23 2150.11 2150.11
37 3.51672 7200.6 -10.5733 Subgrade 100 33 1041.27 1303.25 1852.85 0 1852.85 2047.21 2047.21383.51672 6844.41 -9.7126 Subgrade 100 33 1000.71 1252.49 1774.69 0 1774.69 1945.97 1945.97
39 3.51672 6430.54 -8.85411 Subgrade 100 33 951.63 1191.06 1680.08 0 1680.08 1828.32 1828.32
40 3.51672 5992.97 -7.99761 Subgrade 100 33 898.498 1124.56 1577.69 0 1577.69 1703.93 1703.93
41 3.51672 5531.85 -7.14291 Subgrade 100 33 841.283 1052.95 1467.41 0 1467.41 1572.84 1572.84
42 3.51672 5047.33 -6.28981 Subgrade 100 33 779.913 976.139 1349.14 0 1349.14 1435.1 1435.1
43 3.51672 4539.53 -5.4381 Subgrade 100 33 714.325 894.049 1222.73 0 1222.73 1290.73 1290.73
44 3.51672 4008.56 -4.5876 Subgrade 100 33 644.452 806.596 1088.06 0 1088.06 1139.77 1139.77453.51672 3454.5 -3.73811 Subgrade 100 33 570.218 713.685 944.993 0 944.993 982.249 982.249
46 3.51672 2877.44 -2.88944 Subgrade 100 33 491.545 615.218 793.367 0 793.367 818.177 818.177
47 3.51672 2277.42 -2.04141 Subgrade 100 33 408.348 511.088 633.021 0 633.021 647.576 647.576
48 3.51672 1654.5 -1.19382 Subgrade 100 33 320.535 401.181 463.778 0 463.778 470.458 470.458
49 3.51672 1008.71 -0.3465 Subgrade 100 33 228.007 285.374 285.451 0 285.451 286.83 286.83
50 3.51672 340.045 0.500749 Subgrade 100 33 130.662 163.537 97.8378 0 97.8378 96.6958 96.6958
Global Minimum Query (bishop simplified) - Safety Factor: 2.07285
Slice Number Width []Weight [lbs]
Angle of SliceBase [degrees]
Base Material
Base Cohesion[psf]
Base FriconAngle [degrees]
Shear Stress [psf]
Shear Strength[psf]
Base NormalStress [psf]
Pore Pressure[psf]
EffecveNormalStress [psf]
Base VercalStress [psf]
EffecveVercalStress [psf]
1 3.52127 451.574 -41.5603 CoverSoils 0 27 25.8853 53.6563 105.306 0 105.306 128.256 128.256
2 2.09778 683.9 -41.5603 WasteFluff 248 39.4 184.167 381.75 162.83 0 162.83 326.113 326.113
3 2.09778 899.885 -41.5603 WasteFluff 248 39.4 214.364 444.344 239.033 0 239.033 429.089 429.089
4 2.72824 2041.21 -41.5603 Subgrade 100 33 221.23 458.576 552.16 0 552.16 748.302 748.302
5 2.72824 2364.81 -41.5603 Subgrade 100 33 250.315 518.866 644.998 0 644.998 866.928 866.928
6 2.72824 2668.25 -41.5603 Subgrade 100 33 277.589 575.401 732.055 0 732.055 978.166 978.166
7 2.72824 2971.69 -41.5603 Subgrade 100 33 304.863 631.936 819.109 0 819.109 1089.4 1089.4
8 2.72824 3275.13 -41.5603 Subgrade 100 33 332.137 688.471 906.166 0 906.166 1200.64 1200.64
9 2.72824 3578.57 -41.5603 Subgrade 100 33 359.411 745.006 993.223 0 993.223 1311.88 1311.88102.72824 3882.01 -41.5603 Subgrade 100 33 386.685 801.541 1080.28 0 1080.28 1423.12 1423.12
11 2.72824 4185.46 -41.5603 Subgrade 100 33 413.96 858.076 1167.33 0 1167.33 1534.35 1534.35
12 2.72824 4488.9 -41.5603 Subgrade 100 33 441.234 914.611 1254.39 0 1254.39 1645.59 1645.59
13 2.72824 4773.33 -41.5603 Subgrade 100 33 466.799 967.605 1335.99 0 1335.99 1749.86 1749.86
14 2.72824 5034.44 -41.5603 Subgrade 100 33 490.268 1016.25 1410.91 0 1410.91 1845.58 1845.58
15 2.72824 5295.48 -41.5603 Subgrade 100 33 513.732 1064.89 1485.8 0 1485.8 1941.27 1941.27
16 2.72824 5567.51 -41.5603 Subgrade 100 33 538.182 1115.57 1563.84 0 1563.84 2040.99 2040.99
17 2.72824 5877.59 -41.5603 Subgrade 100 33 566.052 1173.34 1652.8 0 1652.8 2154.67 2154.67
18 2.72824 6190.92 -41.5603 Subgrade 100 33 594.216 1231.72 1742.7 0 1742.7 2269.53 2269.53
19 2.74038 6223.84 -9.52314 Subgrade 100 33 721.866 1496.32 2150.14 0 2150.14 2271.24 2271.24202.74038 6223.31 -9.52314 Subgrade 100 33 721.808 1496.2 2149.96 0 2149.96 2271.05 2271.05
21 2.74038 6320 -9.52314 Subgrade 100 33 732.311 1517.97 2183.48 0 2183.48 2306.33 2306.33
22 2.74038 6416.68 -9.52314 Subgrade 100 33 742.813 1539.74 2217 0 2217 2341.61 2341.61
23 2.74038 6513.37 -9.52314 Subgrade 100 33 753.315 1561.51 2250.52 0 2250.52 2376.89 2376.89
24 2.74038 6609.53 -9.52314 Subgrade 100 33 763.76 1583.16 2283.86 0 2283.86 2411.99 2411.99
25 2.74038 6516.17 -9.52314 Subgrade 100 33 753.619 1562.14 2251.5 0 2251.5 2377.92 2377.92
26 2.74038 6268.54 -9.52314 Subgrade 100 33 726.719 1506.38 2165.64 0 2165.64 2287.55 2287.55272.74038 6020.67 -9.52314 Subgrade 100 33 699.795 1450.57 2079.7 0 2079.7 2197.1 2197.1
28 2.74038 5772.8 -9.52314 Subgrade 100 33 672.871 1394.76 1993.76 0 1993.76 2106.64 2106.64
29 2.74038 5524.93 -9.52314 Subgrade 100 33 645.951 1338.96 1907.82 0 1907.82 2016.19 2016.19302.74038 5277.06 -9.52314 Subgrade 100 33 619.027 1283.15 1821.89 0 1821.89 1925.73 1925.73
31 2.74038 5029.18 -9.52314 Subgrade 100 33 592.103 1227.34 1735.95 0 1735.95 1835.28 1835.28
32 2.74038 4781.31 -9.52314 Subgrade 100 33 565.178 1171.53 1650.01 0 1650.01 1744.83 1744.83
33 2.74038 4533.44 -9.52314 Subgrade 100 33 538.254 1115.72 1564.07 0 1564.07 1654.37 1654.37
34 2.74038 4286.19 -9.52314 Subgrade 100 33 511.398 1060.05 1478.35 0 1478.35 1564.14 1564.14
35 2.74038 4044.91 -9.52314 Subgrade 100 33 485.19 1005.73 1394.7 0 1394.7 1476.09 1476.09
36 2.74038 3805.13 -9.52314 Subgrade 100 33 459.147 951.742 1311.57 0 1311.57 1388.59 1388.59372.74038 3565.36 -9.52314 Subgrade 100 33 433.102 897.756 1228.44 0 1228.44 1301.09 1301.09
38 2.74038 3325.58 -9.52314 Subgrade 100 33 407.058 843.77 1145.3 0 1145.3 1213.59 1213.59
39 2.74038 3085.81 -9.52314 Subgrade 100 33 381.014 789.784 1062.17 0 1062.17 1126.09 1126.09
40 2.74038 2845.61 -9.52314 Subgrade 100 33 354.923 735.703 978.897 0 978.897 1038.44 1038.44
41 2.74038 2598.59 -9.52314 Subgrade 100 33 328.093 680.087 893.255 0 893.255 948.295 948.295
42 2.74038 2349.19 -9.52314 Subgrade 100 33 301.003 623.934 806.789 0 806.789 857.285 857.285
43 2.74038 2099.79 -9.52314 Subgrade 100 33 273.914 567.782 720.32 0 720.32 766.271 766.271
44 2.74038 1850.4 -9.52314 Subgrade 100 33 246.824 511.63 633.854 0 633.854 675.261 675.261
45 2.74038 1601 -9.52314 Subgrade 100 33 219.735 455.477 547.388 0 547.388 584.25 584.25
46 2.74038 1351.6 -9.52314 Subgrade 100 33 192.645 399.325 460.919 0 460.919 493.236 493.236472.74038 1102.2 -9.52314 Subgrade 100 33 165.556 343.173 374.453 0 374.453 402.226 402.226
48 0.528353 173.164 23.923 Subgrade 100 33 175.265 363.299 405.445 0 405.445 327.694 327.694
49 1.49932 329.406 23.923 RepairSoils 100 33 135.958 281.82 279.979 0 279.979 219.665 219.665
50 1.33933 98.0775 23.923 Subgrade 100 33 82.6668 171.356 109.878 0 109.878 73.2054 73.2054
Global Minimum Query (janbu simplified) - Safety Factor: 1.96558
Global Minimum Query (bishop simplified) - Safety Factor: 1.44016
Slice Number Width []Weight [lbs]
Angle of SliceBase [degrees]
Base Material
Base Cohesion[psf]
Base FriconAngle [degrees]
Shear Stress [psf]
Shear Strength[psf]
Base NormalStress [psf]
Pore Pressure[psf]
EffecveNormalStress [psf]
Base VercalStress [psf]
EffecveVercalStress [psf]
1 2.75621 198.103 -36.2151 CoverSoils 0 27 20.2071 29.1015 57.1149 0 57.1149 71.9124 71.9124
2 2.75621 594.309 -36.2151 CoverSoils 0 27 60.6214 87.3045 171.345 0 171.345 215.737 215.737
3 2.97954 991.499 -36.2151 WasteFluff 248 39.4 255.539 368.017 146.111 0 146.111 333.241 333.241
4 2.97954 1261.26 -36.2151 WasteFluff 248 39.4 291.991 420.514 210.021 0 210.021 423.845 423.845
5 2.97954 1531.01 -36.2151 WasteFluff 248 39.4 328.443 473.01 273.93 0 273.93 514.447 514.447
6 2.97954 1823.03 -36.2151 WasteFluff 248 39.4 367.902 529.838 343.115 0 343.115 612.527 612.527
7 2.97954 2166.22 -36.2151 WasteFluff 248 39.4 414.277 596.625 424.423 0 424.423 727.795 727.795
8 2.93763 3749.56 -36.2151 Subgrade 100 33 485.186 698.745 921.987 0 921.987 1277.29 1277.29
9 2.93763 4033.45 -36.2151 Subgrade 100 33 517.965 745.953 994.68 0 994.68 1373.98 1373.98
10 2.93763 4218.8 -36.2151 Subgrade 100 33 539.368 776.776 1042.14 0 1042.14 1437.12 1437.12
11 2.93763 4404.16 -36.2151 Subgrade 100 33 560.77 807.599 1089.61 0 1089.61 1500.26 1500.26
12 2.93763 4589.51 -36.2151 Subgrade 100 33 582.173 838.422 1137.07 0 1137.07 1563.39 1563.39
13 2.93763 4774.86 -36.2151 Subgrade 100 33 603.575 869.244 1184.53 0 1184.53 1626.53 1626.53142.93763 4960.22 -36.2151 Subgrade 100 33 624.977 900.067 1231.99 0 1231.99 1689.66 1689.66
15 2.93763 5145.57 -36.2151 Subgrade 100 33 646.38 930.89 1279.46 0 1279.46 1752.8 1752.8
16 2.93763 5324.33 -36.2151 Subgrade 100 33 667.02 960.616 1325.23 0 1325.23 1813.69 1813.69
17 2.93763 5466.24 -36.2151 Subgrade 100 33 683.407 984.215 1361.57 0 1361.57 1862.03 1862.03
18 2.93763 5602.44 -36.2151 Subgrade 100 33 699.133 1006.86 1396.45 0 1396.45 1908.42 1908.42
19 2.93763 5744.9 -36.2151 Subgrade 100 33 715.582 1030.55 1432.93 0 1432.93 1956.94 1956.94
20 2.93763 5932.68 -36.2151 Subgrade 100 33 737.265 1061.78 1481.01 0 1481.01 2020.91 2020.91212.93763 6129.5 -36.2151 Subgrade 100 33 759.991 1094.51 1531.41 0 1531.41 2087.95 2087.95
22 2.93763 6365.16 -36.2151 Subgrade 100 33 787.204 1133.7 1591.76 0 1591.76 2168.22 2168.22
23 2.9992 6823.14 -9.52314 Subgrade 100 33 1018.44 1466.72 2104.56 0 2104.56 2275.41 2275.41242.9992 6938.95 -9.52314 Subgrade 100 33 1034.64 1490.04 2140.47 0 2140.47 2314.04 2314.04
25 2.9992 7054.76 -9.52314 Subgrade 100 33 1050.82 1513.35 2176.37 0 2176.37 2352.66 2352.66
26 2.9992 7170.58 -9.52314 Subgrade 100 33 1067.01 1536.67 2212.28 0 2212.28 2391.28 2391.28
27 2.9992 7225.9 -9.52314 Subgrade 100 33 1074.75 1547.81 2229.43 0 2229.43 2409.73 2409.73
28 2.9992 6972.92 -9.52314 Subgrade 100 33 1039.38 1496.88 2151 0 2151 2325.37 2325.37
29 2.9992 6676.02 -9.52314 Subgrade 100 33 997.875 1437.1 2058.95 0 2058.95 2226.35 2226.35
30 2.9992 6379.11 -9.52314 Subgrade 100 33 956.366 1377.32 1966.9 0 1966.9 2127.34 2127.34312.9992 6082.2 -9.52314 Subgrade 100 33 914.857 1317.54 1874.85 0 1874.85 2028.33 2028.33
32 2.9992 5785.3 -9.52314 Subgrade 100 33 873.354 1257.77 1782.8 0 1782.8 1929.32 1929.32
33 2.9992 5488.39 -9.52314 Subgrade 100 33 831.845 1197.99 1690.76 0 1690.76 1830.3 1830.3
34 2.9992 5191.49 -9.52314 Subgrade 100 33 790.336 1138.21 1598.7 0 1598.7 1731.29 1731.29
35 2.9992 4894.58 -9.52314 Subgrade 100 33 748.829 1078.43 1506.66 0 1506.66 1632.28 1632.28
36 2.9992 4600.13 -9.52314 Subgrade 100 33 707.665 1019.15 1415.37 0 1415.37 1534.09 1534.09
37 2.9992 4312.52 -9.52314 Subgrade 100 33 667.457 961.245 1326.2 0 1326.2 1438.17 1438.17
38 2.9992 4025.32 -9.52314 Subgrade 100 33 627.305 903.42 1237.16 0 1237.16 1342.39 1342.39
39 2.9992 3738.11 -9.52314 Subgrade 100 33 587.154 845.595 1148.12 0 1148.12 1246.62 1246.62
40 2.9992 3450.9 -9.52314 Subgrade 100 33 547.002 787.77 1059.07 0 1059.07 1150.84 1150.84412.9992 3163.57 -9.52314 Subgrade 100 33 506.833 729.921 969.993 0 969.993 1055.02 1055.02
42 2.9992 2869.06 -9.52314 Subgrade 100 33 465.661 670.626 878.688 0 878.688 956.806 956.806
43 2.9992 2570.33 -9.52314 Subgrade 100 33 423.897 610.48 786.071 0 786.071 857.183 857.183
44 2.9992 2271.59 -9.52314 Subgrade 100 33 382.135 550.335 693.456 0 693.456 757.563 757.563
45 2.9992 1972.86 -9.52314 Subgrade 100 33 340.371 490.189 600.839 0 600.839 657.939 657.939
46 2.9992 1674.13 -9.52314 Subgrade 100 33 298.608 430.044 508.222 0 508.222 558.316 558.316
47 2.9992 1375.39 -9.52314 Subgrade 100 33 256.845 369.898 415.608 0 415.608 458.695 458.695
48 0.938415 335.488 23.7914 Subgrade 100 33 287.695 414.327 484.022 0 484.022 357.184 357.184
49 2.65106 442.232 23.7914 RepairSoils 100 33 180.438 259.86 246.163 0 246.163 166.613 166.613
50 0.261849 3.73706 23.7914 Subgrade 100 33 94.6393 136.296 55.8903 0 55.8903 14.1663 14.1663
Global Minimum Query (janbu simplified) - Safety Factor: 1.36711
Slice Number Width []Weight [lbs]
Angle of SliceBase [degrees]
Base Material
Base Cohesion[psf]
Base FriconAngle [degrees]
Shear Stress [psf]
Shear Strength[psf]
Base NormalStress [psf]
Pore Pressure[psf]
EffecveNormalStress [psf]
Base VercalStress [psf]
EffecveVercalStress [psf]
1 3.09585 445.028 -47.3688 CoverSoils 0 27 29.0658 57.1312 112.126 0 112.126 143.701 143.701
2 2.1656 753.806 -47.3688 WasteFluff 248 39.4 186.732 367.036 144.917 0 144.917 347.764 347.764
3 2.1656 1041.74 -47.3688 WasteFluff 248 39.4 224.928 442.113 236.317 0 236.317 480.657 480.657
4 2.1656 1335.21 -47.3688 WasteFluff 248 39.4 263.858 518.634 329.474 0 329.474 616.105 616.105
5 2.39309 2723.63 -47.3688 Subgrade 100 33 314.02 617.232 796.467 0 796.467 1137.59 1137.59
6 2.39309 3166.13 -47.3688 Subgrade 100 33 358.958 705.561 932.483 0 932.483 1322.42 1322.42
7 2.39309 3542.56 -47.3688 Subgrade 100 33 397.186 780.701 1048.19 0 1048.19 1479.65 1479.65
8 2.39309 3918.99 -47.3688 Subgrade 100 33 435.414 855.842 1163.89 0 1163.89 1636.89 1636.8992.39309 4295.42 -47.3688 Subgrade 100 33 473.642 930.982 1279.6 0 1279.6 1794.12 1794.12
10 2.39309 4671.85 -47.3688 Subgrade 100 33 511.87 1006.12 1395.31 0 1395.31 1951.35 1951.35
11 2.39309 5048.28 -47.3688 Subgrade 100 33 550.098 1081.26 1511.01 0 1511.01 2108.59 2108.59
12 2.39309 5424.71 -47.3688 Subgrade 100 33 588.325 1156.4 1626.72 0 1626.72 2265.82 2265.82
13 2.39309 5801.13 -47.3688 Subgrade 100 33 626.553 1231.54 1742.42 0 1742.42 2423.05 2423.05
14 2.39309 6177.56 -47.3688 Subgrade 100 33 664.781 1306.68 1858.13 0 1858.13 2580.28 2580.28
15 2.39309 6547.76 -47.3688 Subgrade 100 33 702.378 1380.58 1971.92 0 1971.92 2734.92 2734.92162.39309 6893.95 -47.3688 Subgrade 100 33 737.533 1449.68 2078.33 0 2078.33 2879.52 2879.52
17 2.42167 6989.6 -9.52314 Subgrade 100 33 951.643 1870.53 2726.38 0 2726.38 2886.02 2886.02
18 2.42167 6668.32 -9.52314 Subgrade 100 33 910.113 1788.9 2600.68 0 2600.68 2753.36 2753.36192.42167 6363.07 -9.52314 Subgrade 100 33 870.659 1711.35 2481.27 0 2481.27 2627.33 2627.33
20 2.42167 6082.7 -9.52314 Subgrade 100 33 834.42 1640.12 2371.58 0 2371.58 2511.56 2511.56
21 2.42167 5802.61 -9.52314 Subgrade 100 33 798.217 1568.96 2262 0 2262 2395.91 2395.91
22 2.42167 5527.06 -9.52314 Subgrade 100 33 762.599 1498.95 2154.2 0 2154.2 2282.13 2282.13
23 2.42167 5477.02 -9.52314 Subgrade 100 33 756.133 1486.24 2134.63 0 2134.63 2261.47 2261.47
24 2.42167 5552.53 -9.52314 Subgrade 100 33 765.891 1505.42 2164.16 0 2164.16 2292.65 2292.65
25 2.42167 5628.03 -9.52314 Subgrade 100 33 775.654 1524.61 2193.7 0 2193.7 2323.82 2323.82262.42167 5703.54 -9.52314 Subgrade 100 33 785.412 1543.79 2223.24 0 2223.24 2355 2355
27 2.42167 5779.04 -9.52314 Subgrade 100 33 795.17 1562.97 2252.78 0 2252.78 2386.18 2386.18
28 2.42167 5850.58 -9.52314 Subgrade 100 33 804.419 1581.15 2280.77 0 2280.77 2415.72 2415.72292.42167 5749.94 -9.52314 Subgrade 100 33 791.41 1555.58 2241.39 0 2241.39 2374.16 2374.16
30 2.42167 5556.53 -9.52314 Subgrade 100 33 766.41 1506.44 2165.73 0 2165.73 2294.3 2294.3
31 2.42167 5362.96 -9.52314 Subgrade 100 33 741.389 1457.26 2090 0 2090 2214.37 2214.37
32 2.42167 5169.39 -9.52314 Subgrade 100 33 716.369 1408.08 2014.27 0 2014.27 2134.45 2134.45
33 2.42167 4975.82 -9.52314 Subgrade 100 33 691.348 1358.9 1938.55 0 1938.55 2054.52 2054.52
34 2.42167 4782.25 -9.52314 Subgrade 100 33 666.333 1309.73 1862.81 0 1862.81 1974.6 1974.6
35 2.42167 4588.68 -9.52314 Subgrade 100 33 641.312 1260.55 1787.09 0 1787.09 1894.67 1894.67362.42167 4395.11 -9.52314 Subgrade 100 33 616.291 1211.37 1711.36 0 1711.36 1814.75 1814.75
37 2.42167 4201.54 -9.52314 Subgrade 100 33 591.271 1162.19 1635.63 0 1635.63 1734.82 1734.82
38 2.42167 4007.97 -9.52314 Subgrade 100 33 566.25 1113.01 1559.9 0 1559.9 1654.9 1654.9
39 2.42167 3814.58 -9.52314 Subgrade 100 33 541.254 1063.88 1484.24 0 1484.24 1575.04 1575.04
40 2.42167 3625.48 -9.52314 Subgrade 100 33 516.812 1015.84 1410.26 0 1410.26 1496.96 1496.96
41 2.42167 3438.23 -9.52314 Subgrade 100 33 492.61 968.264 1337.01 0 1337.01 1419.65 1419.65
42 2.42167 3250.99 -9.52314 Subgrade 100 33 468.407 920.692 1263.75 0 1263.75 1342.33 1342.33
43 2.42167 3063.74 -9.52314 Subgrade 100 33 444.204 873.119 1190.5 0 1190.5 1265.02 1265.02
44 2.50097 2860.56 6.04258 Subgrade 100 33 444.332 873.371 1190.89 0 1190.89 1143.85 1143.85
45 2.50097 2446.92 6.04258 Subgrade 100 33 387.705 762.066 1019.49 0 1019.49 978.453 978.453462.50097 2032.56 6.04258 Subgrade 100 33 330.98 650.568 847.8 0 847.8 812.764 812.764
47 2.50097 1612.24 6.04258 Subgrade 100 33 273.438 537.464 673.637 0 673.637 644.692 644.692
48 2.50097 1190.59 6.04258 Subgrade 100 33 215.714 424.003 498.921 0 498.921 476.087 476.087
49 3.01475 885.779 6.04258 RepairSoils 100 33 153.32 301.362 310.07 0 310.07 293.84 293.84
50 3.01475 295.26 6.04258 RepairSoils 100 33 86.2547 169.541 107.083 0 107.083 97.9526 97.9526
Slice Number Width []Weight [lbs]
Angle of SliceBase [degrees]
Base Material
Base Cohesion[psf]
Base FriconAngle [degrees]
Shear Stress [psf]
Shear Strength[psf]
Base NormalStress [psf]
Pore Pressure[psf]
EffecveNormalStress [psf]
Base VercalStress [psf]
EffecveVercalStress [psf]
1 3.52127 451.574 -41.5603 CoverSoils 0 27 35.9264 49.1153 96.3942 0 96.3942 128.247 128.247
2 2.09778 683.9 -41.5603 WasteFluff 248 39.4 246.168 336.539 107.789 0 107.789 326.042 326.042
3 2.09778 899.885 -41.5603 WasteFluff 248 39.4 286.531 391.719 174.967 0 174.967 429.006 429.006
4 2.72824 2041.21 -41.5603 Subgrade 100 33 301.562 412.269 480.851 0 480.851 748.217 748.217
5 2.72824 2364.81 -41.5603 Subgrade 100 33 341.21 466.471 564.315 0 564.315 866.832 866.832
6 2.72824 2668.25 -41.5603 Subgrade 100 33 378.387 517.297 642.579 0 642.579 978.058 978.058
7 2.72824 2971.69 -41.5603 Subgrade 100 33 415.565 568.123 720.846 0 720.846 1089.29 1089.29
8 2.72824 3275.13 -41.5603 Subgrade 100 33 452.743 618.949 799.11 0 799.11 1200.51 1200.51
9 2.72824 3578.57 -41.5603 Subgrade 100 33 489.92 669.775 877.377 0 877.377 1311.74 1311.74
10 2.72824 3882.01 -41.5603 Subgrade 100 33 527.098 720.601 955.641 0 955.641 1422.97 1422.97
11 2.72824 4185.46 -41.5603 Subgrade 100 33 564.276 771.427 1033.91 0 1033.91 1534.2 1534.2
12 2.72824 4488.9 -41.5603 Subgrade 100 33 601.453 822.253 1112.17 0 1112.17 1645.42 1645.42132.72824 4773.33 -41.5603 Subgrade 100 33 636.302 869.895 1185.53 0 1185.53 1749.68 1749.68
14 2.72824 5034.44 -41.5603 Subgrade 100 33 668.293 913.63 1252.88 0 1252.88 1845.39 1845.39
15 2.72824 5295.48 -41.5603 Subgrade 100 33 700.276 957.355 1320.21 0 1320.21 1941.08 1941.08
16 2.72824 5567.51 -41.5603 Subgrade 100 33 733.605 1002.92 1390.37 0 1390.37 2040.79 2040.79
17 2.72824 5877.59 -41.5603 Subgrade 100 33 771.597 1054.86 1470.35 0 1470.35 2154.45 2154.45
18 2.72824 6190.92 -41.5603 Subgrade 100 33 809.986 1107.34 1551.17 0 1551.17 2269.3 2269.3
19 2.74038 6223.84 -9.52314 Subgrade 100 33 1066.99 1458.69 2092.19 0 2092.19 2271.19 2271.19202.74038 6223.31 -9.52314 Subgrade 100 33 1066.9 1458.57 2092.02 0 2092.02 2271 2271
21 2.74038 6320 -9.52314 Subgrade 100 33 1082.42 1479.79 2124.69 0 2124.69 2306.28 2306.28
22 2.74038 6416.68 -9.52314 Subgrade 100 33 1097.94 1501.01 2157.37 0 2157.37 2341.56 2341.56232.74038 6513.37 -9.52314 Subgrade 100 33 1113.47 1522.24 2190.05 0 2190.05 2376.84 2376.84
24 2.74038 6609.53 -9.52314 Subgrade 100 33 1128.91 1543.34 2222.55 0 2222.55 2411.93 2411.93
25 2.74038 6516.17 -9.52314 Subgrade 100 33 1113.92 1522.85 2191 0 2191 2377.87 2377.87
26 2.74038 6268.54 -9.52314 Subgrade 100 33 1074.16 1468.5 2107.3 0 2107.3 2287.5 2287.5
27 2.74038 6020.67 -9.52314 Subgrade 100 33 1034.36 1414.09 2023.53 0 2023.53 2197.05 2197.05
28 2.74038 5772.8 -9.52314 Subgrade 100 33 994.572 1359.69 1939.75 0 1939.75 2106.6 2106.6
29 2.74038 5524.93 -9.52314 Subgrade 100 33 954.773 1305.28 1855.97 0 1855.97 2016.14 2016.14302.74038 5277.06 -9.52314 Subgrade 100 33 914.981 1250.88 1772.2 0 1772.2 1925.69 1925.69
31 2.74038 5029.18 -9.52314 Subgrade 100 33 875.182 1196.47 1688.42 0 1688.42 1835.24 1835.24
32 2.74038 4781.31 -9.52314 Subgrade 100 33 835.39 1142.07 1604.64 0 1604.64 1744.79 1744.79
33 2.74038 4533.44 -9.52314 Subgrade 100 33 795.592 1087.66 1520.87 0 1520.87 1654.33 1654.33
34 2.74038 4286.19 -9.52314 Subgrade 100 33 755.895 1033.39 1437.3 0 1437.3 1564.11 1564.11
35 2.74038 4044.91 -9.52314 Subgrade 100 33 717.158 980.434 1355.75 0 1355.75 1476.06 1476.06
36 2.74038 3805.13 -9.52314 Subgrade 100 33 678.662 927.806 1274.71 0 1274.71 1388.56 1388.56
37 2.74038 3565.36 -9.52314 Subgrade 100 33 640.166 875.178 1193.67 0 1193.67 1301.06 1301.06
38 2.74038 3325.58 -9.52314 Subgrade 100 33 601.671 822.55 1112.63 0 1112.63 1213.56 1213.56
39 2.74038 3085.81 -9.52314 Subgrade 100 33 563.175 769.922 1031.59 0 1031.59 1126.06 1126.06402.74038 2845.61 -9.52314 Subgrade 100 33 524.611 717.201 950.405 0 950.405 1038.41 1038.41
41 2.74038 2598.59 -9.52314 Subgrade 100 33 484.952 662.983 866.919 0 866.919 948.273 948.273
42 2.74038 2349.19 -9.52314 Subgrade 100 33 444.912 608.243 782.627 0 782.627 857.264 857.264
43 2.74038 2099.79 -9.52314 Subgrade 100 33 404.871 553.503 698.334 0 698.334 766.255 766.255
44 2.74038 1850.4 -9.52314 Subgrade 100 33 364.83 498.763 614.042 0 614.042 675.245 675.245
45 2.74038 1601 -9.52314 Subgrade 100 33 324.789 444.022 529.746 0 529.746 584.232 584.232
46 2.74038 1351.6 -9.52314 Subgrade 100 33 284.748 389.282 445.454 0 445.454 493.223 493.223
47 2.74038 1102.2 -9.52314 Subgrade 100 33 244.707 334.542 361.162 0 361.162 402.214 402.214
48 0.528353 173.164 23.923 Subgrade 100 33 289.917 396.349 456.337 0 456.337 327.724 327.724
49 1.49932 329.406 23.923 RepairSoils 100 33 224.896 307.458 319.457 0 319.457 219.689 219.689
50 1.33933 98.0775 23.923 Subgrade 100 33 136.744 186.944 133.882 0 133.882 73.2197 73.2197
Interslice Data
Group 1 - Circular Stac Group 1 - Circular Seismic Group 1 - Non-Circular Stac Group 1 - Non-Circular Seismic
Global Minimum Query (bishop simplified) - Safety Factor: 1.86055
Slice Number
X coordinate []
Y coordinate - Boom []
Interslice Normal Force [lbs]
Interslice Shear Force [lbs]
Interslice Force Angle [degrees]
1 307.531 913.634 0 0 0
2 312 909.888 295.095 0 0
3 314.776 907.631 108.071 0 0
4 317.551 905.425 2.91309 0 0
5 321.142 902.644 761.48 0 06324.733 899.944 1590.36 0 0
7 328.324 897.322 2459.74 0 0
8 331.915 894.776 3351.59 0 09335.506 892.304 4249.89 0 0
10 339.097 889.903 5140.47 0 0
11 342.687 887.571 6010.76 0 0
12 346.278 885.308 6839.79 0 0
13 349.869 883.11 7613.18 0 0
14 353.46 880.977 8328.41 0 0
15 357.051 878.907 8993.13 0 016360.642 876.899 9603.58 0 0
17 364.233 874.951 10229.8 0 0
18 367.824 873.062 10904.1 0 0
19 371.415 871.23 11603.9 0 0
20 375.006 869.456 12307.8 0 0
21 378.597 867.737 12959.3 0 0
22 382.188 866.073 13521.9 0 0
23 385.778 864.463 13992.5 0 0
24 389.369 862.906 14368.9 0 0
25 392.96 861.401 14650.1 0 026396.551 859.947 14835.6 0 0
27 400.142 858.543 14925.9 0 0
28 403.733 857.189 14922.3 0 0
29 407.324 855.885 14826.8 0 0
30 410.915 854.629 14641.7 0 0
31 414.506 853.421 14370.3 0 0
32 418.097 852.26 14016.3 0 0
33 421.688 851.146 13584.6 0 0
34 425.278 850.078 13080.9 0 0
35 428.869 849.056 12511.4 0 036432.46 848.079 11883.2 0 0
37 436.051 847.147 11203.9 0 0
38 439.642 846.259 10481.5 0 0
39 443.233 845.416 9720.85 0 0
40 446.824 844.616 8934.26 0 0
41 450.415 843.86 8132.3 0 0
42 454.006 843.147 7325.72 0 043457.597 842.477 6525.9 0 0
44 461.188 841.849 5744.92 0 0
45 464.778 841.263 4995.47 0 046468.369 840.72 4290.94 0 0
47 471.96 840.218 3645.37 0 0
48 475.551 839.758 3073.49 0 0
49 479.142 839.339 2590.71 0 0
50 482.733 838.962 2213.17 0 0
51 486.324 838.626 0 0 0
Global Minimum Query (janbu simplified) - Safety Factor: 1.80225
Slice Number
X coordinate []
Y coordinate - Boom []
Interslice Normal Force [lbs]
Interslice Shear Force [lbs]
Interslice Force Angle [degrees]
1 309.674 913.036 0 0 0
2 312.733 909.86 241.497 0 0
3 317.535 905.102 77.5173 0 0
4 321.052 901.784 1194.04 0 0
5 324.569 898.597 2487.7 0 0
6 328.086 895.535 3898.37 0 0
7 331.602 892.591 5386.16 0 08335.119 889.76 6916.31 0 0
9 338.636 887.036 8458.67 0 0
10 342.152 884.415 9987.13 0 0
11 345.669 881.893 11469.9 0 0
12 349.186 879.467 12879.2 0 0
13 352.703 877.131 14203.1 0 0
14 356.219 874.885 15445 0 015359.736 872.723 16596.8 0 0
16 363.253 870.645 17699.7 0 0
17 366.769 868.647 18819.2 0 018370.286 866.726 19925.7 0 0
19 373.803 864.882 20990.2 0 0
20 377.32 863.112 21968.2 0 0
21 380.836 861.413 22797.9 0 0
22 384.353 859.785 23472.3 0 0
23 387.87 858.226 23988.6 0 0
24 391.387 856.734 24345.4 0 025394.903 855.309 24542.8 0 0
26 398.42 853.947 24582 0 0
27 401.937 852.65 24465.5 0 0
28 405.453 851.415 24196.8 0 0
29 408.97 850.241 23780.4 0 0
30 412.487 849.128 23221.8 0 0
31 416.004 848.074 22527.5 0 0
32 419.52 847.079 21705.4 0 0
33 423.037 846.143 20765.1 0 0
34 426.554 845.263 19717 0 035430.07 844.44 18572.5 0 0
36 433.587 843.673 17343.7 0 0
37 437.104 842.962 16044.1 0 0
38 440.621 842.305 14686.6 0 0
39 444.137 841.703 13281.2 0 0
40 447.654 841.155 11849.6 0 0
41 451.171 840.661 10409.2 0 0
42 454.687 840.221 8978.42 0 0
43 458.204 839.833 7576.86 0 0
44 461.721 839.498 6225.18 0 045465.238 839.216 4945.22 0 0
46 468.754 838.986 3760.02 0 0
47 472.271 838.809 2693.83 0 0
48 475.788 838.683 1772.21 0 0
49 479.304 838.61 1022.01 0 0
50 482.821 838.589 471.46 0 0
51 486.338 838.62 0 0 0
Global Minimum Query (bishop simplified) - Safety Factor: 1.29596
Slice Number
X coordinate []
Y coordinate - Boom []
Interslice Normal Force [lbs]
Interslice Shear Force [lbs]
Interslice Force Angle [degrees]
1 307.531 913.634 0 0 0
2 312 909.888 311.877 0 0
3 314.776 907.631 -9.35903 0 0
4 317.551 905.425 -248.906 0 0
5 321.142 902.644 470.795 0 06324.733 899.944 1269.15 0 0
7 328.324 897.322 2115.83 0 0
8 331.915 894.776 2992.49 0 09335.506 892.304 3882.7 0 0
10 339.097 889.903 4771.78 0 0
11 342.687 887.571 5646.58 0 0
12 346.278 885.308 6484.67 0 0
13 349.869 883.11 7270.4 0 0
14 353.46 880.977 8000.75 0 0
15 357.051 878.907 8683.88 0 016360.642 876.899 9315.43 0 0
17 364.233 874.951 9973.97 0 0
18 367.824 873.062 10698 0 0
19 371.415 871.23 11464.3 0 0
20 375.006 869.456 12251.2 0 0
21 378.597 867.737 12994.6 0 0
22 382.188 866.073 13651.3 0 0
23 385.778 864.463 14217.7 0 0
24 389.369 862.906 14690.7 0 0
25 392.96 861.401 15068.3 0 026396.551 859.947 15349.4 0 0
27 400.142 858.543 15533.5 0 0
28 403.733 857.189 15621.3 0 0
29 407.324 855.885 15614.1 0 0
30 410.915 854.629 15513.8 0 0
31 414.506 853.421 15322.7 0 0
32 418.097 852.26 15044 0 0
33 421.688 851.146 14681.7 0 0
34 425.278 850.078 14240.8 0 0
35 428.869 849.056 13727.1 0 036432.46 848.079 13147 0 0
37 436.051 847.147 12507.6 0 0
38 439.642 846.259 11817 0 0
39 443.233 845.416 11080 0 0
40 446.824 844.616 10308.4 0 0
41 450.415 843.86 9512.24 0 0
42 454.006 843.147 8702.34 0 043457.597 842.477 7890.03 0 0
44 461.188 841.849 7087.43 0 0
45 464.778 841.263 6307.4 0 046468.369 840.72 5563.54 0 0
47 471.96 840.218 4870.24 0 0
48 475.551 839.758 4242.67 0 0
49 479.142 839.339 3696.8 0 0
50 482.733 838.962 3249.4 0 0
51 486.324 838.626 0 0 0
Global Minimum Query (janbu simplified) - Safety Factor: 1.2516
Slice Number
X coordinate []
Y coordinate - Boom []
Interslice Normal Force [lbs]
Interslice Shear Force [lbs]
Interslice Force Angle [degrees]
1 309.674 913.036 0 0 0
2 312.733 909.86 244.958 0 0
3 317.535 905.102 -195.976 0 0
4 321.052 901.784 834.175 0 0
5 324.569 898.597 2049.8 0 0
6 328.086 895.535 3392.06 0 0
7 331.602 892.591 4821.82 0 08335.119 889.76 6304.68 0 0
9 338.636 887.036 7810.44 0 0
10 342.152 884.415 9312.73 0 0
11 345.669 881.893 10779 0 0
12 349.186 879.467 12180.1 0 0
13 352.703 877.131 13503.4 0 0
14 356.219 874.885 14752.1 0 015359.736 872.723 15917.4 0 0
16 363.253 870.645 17042.8 0 0
17 366.769 868.647 18200.2 0 018370.286 866.726 19359.6 0 0
19 373.803 864.882 20491.3 0 0
20 377.32 863.112 21547.8 0 0
21 380.836 861.413 22460 0 0
22 384.353 859.785 23219.2 0 0
23 387.87 858.226 23821.4 0 0
24 391.387 856.734 24264 0 025394.903 855.309 24546 0 0
26 398.42 853.947 24667.3 0 0
27 401.937 852.65 24629.3 0 0
28 405.453 851.415 24434.7 0 0
29 408.97 850.241 24086.9 0 0
30 412.487 849.128 23590.5 0 0
31 416.004 848.074 22951.2 0 0
32 419.52 847.079 22175.9 0 0
33 423.037 846.143 21273.5 0 0
34 426.554 845.263 20253.8 0 035430.07 844.44 19127.4 0 0
36 433.587 843.673 17906.3 0 0
37 437.104 842.962 16603.4 0 0
38 440.621 842.305 15231.9 0 0
39 444.137 841.703 13801.8 0 0
40 447.654 841.155 12334.6 0 0
41 451.171 840.661 10848.1 0 0
42 454.687 840.221 9361.14 0 0
43 458.204 839.833 7893.93 0 0
44 461.721 839.498 6468 0 045465.238 839.216 5106.23 0 0
46 468.754 838.986 3832.93 0 0
47 472.271 838.809 2673.89 0 0
48 475.788 838.683 1656.45 0 0
49 479.304 838.61 809.526 0 0
50 482.821 838.589 163.746 0 0
51 486.338 838.62 0 0 0
Global Minimum Query (bishop simplified) - Safety Factor: 2.07285
Slice Number
X coordinate []
Y coordinate - Boom []
Interslice Normal Force [lbs]
Interslice Shear Force [lbs]
Interslice Force Angle [degrees]
1 309.869 912.982 0 0 0
2 313.39 909.86 237.671 0 0
3 315.488 908 154.418 0 0
4 317.586 906.14 149.588 0 0
5 320.314 903.721 881.994 0 06323.042 901.302 1759.66 0 0
7 325.77 898.884 2773.54 0 0
8 328.499 896.465 3923.63 0 09331.227 894.046 5209.94 0 0
10 333.955 891.627 6632.46 0 0
11 336.683 889.208 8191.2 0 0
12 339.412 886.789 9886.15 0 0
13 342.14 884.37 11717.3 0 0
14 344.868 881.952 13676.2 0 0
15 347.596 879.533 15752.2 0 016350.325 877.114 17945.4 0 0
17 353.053 874.695 20260.8 0 0
18 355.781 872.276 22715.3 0 0
19 358.509 869.857 25310.5 0 0
20 361.25 869.398 24322 0 0
21 363.99 868.938 23333.6 0 0
22 366.73 868.478 22331.9 0 0
23 369.471 868.018 21316.8 0 0
24 372.211 867.559 20288.3 0 0
25 374.952 867.099 19246.6 0 026377.692 866.639 18217.7 0 0
27 380.432 866.18 17223.1 0 0
28 383.173 865.72 16262.6 0 0
29 385.913 865.26 15336.4 0 0
30 388.653 864.8 14444.4 0 0
31 391.394 864.341 13586.7 0 0
32 394.134 863.881 12763.2 0 0
33 396.875 863.421 11973.9 0 0
34 399.615 862.961 11218.8 0 0
35 402.355 862.502 10497.9 0 036405.096 862.042 9810.31 0 0
37 407.836 861.582 9155.82 0 0
38 410.576 861.123 8534.43 0 0
39 413.317 860.663 7946.16 0 0
40 416.057 860.203 7390.99 0 0
41 418.798 859.743 6868.99 0 0
42 421.538 859.284 6381.11 0 043424.278 858.824 5927.66 0 0
44 427.019 858.364 5508.65 0 0
45 429.759 857.905 5124.07 0 046432.499 857.445 4773.94 0 0
47 435.24 856.985 4458.24 0 0
48 437.98 856.525 4176.98 0 0
49 438.509 856.76 3989.41 0 0
50 440.008 857.425 3599.47 0 0
51 441.347 858.019 0 0 0
Global Minimum Query (janbu simplified) - Safety Factor: 1.96558
Slice Number
X coordinate []
Y coordinate - Boom []
Interslice Normal Force [lbs]
Interslice Shear Force [lbs]
Interslice Force Angle [degrees]
1 307.847 913.546 0 0 0
2 310.943 910.183 286.961 0 0
3 313.108 907.83 222.859 0 0
4 315.274 905.478 290.932 0 0
5 317.44 903.125 493.719 0 0
6 319.833 900.525 1811.59 0 0
7 322.226 897.926 3375.33 0 08324.619 895.326 5148.24 0 0
9 327.012 892.727 7130.32 0 0
10 329.405 890.127 9321.56 0 0
11 331.798 887.527 11722 0 0
12 334.191 884.928 14331.5 0 0
13 336.584 882.328 17150.3 0 0
14 338.977 879.728 20178.2 0 015341.371 877.129 23415.3 0 0
16 343.764 874.529 26858 0 0
17 346.157 871.93 30493.2 0 018348.578 871.523 29292.6 0 0
19 351 871.117 28141.7 0 0
20 353.422 870.711 27038 0 0
21 355.843 870.304 25977.6 0 0
22 358.265 869.898 24960.5 0 0
23 360.687 869.492 23986 0 0
24 363.108 869.086 23019.2 0 025365.53 868.679 22040.8 0 0
26 367.952 868.273 21050.7 0 0
27 370.373 867.867 20048.9 0 0
28 372.795 867.461 19035.4 0 0
29 375.217 867.054 18010.9 0 0
30 377.638 866.648 17002 0 0
31 380.06 866.242 16022.9 0 0
32 382.482 865.836 15073.8 0 0
33 384.903 865.429 14154.6 0 0
34 387.325 865.023 13265.3 0 035389.747 864.617 12405.9 0 0
36 392.169 864.211 11576.4 0 0
37 394.59 863.804 10776.9 0 0
38 397.012 863.398 10007.2 0 0
39 399.434 862.992 9267.55 0 0
40 401.855 862.586 8557.74 0 0
41 404.277 862.179 7877.16 0 0
42 406.699 861.773 7225.52 0 0
43 409.12 861.367 6602.82 0 0
44 411.542 860.961 6009.07 0 045414.043 861.225 4580.79 0 0
46 416.544 861.49 3339.73 0 0
47 419.045 861.755 2286.22 0 0
48 421.546 862.02 1422.95 0 0
49 424.047 862.284 750.523 0 0
50 427.061 862.603 188.627 0 0
51 430.076 862.923 0 0 0
Global Minimum Query (bishop simplified) - Safety Factor: 1.44016
Slice Number
X coordinate []
Y coordinate - Boom []
Interslice Normal Force [lbs]
Interslice Shear Force [lbs]
Interslice Force Angle [degrees]
1 296.957 916.581 0 0 0
2 299.714 914.563 89.4391 0 0
3 302.47 912.545 357.756 0 0
4 305.449 910.363 65.8133 0 0
5 308.429 908.181 -154.556 0 06311.408 905.999 -303.352 0 0
7 314.388 903.817 -374.668 0 0
8 317.367 901.635 -354.927 0 09320.305 899.484 769.193 0 0
10 323.243 897.333 1996.23 0 0
11 326.18 895.182 3290.45 0 0
12 329.118 893.03 4651.87 0 0
13 332.056 890.879 6080.48 0 0
14 334.993 888.728 7576.28 0 0
15 337.931 886.577 9139.27 0 016340.869 884.425 10769.5 0 0
17 343.806 882.274 12464.4 0 0
18 346.744 880.123 14210.9 0 0
19 349.681 877.972 16006.7 0 0
20 352.619 875.821 17854.1 0 0
21 355.557 873.669 19769.7 0 0
22 358.494 871.518 21756.5 0 0
23 361.432 869.367 23828.8 0 0
24 364.431 868.864 22864.4 0 0
25 367.43 868.361 21886.9 0 026370.43 867.858 20896.5 0 0
27 373.429 867.354 19893 0 0
28 376.428 866.851 18883.4 0 0
29 379.427 866.348 17902.1 0 0
30 382.426 865.845 16954.2 0 0
31 385.426 865.342 16039.6 0 0
32 388.425 864.839 15158.3 0 0
33 391.424 864.336 14310.4 0 0
34 394.423 863.832 13495.7 0 0
35 397.422 863.329 12714.4 0 036400.422 862.826 11966.5 0 0
37 403.421 862.323 11251.5 0 0
38 406.42 861.82 10568.9 0 0
39 409.419 861.317 9918.49 0 0
40 412.418 860.814 9300.33 0 0
41 415.418 860.31 8714.39 0 0
42 418.417 859.807 8160.71 0 043421.416 859.304 7640.09 0 0
44 424.415 858.801 7152.99 0 0
45 427.414 858.298 6699.43 0 046430.414 857.795 6279.4 0 0
47 433.413 857.292 5892.9 0 0
48 436.412 856.788 5539.93 0 0
49 437.35 857.202 5120.71 0 0
50 440.002 858.371 4422.19 0 0
51 440.263 858.486 0 0 0
Global Minimum Query (janbu simplified) - Safety Factor: 1.36711
Slice Number
X coordinate []
Y coordinate - Boom []
Interslice Normal Force [lbs]
Interslice Shear Force [lbs]
Interslice Force Angle [degrees]
1 309.869 912.982 0 0 0
2 313.39 909.86 242.187 0 0
3 315.488 908 28.9147 0 0
4 317.586 906.14 -111.676 0 0
5 320.314 903.721 535.003 0 0
6 323.042 901.302 1323.96 0 0
7 325.77 898.884 2246.32 0 08328.499 896.465 3302.11 0 0
9 331.227 894.046 4491.3 0 0
10 333.955 891.627 5813.91 0 0
11 336.683 889.208 7269.93 0 0
12 339.412 886.789 8859.37 0 0
13 342.14 884.37 10582.2 0 0
14 344.868 881.952 12430.1 0 015347.596 879.533 14392.8 0 0
16 350.325 877.114 16470.3 0 0
17 353.053 874.695 18667.4 0 018355.781 872.276 21000.8 0 0
19 358.509 869.857 23472 0 0
20 361.25 869.398 22443.9 0 0
21 363.99 868.938 21415.8 0 0
22 366.73 868.478 20374.7 0 0
23 369.471 868.018 19320.7 0 0
24 372.211 867.559 18253.6 0 025374.952 867.099 17173.6 0 0
26 377.692 866.639 16106.1 0 0
27 380.432 866.18 15072 0 0
28 383.173 865.72 14071.2 0 0
29 385.913 865.26 13103.8 0 0
30 388.653 864.8 12169.7 0 0
31 391.394 864.341 11268.9 0 0
32 394.134 863.881 10401.5 0 0
33 396.875 863.421 9567.41 0 0
34 399.615 862.961 8766.69 0 035402.355 862.502 7999.23 0 0
36 405.096 862.042 7264.23 0 0
37 407.836 861.582 6561.48 0 0
38 410.576 861.123 5890.99 0 0
39 413.317 860.663 5252.76 0 0
40 416.057 860.203 4646.78 0 0
41 418.798 859.743 4073.11 0 0
42 421.538 859.284 3532.68 0 0
43 424.278 858.824 3025.8 0 0
44 427.019 858.364 2552.46 0 045429.759 857.905 2112.68 0 0
46 432.499 857.445 1706.45 0 0
47 435.24 856.985 1333.77 0 0
48 437.98 856.525 994.636 0 0
49 438.509 856.76 760.494 0 0
50 440.008 857.425 260.28 0 0
51 441.347 858.019 0 0 0
Enty Informaon
Group: Group 1
Shared Enes
Type Coordinates
External Boundary
X Y0980.85
0 978.35
0 930
0 818
488.8 818
488.8 837.558
440 858.6374.8 887
360.3 887.8
342.285 897.897
317.3 911.9
312.1 912.36
87.4 975
60.1 980
Material Boundary
X Y
0 930
316.172 876.96
440.016 856.184
488.8 837.558
Material Boundary
X Y
440 858.6440.016 856.184
Material Boundary
X Y342.285 897.897
343.686 895.515
351.285 882.6
376.385 875.2
401.285 866.7
417.985 864.6
440 858.6
Material Boundary
X Y
417.985 864.6440.016 856.184
Material Boundary
X Y0978.35
60.043 978.35
87.554 972.457312.1 909.86
317.766 909.86
343.686 895.515
Material Boundary
X Y
317.3 911.9
317.766 909.86
Material Boundary
X Y
316.172 876.96
317.766 909.86
Scenario-based Enes
Type Coordinates Circular Stac Circular Seismic Non-Circular Stac Non-Circular Seismic
Water Table
X Y
0 847.04
488.8 837.558
Assigned to materials:
Repair Soils
Waste Fluff
Subgrade
Cover Soils
Water Table
X Y0850.562
488.8 837.558
Assigned to materials:
Repair Soils
Waste Fluff
Subgrade
Cover Soils
Water Table
X Y
0 850.199
488.8 837.558
Assigned to materials:
Repair Soils
Waste Fluff
Subgrade
Cover Soils
Block Search Polyline
X Y
0 930
440.016 856.184
Water Table
X Y
0 852.794
488.8 837.558
Assigned to materials:
Repair Soils
Waste Fluff
Subgrade
Cover Soils
Block Search Polyline
X Y
440.016 856.184
0 930

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MH Date: 2/7/20
Revised By: Date:
Checked By: LBB Date: 2/12/20
Subject: Global Stability
Sheet: 8 of 9
Global SS 2020.doc 2/18/2020
ATTACHMENT B
Cross Section Locations

Existing slopes below
proposed closure
Profile A Model Section Omnisource Kernersville Facility
Permit Renewal RTC
Febraruy 2020
DecommissionedMonitoring WellMW-123:1 EXISTING SEDIMENT /DETENTION PONDEXISTING SEDIMENT /DETENTION PONDEXISTING DIVERSION BERM2.5%980980960940CONCRETE PAD960970 980980960970 950940930910880890910930950870890870
890 8508608708808909009008808909709709709809509609609409309009109809609409209840+001+002+003+004+004+89PROFILE A8408508608708808909009109209309409509609709809908408508608708808909009109209309409509609709809901+002+003+004+00EXISTING GROUNDPROPOSED CAPAPPROXIMATE ASSUMEDBASE GRADE TAKEN FROMBELEWS CREEK USGS QUADRANGLEDATED 19690(FEET)GRAPHIC SCALE20010050DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2019 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:1PROFILE AKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\xstable 2020 v2.dwg Layout=Layout1
RH/MHLBBOMNISOURCE SOUTHEASTPLAN VIEW0(FEET)GRAPHIC SCALE0(FEET)VERTICALEXAGGERATION =2040801020402:1400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]

Project: OmniSource Kernersville
Project Number: 2191186.02
Calculated By: MH Date: 2/7/20
Revised By: Date:
Checked By: LBB Date: 2/12/20
Subject: Global Stability
Sheet: 9 of 9
Global SS 2020.doc 2/18/2020
ATTACHMENT C
Fluff Shear Strength Testing Results

Client: ESC Limited
Project Name: OmniSource Lab Testing
Project Location: Kemersville, NC
GTX #: 309999
Start Date: 05/17/19 Tested By: est
End Date: 05/22/19 Checked By: bfs
Boring ID: ---
Sample ID: FE1 and FE2
Depth, ft: ---
Soil Description:
Soil Preparation:
Compaction Characteristics: Maximum Dry Density --- pcf
Optimum Moisture Content --- %
Compaction Test Method ---
Test Equipment:
Maximum Particle Size Used, in:1 Horizontal Displacement, in/min: 0.05
Soil Height, in: 6 Test Condition: inundated
Gap Between Boxes, in: 0.25
Parameter Point 1 Point 2 Point 3 Point 5 Point 6
Initial Moisture Content, % 18.2 18.1 18.1 --- ---
Initial Dry Density, pcf 59.7 59.8 59.8 --- ---
Percent Compaction, % --- --- --- --- ---
Normal Compressive Stress, psf 2000 4000 6000 --- ---
Peak Shear Stress, psf 1910 3430 4880 --- ---
Final Moisture Content, % 32.6 24.4 20.3 --- ---
Peak Friction Angle: 36.6 degrees
Peak Cohesion: 437 psf
---
---
The soil was compacted using moderate effort at the as-received moisture content. Values specified
by client. Test set-up saturated at normal load for 1 hour prior to shear.
---
Moist, brown silty sand with organics and detritus (plastic, metal,
rubber)
Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method.
GeoTesting Express has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material. Values for cohesion and friction angle determined from best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions.
---
Top box = 12 in x 12 in; Bottom box = 12 in x 12 in; Load cells and LVDTs connected to data
acquisition system for shear force, normal load and horizontal displacement readings; surface area =
144 in2
---
---
Direct Shear Test Series by ASTM D3080
Notes:
Figure b. Shear Stress vs. Normal StressFigure a. Shear Force vs. Horizontal Displacement
Point 4
0
2000
4000
6000
8000
0123Shear Force, lbfDisplacement, inches
2000 psf 4000 psf 6000 psf
0
2000
4000
6000
8000
0 2000 4000 6000 8000 10000Shear Stress, psfNormal Stress, psf
Peak Shear Stress
Client: ESC Limited
Project Name: OmniSource Lab Testing
Project Location: Kemersville, NC
GTX #: 309999
Start Date: 05/17/19 Tested By: est
End Date: 05/21/19 Checked By: bfs
Boring ID: ---
Sample ID: FN1 and FN2
Depth, ft: ---
Soil Description:
Soil Preparation:
Compaction Characteristics: Maximum Dry Density --- pcf
Optimum Moisture Content --- %
Compaction Test Method ---
Test Equipment:
Maximum Particle Size Used, in:1 Horizontal Displacement, in/min: 0.05
Soil Height, in: 6 Test Condition: inundated
Gap Between Boxes, in: 0.25
Parameter Point 1 Point 2 Point 3 Point 5 Point 6
Initial Moisture Content, % 16.5 16.6 16.8 --- ---
Initial Dry Density, pcf 60.3 60.2 60.1 --- ---
Percent Compaction, % --- --- --- --- ---
Normal Compressive Stress, psf 2000 4000 6000 --- ---
Peak Shear Stress, psf 1960 3540 5230 --- ---
Final Moisture Content, % 27.4 25.2 20.0 --- ---
Peak Friction Angle: 39.3 degrees
Peak Cohesion: 307 psf
Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method.
GeoTesting Express has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material. Values for cohesion and friction angle determined from
best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions.
---
Top box = 12 in x 12 in; Bottom box = 12 in x 12 in; Load cells and LVDTs connected to data
acquisition system for shear force, normal load and horizontal displacement readings; surface area =
144 in2
---
---
Moist, brown silty sand with organics and detritus (plastic, metal,
rubber)
Direct Shear Test Series by ASTM D3080
Notes:
Figure b. Shear Stress vs. Normal StressFigure a. Shear Force vs. Horizontal Displacement
Point 4
---
---
The soil was compacted using moderate effort at the as-received moisture content. Values specified
by client. Test set-up saturated at normal load for 1 hour prior to shear.
---
0
2000
4000
6000
8000
0123Shear Force, lbfDisplacement, inches
2000 psf 4000 psf 6000 psf
0
2000
4000
6000
8000
0 2000 4000 6000 8000 10000Shear Stress, psfNormal Stress, psf
Peak Shear Stress
Client: ESC Limited
Project Name: OmniSource Lab Testing
Project Location: Kemersville, NC
GTX #: 309999
Start Date: 05/15/19 Tested By: est
End Date: 05/20/19 Checked By: bfs
Boring ID: ---
Sample ID: FW1 and FW2
Depth, ft: ---
Soil Description:
Soil Preparation:
Compaction Characteristics: Maximum Dry Density --- pcf
Optimum Moisture Content --- %
Compaction Test Method ---
Test Equipment:
Maximum Particle Size Used, in:1 Horizontal Displacement, in/min: 0.05
Soil Height, in: 6 Test Condition: inundated
Gap Between Boxes, in: 0.25
Parameter Point 1 Point 2 Point 3 Point 5 Point 6
Initial Moisture Content, % 14.2 14.0 14.7 --- ---
Initial Dry Density, pcf 64.9 64.6 64.3 --- ---
Percent Compaction, % --- --- --- --- ---
Normal Compressive Stress, psf 2000 4000 6000 --- ---
Peak Shear Stress, psf 1850 3600 5500 --- ---
Final Moisture Content, % 33.1 28.6 23.5 --- ---
Peak Friction Angle: 42.4 degrees
Peak Cohesion: 0 psf
Notes: These results apply only to the sample tested for the specific test conditions. The test procedures employed follow accepted industry practice and the indicated test method. GeoTesting Express has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material. Values for cohesion and friction angle determined from
best-fit straight line to the data for the specific test conditions. Actual strength parameters may vary and should be determined by an engineer for site-specific conditions.
---
Top box = 12 in x 12 in; Bottom box = 12 in x 12 in; Load cells and LVDTs connected to data
acquisition system for shear force, normal load and horizontal displacement readings; surface area =
144 in2
---
---
Moist, brown silty sand with organics and detritus (plastic, metal,
rubber)
Direct Shear Test Series by ASTM D3080
Notes:
Figure b. Shear Stress vs. Normal StressFigure a. Shear Force vs. Horizontal Displacement
Point 4
---
---
The soil was compacted using moderate effort at the as-received moisture content. Values specified
by client. Test set-up saturated at normal load for 1 hour prior to shear.
---
0
2000
4000
6000
8000
0123Shear Force, lbfDisplacement, inches
2000 psf 4000 psf 6000 psf
0
2000
4000
6000
8000
0 2000 4000 6000 8000 10000Shear Stress, psfNormal Stress, psf
Peak Shear Stress
EROSION AND SEDIMENT CONTROL
CALCULATIONS
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 PONDSFSFSF SFSFSFSTORMWATER CONVEYANCE CHANNELPROPERTY LINEFINES STOCKPILE(UNDER COVER)AREA COVERED BY LANDFILLMAINTENANCE PLAN HAS ALREADYBEEN CLOSED AND WILL NOT BEMINED OR DISTURBED (APPROX. 2.3 AC)EXISTING DIVERSION BERM2.5%GEOCOMPOSITE OUTLET (TYP)SEE DETAILACP-03APROPOSED CULVERT C-1CONCRETE PAD960 97098098096
0
970950940930910880890890910930950870890870
890 850860870880890900900880890970970
970980 950960960 940 930
900910PROPOSED OUTLETPROTECTION TYPE I (TYP)PROPOSED INLETPROTECTION (TYP)9809609409209849009
8
0
960 940
980980960940PROPOSED 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-03PROPOSEDSLOPE DRAIN (TYP)DCP-03GEOCOMPOSITE OUTLETAT TOE OF SLOPE (TYP)BCP-03ALIMITS OF WASTE ATTIME OF CLOSUREBEGIN SCC-4BEGIN SCC-3BEGIN SCC-1BEGIN SCC-20(FEET)GRAPHIC SCALE1206030NOTE:1. PROPOSED GRADES SHOWN WITHIN THELIMITS OF WASTE REPRESENT TOP OF FINALCOVER.DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2020 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION: 1DRAINAGE AREASKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CAP CHANGE JAN 2020 DITCH AND BERM MOD FINAL.dwg Layout=Layout1
RH/MHLBBOMNISOURCE SOUTHEAST400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]DA-1DA-4DA-5DA-3DA-2DA-6DA-7
Job:Omnisource Kernersville FacilityJob Number: 2191186.02Calculated By: MAHDate: 2/12/2020Checked By: LBDate: 2/17/2020Subject: SCC Summary Sheet Sheet1 of 1Purpose: Summary of the depth and velocity during peak flow for the stormwater conveyance channel sections post closure conditionsSTORMWATER CONVEYANCE CHANNEL SIZINGSCC IDPeak 10 yr 24 hr storm Flow (cfs) Slope (%)Flow Depth 10 yr storm (ft)Velocity 10 yr storm (ft/s)Shear Stress (lbs/ft2)Temporary Erosion ControlPermanent Erosion Control14.35.7 0.56 4.61.99 erosion mat vegetation25.39.80.743.34.5-riprap d50 = 12"310.26.2 0.50 5.81.93 erosion mat vegetation410.21.8 0.68 3.70.8 erosion mat vegetationJob:Omnisource Kernersville FacilityJob Number: 2191186.02Calculated By: MAHDate: 2/12/2020Checked By: LBDate: 2/17/2020Subject: Culvert Summary Sheet CULVERT SIZINGIDPipe Diameter (in) Length (ft)Peak 10 yr 24 hr storm Flow Slope (%)Capacity for Flow (cfs)C-1188310.24.810.3
Job: Omnisource Kernersville Facility
Job Number: 2191186.02
Calculated By: MAH Date: 2/12/2020
Checked By: LB Date: 2/17/2020
Subject: Outlet Protection Sheet 1 of 4
C-1 Outlet Protection Design (OP-1)
The 18" pipe discharges into an open trapezoidal channel at 10.2 cfs (10 year, 24 hour storm)
1. Tailwater
Minimum Tailwater Conditions
2. Apron Requirements
La (Length of apron) =8[ft]Length of apron
= (extend the apron up the channel banks to the top of the bank - see detail for
Type 1 Outlet Protection)
d50 riprap =6[in](From Figure 8.06a of NCESCPDM - minimum 6 inch)
apron width at outlet = 3 × Pipe Diameter
= 3 × 1.5 ft
=4.5 [ft]
apron width at end = Pipe Diameter + La
= 1.5 + 8 ft
=9.5 [ft]
Job: Omnisource Kernersville Facility
Job Number: 2191186.02
Calculated By: MAH Date: 2/12/2020
Checked By: LB Date: 2/17/2020
Subject: Outlet Protection Sheet 2 of 4
Slope Drain Outlet Protection Design (OP-2)
The 18" pipe discharges into a triangular channel at a maximum of 5.9 cfs (10 year,
24 hour storm)
1. Tailwater
Minimum Tailwater Conditions
2. Apron Requirements
La (Length of apron) = 5 ft + 6(1.5 ft)
14 [ft]Length of apron
d50 riprap =6[in](From Figure 8.06a of NCESCPDM - minimum 6 inch)
apron width at outlet = SCC-2 Width
(extend the apron up the channel banks
=12 [ft]to the top of the bank - see detail for
apron width at end = SCC-2 Width Type 1 Outlet Protection)
=12 [ft]
Job:Omnisource Kernersville Facility
Job Number: 2191186.02
Calculated By: MAH Date: 2/12/2020
Checked By: LB Date: 2/17/2020
Subject: Outlet Protection Sheet 3 of 4
Slope Drain Outlet Protection Design (OP-3)
The 18" pipe discharges to sloped ground at a maximum of 10 cfs (10 year,
24 hour storm)
1. Tailwater
Minimum Tailwater Conditions
2. Apron Requirements
La (Length of apron) =8[ft]Length of apron
= (extend the apron up the channel banks to the top of the bank - see detail for
Type 1 Outlet Protection)
d50 riprap =6[in](From Figure 8.06a of NCESCPDM - minimum 6 inch)
apron width at outlet = 3 × Pipe Diameter
= 3 × 1.5 ft
=4.5 [ft]
apron width at end = Pipe Diameter + La
=1.5 + 8 ft
=9.5 [ft]
Job: Omnisource Kernersville Facility
Job Number: 2191186.02
Calculated By: MAH Date: 2/12/2020
Checked By: LB Date: 2/17/2020
Subject: Outlet Protection Sheet 4 of 4
Slope Drain Outlet Protection Design (OP-4)
The 18" pipe discharges to sloped ground at a maximum of 15.2 cfs (10 year,
24 hour storm)
1. Tailwater
Minimum Tailwater Conditions
2. Apron Requirements
La (Length of apron) =14 [ft]Length of apron
= (extend the apron up the channel banks to the top of the bank - see detail for
Type 1 Outlet Protection)
d50 riprap =6[in](From Figure 8.06a of NCESCPDM - minimum 6 inch)
apron width at outlet = 3 × Pipe Diameter
= 3 × 1.5 ft
=4.5 [ft]
apron width at end = Pipe Diameter + La
= 1.5 + 14 ft
=15.5 [ft]
Project Description
Omni 2020 ES.SPF
Project Options
CFSElevationSCS TR-55
SCS TR-55
Kinematic Wave
YES
YES
Analysis Options
Jan 29, 2020 00:00:00Jan 31, 2020 00:00:00
Jan 29, 2020 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
30 seconds
Number of Elements
Qty
1
7
11
9
2
0
0
0
954000000
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall RainfallIDSourceIDTypeUnitsPeriodDepthDistribution(years)(inches)1 Rain Gage-01 Time Series 10 yr Cumulative inches North Carolina Forsyth 10 5.10 SCS Type II 24-hr
Outlets .....................................................Pollutants .........................................................Land Uses ........................................................
Links..................................................................
Channels .................................................
Pipes ........................................................
Pumps .....................................................
Orifices ....................................................
Weirs .......................................................
Nodes................................................................
Junctions .................................................
Outfalls ....................................................
Flow Diversions .......................................
Inlets ........................................................
Storage Nodes .........................................
Runoff (Dry Weather) Time Step .....................
Runoff (Wet Weather) Time Step ....................
Reporting Time Step ........................................
Routing Time Step ...........................................
Rain Gages ......................................................
Subbasins.........................................................
Enable Overflow Ponding at Nodes .................
Skip Steady State Analysis Time Periods ........
Start Analysis On .............................................End Analysis On ...............................................
Start Reporting On ...........................................
Antecedent Dry Days .......................................
File Name .........................................................
Flow Units ........................................................Elevation Type .................................................Hydrology Method ............................................
Time of Concentration (TOC) Method .............
Link Routing Method ........................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time ofIDCurveRainfallRunoffRunoffRunoffConcentrationNumberVolume(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)1 DA-1 0.97 79.00 5.10 2.89 2.80 4.04 0 00:08:212DA-2 2.47 69.00 5.10 2.03 5.01 6.70 0 00:11:273DA-3 2.60 69.00 5.10 2.03 5.28 5.51 0 00:21:244DA-4 2.20 69.00 5.10 2.03 4.47 5.97 0 00:11:305DA-5 5.07 69.00 5.10 2.03 10.29 13.68 0 00:11:436DA-6 0.61 69.00 5.10 2.03 1.24 1.80 0 00:07:287DA-7 0.13 69.00 5.10 2.03 0.26 0.42 0 00:03:54
Link Summary
SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged ConditionNodeElevationElevationRatioTotal Depth
Ratio
(ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min)1 C-1 Pipe Jun-05 Jun-06 83.00 964.00 960.00 4.8200 18.000 0.0130 10.19 23.06 0.44 12.65 0.67 0.47 0.00 Calculated
2 SD2 Pipe Jun-11 Jun-12 299.00 980.00 900.00 26.7600 18.000 0.0300 5.88 23.55 0.25 11.09 0.51 0.34 0.00 Calculated3SD3PipeJun-09 Out-02 153.00 894.00 860.00 22.2200 18.000 0.0300 10.02 21.46 0.47 11.94 0.72 0.48 0.00 Calculated
4 SD4 Pipe Jun-04 Out-02 369.00 980.00 860.00 32.5200 18.000 0.0300 15.18 25.96 0.58 15.31 0.82 0.55 0.00 Calculated
5 SCC1 Channel Jun-02 Jun-08 525.00 964.00 934.00 5.7100 24.000 0.0320 5.33 128.61 0.04 4.89 0.60 0.30 0.006SCC2ChannelJun-08 Jun-12 346.00 934.00 900.00 9.8300 24.000 0.0700 5.31 77.10 0.07 3.32 0.73 0.37 0.00
7 SCC2cont Channel Jun-12 Jun-09 120.00 900.00 894.00 5.0000 24.000 0.0700 10.02 55.00 0.18 3.00 1.06 0.53 0.008SCC3ChannelJun-06 Out-01 256.00 960.00 944.00 6.2500 24.000 0.0320 10.18 197.00 0.05 5.70 0.49 0.25 0.00
9 SCC4 Channel Jun-01 Jun-05 658.00 976.00 964.00 1.8200 24.000 0.0320 10.20 106.42 0.10 3.74 0.68 0.34 0.00
Subbasin Hydrology
Subbasin : DA-1
Input Data
Area (ac) ........................................................................0.97Weighted Curve Number ...............................................79.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number< 50% grass cover, Poor 0.97 B 79.00Composite Area & Weighted CN 0.97 79.00
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
Where :
Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation :
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr)
Where:
Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft)
Channel Flow Equation :
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr)
Where :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Aq = Flow Area (ft²)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.13 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :2 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00 Velocity (ft/sec) :0.20 0.00 0.00 Computed Flow Time (min) :8.36 0.00 0.00Total TOC (min) ..................8.36
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10Total Runoff (in) .............................................................2.89Peak Runoff (cfs) ...........................................................4.04Weighted Curve Number ...............................................79.00Time of Concentration (days hh:mm:ss) ........................0 00:08:22
Subbasin : DA-1
Subbasin : DA-2
Input Data
Area (ac) ........................................................................2.47Weighted Curve Number ...............................................69.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 2.47 B 69.00Composite Area & Weighted CN 2.47 69.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :2 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.08 0.00 0.00
Computed Flow Time (min) :20.53 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :126 56 0.00
Slope (%) :2 28.5 0.00
Surface Type :Grass pastureGrass pastureUnpaved
Velocity (ft/sec) :0.99 3.74 0.00 Computed Flow Time (min) :2.12 0.25 0.00Total TOC (min) ..................11.45
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10Total Runoff (in) .............................................................2.03Peak Runoff (cfs) ...........................................................6.70Weighted Curve Number ...............................................69.00Time of Concentration (days hh:mm:ss) ........................0 00:11:27
Subbasin : DA-2
Subbasin : DA-3
Input Data
Area (ac) ........................................................................2.60Weighted Curve Number ...............................................69.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 2.10 B 69.00Composite Area & Weighted CN 2.10 69.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :2 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.08 0.00 0.00
Computed Flow Time (min) :20.53 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :195 0.00 0.00
Slope (%) :28.5 0.00 0.00
Surface Type :Grass pasture Unpaved Unpaved
Velocity (ft/sec) :3.74 0.00 0.00 Computed Flow Time (min) :0.87 0.00 0.00Total TOC (min) ..................21.40
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10Total Runoff (in) .............................................................2.03Peak Runoff (cfs) ...........................................................5.51Weighted Curve Number ...............................................69.00Time of Concentration (days hh:mm:ss) ........................0 00:21:24
Subbasin : DA-3
Subbasin : DA-4
Input Data
Area (ac) ........................................................................2.20Weighted Curve Number ...............................................69.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 2.20 B 69.00Composite Area & Weighted CN 2.20 69.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :.4 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :2 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.08 0.00 0.00
Computed Flow Time (min) :20.53 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :86 77 0.00
Slope (%) :2 28.5 0.00
Surface Type :Grass pastureGrass pastureUnpaved
Velocity (ft/sec) :0.99 3.74 0.00 Computed Flow Time (min) :1.45 0.34 0.00
Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness :0.03 0.00 0.00 Flow Length (ft) :275 0.00 0.00 Channel Slope (%) :2 0.00 0.00 Cross Section Area (ft²) :10.89 0.00 0.00 Wetted Perimeter (ft) :11.69 0.00 0.00 Velocity (ft/sec) :6.70 0.00 0.00 Computed Flow Time (min) :0.68 0.00 0.00Total TOC (min) ..................11.50
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10Total Runoff (in) .............................................................2.03Peak Runoff (cfs) ...........................................................5.97Weighted Curve Number ...............................................69.00Time of Concentration (days hh:mm:ss) ........................0 00:11:30
Subbasin : DA-4
Subbasin : DA-5
Input Data
Area (ac) ........................................................................5.07Weighted Curve Number ...............................................69.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 5.07 B 69.00Composite Area & Weighted CN 5.07 69.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :2 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.08 0.00 0.00
Computed Flow Time (min) :20.53 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :116 30 0.00
Slope (%) :2 28.5 0.00
Surface Type :Grass pastureGrass pastureUnpaved
Velocity (ft/sec) :0.99 3.74 0.00 Computed Flow Time (min) :1.95 0.13 0.00
Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness :0.03 0.00 0.00 Flow Length (ft) :330 0.00 0.00 Channel Slope (%) :2 0.00 0.00 Cross Section Area (ft²) :10.89 0.00 0.00 Wetted Perimeter (ft) :11.69 0.00 0.00 Velocity (ft/sec) :6.70 0.00 0.00 Computed Flow Time (min) :0.82 0.00 0.00Total TOC (min) ..................11.72
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10Total Runoff (in) .............................................................2.03Peak Runoff (cfs) ...........................................................13.68Weighted Curve Number ...............................................69.00Time of Concentration (days hh:mm:ss) ........................0 00:11:43
Subbasin : DA-5
Subbasin : DA-6
Input Data
Area (ac) ........................................................................0.61Weighted Curve Number ...............................................69.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.61 B 69.00Composite Area & Weighted CN 0.61 69.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :100 0.00 0.00 Slope (%) :28.5 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.23 0.00 0.00
Computed Flow Time (min) :7.09 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :100 0.00 0.00
Slope (%) :40 0.00 0.00
Surface Type :Grass pasture Unpaved Unpaved
Velocity (ft/sec) :4.43 0.00 0.00 Computed Flow Time (min) :0.38 0.00 0.00Total TOC (min) ..................7.47
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10Total Runoff (in) .............................................................2.03Peak Runoff (cfs) ...........................................................1.80Weighted Curve Number ...............................................69.00Time of Concentration (days hh:mm:ss) ........................0 00:07:28
Subbasin : DA-6
Subbasin : DA-7
Input Data
Area (ac) ........................................................................0.13Weighted Curve Number ...............................................69.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.13 B 69.00Composite Area & Weighted CN 0.13 69.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.04 0.00 0.00 Flow Length (ft) :47 0.00 0.00 Slope (%) :0.28 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.50 0.00 0.00
Velocity (ft/sec) :0.20 0.00 0.00
Computed Flow Time (min) :3.91 0.00 0.00
Total TOC (min) ..................3.91
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.10
Total Runoff (in) .............................................................2.03
Peak Runoff (cfs) ...........................................................0.42
Weighted Curve Number ...............................................69.00
Time of Concentration (days hh:mm:ss) ........................0 00:03:55
Subbasin : DA-7
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded MinimumIDElevation(Max)(Max)Water Water Elevation Depth Area PipeElevationOffsetElevationDepthCover(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in)1 Jun-01 976.00 978.00 2.00 0.00 -976.00 0.00 -978.00 0.00 0.002Jun-02 964.00 966.00 2.00 0.00 -964.00 0.00 -966.00 0.00 0.003Jun-04 904.00 906.00 2.00 0.00 -904.00 0.00 -906.00 0.00 0.004Jun-05 964.00 966.00 2.00 0.00 -964.00 1.34 -964.66 0.00 0.005Jun-06 960.00 962.00 2.00 0.00 -960.00 1.69 -960.31 0.00 0.006Jun-08 934.00 936.00 2.00 0.00 -934.00 0.00 -936.00 0.00 0.007Jun-09 894.00 896.00 2.00 894.00 0.00 916.10 20.10 0.00 0.008Jun-11 980.00 982.00 2.00 0.00 -980.00 6.00 -976.00 0.00 0.009Jun-12 900.00 902.00 2.00 900.00 0.00 507.30 -394.70 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total TimeIDInflowLateralElevationDepthSurchargeFreeboardElevationDepthMax HGL Peak Flooded FloodedInflowAttainedAttainedDepthAttainedAttainedAttainedOccurrenceFloodingVolumeAttainedOccurrence(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)1 Jun-01 10.54 10.54 976.70 0.70 0.00 1.30 976.04 0.04 0 12:05 0 00:00 0.00 0.002Jun-02 5.40 5.40 964.61 0.61 0.00 1.39 964.06 0.06 0 12:10 0 00:00 0.00 0.003Jun-04 15.25 15.25 980.83 76.83 0.00 0.67 980.05 76.05 0 12:05 0 00:00 0.00 0.004Jun-05 10.20 0.00 964.70 0.70 0.00 1.30 964.04 0.04 0 12:06 0 00:00 0.00 0.005Jun-06 10.19 0.00 960.70 0.70 0.00 1.30 960.04 0.04 0 12:07 0 00:00 0.00 0.006Jun-08 5.33 0.00 934.73 0.73 0.00 1.27 934.07 0.07 0 12:12 0 00:00 0.00 0.007Jun-09 10.02 0.00 895.06 1.06 0.00 0.94 894.10 0.10 0 12:10 0 00:00 0.00 0.008Jun-11 5.90 5.90 980.51 0.51 0.00 1.49 980.03 0.03 0 12:05 0 00:00 0.00 0.009Jun-12 10.03 0.42 901.06 1.06 0.00 0.94 900.10 0.10 0 12:10 0 00:00 0.00 0.00
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial FlapIDInvertInvertInvertInvertDropSlopeRoughnessLossesLossesLossesFlowGateElevationOffsetElevationOffset(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)1 SCC1 525.00 964.00 0.00 934.00 0.00 30.00 5.7100 Triangular 2.000 12.000 0.0320 0.5000 0.5000 0.0000 0.00 No2SCC2346.00 934.00 0.00 900.00 0.00 34.00 9.8300 Triangular 2.000 12.000 0.0700 0.5000 0.5000 0.0000 0.00 No3SCC2cont120.00 900.00 0.00 894.00 0.00 6.00 5.0000 Triangular 2.000 12.000 0.0700 0.5000 0.5000 0.0000 0.00 No4SCC3256.00 960.00 0.00 944.00 0.00 16.00 6.2500 Trapezoidal 2.000 14.000 0.0320 0.5000 0.5000 0.0000 0.00 No5SCC4658.00 976.00 0.00 964.00 0.00 12.00 1.8200 Trapezoidal 2.000 14.000 0.0320 0.5000 0.5000 0.0000 0.00 No
Channel Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude ReportedIDFlowPeak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number ConditionOccurrenceRatioTotal DepthRatio(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)1 SCC1 5.33 0 12:12 128.61 0.04 4.89 1.79 0.60 0.30 0.002SCC25.31 0 12:13 77.10 0.07 3.32 1.74 0.73 0.37 0.003SCC2cont10.02 0 12:10 55.00 0.18 3.00 0.67 1.06 0.53 0.004SCC310.18 0 12:07 197.00 0.05 5.70 0.75 0.49 0.25 0.005SCC410.20 0 12:06 106.42 0.10 3.74 2.93 0.68 0.34 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. ofIDInvertInvertInvertInvertDropSlopeShapeDiameter or Width Roughness Losses Losses Losses Flow Gate BarrelsElevationOffsetElevationOffsetHeight(ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs)1 C-1 83.00 964.00 0.00 960.00 0.00 4.00 4.8200 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 12SD2299.00 980.00 0.00 900.00 0.00 80.00 26.7600 CIRCULAR 18.000 18.000 0.0300 0.5000 0.5000 0.0000 0.00 No 13SD3153.00 894.00 0.00 860.00 0.00 34.00 22.2200 CIRCULAR 18.000 18.000 0.0300 0.5000 0.5000 0.0000 0.00 No 14SD4369.00 980.00 76.00 860.00 0.00 120.00 32.5200 CIRCULAR 18.000 18.000 0.0300 0.5000 0.5000 0.0000 0.00 No 1
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude ReportedIDFlowPeak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number ConditionOccurrenceRatioTotal DepthRatio(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)1 C-1 10.19 0 12:07 23.06 0.44 12.65 0.11 0.67 0.47 0.00 Calculated2SD25.88 0 12:05 23.55 0.25 11.09 0.45 0.51 0.34 0.00 Calculated3SD310.02 0 12:10 21.46 0.47 11.94 0.21 0.72 0.48 0.00 Calculated4SD415.18 0 12:05 25.96 0.58 15.31 0.40 0.82 0.55 0.00 Calculated
OMNISOURCE SOUTHEAST
PERMIT 34-20
PERMIT RENEWAL
KERNERSVILLE, NORTH CAROLINA
MAY 2014
(REVISED FEBRUARY 2020)
VICINITY MAP
SHEET SITE PLAN
OWNER INFORMATION
PREPARED FOR:OMNISOURCE SOUTHEAST

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

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

PERMIT ID:34-20
DRAWING INDEX
APPROXIMATE
LOCATION OF
FACILITY
CP-T
CP-L
CP-01
CP-02
CP-03
CP-03A
CP-04
SCALE: 1"=2,000 '
FORSYTH COUNTY
COUNTY LOCATION MAP
NORTH CAROLINA
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2020 LaBella Associates
labellapc.com
Revisions
NO:DATE:DESCRIPTION:
CP-T
TITLE SHEET
KERNERSVILLE SITE
KERNERSVILLE , NORTH CAROLINA
2191186.02
PERMIT RENEWAL
FEBRUARY 14, 2020
L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\C-T TITLE SHEET 2019.dwg Layout=Layout1RH/MH
LBB
OMNISOURCE SOUTHEAST
THIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEW
COMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLY PREPARED
BY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQ REVIEW COMMENTS
MARCH 2015 AND SEPTEMBER 2017.
TITLE SHEET
LEGEND AND GENERAL NOTES
EXISTING CONDITIONS
FINAL GRADING AND EROSION CONTROL PLAN
PROJECT DETAILS
PROJECT DETAILS
PROFILES A-A AND B-B
400 S. TRYON STREET
CHARLOTTE, NC 28285
PHONE: [phone]
GROUNDWATER MONITORING WELL
OBSERVATION WELL
NES WELL
PERFORMANCE WELL
SENTINEL WELL
EXTRACTION WELL
WETLANDS PIEZOMETER
PIEZOMETER
LANDFILL GAS PROBE
LFG EXTRACTION WELL WITH PUMP
LFG EXTRACTION WELL
SURFACE WATER MONITORING POINT
LEACHATE MONITORING POINT
BORE HOLE LOCATION
CORING LOCATION
SOIL SAMPLING LOCATION
TEST PIT LOCATION
BENCHMARK
SPRINGHEAD LOCATION
WELL LOCATION
CONTROL POINT
SYMBOLS
PROPERTY LINE / FACILITY BOUNDARY
EASEMENT
FENCE LINE
xxCONVENTIONAL SYMBOLS AND GENERAL NOTES
UTILITY POLE
HYDRANT
LIGHT POLE
TANK (SIZE VARIES)
TRANSFORMER
MANHOLE
CLEANOUT
OVERHEAD ELECTRIC
UNDERGROUND ELECTRIC
OVERHEAD TELEPHONE
UNDERGROUND TELEPHONE
FORCEMAIN
DUAL CONTAINED LEACHATE FORCEMAIN
SANITARY SEWER
PROCESS SEWER
LANDFILL GAS
RAILROAD
GUARDRAIL
NATURAL GAS
SOLID PIPE (TYPE NOTED)
PERFORATED PIPE (TYPE NOTED)
POTABLE WATER
RESOURCE PROTECTION AREA
RIGHT OF WAY
M
UGT UGT
DCFM DCFM
UGE UGE
PAVED ROAD
GRAVEL/DIRT ROAD
WASTE MANAGEMENT BOUNDARY
TREE LINE
SILT FENCE
EROSION AND SEDIMENT CONTROL FEATURES
SF
MAJOR TOPOGRAPHIC CONTOUR
MINOR TOPOGRAPHIC CONTOUR
GROUNDWATER SURFACE CONTOUR
(FT ABOVE MEAN SEA LEVEL)
SPOT ELEVATION
BEDROCK SURFACE CONTOUR
(FT ABOVE MEAN SEA LEVEL)
100 100
80
70
GENERAL NOTES:
1.EXISTING TOPOGRAPHIC DATA SHOWN WITHIN THE MAPPING LIMITS, ARE FROM A
GROUND SURVEY OF THE NORTH SLOPE AND ACCESS ROAD, DATED DECEMBER, 2019
MERGED WITH A DRONE SURVEY OF THE REMAINING AREA DATED NOVEMBER, 2019.
BOTH SURVEYS PROVIDED BY OMNISOURCE, INC.
2.TOPOGRAPHIC CONTOUR INTERVAL = 2 FOOT, UNLESS INDICATED OTHERWISE.
3.THE CONTRACTOR IS REQUIRED TO PROTECT STRUCTURES AND APPURTENANCES
INCLUDING BUT NOT NECESSARILY LIMITED TO WELLS, DRAINAGE STRUCTURES,
PROPERTY CORNERS, ETC. THE CONTRACTOR WILL BE REQUIRED TO REPAIR ANY
DAMAGES AT NO EXPENSE TO THE OWNER.
4. LIMITS OF WASTE FIELD LOCATED BY GEOPHYSICAL SURVEY INVESTIGATIONS,
GREENSBORO, NC AND SURVEYED BY SUTTLES SURVEYING, INC. MORGANTON, NC
DATED DECEMBER, 2014, MODIFIED TO REFLECT LIMITS OF SLOPE REPAIR AREA.
SURVEYED LIMITS OF WASTE REFLECT OPERATIONS AND SITE CONDITIONS AT TIME
OF SURVEY (2014) AND ANY FLUFF MATERIAL PRESENT NEAR PROCESSING EQUIPMENT.
LIMITS OF WASTE EXPECTED AT TIME OF CLOSURE ARE SHOWN ON DRAWING CP-02
AND WILL BE VERIFIED BEFORE CLOSURE CONSTRUCTION BEGINS.
CULVERT (SIZE NOTED)
V-3VALVE LOCATION & IDENTIFICATION
CONDENSATE TRAP WITHOUT PUMP
LIMITS OF WASTE
STORMWATER PIPE OUTLET PROTECTION
LEACHATE COLLECTION TRENCH LCT LCT
SCC-1
DIVERSION BERM
STORM WATER CONVEYANCE CHANNEL
IP INLET PROTECTION
PS PERMANENT SEEDING
TEMPORARY SLOPE DRAINTSD-1
OP OUTLET PROTECTION
B
?SECTION CALL-OUT
ST-1 SEDIMENT TRAP
CT-1
CONDENSATE TRAP WITH PUMP CT/P-1
PASSIVE LFG VENT
SURVEY TIE LINE
SURFACE WATER
APPROXIMATE 100 YEAR FLOODPLAIN
LANDFILL GAS CONDENSATE
B-X
CIP CULVERT INLET PROTECTION
SB-1 SEDIMENT BASIN
CD ROCK CHECK DAM
CONSTRUCTION ENTRANCECE
BM
EXISTING PROPOSED
V-3
CT-1
CT/P-1
LINES
EXISTING PROPOSED
xxUGT UGT
DCFM DCFM
UGE UGE
LCT LCT
CELL LIMITS
SSSS
FM
NAMESYMBOL
WATER METER
VALVE
PIPE FITTINGS
WM WM
14.70 14.70
CO CO
SIGN
M
TP-X
DEMOLITION
PLAN-VIEW HATCHING
EXISTING PROPOSED
ASPHALT PAVEMENT
GRAVEL
CONCRETE
WETLANDS
APPROXIMATE GROUNDWATER FLOW PATHWAY
USED TO CALCULATE HYDRAULIC GRADIENT
PZ-X
PZ-X
GP-X
MW-X
MW-OW-X
MW-PW-X
MW-X
NES-OW-X
MW-OW-X
NES-OW-X
MW-PW-X
MW-X MW-X
EW-X EW-X
GV-X
SMP-X
LMP-X
GV-X
GW-X GW-X
C-X
CP
SS-X
S-X
W
PZ-X
PZ-X
GP-X
GWP-X GWP-X
SMP-X
LMP-X
BH-X
C-X
SS-X
R/WR/W
GW
BR
GENERAL EROSION AND SEDIMENT CONTROL NOTES:
1.UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL
PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND
SPECIFICATIONS OF THE NORTH CAROLINA EROSION AND SEDIMENT CONTROL HANDBOOK.
2.A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL
TIMES.
3.ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
4.THE OWNER SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH
RUNOFF-PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE
EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
DRAWING NAME:
DRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2020 LaBella Associates
labellapc.com
Revisions
NO:DATE:DESCRIPTION:
CP-L
LEGEND AND GENERAL NOTES
KERNERSVILLE SITE
KERNERSVILLE , NORTH CAROLINA
2191186.02
PERMIT RENEWAL
FEBRUARY 14, 2020
L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-L LEGEND AND NOTES.dwg Layout=Layout1RH
LBB
OMNISOURCE SOUTHEAST
400 S. TRYON STREET
CHARLOTTE, NC 28285
PHONE: [phone]
THIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEW
COMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLY
PREPARED BY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQ
REVIEW COMMENTS MARCH 2015 AND SEPTEMBER 2017.
MW-12LIMITS OF WASTE(SEE GENERAL NOTE 4 ON DRAWING CP-L)PROPERTY LINEOFFICEEXISTING SEDIMENT /DETENTION PONDEXISTING SEDIMENT /DETENTION PONDSTOCKPILE(UNDER COVER)FINES STOCKPILE AREAWET PROCESS PLANT980 970 960960940 970960950940930920850870890910980990980 970960980
970950
9108908
8
0
950
850870880850
880
900
950
970
LIMITS OF DECEMBER 2019GROUND SURVEYAPPROXIMATE AREA OF SLOPE REPAIR(0.46 AC). ANY WASTE ENCOUNTERED WASRELOCATED BACK TO THE WORKING FACE.APPROXIMATE PROPERTY LINEMW-13MW-14MW-12MW-1RLIMIITS OFWASTE0(FEET)GRAPHIC SCALE20010050OVERALL PROPERTY MAP0(FEET)GRAPHIC SCALE600300150DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2020 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:CP-01EXISTING CONDITIONSKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-01 EXISTING CONDITIONS.dwg Layout=Layout1
RHLBBOMNISOURCE SOUTHEASTTHIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEWCOMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLYPREPARED BY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQREVIEW COMMENTS MARCH 2015 AND SEPTEMBER 2017.400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]
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)AREA BETWEEN LIMITS OF WASTE ANDFINAL GRADING COVERED BY LANDFILLMAINTENANCE PLAN HAS ALREADYBEEN CLOSED AND WILL NOT BEMINED OR DISTURBED (APPROX. 1.8 AC)EXISTING DIVERSION BERM(TO BE REPAIRED AND STABILIZED IFNECESSARY AT TIME OF CLOSURE)2.5%GEOCOMPOSITE OUTLET (TYP)SEE DETAILACP-03APROPOSED CULVERT C-1CONCRETE PAD960 9709809809
6
0
970950940930910880890890910930950870890870
890 850860880890900900880890970970
970980 950960960 940 930
900910PROPOSED OUTLETPROTECTION TYPE I (TYP)PROPOSED INLETPROTECTION (TYP)98096094092098490098
0
960 940
980980960940PROPOSED 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
SD-4 SD-3APPROXIMATE AREA OF SLOPE REPAIR(0.46 AC). ANY WASTE ENCOUNTERED WASRELOCATED BACK TO THE WORKING FACE.LIMITS OF WASTE AT TIME OF CLOSURE(LIMITS AS INDICATED TO BE FIELDVERIFIED PRIOR TO CONSTRUCTINGFINAL COVER)LIMITS OF WASTE AT TIME OF CLOSURE(LIMITS AS INDICATED TO BE FIELD VERIFIEDPRIOR TO CONSTRUCTING FINAL COVER)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.DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2020 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:CP-02FINAL GRADING ANDEROSION CONTROL PLANKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CAP CHANGE JAN 2020 DITCH AND BERM MOD FINAL.dwg Layout=Layout1
RH/MHLBBOMNISOURCE SOUTHEASTTHIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEWCOMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLYPREPARED BY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQREVIEW COMMENTS MARCH 2015 AND SEPTEMBER 2017.400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]
12" SOIL INTERMEDIATE COVERGEOCOMPOSITE (DRAINAGE LAYER)GEOSYNTHETIC CLAY LINERWASTE12" SOIL COVER(UNSPECIFIED PERMEABILITY)6" VEGETATIVE SUPPORTLAYERAFINAL COVERN.T.S.DSLOPE DRAIN DETAILN.T.S.SECTIONFLOWCREST OF
DIVERSION BERMPLAN PROFILEFLOWCENTERLINE
OF SWALE
21212'-0"SOIL COVERPIPE ANCHOR10'-0" MAX SPACINGFABRICATED18" CORRUGATED HDPE "T"VEGETATIVE SUPPORTLAYERSEESECTION6"x12"x8" CMU#4 COATED REBARVEGETATIVE SUPPORT LAYER6"6"TYPICAL PIPE COVER SECTION(AS NEEDED FOR MAINTENANCE ACCESS)SOIL COVERVEGETATIVE SUPPORT LAYER41416"NOTE: ALL SLOPE DRAIN PIPES TO BE 18" CORRUGATED HDPE.NOTES:1.INSTALL FILTER FABRIC BETWEEN RIPRAP AND SOILFOUNDATION.2.Lb = 3x DIAMETER OF PIPE OR FULL WIDTH OFRECEIVING CHANNEL (WHICHEVER IS LARGER).Lc
Lb LaTOE OF SLOPERIPRAPLaLcD50RIPRAPOUTLET IDAPRONTHICKNESS(T)OUTLET PROTECTION SCHEDULELbTRM, TYPE 1FILTER BLANKETT
PIPESECTION A-AAALaCDETAIL - TYPE IIOUTLET PROTECTIONN.T.S. OP-3 8.0' 4.5' 9.5' 6" 1.25' OP-1 8.0' 4.5' 9.5' 6" 1.25' OP-4 14.0' 4.5' 15.5' 6" 1.25'VARIES1FINAL GRADE122'12EROSION CONTROL MATTINGCOMPACTEDSOILBCONVEYANCE CHANNELSTORMWATER DIVERSION BERM ANDN.T.S.6'-0" MAX ON OPEN RUNS4'-0" MAX ON POOLING AREAS2'-0" MAX
24" MIN FILTER FABRIC8" MIN
EXISTINGGROUNDANCHOR FABRICINTO GROUND8" DOWN AND4" FORWARD ALONG TRENCHEXISTING GROUNDSEE NOTE 1FILTER FABRICEFENCE DETAILSILTN.T.S.ELEVATIONSECTIONNOTES:1.POSTS SHALL BE 1.33 LB/L.F. STEEL WITH MINLENGTH OF 5 FT.2.LOCATE SILT FENCE AS NEEDED AND AT ASUFFICIENT DISTANCE FROM PROPOSEDWORK ACTIVITIES SO THAT IT WILL NOTINTERFERE WITH THE WORK.4" MINBACKFILL TRENCH ANDCOMPACT THOROUGHLYPLASTIC ORWIRE TIESFLOWDIRECTIONFTYPICAL DETAILCONVEYANCE CHANNELN.T.S.d 1Sl1SrNOTE:TOTAL DEPTH IS TO TOP OF RIPRAP.TCHANNELSECTIONNO.CHANNELTYPEBOTTOMWIDTH (B)(FT)TOTALDEPTH (d)(FT)STORMWATER CHANNEL SCHEDULE - PROPOSEDSCC - 1CHANNELLINING(ALL CHANNELS)LANDFILLSIDESLOPE(Sl)OTHER SIDE SLOPE(Sr)SCC - 2SCC - 3SCC - 4TRIANGULAR0'-0"VEGETATION332'-0"TRIANGULAR0'-0"332'-0"TRAPEZOIDAL2'-0"VEGETATION332'-0"TRAPEZOIDAL2'-0"VEGETATION332'-0"THICKNESS (T)D50=12" RIPRAP27"BDRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2020 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:CP-03PROJECT DETAILSKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-03 PROJECT DETAILS.dwg Layout=Layout1
RHLBBOMNISOURCE SOUTHEASTTHIS DRAWING HAS BEEN REVISED BY LABELLA ASSOCIATES IN RESPONSE TO NCDEQ REVIEWCOMMENTS RECEIVED JULY 9, 2018 AND IS A MODIFICATION TO THE DRAWING ORIGINALLYPREPARED BY JOYCE ENGINEERING, INC. DATED MAY 2014, AND REVISED AS PART OF NCDEQREVIEW COMMENTS MARCH 2015 AND SEPTEMBER 2017.400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]
2% MIN.TYPICAL GEOCOMPOSITE OUTLET AT DIVERSION BERMN.T.S.1212COMPACTEDSOILOUTLETGEOCOMPOSITE AMINIMUM OF 24"ABOVE FLOW LINE2'A13NOTE:1.AT A MINIMUM, GEOCOMPOSITE TO OUTLET ASSHOWN EVERY 120 FEET OF SLOPEFINAL COVERSYSTEM SEEDETAILACP-03 WASTE2% MIN.B136" NCDOT #57STONE16 OZ GEOTEXTILE NONWOVEN5' MINTERMINATEGEOCOMPOSITE 2 FTBEFORE TOE OF SLOPEFINAL COVERSYSTEM SEEDETAILACP-03SUBGRADEGEOCOMPOSITE OUTLET AT TOE OF SLOPEN.T.S.2'PLANPROFILE3'-0"1'-0"3'-0"FLOWFILTER BERMNC DOT #5 OR # 57WASHED STONECLASS BRIPRAP HEADWALLFLOWFLOWFLOWFLOWFILTER BERMNC DOT #5 OR # 57WASHED STONECLASS B RIPRAPFLOWRIPRAP HEADWALL1' MIN. HEIGHT FROMROAD SHOULDERNATURAL GROUNDCULVERT(36" MAX)CDETAIL - TYPE IINLET PROTECTIONN.T.S.ECULVERT SECTIONTYPICALN.T.S.MIN PIPEDIAMETERSTORMWATERCONVEYANCE CHANNELCULVERTNO.DIAMETER /TYPE(D)PIPE SCHEDULEC-1LENGTH(L)DL ACCESS ROADINV.ININV.OUT18"83'964960CLASS III RCPGROUTEDRIPRAP LININGDOP- 2DETAIL - TYPE IOUTLET PROTECTIONN.T.S.9'-0" MIN5'-0" MINSEE SCC SCHEDULE(SHEET CP-03) FOR DITCHMEASUREMENTS45° ELBOW,MIN 2'-0" COMPACTED SOILAROUND PIPE AT ELBOWFOR ANCHORING PURPOSES10oz FILTER FABRICGROUTED RIPRAPD50=6"9" MIN4'-0" MIN AT1% SLOPEOR LESSSECTIONPLANSEE SECTION1'-0"DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2020 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:CP-03APROJECT DETAILSKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-03A PROJECT DETAILS.dwg Layout=Layout1
RH/MHLBBOMNISOURCE SOUTHEAST400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]
EXISTING SEDIMENT /DETENTION PONDEXISTING SEDIMENT /DETENTION POND0+001+002+003+004+005+006+007+008+009+0010+0011+0011+400+001+002+003+004+005+006+007+008+009+0010+0011+00ACP-04ACP-04BCP-04 BCP-04980970960950940930980980890880900880850850910880890860970970970950
PROFILE A-A8408508608708808909009109209309409509609709809908408508608708808909009109209309409509609709809901+002+003+004+005+006+007+008+009+0010+0011+00PROFILE B-B8608708808909009109209309409509609709809908608708808909009109209309409509609709809901+002+003+004+005+006+007+008+009+0010+00FINAL GRADEEXISTING GROUNDDATED NOVEMBER /DECEMBER 2019ASSUMED BASE GRADETAKEN FROM BELEWS CREEKUSGS QUADRANGLE DATED 19693.5:13.5:1ASSUMED BASE GRADETAKEN FROM BELEWS CREEKUSGS QUADRANGLE DATED 1969FINAL GRADE3.5:1SEASONAL HIGH GROUNDWATERSEASONAL HIGH GROUNDWATEREXISTING GROUNDDATED NOVEMBER /DECEMBER 2019PROFILE PLAN VIEWSCALE: 1"=200'0(FEET)GRAPHIC SCALE0(FEET)VERTICALEXAGGERATION =30601201530602:10(FEET)GRAPHIC SCALE0(FEET)VERTICALEXAGGERATION =30601201530602:1DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2019 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:CP-04PROFILES A-A AND B-BKERNERSVILLE SITEKERNERSVILLE , NORTH CAROLINA2191186.02PERMIT RENEWALFEBRUARY 14, 2020L:\OMNI SOURCE\KERNERSVILLE\RENEWAL 2019 RTC\CP-04 CROSS SECTIONS.dwg Layout=Layout1
RH/MHLBBOMNISOURCE SOUTHEASTTHIS 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 AND SEPTEMBER 2017.400 S. TRYON STREETCHARLOTTE, NC 28285PHONE: [phone]