HY 55_FINAL Construction Plan Application_DIN26511

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TABLE OF CONTENTS
Page
1.0 GENERAL INFORMATION ...........................................................................................1
1.1 Project Description.................................................................................................. 1
1.2 Compliance with State and County Solid Waste Management Plans..................... 1
1.3 Landfill Siting Requirements .................................................................................. 2
1.3.1 Introduction ..................................................................................................2
1.3.2 Facility Site Hydrogeology ..........................................................................2
2.0 FACILITY PLAN ..............................................................................................................7
2.1 Facility Drawings .................................................................................................... 7
2.1.1 Site Development .........................................................................................7
2.1.2 Landfill Operations ......................................................................................7
2.1.3 Survey Plan ..................................................................................................7
2.2 Facility Report ........................................................................................................ 7
2.3 Waste Stream .......................................................................................................... 7
2.4 Landfill Capacity .................................................................................................... 8
3.0 ENGINEERING REPORT .............................................................................................10
3.1 Landfill Facility Information ................................................................................ 10
Erosion and Sedimentation Control ...................................................................... 10 3.2
Stormwater Conveyance and Mitigation .............................................................. 12 3.3
Stability and Settlement ........................................................................................ 13 3.4
3.5 Construction of Phase III of the Landfill .............................................................. 14
3.5.1 Foundation .................................................................................................14
3.5.2 Subgrade Separation ..................................................................................14
3.5.3 Final Cover System ....................................................................................15
3.5.4 Construction Quality Assurance Plan ........................................................16
4.0 CLOSURE PLAN ............................................................................................................17
4.1 Closure Cap System .............................................................................................. 17
4.2 Construction of Cap System ................................................................................. 18
4.3 Closure Schedule .................................................................................................. 18
4.4 Closure Cost .......................................................................................................... 18
5.0 POST-CLOSURE PLAN.................................................................................................19
5.1 Post-Closure Plan .................................................................................................. 19
5.2 Post-Closure Maintenance .................................................................................... 19
5.3 Post-Closure Monitoring ....................................................................................... 19
5.4 Planned Use .......................................................................................................... 19
5.5 Post Closure Cost Estimate ................................................................................... 20

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Table of Contents (continued)
Page ii

FIGURES

Figure 1-1 – Floodplains Figure
Figure 1-2 – Wetlands Figure
Figure 1-3 – USGS Topography Map

TABLES

Table 5-1 – Post-Closure Inspection Checklist

APPENDICES

Appendix A – Operations and Maintenance Plan
Appendix B – Drawings
Appendix C – Engineering Calculations
Appendix D – Erosion and Sediment Control Calculations
Appendix E – Stormwater Calculations
Appendix F – Cost Estimate
Appendix G – Proposed Monitoring Plan
Appendix H – Construction Quality Assurance

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Table of Contents (continued)
Page iii

PERMIT DRAWINGS
F000
F100
F200
F300
–
–
–
–
Cover Sheet
Site Development Plan
Landfill Operations Plan
Survey Plan
C100 – Existing Conditions
C200 – Overall Site Plan
C300 – Subgrade Grading Plan
C301 –- Erosion Control Plan Cell 1
C302 – Erosion Control Plan Cell 2
C303 – Erosion Control Plan Cell 3
C400 – Final Closure Plan
C401 – Stormwater Drainage Plan
C500 – Details
C501 – Details
C502 – Details
C503 –- Details
G600 – Groundwater Monitoring Well Plan
G601 – Methane Monitoring Well Plan
G602 – Top of Bedrock Surface Map
G603 – Groundwater and Bedrock Profile

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1.0 GENERAL INFORMATION

1.1 PROJECT DESCRIPTION

This Permit to Construction Application for Phase III of the Greenway Waste Solutions of Apex,
LLC landfill and recycling center (Facility) is respectfully submitted by Civil & Environmental
Consultants on behalf of Greenway Waste Solutions of Apex, LLC. The original Permit to
Construct Phase I was issued in 2002. The Amendment 1 Permit Modification, Compost and
Reprocessing Facility was issued in 2002. The Phase II and Large Type 1 Compost and
Reprocessing Facility Permit was issued in 2009. Phases I and II are currently undergoing active
filling operations.

This application meets the landfill design parameters, construction requirements, and design
drawing requirements found in Section .0547(3) of 15A NCAC 13B of the North Carolina Solid
Waste Management Rules. This application package includes information regarding the site
design, construction, closure and post-closure, operation, and monitoring plans.

Greenway Waste Solutions of Apex, LLC owns the Facility located off Old Smithfield Road west
of NC Highway 55 in Wake County, NC. This facility was originally permitted in December,
2002 as a C&D Landfill under Permit Number 92-30.

1.2 COMPLIANCE WITH STATE AND COUNTY SOLID WASTE MANAGEMENT
PLANS

The Facility is being developed in compliance with the North Carolina Department of
Environment Quality (NCDEQ). The State Waste Policy and Management Act required NCDEQ
to develop a state solid waste management plan. NCDEQ requires that a solid waste
management facility permit to have two parts: Permit to Construct, and Permit to Operate and be
in accordance with North Carolina Solid Waste Management Rules 15A NCAC 13B .0201 (c)
and (d) and Rule 15A NCAC 13B .0534 (b) (2). Operation and maintenance of the Solid Waste

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Compost and Reprocessing Facility is in accordance with Solid Waste Compost Rules 15A
NCAC 13B, Section .1401.

1.3 LANDFILL SITING REQUIREMENTS

1.3.1 Introduction

The C&D landfill is designed in accordance with 15A NCAC 13B .0536 and .0540 for location
restrictions and hydrogeologic considerations. As described below, the C&D landfill complies
with both of these siting requirements.

1.3.2 Facility Site Hydrogeology

Hydrogeologic investigations have been performed for the Greenway Waste Solutions of Apex,
LLC landfill Site to document seasonal high groundwater levels and top-of-bedrock conditions.
This data is provided to the Solid Waste Section to satisfy landfill base design parameters
specified in the 15A NCAC 13B North Carolina Solid Waste Management Rules for Phase III at
the subject C&D landfill.

Seasonal high groundwater (SHGW) elevation data were previously obtained from piezometers
installed at the landfill in 2009, and this data was approved as a design parameter for previous
phases at the subject landfill. The 2009 SHGW data were used to generate an SHGW
potentiometric map across the landfill property. Using the potentiometric surface, 2009 SHGW
values were interpolated at the mapped locations of existing landfill detection monitoring wells
that were subsequently installed following Phase II permit approval. Water levels have been
routinely gauged in these detection wells so that groundwater elevation data is available from
October 2009 to October 2015. This data is represented by Drawing G600 in the Permit
Drawings (Appendix B).

A top-of-bedrock contour surface has been generated from the data points. Supporting data
documentation that includes soil boring logs and well monitoring field data are provided in

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Appendix G. Soil boring logs indicate a consistent uniformity of weathered rock materials
across the landfill property. Underlying geologic materials are known to possess low
permeabilities.

In accordance with 15A NCAC 13B .0536, Figure 1-1 demonstrates that the Facility is not
located in wetlands. Figure 1-2 shows the separation from floodplains, and Figure 1-3 shows the
general topography and nearby streams. In addition, the Site Application dated April, 19, 2002
indicates that there are no historical sites within the property boundaries and there is not
existence of endangered or threatened species on site.

DATE:DWG SCALE:
DRAWN BY:CHECKED BY:APPROVED BY:
PROJECT NO:
FIGURE NO.:
FLOODPLAIN MAP
111-370.0031"=1000'MAY 2016
CTH NTB SLB 1-1
GREENWAY WASTE SOLUTIONS OF APEX, LLC
C&D LANDFILL PHASE III
APEX, NORTH CAROLINA
www.cecinc.com
1900 Center Park Drive - Suite A - Charlotte, NC 28217
3KÃ)D[
NORTH
DATE:DWG SCALE:
DRAWN BY:CHECKED BY:APPROVED BY:
PROJECT NO:
FIGURE NO.:
WETLANDS MAP
111-370.0031"=500'MAY 2016
CTH NTB SLB 1-2
GREENWAY WASTE SOLUTIONS OF APEX, LLC
C&D LANDFILL PHASE III
APEX, NORTH CAROLINA
www.cecinc.com
1900 Center Park Drive - Suite A - Charlotte, NC 28217
3KÃ)D[
NORTH
DATE:DWG SCALE:
DRAWN BY:CHECKED BY:APPROVED BY:
PROJECT NO:
FIGURE NO.:
TOPOGRAPHIC 7.5' QUADRANGLE MAP
111-370.0031"=1000'MAY 2016
CTH NTB SLB 1-3
GREENWAY WASTE SOLUTIONS OF APEX, LLC
C&D LANDFILL PHASE III
APEX, NORTH CAROLINA
www.cecinc.com
1900 Center Park Drive - Suite A - Charlotte, NC 28217
3KÃ)D[
NORTH
SITE

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2.0 FACILITY PLAN

2.1 FACILITY DRAWINGS

This Facility Plan defines the comprehensive development of the property in accordance with
Subparagraphs (d)(1), (e)(1), (e)(2), and (e)(3) of Rule .0537 of 5A NCAC 13B.

2.1.1 Site Development

Drawing F100 in Appendix B depicts the site development prepared on a topographical map
representative of existing site conditions. These drawings are consistent with the requirements of
Subparagraph (d)(1)(A-F) of 15A NCAC 13B.

2.1.2 Landfill Operations

Drawing F200 in Appendix B depicts long-term operations of the facility consistent with
Subparagraph (d)(2)(A-B) of 15A NCAC 13B.

2.1.3 Survey Plan

Drawing F300 in Appendix B depicts existing conditions of the facility consistent with
Subparagraph (d)(3) of 15A NCAC 13B.

2.2 FACILITY REPORT

The following is a discussion of the characteristics of the waste received at the facility, an
analysis of landfill capacity and soil resources, and special engineering features consistent with
Subparagraph (e)(1-2) of 15A NCAC 13B.

2.3 WASTE STREAM

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Waste that is generated from the construction, remolding, repair, or demolition operation on
pavement and buildings or structures will be accepted. The waste acceptance rate projected for
this facility is approximately 200,000 tons per year. The estimated disposal rate may vary due to
population, industrial, and commercial growth within the region, recycling efforts, or availability
of other landfills. The Facility will service Wake County. Waste segregation procedures are
presented in the Operations and Maintenance Plan, Appendix A. The facility will be operated
with equipment owned by the landfill owner. At minimum equipment will consist of a dozer,
compactor, track hoe, and a water truck.

2.4 LANDFILL CAPACITY

The C&D Landfill has an existing permitted gross capacity of 2,858,000 yd3 and 43.8 total acres
for Phases I, II, and III. Due to a recent property line change in the northern portion of the facility,
the Phase III acreage will be revised from 11.2 to 9.6 acres. Capacity calculations were performed
for the Facility from grading and closure plans as shown in the Drawings. The calculations
(Appendix C) assume two percent gross volume for weekly cover and account for the three foot
thick final cover system. It is estimated that 170,000 yd3 of soil will be excavated for
construction of Phase III. Operation of Phase III will require an estimated 205,000 yd3 of soil for
operations and final cover. The onsite soil will be supplemented with approved imported soils.

The currently Permitted Capacity and Acreages and the proposed Acreages of each of the phases
are shown in the chart below:

Area Gross Capacity yd3 Currently Permitted
Acreage
Proposed Acreage
Phase 1 858,000 17.8 17.8
Phase 2 1,100,000 14.8 14.8
Phase 3 900,000 11.2 9.6
Totals 2,858,000 43.8 42.2

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The proposed revisions associated with the final closure modifications in this Permit will
increase the capacity for the Phases I, II, and III to 3,130,000 yd3. The resulting additional
capacity is 272,000 yd3, a 9.5% increase in capacity from the permitted combined capacity. This
information is summarized in the table below:

Area
Permitted
Capacity (yd3)
Proposed Additional
Capacity (yd3)
Proposed
Capacity (yd3)
Proposed
Increase in
Capacity
Phases I, II, III 2,858,000 272,000 3,130,000 9.5%

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3.0 ENGINEERING REPORT

3.1 LANDFILL FACILITY INFORMATION

The Facility is located in Apex, Wake County, North Carolina, off of NC Highway 55. The
Facility is bordered by Highway 55, Highway 540, and by Old Smithfield Road. The immediate
surrounding area is rural and primarily wooded. There is residential development to the south
and east in the vicinity of the property. The landfill is classified as a C&D Landfill under Permit
Number 92-30. This Permit to Construct application will allow the construction of Phase III of
the landfill.

The landfill is currently comprised of two (2) phases. Phase I is approximately 17.8 acres in
size. Phase II is approximately 14.8 acres in size. This Permit Application addresses the
construction of Phase III as well as two (2) additional sediment basins. Phase III will be
approximately 9.6 acres in size and increase the total landfill size to 42.2 acres. Internal roads
will be maintained to be passable by disposal vehicles in all weather for access to the operations
areas. Access roads will be provided to reach monitoring wells and other locations requiring
periodic servicing.

The Landfill facility will have an entrance (Old Smithfield Road) off of Highway 55 in the
eastern portion of the site. A scalehouse, scales, parking stalls, and a gate will be located in the
entrance corridor. A total of six (6) sediment basins will be placed in strategic locations around
the landfill to prevent sediment from being transported off-site.

EROSION AND SEDIMENTATION CONTROL 3.2

The Erosion and Sedimentation Control Plan was developed to meet all requirements set forth by
the Sedimentation Pollution Control Law (15A NCAC 4), and other requirements set forth by
NCDEQ. All erosion and sedimentation control measures were designed based on a 25 year, 24
hour storm event occurring in Wake County, North Carolina per the NCDEQ Division of Waste
Management-Solid Waste Program. Temporary measures to be used on the site are temporary

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berms, ditches, and silt (sediment) fencing. These, along with the permanent sediment basins,
permanent ditches and seeding make up all erosion control measures to be utilized on the site.

The sediment basins shall be inspected at minimum weekly, and after each significant rain event
(1/2-inch or greater). Sediment shall be removed and the basin restored to original dimensions
after sediment has accumulated to one-half (1/2) of design volume indicated by cleanout stripe
on riser structure. Removed sediment shall be placed in an area that has sediment controls in
place. Sediment basin spillways, baffles, embankments and outlet control structure shall be
inspected at the same time for erosion damage and piping (embankment only). All necessary
repairs shall be made immediately to prevent basin failure.

Silt fencing shall be inspected at least once per week and after every rainfall event. Any tears,
cracks or overall failure should be repaired and/or replaced immediately. Sediment deposits
shall be removed as necessary to ensure proper functioning of fencing. Silt fencing shall remain
until final site stabilization has occurred.

Permanent ditches should be seeded and matted immediately after their construction; they should
be inspected after all rain events for any failure of the ditch or erosion control matting. All outlet
protection measures used to protect from damage to channel vegetation shall be inspected for
wash out. All necessary repairs/replacements should be made immediately, and rip rap should be
added where necessary.

Embankment and landfill cover slopes shall be periodically inspected for erosion. The slopes
shall be mowed no more than twice per year. The embankment slopes shall be re-fertilized in the
second year unless vegetation growth is fully adequate. The damaged areas shall be re-seeded
(permanent seeding for embankment slopes and temporary seeding for landfill cover slopes),
fertilized and mulched immediately. Seeding, fertilizing and mulching shall be in accordance
with the Erosion and Sedimentation control plan. Calculations and corresponding references can
be found in Appendix C and drawings can be found on Drawings C301-C303 in Appendix B.

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STORMWATER CONVEYANCE AND MITIGATION 3.3

The Town of Apex approved the request for the classification of the facility as a Low Density
Development in accordance with Section 6.1 of the Town of Apex Unified Development
Ordinance (UDO). See letter in Appendix E. Therefore the facility will not be required to
implement structural Stormwater BMPs or prepare a stormwater impact statement. Stormwater
will be transported by vegetative conveyances to the maximum extent possible in accordance
with Section 6.1 of the Towns’ UDO.

The permanent ditches designed for erosion control purposes will also be used directly for
stormwater conveyance purposes. The ditches will need to be vegetated with at least 90%
landscaped cover at all times and will require matting with temporary erosion control blankets,
until vegetated, as specified in the Permit Drawings. Calculations were performed to ensure that
the proposed “tack-on” drainage swales could convey stormwater run-off from the landfill face
to downchutes which will discharge to perimeter swales and the existing sediment basins. Tack-
on and perimeter swales were sized to intercept and convey slope drainage from the 25 year, 24
hour storm event. Stormwater run-off flows were calculated using the rational method. Based
on the drainage basin map, the basin area for each tack-on swale will not exceed 2 acres and the
basin area for each perimeter swale will not exceed 5 acres. The swales were designed to convey
these respective flows, see stormwater calculations in Appendix E. Sheet C400 of the Drawings
details the location of the tack-on drainage ditches, downchute pipes and permanent perimeter
ditches. Sheet C401 of the Drawings is a drainage basin map proposed tack-on and perimeter
swales.

In order to avoid failure due to high exit velocities from downchute pipes, downchute pipes will
have energy dissipation devices such as anchored tees installed. Downchute pipes and ditches
are to be inspected every six (6) months or after every major storm event (1/2" or greater).
Calculations and corresponding references for stormwater features can be found in Appendix E
and drawings can be found on Drawings C400 and C401 in Appendix B.

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STABILITY AND SETTLEMENT 3.4

The majority of Phase III construction requires a substantial amount of excavation to establish
the proposed base grades. Some of the perimeter stormwater features and landfill cell areas
require small amounts of fill and embankment.

The calculations in Appendix C include the slope stability analyses that address the global and
final cover stability of the Phase III disposal area. Based on site conditions, three critical-
sections were selected for the slope stability analyses. The stability of the final cover system
soils depends on the shear strength properties and frictional resistance between the various soil
layers (i.e., low permeability clay layer, protective soil cover layer). The final cover system was
analyzed for stability using infinite slope methodology. Using the required FS of 1.50 and the
proposed 3H:1V final slope configuration, the minimum required soil friction angle was
determined.

Foundation settlement was evaluated in the area anticipated to experience the maximum
estimated subsidence under the proposed waste embankment due to maximum waste fill height,
as well as areas to receive lesser waste fill heights including mid-slope and edge of the landfill.
The magnitude of foundation settlement was estimated using Das's method for estimating elastic
compression.

The proposed Phase III subgrade will be constructed in excavation. Therefore, the subgrade will
consist of PWR and bedrock overlaid by a minimum of two feet of soils consisting of SC, SM,
ML, CL, MH, or CH soils per the Unified Soil Classification System. These layers were
evaluated using elastic settlement methodology to determine the anticipated subgrade settlement
beneath the maximum waste thickness. Based on the attached Settlement Analysis, the total
maximum anticipated settlement of the subgrade layers is approximately 7.9 inches.

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3.5 CONSTRUCTION OF PHASE III OF THE LANDFILL

This landfill has been designed in accordance with North Carolina Solid Waste Management
Rules 15A NCAC 13B .0201 (c) and (d) and Rule 15A NCAC 13B .0534 (b) (2) (H). a (Airspace
calculations for the landfill are presented in Appendix C.)

Preparation and development of the landfill will require a number of activities including
subgrade preparation, sediment and erosion control, and stormwater control.

3.5.1 Foundation

The foundation of the landfill unit will consist of the naturally occurring soils consisting of SC,
SM, ML, CL, MH, or CH soils per the Unified Soil Classification System. The design is based
on the geologic exploration of the subsurface in accordance to rule .0540 of 15A NCAC 13B
.0540

As evidenced by the calculations and results from the settlement analysis provided in Appendix
C, the differential settlement for Phase III will have no impact on the required vertical separation
requirement and subgrade design. After excavation of Phase III to the design subgrade, the area
will be proof rolled (minimum 20-ton pneumatic-tired vehicle) for confirmation of subgrade
stability and any areas noted to exhibit signs of instability will be excavated and backfilled with
structural fill.

3.5.2 Subgrade Separation

The landfill is constructed so that the post-settlement bottom elevation of waste is a minimum of
four feet above the high seasonal ground-water table and the bedrock datum plane contours, as
shown on Drawing G603 contained in the Permit Drawings. The maximum settlement for Phase
III is approximately 8 inches. Settlement calculations can be found in Appendix C.

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3.5.3 Final Cover System

The permitted final cover system will consists of two options for the final cover of the landfill, a
standard closure cap system and an alternate closure cap system design.

The standard closure cap system is designed to minimize infiltration and erosion. To minimize
infiltration the cap system will consist of 18 inches of soil having a permeability less than or
equal to the soils underlying the landfill, or no greater than 1.0 X 10-5 cm/sec, whichever is less.
The low permeability layer will be installed in two 9 inch lifts. To minimize erosion and to
protect the low-permeability barrier from root penetration, 18 inches of earthen material that is
capable of sustaining native plant growth will overlay the low-permeability layer. The
vegetative layer will be installed in two 9 inch lifts and seeded according to the details on the
closure drawings. A minimum five percent slope will be maintained for the top of the cell and
the sideslopes will not exceed three horizontal feet to one vertical foot.

Additionally, an alternate closure cap liner system design is also included in this Permit. In the
alternate closure cap design, the soil infiltration layer is replaced by 40-mil LLDPE
geomembrane. The geomembrane will be installed directly on intermediate cover soil. To
manage drainage on the impermeable geomembrane, a drainage geocomposite will be installed
on top of the geomembrane. To minimize erosion and to protect the liner system from root
penetration, 18 inches of earthen material that is capable of sustaining native plant growth will
overlay the geomembrane and the drainage geocomposite. The vegetative layer will be installed
in two 9 inch lifts and seeded according to the details on the closure drawings. The general
slopes and elevations of the landfill will be the same between the standard and alternate closure
cap systems. Equivalency calculations for the alternate closure cap system are provided in
Appendix C. See Drawing C400 in Appendix B for more detail on the elevations and features of
the closure cap system.

In addition, this permit application modifies the existing permitted closure system. The existing
permitted final elevation contours for Phases I and II depict 3:1 side slopes from the edge of
waste to the top of the completed landfill. In addition, flat benches ten feet in width were to be

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constructed every forty (40) vertical feet along the face of the completed landfill slope.
Stormwater conveyance swales were proposed on the benches to intercept stormwater run-off
from the landfill slope face. The bench swales were to discharge to slope drains which feed into
swales at the base of the landfill, then directed run-off towards permanent sediment control
basins. The combination of benches with swales and slope drains reduced the sheet flow
distance for stormwater run-off along the landfill slopes.

The revised final elevation contours for Phases I, II, and III are shown in the Drawings, Sheet
C400. The final elevation contours depict a 3:1 slope from the revised edge of waste line to the
final top elevation of the landfill. All required buffers are maintained. The flat benches, as
depicted in the permitted drawings, have been removed from the landfill face and replaced with
“tack-on” drainage swales constructed on the landfill side slopes to intercept sheet flow run-off
and convey the storm water to perimeter swales and sediment basins. There are no modifications
proposed for the permanent sediment basins. The highest proposed elevation of the modified
landfill Phases I, II, and III will be elevation 399 feet (NAVD 1988), which is less than the
permitted top elevation for Phases I and II of 430 feet.

The edge of waste limits for Phases I and II were adjusted slightly to maximize the proposed
waste footprint, but still maintain compliance with all NC Solid Waste regulations and buffers.
The revised limits are shown in the Drawings. The proposed modifications to Phases 1 and 2
will result in additional capacity for both phases as discussed in Section 2.4.

3.5.4 Construction Quality Assurance Plan

The Construction Quality Assurance (CQA) Plan can be seen in Appendix H in accordance with
Rule .0541 of 15A NCAC 13B. The CQA report contains the construction quality assurance and
construction quality control procedures.

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4.0 CLOSURE PLAN

4.1 CLOSURE CAP SYSTEM

The permitted final cover system will consists of two options for the final cover of the landfill, a
standard closure cap system and an alternate closure cap system design.

The standard closure cap system is designed to minimize infiltration and erosion. To minimize
infiltration the cap system will consist of 18 inches of soil having a permeability less than or
equal to the soils underlying the landfill, or no greater than 1.0 X 10-5 cm/sec, whichever is less.
The low permeability layer will be installed in two 9 inch lifts. To minimize erosion and to
protect the low-permeability barrier from root penetration, 18 inches of earthen material that is
capable of sustaining native plant growth will overlay the low-permeability layer. The
vegetative layer will be installed in two 9 inch lifts and seeded according to the details on the
closure drawings. A minimum five percent slope will be maintained for the top of the cell and
the sideslopes will not exceed three horizontal feet to one vertical foot.

Additionally, an alternate closure cap liner system design is also included in this Permit. In the
alternate closure cap design, the soil infiltration layer is replaced by 40-mil LLDPE
geomembrane. The geomembrane will be installed directly on intermediate cover soil. To
manage drainage on the impermeable geomembrane, a drainage geocomposite will be installed
on top of the geomembrane. To minimize erosion and to protect the liner system from root
penetration, 18 inches of earthen material that is capable of sustaining native plant growth will
overlay the geomembrane and the drainage geocomposite. The vegetative layer will be installed
in two 9 inch lifts and seeded according to the details on the closure drawings. The general
slopes and elevations of the landfill will be the same between the standard and alternate closure
cap systems. Equivalency calculations for the alternate closure cap system are provided in
Appendix C. See Drawing C400 in the Drawings for more detail on the elevations and features
of the closure cap system (Appendix B).

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4.2 CONSTRUCTION OF CAP SYSTEM

The post-settlement surface slopes will be a minimum of five percent and a maximum of 33
percent. The stability analysis of the proposed 3:1 slope can be found in Appendix C.

4.3 CLOSURE SCHEDULE

Prior to beginning closure activities the Division will be notified of the intent close the unit and
place such notification in the operating record. No later than 30 days after the date the unit
receives the known final receipt of waste, closure activities will commence unless an
extension has been granted from the Division. The closure activities will be complete 180 days
following the beginning of closure activities unless the Division grants an extension.

Following closure of a unit, the Division will be notified that a certification signed by the project
engineer verifying closure has been completed in accordance with the closure plan has been
placed in the operating record. Following closure of the Construction and Demolition Landfill a
notation on the deed to the facility property will be recorded with the local Register of Deeds
office, or some other instrument that is normally examined during a title search and a copy of the
notation will be placed in the operating record. The notation will in perpetuity notify any
potential purchaser that the land has been used as a Construction and Demolition Landfill and is
restricted under the closure plan approved by the Division. Appendix C consists of calculations
estimating the maximum inventory of waste on-site the landfill facility.

4.4 CLOSURE COST

Appendix F is a summary of estimated cost for closure activities as required under Rule .0546 of
SA NCAC 13B

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5.0 POST-CLOSURE PLAN

5.1 POST-CLOSURE PLAN

Following closure of each unit post-closure care will be conducted for 30 years unless:
• It is decreased by the Division because it has been demonstrated that a reduced period
is sufficient to protect human health and the environment.
• It is increased by the Division to protect human health and the environment.
The owner, Greenway Waste Solutions of Apex, LLC's representative, Mike Griffin will be
responsible for the facility during the post-closure period

5.2 POST-CLOSURE MAINTENANCE

The final cover will be seeded, fertilized and mulched to provide a dense stand of grass
consistent with the specification noted on the Erosion and Sediment Control Plan on Drawing
C301 in Appendix B. The grass should not be mowed more than twice a year until dense
vegetation is established. The final cover will be inspected for signs of settlement, erosion,
vector damage, and bare spots on a quarterly basis. Additional inspections will be performed
after large storm events. Depressions in the cover that pond will be re-graded as needed to
promote positive drainage. Areas subject to regrading or any bare spots will be reseeded in
accordance with permanent seeding specification. Any deep-rooted vegetation will be removed
so that deep rooted vegetation will not compromise the integrity of the final cover.

5.3 POST-CLOSURE MONITORING

The post-closure monitoring plan for groundwater and methane is detailed in Appendix G.

5.4 PLANNED USE

Once the facility is closed in accordance with Rule 0543 of SA NCAC 13B, the entire facility
will be offered to Wake County for possible use as a park and recreation facility. Throughout the

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post-closure care period, ditches, diversion berms, culverts, riprap, silt fence, and other drainage
structures will be maintained according to the Permit Drawings and the Operations and
Maintenance Plan (Appendix A). The sediment ponds will be cleaned upon the accumulation of
the designated depth of silt within the pond. Erosion control structures will be maintained as to
minimize damage to the final cover.

5.5 POST CLOSURE COST ESTIMATE

Appendix F is a summary of estimated cost for post-closure activities as required under Rule
.0546 of SA NCAC 13B.

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TABLE 5-1 - POST-CLOSURE INSPECTION CHECKLIST

SITE NAME _______________________________________________________________
PERMIT NUMBER ____________________________________________________________
INSPECTOR _______________________________________________________________
QUARTER/YEAR ______________________________________________________________
DATE _______________________________________________________________________
ITEM COMPLIANCE STATUS
IN OUT

1. Vegetative Cover

2. Soil Cover (no exposed liner)

3. Erosion and Sedimentation Control
Ditches Maintained
Silt Fence Maintained
Riprap Maintained
Pond Maintained

4. Condition of monitoring points (includes condition of
casings, pads, locks, etc.

Groundwater Wells
Surface Water Points

5. Access to monitoring points (includes excessive
siltation and/or vegetative growth)

Groundwater Wells
Surface Water Points

Description of any corrective measures taken:
____________________________________________________________

____________________________________________________________________________
________________________

____________________________________________________________________________
________________________

Inspector’s Signature

APPENDIX A
OPERATIONS AND MAINTENANCE PLAN

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TABLE OF CONTENTS
1.0 INTRODUCTION..............................................................................................................1
1.1 Purpose .................................................................................................................... 1
1.2 Reference Documents ............................................................................................. 2
1.3 Regulations ............................................................................................................. 3
1.4 Location .................................................................................................................. 3
2.0 OPERATIONAL DRAWINGS ........................................................................................4
3.0 WASTE ACCEPTANCE AND DISPOSAL REQUIREMENTS ..................................5
3.1 Asbestos Waste ....................................................................................................... 5
3.2 Waste Exclusions .................................................................................................... 5
3.3 Recycling ................................................................................................................ 6
3.3.1 Metals ...........................................................................................................7
3.3.2 Inert Debris ..................................................................................................7
3.3.3 Cardboard .....................................................................................................7
3.3.4 Wood Waste .................................................................................................7
3.3.5 Shingles ........................................................................................................7
3.3.5.1 Waste Acceptance ......................................................................7
3.3.5.2 Flow And Management Of Shingles..........................................8
3.3.5.3 Record Keeping .........................................................................8
3.3.5.4 Testing Requirements ................................................................9
3.4 Mobile Home Deconstruction ................................................................................. 9
3.4.1 Contact Information .....................................................................................9
3.4.2 Mobile Home Deconstruction Process.......................................................10
3.4.2.1 Access ......................................................................................10
3.4.2.2 Waste Disposal.........................................................................10
3.4.2.3 White Goods ............................................................................11
3.4.2.4 Asbestos ...................................................................................11
3.4.2.5 Deconstruction .........................................................................11
3.4.2.6 Holding Time ...........................................................................12
3.4.2.7 Record Keeping .......................................................................12
3.5 Emergency/Disaster Vegetative And Land Clearing Debris ................................ 12
3.6 Waste Screening.................................................................................................... 14
3.7 Random Load Inspections..................................................................................... 14
3.8 Cover, Spreading, And Compacting ..................................................................... 16
3.9 Air Criteria And Fire Control ............................................................................... 16
3.10 Access And Safety ................................................................................................ 17
3.11 Erosion And Sedimentation Control ..................................................................... 17
3.12 Operating Record And Recordkeeping ................................................................. 18
4.0 COMPOST FACILITY ...................................................................................................20

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Table of Contents (Continued)
Page ii

ATTACHMENTS

Attachment 1 – Large Type 1 Composting Operations Plan

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1.0 INTRODUCTION

This document is the Operations Plan for the Greenway Waste Solutions of Apex, LLC facility
(Facility), located in Apex, Wake County, North Carolina. The Plan serves as a guide to the
landfill operator with respect to routine landfill operations, environmental monitoring, and
record-keeping. The Facility is permitted to operate as a construction and demolition (C&D)
landfill in accordance with North Carolina Department of Environment Quality (NCDEQ),
Division of Waste Management Permit Number 92-30. The facility is also permitted as a Large
Type 1 Solid waste Compost and Reprocessing Facility. The Facility is expected to have a
maximum operational waste acceptance rate of 200,000 tons per year and is expected to be in
operation for a minimum of 5 years from commencement of waste disposal. Equipment and
staffing recommendations in this manual are based on these disposal rates and are subject to
change in the event of future modification to waste acceptance rates at the Facility.

1.1 PURPOSE

The Operations Plan is intended to serve as a site reference. Every employee should be
acquainted with its contents and location at the site. Each section of this plan is self-contained,
easily updated, and may be used in the field, for training sessions, or self-instruction.
The operations manual addressed the following topics:
• Personnel requirements
• Entrance procedures and recordkeeping
• Incoming vehicle inspection
• Traffic control
• Landfilling operations
• Recycling operations
• Composting operations
• Equipment requirements
• Operation and maintenance of environmental controls
• Contingency and emergency procedures
• Safety practices and plan implementation

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This Operations Plan has been prepared in accordance with North Carolina Administrative Code
(NCAC) Title 15A Section 13B .0542. Furthermore, the plan is based on engineering judgment
and reflects generally accepted solid waste landfilling techniques.

1.2 REFERENCE DOCUMENTS

This Operations Plan constitutes a portion of the Greenway Waste Solutions of Apex, LLC
facility Permit to Construct Application prepared by BP Barber. The entire Permit to Construct
Application should be kept on file with this plan at the site to supplement this plan in terms of
long-term facility development plans, monitoring requirements, engineering design, site
hydrogeology, construction activities, and site closure and post–closure care. Other documents
pertinent to facility operations and site development include:
1. Report - Site Application - Highway 55 C&D Landfill and Recycling Center - prepared
for Highway 55 C&D Landfill, LLC Construction & Demolition Landfill - Wake
County, North Carolina; application dated 19 April 2002 and received 24 April 2002
from Enviro-Pro, P.C.
2. Response to Comment dated 19 March 2002 - Site Suitability Permit Application,
response received 24 April 2002 and 8 May 2002 from Enviro-Pro for information dated
19 April 2002 and 7 May 2002.
3. Second Response to Comment letter dated 3 July 2002 - Site Suitability Permit
Application - response dated 11 July 2002 “Revised Site Plan Application Report” from
Enviro-Pro.
4. Certified minutes from Wake County dated 3 December 2001 and 19 November 2001
indicating the vote of the Wake County Commissioners in approving the franchise for
Highway 55 C&D Landfill, LLC, received in the Revised Site Suitability application
dated April 2002 received 24 April 2002.
5. Special Use Permit recorded in Deed Book: 9099 and Pages: 1039 thru 1044, as part of
the Site Suitability application dated April 2002 received 24 April 2002.
6. Deed description for re-combination of properties consisting of Book: 9099 and Pages:
1039 - 1044 representing 116.333 acres and Book: 9488 and Pages: 0922 - 0923
representing 0.963 acres.
7. Reprocessing facility application dated December 17, 2002, signed by design engineer
on December 18, 2002, received by the Solid Waste Section on December 19, 2002.
8. Phase II Construction Plan Application, Phase I Closure Update, and Composting
Permit. Prepared for: Highway 55 C&D Landfill, LLC. Prepared by: BP Barber. August
2007. Revised June 26, 2008. As Amended February 5, 2009 and February 19, 2009.
DIN 5054.

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9. Phase III Construction Plan Application. Prepared for: Greenway Waste Solutions of
Apex, LLC. Prepared by: CEC. Submitted to DEQ May 2016.
1.3 REGULATIONS

Solid Waste Management Rules 15A NCAC 13B .0500 and all conditions of the operating
permit granted by the NCDEQ Division of Waste Management, shall take precedence and be
complied with by landfill operators if there is an actual or perceived contradiction with the text
of this plan, unless written consent for variance(s) is granted by the NCDEQ Division of Waste
Management. The Facility supervisory staff should be familiar with the State Solid Waste
Management Rules and the Facility permit(s).

1.4 LOCATION

The Greenway Waste Solutions of Apex, LLC facility (Facility) is currently operating under
Solid Waste Facility Permit Number 92-30. The Facility is located on Old Smithfield Road, in
Apex, North Carolina. Currently, landfilling operations are on-going in Phases I, II, III, and
Compost Area of the Facility.

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2.0 OPERATIONAL DRAWINGS

Appendix B of the Phase III Permit to Construct prepared by CEC consists of drawings which
illustrate the site development prepared on topographical maps representative of existing site
conditions. These drawings are consistent with the requirements of Subparagraph (d)(1) of Rule
.0537 of 15A NCAC 13B.

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3.0 WASTE ACCEPTANCE AND DISPOSAL REQUIREMENTS

The Facility will accept only those solid wastes it is permitted to receive. The landfill owner or
operator must notify the Division within 24 hours of attempted disposal of any waste the
C&DLF is not permitted to receive, including waste from outside the area the landfill is
permitted to serve.

3.1 ASBESTOS WASTE

Friable asbestos waste must be managed in accordance with 40 CFR 61, which is hereby
incorporated by reference including any subsequent amendments and additions. Copies of 40
CFR 61 are available for inspection at the Department of Environment and Natural Resources,
Division of Waste Management. The regulated asbestos waste must be covered immediately
with soil in a manner that will not cause airborne conditions and must be disposed of separate
and apart from other solid wastes, as shown on Operation drawings:
1. In a defined isolated area within the footprint of the landfill, or
2. In an area not contiguous with other disposal areas. Separate areas must be designated so
that asbestos is not exposed by future land-disturbing activities.

Non-friable asbestos may be accepted consistent with normal operating procedures as set forth in
a following section.

3.2 WASTE EXCLUSIONS

The Facility will accept all types of wastes generated within approved service area except those
prohibited by 15A NCAC 13B .0542 (e). Specifically, the following types of wastes will not be
accepted:
1. Containers such as tubes, drums, barrels, tanks, cans, and bottles unless they are empty
and perforated to ensure that no liquid, hazardous or municipal solid waste is contained
therein,
2. Garbage as defined in G.S. 130A-290(a)(7),
3. Hazardous waste as defined in G.S. 130A-290(a)(8), to also include hazardous waste
from conditionally exempt small quantity generators,

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4. Industrial solid waste unless a demonstration has been made and approved by the
Division that the landfill meets the requirements of Rule .0503(2)(d)(ii)(A),
5. Liquid wastes,
6. Medical waste as defined in G.S. 130A-290(a)(18),
7. Municipal solid waste as defined in G.S. 130A-290(a)(18a),
8. Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761,
9. Radioactive waste as defined in G.S. 104E-5(14),
10. Septage as defined in G.S. 130A-290(a)(32),
11. Sludge as defined in G.S. 130A-290(a)(34),
12. Special wastes as defined in G.S. 130A-290(a)(40),
13. White goods as defined in G.S. 130A-290(a)(44), and
14. The following wastes cannot be received if separate from C&DLF waste: lamps or bulbs
including but not limited to halogen, incandescent, neon or fluorescent; lighting ballast or
fixtures; thermostats and light switches; batteries including but not limited to those from
exit and emergency lights and smoke detectors; lead pipes; lead roof flashing;
transformers; capacitors; and copper chrome arsenate (CCA) and creosote treated woods.
15. Waste accepted for disposal in a C&DLF unit must be readily identifiable as C&D waste
and must not have been shredded, pulverized, or processed to such an extent that the
composition of the original waste cannot be readily ascertained except as specified in
Subparagraph (17) of this Paragraph.
16. C&D waste that has been shredded, pulverized or otherwise processed may be accepted
for disposal from a facility that has received a permit from an authorized regulatory
authority which specifies such activities are inspected by the authority, and whose
primary purpose is recycling and reuse of the C&D material. A waste screening plan and
waste acceptance plan must be made available to the Division upon request.
17. The owner or operator of a C&DLF must not knowingly dispose any type or form of
C&D waste that is generated within the boundaries of a unit of local government that by
ordinance:
1. Prohibits generators or collectors of C&D waste from disposing that type or form of
C&D waste.
2. Requires generators or collectors of C&D waste to recycle that type or form of C&D
waste.

3.3 RECYCLING

Incoming C&D waste will be recycled as much as is practical. A C&D recycling area will be
located near, but clearly segregated from the working face as indicated on the attached drawing.
However, the area will move based on the location of the working face. Incoming waste with
recyclables will be unloaded at the recycling area near the working face.

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3.3.1 Metals

Metals pulled from the load will be placed in the on-site metal recycling container.

3.3.2 Inert Debris

Inert debris such as brick, concrete, concrete block, rock, etc. will be removed and transported to
the reprocessing/material storage area for crushing see attached Site Plan. The inert debris will
be stockpiled in a pile not to exceed 500 tons for periodic crushing.

3.3.3 Cardboard

Clean cardboard will be removed for baling.

3.3.4 Wood Waste

Clean wood and pallets will be removed and stockpiled for grinding. The stockpile of wood
waste will not exceed 500 tons. The ground wood may be incorporated into yard waste at
Apex’s composting operation as a bulking agent or sold as boiler fuel. Ground mulch, wood
waste or compost may be stockpiled in the mulch storage area or in other material storage areas
as depicted in Figure 1.

3.3.5 Shingles

Shingles will be accepted using best practices for acceptance and sorting to remove tear-off
shingles from the waste stream as outlined by Carolina Asphalt Pavement Association.

3.3.5.1 Waste Acceptance

Materials from flat and built-up roofing systems are disposed rather accepted for recycling due to
higher use of asbestos roofing materials in those systems. Roofers are instructed to separate tear-
off shingles into either a dedicated trailer or to layer their waste when loading so that the shingles
can be easily separated from unacceptable debris.

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The shingle suppliers are required to complete a supplier certification form. The handling and
disposal of asbestos during demolition and renovation is regulated under the National Emissions
Standards for Hazardous Air Pollution (NESHAP). Suppliers of shingles from a NESHAP
regulated facility must present documentation that the shingles do not contain greater than 1%
asbestos. The documentation is a letter from an accredited asbestos inspector or roofing
supervisor that sampled the shingles and analytical test results. A copy of the documentation is
kept with the supplier certification form.

Shingles from single family homes or residential building containing four or fewer dwelling
units are generally not regulated under NESHAP. Only the source of the shingles is required for
these shingles.

3.3.5.2 Flow and Management of Shingles

Loads are visually inspected as they enter the facility. The roofer is asked to fill out a supplier
certification form. Suppliers of shingles from a NESHAP regulated facility that contain greater
than 1% asbestos are directed to the disposal area, others are directed to the stockpile area. Non-
NESHAP regulated shingles are directed to the stockpile area.

The stockpile of shingles will not exceed 500 tons. The ground shingles will be transported off-
site to a properly permitted third party end-user. Shingles will not be ground without acquiring
all required Air Quality permits. A copy of the permit will be kept with the Operating Record.

3.3.5.3 Record Keeping

Records are kept of shingles entering the facility and stockpiled. These records are kept with the
Operating Record for the facility.

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3.3.5.4 Testing Requirements

Shingles will not be ground without acquiring all required Air Quality permits. Asbestos
sampling is required prior to grinding shingles. The testing frequency and protocols are set by
NCDEQ-DAQ and NCDOT. The current frequency testing requirement is to sample each 100
tons of shingles (September 2011).

3.4 MOBILE HOME DECONSTRUCTION

The Mobile Home Deconstruction Area is strictly for the deconstruction of mobile homes in
order to recycle materials from the mobile homes. The Facility plans to recycle as many
varieties of materials as possible as end users are available. Initially, scrap metal recycling will
be conducted. Once an end-user of another material (i.e. glass) is located, these other materials
may be recycled. Any non-recyclable material will be disposed of appropriately by the Facility
upon completion of the deconstruction process.

The information contained herein was prepared to provide landfill personnel with a clear
understanding of how the facility would be operated. While deviations from the operations
outlined here may be acceptable, they should be reviewed and approved by the Design Engineer
and the Facility Solid Waste Manager.

3.4.1 CONTACT INFORMATION

All correspondence and questions concerning the operation of the Facility Mobile Home
Deconstruction Area should be directed to the appropriate County and State personnel listed
below. For fire or police emergencies dial 911.
North Carolina Department of Environment Quality:
North Carolina Department of Environment Quality
217 W Jones Street
Raleigh, North Carolina 27603
Phone: [phone]

Division of Waste Management (DWM) - Solid Waste Section:

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Eastern Area Supervisor
Permitting Engineer
Waste Management Specialist
Town of Apex:
Environmental Programs Manager

3.4.2 Mobile Home Deconstruction Process

Mobile homes will be deconstructed using the following processes.

3.4.2.1 Access

Mobile home owners seeking disposal will contact the Landfill and be placed on a waiting list.
No more than TWO mobile homes will be allowed on-site for deconstruction at one time. Once
space is available for a mobile home, the scale operator at the landfill will contact the next owner
on the waiting list. The owner will have a 48 hour window in which to contact the Landfill with
information regarding the delivery date and hauler. If owner cannot arrange delivery within this
initial 48 hour period, the owner may make alternate arrangements for delivery and must notify
the Landfill a minimum of 48 hours prior to planned delivery. The delivered mobile home will
not be weighed on the scales at time of delivery, but the owner will be charged based upon the
size and dimensions of the mobile home.
If delivery is not made within 48 hours of the scheduled delivery date, the owners name will be
placed on the waiting list and the owner will be notified. If an owner has more than one mobile
home, they will be rotated with others on the waiting list.

3.4.2.2 Waste Disposal

All mobile homes must be free of garbage, household hazardous waste, and all other non-
construction and demolition waste prior to acceptance by the landfill.

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3.4.2.3 White Goods

White goods will be accepted with the mobile home. White Goods will be removed using a
track-hoe and handled in accordance with all State and Federal regulations. Any White Goods
containing CFC’s will be managed properly prior to removal of the White Goods, and
deconstruction of the mobile home.

3.4.2.4 Asbestos

Since asbestos may be located in the building materials of mobile homes constructed prior to
1983, all mobile homes built before January 1, 1983 will be thoroughly sprayed with water (both
interior and exterior) to minimize dust. Upon demolition of a mobile home constructed prior to
1983, the waste generated will be placed in the C&D landfill and covered with six inches of soil
or approved alternate daily cover.

3.4.2.5 Deconstruction

Once accepted, the mobile home will be placed in the mobile home deconstruction area. Mobile
home deconstruction will be dependent upon weather conditions and manpower availability and
will ONLY take place in the deconstruction area. Prior to deconstruction, mobile homes
constructed before 1983 will be thoroughly sprayed with water to minimize dust (as noted
above). The home will then be deconstructed using a track-hoe. The track-hoe will tear the
trailer apart and lay the pieces on the ground to be separated by landfill personnel. The
personnel will separate the non-recyclable materials from the recyclable materials. Initially,
scrap metal is planned for recycling. As other end-users for other materials are available, other
materials may be separated for recycling. All material not planned for recycling will be placed
in the C&D landfill before the end of the day in which the deconstruction takes place. Material
from mobile homes constructed prior to 1983 will be covered prior to the end of the day. All
recyclable materials will be stockpiled in the deconstruction area for future recycling. NO
OPEN FLAMES OR CUTTING WITH TORCHES WILL BE ALLOWED WITHIN 100
FEET OF THE C&D LANDFILL.

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3.4.2.6 Holding Time

All mobile homes must be deconstructed within 45 days from acceptance into the deconstruction
area. Upon receipt at the landfill, the date shall be painted on the side or end of the mobile
home, or on the frame, for identification purposes for Solid Waste Section personnel.

3.4.2.7 Record Keeping

The Facility shall maintain the following records related to the Mobile Home Deconstruction in
an operating record at the landfill:
1. Mobile Home Acceptance records including dates and description;
2. Owner and hauler information for each mobile home;
3. Date of deconstruction for each mobile home and materials to be recycled;
4. Date and disposal information for all recycled materials tons include location and
vendor of recipient of recycled materials; and
5. Date and certification of CFC’s removed.

The operating record will be kept up to date by the Landfill Manager or his designee. It will be
presented upon request to DWM for inspection. A copy of this Operations Manual will be kept
at the landfill and will be available for use at all times.

3.5 EMERGENCY/DISASTER VEGETATIVE AND LAND CLEARING DEBRIS

The site has been identified as an Emergency/Disaster Debris Site for tornado, hurricane, or ice
storm debris and grinding services that will be hauled from the Wake County Convenience sites.
Storm debris will be ground for use as mulch, compost bulking agent, or industrial boiler fuel.
To produce a wood chip that is suitable for mulch or fuel, chip size and absence of
contaminants are critical. Debris will be separated prior to grinding, and only tree waste and
untreated and unpainted lumber shall be included in the chipping. All activities will adhere to
the following guidelines:

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• The chipping/grinding and storage area is located outside of identifiable or known
floodplain and flood prone areas.

• The storage areas for incoming debris and processed material will be at a minimum 50
feet from all surface waters of the state. "Waters of the state" includes but is not limited
to small creeks, streams, watercourses, ditches that maintain seasonal groundwater levels,
ponds, wetlands, etc.
• The Storage area for incoming debris and processed material will be at least 100 feet
from the site property boundaries and on-site buildings/structures.
• Management of processed material will be in accordance with "GUIDELINES FOR
REDUCING THE POTENTIAL FOR SPONTANEOUS COMBUSTION IN
COMPOST/MULCH PILES”.
• The storage areas for incoming debris will be located at least 100 feet from residential
dwellings, commercial or public structures, potable water supply wells, and septic tanks
with leach fields.
• All activities will avoid identified wetlands should be avoided.
• The site will adhere to the approved erosion control measures, set forth by the Town of
Apex.
• Dust control measures will be implemented when necessary to prevent dust from moving
off-site or causing visibility problems.
• The Site will have an attendant(s) during operating hours to minimize the acceptance of
unapproved materials and to provide directions to haulers and private citizens bringing in
debris.
• The operator will manage the temporary debris management site to minimize the risk of
fire. Any occurrence of fire, excluding authorized controlled burning, will be reported
within 24 hours to the Solid Waste Section Environmental Senior Specialist.
• The site will be secure after operating hours to prevent unauthorized access to the site.
• Grinding of clean wood waste such as pallets and segregated non-painted/non-treated
dimensional lumber is allowed.

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3.6 WASTE SCREENING

The landfill operator shall be responsible for screening wastes to ensure that hazardous or
unacceptable wastes are not disposed in the landfill. Screening of wastes (load inspections) shall
be accomplished as follows:

Informal load checking will be the responsibility of all employees, particularly those that work at
the entrance area and those that work at or near the active fill area. Each employee will observe
vehicles entering the Facility and landfill for any potentially unauthorized waste and will alert
management personnel if any unauthorized wastes are suspected. Through the waste collection
programs, there will be several checkpoints:
• Facility Entrance – Only authorized vehicles and material will be allowed beyond the
scales. The scale attendant will refuse entry to any unauthorized vehicles or vehicles
observed carrying unauthorized waste.
• Active face checkpoints – All incoming loads of waste will be observed by the equipment
operators as it is discharged at the active face.

Checkpoints during compaction at active face – Material will be inspected by the landfill
compactor operator as it is compacted at the active face.

3.7 RANDOM LOAD INSPECTIONS

In addition to the visual inspections performed by the equipment operator/attendants, a random
inspection program shall be implemented to detect and prevent disposal of any of the
unauthorized wastes listed in previously. Inspections conducted as part of this program shall be
performed by personnel trained in the following areas: methods for identification and
determination of unauthorized wastes, handling procedures for unauthorized wastes, record
keeping requirements of the program, and occupational health and safety. Inspection personnel
shall also have a thorough understanding of the North Carolina Hazardous Waste Management
Regulations (15A NCAC 13A) and the North Carolina Regulated Medical Waste Management
Regulations (15 NCAC 13B .1203).

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The frequency of the random inspections shall be determined by the quantity and type of waste
received the familiarity with the generators and/or transporters, and the occurrences of identified
unauthorized waste. Inspections should be performed at the minimum of one percent of the
vehicles entering the facility.

The inspections also will be random. The time of day and day of week shall vary between
inspections. The transporter/hauler selected for inspection shall also vary between inspections.

The procedure for the inspection shall be as follows:
• Stop the selected vehicle prior to the working face of the landfill.
• Notify the driver of the inspection.
• Direct the vehicle to the inspection area. The inspection area may be either a
permanently designated location or a temporary location adjacent to the working face.
• If possible, perform a visual observation of the waste prior to unloading. If unauthorized
waste is observed, or suspected, the vehicle shall be prohibited from unloading, and shall
be directed out of the facility.
• If no unauthorized waste is observed or suspected from the visual observation, or if a
visual observation is not possible, the vehicle shall discharge the load at the inspection
area. The driver shall remain at the inspection area while the inspection is performed,
unless a safety concern requires evacuation of the area. Equipment shall be used to
spread and turn the waste to facilitate a visual observation of the load contents. If no
unauthorized waste is identified, the waste shall be transferred to the working face for
disposal.
• If unauthorized waste is identified in the load, and the unauthorized waste is not a
regulated hazardous waste, a regulated medical waste, a regulated toxic waste, a
regulated liquid waste, or a waste which requires special handling, the waste shall be
loaded back into the vehicle and removed from the facility.
• If acceptability of the waste cannot be determined by visual observation, the waste can
either be rejected and loaded back into the vehicle and removed from the facility, or
samples of the waste can be taken to determine acceptability. Testing shall be selected
based on the reason for the suspicion of unacceptability.
• If the waste is suspected of being a liquid waste, a regulated hazardous waste, a regulated
medical waste, or a regulated toxic waste, site personnel will safely identify the nature of
the unauthorized waste. Wastes within these categories are not to be handled by landfill
staff. Upon assessment of the waste, qualified contractors will be contacted to provide
direction for temporary handling, isolation, and security. Within 24 hours of discovery,
the Facility will orally inform NCDEQ Division of Waste Management (Division) of the
incident and make every effort to contact a waste contractor for the proper packaging,
removal, and disposal of the unauthorized waste. The Division will be informed in
writing of the incident and steps taken to properly dispose of the unauthorized waste.

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Management of this Facility reserves the right to establish acceptance criteria and procedures for
certain non-municipal solid wastes. These may be more restrictive than required by law based
on quantities and characteristics of the waste stream, current operating status of the landfill, and
characteristics of waste streams previously received. Acceptability will be based on judgment of
the landfill operator’s technical personnel with respect to regulatory requirements, physical and
chemical qualities and other technical considerations.

3.8 COVER, SPREADING, AND COMPACTING

The working face will be restricted to the smallest area feasible and compacted as densely as
feasible. Any area that exceeds one-half (1/2) acre or more on a weekly basis may be covered
with six inches of earthen material. Cover will be placed at more frequent intervals to control
disease, vectors, fires, odors, blowing litter, and scavenging if necessary.

Areas where additional waste will not receive waste for three months, but will receive additional
waste in the future will be covered and stabilized with vegetative cover or other stabilizing
material.

Appropriate methods including fencing and diking will be used to confine windblown solid
waste. At the end of each day, windblown waste will be collected and disposed of in the landfill.

3.9 AIR CRITERIA AND FIRE CONTROL

No open burning of waste will be permitted on site. The Division will be notified verbally
within 24 hours and in writing with 15 days of any fire and/or explosion at the facility.
If a fire occurs at the landfill, the Wake County Fire Department will be notified. Hot loads that
are brought to the facility will be immediately dumped away from the landfill and the fire
department notified. The hot load will be sprayed down with water until extinguished. The load
is then to be reloaded for disposal in the landfill.

-17- GWSA Operation Plan
May 31, 2016

3.10 ACCESS AND SAFETY

The site has controlled access with the use of entrance gates. The entrance gates allow entry to
the currently operating landfill located to the west of the expansion area. The same entrance will
be used for access to the expansion area, and will remain gated. Access to the expansion area is
restricted to the entrance gate only. Fencing and wooded buffer prevents access to the site from
all other areas. Access roads are all weather construction and will be maintained in good
condition.

A scalehouse is located at the entrance with an attendant present during operational hours. The
attendant is responsible for evaluating loads to assure compliance with operation requirements
and to direct the loads to the appropriate location on site—landfill, recycling/processing area, or
composting facility. In addition, signs are posted to direct loads to the appropriate area.
Dust is controlled on access roads through the use of a water truck. Signs are posted indicating
that liquid, hazardous, and municipal wastes are prohibited.

3.11 EROSION AND SEDIMENTATION CONTROL

The Erosion and Sedimentation Control Plan was developed to meet all requirements set forth by
the Sedimentation Pollution Control Law (15A NCAC 4), and other requirements set forth by
NCDEQ. All erosion and sedimentation control measures were designed based on a 25 year, 24
hour storm event occurring in Wake County, North Carolina per the NCDEQ Division of Waste
Management-Solid Waste Program. Temporary measures to be used on the site are temporary
berms, ditches, and silt (sediment) fencing. These, along with the permanent sediment basins,
permanent ditches and seeding make up all erosion control measures to be utilized on the site.

The sediment basins shall be inspected at minimum weekly, and after each significant rain event
(1/2-inch or greater). Sediment shall be removed and the basin restored to original dimensions
after sediment has accumulated to one-half (1/2) of design volume indicated by cleanout stripe
on riser structure. Removed sediment shall be placed in an area that has sediment controls in
place. Sediment basin spillways, baffles, embankments and outlet control structure shall be

-18- GWSA Operation Plan
May 31, 2016

inspected at the same time for erosion damage and piping (embankment only). All necessary
repairs shall be made immediately to prevent basin failure.

Silt fencing shall be inspected at least once per week and after every rainfall event. Any tears,
cracks or overall failure should be repaired and/or replaced immediately. Sediment deposits
shall be removed as necessary to ensure proper functioning of fencing. Silt fencing shall remain
until final site stabilization has occurred.

Permanent ditches should be seeded and matted immediately after their construction; they should
be inspected after all rain events for any failure of the ditch or erosion control matting. All outlet
protection measures used to protect from damage to channel vegetation shall be inspected for
wash out. All necessary repairs/replacements should be made immediately, and rip rap should be
added where necessary.

Embankment and landfill cover slopes shall be periodically inspected for erosion. The slopes
shall be mowed no more than twice per year. The embankment slopes shall be re-fertilized in the
second year unless vegetation growth is fully adequate. The damaged areas shall be re-seeded
(permanent seeding for embankment slopes and temporary seeding for landfill cover slopes),
fertilized and mulched immediately. Seeding, fertilizing and mulching shall be in accordance
with the Erosion and Sedimentation control plan. The Engineering Report includes all relevant
calculations and references for erosion and sedimentation control measures design.

3.12 OPERATING RECORD AND RECORDKEEPING

The owner and operator will record and retain at the facility the following information including
dates and times:
• Records for random waste inspections, monitoring results, certifications of training, and
training procedures.
• Amount of recycled material recovered from in-coming waste. (Weighed as exported
from the site).
• Amount of waste received at the facility and county of generation.
• Cost estimates for closure and post-closure.
• Notation of date and time of placement of cover material.

-19- GWSA Operation Plan
May 31, 2016

• All audit records, compliance records, and inspection reports.

If records are located at another location, it must be approved by the Solid Waste Section. All
information contained in the operating record will be furnished to the Division upon request or
made available for inspection by the division. The operating record will also include a copy of
all approved permits and Monitoring Plans.

-20- GWSA Operation Plan
May 31, 2016

4.0 COMPOST FACILITY

Greenway Waste Solutions of Apex will perform composting activities on site. Please see
Attachment 1 for the Type I Composting Design and Operations Plan.

ATTACHMENT 1

-i- GWSA Compost Operations Plan
May 31, 2016
TABLE OF CONTENTS
1.0 GENERAL PROVISIONS ................................................................................................1
1.1 Project Description.................................................................................................. 1
1.2 Site Requirements ................................................................................................... 2
2.0 FACILITY DESIGN ..........................................................................................................3
2.1 Site Development .................................................................................................... 3
3.0 DESIGN REPORT.............................................................................................................4
3.1 Design Capacity ...................................................................................................... 4
3.2 Material Processing ................................................................................................. 4
3.3 Temperature Monitoring ......................................................................................... 5
3.4 Temperature Control ............................................................................................... 6
3.5 Service Area ............................................................................................................ 6
3.6 Equipment Requirements ........................................................................................ 6
4.0 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEM .........................7
4.1 Groundwater Considerations .................................................................................. 7
4.2 Controlling Nuisances And Vectors ....................................................................... 7
5.0 GENERAL OPERATION AND MAINTENANCE .......................................................8
5.1 Plan And Permit Requirements ............................................................................... 8
5.2 Hours Of Operation................................................................................................. 8
5.3 Drop-Off Area ......................................................................................................... 8
5.4 Windrow Processing ............................................................................................... 9
5.5 Adverse Weather Conditions .................................................................................. 9
5.6 Flow Diagram ......................................................................................................... 9
5.7 Contingency Plan .................................................................................................... 9
6.0 FACILITY OPERATION ...............................................................................................11
6.1 Training Of Facility Personnel.............................................................................. 11
6.2 Entrance ................................................................................................................ 11
6.3 Access And Security ............................................................................................. 11
6.4 Signs ...................................................................................................................... 12
6.5 Waste Acceptance ................................................................................................. 12
6.6 Dust, Litter, Odors, And Vectors .......................................................................... 13
6.7 Landscaping Maintenance .................................................................................... 13

-1- GWSA Compost Operations Plan
May 31, 2016

1.0 GENERAL PROVISIONS

1.1 PROJECT DESCRIPTION

This Operations Plan for a Type 1 Composting Facility permit for the Greenway Waste Solutions
of Apex, LLC Landfill (Landfill) is being submitted by Civil & Environmental Consultants, Inc.
on behalf of Greenway Waste Solutions of Apex, LLC. This plan meets the composting facility
design parameters, contraction requirements, and design drawing requirements found in Section
.1400 of 15A NCAC 13B of the North Carolina Department of Environmental Quality (NCDEQ)
Solid Waste Management Rules. This package includes information regarding the site design,
construction and operation.

Project Title: Greenway Waste Solutions of Apex, LLC Landfill
Composting Facility

Owner: Greenway Waste Solutions of Apex, LLC
19109 West Catawba Avenue, Suite 200
Cornelius, NC 28031 [phone]

Owner's Representative: Mr. John Brown, Landfill Manager

Consulting Engineer: Civil & Environmental Consultants, Inc.
1900 Center Park Drive
Suite A
Charlotte, NC 28217
Consulting Engineer’s Scott L. Brown, P.E.
Representative:

Proposed Site Operator: Greenway Waste Solutions of Apex, LLC
19109 West Catawba Avenue, Suite 200
Cornelius, NC 28031 [phone]

Operator’s Representative: Mr. John Brown, Landfill Manager

-2- GWSA Compost Operations Plan
May 31, 2016

The Greenway Waste Solutions of Apex, LLC Landfill Composting Facility is located at 5940
Old Smithfield Road, in Apex, NC. The composting facility is located as shown on the Facility
Operations Plan, Figure 1 included in the Landfill Operations Plan, and consists of land totaling
approximately 2.0 acres. The property is owned by Greenway Waste Solutions of Apex, LLC
and will be operated by Greenway Waste Solutions of Apex, LLC. Mr. John Brown, Landfill
Manager (Telephone [phone]) is responsible for daily operations.

1.2 SITE REQUIREMENTS

The composting facility is not located over a closed-out disposal facility. This can be confirmed
by viewing the Facility Operations Plan, Figure 1 in the Landfill Operations Plan. The
surrounding area consists of woods and vegetation. Existing ground surface elevations of the
proposed composting area range from 340 to 354 feet, mean sea level (MSL). The property
surrounding the composting area is owned by Greenway Waste Solutions of Apex, LLC. The
applicable buffer requirements are met (see Site Development section 2.1 below) where the
composting facility is surrounded by others.

-3- GWSA Compost Operations Plan
May 31, 2016

2.0 FACILITY DESIGN

2.1 SITE DEVELOPMENT

The site is not currently located within an existing flood plain, nor does the design result in
washout of solid waste such as to pose a hazard to human life, wildlife, land or water resources.
The composting facility is be located, as required, a minimum of fifty (50) feet from any
property boundary delineating parcels of land not owned by Greenway Waste Solutions of Apex,
LLC. A two hundred (200) foot minimum buffer between compost areas and residences or
dwellings not owned or occupied by the permittee will be maintained at all times. A fifty (50)
foot buffer zone will be maintained between the composting area and perennial streams/rivers.
A twenty-five (25) foot minimum buffer will be maintained between compost areas and swales
or berms to allow for adequate access of firefighting equipment.

The composting facility is located in accordance with 15A NCAC 2B .0200, Classification and
Water Quality Standards Applicable to Surface Waters in North Carolina. The site will not cause
a discharge of materials or fill materials into waters of the State that would be in violation of
Section(s) 404, and 402 of the Clean water Act, or in violation of the requirements of the
National Pollutant Discharge Elimination System (NPDES). The site will not cause non-point
source pollution of waters of the state that violates assigned water quality standards.

The site shall not contravene groundwater standards as established under 15A NCAC 2L. The
portion of the site designated for active composting will have a soil texture finer than loamy
sand, and a depth to the seasonal high water table shall be maintained of at least twelve (12)
inches, (Type 1 facility).

-4- GWSA Compost Operations Plan
May 31, 2016

3.0 DESIGN REPORT

3.1 DESIGN CAPACITY

The design capacity of the facility is approximately 20,000 cubic yards per year.

3.2 MATERIAL PROCESSING

This section provides general material processing information. Detailed operations are illustrated
on the flow diagram on Page 13 of this report.

Compost (grass clippings and loose leaves)

Grass clippings will be received at a set tipping fee, unless other agreements are made. All
material shall be transported through the scales for weighing verification. The material will then
be transported to the compost area for unloading. The grass clippings and leaves will be
segregated in compost windrows. Product mixing will include some soil and mulch fines to
enhance nitrification. The compost produced will be available to the local governmental agencies
and residents as applicable.

Land-clearing debris (tree limbs, tree stumps, etc.)

Land-clearing debris will be transported in bulk loads and weighed at the scale house. Land-
clearing debris generated on site will not be weighed. The material will then be transported to
the compost area. Marketable timber may be temporary stockpiled in the mulch storage area or
other material storage areas as depicted in the Facility Operations Plan, Figure 1 of the Landfill
Operations Plan. This debris material will also be stored in windrows or static piles for proper
management. The material will be scheduled for grinding when windrow storage capacity
reaches 6,000 cubic yards. A grinder will be utilized to produce mulch from the material. The
mulch products will then be placed in the windrows for storage. The mulch produced will be
used on-site to supplement erosion control measures. Excess mulch may be stored in the mulch
storage area or other material storage areas as depicted in the Facility Operations Plan, Figure 1
of the Landfill Operations Plan.

-5- GWSA Compost Operations Plan
May 31, 2016

Soil from land-clearing debris

Topsoil from root balls of stumps will be removed prior to grinding and stockpiled separately.
The fines from mulch screening will be mixed with the topsoil removed from the root balls, and
power screened to refine the product type. The material will then be placed in windrows for
storage. This material will be used to improve cover soils for hydro-seeding. The material may
be stored outside of the composting operation in material storage areas as depicted in the facility
Operations Plan, Figure 1 of the Landfill Operations Plan.

3.3 TEMPERATURE MONITORING

The compost is monitored on a monthly basis for temperature. For compost windrows that have
been in storage for thirty (30) days or longer, the temperature is to be monitored on a weekly
basis. The temperature probes will be placed in the compost to document and measure
temperature generations. The recorded temperature will be used to ensure that the minimum
temperature of 131º F for three (3) days is maintained for the compost. Should the recorded
temperature fall below the 131º F temperature specified, pathogen testing will be performed to
ensure pathogen levels are in the required range.

The procedure utilized for temperature recording is random testing of all stored compost in
windrows at the frequencies mentioned above. Each composting windrow will be monitored with
a compost thermometer, which has a 48-inch probe to ensure that all areas inside the windrow
can be measured. Each probe measurement will be obtained at fifty (50) foot intervals utilizing
the full length of the probe. Each probe will be monitored for a period of approximately five
minutes, or until the temperature reading has stabilized. Each monitoring event will be recorded
on a monitoring chart. The probe will be verified twice daily at the same location for temperature
recordation. If necessary, additional windrow turning will be performed for the compost to bring
the temperature up to the required 131º F for three days.

-6- GWSA Compost Operations Plan
May 31, 2016

3.4 TEMPERATURE CONTROL

Windrow turning is performed on the compost once to twice monthly. The compost is turned
using a front-end loader or windrow turner. If temperatures for the compost windrows fall below
the 131º F required for three days, additional windrow turning will be performed.

In addition to windrow turning, adding a mixture of grass clippings with the wood chips and
leaves will increase biodegradation. If additional turning does not bring temperatures to the
desired range, ammonium nitrate may be added to improve biodegradation.

3.5 SERVICE AREA

The Landfill composting site will continue to service Wake County and other counties as
approved by franchise.

3.6 EQUIPMENT REQUIREMENTS

The facility will be operated with equipment used by the facility owner to maintain and operate
the existing municipal landfill.

-7- GWSA Compost Operations Plan
May 31, 2016

4.0 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEM

4.1 GROUNDWATER CONSIDERATIONS

A minimum of twelve (12) inches will be maintained to the seasonal high water table.

4.2 CONTROLLING NUISANCES AND VECTORS

Potential nuisances affecting the area surrounding the landfill’s composting facility include odor,
dust, fires, blowing litter, sedimentation, and vectors. Potential vectors include rodents, birds,
and other scavengers.

A water truck will be used to control dust emissions on borrow areas and haul roads and. This
equipment will be used on an as-needed basis.

Open burning is not permitted at the landfill. In the event of a fire in the debris, the burning
materials will be covered with a soil cover if the fire is deemed manageable. If the fire is
determined to be unmanageable for landfill personnel, the local fire department will be notified.
Fences will be used to control blowing litter. Routine inspection and policing of the facility will
be conducted to ensure that litter will not pose a nuisance or hazard.

Odors and vectors are not expected to be problematic.

-8- GWSA Compost Operations Plan
May 31, 2016

5.0 GENERAL OPERATION AND MAINTENANCE

5.1 PLAN AND PERMIT REQUIREMENTS

All construction documents and plans of the permit shall be followed. A copy of the plans,
permits, and operational reports shall be maintained at the office at all times.

5.2 HOURS OF OPERATION

The Landfill and its composting facility will typically maintain operating hours between 7:00
AM and 5:00 PM Monday through Friday and 7:00 AM until 12:00 PM on Saturdays. The
facility may be closed on the following holidays:

New Year’s Day Labor Day Thanksgiving Day
Independence Day Christmas Day Memorial Day

A sign or signs identifying the owner, operator, telephone number, NCDEQ permit number,
types of waste accepted and the landfill operating hours will be posted at the entrance to the
landfill.

5.3 DROP-OFF AREA

The drop-off area will be located adjacent to the scalehouse at the entrance to the landfill, which
is shown on the Facility Operations Plan, Figure 1 in the Landfill Operations Plan. Waste that
does not meet the criteria for the acceptable materials shall be disposed of in an on-site waste
container for future disposal at the permitted municipal solid waste landfill.

-9- GWSA Compost Operations Plan
May 31, 2016

5.4 WINDROW PROCESSING

The composting process itself takes an extended period. The windrows containing compost are to
be turned once to twice monthly. The composting matter is to remain in the windrows for
approximately three to six months for aging prior to use. Finished compost may be stockpiled in
the mulch storage area or in other material storage areas as depicted in the Facility Operations
Plan, Figure 1 in the Landfill Operations Plan.

5.5 ADVERSE WEATHER CONDITIONS

Processing, loading, and storage of mulch and compost are done regardless of the weather
conditions.

The drop-off area and entrance have all-weather roadways. The roadways shall be kept clear
during periods of snowfall. Tub grinding and screening may be stopped during periods of high
winds, should dust become an issue. Dust shall be controlled on the roadways as described in
Section 4.2.

5.6 FLOW DIAGRAM

Please refer to the attached Flow Diagram on Page 13 of this report.

5.7 CONTINGENCY PLAN

Should an instance of on-site equipment failure or temporary shutdown of the facility occur, all
incoming loads of material shall be stockpiled at the drop-off area.

On-site, no open burning of material is permitted. Should accidental fires occur, equipment and
stockpiled soil shall be provided to control them. Any occurrence of fire at the facility shall be
reported to the NCDEQ Division of Waste Management within 24 hours, and written notification
shall be submitted by the Landfill Manager within 15 days.

-10- GWSA Compost Operations Plan
May 31, 2016

Should a fire occur at the facility, the local fire department (Wake County Fire Department) shall
be notified. Loads that are hot shall be removed immediately and placed away from the facility
and the fire department shall be notified. Said loads shall be sprayed down with water until the
fire and/or combustion is extinguished. The load shall then be reloaded for disposal in the
landfill.

-11- GWSA Compost Operations Plan
May 31, 2016

6.0 FACILITY OPERATION

6.1 TRAINING OF FACILITY PERSONNEL

The proposed management team and site operations staff is properly trained to execute important
tasks such as the following:

1. Monitoring of incoming wastes.
2. Identification of unauthorized wastes.
3. Accurate recording of accepted wastes.
4. Safe equipment operation.

The management team includes Mr. John Brown, the Landfill Manager and Steve Narron, the
Assistant Landfill Manager.

6.2 ENTRANCE

The existing entrance and haul roads for the Landfill will be used to access the Landfill
Composting Facility.

6.3 ACCESS AND SECURITY

The site has controlled access with the use of entrance gates. The entrance gates allow entry to
the currently operating landfill located to the west of the composting facility. The same entrance
will be used for access to the composting facility, and will remain gated. Access to the
composting facility is restricted to the entrance gate only. The currently operating landfill (with
fencing and wooded buffer) prevents un-authorized access to the compost area. Access roads are
all-weather construction and will be maintained in good condition.

A scalehouse is located at the entrance with an attendant present during operational hours. The
attendant is responsible for evaluating loads to assure compliance with operation requirements

-12- GWSA Compost Operations Plan
May 31, 2016

and to direct the loads to the appropriate location on site—landfill or composting facility. In
addition, signs are posted to direct loads to the appropriate area.
Dust is controlled on access roads through the use of a water truck. Signs are posted indicating
that liquid, hazardous, and municipal wastes are prohibited.

6.4 SIGNS

Existing signs are provided at the site entrance and show the contact name, telephone number,
permit number, and the landfill operating hours. Information on disposal procedures and wastes
that cannot be accepted is also provided. Traffic signs will be provided as needed to direct
customers and to promote orderly traffic flow to and from the disposal areas.

6.5 WASTE ACCEPTANCE

The Landfill Compost Facility will accept yard trash as defined in 30A-290(a)(45) (solid waste
consisting solely of vegetative matter resulting from landscaping maintenance). All yard trash
will be composted. The following waste will be accepted:

1. Grass clippings, loose leaves, etc.
2. Tree limbs, stumps, etc.
3. Soil from land clearing debris.

The Landfill Compost Facility cannot accept or process in to compost, the following wastes:

1. Hazardous waste nor asbestos containing waste.
2. Household hazardous waste.
3. Any compost made from solid waste.

The Landfill Manager will notify the NCDEQ Division of Waste Management within twenty-
four (24) hours of an attempt to dispose of any of the forbidden waste products.

-13- GWSA Compost Operations Plan
May 31, 2016

6.6 DUST, LITTER, ODORS, AND VECTORS

Dust, litter, odors, and vectors are discussed in Section 4.2. Dust generated by composting
operation will be controlled or reduced by:

1. Application of water by using a water truck.
2. Regular removal of mud and dirt from the paved roads.
3. Vegetating of final cover and borrow areas as soon as practical.

Blowing litter will be reduced or controlled by:

1. Limiting the size of the active working area.
2. Utilization of litter fences.
3. Policing of the area.

Odors and vectors are not expected to be problematic.

If environmental problems associated with the landfill are detected and confirmed by NCDEQ,
Greenway Waste Solutions of Apex, LLC will submit to NCDEQ for review and approval a
corrective action plan and a schedule of compliance for implementing the plan.

6.7 LANDSCAPING MAINTENANCE

Landscaping maintenance will include the existing entrance. Grass is mowed as needed and any
distressed areas will be fertilized or replanted. Planted shrubbery and trees will be fertilized and
mulched as needed.

-14- GWSA Compost Operations Plan
May 31, 2016

Flow Diagram

Station 1 – Recycling &
Reprocessing Drop-off Area

Station 2 – Materials
Storage

Station 3 – Mobile Units
(Power Screen, Grinder)

Station 5 - Compost Windrows Station 4 – Mulch and Topsoil
Windrows

APPENDIX B
DRAWINGS

APPENDIX C
ENGINEERING CALCULATIONS

CAPACITY ANALYSIS

GREENWAY WASTE SOLUTIONS OF APEX, LLC
C&D Landfill 2016 Capacity Analysis

SUBGRADE PHASES 1-3 vs. FINAL COVER

Surfaces:
1.) Composite Surface of 2008 Survey & 2012 Phase 2 Floor Subgrade with Proposed Phase 3
Subgrade
2.) Phase 1 and 2 Permit Modification with Proposed Phase 3 Final Cover
Reference: P:\2011\111-370\-CADD\003\Dwg\PHASE 3 PERMITTING\DESIGN\ PHASES 1-3 VOLUME
ANALYSIS.dwg
Total Volume:
𝑅𝑘𝑘𝑎𝑘 𝑉𝑎𝑘𝑘𝑎 𝐿�ℎ𝑘�ℎ𝑘 𝐴𝑎𝑘𝑎𝑎𝑎𝑎=42.20 𝐴𝑎𝑘𝑎𝑘

𝑁𝑎𝑘 𝑉𝑘𝑘𝑘𝑘𝑎 𝐹�ℎ𝑘𝑘 𝑎𝑎𝑘𝑘𝑎𝑎𝑘 𝑅𝑘𝑘𝑎𝑎𝑎𝑎𝑘=2,459,994 𝐶𝑘.𝑌𝑎.
+ 673,419 𝐶𝑌 (𝑎𝑘𝑘𝑘 𝐶𝑎𝑘𝑘�ℎ𝑘𝑦 𝐶𝑎𝑘𝑎𝑘𝑘�ℎ𝑘𝑎𝑘�ℎ𝑘𝑘 𝑅𝑘𝑘𝑎𝑦−𝑎�ℎ𝑘𝑘𝑘𝑎𝑎𝑎 �ℎ𝑘 𝑃�𝑎𝑘𝑎 1)
𝑅𝑘𝑘𝑎𝑘 𝐹𝑘𝑘𝑘𝑘 𝐶𝑎𝑘𝑎𝑎�ℎ𝑘𝑦=3,133,413 𝐶𝑌
Soils Needs:
𝐹�ℎ𝑘𝑎𝑘 𝐶𝑘𝑘𝑎𝑘: 3′𝑅𝑘�ℎ𝑘 𝐶𝑘𝑘𝑎𝑘=𝑉𝑎𝑘𝑘𝑎 𝐿�ℎ𝑘�ℎ𝑘∗3′=1,838,000 𝑘𝑘.𝑎𝑘∗3 =5,514,696 𝑎𝑘.𝑎𝑘
5,514,696 𝑎𝑘.𝑎𝑘 /27 =204,248 𝐶𝑌

𝑉𝑎𝑎𝑘𝑘𝑦 𝐶𝑘𝑘𝑎𝑘 𝑅𝑘�ℎ𝑘: 2% 𝑘𝑎 𝑎𝑘𝑘𝑘𝑘 𝑎𝑎𝑘𝑎𝑎�ℎ𝑘𝑦= .02 ∗3,133,413 𝐶𝑌=62,670 𝑎𝑘.𝑎𝑘 /27 =2,320 𝐶𝑌
𝑅𝑘𝑘𝑎𝑘 𝐹𝑘𝑘𝑘𝑘 𝐶𝑎𝑘𝑎𝑎�ℎ𝑘𝑦−3′𝑅𝑘�ℎ𝑘 𝐶𝑘𝑘𝑎𝑘−𝑉𝑎𝑎𝑘𝑘𝑦 𝐶𝑘𝑘𝑎𝑘=2,925,469 𝐶𝑌

𝑅𝑘𝑘𝑎𝑘 𝐶𝑎𝑘𝑎𝑎�ℎ𝑘𝑦 𝑅𝑎𝑘𝑎�ℎ𝑘�ℎ𝑘𝑎 𝑎𝑘𝑘 𝑉𝑎𝑘𝑘𝑎 𝑎𝑘𝑘 𝑃�𝑎𝑘𝑎𝑘 𝐼−𝐼𝐼𝐼=2,925,469 𝐶𝑌
Cut/Fill Report
Generated:2016-05-26 10:36:59
By user:chaggard
Drawing:
P:\2011\111-370\-CADD\003\Dwg\PHASE 3 PERMITTING\DESIGN\P:\2011
\111-370\-CADD\003\Dwg\PHASE 3 PERMITTING\DESIGN\PHASES 1-3
VOLUME ANALYSIS .dwg
Volume Summary
Name Type
Cut
Factor
Fill
Factor
2d Area
(Sq. Ft.)
Cut
(Cu. Yd.)
Fill
(Cu. Yd.)
Net
(Cu. Yd.)
SUBGRADE
VS. FINAL
COVER
full 1.0000 1.0000 1625727.55 1375 2459994 2458618<Fill>
Totals
2d Area
(Sq. Ft.)
Cut
(Cu. Yd.)
Fill
(Cu. Yd.)
Net
(Cu. Yd.)
Total 1625727.55 1375 2459994 2458618<Fill>
* Value adjusted by cut or fill factor other than 1.0
Page 1 of 1
5/26/2016file:///C:/Users/chaggard/AppData/Local/Temp/CutFillReport.xml

SOILS ANALYSIS

GREENWAY WASTE SOLUTIONS OF APEX, LLC
C&D Landfill 2016 Phase 3 Construction Soil Analysis

EXISTING GROUND VS. SUBGRADE PHASE 3

Surfaces:
1.) EXISTING GROUND
2.) PHASE 3 SUBGRADE
Reference: P:\2011\111-370\-CADD\003\Dwg\PHASE 3 PERMITTING\DESIGN\ PHASE 3 VOLUMES.dwg

For the Phase 3 Landfill construction, existing ground conditions will be excavated to match the
Permitted subgrade elevations. Approximately 170,447 CY of soil will be excavated and 85 cy of Fill will
be required in order to meet Phase 3 Permitted subgrade elevations.
Cut/Fill Report
Generated:2016-05-26 12:30:48
By user:chaggard
Drawing:
P:\2011\111-370\-CADD\003\Dwg\PHASE 3 PERMITTING\DESIGN\P:\2011
\111-370\-CADD\003\Dwg\PHASE 3 PERMITTING\DESIGN\PHASE 3
VOLUMES.dwg
Volume Summary
Name Type
Cut
Factor
Fill
Factor
2d Area
(Sq. Ft.)
Cut
(Cu. Yd.)
Fill
(Cu. Yd.)
Net
(Cu. Yd.)
EXISTING
VS
SUBGRADE
full 1.0000 1.0000 368611.48 170447 85 170362<Cut>
Totals
2d Area
(Sq. Ft.)
Cut
(Cu. Yd.)
Fill
(Cu. Yd.)
Net
(Cu. Yd.)
Total 368611.48 170447 85 170362<Cut>
* Value adjusted by cut or fill factor other than 1.0
Page 1 of 1
5/26/2016file:///C:/Users/chaggard/AppData/Local/Temp/CutFillReport.xml

ALTERNATE COVER DESIGN ANALYSIS

STANDARD CLOSURE CAP SYSTEM
HELP MODEL ANALYSIS

OUT.OUT

******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: c:\help\55\DATA4.D4
TEMPERATURE DATA FILE: c:\help\55\DATA7.D7
SOLAR RADIATION DATA FILE: c:\help\55\DATA13.D13
EVAPOTRANSPIRATION DATA: c:\help\55\DATA11.D11
SOIL AND DESIGN DATA FILE: c:\help\55\DATA10.D10
OUTPUT DATA FILE: c:\help\55\OUT.OUT
TIME: 14:13 DATE: 5/18/2016

******************************************************************************
TITLE: Highway 55 Phase III
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.

LAYER 1
--------
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 7
THICKNESS = 18.00 INCHES
POROSITY = 0.4730 VOL/VOL
FIELD CAPACITY = 0.2220 VOL/VOL
WILTING POINT = 0.1040 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2238 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.520000001000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2
--------
Page 1
OUT.OUT
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 18.00 INCHES
POROSITY = 0.4750 VOL/VOL
FIELD CAPACITY = 0.3780 VOL/VOL
WILTING POINT = 0.2650 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4750 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.999999975000E-05 CM/SEC

GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE # 7 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 2.% AND
A SLOPE LENGTH OF 100. FEET.
SCS RUNOFF CURVE NUMBER = 88.90
FRACTION OF AREA ALLOWING RUNOFF = 0.0 PERCENT
AREA PROJECTED ON HORIZONTAL PLANE = 9.600 ACRES
EVAPORATIVE ZONE DEPTH = 10.0 INCHES
INITIAL WATER IN EVAPORATIVE ZONE = 2.253 INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE = 4.730 INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE = 1.040 INCHES
INITIAL SNOW WATER = 0.000 INCHES
INITIAL WATER IN LAYER MATERIALS = 12.579 INCHES
TOTAL INITIAL WATER = 12.579 INCHES
TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
RALEIGH NORTH CAROLINA
STATION LATITUDE = 35.87 DEGREES
MAXIMUM LEAF AREA INDEX = 2.00
START OF GROWING SEASON (JULIAN DATE) = 86
END OF GROWING SEASON (JULIAN DATE) = 310
EVAPORATIVE ZONE DEPTH = 10.0 INCHES
AVERAGE ANNUAL WIND SPEED = 7.70 MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 66.00 %
AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 70.00 %
AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 78.00 %
AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 72.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR RALEIGH NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
Page 2
OUT.OUT
3.55 3.43 3.69 2.91 3.67 3.66
4.38 4.44 3.29 2.73 2.87 3.14
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR RALEIGH NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
39.60 41.60 49.30 59.50 67.20 73.90
77.70 77.00 71.00 59.70 50.00 42.00
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR RALEIGH NORTH CAROLINA
AND STATION LATITUDE = 35.87 DEGREES

*******************************************************************************

AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------

JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
PRECIPITATION
-------------
TOTALS 3.47 3.08 4.00 2.56 4.09 3.80
4.25 5.28 2.64 2.79 2.67 2.96

STD. DEVIATIONS 1.87 1.31 1.47 1.40 1.99 1.91
1.99 3.40 1.69 2.01 1.62 1.49

RUNOFF
------
TOTALS 0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000

STD. DEVIATIONS 0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000

EVAPOTRANSPIRATION
------------------
TOTALS 1.488 1.787 2.894 2.516 3.188 3.328
3.588 3.581 2.148 1.482 1.305 1.143

STD. DEVIATIONS 0.200 0.243 0.433 1.072 1.124 1.392
1.277 1.197 1.055 0.484 0.300 0.168

PERCOLATION/LEAKAGE THROUGH LAYER 2
------------------------------------
TOTALS 2.0886 1.4671 1.2511 0.4427 0.8130 0.5517
0.7500 1.4882 0.5205 0.9143 1.2606 1.6021

STD. DEVIATIONS 1.6215 1.2880 1.0682 0.6789 1.3092 0.7520
Page 3
OUT.OUT
1.1562 2.1671 0.7547 1.3586 1.3965 1.3823

-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------

DAILY AVERAGE HEAD ON TOP OF LAYER 2
-------------------------------------
AVERAGES 0.2888 0.1228 0.1206 0.0352 0.1513 0.0476
0.1059 0.4047 0.0824 0.1229 0.1742 0.1670

STD. DEVIATIONS 0.3640 0.1610 0.1914 0.1048 0.3781 0.0710
0.2423 1.0758 0.2539 0.2607 0.2950 0.3165

*******************************************************************************
*******************************************************************************

AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
------------------- ------------- ---------
PRECIPITATION 41.59 ( 7.355) 1449409.7 100.00

RUNOFF 0.000 ( 0.0000) 0.00 0.000

EVAPOTRANSPIRATION 28.449 ( 3.1217) 991379.31 68.399

PERCOLATION/LEAKAGE THROUGH 13.14991 ( 5.74930) 458248.250 31.61620
LAYER 2

AVERAGE HEAD ON TOP 0.152 ( 0.148)
OF LAYER 2

CHANGE IN WATER STORAGE -0.006 ( 0.7234) -217.93 -0.015

*******************************************************************************

******************************************************************************

PEAK DAILY VALUES FOR YEARS 1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
---------- -------------
PRECIPITATION 5.22 181906.562

RUNOFF 0.000 0.0000

PERCOLATION/LEAKAGE THROUGH LAYER 2 0.663253 23113.04690

AVERAGE HEAD ON TOP OF LAYER 2 17.098

SNOW WATER 1.99 69327.3125

MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4730
Page 4
OUT.OUT

MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1040

******************************************************************************

******************************************************************************

FINAL WATER STORAGE AT END OF YEAR 30
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
1 3.8413 0.2134
2 8.5500 0.4750
SNOW WATER 0.000

******************************************************************************
******************************************************************************
Page 5

ALTERNATE CLOSURE CAP SYSTEM
HELP MODEL ANALYSIS

A-OUT.OUT

******************************************************************************
******************************************************************************
** **
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: c:\help\55\DATA4.D4
TEMPERATURE DATA FILE: c:\help\55\DATA7.D7
SOLAR RADIATION DATA FILE: c:\help\55\DATA13.D13
EVAPOTRANSPIRATION DATA: c:\help\55\DATA11.D11
SOIL AND DESIGN DATA FILE: c:\help\55\DATA10.D10
OUTPUT DATA FILE: c:\help\55\A-OUT.OUT
TIME: 14:29 DATE: 5/18/2016

******************************************************************************
TITLE: Highway 55 Phase 3 - Alt Final Cover
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.

LAYER 1
--------
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 7
THICKNESS = 18.00 INCHES
POROSITY = 0.4730 VOL/VOL
FIELD CAPACITY = 0.2220 VOL/VOL
WILTING POINT = 0.1040 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2508 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.520000001000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2
--------
Page 1
A-OUT.OUT
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 34
THICKNESS = 0.25 INCHES
POROSITY = 0.8500 VOL/VOL
FIELD CAPACITY = 0.0100 VOL/VOL
WILTING POINT = 0.0050 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0141 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 33.0000000000 CM/SEC
SLOPE = 2.00 PERCENT
DRAINAGE LENGTH = 100.0 FEET

LAYER 3
--------
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 36
THICKNESS = 0.04 INCHES
POROSITY = 0.0000 VOL/VOL
FIELD CAPACITY = 0.0000 VOL/VOL
WILTING POINT = 0.0000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.399999993000E-12 CM/SEC
FML PINHOLE DENSITY = 1.00 HOLES/ACRE
FML INSTALLATION DEFECTS = 8.00 HOLES/ACRE
FML PLACEMENT QUALITY = 3 - GOOD

GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE # 7 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 2.% AND
A SLOPE LENGTH OF 100. FEET.
SCS RUNOFF CURVE NUMBER = 88.90
FRACTION OF AREA ALLOWING RUNOFF = 0.0 PERCENT
AREA PROJECTED ON HORIZONTAL PLANE = 9.600 ACRES
EVAPORATIVE ZONE DEPTH = 10.0 INCHES
INITIAL WATER IN EVAPORATIVE ZONE = 2.280 INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE = 4.730 INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE = 1.040 INCHES
INITIAL SNOW WATER = 0.000 INCHES
INITIAL WATER IN LAYER MATERIALS = 4.518 INCHES
TOTAL INITIAL WATER = 4.518 INCHES
TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
RALEIGH NORTH CAROLINA
Page 2
A-OUT.OUT
STATION LATITUDE = 35.87 DEGREES
MAXIMUM LEAF AREA INDEX = 2.00
START OF GROWING SEASON (JULIAN DATE) = 86
END OF GROWING SEASON (JULIAN DATE) = 310
EVAPORATIVE ZONE DEPTH = 10.0 INCHES
AVERAGE ANNUAL WIND SPEED = 7.70 MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 66.00 %
AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 70.00 %
AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 78.00 %
AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 72.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR RALEIGH NORTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
3.55 3.43 3.69 2.91 3.67 3.66
4.38 4.44 3.29 2.73 2.87 3.14
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR RALEIGH NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
39.60 41.60 49.30 59.50 67.20 73.90
77.70 77.00 71.00 59.70 50.00 42.00
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR RALEIGH NORTH CAROLINA
AND STATION LATITUDE = 35.87 DEGREES

*******************************************************************************

AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------

JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------- ------- ------- ------- ------- -------
PRECIPITATION
-------------
TOTALS 3.47 3.08 4.00 2.56 4.09 3.80
4.25 5.28 2.64 2.79 2.67 2.96

STD. DEVIATIONS 1.87 1.31 1.47 1.40 1.99 1.91
1.99 3.40 1.69 2.01 1.62 1.49

RUNOFF
------
Page 3
A-OUT.OUT
TOTALS 0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000

STD. DEVIATIONS 0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000

EVAPOTRANSPIRATION
------------------
TOTALS 1.486 1.785 2.910 2.543 3.232 3.352
3.631 3.629 2.175 1.480 1.301 1.143

STD. DEVIATIONS 0.196 0.243 0.426 1.069 1.143 1.412
1.301 1.222 1.063 0.473 0.286 0.168

LATERAL DRAINAGE COLLECTED FROM LAYER 2
----------------------------------------
TOTALS 1.8826 1.1799 1.1363 0.5000 0.6548 0.3952
0.5768 1.2871 0.4578 0.7201 1.0403 1.2776

STD. DEVIATIONS 1.4172 1.0766 1.0056 0.6456 1.1016 0.5319
0.9892 2.0103 0.6875 1.0702 1.1280 1.1618

PERCOLATION/LEAKAGE THROUGH LAYER 3
------------------------------------
TOTALS 0.2636 0.1937 0.2057 0.1254 0.1048 0.0920
0.1002 0.1631 0.1086 0.1129 0.1587 0.2106

STD. DEVIATIONS 0.1119 0.1077 0.0985 0.0910 0.1045 0.0868
0.1082 0.1306 0.0780 0.1056 0.1268 0.1033

-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------

DAILY AVERAGE HEAD ON TOP OF LAYER 3
-------------------------------------
AVERAGES 0.0016 0.0011 0.0010 0.0004 0.0006 0.0004
0.0005 0.0011 0.0004 0.0006 0.0009 0.0011

STD. DEVIATIONS 0.0012 0.0010 0.0009 0.0006 0.0010 0.0005
0.0009 0.0017 0.0006 0.0009 0.0010 0.0010

*******************************************************************************
*******************************************************************************

AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
------------------- ------------- ---------
PRECIPITATION 41.59 ( 7.355) 1449409.7 100.00

RUNOFF 0.000 ( 0.0000) 0.00 0.000

EVAPOTRANSPIRATION 28.667 ( 3.1500) 998990.50 68.924

LATERAL DRAINAGE COLLECTED 11.10836 ( 5.35341) 387104.094 26.70771
FROM LAYER 2

Page 4
A-OUT.OUT
PERCOLATION/LEAKAGE THROUGH 1.83928 ( 0.48008) 64095.121 4.42215
LAYER 3

AVERAGE HEAD ON TOP 0.001 ( 0.000)
OF LAYER 3

CHANGE IN WATER STORAGE -0.022 ( 0.9172) -779.92 -0.054

*******************************************************************************

******************************************************************************

PEAK DAILY VALUES FOR YEARS 1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
---------- -------------
PRECIPITATION 5.22 181906.562

RUNOFF 0.000 0.0000

DRAINAGE COLLECTED FROM LAYER 2 2.48882 86730.46870

PERCOLATION/LEAKAGE THROUGH LAYER 3 0.053249 1855.60657

AVERAGE HEAD ON TOP OF LAYER 3 0.067

MAXIMUM HEAD ON TOP OF LAYER 3 0.130
LOCATION OF MAXIMUM HEAD IN LAYER 2
(DISTANCE FROM DRAIN) 2.3 FEET

SNOW WATER 1.99 69327.3125

MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.3674

MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1040

*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Liner
by Bruce M. McEnroe, University of Kansas
ASCE Journal of Environmental Engineering
Vol. 119, No. 2, March 1993, pp. 262-270.

******************************************************************************

******************************************************************************

FINAL WATER STORAGE AT END OF YEAR 30
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
1 3.8444 0.2136
Page 5
A-OUT.OUT
2 0.0025 0.0100
3 0.0000 0.0000
SNOW WATER 0.000

******************************************************************************
******************************************************************************
Page 6

SLOPE STABILITY AND SUBGRADE SETTLEMENT EVALUATION

GREENWAY WASTE SOLUTIONS OF APEX, LLC
HIGHWAY 55 C&D LANDFILL
PROPOSED PHASE III EXPANSION

SLOPE STABILITY AND SUBGRADE SETTLEMENT EVALUATION NARRATIVE

111-370 -1- June 2016

SLOPE STABILITY ANALYSIS

The attached calculations include the slope stability analyses that address the global and final
cover stability of the Phase III disposal area. The analysis assumes the subgrade will generally
be constructed in excavation, and the waste will consist of Construction and Demolition (C&D)
waste, with shear strength properties similar to those of the materials currently disposed at the
facility. It is also assumed that the final cover material will consist of either 1) low permeability
soils; or 2) low permeability soils in combination with a geosynthetic liner system.

Based on boring logs from a geotechnical investigation, it is assumed the Phase III Expansion
area subgrade will consist of partially weathered rock (PWR) and bedrock. Material properties
were determined for the PWR and bedrock layers based on a combination of laboratory data,
documented boring logs, and published reference documents. Refer to the attached Global Slope
Stability and Final Cover Slope Stability calculation briefs for the results of the analyses. Based
on the attached analyses, the Proposed Phase III Expansion area subgrade, waste mass, and final
cover as designed will be stable under static conditions.

SETTLEMENT ANALYSIS

The proposed Phase III subgrade will be constructed in excavation. Therefore, the subgrade will
consist of PWR and bedrock. These layers were evaluated using elastic settlement methodology
to determine the anticipated subgrade settlement beneath the maximum waste thickness. Based
on the attached Settlement Analysis, the total maximum anticipated settlement of the subgrade
layers is approximately 7.0 inches.

SLOPE STABILITY ANALYSIS
 GLOBAL SLOPE STABILITY
 FINAL COVER SLOPE STABILITY

GLOBAL SLOPE STABILITY

Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Proposed Phase III Expansion
PAGE 1 OF 3
Global Slope Stability Analysis
MADE BY JRH DATE 5/13/16 CHECKED BY TDM DATE 5/26/2016

OBJECTIVE

The objective of this analysis was to evaluate the stability of the final waste grades proposed for the Phase III
Expansion at the Highway 55 Landfill.

REFERENCES

1. Peck, Hanson, and Thornburn, Foundation Engineering, Second Edition, 1974.
2. Bowles, J.E., Foundation Analysis and Design, Fourth Edition, 1988.
3. “Slide Version 7.0,” Rocscience, Inc., 2015.
4. “Static Slope Stability & Foundation Settlement Analyses, NC Hwy 55 C&DLF – Phase 2” Prepared
by Garrett & Moore, Inc., July 30, 2007.

SUBSURFACE INVESTIGATION

A subsurface investigation was previously performed at the site to obtain data for analysis of the existing
onsite soils. The proposed Phase III Expansion area subgrade will generally be constructed in excavation.
Based on the proposed base and final grades, three cross sections (Cross Sections A, B, and C) were selected
for evaluation of the final grading configuration. The locations of these cross sections are shown on the
attached figure.

METHODOLOGY

The stability of the proposed slopes was analyzed using Reference No. 3, and the minimum factor of safety
(FS) was calculated using Spencer’s method considering circular failures. Cross Sections A through C were
analyzed primarily to evaluate the critical embankment sections (i.e. longest and steepest slopes). The target
minimum factor of safety (FS) used in this analysis for static stability was 1.5.

SITE CONDITIONS

Based on the previous subsurface investigation, the site consists of the following materials:

1) Yellow-brown to red-brown clayey silt, approximately 4 to 7 feet thick, hard, N-value typically > 50
bpf (blows per foot), underlain by:

2) Tan-brown to red-brown clayey sandy silt with rock fragments [partially weathered rock (PWR)],
approximately 10 to 18 feet thick to auger refusal, minimum N-value > 50 bpf, underlain by:

3) Rock, as defined by auger refusal.

Additionally, subgrade samples SS-1 through SS-5 were obtained and tested to determine compaction,
particle size, and permeability characteristics. This slope stability analysis assumes that the subgrade will be
compacted to a minimum of 95% of the maximum dry density determined by laboratory testing. Refer to the
attached laboratory data for compaction testing results.
Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Proposed Phase III Expansion
PAGE 2 OF 3
Global Slope Stability Analysis
MADE BY JRH DATE 5/13/16 CHECKED BY TDM DATE 5/26/2016

MATERIAL PARAMETERS

Soils and Bedrock

Conservative material parameters were used in this analysis, which were based on published data, our
experience with similar materials, and site specific information. From Reference Number (Ref. No.) 1, the
following correlation can be made between standard penetration test (SPT) blow counts and friction angles for
the onsite subgrade soils.

SPT N-Value
(blows/ foot)
Density of
Sand  (degrees)
<4 Very loose <29
4 - 10 Loose 29 - 30
10 - 30 Medium 30 - 36
30 - 50 Dense 36 - 41
>50 Very dense >41

Likewise, from Ref. No. 2, the following correlation can be made between SPT blow counts and the onsite
subgrade soil/rock unit weights.

SPT N-Value
(blows/ foot)  (lb/ft3)
0 - 4 70 - 100
4 - 10 90 - 115
10 - 30 110 - 130
30 - 50 110 - 140
>50 130 - 150

The unit weight of the subgrade material was determined using the attached laboratory data. C&D waste
materials properties we determined based on the results of previous cone penetrometer testing as described in
Ref. No. 4. The following table summarizes the waste, soil subgrade, and bedrock parameters used in the
stability analysis. Refer to the attached boring logs and laboratory data for more information.

Material Dry  (psf)

(deg)
c
(psf)
C&D Waste 60 30 0
Subgrade (PWR) 130 41 0
Bedrock 140 41 0

Subgrade/Bedrock
Bedrock
Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Proposed Phase III Expansion
PAGE 3 OF 3
Global Slope Stability Analysis
MADE BY JRH DATE 5/13/16 CHECKED BY TDM DATE 5/26/2016

GROUNDWATER

Site-specific groundwater data was used to determine the approximate elevations of the groundwater table
beneath the proposed Phase III area. The elevations are based on seasonal high groundwater levels measured
at various monitoring well locations.

RESULTS

As described above, three cross-sections were evaluated based on the final and base grading configuration of
the proposed Phase III Expansion area. The following minimum FS values were obtained for each of the
cross sections analyzed. The Slide output for each section is attached. The cross section locations, top of
subgrade, and final cover grades are shown on the attached figure.

Cross Section Failure
Type FS
A Circular 2.12
B Circular 1.95
C Circular 1.80

CONCLUSIONS AND RECOMMENDATIONS

If placement of fill is necessary to reach design grades, CEC recommends that the subgrade materials
placed as fill be compacted to a minimum of 95% of the maximum dry density determined by
laboratory compaction testing. Based on the results of this slope stability analysis, the proposed Phase
III Expansion base and final grades will have a FS greater than 1.50 for static conditions.

FIGURES

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LABORATORY DATA

BORING LOGS

SLIDE OUTPUT

CROSS SECTION A

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Slide Analysis Information
Highway 55 Landfill - Phase III

Project Summary
111-370 Section A (Circular-Static).slimFile Name:
7.009Slide Modeler Version:
Highway 55 Landfill - Phase IIIProject Title:
Section A - Global - Circular - StaticAnalysis:
JRHAuthor:
Civil & Environmental Consultants, Inc.Company:
5/12/2016, 11:14:40 AMDate Created:

General Settings
Imperial UnitsUnits of Measurement:
daysTime Units:
feet/secondPermeability Units:
Right to LeftFailure Direction:
StandardData Output:
20Maximum Material Properties:
20Maximum Support Properties:

Analysis Options
VerticalSlices Type:

Analysis Methods Used
Spencer

50Number of slices:
0.005Tolerance:
75Maximum number of iterations:
YesCheck malpha < 0.2:
YesCreate Interslice boundaries at intersections
with water tables and piezos:
1Initial trial value of FS:
YesSteffensen Iteration:

Groundwater Analysis
Water SurfacesGroundwater Method:
62.4Pore Fluid Unit Weight [lbs/ft3]:
NoneAdvanced Groundwater Method:

Highway 55 Landfill - Phase III: Page 1 of 8
SLIDEINTERPRET 7.009
111-370 Section A (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
Random Numbers
10116Pseudo-random Seed:
Park and Miller v.3Random Number Generation Method:

Surface Options
CircularSurface Type:
Slope SearchSearch Method:
5000Number of Surfaces:
Not DefinedUpper Angle:
Not DefinedLower Angle:
DisabledComposite Surfaces:
Invalid SurfacesReverse Curvature:
Not DefinedMinimum Elevation:
8Minimum Depth [ft]:
Not DefinedMinimum Area:
Not DefinedMinimum Weight:

Seismic
NoAdvanced Seismic Analysis:
NoStaged pseudostatic analysis:

Material Properties
C&D WasteSubgradeBedrockProperty
Color
Mohr-CoulombMohr-CoulombMohr-CoulombStrength Type
60130140Unit Weight [lbs/ft3]
000Cohesion [psf]
304141Friction Angle [deg]
NoneWater TableWater TableWater Surface
11Hu Value
0Ru Value

Global Minimums
Method: spencer
Highway 55 Landfill - Phase III: Page 2 of 8
SLIDEINTERPRET 7.009
111-370 Section A (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
2.117530FS
249.984, 546.846Center:
196.024Radius:
241.317, 351.013Left Slip Surface Endpoint:
359.725, 384.420Right Slip Surface Endpoint:
.03751e+006 lb-ftResisting Moment:
.37895e+006 lb-ftDriving Moment:
4538.4 lbResisting Horizontal Force:
1588.2 lbDriving Horizontal Force:
61.018 ft2Total Slice Area:

Valid / Invalid Surfaces
Method: spencer
4993Number of Valid Surfaces:
7Number of Invalid Surfaces:

Error Codes:
Error Code -108 reported for 7 surfaces

Error Codes
The following errors were encountered during the computation:
-108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the
driving force is very small (0.1 is an arbitrary number).

Slice Data
Global Minimum Query (spencer) - Safety Factor: 2.11753
Effective
Normal
Stress
[psf]
Pore
Pressure
[psf]
Base
Normal
Stress
[psf]
Shear
Strength
[psf]
Shear
Stress
[psf]
Base
Friction
Angle
[degrees]
Base
Cohesion
[psf]
Base
Material
Angle
of Slice
Base
[degrees]
Weight
[lbs]
Width
[ft]
Slice
Number
23.4591023.459113.54416.39618300C&D
Waste-2.1875850.19152.368161
68.9218068.921839.79218.7917300C&D
Waste-1.49502148.5392.368162
111.8550111.85564.579330.4975300C&D
Waste-0.802675242.8172.368163
152.3130152.31387.937841.5285300C&D
Waste-0.110449333.0282.368164
190.3480190.348109.89851.8991300C&D
Waste0.581761419.1732.368165
226.0120226.012130.48861.6227300C&D
Waste1.27406501.2522.368166
259.3510259.351149.73670.7126300C&D
Waste1.96654579.2632.368167
290.4090290.409167.66879.1809300C&D
Waste2.65931653.2012.368168
319.2310319.231184.30887.0391300C&D 3.35246723.0612.368169
Highway 55 Landfill - Phase III: Page 3 of 8
SLIDEINTERPRET 7.009
111-370 Section A (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
Waste
345.8550345.855199.6894.2985300C&D
Waste4.04611788.8342.3681610
370.3220370.322213.805100.969300C&D
Waste4.74036850.5112.3681611
392.6670392.667226.706107.062300C&D
Waste5.4353908.0812.3681612
412.9250412.925238.403112.585300C&D
Waste6.13105961.532.3681613
431.1320431.132248.914117.549300C&D
Waste6.82771010.842.3681614
447.3170447.317258.258121.962300C&D
Waste7.5253710562.3681615
461.5080461.508266.452125.832300C&D
Waste8.224161096.992.3681616
473.7370473.737273.513129.166300C&D
Waste8.924191133.782.3681617
484.0980484.098279.494131.991300C&D
Waste9.625571166.522.3681618
495.5720495.572286.119135.119300C&D
Waste10.32841202.352.3681619
506.7620506.762292.58138.17300C&D
Waste11.03281237.922.3681620
516.0280516.028297.929140.696300C&D
Waste11.73891269.22.3681621
523.3890523.389302.179142.704300C&D
Waste12.44681296.142.3681622
528.8710528.871305.343144.198300C&D
Waste13.15671318.712.3681623
532.4920532.492307.434145.185300C&D
Waste13.86861336.892.3681624
534.270534.27308.462145.671300C&D
Waste14.58271350.622.3681625
534.2290534.229308.437145.659300C&D
Waste15.29911359.862.3681626
532.3820532.382307.371145.155300C&D
Waste16.0181364.572.3681627
528.7450528.745305.272144.164300C&D
Waste16.73951364.712.3681628
523.3420523.342302.15142.69300C&D
Waste17.46371360.222.3681629
516.1760516.176298.014140.737300C&D
Waste18.19091351.042.3681630
507.2650507.265292.871138.308300C&D
Waste18.9211337.122.3681631
496.6270496.627286.728135.407300C&D
Waste19.65441318.42.3681632
484.2720484.272279.594132.038300C&D
Waste20.39111294.812.3681633
470.2110470.211271.476128.204300C&D
Waste21.13141266.282.3681634
454.4530454.453262.378123.908300C&D
Waste21.87541232.742.3681635
437.0110437.011252.308119.152300C&D
Waste22.62331194.112.3681636
417.8920417.892241.27113.939300C&D
Waste23.37531150.322.3681637
Highway 55 Landfill - Phase III: Page 4 of 8
SLIDEINTERPRET 7.009
111-370 Section A (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
397.1090397.109229.271108.273300C&D
Waste24.13161101.272.3681638
374.670374.67216.316102.155300C&D
Waste24.89241046.872.3681639
350.580350.58202.40895.5868300C&D
Waste25.6579987.0162.3681640
324.8490324.849187.55288.5711300C&D
Waste26.4283921.6162.3681641
297.4830297.483171.75281.1096300C&D
Waste27.2039850.5532.3681642
268.4890268.489155.01273.2042300C&D
Waste27.985773.712.3681643
237.8720237.872137.33664.8567300C&D
Waste28.7718690.9622.3681644
205.640205.64118.72656.0682300C&D
Waste29.5645602.1772.3681645
171.7970171.79799.187146.8409300C&D
Waste30.3635507.2122.3681646
136.3490136.34978.72137.1759300C&D
Waste31.1691405.9172.3681647
99.2998099.299857.330927.0744300C&D
Waste31.9816298.1312.3681648
60.6557060.655735.019616.5379300C&D
Waste32.8014183.6822.3681649
20.9241020.924112.08055.705300C&D
Waste33.628862.38432.3681650

Interslice Data
Global Minimum Query (spencer) - Safety Factor: 2.11753
Highway 55 Landfill - Phase III: Page 5 of 8
SLIDEINTERPRET 7.009
111-370 Section A (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
Interslice
Force Angle
[degrees]
Interslice
Shear Force
[lbs]
Interslice
Normal Force
[lbs]
Y
coordinate - Bottom
[ft]
X
coordinate
[ft]
Slice
Number
000351.013241.3171
15.5754.8133817.2687350.923243.6852
15.57518.404466.0283350.861246.0543
15.57539.5689141.959350.828248.4224
15.57567.174240.996350.823250.795
15.575100.155359.319350.847253.1586
15.575137.511493.341350.9255.5267
15.575178.308639.704350.981257.8948
15.575221.668795.266351.091260.2639
15.575266.776957.095351.23262.63110
15.575312.8691122.46351.398264.99911
15.575359.2451288.84351.594267.36712
15.575405.251453.89351.819269.73513
15.575450.2841615.46352.074272.10314
15.5749493.7991771.58352.357274.47215
15.575535.2961920.45352.67276.8416
15.575574.3222060.46353.012279.20817
15.575610.4752190.17353.384281.57618
15.575643.4032308.3353.786283.94419
15.575672.9742414.39354.217286.31220
15.575698.9542507.6354.679288.6821
15.575721.0412586.84355.171291.04922
15.575738.9782651.19355.694293.41723
15.575752.5552699.9356.248295.78524
15.575761.6052732.37356.832298.15325
15.575766.0082748.16357.448300.52126
15.575765.6862747.01358.096302.88927
15.575760.612728.8358.776305.25828
15.575750.7942693.58359.488307.62629
15.575736.2982641.57360.233309.99430
15.575717.232573.16361.011312.36231
15.575693.7432488.9361.823314.7332
15.575666.0382389.5362.669317.09833
15.575634.3662275.88363.549319.46634
15.575599.0272149.09364.465321.83535
15.575560.3732010.42365.415324.20336
15.575518.8061861.29366.402326.57137
15.575474.7851703.36367.426328.93938
15.575428.8231538.46368.487331.30739
15.575381.4921368.66369.586333.67540
15.575333.4231196.2370.723336.04441
15.5749285.3091023.59371.9338.41242
15.575237.912853.542373.118340.7843
15.575192.058689.034374.376343.14844
15.575148.647533.292375.676345.51645
15.575108.655389.816377.02347.88446
15.57573.1381262.393378.407350.25247
15.57543.2355155.113379.839352.62148
15.57520.177372.3891381.318354.98949
15.5755.2891818.9757382.844357.35750
000384.42359.72551
Highway 55 Landfill - Phase III: Page 6 of 8
SLIDEINTERPRET 7.009
111-370 Section A (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM

List Of Coordinates
Water Table
YX
309.4380
315174.12
320293.167
321.822400.137
323.608509.907
325603.272
329.129771.645
330.006820.563

External Boundary
YX
2000
200820.563
327.229820.563
330.006820.563
334.9820.563
356819.632
388.712819.429
390784.878
390.035763.771
388371.89
362283.553
349.024233.669
336.442176.606
320.09116.213
316.91104.354
316.28296.7426
315.69477.6388
315.08253.6125
31615.65
3103.43493
311.1780
309.4380
3070

Material Boundary
Highway 55 Landfill - Phase III: Page 7 of 8
SLIDEINTERPRET 7.009
111-370 Section A (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
YX
316.91104.354
317.233108.268
319.292175.449
323.644276.934
324.83335.036
327.202480.555
329.325600.821
332.817749.622
334791.237
334.386803.311
334.9820.563

Material Boundary
YX
3070
307100
314300
315450
316.306478.682
317.352501.626
325623.365
324.11650
325.074702.741
327.229820.563

Highway 55 Landfill - Phase III: Page 8 of 8
SLIDEINTERPRET 7.009
111-370 Section A (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM

CROSS SECTION B

W
Me
t
h
o
d
:

s
p
e
n
c
e
r
Fa
c
t
o
r

o
f

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a
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:

1
.
9
5
0
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:

4
1
.
8
1
0
,

9
0
3
.
5
6
4
Ra
d
i
u
s
:

5
8
2
.
6
6
2
Le
f
t

S
l
i
p

S
u
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f
a
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E
n
d
p
o
i
n
t
:

1
0
0
.
8
7
2
,

3
2
3
.
9
0
3
Ri
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h
t

S
l
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p

S
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f
a
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E
n
d
p
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:

3
1
1
.
3
8
3
,

3
8
7
.
0
1
2
Ma
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r
i
a
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N
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Co
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Un
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W
e
i
g
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(l
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/

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St
r
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n
g
t
h

T
y
p
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Co
h
e
s
i
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n
(p
s
f
)
Ph
i
(d
e
g
)
Wa
t
e
r

S
u
r
f
a
c
e
Be
d
r
o
c
k
14
0
Mo
h
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-
C
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l
o
m
b
0
41
Wa
t
e
r

S
u
r
f
a
c
e
Su
b
g
r
a
d
e
13
0
Mo
h
r
-
C
o
u
l
o
m
b
0
41
Wa
t
e
r

S
u
r
f
a
c
e
C&
D

W
a
s
t
e
60
Mo
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Slide Analysis Information
Highway 55 Landfill - Phase III

Project Summary
111-370 Section B (Circular-Static).slimFile Name:
7.009Slide Modeler Version:
Highway 55 Landfill - Phase IIIProject Title:
Section B - Global - Circular - StaticAnalysis:
JRHAuthor:
Civil & Environmental Consultants, Inc.Company:
5/12/2016, 11:14:40 AMDate Created:

General Settings
Imperial UnitsUnits of Measurement:
daysTime Units:
feet/secondPermeability Units:
Right to LeftFailure Direction:
StandardData Output:
20Maximum Material Properties:
20Maximum Support Properties:

Analysis Options
VerticalSlices Type:

Analysis Methods Used
Spencer

50Number of slices:
0.005Tolerance:
75Maximum number of iterations:
YesCheck malpha < 0.2:
YesCreate Interslice boundaries at intersections
with water tables and piezos:
1Initial trial value of FS:
YesSteffensen Iteration:

Groundwater Analysis
Water SurfacesGroundwater Method:
62.4Pore Fluid Unit Weight [lbs/ft3]:
NoneAdvanced Groundwater Method:

Highway 55 Landfill - Phase III: Page 1 of 8
SLIDEINTERPRET 7.009
111-370 Section B (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
Random Numbers
10116Pseudo-random Seed:
Park and Miller v.3Random Number Generation Method:

Surface Options
CircularSurface Type:
Slope SearchSearch Method:
5000Number of Surfaces:
Not DefinedUpper Angle:
Not DefinedLower Angle:
DisabledComposite Surfaces:
Invalid SurfacesReverse Curvature:
Not DefinedMinimum Elevation:
8Minimum Depth [ft]:
Not DefinedMinimum Area:
Not DefinedMinimum Weight:

Seismic
NoAdvanced Seismic Analysis:
NoStaged pseudostatic analysis:

Material Properties
C&D WasteSubgradeBedrockProperty
Color
Mohr-CoulombMohr-CoulombMohr-CoulombStrength Type
60130140Unit Weight [lbs/ft3]
000Cohesion [psf]
304141Friction Angle [deg]
NoneWater TableWater TableWater Surface
11Hu Value
0Ru Value

Global Minimums
Method: spencer
Highway 55 Landfill - Phase III: Page 2 of 8
SLIDEINTERPRET 7.009
111-370 Section B (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
1.950120FS
41.810, 903.564Center:
582.662Radius:
100.872, 323.903Left Slip Surface Endpoint:
311.383, 387.012Right Slip Surface Endpoint:
.91354e+007 lb-ftResisting Moment:
.49403e+007 lb-ftDriving Moment:
7857.1 lbResisting Horizontal Force:
4540.6 lbDriving Horizontal Force:
502.61 ft2Total Slice Area:

Valid / Invalid Surfaces
Method: spencer
4997Number of Valid Surfaces:
3Number of Invalid Surfaces:

Error Codes:
Error Code -101 reported for 1 surface
Error Code -108 reported for 2 surfaces

Error Codes
The following errors were encountered during the computation:
-101 = Only one (or zero) surface / slope intersections.
-108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the
driving force is very small (0.1 is an arbitrary number).

Slice Data
Global Minimum Query (spencer) - Safety Factor: 1.95012
Effective
Normal
Stress
[psf]
Pore
Pressure
[psf]
Base
Normal
Stress
[psf]
Shear
Strength
[psf]
Shear
Stress
[psf]
Base
Friction
Angle
[degrees]
Base
Cohesion
[psf]
Base
Material
Angle
of Slice
Base
[degrees]
Weight
[lbs]
Width
[ft]
Slice
Number
21.9781021.978112.68916.50683300C&D
Waste6.0259491.43354.210221
69.6352069.635240.20420.6162300C&D
Waste6.44241290.8224.210222
115.2060115.20666.514534.1079300C&D
Waste6.85923483.014.210223
158.5590158.55991.544246.9429300C&D
Waste7.27641667.3454.210224
199.7130199.713115.30459.1266300C&D
Waste7.69399843.8064.210225
238.6840238.684137.80570.6649300C&D
Waste8.111971012.374.210226
275.4950275.495159.05781.5627300C&D
Waste8.530391173.014.210227
310.1590310.159179.0791.8251300C&D 8.949271325.714.210228
Highway 55 Landfill - Phase III: Page 3 of 8
SLIDEINTERPRET 7.009
111-370 Section B (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
Waste
342.6930342.693197.854101.457300C&D
Waste9.368631470.444.210229
373.1160373.116215.419110.464300C&D
Waste9.788491607.164.2102210
401.4420401.442231.773118.851300C&D
Waste10.20891735.854.2102211
427.6880427.688246.926126.621300C&D
Waste10.62981856.484.2102212
451.8650451.865260.885133.779300C&D
Waste11.05141969.014.2102213
473.9940473.994273.66140.33300C&D
Waste11.47352073.424.2102214
494.0810494.081285.258146.277300C&D
Waste11.89632169.664.2102215
512.1450512.145295.687151.625300C&D
Waste12.31972257.74.2102216
528.1990528.199304.955156.378300C&D
Waste12.74392337.494.2102217
542.2530542.253313.07160.539300C&D
Waste13.16872409.014.2102218
554.3210554.321320.037164.111300C&D
Waste13.59432472.194.2102219
564.4130564.413325.865167.1300C&D
Waste14.02062527.014.2102220
572.5440572.544330.559169.507300C&D
Waste14.44772573.424.2102221
578.7240578.724334.126171.336300C&D
Waste14.87572611.364.2102222
583.180583.18336.699172.656300C&D
Waste15.30452641.774.2102223
586.5460586.546338.642173.652300C&D
Waste15.73412667.444.2102224
588.0630588.063339.518174.101300C&D
Waste16.16472684.874.2102225
587.6620587.662339.287173.983300C&D
Waste16.59632693.634.2102226
585.3510585.351337.953173.299300C&D
Waste17.02882693.654.2102227
581.1390581.139335.521172.051300C&D
Waste17.46232684.884.2102228
575.0370575.037331.997170.244300C&D
Waste17.89682667.264.2102229
567.050567.05327.386167.88300C&D
Waste18.33242640.724.2102230
557.1880557.188321.692164.96300C&D
Waste18.76912605.194.2102231
545.4590545.459314.92161.487300C&D
Waste19.2072560.614.2102232
531.870531.87307.075157.465300C&D
Waste19.6462506.94.2102233
516.4290516.429298.16152.893300C&D
Waste20.086224444.2102234
499.1410499.141288.179147.775300C&D
Waste20.52762371.814.2102235
480.0170480.017277.138142.113300C&D
Waste20.97042290.274.2102236
Highway 55 Landfill - Phase III: Page 4 of 8
SLIDEINTERPRET 7.009
111-370 Section B (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
459.0610459.061265.039135.909300C&D
Waste21.41442199.294.2102237
436.2780436.278251.886129.164300C&D
Waste21.85982098.784.2102238
411.6770411.677237.682121.881300C&D
Waste22.30661988.664.2102239
385.2640385.264222.432114.061300C&D
Waste22.75481868.834.2102240
357.0410357.041206.138105.705300C&D
Waste23.20451739.214.2102241
327.0180327.018188.80396.8161300C&D
Waste23.65571599.684.2102242
295.1960295.196170.43187.3951300C&D
Waste24.10851450.154.2102243
261.5820261.582151.02477.4434300C&D
Waste24.56291290.524.2102244
226.1810226.181130.58666.9631300C&D
Waste25.0191120.674.2102245
188.9980188.998109.11855.9545300C&D
Waste25.4767940.4934.2102246
150.0360150.03686.623344.4195300C&D
Waste25.9362749.8694.2102247
109.3010109.30163.104732.3594300C&D
Waste26.3975548.6774.2102248
66.7955066.795538.564419.7754300C&D
Waste26.8606336.794.2102249
22.5729022.572913.03256.68292300C&D
Waste27.3257114.0794.2102250

Interslice Data
Global Minimum Query (spencer) - Safety Factor: 1.95012
Highway 55 Landfill - Phase III: Page 5 of 8
SLIDEINTERPRET 7.009
111-370 Section B (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
Interslice
Force Angle
[degrees]
Interslice
Shear Force
[lbs]
Interslice
Normal Force
[lbs]
Y
coordinate - Bottom
[ft]
X
coordinate
[ft]
Slice
Number
000323.903100.8721
12.77523.9967417.627324.347105.0822
12.775216.17171.3199324.822109.2923
12.775235.5015156.574325.329113.5024
12.775260.987268.974325.866117.7125
12.775291.6737404.314326.435121.9236
12.7752126.655558.591327.035126.1337
12.7752165.068728.01327.667130.3438
12.7752206.1908.973328.33134.5539
12.7752248.9781098.08329.024138.76410
12.7752292.9791292.14329.751142.97411
12.7752337.4211488.15330.509147.18412
12.7752381.6681683.29331.299151.39413
12.7752425.1261874.96332.122155.60414
12.7752467.2462060.72332.976159.81515
12.7752507.5212238.35333.863164.02516
12.7752545.492405.8334.783168.23517
12.7752580.7322561.23335.735172.44518
12.7752612.872702.98336.72176.65619
12.7752641.5712829.56337.738180.86620
12.7752666.5432939.69338.789185.07621
12.7752687.5383032.29339.874189.28622
12.7752704.3513106.44340.992193.49623
12.7752716.8243161.45342.144197.70724
12.7752724.8463196.83343.331201.91725
12.7752728.3253212.17344.551206.12726
12.7752727.2113207.26345.806210.33727
12.7752721.4993182.07347.095214.54828
12.7752711.2263136.76348.42218.75829
12.7752696.4743071.7349.779222.96830
12.7752677.3722987.45351.174227.17831
12.7752654.0912884.77352.605231.38832
12.7752626.8492764.63354.072235.59933
12.7752595.9122628.19355.575239.80934
12.7752561.5922476.82357.114244.01935
12.7752524.2452312.11358.691248.22936
12.7752484.2812135.85360.305252.4437
12.7752442.1551950.06361.956256.6538
12.7752398.3721756.96363.645260.8639
12.7752353.4891559.01365.372265.0740
12.7752308.1131358.89367.138269.2841
12.7751262.9051159.51368.943273.49142
12.7752218.579964.011370.787277.70143
12.7752175.902775.791372.671281.91144
12.7752135.7598.484374.596286.12145
12.775298.8526435.975376.561290.33246
12.775266.3012292.412378.567294.54247
12.775239.0453172.203380.614298.75248
12.775218.146680.0328382.704302.96249
12.77524.7320.861384.836307.17250
000387.012311.38351
Highway 55 Landfill - Phase III: Page 6 of 8
SLIDEINTERPRET 7.009
111-370 Section B (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM

List Of Coordinates
Water Table
YX
313.5980
316.50995.5176
320.124205.547
321.461298.302
322.864412.159
323.701487.866
324.057548.691
324.071551.122
324.377603.247
324.395659.171
324.408696.678
323.132760.915
322.666775.497

External Boundary
YX
2000
200775.497
321.059775.497
322.666775.497
321.137775.497
329.57775.497
344.461775.497
389.634775.497
390.126763.171
394744.251
395.154668.854
395.9583.989
394.011475.07
392467.622
388314.653
351.875195.107
324101.348
322.39193.4838
322.12492.1775
322.18386.0311
322.16785.4859
321.13266.3399
316.4320
313.5980
3110

Material Boundary
Highway 55 Landfill - Phase III: Page 7 of 8
SLIDEINTERPRET 7.009
111-370 Section B (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
YX
322.12492.1775
321.985115.358
324.478220.787
326.113343.338
328453.329
330460.722
331.224512.202
331.858595.616
329.878717.389
329.57775.497

Material Boundary
YX
3110
311160
314220
315390.539
320.929483.517
323.372534.408
324.057548.691
324.83564.794
325.004593.762
321.361764.978
321.137775.497

Highway 55 Landfill - Phase III: Page 8 of 8
SLIDEINTERPRET 7.009
111-370 Section B (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM

CROSS SECTION C

W
Me
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Slide Analysis Information
Highway 55 Landfill - Phase III

Project Summary
111-370 Section C (Circular-Static).slimFile Name:
7.009Slide Modeler Version:
Highway 55 Landfill - Phase IIIProject Title:
Section C - Global - Circular - StaticAnalysis:
JRHAuthor:
Civil & Environmental Consultants, Inc.Company:
5/12/2016, 11:14:40 AMDate Created:

General Settings
Imperial UnitsUnits of Measurement:
daysTime Units:
feet/secondPermeability Units:
Right to LeftFailure Direction:
StandardData Output:
20Maximum Material Properties:
20Maximum Support Properties:

Analysis Options
VerticalSlices Type:

Analysis Methods Used
Spencer

50Number of slices:
0.005Tolerance:
75Maximum number of iterations:
YesCheck malpha < 0.2:
YesCreate Interslice boundaries at intersections
with water tables and piezos:
1Initial trial value of FS:
YesSteffensen Iteration:

Groundwater Analysis
Water SurfacesGroundwater Method:
62.4Pore Fluid Unit Weight [lbs/ft3]:
NoneAdvanced Groundwater Method:

Highway 55 Landfill - Phase III: Page 1 of 8
SLIDEINTERPRET 7.009
111-370 Section C (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
Random Numbers
10116Pseudo-random Seed:
Park and Miller v.3Random Number Generation Method:

Surface Options
CircularSurface Type:
Slope SearchSearch Method:
5000Number of Surfaces:
Not DefinedUpper Angle:
Not DefinedLower Angle:
DisabledComposite Surfaces:
Invalid SurfacesReverse Curvature:
Not DefinedMinimum Elevation:
8Minimum Depth [ft]:
Not DefinedMinimum Area:
Not DefinedMinimum Weight:

Seismic
NoAdvanced Seismic Analysis:
NoStaged pseudostatic analysis:

Material Properties
C&D WasteSubgradeBedrockProperty
Color
Mohr-CoulombMohr-CoulombMohr-CoulombStrength Type
60130140Unit Weight [lbs/ft3]
000Cohesion [psf]
304141Friction Angle [deg]
NoneWater TableWater TableWater Surface
11Hu Value
0Ru Value

Global Minimums
Method: spencer
Highway 55 Landfill - Phase III: Page 2 of 8
SLIDEINTERPRET 7.009
111-370 Section C (Circular-Static).slim Civil & Environmental Consultants, Inc. 5/12/2016, 11:14:40 AM
1.803700FS
139.641, 560.369Center:
212.168Radius:
147.204, 348.336Left Slip Surface Endpoint:
260.342, 385.880Right Slip Surface Endpoint:
.8092e+006 lb-ftResisting Moment:
.66629e+006 lb-ftDriving Moment:
1413.1 lbResisting Horizontal Force:
1871.7 lbDriving Horizontal Force:
81.472 ft2Total Slice Area:

Valid / Invalid Surfaces
Method: spencer
4824Number of Valid Surfaces:
176Number of Invalid Surfaces:

Error Codes:
Error Code -107 reported for 21 surfaces
Error Code -108 reported for 148 surfaces
Error Code -111 reported for 6 surfaces
Error Code -115 reported for 1 surface

Error Codes
The following errors were encountered during the computation:
-107 = Total driving moment or total driving force is negative. This will occur if the wrong failure direction is specified, or if high
external or anchor loads are applied against the failure direction.
-108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the
driving force is very small (0.1 is an arbitrary number).
-111 = safety factor equation did not converge
-115 = Surface too shallow, below the minimum depth.

Slice Data
Global Minimum Query (spencer) - Safety Factor: 1.8037
Effective
Normal
Stress
[psf]
Pore
Pressure
[psf]
Base
Normal
Stress
[psf]
Shear
Strength
[psf]
Shear
Stress
[psf]
Base
Friction
Angle
[degrees]
Base
Cohesion
[psf]
Base
Material
Angle
of Slice
Base
[degrees]
Weight
[lbs]
Width
[ft]
Slice
Number
21.4065021.406512.3596.85203300C&D
Waste2.3488244.67162.262761
62.9633062.963336.35220.1541300C&D
Waste2.96055132.3712.262762
102.3560102.35659.095432.7634300C&D
Waste3.57261216.7812.262763
139.6270139.62780.613544.6934300C&D
Waste4.18508297.8962.262764
174.8150174.815100.92955.9566300C&D
Waste4.79803375.7072.262765
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207.9590207.959120.06566.5659300C&D
Waste5.41153450.2072.262766
239.0970239.097138.04376.5332300C&D
Waste6.02565521.3872.262767
268.2630268.263154.88285.869300C&D
Waste6.64047589.2352.262768
295.4910295.491170.60294.5845300C&D
Waste7.25605653.7392.262769
320.8130320.813185.221102.689300C&D
Waste7.87249714.8872.2627610
344.260344.26198.758110.195300C&D
Waste8.48983772.6642.2627611
365.8610365.861211.23117.109300C&D
Waste9.10818827.0552.2627612
385.6450385.645222.652123.442300C&D
Waste9.7276878.0412.2627613
403.640403.64233.041129.202300C&D
Waste10.3482925.6062.2627614
419.870419.87242.412134.397300C&D
Waste10.97969.7292.2627615
434.3610434.361250.779139.036300C&D
Waste11.59311010.392.2627616
447.1380447.138258.155143.125300C&D
Waste12.21761047.562.2627617
458.2210458.221264.555146.674300C&D
Waste12.84351081.232.2627618
467.6350467.635269.99149.687300C&D
Waste13.47111111.362.2627619
475.3990475.399274.473152.172300C&D
Waste14.10031137.922.2627620
481.5350481.535278.015154.136300C&D
Waste14.73121160.92.2627621
486.0610486.061280.628155.585300C&D
Waste15.3641180.252.2627622
4890489282.323156.524300C&D
Waste15.99871195.952.2627623
490.3590490.359283.109156.96300C&D
Waste16.63541207.962.2627624
490.1670490.167282.997156.898300C&D
Waste17.27421216.242.2627625
488.4310488.431281.996156.343300C&D
Waste17.91531220.762.2627626
485.1740485.174280.115155.3300C&D
Waste18.55871221.482.2627627
480.4060480.406277.363153.774300C&D
Waste19.20451218.352.2627628
474.1460474.146273.747151.77300C&D
Waste19.85291211.332.2627629
466.40466.4269.277149.291300C&D
Waste20.50391200.372.2627630
457.1920457.192263.96146.344300C&D
Waste21.15771185.432.2627631
446.5260446.526257.803142.93300C&D
Waste21.81441166.442.2627632
434.4210434.421250.813139.055300C&D
Waste22.47411143.362.2627633
420.8850420.885242.997134.721300C&D 23.1371116.132.2627634
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Waste
405.9270405.927234.362129.934300C&D
Waste23.80321084.682.2627635
389.5610389.561224.913124.695300C&D
Waste24.47281048.962.2627636
371.7970371.797214.657119.009300C&D
Waste25.1461008.892.2627637
352.6460352.646203.6112.879300C&D
Waste25.823964.3982.2627638
332.1150332.115191.747106.308300C&D
Waste26.5038915.4162.2627639
310.2170310.217179.10499.2981300C&D
Waste27.1887861.8622.2627640
286.9580286.958165.67591.8529300C&D
Waste27.8778803.6522.2627641
262.3470262.347151.46683.9752300C&D
Waste28.5714740.6972.2627642
236.3940236.394136.48275.6678300C&D
Waste29.2695672.9042.2627643
209.1070209.107120.72866.9335300C&D
Waste29.9724600.1742.2627644
180.4930180.493104.20857.7746300C&D
Waste30.6804522.4042.2627645
150.5610150.56186.926348.1933300C&D
Waste31.3936439.4812.2627646
119.3180119.31868.888238.1927300C&D
Waste32.1122351.292.2627647
86.7719086.771950.097827.775300C&D
Waste32.8366257.7052.2627648
52.9307052.930730.559616.9427300C&D
Waste33.5669158.5962.2627649
18.211018.21110.51415.82918300C&D
Waste34.303453.82152.2627650

Interslice Data
Global Minimum Query (spencer) - Safety Factor: 1.8037
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Interslice
Force Angle
[degrees]
Interslice
Shear Force
[lbs]
Interslice
Normal Force
[lbs]
Y
coordinate - Bottom
[ft]
X
coordinate
[ft]
Slice
Number
000348.336147.2041
18.14384.429313.5165348.429149.4672
18.143716.957851.7488348.546151.733
18.143636.5113111.419348.687153.9934
18.143762.0729189.423348.852156.2555
18.143792.6811282.827349.042158.5186
18.1436127.428388.863349.257160.7817
18.1437165.459504.917349.496163.0448
18.1437205.968628.535349.759165.3069
18.1437248.199757.408350.047167.56910
18.1437291.445889.378350.36169.83211
18.1437335.0441022.43350.698172.09512
18.1438378.3811154.67351.061174.35713
18.1437420.8851284.38351.448176.6214
18.1437462.0291409.94351.862178.88315
18.1438501.3291529.86352.3181.14616
18.1437538.3431642.82352.764183.40817
18.1437572.6711747.57353.254185.67118
18.1437603.9551843.04353.77187.93419
18.1437631.8771928.25354.312190.19720
18.1437656.1582002.34354.881192.4621
18.1437676.562064.6355.476194.72222
18.1437692.8862114.42356.097196.98523
18.1437704.9782151.32356.746199.24824
18.1437712.7162174.94357.422201.51125
18.1437716.0222185.03358.126203.77326
18.1437714.8572181.47358.857206.03627
18.1437709.2212164.27359.617208.29928
18.1437699.1562133.56360.405210.56229
18.1437684.7432089.57361.222212.82430
18.1437666.1042032.7362.068215.08731
18.1437643.4061963.43362.944217.3532
18.1437616.8531882.4363.85219.61333
18.1437586.6981790.38364.786221.87534
18.1437553.2321688.25365.753224.13835
18.1437516.7971577.07366.751226.40136
18.1437477.7771457.99367.781228.66437
18.1437436.6041332.35368.843230.92638
18.1437393.7611201.61369.938233.18939
18.1438349.781067.39371.066235.45240
18.1437305.244931.488372.229237.71541
18.1437260.793795.841373.426239.97742
18.1437217.121662.57374.658242.2443
18.1437174.981533.976375.926244.50344
18.1437135.189412.545377.231246.76645
18.143798.6218300.956378.573249.02846
18.143766.226202.097379.954251.29147
18.143739.018119.068381.374253.55448
18.143718.088555.1992382.835255.81749
18.14374.60714.0588384.336258.07950
000385.88260.34251
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List Of Coordinates
Water Table
YX
334.6571.38778e-017
334.657141.859
334.612173.163
333.608193.565
333.298199.855
331.597234.384
330.077265.258
330.038309.426
329.993361.099
328.838420.343
327.706482.635
327.872552.86
327.896562.937
328.65640.921
328.431709.699
327.801797.463
326.506875.336
325.254929.602

External Boundary
YX
2000
200929.602
324.776929.602
325.254929.602
324.813929.602
331.197929.602
345.987929.602
394.351929.602
393.75899.753
391.928887.83
391.17844.005
390.067730.227
390.041581.748
389.909407.568
388.144355.678
388.001266.734
348146.193
348.531116.78
349.5110
333.6080

Material Boundary
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YX
348146.193
346152.613
340170.622
339.503175.222
338195.734
334.648383.282
332.292563.3
332.839677.267
332.699765.011
332.046835.934
331.991889.517
331.197929.602

Material Boundary
YX
333.6080
333.60892.403
333.608193.565
333.357196.9
332215
331.597234.384
330.038309.426
327.094599.549
324.973706.881
324.907859.721
324.9875.336
324.813929.602

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FINAL COVER STABILITY ANALYSIS

Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Phase III Expansion PAGE 1 OF 5
Final Cover Stability Analysis
MADE BY JRH DATE 5/27/16 CHECKED BY TDM DATE 6/7/16

OBJECTIVE

The objective of this analysis is to determine the minimum required shear strength of the final
cover system components by analyzing two final cover system scenarios. The first scenario
assumes the final cover system will consist only of soil like materials. The second scenario
incorporates geosynthetic components in addition to intermediate cover soil and a cap protecti on
layer. This analysis was performed to determine the minimum material/interface shear strength
values that will yield factors of safety (FS) equal to or greater than 1.50.

METHODOLOGY

The soil final cover system (Scenario 1) was analyzed for stability using infinite slope
methodology. Using the required FS of 1.50 and the proposed 3 Horizontal to 1 Vertical
(3H:1V) final slope configuration, the minimum required soil friction angle was determined.

An alternative final cover system with geosynthetic components (Scenario 2) was analyzed for
shallow translational failure surfaces using the method of analysis presented in Reference
Number (Ref. No.) 2.

REFERENCES

1. “Principles of Geotechnical Engineering,” Braja M. Das, Fifth Edition, 2002.

2. Giroud, J.P., Bachus, R.C., and Bonaparte, R., “Influence of Water Flow on the Stability of
Geosynthetic-Soil Layered Systems on Slopes,” Geosynthetics International, Vol. 2, No. 6,
1995.

PROPOSED FINAL COVER SYSTEM

The proposed final cover system consists of 3H:1V final side slopes with benches. The
proposed components of the final cover system are outlined below from top to bottom:

Scenario 1:
 1.5-foot Cap Protection Layer;
 1.5-foot Low Permeability Layer; and
 1.0-foot Intermediate Cover Soil Layer.

Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Phase III Expansion PAGE 2 OF 5
Final Cover Stability Analysis
MADE BY JRH DATE 5/27/16 CHECKED BY TDM DATE 6/7/16

Scenario 2:
 1.5-foot Cap Protection Layer;
 Geocomposite Drainage Layer;
 40-mil Textured Linear Low Density Polyethylene (LLDPE) Geomembrane; and
 1.0-foot Intermediate Cover Soil Layer.

SCENARIO 1 ANALYSIS

From Ref. No. 1, the FS for cohesionless soils can be determined using the following equation.

𝐹𝑆= tan ∅
tan 𝛽

Where: ϕ = Internal friction angle of the critical interface (degrees)
β = Slope angle (18.4° for 3H:1V slope)

Rearranging to solve for the minimum required internal friction angle yields:

tan ∅= 𝐹𝑆× tan 𝛽

tan ∅= 1.5 × tan(18.4)

∅≈ 26.5°

SCENARIO 2 ANALYSIS

From Ref. No. 2, the following equation can be used to determine the factor of safety (FS)
against veneer failure of the liner system above the geomembrane (between the final cover soil
layer and the geosynthetic materials).

𝐹𝑆𝐴=[𝛽𝑠(𝑠−𝑠𝑤)+𝛽𝑎𝑠𝑤
𝛽𝑠(𝑠−𝑠𝑤)+𝛽𝑠𝑎𝑠𝑠𝑤]tan 𝛽𝐴
tan 𝛽+
𝑎𝐴sin𝛽
𝛽𝑠(𝑠−𝑠𝑤)+𝛽𝑠𝑎𝑠𝑠𝑤
+[
𝑐𝑡
ℎ
𝛽𝑠(𝑡−𝑡𝑤)+𝛽𝑠𝑎𝑠𝑡𝑤
][cos ∅
sin 𝛽cos(𝛽+∅)]
+[𝑆/ℎ
𝛽𝑠(𝑡−𝑡𝑤)+𝛽𝑠𝑎𝑠𝑡𝑤
]

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PROJECT Highway 55 Landfill PROJECT NO. 111-370
Phase III Expansion PAGE 3 OF 5
Final Cover Stability Analysis
MADE BY JRH DATE 5/27/16 CHECKED BY TDM DATE 6/7/16

Conversely, from Ref. No. 2, the following equation can be used to determine the FS against
veneer failure of the liner system below the geomembrane (between the low permeability soil
and the geomembrane).

𝐹𝑆𝐴=tan 𝛽𝐴
tan 𝛽+
𝑎𝐴sin𝛽
𝛽𝑠(𝑡−𝑡𝑤)+𝛽𝑠𝑎𝑠𝑡𝑤

+[𝛽𝑠(𝑡−𝑡𝑤∗)+𝛽𝑎𝑡𝑤∗
𝛽𝑠(𝑡−𝑡𝑤)+𝛽𝑠𝑎𝑠𝑡𝑤
]𝑡
ℎ[sin ∅
2 sin 𝛽cos 𝛽cos(𝛽+∅)]
+[
𝑐𝑡
ℎ
𝛽𝑠(𝑡−𝑡𝑤)+𝛽𝑠𝑎𝑠𝑡𝑤
][cos ∅
sin 𝛽cos(𝛽+∅)]
+[𝑆/ℎ
𝛽𝑠(𝑡−𝑡𝑤)+𝛽𝑠𝑎𝑠𝑡𝑤
]

Where: FS = Factor of safety (unitless);
δA = Interface friction angle above liner (degrees);
δB = Interface friction angle below liner (degrees);
ɑA = Interface adhesion intercept above liner [pounds per square foot (psf)];
ɑB = Interface adhesion intercept below liner (psf);
ϕ = Soil internal friction angle (degrees);
с = Soil cohesion intercept (psf);
γt = Moist soil unit weight [pounds per cubic foot (pcf)];
γsat = Saturated soil unit weight (pcf);
γb = Buoyant soil unit weight (γsat – γw), (pcf);
γw = Unit weight of water (pcf);
t = Depth of cover soil above critical interface [feet (ft)];
tw = Water depth above critical interface (ft);
t*w = Water depth at toe of slope (ft);
β = Slope inclination (degrees);
h = Vertical height of slope (ft); and
T = Tension in geosynthetic material [pounds per foot (ppf)].

Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Phase III Expansion PAGE 4 OF 5
Final Cover Stability Analysis
MADE BY JRH DATE 5/27/16 CHECKED BY TDM DATE 6/7/16

Input Parameters

The final cover system slopes will be graded at approximately 3H:1V, or 18.4 degrees. The
maximum slope length is approximately 215 feet (planar), which equates to a slope height of 72
feet (215 ft ÷ 3 = 72 ft). Additionally, it has been conservatively assumed that no tension
develops in the liner system.

The final cover liner system will consist of 1 foot of intermediate cover soil, overlain by a layer
of 40-mil textured LLDPE geomembrane, a geocomposite drainage layer, and 1.5 feet of cap
protection material. The final cover system was analyzed assuming that water flows through the
full thickness of the soil layers. The geosynthetic interface friction angle was set to the same
minimum cap protection layer friction angle of 26.5 degrees. The following properties were
assumed to determine the FS above and below the cap geomembrane:

Parameter Symbol
Drainage
layer
Properties
Moist Unit Weight (pcf) γt 130
Saturated Unit Weight (pcf) γsat 145
Buoyant Unit Weight (pcf) γb 82.6
Cap Protection Soil Friction Angle (degrees) ϕ 26.5
Cap Protection Soil Cohesion (psf) с 0
Cap Protection Soil Thickness (ft) t 1.5
Geosynthetic Interface Friction Angle (degrees) δa 26.5
Water depth above critical interface (ft) tw 1.5
Water depth above critical interface at toe (ft) t*w 1.5

Using these parameters, the above equations were setup in spreadsheet form to determine the
minimum geosynthetic adhesion value required to obtain a FS of 1.5 or greater. The following
minimum adhesion values were obtained from this analysis.

Scenario
Minimum
Geosynthetic Interface
Adhesion (psf)
Above
Geomembrane
With Water 44
Without Water 0
Below
Geomembrane
With Water 0
Without Water 0

Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Phase III Expansion PAGE 5 OF 5
Final Cover Stability Analysis
MADE BY JRH DATE 5/27/16 CHECKED BY TDM DATE 6/7/16

For specification purposes, a minimum required strength shall be provided. The required peak
shear strength that corresponds to the above friction angles can be determined from the
following equation:

τ = c + σ * tan ϕ

Where: τ = Peak shear strength (psf);
c = Cohesion (psf);
σ = Normal load (psf); and
ϕ = Interface friction angle above or below liner (degrees);

These low normal load shear strength requirements are summarized in the table below:

Interface
Normal Load,
σ (psf)
Peak Shear
Strength, τ (psf)
Above Geomembrane
125
250
500
1,000
106
169
293
543
Below Geomembrane
125
250
500
1,000
62
125
250
499

CONCLUSIONS:

The analysis indicates that the soil materials used to construct the final cover system over the
3H:1V slopes must possess a minimum internal friction angle of 26.5° to achieve the required
FS of 1.5. Additionally, the minimum shear strengths for low normal loads were identified
above and were based a minimum geosynthetic interface friction angle of 26.5 degrees and
cohesion of 44 psf above the geomembrane, and 26.5 degrees with no cohesion below the
geomembrane.

Interface shear strength testing should be performed for the specific products used in each
construction increment of the final cover system at the Highway 55 Landfill to confirm the
minimum low-normal load shear strength requirements are met. Peak shear strengths are
provided in both interface friction angle and shear stress at the specified normal load. Shear
stress is calculated using the equation τ = c + σ tan(φ), where c equals cohesion/adhesion.
Exceeding either the required friction angle with cohesion/adhesion equal to zero or the peak
shear stress at the required normal load is an acceptable test result.

SPREADSHEET OUTPUT

Input Parameter Symbol Value Units
Unit Weight of Soil γt 130.0 pcf
Soil Cover Thickness t 1.5 ft
Water Flow Thickness tw 1.50 ft
Water Flow Thickness in Wedge 1 (i.e., toe area)t*w 1.50 ft
Saturated Unit Weight of Soil γsat 145.0 pcf
Buoyant Unit Weight of Soil γb 82.6 pcf
Geosynthetic Interface Adhesion ABOVE Liner aa 44.0 psf
Geosynthetic Interface Friction Angle ABOVE Liner δa 26.5 degrees
Angle of Slope β 18.4 degrees
Soil Friction Angle φ 26.5 degrees
Cohesion of Soil c 0.0 psf
Geosynthetic Tension T 0.0 ppf
Height of Slope h 72.0 ft
Factor of Safety FSA
Prepared by:JRH Date:5/27/2016
Checked By:TDM Date:6/7/2016
Factor of Safety ABOVE the Geomembrane
1.51
Input Parameter Symbol Value Units
Unit Weight of Soil γt 130.0 pcf
Soil Cover Thickness t 1.5 ft
Water Flow Thickness tw 0.0 ft
Water Flow Thickness in Wedge 1 (i.e., toe area)t*w 0.0 ft
Saturated Unit Weight of Soil γsat 145.0 pcf
Buoyant Unit Weight of Soil γb 82.6 pcf
Geosynthetic Interface Adhesion ABOVE Liner aa 0.0 psf
Geosynthetic Interface Friction Angle ABOVE Liner δa 26.5 degrees
Angle of Slope β 18.4 degrees
Soil Friction Angle φ 26.5 degrees
Cohesion of Soil c 0.0 psf
Geosynthetic Tension T 0.0 ppf
Height of Slope h 72.0 ft
Factor of Safety FSA
Prepared by:JRH Date:5/27/2016
Checked By:TDM Date:6/7/2016
Factor of Safety ABOVE the Geomembrane
1.52
Input Parameter Symbol Value Units
Unit Weight of Soil γt 130.0 pcf
Soil Cover Thickness t 1.5 ft
Water Flow Thickness tw 1.5 ft
Water Flow Thickness in Wedge 1 (i.e., toe area)t*w 1.5 ft
Saturated Unit Weight of Soil γsat 145.0 pcf
Buoyant Unit Weight of Soil γb 82.6 pcf
Geosynthetic Interface Adhesion BELOW Liner ab 0.0 psf
Geosynthetic Interface Friction Angle BELOW Liner δb 26.5 degrees
Angle of Slope β 18.4 degrees
Soil Friction Angle φ 26.5 degrees
Cohesion of Soil c 0.0 psf
Geosynthetic Tension T 0.0 ppf
Height of Slope h 72.0 ft
Factor of Safety FSB
Prepared by:JRH Date:5/27/2016
Checked By:TDM Date:6/7/2016
Factor of Safety BELOW the Geomembrane
1.51
Input Parameter Symbol Value Units
Unit Weight of Soil γt 130.0 pcf
Soil Cover Thickness t 1.5 ft
Water Flow Thickness tw 0.0 ft
Water Flow Thickness in Wedge 1 (i.e., toe area)t*w 0.0 ft
Saturated Unit Weight of Soil γsat 145.0 pcf
Buoyant Unit Weight of Soil γb 82.6 pcf
Geosynthetic Interface Adhesion BELOW Liner ab 0.0 psf
Geosynthetic Interface Friction Angle BELOW Liner δb 26.5 degrees
Angle of Slope β 18.4 degrees
Soil Friction Angle φ 26.5 degrees
Cohesion of Soil c 0.0 psf
Geosynthetic Tension T 0.0 ppf
Height of Slope h 72.0 ft
Factor of Safety FSB
Prepared by:JRH Date:5/27/2016
Checked By:TDM Date:6/7/2016
Factor of Safety BELOW the Geomembrane
1.52

SETTLEMENT ANALYSIS

Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Proposed Phase III Expansion PAGE 1 OF 4
Subgrade Settlement Analysis
MADE BY JRH DATE 5/19/16 CHECKED BY TDM DATE 5/26/2016

OBJECTIVE

The objective of this calculation is to determine the subgrade settlement resulting from placement of
waste within the proposed Phase III disposal area at the Highway 55 Landfill.

METHODOLOGY

The worst-case total settlement was estimated using elastic and consolidation theories.

REFERENCES

1. Permit Drawing Set, “Permit to Construct Phase III,” Prepared by Civil & Environmental
Solutions, Inc., May 2016;
2. Das, B. M., Principles of Foundation Engineering, Fifth Edition, 2004.

ANALYSIS

Based on the cross sections developed for the slope stability analysis, the Phase III disposal area
subgrade will generally be constructed in excavation. It is assumed that the uppermost soil layer will
be removed during excavation to reach design grades. Therefore, total settlement will consist of
settlement of the following components:

1. Partially weathered rock (PWR); and
2. Bedrock.

The following properties and thicknesses are assumed for the various materials within the Phase III
Disposal Area:

 Unit Weight of PWR = 130 pcf
 Maximum PWR Thickness = 12 ft
 Unit Weight of Waste = 60 pcf
 Maximum Waste Thickness = 65 ft

1. Partially Weathered Rock Settlement

The proposed Phase III Expansion subgrade will be constructed in cut. Therefore, evaluation of
structural fill settlement is not necessary. However, settlement of the existing partially weathered rock
(PWR) was addressed as follows.

Compression of rock masses may be estimated using elastic theory concepts. From Ref. 2, the
following relationship for estimating compression of a rock mass is taken:

Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Proposed Phase III Expansion PAGE 2 OF 4
Subgrade Settlement Analysis
MADE BY JRH DATE 5/19/16 CHECKED BY TDM DATE 5/26/2016

IBqs
r
2
s
t E
-1S  (Equation 1)

Where:
St = settlement (ft)
qs = maximum applied uniform surface stress (psf)
B = width of disposal area (ft)
= Poisson’s Ratio
Er = elastic modulus (psf)
I = influence factor

 qs = (60 pcf)(65 ft) = 3,900 psf
 B = 350 feet (width measured through area of maximum waste thickness)
 Based on the subsurface exploration performed at the site, typical values for dense sand
will be considered to assign values of µs and Er for the PWR layer. These values were
taken from Table 5.6 of Ref. 2 (attached).

µs = 0.375
Er = 6,500 psi = 936,000 psf

 From Table 5.2 of Ref. 2 (attached), the influence factor (I) was determined to be
0.24182, which is a function of the following:

𝑚=𝐵
𝑧

𝑚=𝐿
𝑧

Where:
B = width of disposal area through maximum waste thickness
L = length of disposal area through maximum waste thickness
z = thickness of overlying layer

𝑚=350
65 =5.4

𝑚=150
65 =2.3

Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Proposed Phase III Expansion PAGE 3 OF 4
Subgrade Settlement Analysis
MADE BY JRH DATE 5/19/16 CHECKED BY TDM DATE 5/26/2016

Substituting the values defined above into Equation 1 yields:

PWR St = 0.30 feet

2. Bedrock Settlement

Bedrock settlement was estimated using the same equation defined above. The variables in this
equation are as follows for bedrock:

 qs = 3,900 psf + (130 pcf)(12 ft) = 5,460 psf (stress applied by waste and PWR)
 B = 350 feet
 Based on the subsurface exploration performed at the site, typical values for stiff clay
will be considered to assign values of µs and Er for the bedrock layer. These values
were taken from Table 5.6 of Ref. 2 (attached).

µs = 0.35
Er = 10,000 psi = 1,440,000 psf

 From Table 5.2 of Ref. 2 (attached), the influence factor (I) was determined to be
0.23785, which is a function of the following:

𝑚=350
65 +12 =4.5

𝑚=150
65 +12 =1.9

Substituting the values defined above into Equation 1 yields:

Bedrock St = 0.28 feet

0.23785 psf 1,440,000
0.351 ft) (350 psf) (5,460S
2
t 





0.24182 psf 936,000
0.3751 ft) (350 psf) (3,900S
2
t 






Civil & Environmental Consultants, Inc.
PROJECT Highway 55 Landfill PROJECT NO. 111-370
Proposed Phase III Expansion PAGE 4 OF 4
Subgrade Settlement Analysis
MADE BY JRH DATE 5/19/16 CHECKED BY TDM DATE 5/26/2016

Total Settlement

The total settlement is the sum of settlement from the above layers, assuming that the maximum
settlement of each layer occurs at the same horizontal location (conservative assumption).

Stotal = 0.30 ft + 0.28 ft = 0.58 ft = 7.0 in

CONCLUSION The maximum anticipated subgrade settlement is approximately 7.0 inches,
assuming that maximum settlement of the PWR and bedrock layers both occur
at the same location.

TABLES

APPENDIX D
EROSION AND SEDIMENT CONTROL CALCULATIONS

EROSION & SEDIMENTATION CONTROL
CALCULATIONS

TEMPORARY DITCH

Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 55 PHASE 3 Date:5/10/16
CEC Project No.:111-370.003 Checked By:TMG
Description:TEMPORARY DITCH Date:5/10/16
TEMPORARY DITCH (25 YEAR STORM) 1.00 0.40 5.0 8.00 3.20
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, May 26 2016
TEMPORARY DITCH
Triangular
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 2.00
N-Value = 0.046
Calculations
Compute by: Known Q
Known Q (cfs) = 3.20
Highlighted
Depth (ft) = 0.70
Q (cfs) = 3.200
Area (sqft) = 1.47
Velocity (ft/s) = 2.18
Wetted Perim (ft) = 4.43
Crit Depth, Yc (ft) = 0.59
Top Width (ft) = 4.20
EGL (ft) = 0.77
0 2 4 6 8 10 12 14 16
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: HIGHWAY 55
Project Number: 92722
Channel Name: TEMPORARY DITCH
Discharge 3.2
Peak Flow Period 0.08
Channel Slope 0.02
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Sandy Loam
SC150
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC150
Unvegetated
Straight 3.2 cfs 2.19
ft/s
0.7 ft 0.046 2 lbs/ft2 0.87 lbs/ft2 2.3 STABLE D
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 3.2 cfs 1.08
ft/s
0.99 ft 0.118 4.2 lbs/ft2 1.24 lbs/ft2 3.39 STABLE --
Underlying
Substrate
Straight 3.2 cfs 1.08
ft/s
0.99 ft -- 0.04 lbs/ft2 0.009 lbs/ft2 4.02 STABLE --
Page 1 of 2
5/26/2016http://www.ecmds.com/print/analysis/92722/93945

PERIMETER DITCHES

Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 55 PHASE 3 Date:5/10/16
CEC Project No.:111-370.003 Checked By:TMG
Description:PERIMETER DITCH 1 Date:5/10/16
PERIMETER DITCH 1 (25 YEAR STORM) 7.18 0.40 5.0 8.00 22.98
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 25 2016
PERIMETER DITCH 1
Trapezoidal
Bottom Width (ft) = 2.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 2.90
N-Value = 0.060
Calculations
Compute by: Known Q
Known Q (cfs) = 22.98
Highlighted
Depth (ft) = 1.22
Q (cfs) = 22.98
Area (sqft) = 6.91
Velocity (ft/s) = 3.33
Wetted Perim (ft) = 9.72
Crit Depth, Yc (ft) = 1.02
Top Width (ft) = 9.32
EGL (ft) = 1.39
0 2 4 6 8 10 12 14 16 18
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: HIGHWAY 55
Project Number: 92722
Channel Name: PERIMETER DITCH 1
Discharge 22.98
Peak Flow Period 0.08
Channel Slope 0.029
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Sandy Loam
SC150
Phase Reach Discharge Velocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC150
Unvegetated
Straight 22.98
cfs
4.59
ft/s
1 ft 0.039 2 lbs/ft2 1.81 lbs/ft2 1.1 STABLE D
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 22.98
cfs
3.41
ft/s
1.2 ft 0.059 4.2 lbs/ft2 2.18 lbs/ft2 1.93 STABLE --
Underlying
Substrate
Straight 22.98
cfs
3.41
ft/s
1.2 ft -- 0.04 lbs/ft2 0.062 lbs/ft2 0.57 UNSTABLE --
Page 1 of 2
5/25/2016http://www.ecmds.com/print/analysis/92722/92725
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 55 PHASE 3 Date:5/10/16
CEC Project No.:111-370.003 Checked By:TMG
Description:PERIMETER DITCH 2 Date:5/10/16
PERIMETER DITCH 2 (25 YEAR STORM) 1.00 0.40 5.0 8.00 3.20
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 25 2016
PERIMETER DITCH 2
Triangular
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 2.00
N-Value = 0.118
Calculations
Compute by: Known Q
Known Q (cfs) = 3.20
Highlighted
Depth (ft) = 1.00
Q (cfs) = 3.200
Area (sqft) = 3.00
Velocity (ft/s) = 1.07
Wetted Perim (ft) = 6.32
Crit Depth, Yc (ft) = 0.59
Top Width (ft) = 6.00
EGL (ft) = 1.02
0 2 4 6 8 10 12 14 16
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: HIGHWAY 55
Project Number: 92722
Channel Name: PERIMETER DITCH 2
Discharge 3.20
Peak Flow Period 0.08
Channel Slope 0.02
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Sandy Loam
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 3.2 cfs 1.08
ft/s
0.99 ft 0.118 4.2 lbs/ft2 1.24 lbs/ft2 3.39 STABLE --
Underlying
Substrate
Straight 3.2 cfs 1.08
ft/s
0.99 ft -- 0.04 lbs/ft2 0.009 lbs/ft2 4.02 STABLE --
Page 1 of 2
5/25/2016http://www.ecmds.com/print/analysis/92722/92727

SEDIMENT BASINS

8.23 Total Drainage Area User entry
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Sediment Basin
Okay Sediment Basin
8.23 Disturbed Area (Acres) Q = C I A
26.34 Peak Flow from 25-year Storm (cfs) Q = 0.4 8.00 8.23
Q = 26.34
SEDIMENT BASIN # 3
Okay
8.23 Disturbed Area (Acres)
26.336 Peak Flow from 25-year Storm (cfs)
14814 Required Volume ft3
11472 Required Surface Area ft2
96788 Actual Volume ft3 Okay
13241 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
5 Skimmer Size
0.333 Head on Skimmer (feet) (Inches)
5 Orifice Size (1/4 inch increments) 1.5
2.90 Dewatering Time (days) 2
Dewatering Time should be 2-5 days 2.5
3
4
5
6
8
Sediment Basin #3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #3
Hydrograph type = SCS Runoff Peak discharge = 65.30 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 135,079 cuft
Drainage area = 8.230 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.26 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
SEDIMENT BASIN #3
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #3
Hydrograph type = Reservoir Peak discharge = 18.49 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 91,909 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #3 Max. Elevation = 320.57 ft
Reservoir name = Sediment Basin #3 Max. Storage = 65,223 cuft
Storage Indication method used.
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
Sediment Basin #3
Hyd. No. 2 -- 10 Year
Hyd No. 2 Hyd No. 1 Total storage used = 65,223 cuft
Pond Report 3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Pond No. 1 - Sediment Basin #3
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 316.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 316.00 7,715 0 0
2.00 318.00 13,241 20,707 20,707
4.00 320.00 19,024 32,088 52,794
6.00 322.00 25,115 43,994 96,788
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 24.00 0.00 0.00 0.00
Span (in)= 24.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 318.00 0.00 0.00 0.00
Length (ft)= 62.00 0.00 0.00 0.00
Slope (%)= 6.45 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 12.56 15.00 0.00 0.00
Crest El. (ft)= 319.50 321.00 0.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00
Stage (ft)
0.00 316.00
1.00 317.00
2.00 318.00
3.00 319.00
4.00 320.00
5.00 321.00
6.00 322.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #3
Hydrograph type = SCS Runoff Peak discharge = 74.10 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 154,264 cuft
Drainage area = 8.230 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
SEDIMENT BASIN #3
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #3
Hydrograph type = Reservoir Peak discharge = 20.96 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 111,094 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #3 Max. Elevation = 320.96 ft
Reservoir name = Sediment Basin #3 Max. Storage = 73,879 cuft
Storage Indication method used.
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
Sediment Basin #3
Hyd. No. 2 -- 25 Year
Hyd No. 2 Hyd No. 1 Total storage used = 73,879 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #3
Hydrograph type = SCS Runoff Peak discharge = 86.58 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 181,836 cuft
Drainage area = 8.230 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
6
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
SEDIMENT BASIN #3
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #3
Hydrograph type = Reservoir Peak discharge = 33.98 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 138,666 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #3 Max. Elevation = 321.44 ft
Reservoir name = Sediment Basin #3 Max. Storage = 83,978 cuft
Storage Indication method used.
7
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
Sediment Basin #3
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1 Total storage used = 83,978 cuft
5 Total Drainage Area User entry
Okay Temporary Sediment Trap Calculated Value
Okay Skimmer Sediment Basin
Okay Sediment Basin
5.00 Disturbed Area (Acres) Q = C I A
16.00 Peak Flow from 25-year Storm (cfs) Q = 0.4 8.00 5.00
Q = 16.00
SEDIMENT BASIN #4
Okay
5 Disturbed Area (Acres)
16 Peak Flow from 25-year Storm (cfs)
9000 Required Volume ft3
6970 Required Surface Area ft2
59.0 Suggested Width ft
118.1 Suggested Length ft
66591 Actual Volume ft3 Okay
16219 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
4 Skimmer Size
0.333 Head on Skimmer (feet) (Inches)
4 Orifice Size (1/4 inch increments) 1.5
3.12 Dewatering Time (days) 2
Dewatering Time should be 2-5 days 2.5
3
4
5
6
8
Sediment Basin #4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #4
Hydrograph type = SCS Runoff Peak discharge = 39.67 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 82,065 cuft
Drainage area = 5.000 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.26 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
SEDIMENT BASIN #4
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #4
Hydrograph type = Reservoir Peak discharge = 11.47 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 57,731 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #4 Max. Elevation = 348.70 ft
Reservoir name = Sediment Basin #4 Max. Storage = 39,039 cuft
Storage Indication method used.
2
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Sediment Basin #4
Hyd. No. 2 -- 10 Year
Hyd No. 2 Hyd No. 1 Total storage used = 39,039 cuft
Pond Report 3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Pond No. 1 - Sediment Basin #4
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 346.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 346.00 8,525 0 0
2.00 348.00 16,219 24,333 24,333
4.00 350.00 26,459 42,258 66,591
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 18.00 0.00 0.00 0.00
Span (in)= 18.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 346.00 0.00 0.00 0.00
Length (ft)= 75.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 12.56 10.00 0.00 0.00
Crest El. (ft)= 348.00 349.00 0.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Stage (ft)
0.00 346.00
1.00 347.00
2.00 348.00
3.00 349.00
4.00 350.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #4
Hydrograph type = SCS Runoff Peak discharge = 45.02 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 93,721 cuft
Drainage area = 5.000 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
SEDIMENT BASIN #4
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #4
Hydrograph type = Reservoir Peak discharge = 12.35 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 69,387 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #4 Max. Elevation = 348.95 ft
Reservoir name = Sediment Basin #4 Max. Storage = 44,459 cuft
Storage Indication method used.
5
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Sediment Basin #4
Hyd. No. 2 -- 25 Year
Hyd No. 2 Hyd No. 1 Total storage used = 44,459 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #4
Hydrograph type = SCS Runoff Peak discharge = 52.60 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 110,472 cuft
Drainage area = 5.000 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
6
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
SEDIMENT BASIN #4
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #4
Hydrograph type = Reservoir Peak discharge = 17.34 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 86,138 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #4 Max. Elevation = 349.29 ft
Reservoir name = Sediment Basin #4 Max. Storage = 51,398 cuft
Storage Indication method used.
7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Sediment Basin #4
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1 Total storage used = 51,398 cuft
NOAA Atlas 14, Volume 2, Version 3
Location name: Apex, North Carolina, US*
Latitude: 35.7336°, Longitude: -78.8492°
Elevation: 512 ft*
* source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.87
(4.46-5.32)
5.69
(5.22-6.23)
6.54
(6.00-7.14)
7.26
(6.64-7.92)
8.00
(7.30-8.74)
8.56
(7.76-9.32)
9.05
(8.16-9.85)
9.47
(8.50-10.3)
9.92
(8.83-10.8)
10.3
(9.08-11.3)
10-min 3.89
(3.56-4.25)
4.55
(4.17-4.98)
5.24
(4.80-5.72)
5.80
(5.31-6.33)
6.38
(5.81-6.96)
6.81
(6.18-7.42)
7.19
(6.48-7.82)
7.50
(6.73-8.18)
7.85
(6.98-8.56)
8.11
(7.16-8.86)
15-min 3.24
(2.97-3.54)
3.82
(3.50-4.17)
4.42
(4.05-4.82)
4.90
(4.48-5.34)
5.39
(4.91-5.88)
5.75
(5.22-6.27)
6.06
(5.46-6.60)
6.31
(5.66-6.88)
6.59
(5.86-7.18)
6.79
(5.99-7.42)
30-min 2.22
(2.04-2.43)
2.63
(2.41-2.88)
3.14
(2.88-3.43)
3.55
(3.24-3.87)
3.99
(3.64-4.35)
4.33
(3.93-4.72)
4.64
(4.18-5.05)
4.91
(4.41-5.36)
5.24
(4.66-5.72)
5.50
(4.85-6.00)
60-min 1.39
(1.27-1.51)
1.65
(1.52-1.81)
2.01
(1.84-2.20)
2.31
(2.11-2.52)
2.66
(2.42-2.90)
2.93
(2.66-3.20)
3.19
(2.88-3.48)
3.44
(3.09-3.76)
3.76
(3.34-4.10)
4.01
(3.54-4.38)
2-hr 0.807
(0.735-0.888)
0.966
(0.881-1.06)
1.19
(1.08-1.31)
1.38
(1.25-1.51)
1.61
(1.45-1.76)
1.80
(1.61-1.97)
1.98
(1.76-2.17)
2.16
(1.91-2.37)
2.39
(2.10-2.62)
2.58
(2.25-2.84)
3-hr 0.570
(0.520-0.627)
0.683
(0.624-0.752)
0.842
(0.768-0.928)
0.983
(0.893-1.08)
1.16
(1.05-1.27)
1.31
(1.17-1.43)
1.45
(1.29-1.59)
1.61
(1.42-1.76)
1.81
(1.58-1.98)
1.98
(1.71-2.17)
6-hr 0.343
(0.316-0.376)
0.412
(0.377-0.452)
0.509
(0.465-0.557)
0.594
(0.541-0.650)
0.703
(0.637-0.767)
0.796
(0.717-0.868)
0.889
(0.794-0.968)
0.986
(0.871-1.07)
1.12
(0.974-1.21)
1.23
(1.06-1.34)
12-hr 0.202
(0.185-0.221)
0.242
(0.222-0.265)
0.300
(0.274-0.328)
0.352
(0.321-0.385)
0.420
(0.380-0.458)
0.479
(0.430-0.520)
0.538
(0.479-0.584)
0.601
(0.529-0.652)
0.688
(0.595-0.745)
0.763
(0.650-0.827)
24-hr 0.120
(0.111-0.129)
0.144
(0.135-0.155)
0.181
(0.169-0.195)
0.210
(0.195-0.226)
0.249
(0.231-0.268)
0.280
(0.259-0.302)
0.312
(0.288-0.336)
0.345
(0.317-0.372)
0.390
(0.357-0.421)
0.425
(0.387-0.459)
2-day 0.069
(0.064-0.074)
0.083
(0.077-0.090)
0.104
(0.096-0.112)
0.120
(0.111-0.129)
0.141
(0.131-0.152)
0.158
(0.146-0.170)
0.176
(0.162-0.189)
0.193
(0.177-0.208)
0.218
(0.199-0.235)
0.236
(0.215-0.256)
3-day 0.049
(0.045-0.052)
0.058
(0.055-0.063)
0.072
(0.067-0.078)
0.083
(0.078-0.090)
0.098
(0.091-0.106)
0.110
(0.102-0.118)
0.122
(0.113-0.131)
0.135
(0.124-0.145)
0.151
(0.138-0.163)
0.164
(0.150-0.177)
4-day 0.038
(0.036-0.041)
0.046
(0.043-0.049)
0.057
(0.053-0.061)
0.065
(0.061-0.070)
0.077
(0.071-0.083)
0.086
(0.080-0.092)
0.096
(0.088-0.103)
0.105
(0.097-0.113)
0.118
(0.108-0.127)
0.128
(0.117-0.138)
7-day 0.025
(0.024-0.027)
0.030
(0.028-0.032)
0.037
(0.035-0.039)
0.042
(0.039-0.045)
0.049
(0.046-0.053)
0.055
(0.051-0.059)
0.061
(0.056-0.065)
0.067
(0.062-0.071)
0.075
(0.069-0.080)
0.081
(0.074-0.087)
10-day 0.020
(0.019-0.022)
0.024
(0.023-0.026)
0.029
(0.027-0.031)
0.033
(0.031-0.035)
0.038
(0.035-0.041)
0.042
(0.039-0.045)
0.046
(0.043-0.049)
0.050
(0.047-0.054)
0.056
(0.052-0.060)
0.060
(0.055-0.065)
20-day 0.014
(0.013-0.014)
0.016
(0.015-0.017)
0.019
(0.018-0.020)
0.021
(0.020-0.023)
0.024
(0.023-0.026)
0.027
(0.025-0.029)
0.029
(0.027-0.031)
0.032
(0.029-0.034)
0.035
(0.032-0.038)
0.038
(0.035-0.040)
30-day 0.011
(0.011-0.012)
0.013
(0.012-0.014)
0.015
(0.014-0.016)
0.017
(0.016-0.018)
0.019
(0.018-0.020)
0.021
(0.020-0.022)
0.023
(0.021-0.024)
0.024
(0.023-0.026)
0.026
(0.025-0.028)
0.028
(0.026-0.030)
45-day 0.010
(0.009-0.010)
0.011
(0.011-0.012)
0.013
(0.012-0.014)
0.014
(0.013-0.015)
0.016
(0.015-0.017)
0.017
(0.016-0.018)
0.018
(0.017-0.019)
0.019
(0.018-0.020)
0.021
(0.020-0.022)
0.022
(0.021-0.023)
60-day 0.009
(0.008-0.009)
0.010
(0.010-0.011)
0.011
(0.011-0.012)
0.012
(0.012-0.013)
0.014
(0.013-0.014)
0.015
(0.014-0.015)
0.016
(0.015-0.016)
0.017
(0.016-0.017)
0.018
(0.017-0.019)
0.019
(0.017-0.020)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
Page 1 of 4Precipitation Frequency Data Server
5/11/2016http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7336&lon=-78.8492&data...
Back to Top
Maps & aerials
Small scale terrain
Map data ©2016 Google, INEGIReport a map error50 km 
Page 2 of 4Precipitation Frequency Data Server
5/11/2016http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.7336&lon=-78.8492&data...

APPENDIX E
STORMWATER CALCULATIONS

June 24, 2008

Mr. Scott L. Brown, PE
BP Barber
10430 Harris Oaks Blvd., Suite A
Charlotte, NC 28269-7511

Re: Request for Low Density Project Classification
Highway 55 C&D Landfill

Dear Mr. Brown,

We have received a request for classification as a Low Density Development in accordance with Section
6.1 of the Town of Apex (Town) Unified Development Ordinance (UDO) for the Highway 55 C&D
Landfill. This request has been reviewed and approved.

Our review confirms that the built-upon area for the site upon closure (post-construction) is 5.2 acres,
equating to a 4.5 percent built-upon impact to the property, which is well below the Town’s 12%
threshold requirement for the Low Density Development Option. As a Low Density Development within
the Town’s Secondary Watershed Protection District, the project will not be required to implement
structural storm water BMPs or prepare a storm water impact statement. Storm water runoff from the
development will be transported by vegetative conveyances to the maximum extent practical in
accordance with Section 6.1 of the Town’s UDO.

This approval by the Town does not relieve the applicant from their responsibility to meet all other
applicable Town, State, and Federal Laws, regulations, or permit requirements.

If you have any questions, please do not hesitate to contact me at [phone].

Sincerely,

Michael S. Deaton, PE
Environmental Programs Manager

cc: Dan LaMontagne, Griffin Brothers

STORMWATER CALCULATIONS

PHASES 1-2 CALCULATIONS

Civil & Environmental Consultants, Inc.
By:CTH
Project Name:PHASE 3 HIGHWAY 55 Date:5/11/16
CEC Project No.:111-370.003 Checked By:NTB
Description:PHASES 1 & 2, 25-YEAR STORM Date:5/11/16
TACK-ON SWALE
TACK-ON SWALE (10% Slope) 2.00 0.40 5.0 8.00 6.40
Rational Runoff
Basin Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 25 2016
PHASES 1-2 TACK ON SWALE
Trapezoidal
Bottom Width (ft) = 2.00
Side Slopes (z:1) = 2.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 10.00
N-Value = 0.075
Calculations
Compute by: Known Q
Known Q (cfs) = 6.40
Highlighted
Depth (ft) = 0.57
Q (cfs) = 6.400
Area (sqft) = 1.95
Velocity (ft/s) = 3.28
Wetted Perim (ft) = 5.08
Crit Depth, Yc (ft) = 0.55
Top Width (ft) = 4.85
EGL (ft) = 0.74
0 2 4 6 8 10 12 14 16
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: HIGHWAY 55
Project Number: 92722
Channel Name: PHASE 1-2 TACK-ON SWALE
Discharge 6.4
Peak Flow Period 0.08
Channel Slope 0.1
Channel Bottom Width 2
Left Side Slope 2
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Sandy Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC250
Unvegetated
Straight 6.4 cfs 5.19
ft/s
0.41 ft 0.04 3 lbs/ft2 2.55 lbs/ft2 1.18 STABLE E
SC250
Reinforced
Vegetation
Straight 6.4 cfs 3.29
ft/s
0.57 ft 0.075 10 lbs/ft2 3.55 lbs/ft2 2.82 STABLE E
Underlying
Substrate
Straight 6.4 cfs 3.29
ft/s
0.57 ft -- 0.8 lbs/ft2 0.373 lbs/ft2 2.15 STABLE --
Page 1 of 2
5/25/2016http://www.ecmds.com/print/analysis/92722/93867
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 55 PHASE 3 Date:5/10/16
CEC Project No.:111-370.003 Checked By:TMG
Description:PERIMETER DITCH 3 Date:5/10/16
PERIMETER DITCH 3 (25 YEAR STORM) 5.00 0.40 5.0 8.00 16.00
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 25 2016
PERIMETER DITCH 3
Trapezoidal
Bottom Width (ft) = 2.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 2.00
N-Value = 0.068
Calculations
Compute by: Known Q
Known Q (cfs) = 16.00
Highlighted
Depth (ft) = 1.19
Q (cfs) = 16.00
Area (sqft) = 6.63
Velocity (ft/s) = 2.41
Wetted Perim (ft) = 9.53
Crit Depth, Yc (ft) = 0.85
Top Width (ft) = 9.14
EGL (ft) = 1.28
0 2 4 6 8 10 12 14 16 18
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: HIGHWAY 55
Project Number: 92722
Channel Name: PERIMETER DITCH 3
Discharge 16
Peak Flow Period 0.08
Channel Slope 0.02
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Sandy Loam
SC150
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC150
Unvegetated
Straight 16 cfs 3.55
ft/s
0.94 ft 0.041 2 lbs/ft2 1.17 lbs/ft2 1.71 STABLE D
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 16 cfs 2.43
ft/s
1.18 ft 0.068 4.2 lbs/ft2 1.48 lbs/ft2 2.84 STABLE --
Underlying
Substrate
Straight 16 cfs 2.43
ft/s
1.18 ft -- 0.04 lbs/ft2 0.031 lbs/ft2 1.11 STABLE --
Page 1 of 2
5/25/2016http://www.ecmds.com/print/analysis/92722/93876
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 55 PHASE 1-2 Date:5/12/16
CEC Project No.:111-370.003 Checked By:TMG
Description:HDPE DOWNCHUTE #4 Date:5/12/16
HDPE DOWNCHUTE #4 (25 YEAR STORM) 4.62 0.40 5.0 8.00 14.78
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 25 2016
DOWNCHUTE #4
Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 30.00
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 14.78
Highlighted
Depth (ft) = 0.47
Q (cfs) = 14.78
Area (sqft) = 0.57
Velocity (ft/s) = 26.08
Wetted Perim (ft) = 2.03
Crit Depth, Yc (ft) = 1.39
Top Width (ft) = 1.70
EGL (ft) = 11.04
0 1 2 3 4
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)

PHASE 3 CALCULATIONS

TACK ON SWALES

Civil & Environmental Consultants, Inc.
By:CTH
Project Name:PHASE 3 HIGHWAY 55 Date:5/11/16
CEC Project No.:111-370.003 Checked By:TMG
Description:PHASE 3 TACK-ON SWALE Date:5/11/16
TACK-ON SWALE (25 YEAR STORM) 1.30 0.40 5.0 8.00 4.16
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 25 2016
PHASE 3 TACK-ON SWALE
Trapezoidal
Bottom Width (ft) = 2.00
Side Slopes (z:1) = 2.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 8.00
N-Value = 0.097
Calculations
Compute by: Known Q
Known Q (cfs) = 4.16
Highlighted
Depth (ft) = 0.55
Q (cfs) = 4.160
Area (sqft) = 1.86
Velocity (ft/s) = 2.24
Wetted Perim (ft) = 4.97
Crit Depth, Yc (ft) = 0.43
Top Width (ft) = 4.75
EGL (ft) = 0.63
0 2 4 6 8 10 12 14 16
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: HIGHWAY 55
Project Number: 92722
Channel Name: TACK-ON SWALE
Discharge 4.16
Peak Flow Period 0.08
Channel Slope 0.08
Channel Bottom Width 2
Left Side Slope 2
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Sandy Loam
SC150
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC150
Unvegetated
Straight4.16 cfs 3.61
ft/s
0.39 ft 0.05 2 lbs/ft2 1.94 lbs/ft2 1.03 STABLE D
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight4.16 cfs 2.36
ft/s
0.53 ft 0.091 4.2 lbs/ft2 2.65 lbs/ft2 1.59 STABLE --
Underlying
Substrate
Straight4.16 cfs 2.36
ft/s
0.53 ft -- 0.04 lbs/ft2 0.031 lbs/ft2 1.12 STABLE --
Page 1 of 2
5/25/2016http://www.ecmds.com/print/analysis/92722/92723

DOWNCHUTES

Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 55 PHASE 3 PERMIT APPLICATION Date:5/12/16
CEC Project No.:111-370.003 Checked By:TMG
Description:HDPE DOWNCHUTE #1 Date:5/12/16
HDPE DOWNCHUTE (25 YEAR STORM) 1.78 0.40 5.0 8.00 5.70
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 25 2016
HDPE DOWNCHUTE #1
Circular
Diameter (ft) = 2.01
Invert Elev (ft) = 100.00
Slope (%) = 30.00
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 5.70
Highlighted
Depth (ft) = 0.30
Q (cfs) = 5.700
Area (sqft) = 0.30
Velocity (ft/s) = 19.12
Wetted Perim (ft) = 1.60
Crit Depth, Yc (ft) = 0.84
Top Width (ft) = 1.43
EGL (ft) = 5.99
0 1 2 3 4 5
Elev (ft)Section
99.50
100.00
100.50
101.00
101.50
102.00
102.50
103.00
Reach (ft)
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 55 PHASE 3 PERMIT APPLICATION Date:5/12/16
CEC Project No.:111-370.003 Checked By:TMG
Description:HDPE DOWNCHUTE #2 Date:5/12/16
HDPE DOWNCHUTE #2 (25 YEAR STORM) 1.47 0.40 5.0 8.00 4.70
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, May 24 2016
HDPE DOWNCHUTE #2
Circular
Diameter (ft) = 2.01
Invert Elev (ft) = 100.00
Slope (%) = 30.00
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 4.70
Highlighted
Depth (ft) = 0.27
Q (cfs) = 4.700
Area (sqft) = 0.26
Velocity (ft/s) = 18.18
Wetted Perim (ft) = 1.52
Crit Depth, Yc (ft) = 0.77
Top Width (ft) = 1.38
EGL (ft) = 5.41
0 1 2 3 4 5
Elev (ft)Section
99.50
100.00
100.50
101.00
101.50
102.00
102.50
103.00
Reach (ft)
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 55 PHASE 3 PERMIT APPLICATION Date:5/12/16
CEC Project No.:111-370.003 Checked By:TMG
Description:HDPE DOWNCHUTE #3 Date:5/12/16
HDPE DOWNCHUTE #3 (25 YEAR STORM) 3.85 0.40 5.0 8.00 12.32
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 25 2016
HDPE DOWNCHUTE #3
Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 30.00
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 12.32
Highlighted
Depth (ft) = 0.43
Q (cfs) = 12.32
Area (sqft) = 0.50
Velocity (ft/s) = 24.79
Wetted Perim (ft) = 1.93
Crit Depth, Yc (ft) = 1.27
Top Width (ft) = 1.64
EGL (ft) = 9.99
0 1 2 3 4
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)

PERIMETER DITCHES

Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 55 PHASE 3 Date:5/10/16
CEC Project No.:111-370.003 Checked By:TMG
Description:PERIMETER DITCH 1 Date:5/10/16
PERIMETER DITCH 1 (25 YEAR STORM) 7.18 0.40 5.0 8.00 22.98
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 25 2016
PERIMETER DITCH 1
Trapezoidal
Bottom Width (ft) = 2.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 2.90
N-Value = 0.060
Calculations
Compute by: Known Q
Known Q (cfs) = 22.98
Highlighted
Depth (ft) = 1.22
Q (cfs) = 22.98
Area (sqft) = 6.91
Velocity (ft/s) = 3.33
Wetted Perim (ft) = 9.72
Crit Depth, Yc (ft) = 1.02
Top Width (ft) = 9.32
EGL (ft) = 1.39
0 2 4 6 8 10 12 14 16 18
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: HIGHWAY 55
Project Number: 92722
Channel Name: PERIMETER DITCH 1
Discharge 22.98
Peak Flow Period 0.08
Channel Slope 0.029
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Sandy Loam
SC150
Phase Reach Discharge Velocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC150
Unvegetated
Straight 22.98
cfs
4.59
ft/s
1 ft 0.039 2 lbs/ft2 1.81 lbs/ft2 1.1 STABLE D
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 22.98
cfs
3.41
ft/s
1.2 ft 0.059 4.2 lbs/ft2 2.18 lbs/ft2 1.93 STABLE --
Underlying
Substrate
Straight 22.98
cfs
3.41
ft/s
1.2 ft -- 0.04 lbs/ft2 0.062 lbs/ft2 0.57 UNSTABLE --
Page 1 of 2
5/25/2016http://www.ecmds.com/print/analysis/92722/92725
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 55 PHASE 3 Date:5/10/16
CEC Project No.:111-370.003 Checked By:TMG
Description:PERIMETER DITCH 2 Date:5/10/16
PERIMETER DITCH 2 (25 YEAR STORM) 1.00 0.40 5.0 8.00 3.20
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, May 25 2016
PERIMETER DITCH 2
Triangular
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 2.00
N-Value = 0.118
Calculations
Compute by: Known Q
Known Q (cfs) = 3.20
Highlighted
Depth (ft) = 1.00
Q (cfs) = 3.200
Area (sqft) = 3.00
Velocity (ft/s) = 1.07
Wetted Perim (ft) = 6.32
Crit Depth, Yc (ft) = 0.59
Top Width (ft) = 6.00
EGL (ft) = 1.02
0 2 4 6 8 10 12 14 16
Elev (ft)Depth (ft)Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: HIGHWAY 55
Project Number: 92722
Channel Name: PERIMETER DITCH 2
Discharge 3.20
Peak Flow Period 0.08
Channel Slope 0.02
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Sandy Loam
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 3.2 cfs 1.08
ft/s
0.99 ft 0.118 4.2 lbs/ft2 1.24 lbs/ft2 3.39 STABLE --
Underlying
Substrate
Straight 3.2 cfs 1.08
ft/s
0.99 ft -- 0.04 lbs/ft2 0.009 lbs/ft2 4.02 STABLE --
Page 1 of 2
5/25/2016http://www.ecmds.com/print/analysis/92722/92727

SEDIMENT BASINS

8.23 Total Drainage Area User entry
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Sediment Basin
Okay Sediment Basin
8.23 Disturbed Area (Acres) Q = C I A
26.34 Peak Flow from 25-year Storm (cfs) Q = 0.4 8.00 8.23
Q = 26.34
SEDIMENT BASIN # 3
Okay
8.23 Disturbed Area (Acres)
26.336 Peak Flow from 25-year Storm (cfs)
14814 Required Volume ft3
11472 Required Surface Area ft2
96788 Actual Volume ft3 Okay
13241 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
5 Skimmer Size
0.333 Head on Skimmer (feet) (Inches)
5 Orifice Size (1/4 inch increments) 1.5
2.90 Dewatering Time (days) 2
Dewatering Time should be 2-5 days 2.5
3
4
5
6
8
Sediment Basin #3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #3
Hydrograph type = SCS Runoff Peak discharge = 65.30 cfs
Storm frequency = 10 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 135,079 cuft
Drainage area = 8.230 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.26 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
SEDIMENT BASIN #3
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #3
Hydrograph type = Reservoir Peak discharge = 18.49 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 91,909 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #3 Max. Elevation = 320.57 ft
Reservoir name = Sediment Basin #3 Max. Storage = 65,223 cuft
Storage Indication method used.
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
Sediment Basin #3
Hyd. No. 2 -- 10 Year
Hyd No. 2 Hyd No. 1 Total storage used = 65,223 cuft
Pond Report 3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Pond No. 1 - Sediment Basin #3
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 316.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 316.00 7,715 0 0
2.00 318.00 13,241 20,707 20,707
4.00 320.00 19,024 32,088 52,794
6.00 322.00 25,115 43,994 96,788
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 24.00 0.00 0.00 0.00
Span (in)= 24.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 318.00 0.00 0.00 0.00
Length (ft)= 62.00 0.00 0.00 0.00
Slope (%)= 6.45 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 12.56 15.00 0.00 0.00
Crest El. (ft)= 319.50 321.00 0.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00
Stage (ft)
0.00 316.00
1.00 317.00
2.00 318.00
3.00 319.00
4.00 320.00
5.00 321.00
6.00 322.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #3
Hydrograph type = SCS Runoff Peak discharge = 74.10 cfs
Storm frequency = 25 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 154,264 cuft
Drainage area = 8.230 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
SEDIMENT BASIN #3
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #3
Hydrograph type = Reservoir Peak discharge = 20.96 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 111,094 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #3 Max. Elevation = 320.96 ft
Reservoir name = Sediment Basin #3 Max. Storage = 73,879 cuft
Storage Indication method used.
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
Sediment Basin #3
Hyd. No. 2 -- 25 Year
Hyd No. 2 Hyd No. 1 Total storage used = 73,879 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #3
Hydrograph type = SCS Runoff Peak discharge = 86.58 cfs
Storm frequency = 100 yrs Time to peak = 11.93 hrs
Time interval = 2 min Hyd. volume = 181,836 cuft
Drainage area = 8.230 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
6
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
SEDIMENT BASIN #3
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #3
Hydrograph type = Reservoir Peak discharge = 33.98 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 138,666 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #3 Max. Elevation = 321.44 ft
Reservoir name = Sediment Basin #3 Max. Storage = 83,978 cuft
Storage Indication method used.
7
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
Sediment Basin #3
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1 Total storage used = 83,978 cuft
5 Total Drainage Area User entry
Okay Temporary Sediment Trap Calculated Value
Okay Skimmer Sediment Basin
Okay Sediment Basin
5.00 Disturbed Area (Acres) Q = C I A
16.00 Peak Flow from 25-year Storm (cfs) Q = 0.4 8.00 5.00
Q = 16.00
SEDIMENT BASIN #4
Okay
5 Disturbed Area (Acres)
16 Peak Flow from 25-year Storm (cfs)
9000 Required Volume ft3
6970 Required Surface Area ft2
59.0 Suggested Width ft
118.1 Suggested Length ft
66591 Actual Volume ft3 Okay
16219 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
4 Skimmer Size
0.333 Head on Skimmer (feet) (Inches)
4 Orifice Size (1/4 inch increments) 1.5
3.12 Dewatering Time (days) 2
Dewatering Time should be 2-5 days 2.5
3
4
5
6
8
Sediment Basin #4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #4
Hydrograph type = SCS Runoff Peak discharge = 39.67 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 82,065 cuft
Drainage area = 5.000 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.26 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
1
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
SEDIMENT BASIN #4
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #4
Hydrograph type = Reservoir Peak discharge = 11.47 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 57,731 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #4 Max. Elevation = 348.70 ft
Reservoir name = Sediment Basin #4 Max. Storage = 39,039 cuft
Storage Indication method used.
2
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Sediment Basin #4
Hyd. No. 2 -- 10 Year
Hyd No. 2 Hyd No. 1 Total storage used = 39,039 cuft
Pond Report 3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Pond No. 1 - Sediment Basin #4
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 346.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 346.00 8,525 0 0
2.00 348.00 16,219 24,333 24,333
4.00 350.00 26,459 42,258 66,591
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 18.00 0.00 0.00 0.00
Span (in)= 18.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft)= 346.00 0.00 0.00 0.00
Length (ft)= 75.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft)= 12.56 10.00 0.00 0.00
Crest El. (ft)= 348.00 349.00 0.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Stage (ft)
0.00 346.00
1.00 347.00
2.00 348.00
3.00 349.00
4.00 350.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #4
Hydrograph type = SCS Runoff Peak discharge = 45.02 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 93,721 cuft
Drainage area = 5.000 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
SEDIMENT BASIN #4
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #4
Hydrograph type = Reservoir Peak discharge = 12.35 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 69,387 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #4 Max. Elevation = 348.95 ft
Reservoir name = Sediment Basin #4 Max. Storage = 44,459 cuft
Storage Indication method used.
5
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Sediment Basin #4
Hyd. No. 2 -- 25 Year
Hyd No. 2 Hyd No. 1 Total storage used = 44,459 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 1
SEDIMENT BASIN #4
Hydrograph type = SCS Runoff Peak discharge = 52.60 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 110,472 cuft
Drainage area = 5.000 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
6
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
SEDIMENT BASIN #4
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 05 / 26 / 2016
Hyd. No. 2
Sediment Basin #4
Hydrograph type = Reservoir Peak discharge = 17.34 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 86,138 cuft
Inflow hyd. No. = 1 - SEDIMENT BASIN #4 Max. Elevation = 349.29 ft
Reservoir name = Sediment Basin #4 Max. Storage = 51,398 cuft
Storage Indication method used.
7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Sediment Basin #4
Hyd. No. 2 -- 100 Year
Hyd No. 2 Hyd No. 1 Total storage used = 51,398 cuft
NOAA Atlas 14, Volume 2, Version 3
Location name: Apex, North Carolina, US*
Latitude: 35.7336°, Longitude: -78.8492°
Elevation: 512 ft*
* source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.87
(4.46-5.32)
5.69
(5.22-6.23)
6.54
(6.00-7.14)
7.26
(6.64-7.92)
8.00
(7.30-8.74)
8.56
(7.76-9.32)
9.05
(8.16-9.85)
9.47
(8.50-10.3)
9.92
(8.83-10.8)
10.3
(9.08-11.3)
10-min 3.89
(3.56-4.25)
4.55
(4.17-4.98)
5.24
(4.80-5.72)
5.80
(5.31-6.33)
6.38
(5.81-6.96)
6.81
(6.18-7.42)
7.19
(6.48-7.82)
7.50
(6.73-8.18)
7.85
(6.98-8.56)
8.11
(7.16-8.86)
15-min 3.24
(2.97-3.54)
3.82
(3.50-4.17)
4.42
(4.05-4.82)
4.90
(4.48-5.34)
5.39
(4.91-5.88)
5.75
(5.22-6.27)
6.06
(5.46-6.60)
6.31
(5.66-6.88)
6.59
(5.86-7.18)
6.79
(5.99-7.42)
30-min 2.22
(2.04-2.43)
2.63
(2.41-2.88)
3.14
(2.88-3.43)
3.55
(3.24-3.87)
3.99
(3.64-4.35)
4.33
(3.93-4.72)
4.64
(4.18-5.05)
4.91
(4.41-5.36)
5.24
(4.66-5.72)
5.50
(4.85-6.00)
60-min 1.39
(1.27-1.51)
1.65
(1.52-1.81)
2.01
(1.84-2.20)
2.31
(2.11-2.52)
2.66
(2.42-2.90)
2.93
(2.66-3.20)
3.19
(2.88-3.48)
3.44
(3.09-3.76)
3.76
(3.34-4.10)
4.01
(3.54-4.38)
2-hr 0.807
(0.735-0.888)
0.966
(0.881-1.06)
1.19
(1.08-1.31)
1.38
(1.25-1.51)
1.61
(1.45-1.76)
1.80
(1.61-1.97)
1.98
(1.76-2.17)
2.16
(1.91-2.37)
2.39
(2.10-2.62)
2.58
(2.25-2.84)
3-hr 0.570
(0.520-0.627)
0.683
(0.624-0.752)
0.842
(0.768-0.928)
0.983
(0.893-1.08)
1.16
(1.05-1.27)
1.31
(1.17-1.43)
1.45
(1.29-1.59)
1.61
(1.42-1.76)
1.81
(1.58-1.98)
1.98
(1.71-2.17)
6-hr 0.343
(0.316-0.376)
0.412
(0.377-0.452)
0.509
(0.465-0.557)
0.594
(0.541-0.650)
0.703
(0.637-0.767)
0.796
(0.717-0.868)
0.889
(0.794-0.968)
0.986
(0.871-1.07)
1.12
(0.974-1.21)
1.23
(1.06-1.34)
12-hr 0.202
(0.185-0.221)
0.242
(0.222-0.265)
0.300
(0.274-0.328)
0.352
(0.321-0.385)
0.420
(0.380-0.458)
0.479
(0.430-0.520)
0.538
(0.479-0.584)
0.601
(0.529-0.652)
0.688
(0.595-0.745)
0.763
(0.650-0.827)
24-hr 0.120
(0.111-0.129)
0.144
(0.135-0.155)
0.181
(0.169-0.195)
0.210
(0.195-0.226)
0.249
(0.231-0.268)
0.280
(0.259-0.302)
0.312
(0.288-0.336)
0.345
(0.317-0.372)
0.390
(0.357-0.421)
0.425
(0.387-0.459)
2-day 0.069
(0.064-0.074)
0.083
(0.077-0.090)
0.104
(0.096-0.112)
0.120
(0.111-0.129)
0.141
(0.131-0.152)
0.158
(0.146-0.170)
0.176
(0.162-0.189)
0.193
(0.177-0.208)
0.218
(0.199-0.235)
0.236
(0.215-0.256)
3-day 0.049
(0.045-0.052)
0.058
(0.055-0.063)
0.072
(0.067-0.078)
0.083
(0.078-0.090)
0.098
(0.091-0.106)
0.110
(0.102-0.118)
0.122
(0.113-0.131)
0.135
(0.124-0.145)
0.151
(0.138-0.163)
0.164
(0.150-0.177)
4-day 0.038
(0.036-0.041)
0.046
(0.043-0.049)
0.057
(0.053-0.061)
0.065
(0.061-0.070)
0.077
(0.071-0.083)
0.086
(0.080-0.092)
0.096
(0.088-0.103)
0.105
(0.097-0.113)
0.118
(0.108-0.127)
0.128
(0.117-0.138)
7-day 0.025
(0.024-0.027)
0.030
(0.028-0.032)
0.037
(0.035-0.039)
0.042
(0.039-0.045)
0.049
(0.046-0.053)
0.055
(0.051-0.059)
0.061
(0.056-0.065)
0.067
(0.062-0.071)
0.075
(0.069-0.080)
0.081
(0.074-0.087)
10-day 0.020
(0.019-0.022)
0.024
(0.023-0.026)
0.029
(0.027-0.031)
0.033
(0.031-0.035)
0.038
(0.035-0.041)
0.042
(0.039-0.045)
0.046
(0.043-0.049)
0.050
(0.047-0.054)
0.056
(0.052-0.060)
0.060
(0.055-0.065)
20-day 0.014
(0.013-0.014)
0.016
(0.015-0.017)
0.019
(0.018-0.020)
0.021
(0.020-0.023)
0.024
(0.023-0.026)
0.027
(0.025-0.029)
0.029
(0.027-0.031)
0.032
(0.029-0.034)
0.035
(0.032-0.038)
0.038
(0.035-0.040)
30-day 0.011
(0.011-0.012)
0.013
(0.012-0.014)
0.015
(0.014-0.016)
0.017
(0.016-0.018)
0.019
(0.018-0.020)
0.021
(0.020-0.022)
0.023
(0.021-0.024)
0.024
(0.023-0.026)
0.026
(0.025-0.028)
0.028
(0.026-0.030)
45-day 0.010
(0.009-0.010)
0.011
(0.011-0.012)
0.013
(0.012-0.014)
0.014
(0.013-0.015)
0.016
(0.015-0.017)
0.017
(0.016-0.018)
0.018
(0.017-0.019)
0.019
(0.018-0.020)
0.021
(0.020-0.022)
0.022
(0.021-0.023)
60-day 0.009
(0.008-0.009)
0.010
(0.010-0.011)
0.011
(0.011-0.012)
0.012
(0.012-0.013)
0.014
(0.013-0.014)
0.015
(0.014-0.015)
0.016
(0.015-0.016)
0.017
(0.016-0.017)
0.018
(0.017-0.019)
0.019
(0.017-0.020)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
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Maps & aerials
Small scale terrain
Map data ©2016 Google, INEGIReport a map error50 km 
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APPENDIX F
COST ESTIMATE

Facility Name: Greenway Waste Solutions of Apex, LLC
Facility ID Number: No. 9230-CDLF-2014
Facility Owner:Greenway Waste Solutions of Apex
Total Surface Area:42.20 Acres
Total Surface Area to be Capped for Phase 1: 42.20 Acres
I.CLEARING AND GRUBBING Input Amount Notes and Guidance
Values Unit Extended Cost Cost Estimate
a. Surface area 42.20 acres 42.2 acres
b. Clearing and grubbing unit cost $10,000 per acre $10,000.00 per acre
c. Quantity of soil needed (a x b) $422,000.00
Subtotal $422,000 $422,000
II.CLAY SOIL LINER Input Amount Notes and Guidance
Values Unit
a. Surface area 42.20 acres x 4,840 yd2/acre 204,248 yd2
b.Depth of soil for slope and fill 18 inches x 1 yd/36 in 0.50 yd
c. Quantity of soil needed a x b 102,124 yd3
d.Percentage of soil from off-site 100%%100%
e.Purchase unit cost off-site material (to include
delivery cost)$8.00 per yd3 $8.00 per yd3
f.Percentage of soil from on-site 0%(1 - d)0%
g. Excavation unit cost (on-site material) -$ per yd3 -$ per yd3
h.Total soil unit cost (d x e + f x g)$8.00
i. Placement and spreading unit cost 1.50$ per yd3 $1.50 per yd3
j. Compaction unit cost 2.00$ per yd3 $2.00 per yd3
k. Total soil unit cost (h + i + j) $11.50 per yd3
l.Total soil cost (c x k)###########
Subtotal $1,174,426 $1,175,000
III. TOPSOIL/EROSION COVER
a. Surface area 42.20 acres x 4,840 yd2/acre 204,248 yd2
b.Depth of topsoil needed 18 inches x 1 yd/36 in 0.50 yd
c. Quantity of topsoil needed a x b 102,124 yd3
d.Percentage of soil from off-site 0%%0%
e.Purchase unit cost off-site material (to include
delivery cost)$0.00 per yd3 $0.00 per yd3
f.Percentage of soil from on-site 100%(1 - d)100%
g. Excavation unit cost (on-site material) 4.15$ per yd3 $4.15 per yd3
h.Total soil unit cost (d x e + f x g)$4.15
i. Placement and spreading unit cost 1.50$ per yd3 $1.50 per yd3
j. Compaction unit cost (Not Required) -$ per yd3 $0.00 per yd3
k. Total soil unit cost (h + I + j) $5.65 per yd3
l.Total soil cost $577,000.60
Subtotal $577,001 $578,000
IV. VEGETATIVE COVER
a. Surface area 42.20 acres 42.2 acres
b.Unit cost for soil preparation, grading, seed, and
fertilizer $ 2,000.00 per acre $2,000.00 per acre
Subtotal (a x b)$84,400 $85,000
V. LLDPE GEOMEMBRANE - 40 mil TEXTURED
a. Surface area 42.20 acres x 43,560 ft2/acre 1,838,232 ft2
b. Purchase unit cost $ 0.50 per ft2 $0.50 /ft2
c. Installation unit cost $ 0.10 per ft2 $0.10 /ft2
d. Total LLDPE geomembrane unit cost (b + c) $0.60 /ft2
Subtotal (a x d)$1,102,939 $1,103,000
VI. DRAINAGE GEOCOMPOSITE
a. Surface area 42.20 acres x 43,560 ft2/acre 1,838,232 ft2
b. Purchase unit cost $ 0.50 per ft2 $0.50 /ft2
c. Installation unit cost $ 0.10 per ft2 $0.10 /ft2
d. Total drainage geocomposite unit cost (b + c) $0.60 /ft2
Worksheet 2: ESTIMATION OF CLOSURE COSTS PERMITTED WASTE LIMITS
Greenway Waste Soutions of Apex, LLC C&D Landfill Phases 1-3
Subtotal (a x d)$1,102,939 $1,103,000
VII.PASSIVE LANDFILL GAS (LFG) MANAGEMENT
SYSTEM
a.Number of acres 42.20 acres 42.20 acres
b.Average active LFG system unit cost $4,500.00 per acre $4,500.00 per acre
Subtotal (a x b)$189,900 $190,000
VIII.MOBILIZATION / DEMOBILIZATION / INSURANCE
/ BONDS
a.Cost for Mobilization / Demobilization / Insurance /
Bonds $110,000.00 lump sum $110,000.00 lump sum
Subtotal $110,000 $110,000
IX.SEDIMENT AND EROSION CONTROL AND
STORM WATER MANAGEMENT
a.Sediment and erosion control 40,000.00$ lump sum $40,000.00 lump sum
b.Skimmer basins 2 each 2 each
c.Skimmer basin unit cost 35,000.00$ per each $35,000.00 per each
d.Skimmer basin total cost (b x c)$70,000.00
b.Grass lined channel length 4,600 linear foot 4,600 linear foot
c.Grass lined channel with matting unit cost 10.00$ per linear foot $10.00 per LF
d.Total grass lined channel cost (b x c)$46,000.00
e.Slope downdrain piping length 1,320 linear foot 1,320 linear foot
f.Piping unit cost (18-inch PE)19.85$ per linear foot $19.85 per LF
g.Total slope drain piping cost (e x f)$26,202.00
h.Outlet and inlet protection 12 each 12 each
i.Outlet and inlet protection unit cost (20 SY each)$1,728.00 per each $1,728.00 per each
j.Total outlet and inlet protection cost (h x i)$20,736.00
Subtotal (a + d + g + j)$202,938 $203,000
X.CQA TESTING AND CERTIFICATION
a.Number of acres to be capped 42.20 acres 42.2 acres
b.CQA testing / field services and documentation unit
cost $10,000.00 per acre $10,000 per acre
c.Total CQA testing / field services and documentation
cost (a x b) $422,000.00
Subtotal c $422,000 $422,000
XI. SURVEY AND DEED NOTATION
a.Area 42.20 acres 42.20 acres
b.Survey unit cost $1,000.00 per acre $1,000.00 per acre
Subtotal (a x b)$42,200 $43,000
XII. ADMINISTRATION
a.Announcements, deeds, fees, etc. cost $5,000 lump sum $5,000.00 lump sum
Subtotal $5,000 $5,000
TOTAL ESTIMATED CLOSURE COST INCLUDING CLAY LINER ONLY $3,233,000
TOTAL ESTIMATED CLOSURE COST INCLUDING GEOMEMBRANE LINER ONLY $4,264,000
Facility Name: Greenway Waste Solutions of Apex, LLC
Facility ID Number: No. 9230-CDLF-2014
Facility Owner:Greenway Waste Solutions of Apex
I. MONITORING Input Amount Notes and Guidance
Values Unit Extended Cost Cost Estimate
a. Total number of monitoring events per year 1 events/year 1 events/year
GW Wells 14
Sampling and Analysis per GW Well $452 $6,332 per year
Methane Wells $503 $503 per year
Annual Report $3,015 $3,015 per year
b. Sampling, analysis, and reporting $9,849 per year
Annual Subtotal $9,849 $9,850
II. ROUTINE MAINTENANCE AND REPAIRS
a. Mowing frequency 2 visits/year 2 visits/yr
b. Area involved in maintenance and repairs 42.20 acres 42.20 acres
c. Mowing unit cost per visit $ 75.38 /acre/visit 75.38$ /acre/visit
d. Total mowing cost per year $6,362 per year
e. Area reseed and fertilized 2 acres per year 2 acres per year
f. Fertilizer unit cost $101 per acre $101 per acre
g. Total fertilizer cost per year $201 per year
h. Reseeding unit cost $1,005 per acre $1,005 per acre
i. Total reseeding cost per year $2,010 per year
j. Cap erosion and settlement repair cost 200 cy 200 cy
k. Cap erosion and settlement repair unit cost 10.05$ per cy 10.05$ per cy
l.Total cap erosion and settlement repair cost per
year $2,010 per year
Annual Subtotal $10,583 $10,600
TOTAL ESTIMATED ANNUAL POST-CLOSURE CARE COST $20,450
LENGTH OF POST-CLOSURE CARE PERIOD (Yrs)20
$409,000TOTAL ESTIMATED POST-CLOSURE CARE COST FOR 20-YEAR PERIOD
ESTIMATION OF POST-CLOSURE COSTS
Greenway Waste Solutions of Apex, LLC C&D Landfill Phases 1-3
P:\2011\111-370\-Draft Documents\003\Phase 3 Permitting\Appendices\Appendix F - Cost Estimate\111-370.003-Closure Post-Closure Plan.xlsx

APPENDIX G
PROPOSED MONITORING PLAN

GROUNDWATER DETECTION MONITORING PLAN

-i- Groundwater Detection Monitoring Plan
May 2016
TABLE OF CONTENTS

1.0 BACKGROUND ................................................................................................................1
2.0 PHYSICAL SITE SETTING ............................................................................................2
3.0 SURFACE WATER MONITORING PLAN ..................................................................3
4.0 GROUNDWATER DETECTION MONITORING PLAN ...........................................5
4.1 Detection Monitoring Well Network ...................................................................... 5
4.2 Groundwater Detection Monitoring Procedures ..................................................... 6
4.3 Groundwater Detection Monitoring Analytical Procedures ................................... 8
4.4 Groundwater Detection Monitoring Reporting ....................................................... 8

ATTACHMENTS

A Surface Water Monitoring Location Map
B Boring Logs

-1- Groundwater Detection Monitoring Plan
May 2016
1.0 BACKGROUND

The Groundwater Detection Monitoring Plan (Plan) for the Greenway Waste Solutions of Apex,
LLC landfill and recycling center has been revised to include the proposed Phase III at the
facility. The Plan has been developed to meet the requirements of 15A NCAC 13B .0544
Monitoring Plans and Requirements for C&DLF Facilities. The purpose of this Plan is to
identify the monitoring network, methods, and procedures to be used to effectively monitor
surface water and groundwater quality in the uppermost aquifer present at the subject site that is
representative of background groundwater quality and that is representative of groundwater
quality passing the relevant point of compliance at appropriate locations downgradient of
proposed landfilling operations. This Plan includes sections describing: 1) surface water
monitoring, 2) detection monitoring well locations and construction; 3) well purging and
sampling procedures; 4) analytical methods; and 5) data evaluation and reporting requirements
set forth by the NCDEQ.

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May 2016
2.0 PHYSICAL SITE SETTING

Bedrock was previously observed in the walls of an access road on the southeastern portion of
the subject site, in a sewer line trench along the eastern property line to a depth of 10-15 feet, and
in a weathered outcrop within the steep northwest area of the site. All bedrock consists of a
massive conglomerate with no visible fractures or bedding planes that would indicate structural
control of groundwater. In March 7, 2002, Enviro-Pro, PC personnel met with Mr. Rick Wooten
and Mr. Tyler Clark of the North Carolina Geological Survey (NCGS) to gain a better
understanding of groundwater flow within the conglomeritic bedrock occurring in this area of the
Triassic Basin. Based on their extensive field work within the Triassic Basin, NCGS personnel
reported that the massive conglomerate (or fanglomerate) unit encountered throughout the study
area contained very few fractures and virtually no bedding planes. They concurred with Enviro-
Pro’s initial observations that groundwater movement is extremely slow within this unit, as there
appears to be a limited occurrence of preferential flow pathways. However, their findings
indicated a general correlation between the orientation of first order tributaries and preferred
fracture orientations in this area. The most prevalent trend encountered appears to be northwest
to southeast (NW-SE).

An examination of topography in the study area indicates first order drainage features with a
NW-SE orientation, and a secondary trend of roughly N-S. The site locations for existing and
proposed new monitoring wells consider these lineament orientations as potential preferred
groundwater flow paths.

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May 2016
3.0 SURFACE WATER MONITORING PLAN

Little Branch is situated to the west of the landfill areas. Two surface water monitoring points
have been routinely sampled along Little Branch at the approximate locations indicated on the
attached Surface Water Monitoring Location Map. The upstream monitoring location SW-1 is
situated at the northern property boundary. The downstream monitoring location SW-2 is
situated just north of the confluence of Little Branch and its tributary merging from the east side.
These existing surface water monitoring points are adequate to monitor the existing Phase I and
II areas and the proposed Phase III area.

Also, an unnamed tributary of Little Branch is situated along the southern boundary of the
landfill facility. Groundwater movement from most of the landfill areas is in the direction of this
tributary. The unnamed stream converges with Little Branch downgradient and to the southwest
of the landfill areas. Two surface water monitoring points have been previously established
along the unnamed tributary of Little Branch at the approximate locations indicated on the
attached Surface Water Monitoring Location Map to evaluate potential impact to surface water
quality from surface runoff or groundwater discharge from the Phase I and II landfill areas. The
upstream monitoring location SW-3 is situated just upstream of the Phase II area, and location
SW-4 is located southwest and downstream of the landfilling areas just prior to its confluence
with Little Branch. With the Phase III, the existing upstream surface water monitoring point
SW-3 will be replaced by a new monitoring point SW-3R located further upstream at the eastern
property boundary as shown on the attached map, Attachment A. The present downstream
sampling location SW-4 is still suitable to monitor existing and proposed landfill areas.

The actual sampling points within the unnamed tributary of Little Branch will be in areas of
minimum turbulence and aeration. Samples will be obtained at mid-depth near the landfill side
of the creek, and in an area that is characterized by cross-sectional homogeneity. Care will be
exercised so as not to allow sediment or other debris to enter the sample containers. A single
grab sample will be obtained by dipping a clean sample container directly into the creek and then
immediately filling the laboratory-supplied sample containers taking care not to rinse away any
preservatives in the containers. Samples will be prepared for volatile organic compounds

-4- Groundwater Detection Monitoring Plan
May 2016
(VOCs) first, then metals. The sample vials for VOC analysis will be filled to the top with no air
bubbles or headspace. Sample containers will be properly labeled, placed on ice in a portable
cooler, and transported to a North Carolina-certified laboratory. Surface water samples will be
collected and analyzed for the parameters listed in Section 4.3 below.

Field parameters (pH, temperature, specific conductance, and turbidity) will be measured and
recorded for both the upstream and downstream surface water samples utilizing an appropriate
calibrated water quality meter. The initial surface water sampling event will be conducted
during construction of the landfill and prior to initial waste placement. Unless otherwise directed
by the NCDEQ Solid Waste Section, subsequent surface water sampling will be performed on a
semi-annual basis in conjunction with a routine groundwater monitoring event for the landfill
facility.

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May 2016
4.0 GROUNDWATER DETECTION MONITORING PLAN

4.1 DETECTION MONITORING WELL NETWORK

Existing and proposed new permanent groundwater monitoring well locations for the Greenway
Waste Solutions of Apex, LLC landfill and recycling center are indicated on the attached
Groundwater Monitoring Well Plan. Existing background monitoring well MW-1 is located
upgradient from all existing and proposed landfill areas; thus, it will continue to be monitored for
the Phase III. The existing Phase I landfill area compliance monitoring wells (MW-2 through
MW-7) and Phase II landfill area wells (MW-8 through MW-11) are all also located
downgradient of the Phase III. These existing compliance wells were selected to provide
characterization of downgradient groundwater quality and detection of changes in this quality in
the Phase I and II landfill areas of the facility, yet some of these existing wells are well suited to
monitor groundwater quality downgradient of the Phase III. Three new detection monitoring
wells will be added to the facility network to adequately monitor groundwater quality along the
southeastern perimeter of the Phase III. Further, existing downgradient piezometers MW-40,
MW-41, and MW-27 will be upgraded to permanent groundwater detection monitoring wells and
renamed MW-12 through MW-14, respectively. The approximate existing locations of these
piezometers are depicted on the attached Groundwater Monitoring Well Plan. Boring logs for
these piezometer boreholes are presented in Attachment B. In the event that an existing
piezometer cannot be adequately upgraded to a permanent detection monitoring well, a new well
will be installed near the existing piezometer.

Each of the groundwater detection monitoring wells proposed for permanent use at the site will
be constructed using 2-inch diameter Schedule 40 PVC, flush-joint casing and 0.0l-inch slotted
screen. The annular space between the borehole wall (approximately 8-inch diameter) and the
well casing will be backfilled with washed, medium-grained sand to a level approximately 2 feet
above the top of the screen. Upon completion of the filter pack installation, pelletized bentonite
will be placed in the annular space to a thickness of two feet and water added to allow hydration.
The remainder of the annular space will then be filled with a cement/bentonite grout mix. Steel
protective casings with locking caps will be placed over each monitoring well riser pipe. A

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May 2016
concrete pad will be installed around the outside of each casing. Each lockable protective casing
will be painted and identified with a nameplate detailing well construction information. A
vented well cap will be placed on top of each PVC well casing to allow equilibration with
atmospheric pressures. The top-of-casing (TOC) and ground surface elevations for proposed
new detection wells MW-12 through MW-14 will be surveyed and indicated on a Site Plan. The
well completion logs for the upgraded monitoring wells will be submitted to the Solid Waste
Section within 30 days of well completion and will be included in an Appendix to the first semi-
annual sampling report submitted to the NCDEQ after their upgrading. Groundwater levels for
each of the wells will also be provided.

Existing upgradient well MW-1 is completed to a depth of approximately 55 feet below ground
surface (bgs) with 15 feet of screen to allow for seasonal fluctuation. Existing piezometers MW-
27, MW-40, and MW-41 (i.e., proposed new downgradient monitoring wells MW-12 through
MW-14) are all constructed with 15-foot screens and are each completed to an approximate
depth of 35 feet bgs.

The existing piezometers to be upgraded as permanent detection monitoring wells will be
developed to remove suspended solids and reduce turbidity following their well completion.

4.2 GROUNDWATER DETECTION MONITORING PROCEDURES

Each time groundwater is sampled at the facility well water levels must be gauged immediately
prior to well purging. Gauging of detection network wells at the facility will be performed
within a 24-hour period of time to avoid temporal variations in ground-water flow. An electronic
water level indicator will be used to record the depth to groundwater from the TOC reference
point to the nearest 0.01 foot. The resulting measurement will be subtracted from the total well
depth to determine the height of the water column (h) in feet. For a two-inch diameter
monitoring well, the volume of water present will be determined using the following equation:

Well Volume (Gallons) = 0.163h

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May 2016
Prior to sample collection, each well in the facility detection monitoring well network will be
purged using a dedicated Teflon™ bailer until field parameters stabilize or of three well
volumes. Field parameters (pH, temperature, specific conductance, and turbidity) will be
measured and recorded at the initiation of purging and upon the removal of each well volume,
and these data will be incorporated into the Water Quality Monitoring Report.

Wells that demonstrate sufficient recharge will be purged as outlined in the preceding paragraph;
however, some wells may be bailed dry. In this case, the well will be allowed to recharge a
minimum of 60 percent of its static water level prior to collecting the sample. Samples will be
collected within 24 hours of the completion of well purging.

Samples for Appendix I VOC analysis will be collected first by gently lowering a bailer into the
water column and allowing the weighted bailer to sink until full. The bailer will be retrieved
slowly and the groundwater sample will be slowly poured into clean, laboratory-supplied sample
bottles in a manner that will limit aeration and the potential loss of VOCs, if present. For
samples to be analyzed for VOCs, the sample jars will be filled to the top with no air bubbles or
headspace. The glass VOC vials will contain hydrochloric acid as a preservative. Samples for
Appendix I metals analysis will be collected second in order. The plastic metals containers will
be preserved with nitric acid. Care will be exercised to not rinse laboratory-supplied
preservatives from the sample containers while filling the containers. One trip blank and one
equipment rinse blank will be analyzed for Appendix I VOCs for each sampling event.

Filled groundwater sample containers will be labeled, packed on ice in a portable cooler, and
transported to Shealy Environmental Services, Inc., in West Columbia, South Carolina or to
another approved North Carolina laboratory. Proper chain-of-custody documentation will be
maintained from field sample collection through laboratory analysis.

After sample collection, each well will be capped and the steel protective casing will be secured
with a lock.

-8- Groundwater Detection Monitoring Plan
May 2016
An initial sampling event for the three proposed downgradient monitoring wells for the Phase III
area (MW-12 through MW-14) will be conducted prior to any waste placement within the Phase
III landfill. Unless otherwise directed by the NCDEQ Solid Waste Section, subsequent sampling
of these proposed wells will be performed on a semi-annual basis.

4.3 GROUNDWATER DETECTION MONITORING ANALYTICAL PROCEDURES

At a minimum, the detection monitoring program must include monitoring for the constituents
listed in Appendix I of 40 CFR Part 258, mercury, chloride, manganese, sulfate, iron, specific
conductance, pH, temperature, alkalinity, and total dissolved solids. The following parameter
analytical methods will be followed in analyzing the groundwater samples:

Appendix I VOCs EPA Method 8260B
Appendix I Metals EPA Method 6010
Mercury EPA Method 7470/7471
Chloride Standard Method 4500 Cl E
Sulfate EPA Method 300.0
Alkalinity Standard Method 2320B
Total Dissolved Solids Standard Method 2540C

Specific conductance, pH, temperature, and turbidity will be measured with appropriate and
properly calibrated water quality field instruments.

Sample analyses will be performed by an NC-certified laboratory. All laboratory data will be
subjected to strict laboratory quality assurance/quality control (QA/QC) protocol.

4.4 GROUNDWATER DETECTION MONITORING REPORTING

Within 120 days of completing a ground-water monitoring event, the permittee will submit to the
Solid Waste Section a written report, with one copy in electronic format, that will include the
following information: 1) field observations relating to the condition of the monitoring wells; 2)

-9- Groundwater Detection Monitoring Plan
May 2016
field data; 3) summary of the laboratory data; 4) field sampling quality assurance and quality
control data; 5) information on ground-water flow direction and flow rates; and 6) any other
pertinent information related to the sampling event.

ATTACHMENT A

SURFACE WATER MONITORING LOCATION MAP

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ATTACHMENT B

BORING LOGS

METHANE MONITORING PLAN

METHANE MONITORING PLAN
A methane gas monitoring program has been previously implemented to detect possible
migration of methane gas off-site from the existing Phase I and Phase II landfill areas. This
Methane Monitoring Plan has been revised to include additional methane monitoring wells to
adequate monitor the proposed Phase III. A total of six additional methane gas monitoring wells
(MM-11 through MM-16) will be installed around the perimeter of the proposed Phase III area
for waste disposal. The approximate locations of the existing and proposed methane monitoring
wells are indicated on the attached Methane Monitoring Well Map. The new wells will be
installed to a depth comparable with the depth of the nearest landfilling, but will not intersect the
water table. If bedrock is encountered prior to the desired well completion depth, the well will
be terminated at that depth. The new methane monitoring wells will be screened within the most
permeable saprolitic zone that most closely corresponds to the nearest depth of landfilling.
Based on previous lithologic logs obtained for this portion of the site, proposed well depths will
be approximately 15 feet bgs (auger refusal).

If possible, boreholes for the proposed monitoring wells will be constructed using a direct push
Geoprobe rig. A 10-foot (or 5-foot, depending on the well depth) length of one-inch diameter
Schedule 40 PVC pipe with 0.01-inch slots will be inserted into each probe boring. PVC riser
pipe will be threaded into the top of the screen section to bring the pipe approximately two feet
above ground level. The 1.25-inch annular space will be backfilled with No. 2 washed medium
sand to a depth of two feet above the top of the well screen. A minimum two-foot bentonite seal
will be constructed on top of the sand filter pack, with bentonite used to seal the annular space to
within two feet of the ground surface. Cement will be emplaced on top of the bentonite to the
ground surface. A non-venting PVC pipe cap will be attached to the top of each one-inch PVC
riser pipe stick-up. The drawing details show a typical diagram of a methane monitoring well.

Once the methane monitoring wells have been installed, their locations will be surveyed and
mapped on the Site Plan.

Methane monitoring will be conducted by personnel trained to use a GEM 500 or equivalent
methane monitoring meter. Testing procedures for the monitoring wells will be as follows:

1) Calibrate the instrument in accordance with the manufacturer’s recommendations;
2) Remove the cap of the methane monitoring well;
3) Insert the air sampling tube into each well to a depth equal to its screened interval;
4) Read the percent methane and percent LEL (lower explosive limit); and
5) Record the highest level of methane measured.

No culverts, drains, underground utilities, or any other feature that would constitute a potential
conduit for methane migration have been identified at this site.

The methane monitoring will be conducted on a semi-annual basis. Monitoring will be
performed in existing wells (MM-1 through MM-10) and the proposed new six methane
monitoring wells (MM-11 through MM-16). The results of these measurements will be recorded
for each monitoring event and placed in the operating record. Regulations require that explosive
gases be controlled such that concentrations will be less than 25% of the LEL for methane in the
subsurface at the landfill property boundaries. Should methane gas levels be detected above
these limits, landfill personnel will immediately take the necessary steps to protect human health
and notify the North Carolina DEQ - Solid Waste Section. The steps that would be taken include
but are not limited to:

• Restrict access to any facility structures or exterior areas displaying high methane levels;
• Prohibit the use of any equipment or materials that may cause sparks or an open flame;
• Report methane levels to the Operations Manager;
• Turn off the electrical main switch outside of any structure exhibiting high methane
levels; and
• Direct qualified and properly equipped response teams/contractors to locate the source of
methane and cap or isolate it.

Within seven days of detecting methane levels exceeding the maximum LEL (25% LEL in site
structures and LEL at the facility property boundaries), the methane gas data will be placed in
the operating record along with a description of the steps taken to protect human health. Within

30 days of detecting gas levels exceeding the maximum LEL, a methane remediation plan will be
submitted to the North Carolina DEQ - Solid Waste Section for their review and approval. This
plan will describe the methods to be utilized to locate the source of methane, and cap or isolate it.
Once approved, the plan will be implemented within 60 days.

APPENDIX H
CONSTRUCTION QUALITY ASSURANCE

CONSTRUCTION QUALITY ASSURANCE
AND
CONSTRUCTION QUALITY CONTROL PLAN

GREENWAY WASTE SOLUTIONS OF APEX, LLC
CONSTRUCTION AND DEMOLITION DEBRIS LANDFILL AND LARGE
TYPE 1 SOLID WASTE COMPOST AND REPROCESSING FACILITY
NO. 92-30-CDLF

Prepared For:
GREENWAY WASTE SOLUTIONS OF APEX, LLC.

Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA

CEC Project 111-370.003

MAY 31, 2016

-i- CQA/CQC Plan
GWSA Landfill
May 31, 2016
TABLE OF CONTENTS
Page
1.0 GENERAL ..........................................................................................................................1
1.1 Introduction ............................................................................................................. 1
1.2 Definitions Relating to Construction Quality ......................................................... 2
1.2.1 Construction Quality Assurance and Construction Quality Control ...........2
1.2.2 Use of the Terms in this Plan .......................................................................2
1.2.3 CQC/CQA Certification Document .............................................................3
1.2.4 Discrepancies between Documents ..............................................................3
1.3 Parties to Construction Quality Assurance ............................................................. 3
1.3.1 Description of the Parties .............................................................................3
1.3.1.1 Design Engineer ...............................................................................4
1.3.1.2 Contractor ........................................................................................4
1.3.1.3 Construction Quality Assurance (CQA) Engineer ...........................4
1.3.1.4 Construction Surveyor .....................................................................4
1.3.1.5 Soils Engineer ..................................................................................4
1.3.1.7 Geosynthetics Manufacturer ............................................................5
1.3.1.8 Geosynthetics Installer .....................................................................5
1.3.1.9 Construction Quality Assurance Consultant ....................................5
1.3.1.10 Geosynthetics Construction Quality Assurance Laboratory ..........6
1.3.1.11 Soils Construction Quality Assurance Laboratory ........................6
1.3.1.12 Construction Quality Control Consultant ......................................6
1.3.1.13 Geosynthetics Construction Quality Control Laboratory ..............6
1.3.1.14 Soils Construction Quality Control Engineer ................................7
1.3.2 Qualifications of the Parties .........................................................................7
1.3.2.1 Contractor ........................................................................................7
1.3.2.2 Geosynthetics Manufacturers...........................................................7
1.3.2.3 Geosynthetics Installer ....................................................................8
1.3.2.4 Construction Quality Assurance Consultant ...................................8
1.3.2.5 Construction Quality Control Consultant .......................................8
1.3.2.6 Geosynthetics Construction Quality Control Laboratory ...............8
1.4 Scope of CQA/CQC ................................................................................................ 9
1.5 Units ........................................................................................................................ 9
1.6 References ............................................................................................................... 9
1.7 Site and Project Control .......................................................................................... 9
1.7.1 CQA/CQC Resolution Meeting ...................................................................9
1.7.2 Preconstruction Meeting ............................................................................11
1.7.2 Daily and Weekly Progress Meetings ........................................................12
1.7.3 Problem or Work Deficiency Meetings .....................................................12
2.0 SURVEYING CONSTRUCTION QUALITY CONTROL .........................................13
2.1 Introduction ........................................................................................................... 13
2.2 Survey Control ...................................................................................................... 13
2.3 Surveying Personnel ............................................................................................. 13
2.4 Precision and Accuracy......................................................................................... 13

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GWSA Landfill
May 31, 2016
Table of Contents (continued)
Page ii
2.5 Lines and Grades................................................................................................... 13
2.6 Frequency and Spacing ......................................................................................... 14
2.7 Thickness Measurements ...................................................................................... 15
2.8 Tolerances ............................................................................................................. 16
2.9 Documentation ...................................................................................................... 16
3.0 SOILS CONSTRUCTION QUALITY ASSURANCE AND
CONSTRUCTION QUALITY CONTROL ..................................................................18
3.1 Introduction ........................................................................................................... 18
3.2 Earthwork Construction ........................................................................................ 18
3.2.1 Subgrade ....................................................................................................18
3.2.2 Structural/Controlled Fill ...........................................................................18
3.3 Soil Liner System .................................................................................................. 19
3.3.1 Soil Liner Subgrade ...................................................................................19
3.3.2 Soil Liner Material .....................................................................................19
3.4 Soils Testing.......................................................................................................... 19
3.4.1 Test Methods ..............................................................................................19
3.4.2 Soils Testing Requirements .......................................................................20
3.5 Soils Construction Quality Assurance and Construction Quality Control .......... 20
3.5.1 Monitoring .................................................................................................20
3.5.2 Laboratory and Field Tests ........................................................................21
3.5.3 Construction Quality Control and Quality Assurance Testing
Frequency ...................................................................................................21
3.5.4 Perforations in Soil Liner ...........................................................................22
3.5.5 Deficiencies................................................................................................23
3.5.5.1 Notification ....................................................................................23
3.5.5.2 Repairs and Retesting ....................................................................23
4.0 GEOMEMBRANE LINER CONSTRUCTION QUALITY ASSURANCE ..............24
4.1 Geomembrane Manufacturer’s Certification and CQA Conformance
Testing................................................................................................................... 24
4.1.1 Geomembrane Manufacturer’s Certification .............................................24
4.1.1.1 Raw Material ..................................................................................24
4.1.1.2 Geomembrane Manufacturing .......................................................25
4.1.1.3 Rolls and Sheets .............................................................................25
4.2 Geomembrane Installation .................................................................................... 26
4.2.1 Transportation, Handling, and Storage ......................................................26
4.2.2 Earthwork ...................................................................................................27
4.2.2.1 Surface Preparation ........................................................................27
4.2.2.2 Anchorage System .........................................................................27
4.2.3 Geomembrane Placement ..........................................................................27
4.2.3.1 Field Panel Identification ...............................................................27
4.2.3.2 Field Panel Placement ....................................................................28

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GWSA Landfill
May 31, 2016
Table of Contents (continued)
Page iii
4.2.3.2.1 Location................................................................................. 28
4.2.3.2.2 Installation Schedule ........................................................... 28
4.2.3.2.3 Placement of Geomembrane .............................................. 28
4.2.3.2.4 Damage ................................................................................. 29
4.2.4 Field Seaming ............................................................................................29
4.2.4.1 Seam Layout ..................................................................................29
4.2.4.2 Requirements of Personnel ............................................................30
4.2.4.3 Seaming Equipment and Products .................................................30
4.2.4.4 Nondestructive Seam Continuity Testing ......................................30
4.2.4.5 Destructive Seam Testing ..............................................................31
4.2.4.6 Geosynthetics Construction Quality Control Laboratory
Testing ..........................................................................................31
4.2.4.7 Defining Extent of Destructive Seam Test Failure ........................31
4.2.5 Defects and Repairs ...................................................................................32
4.2.6 Liner Systems Acceptance .........................................................................32
4.2.8 Materials in Contact with Geomembranes .................................................33
4.2.8.1 Sumps and Appurtenances .............................................................33
5.0 GEOTEXTILE MATERIAL AND INSTALLATION QUALITY
ASSURANCE ...................................................................................................................34
5.1 Manufacturing ....................................................................................................... 34
5.2 Labeling ................................................................................................................ 34
5.3 Shipment and Storage ........................................................................................... 34
5.4 Handling and Placement ....................................................................................... 35
5.5 Seams and Overlaps .............................................................................................. 35
5.6 Repair .................................................................................................................... 35
5.7 Placement and Materials ....................................................................................... 35
6.0 HIGH DENSITY POLYTHYLENE PIPE, MANHOLES, AND FITTINGS
CONSTRUCTION QUALITY ASSURANCE ..............................................................36
6.1 Material Requirements .......................................................................................... 36
6.2 Manufacturer ......................................................................................................... 36
6.2.1 Verification and Identification ...................................................................37
6.3 Nondestructive Testing ......................................................................................... 37
6.3.1 Nondestructive Testing of Joints ...............................................................37
7.0 GEOCOMPOSITE CONSTRUCTION QUALITY ASSURANCE ...........................38
7.1 Material Requirements .......................................................................................... 38
7.2 Manufacturing ....................................................................................................... 38
7.3 Labeling ................................................................................................................ 38
7.4 Shipment and Storage ........................................................................................... 38
7.5 Handling and Placement ....................................................................................... 39

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Table of Contents (continued)
Page iv

7.6 Joining ................................................................................................................... 39
7.7 Repair .................................................................................................................... 39
7.8 Placement of Soil Materials .................................................................................. 39
8.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION ........................41
8.1 Documentation ...................................................................................................... 41
8.2 Record Keeping .................................................................................................... 41
8.2.1 Memorandum of Discussion with Contractor ............................................41
8.2.2 Observation Logs and Testing Data Sheets ...............................................42
8.2.3 Construction Problem and Solution Data Sheets .......................................42
8.3 Photographic Reporting Data ................................................................................ 43
8.4 Design and/or Specification Changes ................................................................... 43
8.5 Progress Reports ................................................................................................... 44
8.6 Signature and Final Report ................................................................................... 44
8.7 Storage of Records ................................................................................................ 45

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1.0 GENERAL

1.1 INTRODUCTION

The Greenway Waste Solutions of Apex, LLC Landfill Construction Quality and Quality Control
(CQA/CQC) Plan has been prepared to provide the County, Design Engineer, CQA Engineer, the
Contractor, and the Geosynthetics Installer the means to govern the construction quality and to
satisfy the environmental protection requirements under current solid waste management regula-
tions.

More specifically, this CQA/CQC Plan addresses the soils and geosynthetics components of the
liner systems. The liner system, as referenced herein, generally consists of a soil subgrade and a
composite liner (consisting of a compacted soil liner, a geosynthetic clay liner, and an overlying
HDPE geomembrane liner). General references in this Plan to the various components as the
"liner" are intended to be as described herein.

The CQA Plan is organized as follows:
• Section 1.0 – General;
• Section 2.0 – Surveying Construction Quality Assurance;
• Section 3.0 – Soils Construction Quality Assurance and Construction Quality Control;
• Section 4.0 – Geomembrane Liner Construction Quality Assurance;
• Section 5.0 – Geotextile Construction Quality Assurance;
• Section 6.0 – High Density Polyethylene Pipe, Manholes, and Fittings Construction
Quality Assurance;
• Section 7.0 – Geocomposite Construction Quality Assurance; and
• Section 8.0 – Construction Quality Assurance Documentation.

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1.2 DEFINITIONS RELATING TO CONSTRUCTION QUALITY

1.2.1 Construction Quality Assurance and Construction Quality Control

This CQA/CQC Plan is devoted to construction quality assurance/quality control regarding the
liner system, and protective cover system. In the case of geosynthetics, CQC is provided by the
manufacturers and installers of the various materials. The manufacturer’s specifications and
quality control requirements are included by reference only, and a complete updated version will
be incorporated as part of the construction contract documents. In the context of this Plan,
construction quality assurance and construction quality control are defined as follows:

Construction Quality Assurance (CQA) – A planned and systematic procedure for means and
actions required to provide reasonable confidence that items or services involved with liner, and
protective cover system installation meets contractual and regulatory requirements and will
perform satisfactorily when installed.

Construction Quality Control (CQC) – Those actions which provide a means to measure and
regulate the materials and workmanship of an item or service to contractual and regulatory
requirements.

1.2.2 Use of the Terms in this Plan

In the context of this document:
• Construction Quality Assurance refers to the means and methods employed by the
Owner to assure conformity of the liner, and protective cover system materials,
workmanship, and installation with this CQA/CQC Plan, Contract Drawings, and the
Specifications. CQA is provided by the CQA Engineer as a representative of the
Owner and independent from construction and installation.
• Construction Quality Control refers to those actions taken by manufacturers,
installers, Quality Control Agency, or Contractor to ensure that the materials and the
workmanship meet the requirements of this CQA/CQC Plan and the Contract

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Documents for this project. In the case of soils, CQC is provided by the Contractor’s
Soils Engineer.

1.2.3 CQC/CQA Certification Document

At the completion of construction and prior to placement of waste in the landfill, a certification
document will be prepared by the CQA Consultant and be submitted to State solid waste
regulators. The certification report will include all QC testing performed by the geosynthetics
manufacturers, all CQC testing performed by the CQC Consultant, or geosynthetic installers, and
all CQA conformance testing performed by the CQA consultant.

1.2.4 Discrepancies between Documents

The CQA/CQC Plan is intended to be a supporting document to improve the overall
implementation of the work. The Contractor is instructed to bring discrepancies between
Technical Specifications and CQA/CQC Plan to the attention of the Design Engineer or CQA
Engineer for resolution. The Design Engineer has the sole authority to determine resolution of
discrepancies existing within the Contract Documents. Unless otherwise directed by the Design
Engineer, the more stringent requirement shall be the controlling resolution.

1.3 PARTIES TO CONSTRUCTION QUALITY ASSURANCE

1.3.1 Description of the Parties

The parties to Construction Quality Assurance and Quality Control include the Owner, design
engineer, contractor, geosynthetics manufacturer, geosynthetics installer, CQA engineer,
geosynthetics CQA laboratory, soils CQA laboratory, CQC consultant, geosynthetics CQC
laboratory, and soils CQC engineer.

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1.3.1.1 Design Engineer

The Design Engineer is responsible for the engineering design, drawings, plans and
specifications for the liner system, and protective cover system.

1.3.1.2 Contractor

The Contractor is generally responsible for the construction of the liner, and protective systems.
The Contractor is responsible for submittal coordination and the overall Construction Quality
Control (CQC) on the project.

1.3.1.3 Construction Quality Assurance (CQA) Engineer

The CQA Engineer is a party, independent from the Contractor that is responsible for observing,
testing, and documenting activities related to the construction quality assurance of the
earthworks at the site, and the production and installation of the geosynthetic components of the
cap system. The CQA Engineer is also responsible for issuing a certification report, sealed by a
Professional Engineer registered in the State of North Carolina.

1.3.1.4 Construction Surveyor

The Construction Surveyor, also referred to as the CQC Surveyor, is a subcontractor of the
Contractor and responsible for all stakeout and survey control as outlined in Section 2.0,
Surveying Quality Control and Quality Assurance.

1.3.1.5 Soils Engineer

The Soils Engineer is a representative of the Contractor and responsible for earthwork and soils
cap Construction Quality Control (CQC) testing.

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1.3.1.6 Owner

The Owner is Greenway Waste Solutions of Apex, LLC who is responsible for the facility.

1.3.1.7 Geosynthetics Manufacturer

The geosynthetics manufacturer is responsible for the production of geomembranes and
geotextiles. The manufacturers are responsible for Quality Control (QC) during manufacture of
the geosynthetic components, certification of the properties of the geosynthetic components, and
field installation criteria.

1.3.1.8 Geosynthetics Installer

The geosynthetics installer is a subcontractor of the contractor and is responsible for field
handling, storing, placing, seaming, protection of (against wind, etc.), and other aspects of the
geosynthetics installations, including the geomembranes and geotextiles. The geosynthetics
installer may also be responsible for transportation of these materials to the site and for the
preparation and completion of anchor trenches.

1.3.1.9 Construction Quality Assurance Consultant

The CQA Consultant is a representative of the Owner and is responsible for observing, testing,
and documenting activities related to the CQA/CQA of the earthworks at the site and the
installation of the geosynthetic components of the liner systems. The CQA Consultant is also
responsible for issuing a facility certification report, sealed by a Professional Engineer registered
in North Carolina.

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1.3.1.10 Geosynthetics Construction Quality Assurance Laboratory

The Geosynthetics CQA Laboratory is a party, independent from the Owner that is responsible
for conducting tests on conformance samples of geosynthetics used in the liner systems. The
Geosynthetics CQA Laboratory services cannot be provided by any party involved with the
manufacture, fabrication, or installation of any of the geosynthetic components.

1.3.1.11 Soils Construction Quality Assurance Laboratory

The Soils Construction Quality Assurance Laboratory is a party, independent from the Owner
that is responsible for conducting geotechnical tests on conformance samples of soils used in the
liner system. The Soils CQA Laboratory service cannot be provided by any party involved with
the Contractor.

1.3.1.12 Construction Quality Control Consultant

The CQC Consultant is a representative of the Contractor and is responsible for the earthwork
and soil liner quality control sampling and testing. The term CQC Consultant shall be used to
designate the Engineer in charge of the quality control work. The personnel of the CQC
Consultant also include Quality Control Monitors who are also located at the site for construction
observation and monitoring. The CQC Consultant is responsible for the timely conveyance of
CQC testing results to the CQA Consultant.

1.3.1.13 Geosynthetics Construction Quality Control Laboratory

The Geosynthetics CQC Laboratory is a party, independent from the Contractor that is
responsible for conducting tests on conformance samples of geosynthetics used in the liner
system.

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1.3.1.14 Soils Construction Quality Control Engineer

The Soils Construction Quality Control Engineer is a party, independent from the Contractor that
is responsible for conducting geotechnical tests on conformance samples of soils used in the liner
system.

1.3.2 Qualifications of the Parties

The following qualifications are required of all parties involved with the manufacture,
fabrication, installation, transportation, and CQC/CQA of all materials for the liner systems.
Where applicable, these qualifications must be submitted by the Contractor to the Project
Manager for review and approval.

1.3.2.1 Contractor

Qualifications of the Contractor are specific to the construction contract and independent of this
CQA/CQC Plan.

1.3.2.2 Geosynthetics Manufacturers

Each Geosynthetics Manufacturer must satisfy the qualifications presented in the project
specifications and must be prequalified and approved by the Design Engineer.
The physical properties of each geosynthetic product must be certified by the geosynthetics
manufacturer. The properties certified must include, at a minimum, those identified in the
project specifications. Manufacturer’s certification must be approved by the CQA Consultant
before the product is used.

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1.3.2.3 Geosynthetics Installer

The Geosynthetic Installer will be trained and qualified to install the geosynthetics components
of the liner system. Each Geosynthetics Installer must meet the requirements of the project
specifications and be approved by the Design Engineer and the Geomembrane Manufacturer.

1.3.2.4 Construction Quality Assurance Consultant

The CQA Consultant will act as the Owner’s CQA representative and will report to the Design
Engineer. The CQA Consultant will perform conformance testing to satisfy the requirements of
this CQA Plan, will observe the CQC work performed by the CQC Consultant, and will prepare
the certification document incorporating both CQA and CQC test data. The CQA Consultant
will have experience in the CQA/CQC aspects of landfill liner system construction and soils
testing and be familiar with ASTM and other related industry standards. The activities of the
CQA Consultant will be performed under the supervision of a registered Professional Engineer.

1.3.2.5 Construction Quality Control Consultant

The CQC Consultant will be a party, independent from the Contractor. The CQC Consultant
will be experienced with soils, including soil liners and geosynthetics, including geomembranes
and geotextiles. The CQC Consultant will satisfy the requirements of the project specifications
and be approved by the Design Engineer. The activities of the CQC Consultant will be
performed under the supervision of a registered Professional Engineer.

1.3.2.6 Geosynthetics Construction Quality Control Laboratory

The Geosynthetics Construction Quality Control Laboratory is a subcontractor of the CQC
Consultant and will have experience in testing geosynthetics and be familiar with ASTM, NSF,
and other applicable test standards. The Geosynthetics CQC Laboratory will be capable of
providing test results within 24 hours, or a reasonable time after, as agreed at the outset of the
project, receipt of samples, and will maintain that standard throughout the installation.

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1.4 SCOPE OF CQA/CQC

The scope of this CQA/CQC Plan includes the CQA and CQC of the soils and geosynthetic
components of the liner systems proposed for the Greenway Waste Solutions of Apex, LLC
Landfill. The CQA and CQC requirements for the selection, evaluation, and placement of the
soils are included under this Plan.

1.5 UNITS

In this CQA/CQC Plan, all properties and dimensions are expressed in United States units.

1.6 REFERENCES

The CQA/CQC Plan includes references to the most recent version of the test procedures of the
American Society of Testing and Materials (ASTM), the Geosynthetic Research Institute (GRI),
and the Federal Test Method Standards (FTMS).

1.7 SITE AND PROJECT CONTROL

To guarantee a high degree of quality during installation, clear and open channels of
communication are essential. To that end, meetings are critical.

1.7.1 CQA/CQC Resolution Meeting

Prior to field mobilization by the Contractor, a resolution meeting will be held. This meeting
will include all parties then involved, including the Owner, CQA consultant, design engineer,
contractor, and CQC consultant.

The purpose of this meeting is to begin planning for coordination of tasks, anticipate any
problems that might cause difficulties and delays in construction and review the CQA and CQC

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Plans with all parties involved. It is important that the rules regarding testing, repair, etc., be
known and accepted by all parties.

This meeting should include the following activities:
• Communicate to all parties any relevant documents;
• Review critical design details of the project;
• Review the seam layout drawing provided by the geomembrane/geosynthetic
installer;
• Review the site-specific CQA and CQC Plans;
• Make any appropriate modifications to the CQA and CQC Plans to ensure that they
specify all testing activities that are necessary;
• Reach a consensus on the CQA/CQC quality control procedures, especially on
methods for determining acceptability of the soils and geosynthetics;
• Review the proposed liner system and protective cover system;
• Decide the number of spare seaming units for geomembranes to be maintained on site
by the geomembrane/geosynthetic installer (this number depends on the number of
seaming crews and on the type of seaming equipment);
• Select testing equipment and review protocols for testing and placement of general
earthwork materials;
• Confirm method for the soil liner material selection testing, acceptable zone
determinations, and test strip installation; and
• Confirm the methods for documenting and reporting, and for distributing documents
and reports; and confirm the lines of authority and communication.

The meeting will be documented and minutes will be transmitted to all parties.

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1.7.2 Preconstruction Meeting

A Preconstruction Meeting will be held at the site. At a minimum, the meeting will be attended
by the Owner, design engineer, the CQA engineer, the CQC engineer, the Contractor, and the
geosynthetic installers.

Specific topics considered for this meeting include:
• Necessary modifications to the CQA/CQC Plan;
• Review the responsibilities of each party;
• Review lines of authority and communication;
• Review methods for documenting and reporting, and for distributing documents and
reports;
• Establish protocols for testing;
• Establish protocols for handling deficiencies, repairs, and retesting;
• Review the time schedule for all operations;
• Establish rules for writing on the geomembrane, i.e., who is authorized to write, what
can be written, and in which color;
• Outline procedures for packaging and storing archive samples;
• Review panel layout and numbering systems for panels and seams;
• Establish procedures for use of the fusion seaming apparatus, if applicable;
• Finalize field cutout sample sizes;
• Review seam testing procedures;
• Review repair procedures; and
• Establish soil stockpiling locations (if any).

The meeting will be documented by a person designated at the beginning of the meeting, and
minutes will be transmitted to all parties.

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1.7.2 Daily and Weekly Progress Meetings

A weekly progress meeting will be held between the CQA Engineer, Superintendent, the
Contractor, the Soils Engineer, and any other involved parties. This meeting will discuss current
progress, planned activities for the next week, and any new business or revisions to the work.
The CQA Engineer will log any problems, decisions, or questions arising at this meeting in his
daily reports. Any matter requiring action that is raised in this meeting will be reported to the
appropriate parties.

A daily meeting will be held between the CQA Engineer, the Contractor, and any other
concerned parties. This meeting will discuss current progress, planned activities for the next
shift, and any new business or revisions to the work. The CQA Engineer will log any problems,
decisions, or questions arising at this meeting in his daily report. Any matter requiring action
that is raised in this meeting will be reported to the appropriate parties.

Meeting frequency will depend on the schedule of the project and the mutual agreement of all
parties involved.

1.7.3 Problem or Work Deficiency Meetings

A special meeting will be held when and if a problem or deficiency is present or likely to occur.
At a minimum, the meeting will be attended by all interested parties, the design engineer, the
contractor, and the CQA engineer. The purpose of the meeting is to define and resolve the
problem or work deficiency as follows:
• Define and discuss the problem or deficiency;
• Review alternative solutions; and
• Implement an action plan to resolve the problem or deficiency.

The meeting will be documented by a person designated at the meeting, and minutes will be
transmitted to affected parties.

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2.0 SURVEYING CONSTRUCTION QUALITY CONTROL

2.1 INTRODUCTION

Surveying of lines and grades is conducted on an ongoing basis during construction of the
component liner and leachate collection system. CQC of the surveying is essential to ensure that
slopes are properly constructed. The surveying conducted at the site shall be performed by the
Contractor.

2.2 SURVEY CONTROL

Permanent benchmarks and baseline control points are to be established for the site at locations
convenient for daily tie-in. The vertical and horizontal controls for this benchmark will be
established within normal land surveying standards.

2.3 SURVEYING PERSONNEL

All surveying will be performed under the direct supervision of a Registered Professional
Engineer (PE) or Licensed Land Surveyor (PLS) licensed in the State of North Carolina.

2.4 PRECISION AND ACCURACY
A wide variety of survey equipment is available to meet the requirements of this project. The
survey instruments used for this work should be sufficiently precise and accurate to meet the
needs of the project. All survey instruments should be capable of reading to a precision of 0.01
feet and with a setting accuracy of 20 seconds (5.6 x 10-3 degrees).

2.5 LINES AND GRADES

The following surfaces shall be surveyed to verify the lines and grades achieved during
construction. The survey should at least include (as deemed appropriate by the Design Engineer
and CQA Engineer):

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• One or more construction baselines;
• The edges of all surface breaks (e.g., toes, crests, ridges, and valleys);
• Surface of the subgrade;
• Location of all structures;
• Location of all erosion control features including location of riser/barrels, apron
outlets, overflow weirs, and channels/ditches;
• Surface of the soil liner component;
• Surface of the protective cover;
• Location of force main piping and gravity main piping;
• Inverts of sumps and manholes;
• Top/toe of all berms, roads, and channels;
• Location of edge of liner, anchor trenches tie-in seam to adjacent existing liner
system (as applicable); and
• Major patches of HDPE liner.

The term location implies x, y, and z coordinates. Laser planes are highly recommended for
achieving the correct lines and grades during construction of each surface. Refer to the project
technical specifications for additional survey requirements.

The use of laser planes or GPS by the contractor is highly recommended for achieving the
correct lines and grades during construction of each surface.

2.6 FREQUENCY AND SPACING

All surveying will be carried out immediately upon completion of a given installation to facilitate
progress and avoid delaying commencement of the next installation. In addition, spot checks, as
determined by the Surveyor or CQA Engineer, during construction may be necessary to assist the
Contractor in complying with the required grades.

The following spacing and locations will be provided by the CQC Surveyor, as a minimum, for
survey points:

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• Surfaces with slopes less than 10 percent will be surveyed on a square grid not wider than
100 feet;
• On slopes greater than 10 percent, a square grid not wider than 100 feet will be used; but
in any case, a line of survey points at the crest, midpoint, and toe of the slope will be
taken;
• A line of survey points no farther than 100 feet apart will be taken along any slope break
(this will include the inside edge and outside edge of any bench on a slope);
• A line of survey points not farther than 50 feet apart will be taken for all piping sued for
leachate collection/detection lines, in particular, at the lateral intersection and line end
points;
• At a minimum, a line of survey points no farther than 50 feet apart will be taken for all
cleanout risers;
• At a minimum, every 100 feet along the perimeter of the primary and secondary liner
system; and
• At a minimum, a line of survey points no farther than 50 feet apart will be taken for all
piping used for the leachate collection/detection lines.

2.7 THICKNESS MEASUREMENTS

The Surveyor as a representative of the Contractor shall obtain top and bottom elevations of the
soil liner at points on a maximum 75-foot grid and at all grade break lines prior to placement of
the geomembrane liner system. The procedure for obtaining top and bottom elevations of the
soil liner shall be agreed to by the CQA Engineer and Design Engineer prior to construction.
The Surveyor shall review the survey information with the Contractor to ensure that the survey
demonstrates compliance with the Specifications. The Contractor is responsible for identifying
and reporting to the CQA Engineer any areas of non-compliance evidenced by the survey and for
repairing such areas. The CQA engineer and contractor shall review the thickness measurements
of the s oil liner component prior to placement of the geomembrane liner.

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2.8 TOLERANCES

Except for liner components where no minus tolerances are acceptable, the following are
maximum tolerances for survey points:

• On surfaces, the maximum tolerances shall be 0.1 foot. This tolerance must be set to the
record elevation of the surface below it and not the design elevation;
• On piping for leachate collection/detection lines, the maximum tolerance shall be 0.02
feet. This tolerance must be set to the record elevation of the surface below it and not the
design elevation; and
• On cleanout risers, the tolerance shall be 0.1 feet. This tolerance must be set to the record
elevation of the surface below it and not the design elevation.

2.9 DOCUMENTATION

All field survey notes will be retained by the Surveyor. The results from the field surveys will be
documented on a set of Survey Record (As-Built) Drawings signed and sealed by a registered
professional engineer or professional land surveyor licensed in the State of North Carolina for
submittal to the CQA engineer. The Contractor shall certify to the CQA engineer and design
engineer that the results of the survey demonstrates compliance with the Contract Documents.
These drawings shall, at a minimum, show the information surveyed in Subsection 2.5 through
Subsection 2.7 of this CQA/CQC Plan. The surveys shall depict the information in a
topographic format and illustrate actual data points. For thickness verification, a table shall be
compiled by the CQC surveyor or contractor containing the following information for each point.
• Proposed subgrade elevation;
• Actual subgrade elevation;
• Subgrade deviation;
• Proposed soil liner elevation;
• Actual soil liner elevation;
• Soil liner thickness;

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• Elevation deviation;
• Proposed final elevation;
• Actual final elevation;
• Thickness; and
• Elevation Deviation.

Any deviations in elevation or thickness outside the tolerances allowed by specification shall
be corrected.

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3.0 SOILS CONSTRUCTION QUALITY ASSURANCE
AND CONSTRUCTION QUALITY CONTROL

3.1 INTRODUCTION

This section of the CQA/CQC Plan addresses the soil components of the liner system and
outlines the soils CQA/CQC program to be implemented with regard to materials confirmation,
laboratory test requirements, field test requirements, and resolution of problems.

3.2 EARTHWORK CONSTRUCTION

3.2.1 Subgrade

The subgrade material below the controlled fill will be prepared by the Contractor prior to the
placement of fill. The Soils Engineer will provide density testing of the pre-fill subgrade at the
frequency specified in the Project Specifications. The CQA Engineer will observe proofrolling
by Contractor, review the density test data provided by the Soils Engineer, and provide
verification that the pre-fill subgrade is acceptable. The CQA Engineer may conduct
confirmation density testing as deemed appropriate.

3.2.2 Structural/Controlled Fill

The Contractor shall place fill in accordance with the Project Specifications. The Soils Engineer
shall provide testing of the controlled fill material in accordance with the project specifications.
The CQA Engineer will provide confirmatory testing of the controlled fill as deemed
appropriate.

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3.3 SOIL LINER SYSTEM

3.3.1 Soil Liner Subgrade

Testing by the Soils Engineer; observed by CQA Engineer. The subgrade material below the
subbase is composed of controlled fill and in-situ soils. The surface of the subgrade will be
prepared prior to the construction of the soil liner layer. The CQA Engineer will visually
examine the surface of the subgrade with the Soils Engineer to verify that any potentially
deleterious materials have been removed.

3.3.2 Soil Liner Material

The soil liner material shall be placed and compacted in accordance with the Project
Specifications. The Soil Engineer, as a representative of the Contractor, shall conduct field
density, moisture, hydraulic conductivity, Atterberg limits, and percent fines testing of the soil
materials in accordance with the frequencies presented in the project specifications. The CQA
Engineer shall provide confirmatory test at approximately 10 percent of the quality control test
locations. The frequency of CQA testing shall be determined in the field based on the variability
of materials.

Thickness measurement shall be conducted in accordance with the project specifications probe
by the Contractor and observed by the CQA Engineer. Survey thickness measurement shall be
performed by the Contractor in accordance with Subsection 2.7.

3.4 SOILS TESTING

3.4.1 Test Methods

All testing used to evaluate the suitability or conformance of soils materials will be carried out in
accordance with the project specifications.

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3.4.2 Soils Testing Requirements

The soil testing required for construction conformance and quality assurance testing must
comply with the minimum frequencies as presented in the project specifications. As a minimum,
the testing frequency will include four density and thickness tests per acre and one permeability
test per acre for the soil liner system. The actual frequency of construction quality assurance
(CQA) testing required will be determined by the CQA Engineer, in light of the potential
variability of materials at the site. Likewise, the frequency of soils testing for construction
quality control (CQC) purposes will conform to the minimum frequencies presented in the
project specifications.

3.5 SOILS CONSTRUCTION QUALITY ASSURANCE AND CONSTRUCTION
QUALITY CONTROL

Soils CQA/CQC will be performed on all components of the liner construction. Construction
evaluation testing will consist of: (1) monitoring the work; and (2) laboratory and field tests.
Laboratory tests will be conducted on samples taken at the borrow source, stockpile, and during
the course of the work prior to construction. Field tests will be conducted during the course of
the work.

3.5.1 Monitoring

The CQA Engineer shall monitor and document the construction of all components. Monitoring
the construction work for the cap subgrade, the soil component of the liner system includes the
following:
• Observing CQC testing to determine the water content and other physical properties
of the soil component of the subbase and soil component of the liner system during
compaction and compilation of the data;
• Monitoring the loose thickness of lifts as placed;
• Monitoring the action of the compaction and/or heavy hauling equipment on the
construction surface (i.e., penetration, pumping, cracking, etc.); and
• Monitoring the number of passes used to compact each lift.

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3.5.2 Laboratory and Field Tests

The laboratory and field test methods and testing frequencies presented in the technical
specifications will apply.

At locations where the field testing of the subgrade indicates densities or moisture content not
conforming to the requirements of the Specifications, the failing area will be reworked.
Reworking includes scarifying the area, adjusting the moisture content, and recompacting.
Equally acceptable is removal of the non-compliance fill and replacement with new fill material.
Hydraulic conductivity (permeability) evaluations will be conducted on all materials proposed
for the soil liner system. Hydraulic conductivity evaluations will be performed in the laboratory
on the following:
• Samples of the materials for soil liner component obtained from the borrow source
and/or stockpile for materials selection; and
• If necessary, samples can be obtained from the soil liner component during
construction. For correlation, these samples should be taken in the vicinity of a field
density test location.

Criteria to be used for determination of acceptability will be identified in the Project
Specifications.

3.5.3 Construction Quality Control and Quality Assurance Testing Frequency

Construction Quality Control testing will be conducted by the Soils Engineer in conjunction with
the CQA testing by the CQA Engineer and in accordance with the Project Specifications or as
directed by the Owner or the CQA Consultant. Documentation and reporting of test results will
be in accordance with the requirements identified in this CQA/CQC Plan.
Preconstruction testing will be conducted on material samples obtained from the borrow source
and/or stockpile. Preconstruction testing will consist of material evaluation tests as described in
Subsection 3.3 of this section of the CQA/CQC Plan and Section 02280 of the Project

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Specifications. Construction Quality Control testing will be conducted on samples taken from
the material during the course of the work.

Routine testing frequencies for material evaluations and construction quality evaluation are
presented in the project specifications. Sampling locations will be selected by the CQA
Engineer.

During construction, the frequency of testing may be increased at the discretion of the Owner or
the CQA Engineer when visual observations of construction performance indicate a potential
problem. Additional testing for suspected areas will be considered when:
• The rollers slip during rolling operation;
• The lift thickness is greater than specified;
• The fill material is at an improper moisture content;
• Fewer than the specified number of roller passes are made;
• Dirt-clogged rollers are used to compact the material;
• The rollers may not have used optimum ballast;
• The fill materials differ substantially from those specified; and
• The degree of compaction is doubtful.

3.5.4 Perforations in Soil Liner

Perforations that must be filled will include, but not be limited to, the following:
• Nuclear density test probe locations;
• Permeability sampling locations; and
• Thickness checks.

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Unless otherwise noted, or as directed by the Owner, all perforations of the subbase by probes or
sample tubes will be backfilled in accordance with project specifications.

3.5.5 Deficiencies

If a defect is discovered in the earthwork product, the CQA Engineer will immediately determine
the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the
CQA Engineer will determine the extent of the deficient area by additional tests, observations, a
review of records, or other means that the CQA Engineer deems appropriate. If the defect is
related to adverse site conditions, such as overly wet soils or surface desiccation, the CQA
Engineer will define the limits and nature of the defect.

3.5.5.1 Notification

After determining the extent and nature of a defect, the CQA Engineer will notify the Owner and
Contractor and schedule appropriate retests when the work deficiency is corrected.

3.5.5.2 Repairs and Retesting

The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a project
Specification criterion cannot be met, or unusual weather conditions hinder work, then the CQA
Engineer will develop and present to the Owner suggested solutions for his approval.
All retests recommended by the CQA Engineer must verify that the defect has been corrected
before any additional work is performed by the Contractor in the area of the deficiency. The
CQA Engineer will also verify that all installation requirements are met and that all submittals
are provided.

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4.0 GEOMEMBRANE LINER CONSTRUCTION QUALITY ASSURANCE

4.1 GEOMEMBRANE MANUFACTURER’S CERTIFICATION AND CQA
CONFORMANCE TESTING

4.1.1 Geomembrane Manufacturer’s Certification

Compliance testing will be performed by the Geomembrane Manufacturer to demonstrate that
the product meets the manufacturers’ quality control and conformance test minimum standards
for geomembrane specifications and exceeds the project technical specifications. The CQA
Engineer for purposes of conformance evaluation may perform additional testing. If the results
of the Geomembrane Manufacturer’s and the CQA Engineer’s testing differ, the testing will be
repeated by the CQA Engineer’s laboratory, and the Geomembrane Manufacturer will be
allowed to monitor this testing. The results of this latter series of tests will prevail, provided that
the applicable test methods have been followed.

4.1.1.1 Raw Material

Prior to the installation of any geomembrane material, the Geomembrane Manufacturer will
provide the CQA Engineer with the following information as a bound document with the
individual sections clearly identified:
• The origin (Resin Supplier’s name and resin production plant), identification (brand name
and number), and production date of the resin;
• A copy of the quality control certificates issued by the Resin Supplier;
• Reports on the tests conducted by the Geomembrane Manufacturer to verify the quality
of the resin used to manufacture the geomembrane rolls assigned to the project; and
• A statement that the percentage of reclaimed polymer added to the resin is in accordance
with the project specifications.

The CQA Engineer will review these documents and report any discrepancies with the above
requirements to the Design Engineer.

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4.1.1.2 Geomembrane Manufacturing

Prior to the installation, the Geomembrane Manufacturer will provide the Contractor and the
CQA Engineer with the following:
• A properties sheet including, at a minimum, all specified properties, measured using
test methods indicated in the project technical specifications, or equivalent;
• The sample procedure and results of testing; and
• A certification that property values given in the properties sheet are minimum average
roll values and are guaranteed by the Geomembrane Manufacturer.

The CQA Engineer will review these documents and verify that:
• The reported property values certified by the Geomembrane Manufacturer meet all of
the project technical specifications;
• The measurements of properties by the Geomembrane Manufacturer are properly
documented and that the test methods used are acceptable; and
• Report any discrepancies with the above requirements to the Design Engineer.

4.1.1.3 Rolls and Sheets

Prior to shipment, the Geomembrane Manufacturer will provide the CQA Engineer with a
quality control certificate for each roll of geomembrane provided. The quality control certificate
will be signed by a responsible party employed by the Geomembrane Manufacturer, such as the
Production Manager. The quality control certificate will include:
• Roll numbers and identification; and
• Sampling procedures and results of quality control tests—as a minimum, results will be
given for thickness, tensile characteristics and tear resistance, evaluated in accordance
with the methods indicated in the project specifications or equivalent methods approved
by the engineer.

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The quality control certificates will be bound and included as a part of the report required in
Section 4.1.1.1.

The CQA Engineer will:
• Verify that the quality control certificates have been provided at the specified
frequency and that each certificate identified the rolls or sheets related to is;
• Review the quality control certificates and verify that the certified roll or sheet
properties meet the project technical specifications; and
• Report any discrepancies with the above requirements to the Design Engineer.

4.2 GEOMEMBRANE INSTALLATION

4.2.1 Transportation, Handling, and Storage

The CQA Engineer will verify that:
• Handling equipment used on the site is adequate, meets manufacturer’s recommen-
dations, and does not pose any risk of damage to the geomembrane; and
• The Geomembrane’s Installer’s personnel handle the geomembranes with care.

Upon delivery at the site, the CQA Engineer will conduct a surface observation of all rolls and
sheets for defects and damage. This examination will be conducted without unrolling rolls
unless defects or damages are found or suspected. The CQA Engineer will indicate to the
Design Engineer:
• Any rolls, or portions thereof, that should be rejected and removed from the site
because they have severe flaws; and
• Any rolls that have minor repairable flaws.

Refer to ASTM D4873 for detailed methods.

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The CQA Engineer will document that the Contractor’s storage of the geomembrane provides
adequate protection against moisture, dirt, shock, and other sources of damage or contamination.

4.2.2 Earthwork

4.2.2.1 Surface Preparation

The CQC Engineer and the Geomembrane Installer will certify in writing that the surface on
which the geomembrane will be installed meets line and grade, and the surface preparation
requirements of the project specifications. The certificate of acceptance will be given by the
CQC Engineer prior to commencement of geomembrane installation in the area under
consideration. The CQA Engineer will give a copy of this certificate to the Design Manager.

To ensure a timely covering of the soil liner surface, the Design Engineer may allow Subgrade
acceptance in areas as small as one acre. After the supporting soil has been accepted by the
Geomembrane Installer, then the Design Engineer will ensure that the supporting soil is repaired.

4.2.2.2 Anchorage System

The CQA Engineer will verify that anchor trenches have been constructed and backfilled
according to project specifications and design drawings.

4.2.3 Geomembrane Placement

4.2.3.1 Field Panel Identification

The CQA Engineer will document that the Geomembrane Installer labels each field panel with
an “identification code” (number or letter-number consistent with the layout plan) agreed upon
by the CQC Consultant, Geomembrane Installer, and the CQA Engineer at the CQA/CQC
Preconstruction Meeting, Section 1.7.2.

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The Geomembrane Installer will establish a table or chart showing correspondence between roll
numbers and field panel identification codes. This documentation shall be submitted to the CQA
Engineer weekly for review and verification. The field panel identification code will be used for
all quality control and quality assurance records.

4.2.3.2 Field Panel Placement

4.2.3.2.1 Location

The CQA Engineer will verify that field panels are installed at the location indicated in the
Geomembrane Installer’s layout plan, as approved or modified in Section 4.2.3.1.

4.2.3.2.2 Installation Schedule

The CQA Engineer will evaluate every change in the schedule proposed by the Geomembrane
Installer and advise the Design Engineer on the acceptability of that change. The CQA Engineer
will verify that the condition of the supporting soil has not changed detrimentally during
installation.

The CQA Engineer will record the identification code, location, and date of installation of each
field panel.

4.2.3.2.3 Placement of Geomembrane

The CQA Engineer will verify that project specification related restrictions on placement of
geomembrane are fulfilled. Additionally, the CQA Engineer will verify that the supporting soil
has not been damaged by weather conditions.
The CQA Engineer will inform the Design Engineer if the above conditions are not fulfilled.

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4.2.3.2.4 Damage

The CQA Engineer will visually observe each panel, after placement and prior to seaming, for
damage. The CQA Engineer will advise the Design Engineer which panels, or portions of
panels, should be rejected, repaired, or accepted. Damaged panels or portions of damaged panels
that have been rejected will be marked and their removal from the work area recorded by the
CQA Engineer. Repairs will be made according to procedures described in the project
specifications.

As a minimum, the CQA Engineer will document that:
• The panel is placed in such a manner that it is unlikely to be damaged; and
• Any tears, punctures, holes, thin spots, etc., are either marked by the Geomembrane
Installer for repair or the panel is rejected.

4.2.4 Field Seaming

4.2.4.1 Seam Layout

The Geomembrane Installer will provide the CQA Engineer with a seam layout drawing, i.e. a
drawing of the facility to be lined showing all expected seams. The CQA Engineer and Design
Engineer will review the seam layout drawing and verify that it is consistent with the accepted
state of practice and this CQA Plan. In addition, no panels not specifically shown on the seam
layout drawing may be used without the Design Engineer’s prior approval.
A seam numbering system compatible with the panel numbering system will be agreed upon at
the Resolution and/or Preconstruction Meeting, Section 1.7. An on-going written record of the
seams and repair areas shall be maintained by the Geomembrane Installer with weekly review by
the CQA Engineer.

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4.2.4.2 Requirements of Personnel

The Geomembrane Installer will provide the CQA Engineer with a list of proposed seaming
personnel and their experience records. This document will be reviewed by the Design Engineer
and the CQA Engineer for compliance with project specifications.

4.2.4.3 Seaming Equipment and Products

Field seaming processes must comply with project specifications. Proposed alternate processes
will be documented and submitted to the CQA Engineer for his approval. Only seaming
apparatus, which have been specifically approved by make and model, will be used. The CQA
Engineer will submit all documentation to the Design Engineer for his concurrence.

4.2.4.4 Nondestructive Seam Continuity Testing

The Geomembrane Installer will nondestructively test all field seams over their full length using
test methods approved by the project specifications. The CQA Engineer shall periodically
observe the nondestructive testing to ensure conformance with this CQA Plan and the project
specifications.

For approximately 10 percent of the noncomplying tests, the CQA Engineer will:
• Observe continuity testing of the repaired areas performed by the Geomembrane
Installer;
• Confirm the record location, date, test unit number, name of tester, and compile the
record of testing provided by the Geomembrane Installer;
• Provide a walkthrough inspection of all impacted seam areas and verify that the areas
have been tested in accordance with the CQA Plan and project specifications; and
• Verify that the Geomembrane Installer has marked repair areas with the appropriate
color-coded marking pencil.

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4.2.4.5 Destructive Seam Testing

Destructive seam tests will be performed by the CQC consultant at locations and a frequency in
accordance with the project specifications. The CQA Engineer will perform conformance tests
on a minimum of 10 percent of the CQC destructive seam test samples obtained. Additional
destructive seam tests may be required at the CQA Engineer’s discretion. Selection of such
locations may be prompted by suspicion of contamination, excessive grinding, off center and/or
offset seams, or any other potential cause of imperfect seaming.

4.2.4.6 Geosynthetics Construction Quality Control Laboratory Testing

Destructive test samples will be packaged and shipped by the CQC Consultant in a manner that
will not damage the test sample. The Project Manager will be responsible for storing the archive
samples. These procedures will be fully outlined at the Resolution Meeting, Section 1.7.1. Test
samples will be tested by the Geosynthetics CQC Laboratory.

Conformance testing will include “Seam Strength” and “Peel Adhesion” (ASTM D6392 using
one-inch strips and a strain rate of two inches per minute) in accordance with ASTM D4437 and
project specifications. All geomembrane destructive test samples that fail to meet project
specifications shall be saved and sent to the CQA Engineer for observation.

The Geosynthetics CQC Laboratory will provide preliminary test results no more than 24 hours
after they receive the samples. The CQA Engineer will review laboratory test results as soon as
they become available.

4.2.4.7 Defining Extent of Destructive Seam Test Failure

All defective seam test failures must be bounded by seam tests from which destructive samples
passing laboratory tests have been taken. The CQC Consultant will document repair actions
taken in conjunction with all destructive seam test failures.

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4.2.5 Defects and Repairs

All seam and nonseam areas of the geomembrane will be examined by the CQC Consultant for
identification of defects, holes, blisters, undispersed raw materials, and any sign of
contamination by foreign matter. Each suspected location, both in-seam and nonseam areas, will
be nondestructively tested using methods in accordance with the project specifications. Each
location that fails the nondestructive testing will be marked by the CQC Consultant and repaired
by the Geomembrane Installer. Repair procedures will be in accordance with project
specifications or procedures agreed to by the Design Engineer in the Preconstruction meeting.
The CQA Engineer will observe all repair procedures and advise the Project Manager of any
problems.

4.2.6 Liner Systems Acceptance

The Geomembrane Installer and the Geosynthetic Manufacturers will retain all ownership and
responsibility for the geosynthetics in the landfill cell until acceptance by the Owner.
The geomembrane component of the liner system will be accepted by the Owner when:
• The installation is finished;
• Verification of the adequacy of all seams and repairs, including associated testing, is
complete;
• CQC consultant provides the CQA Engineer and Design Engineer with a final copy
of the nondestructive test documentation, repair information, and as-built drawings;
• CQA Engineer furnishes the Design Engineer with certification that the geomem-
brane was installed in accordance with the Geosynthetic Manufacturer’s recommen-
dations as well as the Plans and project specifications;
• All documentation of installation is completed including the CQA Engineer’s final
report; and
• Certification by the CQA Engineer, including Record Drawing(s), sealed by a
Professional Engineer registered in North Carolina, has been received by the Design
Engineer.

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The CQA Engineer will certify that the installation has proceeded in accordance with this CQA
Plan and the project specifications for the project except as noted to the Design Manager.

4.2.8 Materials in Contact with Geomembranes

The quality assurance procedures indicated in this Subsection are only intended to assure that the
installation of these materials does not damage the geomembrane. Although protective
geosynthetics and geotextiles have been incorporated into the liner system, all reasonable
measures to protect the geomembrane and provide additional quality assurance procedures are
necessary to ensure proper performance.

4.2.8.1 Sumps and Appurtenances

The CQA Engineer will verify that:
• Installation of the geomembrane in appurtenance areas, and connection of the
geomembrane to appurtenances have been made according to the project
specifications;
• Extreme care is taken while seaming around appurtenances since neither
nondestructive nor destructive testing may be feasible in these areas;
• The geomembrane has not been visibly damaged while making connections to
appurtenances;
• The installation of the geomembranes shall be exercised so as not to damage sumps;
and
• The CQA Engineer will inform the Design Engineer if the above conditions are not
fulfilled.

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5.0 GEOTEXTILE MATERIAL AND INSTALLATION QUALITY ASSURANCE

5.1 MANUFACTURING

The Contractor will provide the CQA Engineer with a list of guaranteed “minimum average roll
value” properties (as defined by the Federal Highway Administration), for the type of geotextile
to be delivered. The Contractor will also provide the CQA Engineer with a written certification
from the Geotextile Manufacturer that the materials actually delivered have “minimum average
roll value” properties that meet or exceed all property values guaranteed for that type of
geotextile.

The CQA Engineer will 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. Any deviations will be reported to the Design Engineer.

The inspection methods, handling techniques, and property values identified in this section for
the filter geotextile shall also apply to geotextile portion of the geocomposite drainage media
which will be heat bonded to the geonet (See Section 7.0 for more details).

5.2 LABELING

The Geotextile Manufacturer will identify all rolls of geotextile in conformance with the project
specifications. The CQA Engineer will examine rolls upon delivery and any deviation from the
above requirements will be reported to the Design Engineer.

5.3 SHIPMENT AND STORAGE

During shipment and storage, the geotextile will be protected as required by manufacturer’s
recommendations and the project specifications. The CQA Engineer will observe rolls upon
delivery at the site and any deviation from the above requirements will be reported to the Design
Engineer.

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5.4 HANDLING AND PLACEMENT

The Geosynthetic Installer will handle all geotextiles in such a manner as required by the project
specifications. Any noncompliance will be noted by the CQA Engineer and reported to the
Design Engineer.

5.5 SEAMS AND OVERLAPS

All geotextiles will be seamed or overlapped in accordance with project specifications or as
approved by the CQA Engineer and Design Engineer.

5.6 REPAIR

Any holes or tears in the geotextile will be repaired in accordance with the project specifications.

The CQA Engineer will observe any repair and note any noncompliance with the above
requirements and report them to the Design Engineer.

5.7 PLACEMENT AND MATERIALS

All soil materials located on top of a geotextile shall be placed in accordance with the project
specifications. Any noncompliance will be noted by the CQA Engineer and reported to the
Design Engineer.

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6.0 HIGH DENSITY POLYTHYLENE PIPE, MANHOLES, AND FITTINGS
CONSTRUCTION QUALITY ASSURANCE

6.1 MATERIAL REQUIREMENTS

All HDPE manholes, pipe, and fittings shall be produced in accordance with the project
specifications.

6.2 MANUFACTURER

Prior to the installation of HDPE manholes or pipes, the Manufacturer will provide to the
Contractor and the CQA Engineer the following:
• A properties sheet including, at a minimum, all specified properties, measured using test
methods indicated in the project technical specifications;
• A list of quantities and descriptions of materials other than the base resin which comprise
the pipe;
• The sampling procedure and results of testing; and
• A certification by the HDPE Pipe Manufacturer that values given in the properties sheet
are minimum values and are guaranteed by the HDPE Pipe Manufacturer.

The CQA Engineer will review these documents and verify that:
• The property values certified by the HDPE Pipe Manufacturer meet all of the project
technical specifications;
• The measurements of properties by the HDPE Pipe Manufacturer are properly
documented and that the test methods are acceptable; and
• Report any discrepancies with the above requirements to the Design Engineer.

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6.2.1 Verification and Identification

Prior to shipment, the Contractor will provide the Design Engineer and the CQA Engineer with a
quality control certification for each lot/batch of the HDPE pipe provided. The quality control
certificate will be signed by a responsible party employed by the HDPE Pipe Manufacturer, such
as the Production Manager. The quality control certificate will include:
• Lot/batch number and identification; and
• Sampling procedures and results of quality control tests.

The CQA Engineer will:
• Verify that the quality control certificates have been provided at the specified
frequency for all lots/batches of pipe, and that each certificate identifies the pipe
lot/batch related to it; and
• Review the quality control certificates and verify that the certified properties meet the
project technical specifications.

6.3 NONDESTRUCTIVE TESTING

6.3.1 Nondestructive Testing of Joints

All nonperforated HDPE joints must be nondestructively tested. These pipe joints will be tested
using the pressure test as provided in the project technical specifications. Other nondestructive
test methods may be used only when:
• The Geosynthetic Installer can prove its effectiveness;
• The method is approved by the Pipe Manufacturer;
• The method is approved by the Design Engineer; and
• The Design Engineer and the CQA Engineer will verify the effectiveness and validity
of the alternative test method.

The CQA Engineer will report any nonconformance of testing methods to the Design Engineer.

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7.0 GEOCOMPOSITE CONSTRUCTION QUALITY ASSURANCE

7.1 MATERIAL REQUIREMENTS

All geocomposite shall be manufactured in accordance with the project specifications.

7.2 MANUFACTURING

The Geocomposite Manufacturer will provide the Contractor with a written certification, signed
by a responsible party, that the geonets actually delivered have properties that meet or exceed the
guaranteed properties.

The CQA Engineer will examine all manufacturer’s certifications to ensure that the property
values listed on the certifications meet or exceed the project specifications. Any deviations will
be reported to the Design Engineer.

7.3 LABELING

The Geonet Manufacturer will identify all rolls of geocomposite in accordance with project
specifications. The CQA Engineer will examine rolls upon delivery and any deviation from the
above requirements will be reported to the Design Engineer.

7.4 SHIPMENT AND STORAGE

Geocomposite cleanliness is essential to its performance; therefore, the shipping and storage of
geonet must be in accordance with the project specifications. The CQA Engineer will examine
rolls upon delivery and any deviation from the above requirements will be reported to the Design
Engineer.

The CQA Engineer will verify that geocomposites are free of dirt and dust just before
installation. The CQA Engineer will report the outcome of this verification to the Design

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Engineer; and, if the geocomposites are judged dirty or dusty, they will be washed by the
Geocomposite Installer prior to installation.

Washing operations will be observed by the CQA Engineer and improper washing operations
will be reported to the Design Engineer.

7.5 HANDLING AND PLACEMENT

The Geocomposite Installer will handle all geocomposites in a manner in accordance with the
project specifications. The CQA Engineer will note any noncompliance and report it to the
Design Engineer.

7.6 JOINING

Adjacent geocomposites will be joined according to construction drawings and project specifi-
cations. The CQA Engineer will note any noncompliance and report it to the Design Engineer.

7.7 REPAIR

Any holes or tears in the geocomposite will be repaired in accordance with project specifications.
The CQA Engineer will observe any repair, note any noncompliance with the above
requirements, and report them to the Design Engineer.

7.8 PLACEMENT OF SOIL MATERIALS

All soil materials placed over the geocomposite should be placed in accordance with project
specifications so as to ensure:
• The geocomposite and underlying geomembrane are not damaged
• Minimal slippage of the geocomposite on the underlying geomembrane occurs; and
• No excess tensile stresses occur.

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Any noncompliance will be noted by the CQA Engineer and reported to the Design Engineer.

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8.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION

8.1 DOCUMENTATION

The CQA Engineer will provide the Owner with the daily and weekly reports including signed
descriptive remarks, data sheets, and logs to verify that all monitoring activities have been
carried out. The CQA Engineer will also maintain at the job site a complete file of Plans,
Reports, and Specifications, a CQA/CQC Plan, checklists, test procedures, daily logs, and other
pertinent documents.

8.2 RECORD KEEPING

Standard reporting procedures will include preparation of a daily report which, at a minimum,
will consist of: (1) field notes, including memoranda of meetings and/or discussions with the
Contractor; (2) observation logs and testing data sheets; and (3) construction problem and
solution data sheets. This information will be submitted weekly to and reviewed by the CQA
Engineer. The daily report must be completed at the end of each shift prior to leaving the site
and submitted to the CQA Engineer.

The weekly reports should summarize the major events that occurred during that week. Critical
problems that occur shall be communicated verbally immediately as well as being included in the
reports.

8.2.1 Memorandum of Discussion with Contractor

A daily report will be prepared summarizing discussions between the CQA Engineer and
Contractor. At a minimum, the daily report will include the following information:
• Date, project name, location, and other identification;
• Name of parties to discussion at the time;
• Relevant subject matter or issues;

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• Activities planned and schedule; and
• Signature of the CQA Engineer.

8.2.2 Observation Logs and Testing Data Sheets

Observation logs and testing data sheets will be prepared daily by the CQA Engineer. At a
minimum, these logs and data sheets will include the following information:
• An identifying sheet number for cross referencing and document control;
• Date, project name, location, and other identifications;
• Data on weather conditions;
• A reduced-scale site plan showing all proposed work areas and test locations;
• Descriptions and locations of on-going construction;
• Locations where tests and samples were taken;
• A summary of test results;
• Calibrations or recalibrations of test equipment and actions taken as a result of
recalibration;
• Off-site materials received, including quality verification documentation;
• Decisions made regarding acceptance of units or work and/or corrective actions to be
taken in instances of substandard quality; and
• The CQA Engineer’s signature.

8.2.3 Construction Problem and Solution Data Sheets

Sheets describing special construction situations will be cross-referenced with specific obser-
vation logs and testing data sheets, and must include the following information where available:
• An identifying sheet number for cross referencing and document control;
• A detailed description of the situation or deficiency;
• The location and probable cause of the situation or deficiency;
• How and when the situation or deficiency was found or located;
• Documentation of the response to the situation or deficiency;

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• Final results of any responses;
• Any measures taken to prevent a similar situation from occurring in the future; and
• The signature of the CQA Engineer and signature of the Design Engineer indicating
concurrence.

The Design Engineer will be made aware of any significant recurring non-conformance with the
Specifications. The Design Engineer will then determine the cause of the non-conformance and
recommend appropriate changes in procedures or specification. When this type of evaluation is
made, the results will be documented; and any revisions to procedures or Specifications will be
approved by the Owner and Design Engineer.

8.3 PHOTOGRAPHIC REPORTING DATA

Photographic reporting data sheets, where used, will be cross-referenced with observation logs
and testing data sheets and/or construction problem and solution data sheets. Photographs shall
be taken at regular intervals during the construction process and in all areas deemed critical.

These photographs will serve as a pictorial record of work progress, problems, and mitigation
activities. The basic file will contain color prints, and negatives will also be stored in a separate
file in chronological order. These records will be presented to the Design Engineer upon
completion of the project.

In lieu of photographic documentation, videotaping may be used to record work progress,
problems, and mitigation activities. The Design Engineer may require that a portion of the
documentation be recorded by photographic means in conjunction with video taping.

8.4 DESIGN AND/OR SPECIFICATION CHANGES

Design and/or specification changes may be required during construction. In such cases, the
CQA Engineer will notify the Design Engineer. The Design Engineer will then notify the appro-
priate agency, if necessary.

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Greenway Waste Solutions of Apex, LLC Landfill
May 31, 2016
Design and/or specification changes will be made only with the written agreement of the Design
Engineer and will take the form of an addendum to the Specifications. All design changes shall
include a detail (if necessary) and state which detail it replaces in the plans.

8.5 PROGRESS REPORTS

The CQA Engineer will prepare a summary progress report each week or at time intervals
established at the pre-construction meeting. As a minimum, this report will include the
following information:
• A unique identifying sheet number for cross-referencing and document control;
• The date, project name, location, and other information;
• A summary of work activities during progress reporting period;
• A summary of construction situations, deficiencies, and/or defects occurring during the
progress reporting period;
• A summary of test results, failures, and retests; and
• A signature of the CQA Engineer.

8.6 SIGNATURE AND FINAL REPORT

At the completion of each major construction activity at the landfill unit, all required forms,
observation logs, field and laboratory testing data sheets including sample location plans,
construction problems, and solution data sheets will be certified by the CQA Engineer. The
Design Engineer will also provide a final report that will certify that the work has been
performed in compliance with the Plans and Specifications, and that the supporting documents
provide the necessary information.

The CQA Engineer will also provide summaries of all the data listed above with the report. The
Record Drawings will include scale drawings depicting the location of the construction and
details pertaining to the extent of construction (e.g., depths, plan dimensions, elevations, soil
component thicknesses, etc.). All surveying and base maps required for development of the

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Greenway Waste Solutions of Apex, LLC Landfill
May 31, 2016
Record Drawings will be done in accordance with the project specifications and this CQA Plan.
These documents will be certified by the Contractor and delivered to the CQA Engineer and
included as part of the CQA documentation.

8.7 STORAGE OF RECORDS

All handwritten data sheet originals, especially those containing signatures, should be stored by
the CQA Engineer in a safe repository on site. Other reports may be stored by any standard
method that will allow for easy access.