20150998 Ver 1_FINAL Sutton Const Permit Response to TR-01_20151222

Geosplec
consultants
Mr. Edward F. Mussler, III, P.E.
Supervisor Permitting Branch
Solid Waste Section
Division of Waste Management
North Carolina Department of Environmental Quality
1646 Mail Service Center,
Raleigh, North Carolina 27699-1646
Subject: Response to First Technical Review
Permit to Construct Application
L.V. Sutton Energy Complex, Landfill
New Hanover County, NC, DIN 24956
Dear Mr. Mussler:
Geosyntec Consultants of NC, PC
1300 South Mint Street, Suite 410
Charlotte, North Carolina 28203
PH 704.227.0840
www.geosyntec.com
8 December 2015
On behalf of Duke Energy Progress, LLC (Duke), Geosyntec Consultants of North Carolina, PC
(Geosyntec) has prepared this letter to respond to the first technical review (TR -01) from the
North Carolina Department of Environmental Quality (NCDEQ) regarding the "Onsite CCR
Landfill Construction Application Report" (Application) for the onsite CCR landfill in the L.V.
Sutton Energy Complex (Sutton) located in New Hanover County, North Carolina. The
Application was received by NCDEQ on 7 August 2015. TR -01 was addressed to Mr. John
Toepfer of Duke in a letter dated 7 October 2015. A copy of this TR -01 is included as
Attachment A of this response letter.
Each NCDEQ comment has been provided below in italic font followed by the corresponding
response in normal font. In this response, deletions to the original document have been shown
with a strilethfough and additions have been shown with an underline.
RESPONSE TO NCDEQ CONCERNS
NCDEO Comment #1
The Section has been notified that the 4011404 wetlands permitting process has begun, however
no applications have been received by the North Carolina Division of Water Resources (DWR).
Duke Energy must keep the Section updated regularly on the wetlands permitting process. The
decision on how to move forward in light of the issue has not been finally determined. Have
demonstrations been made in accordance with the newly promulgated CCR rules? When an
application is submitted to DWR and the U.S. Army Corps of Engineers, please copy the section
on the submittal.
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8 December 2015
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Response # 1:
NCDEQ's comment is duly noted. A meeting was held with representatives of the US Army
Corps of Engineers (Corps) and the NCDEQ on 30 October 2015 to discuss the determination of
wetland boundaries and the process forward to permit and mitigate any wetland impacts within
the landfill footprint. Based on the discussions with the Corps during that meeting, the general
understanding was that the wetlands within the landfill footprint will likely be considered
isolated and non jurisdictional. This results from the new Waters of the United States rule being
temporarily suspended nationwide by the Sixth District Court on 9 October 2015. Verbal
confirmation that the wetlands are not jurisdictional has been received from the Corps and a
permit application is being prepared for impacts as isolated wetlands through the NCDEQ. An
application is expected to be submitted in late November 2015. A jurisdictional determination
package was submitted by Duke Energy to the Corps for review and approval on 5 November
2015. A copy of this package was sent to NCDEQ Solid Waste Section. Duke will keep the
Department informed about the progress of the wetlands permitting process.
NCDEQ Comment #2
Section 3.4 — The Section has questions with the volume estimates for available onsite suitable
soils. There is indication of a large soil imbalance for the construction and operation of the
facility. The estimates provided in the application indicate a deficit of approximately 650,000
cubic yards of onsite suitable soils. What efforts are being made to identify suitable borrow
sources? There is also concern that onsite storage areas may not be adequate for stored soils,
Duke Energy should provide more detail on these areas and their storage capacity.
Response # 2:
Duke's contracting mechanism for construction of the proposed onsite CCR landfill is such that
the landfill contractor will be responsible for identifying and obtaining suitable soils for the
construction, operation, and closure of the onsite CCR landfill. Therefore, limited on-site
storage will be required during construction and operation activities. Additionally, necessary
storage/staging areas will be identified once a contractor has been selected and will initially be
limited to the proposed project footprint. However, areas north of the landfill footprint may also
be used for storing and/or stockpiling soils during construction and operation of the final cells.
NCDEQ Comment #3
Section 3.3 — Include the landfill's proposed gross airspace capacity. Gross capacity is defined
as the volume from the top of protective cover through the final cover. For permitting purposes
this will also be needed for the cells/phases if they are incrementally constructed.
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8 December 2015
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Response # 3:
As shown on Sheet 5 of the Construction Permit Application Drawings (Drawings), submitted as
Appendix A of the Report, the landfill's gross airspace (i.e., top of operating layer to the base of
the final cover) is approximately 8,748,987 cubic yards (cy). Sheet 5 of the Drawings also
provides the estimated airspace for individual cells.
The proposed gross airspace capacity table from Sheet 5 of the Drawings has been reproduced
herein for completeness. Additionally, Section 3.3 of the Report has been updated to reference
the Drawings.
Construction
Approximate
Estimated Airspace
Estimated
Sequence
Waste Footprint
Available for Waste
Lifetime
(acres)
Disposal (c)
(years)
Cell 3
10.1
840,787
0.9
Cell 4
9.2
810,807
0.8
Cell5
8.9
766,286
0.7
C1
a Cell
9
806,715
0.7
Cell 7
9
818,223
0.8
Cell 8
9.9
902,372
0.9
Celli
7.1
457,857
1.2
a� Cell
7.9
549,967
1.3
Cell
10
916,989
1.5
M
C1 Cell 10
9.5
1,038,598
1.5
a
Cell 11
10.5
840,385
1.6
Totals
101.1
8,748,987
11.9
NCDEO Comment #4
Section 5.2.4 — Leachate collection system maintenance. Please be more specific. At a minimum
leachate lines shall be inspected by camera at the completion of construction and at least every
five years. The section recommends more often. What schedule will the lines be cleaned?
Experience shows that the first year contributes silt and fines to the system and should be jet
flushed. The section recommends annual cleaning and visual inspection.
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Response # 4:
NCDEQ's comment is duly noted. Section 5.2.4 of the Report will be updated to state "During
operations (expected to be on the order of 12 years) the leachate collection system will be
inspected by camera at the completion of construction and every five (5) years thereafter.
Leachate lines will be cleaned using jet -flushing annually. Post -closure the inspection and
cleaning frequency will be reduced to five (5) years, and then ceased once leachate generation
falls below 20 gallons per acre per day." Section 2.3.1 of the Operations Plan has also been
verified for consistency. A copy of the updated Report is provided herein as Attachment B and a
copy of the updated Operations Plan, provided as Attachment C.
NCDEQ Comment #5
The plans specify the minimum 6" leachate lines. It is important to ensure that there are no
angles in the system that would hinder the movement of cleaning equipment or cameras. Do the
plans include access to the leachate lines from both ends of the cells? Previous Duke Energy
landfill projects specified a minimum of eight (8) inch leachate pipe for ease of inspection.
Response #5
As shown on Sheets 8 and 28 of the Drawings, the Leachate Collection System (LCS) comprises
clean-out pipes on both ends of the cell, providing two access points to the leachate lines. In
response to the Department's request the 6 -inch diameter pipes will be replaced with 8 -inch
diameter piping where indicated on the Drawings and in the Report. Note that calculations have
not been updated as the use of an 8 -inch diameter pipe conservative compared to the 6 -inch
dimeter pipe. A copy of the updated drawings is provided herein as Attachment D
NCDEQ Comment #6
Appendix I — Ops Plan — 2.0 Chimney drains are referenced and in the design. Are any
instructions or directions necessary for their proper installation, timing, use and maintenance?
When will they be installed and what documentation will be put in the facility record regarding
the appurtenance?
Response #6
The Drawings have been updated to include a note and call out to add extension when
approximately four feet of pipe remains. Chimney drains may be installed during initial stages
of filling of each cell and is founded on the protective cover material.
NCDEO Comment #7
Section 2.1.2 — Refers to only disposal of Duke generated on-site waste. Will any waste come
from off site, or does Duke want to allow for that potential? Where is wastewater treatment
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Mr. Edward F. Mussler, III, P.E.
8 December 2015
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sludge coming from? Petroleum contaminated soils are not commonly disposed of in North
Carolina landfills. Under certain circumstances they are used for alternate daily cover. Are
large volumes anticipated? Be more specific as to what `plant related decommissioning
materials" might be. Is it a correct assumption that the plant decommissioning process will
screen for unacceptable levels of lead or asbestos in any construction and demolition debris sent
to the landfill?
Response #7
Duke does not intend to accept waste at Sutton from off-site; therefore, the Application does not
request that this be allowed. Wastewater sludge is anticipated to be limited and resulting from
on-site treatment plants processing wastewater from the basin closure processes.
Relatively small volumes of petroleum contaminated soils (i.e., less than 100,000 cy) are
believed to be present in the former tank footprint within the Lay of Land Area (LOLA). As
such, Duke's intent is to allow these soils to be placed within the onsite CCR landfill as alternate
daily cover material as the Department has suggested. Similarly, plant -related decommissioning
materials are in reference to small structures located within LOLA, specifically, concrete pads
and/or pipe segments located within LOLA. These materials are not expected to contain lead or
asbestos; therefore, provisions for screening of unacceptable levels of lead or asbestos have not
been referenced.
NCDEQ Comment #8
Section 2.1.4 — Refers to picking of trash from any vacuum truck waste after it is ejected at the
landfill working face. This is a voluntary activity and may be deleted as a requirement of the
operations plan. In lieu, any trash would have to be covered with daily cover at the end of the
working day.
Response #8
Section 2.1.4 of the Operations Plan has been revised accordingly to omit reference to picking of
trash from any vacuum truck waste after it is discarded at the landfill working face. However, if
there is non -permitted waste material (i.e., plastic bottles, waste paper, etc.) in the vacuum waste
it will be removed immediately.
NCDEQ Comment #9
Section 2.1.7 — Landfill sequencing is included in the permit to construct. Changes to the
sequencing will be a permit modification.
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Response #9
NCDEQ's comment is duly noted. Landfill sequencing narrative (Section 2.1.7 of the
Operations Plan) and the Drawings will be revised to remove sequencing from the Application.
NCDEO Comment #10
Section 2.1.10.2 — Check the wording of the paragraph. One foot of interim cover is required for
areas that will not have waste on them for 12 months or more.
Response #10
Duke Energy has received a variance for the one foot minimum cover in areas with no additional
placement for 12 months at other operational NC facilities. This variance was granted with the
addition of Dust Control Plans and approved based on CCP material not posing a nuisance to
odor, vectors, or fire. Soil is applied for dust and erosion control.
Section 2.1.10.2 of the Operations Plan has been revised as follows:
"A 12 -inch thick interim cover layer shall be placed on exterior slopes and areas where final
grades have been reached and/or areas where waste placement will be inactive for 12 months or
more. Interim cover will be seeded within 7 days in accordance with Erosion and Sediment
Control requirements. Vegetation shall be removed and the interim cover soil shall be scarified
or removed prior to placing overlying waste and/or final cover."
NCDEO Comment #11
Dust Plan- does the plan envision a log for the recordation of off-site complaints and the
investigation/mitigation outcomes? Does the site have a wind direction and speed instrument?
Duke may want to consider adding this information to the inspection report along with the other
meteorological observations.
Response #11
The Dust Plan does not include a log for recording off-site complaints and the
investigation/mitigation outcomes. However, note that Sutton has a site -wide Environmental
Protection Agency (EPA) Dust Emissions 257-80 Plan and these items are addressed in that
document. Therefore, additional provisions are not included in the specific Dust Plan for the
onsite CCR landfill.
NCDEO Comment #12
Section 6.2 — Rules require 12 " of intermediate cover over areas that will not have waste placed
on them within 12 months or longer.
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8 December 2015
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Response #12
Duke Energy has received a variance for the one foot minimum cover in areas with no additional
placement for 12 months at other operational NC facilities. This variance was granted with the
addition of Dust Control Plans and approved based on CCP material not posing a nuisance to
odor, vectors, or fire. Soil is applied for dust and erosion control.
Section 6.2 of the Report has been updated for consistency with Section 2.1.10.2 of the
Operations Plan and reflect the requirements set forth in 15A NCAC 13B. 1626(2)(c).
NCDEQ Comment #13
Section 6.3.5 — The text refers to an 18 inch diameter pipe within a 24 inch thick soil cover. Is
that sufficient to protect the pipe from routine maintenance on the cap? Does the text refer to two
feet on top of the pipe or just six inches?
Response #13
As shown on Detail 33 in Sheet 35 of the Drawings, there is an 18 -in minimum cover on the 18 -
in pipe. This is intended to provide sufficient protection during routine maintenance (e.g.,
mowing) on the final cover.
NCDEQ Comment #14
The application proposes the use of tanker trucks to haul leachate from the leachate storage
facility to the Cape Fear Public Utility Authority Waste Water Treatment Plant. Duke Energy
must provide the Section copies of all agreements and permits regarding the transportation and
the discharge of leachate prior to issuance of any permit to operate for the proposed facility
Response #14
NCDEQ's comment is duly noted. Duke has submitted an application to the Cape Fear Public
Utility Authority Waste Water Treatment Plan to obtain a permit to dispose of leachate from the
Sutton Onsite CCR Landfill. Duke will provide NCDEQ copies of all agreements and permits
once they are received.
NCDEQ Comment #15
The application proposes five (5) feet of separation from the seasonal high ground water table in
the landfill design. The 5 foot separation is allowable; however previous Duke Energy involved
projects have specified 5.5 feet of separation. The Section requires an explanation regarding the
change in the specification for this project
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Response #15
Duke appreciates NCDEQ's concern; however the application achieves the 4 -ft groundwater
separation required by NCDEQ as well as a 5 -ft separation that is the standard for Duke
Facilities and is the minimum calculated post -settlement separation within the footprint (i.e., pre -
settlement separation is greater than 5 ft). Duke understands that the structural fill facility at the
Brickhaven Mines allows for a 5.5 -ft separation but this is not the Duke standard. As such, a 5 -ft
minimum separation will be maintained for the Sutton Onsite CCR Landfill design.
NCDEO Comment #16
The application does not include financial assurance (FA) cost estimates for the proposed
facility. Closure and post closure cost estimates and calculations are required for the permit and
establishment of the FA mechanism. Duke Energy must provide the required information for
inclusion in the permitting documents for review and approval by the Section.
Response #16
A copy of the closure and post -closure financial assurance cost estimates for the proposed Onsite
CCR Landfill have been prepared and are provided as Attachment E to this response to TR -01.
Duke Energy will submit completed Financial Test once the Division approves closure and post
closure estimates.
NCDEO Comment #17
The Section requests a copy of Duke Energy's contingency plan for spill prevention/emergency
action for the transportation of coal ash off the Sutton property. Likewise, the Section requests
notification from Duke Energy when coal ash begins to be moved off site, including mode of
transportation and ultimate destination.
Response #17
A contingency plan for spill prevention/emergency action for the transportation of coal ash off
the Sutton property was prepared and submitted to NCDEQ on 12 November 2015. A copy of
the Ash Transportation Information Plan is submitted herein as Attachment F for completeness.
NCDEO Comment #18
Leachate collection and storage system - Including, but not limited to Section 5.3.2, Appendix F,
G and R. The drawings and operation plans refer to down drains in the plan. The design of the
leachate collection and storage system does not readily appear to account for any contribution
to the water balance from these structures. Will the 6 inch pipes handle the flows contributed by
the chimneys? Does the water balance change and how?
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Response #18
The down drains referred to in the drawings and operation plans are for post -closure surface
water collection and are separated from the waste by the geocomposite and geomembrane
components of the final cover system.
The leachate collection system (LCS) for the proposed Onsite CCR Landfill has been designed to
properly convey the peak leachate generation rates calculated and presented in Appendix F of the
Report (refer to Response # 20 for additional information on appropriateness of calculations).
As shown in Appendix F, the peak leachate generation rates occur under Case 1 of the
calculations, representing initial conditions of operation in a cell after placement of a start-up lift
and additional lifts of CCR for a total of 10 ft of waste. Case 1 also represents the maximum
area allowed for leachate generation where all stormwater in contact with CCR is directed to the
LCS (e.g., through infiltration or through geocomposite drainage layer along perimeter and
interim berms). Additional calculations have been prepared to account for runoff captured via
chimney drains, conveyed to the LCS and are presented herein as Attachment G. As shown in
the calculation package presented in Attachment G, the contribution from runoff via chimney
drains does not exceed the flow capacity of a 6 -inch diameter LCS pipe. However, as stated in
the Response to Comment #5, the LCS will be constructed using an 8 -inch diameter LCS pipe.
The calculations provided in Attachment G indicate that an 8 -inch diameter LCS pipe will also
provide sufficient flow.
NCDEO Comment #19
Appendix G, Leachate Generation Life Cycle Analysis, Section 3.4.2 Leachate Generation
Scenarios, does not include the "empty cell" scenario required by North Carolina General
Statute NCGS 130A -295.6(h)(2). Appendix G requires updating to include the required scenario.
Response #19
North Carolina General Statute (NCGS) 130A -295.6(h)(2) states that "A leachate collection
system shall be designed to return the head of the liner to 30 centimeters or less within 72 hours.
The design shall be based on the precipitation that would fall on an empty cell of the sanitary
landfill as a result of a 25 -year -24-hour storm event. The leachate collection system shall
maintain a head of less than 30 centimeters at all times during leachate recirculation. The
Department may require the operator to monitor the head of the liner to demonstrate that the
head is being maintained in accordance with this subdivision and any applicable rules."
Duke interprets the "empty cell" requirement described above as not being intended for standard
leachate generation purposes; rather, for head -on -liner under a 25 -year -24-hour storm event in
cells that are recirculating leachate which does not apply to the proposed Onsite CCR Landfill as
leachate will not be recirculated. Therefore, Appendix G of the Report was not updated.
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NCDEQ Comment #20
Besides the open condition modeling, the conservative case of the HELP model assumes 10 feet
of coal ash. As a result of the iterative nature of the model, it might be useful to consider a five
foot layer followed by five one foot vertical percolation layers of waste. Duke has several
operating coal combustion residual landfills. Is the projected leachate amount consistent with
observations at the other fleet operations?
Response #20
The initial condition after placement of a start-up lift and additional lifts of CCR for a total of 10
ft of waste, as described in Case 1 (Appendix F of the Report) is typical for leachate generation
calculations. Additionally, due to the reduced cell size compared to other CCR facilities and the
anticipated disposal rates, 10 ft of waste is expected to be placed in the cell within a 1 -month
period. As such, a model assuming a 5 -ft thick layer followed by five 1 -ft vertical percolation
layers of waste is considered overly conservative.
The leachate generation rates calculated and presented in Appendix F of the Report and the
Leachate Generation Life Cycle Calculations presented in Appendix G of the Report were used
to compare calculated versus measured leachate generation rates at various Duke -owned coal
combustion residual landfills. Specifically, leachate generation rates (gal/acre/day) versus
elapsed time (years) were used to compare the projected leachate generation rate for Sutton with
measured leachate data from other DPE facilities (i.e., Marshall Steam Station Landfill, Mayo
CCP Monofil, Craig Road Ash Landfill, and Allen Steam Station Landfill).
Of the facilities presented, the Allen Steam Station Landfill (Allen) is the one with closest
configuration to Sutton with regards to cell size. The cell sizes for Marshall Steam Station
Landfill (Marshall), Mayo CCP Monofil (Mayo), and Craig Road Ash Landfill (Belews) are
approximately 3 times larger than Sutton and Allen; therefore, the total volume measured at
these facilities is expected to be higher than the total volume at Sutton and Allen. As such, the
measured leachate data was normalized as a function of cell size and the results are presented in
the plot below.
As shown in the plot below, the projected leachate generation rate for Sutton over a 6 -year
period ranges between 900 and 5,500 gal/acre/day and is generally higher than that measured for
Allen (i.e., 400 to 920 gal/acre/day), Marshall, Mayo, and Belews, which range between 300 and
1,600 gal/acre/day. For measured versus projected leachate generation rates, the projected
average leachate generation rate is also higher (i.e., 6 -year average equal to 1,751 gal/acre/day
for Sutton compared to actual 723 gal/acre/day for Allen and 1,130 gal/acre/day for Mayo). The
modeled leachate generation rate calculated for Sutton is generally higher compared to observed
values at these larger facilities.
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6,000
5,000
7 4,000
W
L
u
■
C5 3,_000
0
0
0
2 3 4 5 6
Elapsed Time (Years)
The above observations demonstrate that the calculated leachate volume for the proposed Onsite
CCR Landfill at Sutton is consistent or more conservative when compared with leachate volumes
measured at other Duke facilities.
NCDEO Comment #21
The modeling is for one acre parcel sizes and then extrapolated to the potential site operation.
To move the volume of ash that is projected in the plan could entail over 200 one way truck trips
a day, or some other similar large number. Will the operator be able to control the working face
tight enough to make it perform in a manner as it is conceptualized? (Note- this also raises the
question as to whether the proposed 15' access road will be sufficient and safe).
Response #21
The Operations Plan (Appendix I of the Report) states that "During landfill operations, the
working face in the cell will be limited to as small an area as practical at the owner's discretion,
with waste in other areas covered with appropriate material." Additionally, as shown in
Appendix G of the Report, the infiltration area (i.e., area capable of generating leachate) for each
cell is assumed to be the full size of the cell (top deck + side slope). The 1 -acre extrapolation is
used to allow a uniform distribution of leachate generation over varying cell sizes, where the
total leachate volume generation is calculated as the HELP model results multiplied by
individual cell sizes. Additionally, intermediate cover is expected to be placed along the side
slopes as final grades are reached to provide contact water/stormwater separation. Therefore,
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• Marshall (measured - Wacre/day)
•
♦Belews (measured - gal/acre/day)
■Alien (measured- gat/acre/day)
•
aMayo (measured - gal/acre/day)
•
*Sutton (calculated- gal/acre/day)
■
i • !
•
i
■
•
1
*
A
4M
0
2 3 4 5 6
Elapsed Time (Years)
The above observations demonstrate that the calculated leachate volume for the proposed Onsite
CCR Landfill at Sutton is consistent or more conservative when compared with leachate volumes
measured at other Duke facilities.
NCDEO Comment #21
The modeling is for one acre parcel sizes and then extrapolated to the potential site operation.
To move the volume of ash that is projected in the plan could entail over 200 one way truck trips
a day, or some other similar large number. Will the operator be able to control the working face
tight enough to make it perform in a manner as it is conceptualized? (Note- this also raises the
question as to whether the proposed 15' access road will be sufficient and safe).
Response #21
The Operations Plan (Appendix I of the Report) states that "During landfill operations, the
working face in the cell will be limited to as small an area as practical at the owner's discretion,
with waste in other areas covered with appropriate material." Additionally, as shown in
Appendix G of the Report, the infiltration area (i.e., area capable of generating leachate) for each
cell is assumed to be the full size of the cell (top deck + side slope). The 1 -acre extrapolation is
used to allow a uniform distribution of leachate generation over varying cell sizes, where the
total leachate volume generation is calculated as the HELP model results multiplied by
individual cell sizes. Additionally, intermediate cover is expected to be placed along the side
slopes as final grades are reached to provide contact water/stormwater separation. Therefore,
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there are no limitations to the size of the working face specified as part of the proposed
operations and/or calculations.
Duke agrees that the projected CCR disposal rate is high; however, this assumption was made to
meet the CCR basin closure schedule at Sutton and is subject to change. Note that ash transport
into the landfill will be a combination of trucking and conveyor system to reduce the number of
truck trips per day and facilitate landfill operations control by the operator.
Please note that the 15 -ft access road shown in the Drawings is the post -closure access road;
therefore, the width is appropriate for the intended use. The location of the operational haul
roads is a function of operations and the anticipated CCR disposal rates with potential for a
conveyor system to facilitate CCR transport from the basins to the landfill. As such, these
operational haul roads are not presented in the Drawings.
NCDEQ Comment #22
The section requests that Duke also include an emergency action plan for handling the leachate
in the event of large rainfall, tropical storms or hurricanes. All our landfills on the east coast
have them and they include provisions to draw down storage days ahead of a projected storm, go
into the storm season with maximum dry storage, and also provisions for handling the leachate
until the storm passes and the activity level can return to normal.
Response #22
"Section 2.3.7 — Contingency Plan" within the Operations Plan has been updated to include a
brief narrative for management, storage, and transport of leachate in the event of large rainfall
from events such as , tropical storms or hurricanes until the activity levels return to normal. An
Emergency Action Plan, which will include more details on the logistics and action levels, will
be included in the operations permit application.
NCDEQ Comment #23
The application proposes 255,254 gallons of leachate storage capacity in the landfill design. The
design requirements and specifications are documented in the application. However previous
Duke Energy projects and involved projects have specified 2 to 3 times the capacity included in
this application. The Section requires an explanation regarding the change in the specification
for this project. The plan calls for three days of storage in onsite tanks. Is this enough? What is
the acceptance rate at the proposed receiving facility and can it be managed at a high enough
level with trucks? What happens if the receiving plant encounters a disruption in service and
can't take the leachate?
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Response #23
As discussed in the response to comment #20, the leachate generation calculations are
appropriate for the Sutton Onsite CCR Landfill design. The calculated leachate storage capacity
(255,254 gal) is a direct result of the calculated leachate volumes for the proposed landfill and
considered appropriate. However, the Leachate Generation Life Cycle analyses have been
conservatively updated to include runoff contributions through the chimney drains and an
increased 5 -day storage contingency. The updated Leachate Generation Life Cycle calculation
package is provided herein as Attachment H. As shown in the updated Leachate Generation Life
Cycle analyses, the peak 5 -day contingency volume requirement is equal to approximately
706,000 gal (for Phases 1 and 2). The storage requirements increase to approximately 931,170
gal should Phase 3 be built. To address the potential for additional leachate storage requirements
under unexpected conditions (e.g., storms, hurricanes), a minimum 1,000,000 gal storage area
will be provided.
NCDEQ Comment #24
The drawing titled Leachate Storage Plan (Drawing No.: 10 of 38), the Section requires greater
design detail, regarding:
a. Traffic damage to "non -traffic bearing grate",
b. The tank footers; their design with respect to traffic flow (the effect of their elevation on
large vehicle maneuvering room) and the effects on the design with regards to
hydrogeological aspects of the area.
Response #24.a
NCDEQ's comment is duly noted; the Drawing titled Leachate Storage Plan (Drawing No. 10 of
38) has been modified to reflect "traffic -bearing grate" as this was the original intent of the
detail. However, as stated in Note 2 of Drawing No. 10 of 38, the "leachate storage plan is for
representation purposes only and subject to change based on industry standards and
commercially available products" and has not been fully designed pending storage tank
determination and design.
Response #24.b
Similar to that stated in response to comment #24.a, design of the tank footers' is pending tank
determination and will be prepared by the tank manufacturer. Duke will assure that traffic flow
is taken into consideration as well as the effects on the design with regards to hydrogeological
aspects of the area.
GC5770\Sutton Const Permit Response to TR-Ol.docx
engineers I scientists I innovators

Mr. Edward F. Mussler, III, P.E.
8 December 2015
Page 14
NCDEO Comment #25
The drawing titled Leachate Sump Plan (Drawing No.: 28 of 38), the Section is concerned that
drawing indicates a "PERFORATED LEAK DETECTION PIPE 4" O HDPE SDR 11 "
connected to a "SOLID LEAK DETECTION CLEANOUT PIPE 6" O HDPE SDR 11 ", correct
as required.
Response #25
NCDEQ's comment is duly noted. The ` PERFORATED LEAK DETECTION PIPE 4" 0 HDPE
SDR 11 " detail on Drawing 28 of 38 has been corrected accordingly to show "PERFORATED
LEAK DETECTION PIPE 6 0 HDPE SDR I U'
NCDEO Comment #26
In accordance with the EPA CCR Rule 257.94(b), eight independent samples for each
background well must be collected and analyzed for constituents listed in Appendix III and IV of
Part 257 during the first six months of sampling. There is no mention of this in the Water Quality
Monitoring Plan. The Section requires an explanation regarding the exclusion of the
requirement.
Response #26
Duke would like to keep permitting requirements set forth in Rule 15A NCAC 13B .0504 and
.1631 through .1637 separate from those set forth in EPA CCR Rule 257. As such, the Water
Quality Monitoring Plan submitted as Appendix J of the Report is intended to comply with Rule
15A NCAC 13B .0504 and .1631 through .1637. However, Duke is developing separate plans to
comply with CCR -related requirements in EPA CCR Rule 257.
NCDEO Comment #27
There are several monitoring wells within the footprint of the proposed landfill. Explain the
purpose of each well and if it's still being monitored and by whom.
Response #27
The wells located within and adjacent to the proposed landfill footprint are currently used in
support of ongoing CCR basin monitoring requirements and will be abandoned as part of the
basin closure activities and during construction of the landfill. Note that, in compliance with
EPA CCR Rule 257, additional wells will be installed for continued monitoring as needed
outside of the landfill footprint.
GC5770\Sutton Const Permit Response to TR-01.docx
engineers I scientists I innovators

Mr. Edward F. Mussler, III, P.E.
8 December 2015
Page 15
CLOSURE
If you have any questions or require additional information, please do not hesitate to contact Mr.
John Toepfer of Duke at [phone] or at john.toepferkduke-energy coni.
Attachments Attachment A
Attachment B
Attachment C
Attachment D
Attachment E
Attachment F
Attachment G
Attachment H
Copies to:
Sincerely, •``•'t�1
N CAP10
SEAL -
_ ® 284
*SeniorEngineer
mascend„�� ,pIiu•
8�7 5
P.E. Number 042284
Maedi Othman, Ph.D., P.E.
Principal
Copy of Technical Review
Updated Construction Application
Updated Operations Plan
Updated Permit Drawings
Financial Assurance
Ash Transport Contingency Plan
Chimney Drain Calculations
Leachate Life Cycle Generation
GC5770\Sutton Const Permit Response to TR-01.docx
engineers I scientists I innovators

ATTACHMENT A
COPY OF TECHNICAL REVIEW

North Carolina Department of Environmental Quality
Pat McCrory
Governor
Donald R. van der Vaart
Secretary
October 7, 2015
Mr. John Toepfer, Lead Engineer
Duke Energy
Mail Code NC 15
Raleigh, North Carolina 27601
Subject: Permit to Construct Application, Technical Review
Duke Energy — Sutton Energy Complex, Landfill
New Hanover County, DIN 24956
Dear Mr. Toepfer:
On August 7, 2015 the Division of Waste Management, Solid Waste Section (Section) received
Duke Energy's application for a permit to construct an industrial landfill at the Sutton Energy
Complex, located in New Hanover County. The application was entitled:
Onsite CCR Landfill Construction Application Report, L. V. Sutton Energy Complex, Sutton Steam
Plan Road, Wilmington, North Carolina. Prepared for Duke Energy Progress, LLC. Prepared by
Geosyntec Consultants. August 2015. DIN 24849.
The Section has performed a technical review of the application and the following concerns are
provided for your response;
1. The Section has been notified that the 401/404 wetlands permitting process has begun, however
no applications have been received by the North Carolina Division of Water Resources (DWR).
Duke Energy must keep the Section updated regularly on the wetlands permitting process. The
decision on how to move forward in light of the issue has not been finally determined. Have
demonstrations been made in accordance with the newly promulgated CCR rules? When an
application is submitted to DWR and the U.S. Army Corps of Engineers, please copy the section
on the submittal.
2. Section 3.4 — The Section has questions with the volume estimates for available onsite suitable
soils. There is indication of a large soil imbalance for the construction and operation of the
facility. The estimates provided in the application indicate a deficit of approximately 650,000
cubic yards of onsite suitable soils. What efforts are being made to identify suitable borrow
sources? There is also concern that onsite storage areas may not be adequate for stored soils,
Duke Energy should provide more detail on these areas and their storage capacity.
3. Section 3.3 — Include the landfill's proposed gross airspace capacity. Gross capacity is defined
as the volume from the top of protective cover through the final cover. For permitting purposes
this will also be needed for the cells/phases if they are incrementally constructed.
4. Section 5.2.4 — Leachate collection system maintenance. Please be more specific. At a minimum
leachate lines shall be inspected by camera at the completion of construction and at least every
five years. The section recommends more often. What schedule will the lines be cleaned?
Experience shows that the first year contributes silt and fines to the system and should be jet
flushed. The section recommends annual cleaning and visual inspection.
1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] Internet: http://portal.ncdenr.org/web/wm
An Equal Opportunity 1 Affirmative Action Employer— Made in part by recycled paper

Mr. John Toepfer
Duke Energy PTC- Technical Review
October 7, 2015
Page 2 of 4
5. The plans specify the minimum 6" leachate lines. It is important to ensure that there are no
angles in the system that would hinder the movement of cleaning equipment or cameras. Do the
plans include access to the leachate lines from both ends of the cells? Previous Duke Energy
landfill projects specified a minimum of eight (8) inch leachate pipe for ease of inspection.
6. Appendix I — Ops Plan — 2.0 Chimney drains are referenced and in the design. Are any
instructions or directions necessary for their proper installation, timing, use and maintenance?
When will they be installed and what documentation will be put in the facility record regarding
the appurtenance?
7. Section 2.1.2 — Refers to only disposal of Duke generated on-site waste. Will any waste come
from off site, or does Duke want to allow for that potential? Where is wastewater treatment
sludge coming from? Petroleum contaminated soils are not commonly disposed of in North
Carolina landfills. Under certain circumstances they are used for alternate daily cover. Are large
volumes anticipated? Be more specific as to what "plant related decommissioning materials"
might be. Is it a correct assumption that the plant decommissioning process will screen for
unacceptable levels of lead or asbestos in any construction and demolition debris sent to the
landfill?
8. Section 2.1.4 — Refers to picking of trash from any vacuum truck waste after it is ejected at the
landfill working face. This is a voluntary activity and may be deleted as a requirement of the
operations plan. In lieu, any trash would have to be covered with daily cover at the end of the
working day.
9. Section 2.1.7 — Landfill sequencing is included in the permit to construct. Changes to the
sequencing will be a permit modification.
10. Section 2.1.10.2 — Check the wording of the paragraph. One foot of interim cover is required for
areas that will not have waste on them for 12 months or more.
11. Dust Plan- does the plan envision a log for the recordation of offs -site complaints and the
investigation/mitigation outcomes? Does the site have a wind direction and speed instrument?
Duke may want to consider adding this information to the inspection report along with the other
meteorological observations.
12. Section 6.2 — Rules require 12" of intermediate cover over areas that will not have waste placed
on them within 12 months or longer.
13. Section 6.3.5 — The text refers to an 18 inch diameter pipe within a 24 inch thick soil cover. Is
that sufficient to protect the pipe from routine maintenance on the cap? Does the text refer to
two feet on top of the pipe or just six inches?
14. The application proposes the use of tanker trucks to haul leachate from the leachate storage
facility to the Cape Fear Public Utility Authority Waste Water Treatment Plant. Duke Energy
must provide the Section copies of all agreements and permits regarding the transportation and
the discharge of leachate prior to issuance of any permit to operate for the proposed facility.

Mr. John Toepfer
Duke Energy PTC- Technical Review
October 7, 2015
Page 3 of 4
15. The application proposes five (5) feet of separation from the seasonal high ground water table in
the landfill design. The 5 foot separation is allowable; however previous Duke Energy involved
projects have specified 5.5 feet of separation. The Section requires an explanation regarding the
change in the specification for this project
16. The application does not include financial assurance (FA) cost estimates for the proposed
facility. Closure and post closure cost estimates and calculations are required for the permit and
establishment of the FA mechanism. Duke Energy must provide the required information for
inclusion in the permitting documents for review and approval by the Section.
17. The Section requests a copy of Duke Energy's contingency plan for spill prevention/emergency
action for the transportation of coal ash off the Sutton property. Likewise, the Section requests
notification from Duke Energy when coal ash begins to be moved off site, including mode of
transportation and ultimate destination.
18. Leachate collection and storage system- Including, but not limited to Section 5.3.2, Appendix F,
G and R. The drawings and operation plans refer to down drains in the plan. The design of the
leachate collection and storage system does not readily appear to account for any contribution to
the water balance from these structures. Will the 6 inch pipes handle the flows contributed by
the chimneys? Does the water balance change and how?
19. Appendix G, Leachate Generation Life Cycle Analysis, Section 3.4.2 Leachate Generation
Scenarios, does not include the "empty cell" scenario required by North Carolina General
Statute NCGS 130A -295.6(h)(2). Appendix G requires updating to include the required
scenario.
20. Besides the open condition modeling, the conservative case of the help model assumes 10 feet
of coal ash. As a result of the iterative nature of the model, it might be useful to consider a five
foot layer followed by five one foot vertical percolation layers of waste. Duke has several
operating coal combustion residual landfills. Is the projected leachate amount consistent with
observations at the other fleet operations?
21. The modeling is for one acre parcel sizes and then extrapolated to the potential site operation.
To move the volume of ash that is projected in the plan could entail over 200 one way truck
trips a day, or some other similar large number. Will the operator be able to control the working
face tight enough to make is perform in a manner as it is conceptualized? ( Note- this also raises
the question as to whether the proposed 15' access road will be sufficient and safe)
22. The section requests that Duke also include an emergency action plan for handling the leachate
in the event of large rainfall, tropical storms or hurricanes. All our landfills on the east coast
have them and they include provisions to drawn down storage days ahead of a projected storm,
go into the storm season with maximum dry storage, and also provisions for handling the
leachate until the storm passes and the activity level can return to normal.

Mr. John Toepfer
Duke Energy PTC- Technical Review
October 7, 2015
Page 4 of 4
23. The application proposes 255,254 gallons of leachate storage capacity in the landfill design. The
design requirements and specifications are documented in the application. However previous
Duke Energy projects and involved projects have specified 2 to 3 times the capacity included in
this application. The Section requires an explanation regarding the change in the specification
for this project. The plan calls for three days of storage in onsite tanks. Is this enough? What is
the acceptance rate at the proposed receiving facility and can it be managed at a high enough
level with trucks? What happens if the receiving plant encounters a disruption in service and
can't take the leachate?
24. The drawing titled Leachate Storage Plan (Drawing No.: 10 of 38), the Section requires greater
design detail, regarding;
a. Traffic damage to "non -traffic bearing grate",
b. The tank footers; their design with respect to traffic flow (the effect of their elevation on
large vehicle maneuvering room) and the effects on the design with regards to
hydrogeological aspects of the area.
25. The drawing titled Leachate Sump Plan (Drawing No.: 28 of 38), the Section is concerned that
drawing indicates a "PERFORATED LEAK DETECTION PIPE 4" 0 HDPE SDR 11"
connected to a "SOLID LEAK DETECTION CLEANOUT PIPE 6" O HDPE SDR 11", correct
as required.
26. In accordance with the EPA CCR Rule 257.94(b), eight independent samples for each
background well must be collected and analyzed for constituents listed in Appendix III and IV
of Part 257 during the first six months of sampling. There is no mention of this in the Water
Quality Monitoring Plan. The Section requires an explanation regarding the exclusion of the
requirement.
27. There are several monitoring wells within the footprint of the proposed landfill. Explain the
purpose of each well and if it's still being monitored and by whom.
This letter in no way restricts the ability of the Section to request additional information or
clarification. Should you have any questions regarding this matter contact Mr. Larry Frost at (828)
296-4704 [e-mail] or Mrs. Elizabeth Werner at [phone]
[e-mail].
Sincerely,
Edward F. Mussler, III, P.E., Supervisor
Permitting Branch, Solid Waste Section
Division of Waste Management, NCDEQ
ec: Victor Damasceno — Geosyntec
Don Gibbs — Duke Energy
Ellen Lorscheider — SWS/RCO
Larry Frost — SWS/ARO
Elizabeth Werner — SWS/RCO

ATTACHMENT B
UPDATED CONSTRUCTION APPLICATION

Prepared for
('DUKE
ENERGY
PROGRESS
Duke Energy Progress, LLC
526 South Church Street
Charlotte, North Carolina 28202
ONSITE CCR LANDFILL CONSTRUCTION
APPLICATION REPORT
L.V. SUTTON ENERGY COMPLEX
Sutton Steam Plant Road
Wilmington, North Carolina
Prepared by
Geosyntec'�'
consultants
Geosyntec Consultants of NC, PC
1300 South Mint Street, Suite 410
Charlotte, North Carolina 28203
License No. C-3500
Project No. GC5770
December 2015 (Rev. 1)
Victor M. Damasceno, Ph.D., P.E.
North Carolina Registration No. 042284
Date:

L. V. Sutton Plant, Onsite Landfill
Construction Application Report
EXECUTIVE SUMMARY
Geosynte&
consultants
This Permit Application Report (Report) is for a permit to construct and operate an onsite coal
combustion residuals (CCR) landfill disposal facility (landfill) at the L.V. Sutton Energy
Complex (Sutton), located in Wilmington, North Carolina. The application is intended to
support a construction and operation permit for development of the entire landfill (i.e., complete
landfill footprint and associated structures). This permit application was prepared by Geosyntec
Consultants of North Carolina, PC (Geosyntec) on behalf of Duke Energy Progress, Inc (Duke)
in accordance with the North Carolina Department of Environment and Natural Resources
(NCDENR) Solid Waste Management Rules, 15A North Carolina Administrative Code (NCAC)
13B — Solid Waste Management and Environmental Protection Agency (EPA) 40 CFR Parts 257
and 261, titled "Hazardous and Solid Waste Management System: Disposal of Coal Combustion
Residuals from Electric Utilities: Final Rule" as published in the Federal Register at the time of
this submittal.
This Report provides information and calculations addressing applicable parts of NCDENR Rule
15A NCAC Subchapter 13B, Section 0500 and EPA 40 CFR Parts 257 and 261. Thirty eight
sheets of permit drawings provide layout, phasing plan, post -closure design, and details for the
proposed landfill. The permit drawings are based on the complete build -out of the disposal
facility and are prepared to verify that all features of the project are addressed. This Report has
been prepared to provide the information required as part of the Application and Engineering
Report.
The written documentation in this Report includes and/or references:
• Engineering Report (Report);
• Hydrogeological and Environmental Report (submitted as part of the Site Suitability
Application, submitted to NCDENR in May 2015 and was complete in July 2015):
o hydrogeologic investigation, and
o design hydrogeologic report;
• Environmental Control and Management
o groundwater quality monitoring plan,
o surface water evaluation report:
o surface water management system design,
o erosion and sediment control plan, and
o surface water quality monitoring plan;
• Civil Design and Application Drawings:
o site drawing and topographical features/existing conditions,
o base and final grading plans,
GC5770/Sutton -Construction Application_TR-Ol.docx i December 2015 (Rev. l )

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consultants
o cross sections/details/volumes,
o erosion and sediment control plan,
o surface water management system,
o leachate management system,
o phasing plans, and
o post -closure plans;
• Geotechnical Calculation Packages:
o slope stability: local, global, liner -CCR block and veneer stability, and
o settlement: foundation/waste;
• Liner and Cover Design:
o HELP model analysis,
o liner filtration criteria, and
o pipe structural stability;
• Leachate Management System:
o leachate generation rates,
o leachate life cycle, and
o leachate management system;
• Landfill Closure and Post -closure Care Plan;
• Operations Plan;
• Technical Specifications; and
• Construction Quality Assurance Plan.
This Report also provides calculation packages in support of landfill stability, settlement,
leachate management system design, final cover surface water management system design,
erosion and sediment control, and final cover system performance. Landfill slope stability
calculations show that the calculated factors of safety (FS) exceed the regulatory requirement of
1.5. Calculated settlements of the subsurface soils beneath the proposed landfill footprint
indicate that the minimum leachate collection corridor pipe slopes will be greater than 0.3
percent and cell floor cross slopes, greater than 2 percent. The liner system proposed for the
facility exceeds the minimum design standards for CCR landfills. The final cover system
performance evaluation shows that the proposed final cover system is effective in preventing
precipitation infiltration into landfill after closure.
The information and analyses contained in this Report demonstrate that the proposed landfill
design is protective of the environment and meets applicable requirements set forth in NCDENR
Rule 15A NCAC 13B.0500 and EPA 40 CFR Parts 257 and 261.
GC5770/Sutton - Construction Application_TR-Ol.docx ii December 2015 (Rev. 1)

L. V. Sutton Plant, Onsite Landfall
Construction Application Report
TABLE OF CONTENTS
Geosynteccl
Consultants
1 INTRODUCTION....................................................................................................................1
1.1
Terms of Reference.........................................................................................................1
1.2
Location...........................................................................................................................1
1.3
Site Description...............................................................................................................1
1.4
Purpose and Scope...........................................................................................................2
1.5
Organization of this Application.....................................................................................3
2 SOLID WASTE MANAGEMENT RULES REQUIREMENTS........................................4
3 FACILITY DESIGN................................................................................................................5
3.1
Facility Development......................................................................................................5
3.2
Waste Stream...................................................................................................................5
3.3
Landfill Capacity.............................................................................................................5
3.4
Borrow Soil Quantities....................................................................................................5
3.5
Containment and Environmental Control Systems.........................................................6
4.4.1 Overview .....................................
4.4.2 Subsurface Soil Conditions.........
4.4.3 Geotechnical Material Properties
4.5 Landfill Stability Analyses ....................
....................................................................10
....................................................................10
....................................................................10
....................................................................10
4.5.1 General................................................................................................................10
4.5.2 Waste Mass Stability...........................................................................................10
4.5.3 Foundation Stability and Bearing Capacity........................................................11
4.5.4 Liner -CCR Block Stability.................................................................................11
4.6 Landfill Subgrade Settlement Analyses........................................................................12
4.6.1 General................................................................................................................12
4.6.2 Geomembrane Liner Tensile Strains..................................................................12
4.6.3 Leachate Collection System Post -Settlement Grades.........................................12
GC5770/Sutton - Construction Application_TR-Ol.docx i December 2015 (Rev. 1)
3.5.1 Overview............................................................................................................... 6
3.5.2 Leachate Collection and Storage..........................................................................6
3.5.3 Final Cover System...............................................................................................6
3.5.4 Erosion and Sedimentation Control......................................................................7
3.5.5 Nuisance Control..................................................................................................7
3.6
Subgrade Separation Requirements.................................................................................7
4 FACILITY DESIGN ANALYSES.........................................................................................8
4.1
Regional Geology............................................................................................................8
4.2
Regional Hydrogeology..................................................................................................8
4.3
Site Evaluation................................................................................................................9
4.4
Subsurface Soil Conditions and Geotechnical Parameters............................................10
4.4.1 Overview .....................................
4.4.2 Subsurface Soil Conditions.........
4.4.3 Geotechnical Material Properties
4.5 Landfill Stability Analyses ....................
....................................................................10
....................................................................10
....................................................................10
....................................................................10
4.5.1 General................................................................................................................10
4.5.2 Waste Mass Stability...........................................................................................10
4.5.3 Foundation Stability and Bearing Capacity........................................................11
4.5.4 Liner -CCR Block Stability.................................................................................11
4.6 Landfill Subgrade Settlement Analyses........................................................................12
4.6.1 General................................................................................................................12
4.6.2 Geomembrane Liner Tensile Strains..................................................................12
4.6.3 Leachate Collection System Post -Settlement Grades.........................................12
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5 LEACHATE MANAGEMENT SYSTEM..........................................................................13
5.1 Overview.......................................................................................................................13
5. 1.1 Purpose and Scope..............................................................................................13
5.1.2 Organization........................................................................................................13
5.2 Description of the Liner and Leachate Collection Systems..........................................13
5.2.1 General Description............................................................................................13
5.2.2 Liner System.......................................................................................................14
5.2.3 Leachate Collection System................................................................................15
5.2.4 Leachate Collection System Maintenance..........................................................16
5.3 Leachate Generation Rates............................................................................................16
5.3.1 Overview.............................................................................................................16
5.3.2 Estimated Leachate Generation Rates................................................................17
5.4 Liner and Leachate Collection System Materials..........................................................18
5.4.1 Overview.............................................................................................................18
5.4.2 Protective Soil Layer...........................................................................................18
5.4.3 Geotextile Filter Layer........................................................................................18
5.4.4 Geocomposite Lateral Drainage Layer...............................................................19
5.4.4.1 Primary Drainage Layer...........................................................................19
5.4.4.2 Secondary Drainage Layer.......................................................................19
5.4.5 Primary and Secondary Liner Geomembranes...................................................19
5.4.6 Geosynthetic Clay Liner(GCL)..........................................................................20
5.5 Leachate Collection Pipe Design..................................................................................20
5.5.1 General................................................................................................................20
5.5.2 Pipe Flow Capacity Design.................................................................................20
5.5.3 Pipe Structural Stability......................................................................................20
5.5.4 Pipe Perforation Sizing.......................................................................................21
5.6 Leachate Removal and Transmission Systems.............................................................21
5.6.1 Overview.............................................................................................................21
5.6.2 Leachate Removal Pumps...................................................................................21
5.6.3 Leachate Transmission Pipeline.........................................................................22
5.6.4 Pumps and Piping...............................................................................................22
5.7 Leachate Storage and Transfer......................................................................................22
5.8 Leachate Sampling and Analysis..................................................................................23
6 LANDFILL CLOSURE AND POST -CLOSURE CARE..................................................24
6.1 Introduction...................................................................................................................24
6.2 Closure Schedule...........................................................................................................24
6.3 Final Cover System Design...........................................................................................25
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LIST OF TABLES
Table 1. Solid Waste Management Rules Cross Reference for Construction Application
LIST OF FIGURES
Figure 1. Site Location Map
Figure 2. USGS Seismic Hazard Map 2014
LIST OF DRAWINGS
Drawing 1. Title Sheet
Drawing 2. Topographic Map
Drawing 3. Existing Conditions Plan
Drawing 4. Site Characterization Plan
GC5770/Sutton - Construction Application_TR-O1_docx iii December 2015 (Rev. 1)
6.3.1 Final Cover System Construction Procedure......................................................25
6.3.2 Final Cover System Stability..............................................................................26
6.3.3 Final Cover Settlement.......................................................................................26
6.3.4 Final Cover Drainage System.............................................................................26
6.3.5 Surface Water Drainage System.........................................................................27
6.3.6 Erosional Stability...............................................................................................27
6.4
Post -Closure Activities..................................................................................................27
6.4.1 Post Closure Land Use........................................................................................28
6.5
Financial Assurance......................................................................................................28
7 ENVIRONMENTAL CONTROL AND MANAGEMENT...............................................29
7.1
Overview.......................................................................................................................29
7.2
Groundwater Monitoring Plan.......................................................................................29
7.3
Surface Water Management Plan..................................................................................29
7.3.1 Surface water management system design.........................................................29
7.3.2 Erosion and sediment control plan......................................................................29
8 LANDFILL CONSTRUCTION AND OPERATION........................................................30
8.1
Operation Plan...............................................................................................................30
8.2
Technical Specifications................................................................................................30
8.3
Construction Quality Assurance plan............................................................................30
9 REFERENCES.......................................................................................................................31
LIST OF TABLES
Table 1. Solid Waste Management Rules Cross Reference for Construction Application
LIST OF FIGURES
Figure 1. Site Location Map
Figure 2. USGS Seismic Hazard Map 2014
LIST OF DRAWINGS
Drawing 1. Title Sheet
Drawing 2. Topographic Map
Drawing 3. Existing Conditions Plan
Drawing 4. Site Characterization Plan
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Drawing 5. Site Development Plan
Drawing 6. Top of Subgrade Grading Plan
Drawing 7. Top of Liner Grading Plan
Drawing 8. Top of Leachate Collection System Grading Plan
Drawing 9. Final Cover System Grading Plan
Drawing 10. Leachate Storage Plan
Drawing 11. Phasing Plan 1
Drawing 12. Phasing Plan 2
Drawing 13. Phasing Plan 3
Drawing 14. Groundwater Monitoring Plan
Drawing 15. Construction Sequencing Plan I
Drawing 16. Construction Sequencing Plan II
Drawing 17. Construction Sequencing Plan III
Drawing 18. Surface Water Management Plan
Drawing 19. North Storm Water Pond Plan and Details
Drawing 20. South Storm Water Pond Plan and Details
Drawing 21. Erosion and Sediment Control Phasing Plan 1
Drawing 22. Erosion and Sediment Control Phasing Plan 2
Drawing 23. Erosion and Sediment Control Phasing Plan 3
Drawing 24. Landfill Cross Sections
Drawing 25. Perimeter Berm Cross Sections
Drawing 26. Liner and Final Cover System Details I
Drawing 27. Liner and Final Cover System Details II
Drawing 28. Leachate Sump Plan
Drawing 29. Secondary Sump Cross Sections
Drawing 30. Primary Sump Cross Sections
Drawing 31. Leachate Collection System Details I
Drawing 32. Leachate Collection System Details II
Drawing 33. Leachate Management System Schematic Design
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consultants
Drawing 34.
Surface Water Management Details I
Drawing 35.
Surface Water Management Details II
Drawing 36.
Surface Water Management Details III
Drawing 37.
Erosion and Sediment Control Details I
Drawing 38.
Erosion and Sediment Control Details II
LIST OF APPENDICES
Appendix A
Construction Permit Application Drawings Onsite CCR Disposal Facility
Appendix B
L.V. Sutton Energy Complex — Deed and Owner Information
Appendix C
Subsurface Stratigraphy and Material Properties Data Interpretation Package
Appendix D
Slope Stability Analyses
Appendix E
Subgrade Settlement Analysis
Appendix F
Leachate Collection System Analysis
Appendix G
Leachate Generation Life Cycle Analysis
Appendix H
Leachate Collection System Chimney Drain Flow Capacity
Appendix I
Leachate Pump and Transmission System Design
Appendix J
Closure and Post -Closure Cost Estimate
Appendix K
Operations Plan
Appendix L
Water Quality Monitoring Plan
Appendix M
Technical Specifications
Appendix N
Construction Quality Assurance (CQA) Plan
Appendix O
Final Cover Veneer Slope Stability Analysis
Appendix P
Final Cover System CCR Settlement Analysis
Appendix Q
Final Cover System Performance Evaluation
Appendix R
Final Cover Surface Water Management System Design
Appendix S
Erosion and Sediment Control Plan
Appendix T Closure and Post Closure -Care Plan
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1 INTRODUCTION
1.1 Terms of Reference
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Geosyntec Consultants of North Carolina PC (Geosyntec) has prepared this Permit Application
Report (Report) for the Construction and Operation of an onsite CCR landfill disposal facility
associated with the L.V. Sutton Energy Complex (Sutton) located in Wilmington, North
Carolina. This permit application has been submitted to North Carolina Department of
Environment and Natural Resources (NCDENR) on behalf of Duke Energy Progress, Inc (Duke)
and has been prepared to comply with the applicable requirements of NCDENR Rules 15A
North Carolina Administrative Code (NCAC) Subchapter 13B — Solid Waste Management, and
the United States Environmental Protection Agency (EPA) 40 CFR Parts 257 and 261.
This Report is intended to support a construction and operation permit for development of the
proposed landfill and associated structures. The landfill development plan includes the
construction of 11 disposal cells to be constructed in three phases. The final, build -out landfill
footprint will encompass approximately 100 acres. Ancillary facilities will support the operation
of the landfill and provide storm water management throughout the life of the facility.
Permit drawings titled "Construction Permit Application Drawings — Onsite CCR Disposal
Facility" are an integral part of this application. The permit drawing set comprises 38 drawings
showing plans, sections, and details of the proposed landfill and ancillary features. The permit
drawings are included as Appendix A of this permit application and are intended to provide
sufficient detail for permit approval. Additional detail will be provided in construction drawings
for the onsite CCR landfill and associated features after receipt of the permit pursued herein.
This Report was prepared under the responsible charge of Dr. Victor M Damasceno, Ph.D., P.E.
and reviewed by Dr. Majdi Othman, Ph.D., P.E., both of Geosyntec. Professional engineer
certification of this permit application is provided on the cover sheet of this Report, on the cover
page of each calculation package, and on each sheet of the permit drawings.
1.2 Location
Sutton is located in an approximately 3,308 -acre property in New Hanover County, near
Wilmington, North Carolina and is situated between the Cape Fear River to the West and the
Northeast Cape Fear River to the east and is located approximately 1.9 miles south of the New
Hanover County Municipal Solid Waste (MSW) Landfill. Figure 1 presents a site location map.
1.3 Site Description
The Sutton plant is owned by Duke (see Appendix B for supporting documents) and formerly
operated as a three -unit, 575 -megawatt coal-fired plant from 1954 until retirement in November
2013. Upon retirement of the coal-fired units, a new 625 -megawatt gas-fired combined -cycle
unit began operating. The coal-fired units of the Sutton Plant are currently undergoing
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decommissioning and demolition. The Sutton property is classified within the I-2 (heavy
industrial) District by the Zoning Ordinance, as defined by the County of New Hanover.
CCR basins located at the Sutton Plant include: (i) the 1971 Basin; and (ii) the 1984 Basin.
Each basin covers approximately 54 and 82 acres, respectively. The 1971 Basin was operated
from 1971 to present and currently only receives storm water. The 1984 Basin was operated
from 1984 to 2013. Both basins contain fly ash, bottom ash, boiler slag, storm water, ash sluice
water, coal pile runoff, and low volume wastewater. Scrubbers were not installed at the Sutton
Plant, as such; Flue Gas Desulphurization (FGD) residuals are not known to be maintained in the
CCR basins. Other notable features at the site include: (i) the Lay of Land Area (LOLA), located
to the south of the 1971 Basin; (ii) the Cooling Pond; and (iii) a Discharge Canal that conveys
water from the plant to the Cooling Pond.
1.4 Purpose and Scope
This Report has been prepared for the purpose of obtaining NCDENR approval to construct an
onsite CCR landfill through a 10 -year permit. The proposed onsite CCR landfill will be operated
in support of closure activities of the existing CCR basins and decommissioning activities at
Sutton. The project includes the installation of a liner and leachate collection system for the
landfill. The proposed landfill footprint is shown in Drawing 5 of the Permit Drawings
(Appendix A). The Permit Drawings also indicate the sequence of disposal cells throughout the
projected build -out period. It is estimated that the proposed 100 -acre landfill will provide
approximately 8.3 million cubic yards (approximately 10 million tons — assuming a density of
approximately 1.2 tons/cy) of disposal capacity over a period of approximately 12 years;
however, construction of the cells is expected to be complete within 10 years. The maximum
elevation of the proposed landfill will be approximately 112 ft North American Vertical Datum
(NAVD88) with an average top -deck elevation equal to 108 ft NAVD88.
This Report discusses the methodology and approach for the design, construction, operation,
closure, and post -closure care of the onsite CCR landfill. The intent of this permit application is
to address applicable parts of NCDENR, Division of Waste Management Solid Waste Rules,
Laws, and Regulations. Specifically, and in addition to general requirements, this permit
application provides the following:
• Engineering Report;
• Hydrogeological and Environmental Report;
• Storm Water Management System Design;
• Civil Design and Application Drawings;
• Geotechnical Calculation Packages;
• Liner and Cover Design;
• Leachate Management System;
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• Landfill Closure and Post -Closure Care;
• Operations Plan;
• Technical Specifications; and
• Construction Quality Assurance Plan.
1.5 Organization of this Application
To address the requirements of NCDENR Division of Waste Management Rules 15A NCAC
13B, this permit application is organized as follows:
• Section 1 — Introduction: This section provides the terms of reference, site description
and discusses the scope and organization of the permit application.
• Section 2 — Solid Waste Management Rules Requirement: This section presents
regulatory requirements associated with this application.
• Section 3 — Facility Design: This section presents an overview of structures associated
with the construction of the landfill.
• Section 4 — Facility Design Analyses: This section summarizes the hydrogeological and
geotechnical investigation performed at the proposed landfill site, and reports the results
of analyses for global foundation and liner -waste block slope stability, and subgrade
settlement for the landfill.
• Section 5 — Leachate Management System: This section describes the liner and leachate
collection systems as well as the leachate removal and transmission systems, and reports
the results of design analyses performed for the landfill.
• Section 6 — Landfill Closure and Post -Closure Care: This section details the final cover
system associated with the closure of the onsite CCR landfill.
• Section 7 — Environmental Control and Management: This section describes the Water
Quality Monitoring Plan which includes surface water and groundwater quality plans.
• Section 8 — Landfill Construction and Operation: This section describes the Operation
Plan with respect to daily operations, including contingency operations for the landfill
facility and the technical specifications and quality assurance plan with respect to
construction materials and construction practices established for the landfill.
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2 SOLID WASTE MANAGEMENT RULES REQUIREMENTS
The construction plan application requirements established in NCAC Subchapter 13B, Sections
.0503, .0504, and .0505 Solid Waste Management Rules are presented in Table 1. Following
each criterion, a brief description of the location where the information is contained is provided.
Siting requirements established in Section .0503 of the Rules and site application requirements
presented in Section .0504 of the Rules are presented in the Site Suitability Report prepared by
Geosyntec, dated May 2015 and submitted to NCDENR on 6 May 2015.
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3 FACILITY DESIGN
3.1 Facility Development
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The proposed onsite CCR landfill at Sutton will be developed in three phases with the first phase
being located within the central portion of the landfill footprint. Phase 2 will progress from
south to north and Phase 3, from north to south. The anticipated landfill subgrade for each phase
is shown on Drawing 6 of the Permit Drawings (Appendix A). Intermediate grading plans
depicting the landfill configuration at the completion of each landfill phase are provided on
Drawing 11 to Drawing 17 of the Permit Drawings. Cross sections of the landfill showing
existing conditions, the proposed landfill subgrade, and final closure grades are provided on
Drawing 24 of the Permit Drawings. Following completion of filling activities and subsequent
closure/post-closure care, additional land use of the facility is not planned at this time.
3.2 Waste Stream
The proposed landfill at Sutton will be utilized for the disposal of on-site generated CCR. CCR
will include fly ash, bottom ash, boiler slag, coal mill rejects, as well as demolition debris and
potentially contaminated soils encountered during closure activities at Sutton.
3.3 Landfill Capacity
Based on the landfill design grades presented in the permit drawings (Appendix A) and as shown
in Drawing 5 of the permit drawings, the estimated disposal capacity (i.e., available airspace) of
the proposed onsite CCR landfill at Sutton is approximately 8.73 million cubic yards, estimated
based on three-dimensional (3D) design grades developed using Autodesk Autocad Civil 3DO
(Civil 3D). The resulting operational life of the landfill is 12 years; however, all the cells will be
constructed within 10 years of operation. The operational life is calculated based on the Sutton
CCR basin excavation schedule associated with the CCR basin closure of approximately 1.25
million tons per year for the first 4 years of operation, followed by a disposal rate of
approximately 0.5 million tons per year of debris generated during closure and decommissioning
activities at Sutton. The design airspace utilization factor (AUF) is estimated to be 1.2 tons/cy.
3.4 Borrow Soil Quantities
The volume computation utility of Civil3D was utilized to estimate the earthwork volumes
associated with general excavation and filling for construction of the perimeter berms, access
roads, based grades, and protective cover. The total estimated volume required for construction
of these features is estimated to be 305,000 yd3.
The volume of cover soil during landfill operation was assumed to be approximately 150,000 yd'
(about 2 percent of the airspace volume determined in the capacity estimates). The soil volume
for the landfill cap as designed in Civil 3D is approximately 345,000 yd3.
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3.5 Containment and Environmental Control Systems
3.5.1 Overview
The liner system proposed for the onsite CCR landfill is a double -lined system which consists of,
from top to bottom:
• 2 -ft thick protective soil layer;
• double -sided geocomposite lateral drainage layer (leachate collection);
• 60 -mil thick HDPE textured geomembrane layer (primary liner);
• double -sided geocomposite lateral drainage layer (leak detection);
• 60 -mil thick HDPE textured geomembrane layer (secondary liner);
• geosynthetic clay liner (GCL).
The liner system will be underlain by an 12 -in thick low permeability (e.g., 10-5 cm/s) compacted
soil layer.
3.5.2 Leachate Collection and Storage
As part of the lining system, the leachate collection and removal system (LCRS) for each cell of
the proposed landfill is designed to provide effective collection of leachate accumulating on the
liner. The purpose of the LCRS, in combination with the primary liner, is to collect and convey
leachate to the landfill sumps within each cell. The LCRS is also designed to minimize the head
on the liner, thus minimizing potential leachate migration through the liner. The LCRS for each
landfill cell consists of. (i) a double -sided geocomposite lateral drainage layer; (ii) a leachate
collection corridor that consists of a 6 -inch diameter perforated HDPE leachate collection pipe
embedded in drainage gravel wrapped with geotextile; and (iii) leachate sump area.
As shown in the calculation package titled "Leachate Collection System Analysis" (Appendix F),
the LCRS has been designed to limit the maximum head of leachate above the liner to a depth
equal to or less than 12 inches.
The collected leachate at the sump areas will be pumped through a leachate transmission line to
the leachate storage area, from which leachate can be loaded into tanker trucks and hauled to the
Cape Fear Public Utility Authority Waste Water treatment plant. The complete leachate
management system is further discussed in Section 5 of this report.
3.5.3 Final Cover System
The final cover system of the proposed landfill will be constructed after final waste elevations
are achieved. The landfill will have side slopes graded at 3 horizontal to 1 vertical (3H:1V), and
top slopes graded at 5 percent to maximize runoff and minimize erosion. Drainage swales will
be constructed on the final cover system to collect and divert surface water run-off via
downdrain pipes to a perimeter swale at the toe of the landfill, and then to the storm water
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management areas (i.e., storm water detention ponds). This will help minimize erosion at the
surface of the final cover system. The maximum final design elevation of the landfill will be 112
ft NAVD88. The plans and details for the proposed final cover system are provided in the permit
drawings (Appendix A). The proposed final cover system is further detailed in Section 6 of this
report.
3.5.4 Erosion and Sedimentation Control
An Erosion & Sedimentation Control (ESC) plan has been prepared and is submitted as
Appendix S of this Report. During construction and subsequent landfill operations, surface
water will be routed by berms and swales away from the landfilling operations into storm water
ponds.
Once each portion of the landfill has reached approved final grades and received the closure
(final cover) system, surface water runoff will be directed to the same ponds as described above.
Temporary erosion control measures, such as silt fences, fast germinating vegetation, rock check
dams, etc. will be installed as necessary to reduce the amount of sedimentation and erosion. The
ESC is further discussed in Section 7 of this report.
3.5.5 Nuisance Control
During landfill operation, potential nuisances to the surrounding areas include dust, in addition to
sedimentation (control measures were discussed in the previous section). Dust generated from
landfill activities will be controlled as necessary through the application of water by truck or
other approved dust control products, if necessary. Dust associated with vehicular traffic will be
minimized through the use of aggregate road surfaces and regular spraying with water.
Additional measures may include the removal of mud and dirt from the roads as necessary.
3.6 SubErade Separation Requirements
Pursuant to NCAC Subchapter 13B and EPA 40 CFR, the proposed subgrade has been designed
to maintain a minimum post -settlement separation equal to 5 feet from the seasonal high
groundwater level. The seasonal high water table was defined as the maximum water elevation
at each monitoring well location from the mean measured elevation plus two standard deviations,
as detailed in the Hydrogeologic Report submitted as Volume II of the Site Suitability Report
prepared by Geosyntec, dated May 2015.
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4 FACILITY DESIGN ANALYSES
4.1 Regional Geology
The proposed onsite CCR landfill is located within the Coastal Plain Physiographic Province of
North Carolina. The Coastal Plain Physiographic Province is characterized by a southeastward
thickening wedge of late Cretaceous to Holocene age sediments that overlie a Paleozoic age
crystalline basement. These overlying sediments, which exceed a thickness of 1,515 feet in New
Hanover County, generally thicken and gently dip southeastwards from the Fall Line towards the
Atlantic Ocean. The depositional history of these sediments begins with continental
fragmentation and rifting of the Pangea Super Continent in the early Mesozoic Era followed by
the opening of the modern Atlantic Ocean in the late Mesozoic and Cenozoic Eras. Extensive
tectonic forces during rifting and post -rifting lead to the formation of major rift -basins, which are
areas of low elevation, and arches (uplifted geologic structures). Examples of these in the
vicinity of the study region for the landfill project include the Albemarle embayment in southern
Virginia and northern North Carolina and the Cape Fear Arch, located roughly parallel to the
Cape Fear River and southwest of Sutton. The long and complex depositional history of the
Coastal Plain sediments resulted in successive geologic and hydrogeologic stratigraphic units. A
detailed geological description of the site is provided in the Hydrogeologic Report prepared by
Geosyntec, dated May 2015, submitted as Volume II of the Site Suitability Report.
4.2 Regional Hydrogeology
Successive deposition of permeable and impermeable sediments in this region has resulted in
aquifers that are generally separated by confining units. The various regional geologic and
hydrogeologic stratigraphic units are discussed below sequentially from shallow to deep
formations.
• Surficial Aquifer: The surficial aquifer is the uppermost unconfined hydrostratigraphic
unit at the proposed landfill site and constitutes the water table, which generally follows
the surface topography. This aquifer is composed of undifferentiated sands of late
Tertiary age and Quaternary surficial deposits, typical of what was encountered at the
proposed landfill site during site investigations. These surficial sediments are well
drained and consist of terraced and barrier -beach deposits, sandy coquinas, fossil sand
dunes and stream channel deposits. The sediments are typically characterized as light
gray to light yellow sand and silts. Regionally, the Surficial aquifer varies in thickness
between approximately 10 and 100 ft.
• Castle Hayne Aquifer: Tertiary -age deposits that constitute the Castle Hayne confining
unit generally separate the overlying Surficial Aquifer from the underlying Castle Hayne
aquifer. However, isopach maps depicting the elevation of the top of the Castle Hayne
confining unit and aquifer indicate that the Castle Hayne formation is absent underneath
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the proposed landfill site. This interpretation is also consistent with observations from
site investigations.
• Peedee Aquifer: The Cretaceous age Peedee Formation directly underlies the surficial
deposits in the local area. The Peedee Formation consists of the Peedee Confining Unit,
the Upper Peedee Aquifer and the Peedee Aquifer. The Peedee confining unit, which
generally consists of black clay mixed with some silt, is discontinuous across the
proposed landfill site and generally dips and increases in thickness towards the southeast
with thickness varying between 0 ft and 50 ft. Directly underlying the Surficial Aquifer
or Peedee Confining Unit is the Upper Peedee Aquifer which is comprised of fine to
medium grained sand. The Peedee Aquifer underlays the Upper Peedee Aquifer and
typically consists of unconsolidated green to dark -gray silt, olive-green to gray sand, with
trace quantities of glauconite, phosphorite, and pyrite. In southeastern Brunswick and
north central New Hanover Counties, the Peedee Formation may also consist of
unconsolidated calcareous sandstone and impure limestone. The top of the Peedee
aquifer in this region is at an approximate elevation of -10 ft to -20 ft (NAVD88) and
gently dips towards the southeast, varying in thickness from 200 to 300 ft in this part of
New Hanover County.
• Black Creek Confining Unit: The Black Creek confining unit underlies the entire
proposed landfill site and is laterally continuous throughout the region. This unit
typically consists of sandy clay, silty clay, and clay beds of the upper Black Creek
Formation. The Black Creek confining unit dips to the southeast ranging in thickness
from approximately 50 to 100 ft in the vicinity of the proposed landfill site.
A detailed description of the site's hydrogeology is provided in the Hydrogeologic Report
prepared by Geosyntec, dated May 2015, submitted as Volume II of the Site Suitability Report.
4.3 Site Evaluation
The site has been evaluated with respect to fault areas, seismic impact zones, and unstable areas.
Based on the findings presented in the Hydrogeologic Report (Volume II of the Site Suitability
Application dated May 2015), there are no faults within 200 feet of the proposed landfill. In
addition, the proposed facility is located with peak ground acceleration (PGA) ranging from 0.06
to 0.08, calculated based on probabilistic ground motions with a 2 percent probability of
exceedance in 50 years and spectral accelerations calculated for 5 percent damped linear elastic
oscillators [USGS, 2014]. Therefore, the proposed facility is not considered to be in a seismic
impact zone. All ground motions are calculated for site conditions with Vs30=760 m/s,
corresponding to NEHRP B/C site class boundary, as demonstrated in United States Geological
Survey seismic hazard maps (Figure 2).
Unstable areas are characterized by poor foundation conditions, areas susceptible to mass
movements, and karst terrains (e.g., sinkholes). The proposed facility is not located in an
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unstable area, as documented in the Hydrogeologic Report. The site is underlain by competent
soils primarily consisting of medium dense sands.
4.4 Subsurface Soil Conditions and Geotechnical Parameters
4.4.1 Overview
The subsurface soil conditions across the site including the estimation of geotechnical material
properties is provided in the Hydrogeologic Report and the Subsurface Stratigraphy and Material
Properties Data Interpretation Package (Appendix Q. The established geotechnical properties
provide the basis for the geotechnical engineering design associated with the proposed landfill
facility.
4.4.2 Subsurface Soil Conditions
The subsurface stratigraphy at the site was categorized into the lithologic units (from top to
bottom), described below:
• Surficial Aquifer
• Discontinuous Peedee Confining Unit
• Peedee Aquifer
• Black Creek Confining Unit
The seasonal high water table, based on measured groundwater levels and a soil morphological
investigation, was estimated to range between elevation 11 ft and 12 ft NAVD88.
4.4.3 Geotechnical Material Properties
Geotechnical material properties for subsurface soils as well as structural components associated
with the landfill design are presented in the Data Package for Subsurface Stratigraphy and
Material Properties (Appendix Q.
4.5 Landfill Stability Analyses
4.5.1 General
Results of the stability analyses for the landfill are presented below. As discussed below, the
landfill stability analyses include: (i) local waste mass stability; (ii) foundation slope stability or
bearing capacity; and (ii) liner -waste block stability.
4.5.2 Waste Mass Stability
Waste mass stability analyses were conducted as part of the design of the onsite CCR landfill to
demonstrate adequate stability. The detailed waste mass stability analyses are included in the
calculation package titled "Slope Stability Analyses" included as Appendix D to this Permit
Application.
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Based on the proposed landfill configuration (i.e., 311: IV) side slopes and the assumed waste
material properties, the minimum calculated factor of safety (FS) for waste mass stability is
greater than the minimum regulatory requirement of 1.5 for long-term stability. The results of
the waste mass slope stability analyses indicate that the landfill waste slopes will be stable during
the life of the landfill. The calculated waste mass slope stability FS exceeded the minimum FS
requirements of 1.5.
4.5.3 Foundation Stability and Bearing Capacity
Foundation stability analyses were conducted as part of the design of the landfill to demonstrate
adequate stability. A minimum FS requirement of 1.5 was utilized for post -closure (long-term)
foundation slope stability. The detailed slope stability analyses are presented in the calculation
package titled "Slope Stability Analyses" included as Appendix D to this permit application.
Foundation stability analyses were performed for representative cross sections that reflect critical
landfill slope configurations with respect to the elevation of the maximum waste grades for the
proposed landfill. The results of the foundation slope stability analyses indicate that the
subsurface soils beneath the proposed landfill footprint provide adequate foundation support.
The calculated foundation slope stability FS values for long-term foundation slope stability under
maximum waste grade conditions exceeded the minimum FS requirement of 1.5.
4.5.4 Liner -CCR Block Stability
Liner -CCR block stability analyses were conducted as part of the design of the proposed onsite
CCR landfill to demonstrate adequate stability. Since the assumed failure surface is expected to
occur along a defined path (i.e., within the liner system), sliding block failure mode was used to
for the liner -CCR block stability analysis.. The detailed liner -waste block slope stability
analyses are presented in Appendix D.
A parametric or sensitivity analysis was performed for each landfill configuration analyzed to
establish the minimum liner system interface friction angle (6) such that the calculated liner -
waste block slope stability FS is equal to or greater than the minimum requirement for slope
stability as described above (i.e., FS > 1.5). The sensitivity analysis was performed by
calculating the liner -waste block slope stability FS for various values of interface friction angle.
The minimum interface friction angles required to achieve a factor of safety of 1.5 for long-term
conditions are presented in Appendix D. It is noted that these required interface friction angles
are within the range of (or less than) typical soil-geosynthetic and geosynthetic-geosynthetic
interface friction angles reported in the literature. Prior to construction, the interface friction
angles between the actual soil and geosynthetic materials will be verified by performing site-
specific interface shear strength testing.
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4.6 Landfill Subgrade Settlement Analyses
4.6.1 General
Total and differential landfill subgrade (foundation) settlements have been evaluated as part of
this application. As discussed below, the results of the settlement analyses were used to evaluate
the impact of anticipated settlements on the performance of the proposed liner and leachate
collection systems. The total subgrade settlements were calculated using conventional elastic
deformation and consolidation theories for coarse-grained (sandy) and fine-grained (clayey)
soils, respectively. Settlement analyses were performed for all landfill cells. Detailed subgrade
settlement calculations are presented in the calculation package titled "Subgrade Settlement
Analyses" attached as Appendix E to this permit application.
4.6.2 Geomembrane Liner Tensile Strains
Tensile strains within the geomembrane layer resulting from differential settlement were
evaluated to ensure liner system integrity. The geomembrane tensile strain was limited to 5
percent. As presented in the calculations provided in Appendix E, the calculated tensile strains
within the geomembrane layer of the liner system were less than the allowable tensile strain of
5%. Therefore, the geomembrane layer will maintain its structural integrity under post-
settlement (i.e., long-term) conditions.
4.6.3 Leachate Collection System Post -Settlement Grades
Post -settlement grades were calculated between selected points along the landfill cell floor cross
slopes and along the leachate collection corridor within a given landfill cell. The post -settlement
grades were assessed to ensure positive drainage (i.e., drainage towards the leachate collection
sump within each landfill cell). As presented in the calculations provided in Appendix E under
post -settlement conditions, the calculated landfill cell floor cross slopes and leachate collection
corridor slopes were greater than the minimum required slopes of 0.3% and 2%, respectively.
Therefore, a minimum post -settlement slope of 2% was utilized for evaluation of the cell floor
cross slopes and a minimum post -settlement slope of 0.3% was utilized for evaluation of the
leachate collection corridor. Based on the analyses presented herein, the leachate collection
system including the leachate collection corridor pipes will adequately convey leachate to the
landfill cell sumps and experience no grade reversals.
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5 LEACHATE MANAGEMENT SYSTEM
5.1 Overview
5.1.1 Purpose and Scope
This section describes the leachate management system for the proposed onsite CCR landfill at
Sutton, including liner and leachate collection system, leachate transmission system, and leachate
storage. This section also describes the collection and conveyance of the leachate from the
landfill, as well as maintenance and operation of the leachate management facilities.
The permit drawings included in Appendix A of this permit application provide plans and details
of the leachate management system for the onsite CCR landfill.
5.1.2 Organization
The remainder of this section is organized to:
• provide a description of the liner and leachate collection system;
• summarize the leachate generation rate analysis;
• discuss the design of the liner and leachate collection system;
• discuss the leachate collection pipe design;
• discuss the design of the leachate removal, transfer and storage systems; and
• present the leachate sampling and analysis program for the facility.
5.2 Description of the Liner and Leachate Collection Systems
5.2.1 General Description
The proposed landfill is comprised of 11 cells with a footprint of approximately 100 acres in
total plan area. The landfill will be lined with a double -lined system, and then capped with a
geomembrane as a part of the final closure system. As shown by the descriptions and
calculations provided in this section, the liner system proposed for the facility exceeds the
minimum design standards for CCR landfills.
In each cell, the liner system is sloped toward a low point (sump) located in the centerline of the
cell along the perimeter of the landfill. The post -settlement elevation of the liner subgrade in the
11 cells is designed to be greater than or equal to 5 ft above the seasonal high ground water table
in accordance with EPA 40 CFR Parts 257 and 261. Based on the results of the settlement
analyses presented in Section 4.6, the post settlement grade is expected to be greater than 2
percent sloping toward the leachate collection system piping.
The liner system will be placed over the prepared subgrade to intercept leachate percolating
downward through the landfill. The primary drainage layer of the liner system (i.e., double -sided
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geocomposite layer) will collect and remove leachate that is intercepted. Leachate from the
primary drainage layer enters a perforated high density polyethylene (HDPE) pipe located along
the leachate collection corridor at the center of the cells. The purpose of this pipe is to collect
leachate from the drainage layer and convey it to the leachate collection sumps. The leachate
collection pipe will be embedded in drainage gravel and will have a minimum post -settlement
slope of 0.3 percent toward the sump area in each cell. The primary drainage layer has been
designed to yield a maximum 1 -foot head on top of the liner.
A secondary drainage layer is installed between the primary and secondary liners. The intent of
the secondary drainage layer is to collect any leachate that may possibly leak past the primary
liner through manufacturing or installation defects. The secondary drainage layer is designed to
limit the head on the secondary liner to less than the thickness of the drainage layer, which is a
geocomposite.
The sump area is divided into two hydraulically isolated areas, primary and secondary, separated
by the primary composite liner. The primary sump area receives the leachate that is collected in
the primary leachate collection system. The secondary sump area collects any leachate that may
leak through the primary liner and is collected by the secondary drainage layer (i.e., leak
detection system). Each sump area is equipped with a primary and secondary sump riser. Each
sump riser has a dedicated level -controlled submersible leachate pump to remove collected
leachate from the sump.
Collected leachate is pumped from the sump into the leachate transmission line where it is
conveyed to an on-site leachate storage facility. From the on-site storage containers, leachate
will be transported by truck to the Cape Fear Public Utility Authority Wastewater Treatment
Plant, located in Wilmington, NC.
5.2.2 Liner System
The liner system consists of a double -lined system, as follows:
• 2 -foot thick liner protective layer;
• primary geocomposite drainage layer;
• 60 -mil thick primary HDPE textured geomembrane;
• secondary geocomposite drainage layer;
• 60 -mil thick HDPE secondary textured geomembrane; and
• geosynthetic clay liner (GCL).
The liner system will be underlain by an 12 -in thick low permeability (e.g., 10-5 cm/s) compacted
soil layer.
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5.2.3 Leachate Collection System
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Each leachate sump pump will be attached to a flex hose riser pipe. The riser pipes will be
equipped at the top with a quick release mechanism to provide easy access to the pumps for
maintenance purposes. At the top of the sump riser, the pipe leading from each sump pump will
be fitted with an isolation valve for maintenance and a check valve to prevent the backflow of
leachate from other pumps. The primary and secondary sides of the header will be equipped
with separate flow totalizers to record the quantity of leachate being pumped from the cell. A
mechanical flow diagram detailing the piping configuration is included in the Permit Drawings
(Appendix A) and system details discussed next.
Each cell will be equipped with two sump pumps at all times and a third, backup leachate
collection sump pump. One sump pump will be dedicated to handling the primary leachate sump
and the second pump will handle secondary leachate sump. The backup sump pump may be
installed to facilitate handling leachate during maintenance of the primary leachate sump pump.
Each cell will have a motor control station to control the operation of the sump pumps. These
motor control stations will communicate with the main control panel. Sump pumps will be
controlled by level transducers located in the sump risers.
The primary sumps will be equipped with level transducers with multiple set points at different
elevations within the sump. Under normal operation, only the lower set point will be activated.
This will send a signal to the motor control station to start one of the primary sump pumps. The
motor control station will operate the primary sump pumps so that both are used in an alternating
fashion. The sumps will be equipped with low-level switches that will stop the pump when the
sump has been evacuated.
During periods of high leachate generation, one pump may not be sufficient to keep up with the
inflow of leachate. In that event, the higher set point will be activated. This will notify the
motor control station to start the backup primary leachate pump. The primary sump risers are
hydraulically connected so that both sumps will maintain the same leachate level during
pumping. The primary leachate pumps were sized to handle the maximum leachate flow rate
evaluated for the early operation periods. Pump sizing was based on the largest cell in the
landfill and all pumps are identically sized for interchangeability. Pump sizes may be modified
during the operational life of the landfill based on operational experience.
A third set point will also be used in the sumps. This set point will activate an alarm to notify the
operator in the event leachate levels in the sump reach this elevation. The intent of this alarm is
to notify the operator of potential problems with pumps or piping.
The secondary sump will also be equipped with a level transducer. The first set point will start
the secondary pump motor in the event leachate is detected in the secondary sump. The second
set point is an alarm switch similar to the alarm switch in the primary sump.
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Flow totalizers will be installed on the leachate collection headers at each cell. These totalizers
will provide measurements of leachate volumes pumped from the leachate sumps. Separate
totalizers will be installed for the primary and secondary sides of the system to monitor the
quantity of leachate pumped. The volumes of leachate pumped from each cell will be recorded.
Additionally, the monthly leachate production rate will also be recorded as a percentage of the
monthly precipitation.
Leachate collected in the sumps will be pumped out using submersible leachate pumps. The
pumps will be connected to a 6 -inch diameter HDPE header pipe located at the top of the sump
riser. Each cell will have a dedicated header pipe. The header pipe will convey leachate pumped
from both the primary and secondary sumps to the main leachate transmission pipeline. The
leachate transmission pipeline will then convey leachate pumped from all of the sumps around
the landfill to the leachate storage containers. The leachate transmission line will be an 8 -in
diameter dual -contained HDPE pipe.
A vacuum air release valve will be installed on the header pipe near the first primary sump riser
on each cell. The vacuum air release valve is intended to release any air that may enter into the
pipeline (and thereby reducing the flow capacity of the pipeline) and to prevent siphoning from
the leachate storage area into the leachate sumps.
Design calculations for the piping system are included in the calculation packages entitled
"Leachate Collection System Analysis" attached as Appendix F and "Leachate Pump and
Transmission System Design," attached as Appendix I.
5.2.4 Leachate Collection System Maintenance
The LCRS includes 68 -inch diameter perforated leachate collection pipes and cleanouts. The
collection pipes will be cleaned and maintained, as necessary, through the side slope cleanout
pipes. The leachate collection pipe cleanouts can be accessed at the top of the perimeter berms
as shown in the permit drawings. Leachate collection pipes can be cleaned by flushing with
high-pressure water from a hose or by snaking in the case of severe blockages.
During operations (expected to be on the order of 12 years) the leachate collection system will be
inspected by camera at the completion of construction and every five (5) years thereafter.
Leachate lines will be cleaned using jet -flushing annually. Post -closure the inspection and
cleaning frequency will be reduced to five (5) years, and then ceased once leachate generation
falls below 20al�per acre per day.
5.3 Leachate Generation Rates
5.3.1 Overview
Leachate generation rates utilized for the design of the proposed liner and leachate collection
system were estimated using an analytical model. Modeling of leachate production was
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conducted using the Hydrologic Evaluation of Landfill Performance (HELP) model, Version
3.07, developed for the U.S. Environmental Protection Agency. The HELP model is a water
balance calculator commonly used to estimate leachate production rates for landfills. A detailed
description of the analyses and subsequent validations is included in the calculation package
titled "Leachate Collection System Analysis" submitted as Appendix F and "Leachate
Generation and Life Cycle Analysis" submitted as Appendix G to this permit application.
5.3.2 Estimated Leachate Generation Rates
The HELP model was used to calculate leachate generation rates for nine basic cases, each
representative of a different waste filling stage within a given cell of the landfill. A brief
description of the nine basic cases is provided as follows:
• Case 1 This scenario represents initial conditions of operation in a cell after the
placement of a start-up lift and additional lifts of waste for a total of 10 ft of
waste. No runoff and no surface vegetation was assumed for this case.
• Case 2 This scenario represents ongoing landfilling operation with 25 ft of waste. For
this case, bare ground surface without vegetation was assumed (i.e., area is open
and receiving waste).
• Case 3 This scenario represents ongoing landfilling operation with 50 ft of waste. For
this case, bare ground surface without vegetation was assumed (i.e., area is open
and receiving waste).
• Case 4 This scenario represents intermediate conditions of operation with 50 ft of waste
under intermediate cover. For this case, poor ground surface vegetation coverage
was assumed.
• Case 5 This scenario represents ongoing landfilling operation with 70 ft of waste. For
this case, bare ground surface without vegetation was assumed (i.e., area is open
and receiving waste).
• Case 6 This scenario represents intermediate conditions of operation with 70 ft of waste
under intermediate cover. For this case, poor ground surface vegetation coverage
was assumed.
• Case 7 This scenario represents the maximum waste thickness of 90 ft, of waste. For this
case, bare ground surface without vegetation was assumed (i.e., area is open and
receiving waste).
• Case 8 This scenario represents the maximum waste thickness of 90 ft, under
intermediate cover, before construction of the final cover. For this case, runoff
from the intermediate cover surfaces was allowed and poor surface vegetation
was assumed.
• Case 9 This scenario represents post -closure conditions with 90 ft of waste and the final
cover installed. This case represents the lowest potential for leachate generation,
leakage, and head in the leachate collection systems as the final cover system over
the waste minimizes percolation of rainfall through the waste. For this case, fair
stand of grass coverage was assumed for surface vegetation.
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The temperature, wind and humidity (i.e. evapotranspiration data) and precipitation data used in
the HELP model were obtained from the North Carolina Climate Retrieval and Observations
Network Of the Southeast Database (NC CRONOS) website [State Climate Office of North
Carolina, 2015] and was based on true observations made from April 2011 to April 2015 at the
Wilmington International Airport weather station (Station ID 319457). The weather station is
located approximately 5 miles southeast of the proposed landfill location. The solar radiation was
synthetically generated using Charleston, South Carolina as the nearby city, since the NC Cronos
website does not include the solar radiation data.
A summary of the results from the HELP model for these cases is included in the calculation
package titled "Leachate Collection System Analysis" submitted as Appendix F and "Leachate
Generation and Life Cycle Analysis" submitted as Appendix G to this permit application. The
maximum leachate production rate occurs under Case 1 (i.e., initial waste filling conditions with
10 ft of waste), which is the worst-case scenario. A calculation package entitled "Leachate
Collection System Chimney Drain Flow Capacity::_(Appendix H) was also prepared to evaluate
flows resulting from runoff collected via chimney drains and conveyed to the LCRS.
The results of the HELP model predictions were used to design and evaluate the performance of
the various components of the LCRS, specifically: (i) the proposed leachate collection system
lateral drainage layer (i.e., drainage geocomposite); (ii) the maximum hydraulic head of leachate
above the geomembrane liner (i.e., head -on -liner); and (iii) the flow capacity of the leachate
collection piping system within landfill area. Detailed descriptions of these evaluations are also
included in the calculation package titled "Leachate Collection System Analysis" (Appendix F).
5.4 Liner and Leachate Collection System Materials
5.4.1 Overview
A comprehensive description of the liner and leachate collection system materials for the
proposed CCR landfill is provided in the Technical Specifications (Appendix M). A description
of the key components of the liner and leachate collection system is provided below.
5.4.2 Protective Soil Layer
The liner protective soil layer is a 2 -ft thick layer of soil having the physical and performance
properties as specified in Section 3105 13 of the Technical Specifications (Appendix M).
5.4.3 Geotextile Filter Layer
Separate geotextile filter layers are used primarily in the leachate collection sump areas to
provide a separation between the protective soil layer and sump gravel or the gravel installed
around the leachate collection pipe. The specified geotextile filter is a needle punched non-
woven material having physical and performance properties as specified in Section 31 02 19.13
of the Technical Specifications (Appendix M).
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5.4.4 Geocomposite Lateral Drainage Layer
5.4.4.1 Primary Drainage Layer
The material specified for the primary drainage layer consists of a geocomposite material with a
two- or more strand polyethylene geonet core and needle punched non -woven geotextile heat
laminated to each side. The geonet core is to be manufactured of high density polyethylene
(HDPE) and is, therefore, chemically resistant to landfill leachate. The primary geocomposite
was designed to meet specific requirements for hydraulic transmissivity under a specific
hydraulic gradient and overburden stress. A geocomposite will be used having physical and
performance properties as specified in Section 31 05 19.26 of the Technical Specifications
(Appendix M). The parameters specified are designed to limit the accumulated head on the liner
to be less than 1 foot.
Design calculations to support the selection of the specified geocomposite properties are
presented in the calculation package titled "Leachate Collection System Analysis" (Appendix F).
The specifications require appropriate laboratory testing to confirm that the selected
geocomposite has the specified properties. This testing includes hydraulic transmissivity tests
conducted at the design overburden stress and gradient and using the appropriate boundary
conditions. (i.e. the geocomposite is tested with the adjacent materials corresponding to those
used in the field). Testing the geocomposite at the design overburden stress not only provides
appropriate hydraulic properties, it also confirms that the geonet has sufficient compressive
strength to prevent collapse.
5.4.4.2 Secondary Drainage Layer
The basic physical requirements for the secondary drainage layer are the same as those for the
primary drainage layer with the exception of the required transmissivity. Because the quantity of
leachate expected to be carried by the secondary drainage layer is significantly less than that
carried by the primary drainage layer, a lower transmissivity value is allowed for the secondary
drainage layer. Design calculations to support the selection of the specified transmissivity are
presented in Appendix F. A secondary drainage layer having the physical and performance
properties as specified in Section 3105 19.26 of the Technical Specifications (Appendix M) will
be used. Testing requirements for the secondary geocomposite are the same as for the primary
geocomposite
5.4.5 Primary and Secondary Liner Geomembranes
The specified geomembrane liner is a 60 -mil thick HDPE geomembrane with the appropriate
physical, chemical, and mechanical properties to be resistant to leachate. Geomembranes used in
containment facilities such as landfills are subjected to tensile stresses resulting from a variety of
causes including: gravity stresses, settlement, thermal contraction, etc. Geomembranes must
therefore have adequate tensile behavior. Several aspects of tensile behavior should be
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considered, including tensile strength and elongation. The 60 -mil thick HDPE geomembrane
provides a good balance between flexibility and seamability, and is therefore appropriate from
the viewpoint of installation considerations. The requirements for the geomembrane specified
for this design are included as Section 31 05 19.16 of the Technical Specifications attached as
Appendix M to this permit application.
5.4.6 Geosynthetic Clay Liner (GCL)
The GCL acts as the low -permeability soil component of the composite liner. The GCL is
approximately 0.25 in. thick and its hydraulic conductivity is typically on the order of 10-9 cm/s,
based on laboratory permeability tests. The GCL is used to provide a plugging action in the
event of a liner penetration. The low permeability clay contained in the GCL is dry when
installed. If a penetration occurs, the clay will absorb some of the leachate passing through the
HDPE liner and will swell to seal off the penetration. The requirements for the GCL specified in
this design are included as Section 3105 19.23 of the Technical Specifications (Appendix M).
5.5 Leachate Collection Pipe Design
5.5.1 General
The function of the leachate collection (header) pipes is to assist the conveyance of leachate
collected across the cell floor and efficiently direct leachate to the collection sump within each
cell. Collection pipes must have adequate flow capacity to convey the leachate and adequate
structural resistance to withstand the applied loads. This section presents an evaluation of the
flow capacity and structural stability of the proposed leachate collection pipes. A detailed
discussion of the design calculations are provided in the calculation package titled "Leachate
Collection System Analysis" (Appendix F).
5.5.2 Pipe Flow Capacity Design
The flow capacity of a 6 -inch diameter leachate collection system pipes in the
landfill cell was evaluated using the peak daily leachate generation rate from the HELP model
based on the worst-case scenario (i.e., 10 ft of waste within the cell). A detailed description of
the methods used and calculations performed to evaluate the flow capacity of the leachate
collection pipes are presented in the calculation package titled "Leachate Collection System
Analysis" (Appendix F). The calculations indicate that the pr-apase a 6 -inch diameter HDPE
pipe will have sufficient flow capacity to handle the peak leachate flow. However, for
consistency with other DEP disposal facilities, the Leachate Collection Pipe to be installed at the
proposed Onsite CCR Landfill will be an 8 -inch diameter HDPE pipe.
5.5.3 Pipe Structural Stability
The leachate collection pipe must be able to withstand the loads applied to it. The pipes were
generally evaluated for two conditions: (i) initial conditions; and (ii) post -closure conditions.
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The initial condition assumes stresses imparted on the pipe during construction of the landfill.
The final, post -closure condition is the load condition present after waste has reached the
maximum elevation and the landfill is closed. In addition, four pipe failure mechanisms are
generally considered when designing a buried plastic pipe:
• wall crushing;
• wall buckling;
• excessive ring deflection; and
• bending strain.
A detailed discussion of the failure mechanisms, loading conditions and design calculations are
presented in the calculation package titled "Leachate Collection System Analysis" (Appendix F).
Based on the results of these calculations, the proposed leachate collection pipes within the
landfill will meet or exceed the minimum acceptable values recommended by the pipe
manufacturers. The pipe requirements are
Specifications (Appendix M).
5.5.4 Pipe Perforation Sizing
specified in Section 40 05 33 of the Technical
The pipe perforations in the leachate collection (header) pipes and sump pipes were sized to
prevent the infiltration of the drainage gravel into the pipe. Perforation sizing is dependent upon
the gradation of the drainage gravel utilized. The pipe perforation sizing evaluation is presented
in the calculation package titled "Leachate Collection System Analysis" (Appendix F).
Calculations indicate that 1/2 -inch diameter perforations are appropriate for the leachate collection
pipes and %-inch diameter perforations appropriate for the sump leachate pipes.
5.6 Leachate Removal and Transmission Systems
5.6.1 Overview
This section presents a brief description of the calculations performed for the design of the
leachate removal and transmission systems for the proposed landfill. The components of the
leachate removal and transmission system include the leachate sump pumps and a pipeline to
convey leachate from the sumps to the on-site leachate storage area.
5.6.2 Leachate Removal Pumps
Each cell is equipped with one leachate sump pump in the leachate collection system with
provisions for a secondary sump pump to be used as backup during maintenance activities. The
selected pumps will be stainless steel submersible pumps of the type commonly used for leachate
handling. The sump pumps were sized to remove the peak daily leachate volume generated
within a 24-hour period as estimated by the HELP model simulations and leachate generation
scenarios developed in the calculation package title "Leachate Generation Life Cycle Analysis"
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(Appendix G). The sump pump design for all landfill cells was conservatively based on the
(maximum) leachate volume generated for the largest landfill cell.
The recommended leachate sump pumps are presented in the calculation package titled
"Leachate Pump and Transmission System Design" included as Appendix I to this permit
application.
5.6.3 Leachate Transmission Pipeline
The leachate transmission pipeline conveys leachate removed from the sump within each landfill
cell to the on-site leachate storage area. An HDPE pipe was selected for the leachate
transmission pipeline because of its resistance to the chemicals and compounds contained in
leachate. Sizing the leachate transmission pipe considered the required flow rate resulting from
the peak daily leachate volume generated within a 24-hour period for the largest landfill cell as
estimated from the HELP model simulations and leachate generation scenarios developed in the
calculation package title "Leachate Generation Life Cycle Analysis" (Appendix G). The
leachate transmission pipe design was conservatively based on the longest reach that the pipeline
will have to convey leachate.
A dual containment leachate transmission pipe will be utilized to convey leachate. The leachate
transmission (primary or carrier) pipe consists of an 8 -inch nominal diameter double -walled
HDPE pipe designed to handle the flow from the leachate collection sump pumps. The carrier
pipe is installed within a 10 -inch nominal diameter HDPE containment pipe. The containment
pipe serves the following purposes: (i) protects the environment from potential leakage coming
from the carrier pipe; and (ii) protects the primary carrier pipe against structural damage.
The required leachate transmission pipe is presented in the permit drawings (Appendix A), and
the corresponding pipe requirements are specified in Section 40 05 33 of the Technical
Specifications (Appendix M).
5.6.4 Pumps and Piping
The sizing of the leachate removal pumps and transmission pipe, as described above, must be
performed as a unit to account for flow rates, pumping heads, and pipe length and associated
frictional losses. Therefore, the selection of the appropriately sized pumps and pipes becomes an
iterative process such that the most efficient combination is developed.
Design calculations performed for the leachate pump and transmission systems are included in
the calculation package titled "Leachate Sump Pump and Transmission System Design"
(Appendix I).
5.7 Leachate Storage and Transfer
Leachate from the landfill will be stored temporarily at the on-site leachate storage area as shown
in the permit drawings (Appendix A). The on-site leachate storage area will consist of temporary
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or permanent above -ground leachate storage tanks with secondary containment. The leachate
storage tanks will provide enough capacity to store 3 days of leachate generation, at the peak
daily leachate generation rate for the landfill. The calculated leachate rates over the life of the
landfill and associated leachate storage calculations are provided in the calculation package titled
"Leachate Generation Life Cycle Analysis" (Appendix G).
The leachate storage tanks will eventually result in a total leachate storage capacity of
approximately 2-5-51,000,000254 gallons. ewever-,—_dDuring the initial stages of landfill
development the calculated leachate generation rates (during the initial stage of landfill
development) are expected to be less than the peak leachate generation rate calculated at a later
stage of landfill development. Based or the ,,, letilatio ,s provided in Appendix x r it is estimated
operations.that appr-o*imately 135,974 gallons of stef:age will be rv"ired for- Phase 1 The
*tial sehe"Ie for- , ,,idiom leachate storage requirement is wiles -based on the —aeteal-disposal
rates at the site, "leachate generation data for the facility, and the rate at which leachate is
trucked for off-site treatment and disposal.
Secondary containment for the leachate storage tanks will be provided as shown in the permit
drawings (Appendix A). The secondary containment system inn tidos an appy-,. iffl tell 120 ft
diameter- eoner-ete pad with a perimeter- wall about 5.5 4 high. This eenfigtffatfen will provide a
secondary containment storage capacity equivalent to 110% of the total storage capacity
provided by the lamest leachate storage tanks. Operational and environmental controls for the
leachate storage tanks are discussed in detail in the Operation Plan, included as Appendix K to
this permit application.
As previously mentioned, tanker trucks will transport leachate from Sutton to a wastewater
treatment plant periodically for off-site treatment and disposal. Duke is currently pursuing a
permit to discharge leachate from Sutton at the Cape Fear Public Utility Authority Wastewater
Treatment Plant, in Wilmington, North Carolina. Permit approval from the Cape Fear Public
Utility Authority Wastewater Treatment Plant will be submitted under separate cover.
5.8 Leachate Sampling and Analysis
A detailed description of the leachate sampling and analysis is provided in the Groundwater
Monitoring Plan (Appendix L). Leachate sampling and analysis will be performed on an annual
basis. The leachate will be sampled from the leachate collection system transmission forcemain
prior to entering the leachate storage tanks.
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6 LANDFILL CLOSURE AND POST -CLOSURE CARE
6.1 Introduction
A landfill Closure and Post -Closure Care (C/PCC) Plan describing the methodology and
approach for closure of the Sutton onsite CCR landfill has been prepared and is provided as
Appendix T. The purpose of the C/PCC Plan is to describe general closure requirements for the
facility and includes:
• a discussion of the closure schedule;
• the final cover system design;
• post -closure activities; and
• financial responsibility.
The remainder of this Section provides an overview of the Closure and Post -Closure Care Plan
components.
6.2 Closure Schedule
The footprint of the proposed landfill is approximately 100 acres, with a top elevation at closure
of approximately 112 ft NAVD88. It is anticipated that portions of the proposed landfill will be
closed incrementally as it reaches the maximum design elevation. The estimated life of the
landfill at build -out, is approximately 12 years, as discussed in Section 3.
The incremental closure approach for the landfill is proposed to minimize leachate generation in
the landfill. It is anticipated that partial closure in areas of the landfill that have reached final
elevations will be accomplished concurrent with waste placement in the active areas of the
landfill. Areas that have reached final elevations will be closed with a final cover system within
180 days of reaching the final elevation, or a 612 -inch thick intermediate cover will be placed
over the area.
Following closure of each disposal unit or portions of units, the owner shall notify the Division
that a Certification, signed and sealed by the professional engineer verifying that closure has
been completed in accordance with the closure plan, has been placed in the operating record.
This Certification will state that the site was closed in accordance with the Closure Plan and
applicable solid waste regulations and laws.
Following closure of the landfill under build -out conditions (i.e., Phases 1, 2, and 3), the owner
and operator shall record a notation on the facility property deed to this effect, or some other
instrument that is normally examined during a title search, and notify the Division that the
notation has been recorded and a copy has been placed in the operating record. The notation on
the deed shall in perpetuity notify any potential purchaser of the property that the land has been
used as a CCR disposal facility and its future use is restricted under the Closure Plan.
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The final cover system of the Sutton onsite CCR landfill will be constructed after final waste
elevations are achieved. The landfill will have side slopes graded at 3H:1 V, and top slopes
graded at 5 percent to maximize runoff and minimize erosion. Drainage swales will be
constructed on the final cover system to collect and divert surface water run-off via downdrain
pipes to a perimeter swale at the toe of the landfill, and then to the storm water management
areas (i.e., storm water ponds). This will help minimize erosion at the surface of the final cover
system. The various components of the final cover system are discussed in the remainder of this
section.
The proposed final cover system on the landfill side slopes and top slopes is presented on the
permit drawings (Appendix A). The final cover system for the proposed landfill will be
constructed using industry standard construction practices, a CQA program, and quality
materials. The technical specifications and CQA procedures for the cover system are included in
Appendix M and Appendix N, respectively.
The proposed final cover system on the landfill top slopes as indicated on the permit drawings
and consists of, from top to bottom:
• 0.5 -ft thick vegetative layer;
• 1.5 -ft thick protective soil layer;
• 40 -mil thick textured HDPE geomembrane; and
• 0.5 -ft thick bedding layer/intermediate cover.
The final cover system on the 3H:1 V side slopes of the landfill consists of, from top to bottom:
• 0.5 -ft thick vegetative layer;
• 1.5 -ft thick protective soil layer;
• double -sided geocomposite lateral drainage layer;
• 40 -mil thick textured HDPE geomembrane; and
• 0.5 -ft thick bedding layer/intermediate cover.
The actual thickness of the bedding layer will be a function of grading activities and may be
completely removed during grading activities for final cover placement.
6.3.1 Final Cover System Construction Procedure
The surface of the final cover system bedding layer will be graded and compacted to prepare a
smooth base for installation of the final cover geomembrane. The bedding layer may be
comprised of soil and/or CCR to accommodate final grading operations. The geomembrane and
the lateral drainage layer will be terminated at the toe of the waste slope along the landfill
perimeter. At the termination point, the final cover geomembrane will be welded to the
geomembrane of the bottom liner system to seal the landfill. The geocomposite drainage layer
GC5770/Sutton - Construction Application_TR-Ol.docx 25 December 2015 (Rev. 1)

L. V. Sutton Plant, Onsite Landfill
Construction Application Report
Geosynte&
consultants
will discharge into the drainage swales. The details of the final cover termination are presented
in the permit drawings (Appendix A).
6.3.2 Final Cover System Stability
A potential failure surface within the final cover system on the side slopes of the landfill was
evaluated using the veneer slope stability analysis discussed in the calculation package titled
"Final Cover Veneer Slope Stability Analysis" included in Appendix O of this permit
application.
The results of the analyses indicate that the minimum interface friction angle required to achieve
a FS of 1.5 or greater is typical of the soil-geosynthetic and geosynthetic-geosynthetic interface
friction angles reported in the literature.
6.3.3 Final Cover Settlement
The soil components of the final cover system act as a surcharge for the underlying waste. The
CCR is anticipated to compress and settle under this surcharge. Uneven total and differential
settlements of the CCR may adversely affect the drainage of storm water from the landfill top
slopes of the final cover system. A CCR settlement analysis was performed to evaluate the
adequacy of the slopes and ensure positive drainage (i.e., drainage towards the top slope
diversion berms or swales) along the top slopes, and to assess the impact on geomembrane
integrity. The calculations are presented in the calculation package titled "Final Cover System
CCR Settlement Analysis" included in Appendix P of this permit application. The results of the
calculations indicate that drainage is not expected to be adversely impacted due to CCR
settlements. Similarly, the calculated average strain values in the final cover geomembrane
indicate that the geomembrane is not expected to be adversely impacted due to waste
settlements.
6.3.4 Final Cover Drainage System
The final cover drainage system on the side slopes is designed to control seepage forces in the
vegetative layer and is necessary for the stability of the vegetative layer. The final cover
drainage system primarily consists of a lateral drainage layer placed on top of the geomembrane
barrier layer of the final cover system. This lateral drainage layer collects the water that
percolates through the overlying vegetative layer and conveys the water to the drainage swales.
Details of the final cover drainage system are presented in the permit drawings (Appendix A).
Computations for maximum hydraulic head in the lateral drainage layer are discussed in the
calculation package titled "Final Cover System Performance Evaluation" attached as Appendix
Q to this permit application.
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L. V. Sutton Plant, Onsite Landfill
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6.3.5 Surface Water Drainage System
Geosynte&
consultants
The permit drawings (Appendix A) present a storm water management plan for the proposed
landfill. Drainage swales will be incorporated in the final cover system on the side slopes of the
landfill as indicated in the permit drawings to collect and convey surface water run-off at non-
erosive velocities and limit the length of sheet flow on the final cover to minimize the formation
of erosion rills and gullies in the vegetative layer. The drainage swales will be incorporated in
the final cover system approximately every 50 -ft in elevation. These drainage swales will
convey storm water to the downdrain pipes, and will be approximately 15 -ft wide with a variable
depth that varies from 0.5 -ft (at its shallowest point) to 2.25 -ft deep (at the downdrain pipes).
The downdrain pipes will convey storm water from the landfill side slopes and top slopes to a
perimeter swale at the toe of the landfill, and then to the storm water management areas (i.e.,
storm water ponds) for the site. The downdrain pipes will be 18 -inch diameter corrugated HDPE
pipes (smooth inside) buried within the 2 ft thick soil layer of the final cover system.
Design calculations confirming the adequacy of the drainage swales and the down drains to
convey the storm water run-off are presented in the calculation package entitled "Final Cover
Storm Water Management System Design" attached as Appendix R to this permit application
6.3.6 Erosional Stability
A calculation to predict erosion soil loss in the cover is presented in the calculation package
titled "Final Cover System Performance Evaluation" (Appendix Q). The results of this
calculation indicate that the landfill side slope and top slope vegetation adequately controls
erosion of the cover.
6.4 Post -Closure Activities
Post -closure activities will be conducted at the facility in accordance with Rule .0510 for a
period of 30 years following final closure of the facility. The Division may decrease the length
of the post -closure period if the owner or operator demonstrates that the reduced period is
sufficient to protect human health and the environment, and the Division approves this
demonstration. The period might be increased by the Division if the Division determines that the
lengthened period is necessary to protect human health and the environment.
Post -closure maintenance and monitoring will be conducted at the Sutton onsite CCR landfill for
a period of 30 years after final closure. Monitoring will include semi-annual sampling of
groundwater and surface water, and monthly inspection of the final cover systems. Maintenance
will include mowing at least two times per year as well as needs identified through the
monitoring program will be initiated no later than 60 days after the discovery or within 24 hours
if a danger or imminent threat to human health or the environment is indicated.
GC5770/Sutton -Construction Application _TR-Ol.docx 27 December 2015 (Rev. 1)

L. V. Sutton Plant, Onsite Landfill
Construction Application Report
6.4.1 Post Closure Land Use
Geosynte&
consultants
The primary land use for the site after closure will be open dormant green space. Post -closure
use of the property shall not affect the integrity of the cap system, base liner system, or any other
components of the containment system, or the function of the monitoring systems unless
necessary to comply with the requirements in the Solid Waste Management Rules. However,
recovery of CCR for beneficial re -use may be desired in the future. The Division may approve
disturbance if the owner or operator demonstrated that disturbance of the cap system, base liner
system, or other component of the containment system, including removal of CCR for beneficial
re -use, will not increase the potential threat to human health or the environment.
6.5 Financial Assurance
In accordance with the North Carolina Solid Waste Management Rules and North Carolina
Session Law S.L. 2011-262, financial assurance will be provided by Duke in the form of the
Corporate Financial Test. Documentation as required by 40 C.F.R. §258.74(e)(2) shall be placed
in the facility operating record before the initial receipt of waste. The Director will be notified
when the documentation of financial assurance has been placed in the operating record.
However, closure and post -closure cost estimates have been prepared and provided herein as
Appendix J.
After the initial placement of documentation of financial assurance as required by 40 C.F.R.
§258.74(e)(2) in the facility operating record, Duke will annually update the information and
place updated information in the operating record within 90 days following the close of their
fiscal year. The Director may provide up to an additional 45 days if Duke can demonstrate that
90 days is insufficient time to acquire audited financial statements.
GC5770/Sutton -Construction Application _TR-Ol.docx 28 December 2015 (Rev. 1)

L. V. Sutton Plant, Onsite Landfill Geosy ted [�
Construction Application Report n ' `
consultants
7 ENVIRONMENTAL CONTROL AND MANAGEMENT
7.1 Overview
The Water Quality Monitoring Plan provides a detailed description of the water quality
monitoring activities that will be performed at Sutton to meet regulatory requirements. The
purpose of the Water Quality Monitoring Plan is to describe the: (i) ground water monitoring
program; (ii) surface water monitoring program; (iii) leachate monitoring program; (iv) sampling
and analytical methodologies; and (v) reporting procedures. The following subsections describe
key components of the Water Quality Monitoring Plan.
7.2 Groundwater Monitoring Plan
A groundwater monitoring plan — provided as Appendix L to this Report — has been developed
pursuant to requirements set forth by the North Carolina Solid Waste Management (NCSWM)
Rule 15A NCAC 13B.1631 through 1637 and the EPA 40 CFR Part 257.90 through 257.97. The
groundwater monitoring plan also addresses the requirements outlined by the DENR Division of
Waste Management Solid Waste Section for the proper environmental sampling, monitoring and
electronic reporting at solid waste landfills.
7.3 Surface Water Management Plan
7.3.1 Surface water management system design
A Surface Water Drainage Report has been developed to demonstrate that the surface water
management system design complies with the requirements of the North Carolina Department of
Environment and Natural Resources (NCDENR) Best Management Practices (BMP) Manual and
the New Hanover County Storm water Design Manual (NHCSDM, 2000). The Final Cover
Storm Water Management System Design Report — provided as Appendix R to this Report —
contains a narrative description of the drainage conditions and features at the site under pre -
development and post -development conditions, addresses flood control, and is accompanied by
engineering design drawings and supporting hydrologic and hydraulic design calculations for the
site's drainage features (temporary and permanent).
7.3.2 Erosion and sediment control plan
An Erosion and Sediment Control (E&SC) Plan has been developed to demonstrate that the
proposed E&SC measures comply with North Carolina Solid Waste Management (NCSWM)
Rule 15A NCAC 13B. 0504. Both temporary and permanent E&SC measures proposed to be
implemented during the phases of construction were designed in accordance with the North
Carolina Erosion and Sediment Control Planning and Design Manual (NCESC Design Manual)
and are presented in the E&SC Plan provided as Appendix S to this report.
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consultants
8 LANDFILL CONSTRUCTION AND OPERATION
8.1 Operation Plan
The Operation Plan provides a detailed description of the daily operations of the landfill at
Sutton, including contingency operations. The primary purpose of the Operation Plan is to
describe the framework to operate and manage the proposed landfill at Sutton so that the landfill
is operated and maintained in a condition that protects the public health and the environment.
The Operation Plan is provided as Appendix K to this permit application.
8.2 Technical Specifications
It is assumed that the proposed onsite CCR landfill at Sutton will be constructed with quality
materials. The technical specifications for all construction materials, especially the liner and
leachate collection system geosynthetics are presented in Appendix M of this permit application.
8.3 Construction Quality Assurance plan
It is assumed that the proposed Sutton onsite CCR landfill will be constructed using good
construction practices, and that a good construction quality assurance (CQA) program will be
implemented. The CQA Plan for all construction activities, especially liner and leachate
collection system construction are presented in Appendix N of this permit application.
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L. V. Sutton Plant, Onsite Landfill
Construction Application Report
9 REFERENCES
GeoSynte&
consultants
State Climate Office of North Carolina, NC State University (2015), CRONOS Internet Database
available at http://www.ne-climate.ncsu.edu/cronos/, accessed 9 April 2015.
U.S. Geological Survey (USGS), 2014, Seismic Hazard Maps and Data — Lower 48 PGA 2% in
50 yrs, accessed 03/11/15, from USGS web site:
htt2://earthquake.us.gs.gov/hazards/Troducts/conterminous/.
GC5770/Sutton -Construction Application _TR-0I.docx 31 December 2015 (Rev. 1)

TABLES

Table 1. Solid Waste Management Rules Cross Reference for Construction Application
15A NORTH CAROLINA ADMINISTRATIVE CODE SUBCHAPTER 13B
SECTION DESCRIPTION LOCATION COMMENTS
.0503 (1) Siting Requirements
(a) Shall not restrict the flow of the
100 -year flood, reduce the
temporary water storage capacity
of the floodplain or result in
washout of solid waste
(b) Shall not adversely impact
endangered or threatened species,
archeaeological or historical site,
state park
(c) Airport buffer requirements
(d) On-site/off-site soil availability
(2)
Design Requirements
(a)
Landfill gas generation
Section 5.2
requirements
(b)
Public access and public exposure
(c)
Surface water requirements
(d)
Groundwater requirements
(e)
Open burning requirements
(f)
Buffer requirements
(g) Sedimentation Pollution Control
Law (15A NCAC4) requirements
.0504 (1) Required Documentation
(a) Aerial photograph on scale of 1 "-
400'
Section 2.2, Site Suitability Report
Section 2.3, Site Suitability Report
Section 2.4, Site Suitability Report
Section 3.5, Permit Application Report
Section 3.2,
Operation Plan
Section 6,
Permit Application Report
Section 5.2
Permit Application Report
Section 3.5,
Operation Plan
Appendix 1,
Site Suitability Report
Section 5.2.2, Permit Application Report
Prepared by Geosyntec, Dated
May 2015
Prepared by Geosyntec, Dated
May 2015
Prepared by Geosyntec, Dated
May 2015
Not applicable (N/A) for CCR
landfill
Prepared by Geosyntec, Dated
May 2015
Section 3.2, Site Suitability Report Prepared by Geosyntec, Dated
May 2015

15A NORTH CAROLINA ADMINISTRATIVE CODE SUBCHAPTER 13B
SECTION DESCRIPTION LOCATION COMMENTS
(b)
Map on a scale of 1"-1,000'
Section 3.3,
Site Suitability Report
Prepared by Geosyntec, Dated
Permit Application Report
Appendix A,
Permit Application Report
May 2015
(c)
Geological and Hydrological
Volume II -
Site Suitability Report
Prepared by Geosyntec, Dated
Study
May 2015
(d)
Conceptual Design Plan
Section 3.5,
Site Suitability Report
Prepared by Geosyntec, Dated
May 2015
(e)
Local Government Approvals
Section 3.6,
Site Suitability Report
Prepared by Geosyntec, Dated
May 2015
(f)
Compliance with siting standards
Section 3.7,
Site Suitability Report
Prepared by Geosyntec, Dated
in Rule .0503(1)
May 2015
(g)
Report
Section 3.8,
Site Suitability Report
Prepared by Geosyntec, Dated
May 2015
(h)
Additional Information
Section 3.9,
Site Suitability Report
Prepared by Geosyntec, Dated
May 2015
(2)
Construction Plan Application
(a)
Map showing existing features
Appendix A,
Permit Application Report
(b) Grading Plan
(c) Construction Plan
(d) Erosion Control Plan
(e) Engineering diagrams and typical
sections
(f) Cross sections
Appendix A,
Permit Application Report
Appendix A,
Permit Application Report
Appendix A,
Permit Application Report
Appendix A,
Permit Application Report
Appendix A, Permit Application Report
Volume II - Site Suitability Report
(g) Site Development Appendix A, Permit Application Report
(h) Report Permit Application Report
Prepared by Geosyntec, Dated
May 2015

ATTACHMENT C
UPDATED OPERATIONS PLAN

Prepared for
DUKE
ENERGY.
PROGRESS
Duke Energy Progress, LLC
526 South Church Street
Charlotte, North Carolina 28202
OPERATIONS PLAN
L.V. SUTTON ENERGY COMPLEX
ONSITE COAL COMBUSTION RESIDUALS LANDFILL
Wilmington, North Carolina
Prepared by
GeosyntecO'
consultants
Geosyntec Consultants of NC, PC
1300 South Mint Street, Suite 410
Charlotte, North Carolina 28203
License No. C-3500
Project Number GC5770
December 2015 (Rev. 1)
Victor M. Damasceno, Ph.D., P.E.
North Carolina Registration No. 042284
Date:

Operations Plan
L. V. Sutton Energy Complex Onsite CCR Landfill
DESCRIPTION OF REVISIONS
GeosynteC D
consultants
The following table provides a brief description of revisions to the Operations Plan. The
Operations Plan was originally submitted to the North Carolina Department of Environment
and Natural Resources (NCDENR) in August 2015 and modified as shown in the following
table:
Revision
Date of
Document
Description of Revisions
Initial Issue
August 2015
Initial issuance of document.
GC5770\Operations Plan -Sutton LF-TR-Ol.docx i December 2015 (Rev. 1)

Operations Plan
L. V. Sutton Energy Complex Onsite CCR Landfill
TABLE OF CONTENTS
Geosyntec°
consultants
1 GENERAL FACILITY OPERATIONS........................................................................1
1.1
Overview....................................................................................................................1
2.3.2
1.2
Contact Information....................................................................................................
l
1.3
Safety..........................................................................................................................
2
1.4
Access and Security Requirements.............................................................................2
2.3.5
1.5
Operating Hours.........................................................................................................2
2.3.6
1.6
Signs...........................................................................................................................2
2.3.7
1.7
Training......................................................................................................................2
1.8
Record Keeping..........................................................................................................
3
1.9
Design Drawings........................................................................................................3
2 OPERATIONS MANAGEMENT..................................................................................
5
2.1
Waste Handling and Landfill Sequencing..................................................................
5
2.1.1 Landfill Capacity..............................................................................................5
2.1.2 Waste Acceptance, Disposal, and Screening Requirements ............................6
2.1.3 Construction and Demolition (C&D) Waste and Land Clearing
and Inert
Debris(LCID).............................................................................................................7
2.1.4 Vacuum Truck Waste.......................................................................................7
2.1.5 Dust, Litter, Odor, and Vector Control............................................................
8
2.1.6 Fire Control......................................................................................................9
2.1.7 Landfill Sequencing.........................................................................................9
2.1.8 Waste Placement..............................................................................................
9
2.1.9 Compaction Requirements and Testing.........................................................10
2.1.10 Cover Requirements.......................................................................................
11
2.2
Leachate and Contact Water Management...............................................................12
2.2.1 Contact Water Source 1.................................................................................12
2.2.2 Contact Water Source 2.................................................................................12
2.2.3 Contact Water Source 3.................................................................................13
2.3 Leachate Collection System (LCS)..........................................................................13
2.3.1
LCS Maintenance...........................................................................................14
2.3.2
LCS Record Keeping and Sampling..............................................................14
2.3.3
Leak Detection System (LDS).......................................................................14
2.3.4
LDS Maintenance...........................................................................................15
2.3.5
LDS Record Keeping and Monitoring...........................................................15
2.3.6
LDS Response Action Plan............................................................................16
2.3.7
Contingency Plan...........................................................................................18
2.4 Stormwater Collection Conveyance.........................................................................18
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Operations Plan GeosynteC D
L. V. Sutton Energy Complex Onsite CCR Landfill
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2.4.1 Stormwater Discharge....................................................................................19
2.5 Surface Water Basin Maintenance Requirements....................................................19
2.6 Groundwater Monitoring Well Access Requirements..............................................19
2.7 Landfill Gas Management........................................................................................
20
3 EROSION AND SEDIMENTATION CONTROL.....................................................21
3.1 E&SC Measures Monitoring and Maintenance........................................................21
3.2 Surface Erosion Monitoring.....................................................................................
22
4 VEGETATION MANAGEMENT...............................................................................23
4.1 Temporary Seeding...................................................................................................23
4.2 Permanent Seeding...................................................................................................
24
5 LANDFILL CLOSURE.................................................................................................25
6 REQUIRED REGULATORY SUBMITTALS...........................................................26
LIST OF TABLES
Table 1. Design Drawings ........................................
Table 2. Landfill Expansion Life Estimation ...........
LIST OF APPENDICES
Attachment 1 Dust Control Plan
Attachment 2 Closure/Post-Closure Plan
.......................................................... 3
.......................................................... 6
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Operations Plan GeosynteC D
L. V. Sutton Energy Complex Onsite CCR Landfill
consultants
1 GENERAL FACILITY OPERATIONS
1.1 Overview
The purpose of this Operations Plan is to provide a plan for the safe and efficient operations
of the L.V. Sutton Energy Complex (Sutton) Onsite Coal Combustion Residuals (CCR)
Landfill. This Operations Plan presents the operational requirements for: (i) General
Facility Operations; (ii) Operations Management; (iii) Erosion and Sedimentation Control;
and (iv) Vegetation Management along with guidance for Landfill Closure and Required
Regulatory Submittals. The Operations Plan also includes Tables for Design Drawings,
Landfill Life Estimation, and Appendices for Dust Control Plan, Phasing Drawings, and
Closure/Post-Closure Plan. The Operations Plan was prepared consistent with 15A NCAC
13B .0505 Operational Requirements for Sanitary Landfills rules.
Sutton is located in an approximately 3,308 -acre property in New Hanover County, near
Wilmington, North Carolina and is situated between the Cape Fear River to the West and the
Northeast Cape Fear River to the east and is located approximately 1.9 miles south of the
New Hanover County Municipal Solid Waste (MSW) Landfill. The Sutton plant is owned
by Duke Energy Progress, LLC (DEP) and formerly operated as a three -unit, 575 -megawatt
coal-fired plant from 1954 until retirement in November 2013. Upon retirement of the coal-
fired units in November 2013, a new 625 -megawatt gas-fired combined -cycle unit began
operating. The coal-fired units of the Sutton Plant are currently undergoing
decommissioning and demolition. The Sutton property is classified within the I-2 (heavy
industrial) District by the Zoning Ordinance, as defined by the County of New Hanover.
1.2 Contact Information
Correspondence and questions concerning the operation of the Sutton CCR Landfill should
be directed to the appropriate entity as follows:
(hz7n er
Duke Energy Progress, LLC L.V. Sutton Energy Complex
801 Sutton Steam Plant Road, Wilmington, NC 28401
[phone]
Facility Contact: Station Sponsor for Landfill Operations or Environmental Professional
State Regulatory AgencX
North Carolina Department of Environment and Natural Resources
Division of Waste Management, Solid Waste Section
Asheville Regional Office
2090 US Highway 70, Swannanoa, North Carolina 28778
[phone]
Permitting Engineer: Larry Frost
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 1 December 2015 (Rev. 1)

Operations Plan
L. V. Sutton Energy Complex Onsite CCR Landfill
1.3 Safety
GeosynteC D
consultants
Landfill operations at the Sutton CCR Landfill were developed considering the health and
safety of the facility's operating staff. The operating staff is provided with site-specific
safety training prior to landfill operations, and onsite activities are to be conducted
according to the applicable sections of Duke's Safe Work Practices.
1.4 Access and Security Requirements
The Sutton CCR Landfill is located entirely within Duke property limits. Security for the
site shall consist of fencing, gates, berms, wooded buffers, and security check stations.
Unauthorized vehicle access to the site shall be prevented around the landfill property by
security check stations, woods, fencing, gates, and stormwater conveyance features.
The access road to the site is of all-weather construction and will be maintained in good
condition. Potholes, ruts, and debris on the road(s) will receive immediate attention in order
to avoid damage to vehicles.
1.5 Operating Hours
The Sutton Onsite CCR Landfill shall be operated seven days a week, as needed.
1.6 Signs
A sign providing the landfill permit number and a statement reading "NO HAZARDOUS
OR LIQUID WASTE PERMITTED" shall be posted at the site entrance and shall be
maintained in good condition.
Edge -of -waste markers shall be installed to delineate the edge of waste. These markers shall
be maintained in good condition and remain visible at all times.
1.7 Training
Due to the diversity and nature of job tasks required at the Sutton CCR Landfill, personnel
shall be adequately trained to handle facility operations and maintenance.
The Station Sponsor for Landfill Operations shall have a general understanding of all the
tasks required for site operations. Individuals performing the various tasks shall have
adequate training for the site-specific tasks they are assigned. Duke shall provide a site-
specific training program for facility personnel.
Noteworthy operations and maintenance tasks to be addressed in training include:
• Maintaining accurate records of waste loading (quantitative and qualitative);
• Operating requirements for stormwater segregation from exposed waste areas; and
• Operating and maintaining the leachate collection system (LCS).
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Operations Plan GeosynteC D
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All training will be documented and training records will be kept on-site. The Station
Sponsor for Landfill Operations will conduct operator training courses in accordance with
the permit requirements.
1.8 Record Keeping
An operating record is to be maintained on-site, including but not limited to the following
records:
• Leachate Collection System (LCS) — Periodic Maintenance Documentation;
• Leachate monitoring;
• Stormwater Maintenance and Inspection Logs;
• Erosion and Sedimentation Control Inspection Logs;
• Periodic Landfill Inspection Reports;
• Dust Control Plan Monitoring Worksheets (included in the Dust Control Plan);
• Groundwater Monitoring (and Sampling) Documentation; and
• Operations Plan.
The above records are to be kept in the operating record for the active life of the Sutton CCR
Landfill and the post -closure care period. Information contained in the operating record
must be furnished upon request to the North Carolina Department of Environment and
Natural Resources (NCDENR) Division of Waste Management, Solid Waste Section
(Division) or be made available for inspection by the Division. Additional records kept on
site should include:
• Solid waste facility permits;
• Record of the amount of solid waste received summarized on a monthly basis based
on scale records;
• Regulatory agency inspection reports;
• Permit -to -Construct Application;
• Employee training program and records; and
• Landfill drawings and specifications.
1.9 Design Drawings
A list of the landfill engineering and facility plan design drawings developed for the Sutton
CCR Landfill is provided in Table 1. The design drawings provide the location of landfill
features, landfill construction details, and technical design and construction notes.
Table 1. Design Drawings
Drawing No. Title
Drawing 1 Title Sheet
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Operations Plan
L. V. Sutton Energy Complex Onsite CCR Landfill
GeosynteC D
consultants
Drawing 2
Topographic Map
Drawing 3
Existing Conditions Plan
Drawing 4
Site Characterization Plan
Drawing 5
Site Development Plan
Drawing 6
Top of Subgrade Grading Plan
Drawing 7
Top of Liner Grading Plan
Drawing 8
Top of Leachate Collection System Grading Plan
Drawing 9
Final Cover System Grading Plan
Drawing 10
Leachate Storage Plan
Drawing 11
Phasing Plan 1
Drawing 12
Phasing Plan 2
Drawing 13
Phasing Plan 3
Drawing 14
Groundwater Monitoring Plan
Drawing 15
Construction Sequencing Plan I
Drawing 16
Construction Sequencing Plan II
Drawing 17
Construction Sequencing Plan III
Drawing 18
Surface Water Management Plan
Drawing 19
North Storm Water Pond Plan and Details
Drawing 20
South Storm Water Pond Plan and Details
Drawing 21
Erosion and Sediment Control Phasing Plan 1
Drawing 22
Erosion and Sediment Control Phasing Plan 2
Drawing 23
Erosion and Sediment Control Phasing Plan 3
Drawing 24
Landfill Cross Sections
Drawing 25
Perimeter Berm Cross Sections
Drawing 26
Liner and Final Cover System Details I
Drawing 27
Liner and Final Cover System Details II
Drawing 28
Leachate Sump Plan
Drawing 29
Secondary Sump Cross Sections
Drawing 30
Primary Sump Cross Sections
Drawing 31
Leachate Collection System Details I
Drawing 32
Leachate Collection System Details II
Drawing 33
Leachate Management System Schematic Design
Drawing 34
Surface Water Management Details I
Drawing 35
Surface Water Management Details II
Drawing 36
Surface Water Management Details III
Drawing 37
Erosion and Sediment Control Details I
Drawing 38
Erosion and Sediment Control Details II
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Operations Plan GeosynteC D
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consultants
2 OPERATIONS MANAGEMENT
The primary objective of operations management at the Sutton Onsite CCR Landfill is to
dispose of CCR in compliance with permit conditions while operating in a safe manner.
Landfilling operations will begin in Phase 1 (Cells 3 — 8) followed by Phase 2 (Cells 1 and
2) and Phase 3 (Cells 9 — 11), after which Phases 1, 2, and 3 will be filled to final grade.
During landfill operations the working face in the cell will be limited to as small an area as
practical, at the owner's discretion, with waste in other areas covered with appropriate
material. Contact water from the active face will be directed to chimney drains interior to
the landfill footprint.
Additionally, the landfill has been designed to provide separation of contact water from non -
contact water. Contact water is defined as water that contacts waste, including exposed
waste within the landfill, operational haul roads surfaced with bottom ash generally located
within the limit of waste, and perimeter access roads between the point of landfill egress and
the CCR Basins. Contact water will be managed as leachate while non -contact water will be
managed as stormwater.
Contact water and non -contact water separation are further described in subsequent
subsections of this plan.
2.1 Waste Handling and Landfill Seauencing
2.1.1 Landfill Capacity
The Sutton Onsite CCR Landfill is designed to receive waste at an annual disposal rate of
approximately 1,040,000 cubic yards (cy) per year (or 1,250,000 tons per year) for the first 4
years of operation (once approximately 5,000,000 tons of CCR have been disposed),
decreasing to 420,000 cy per year (approximately 500,000 tons per year) thereafter. The
resulting landfill life for Phases 1, 2, and 3 is estimated to be approximately 12 years as
represented in Table 2 below.
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Table 2. Landfill Expansion Life Estimation
Notes:
1. Within the limit of waste of the respective phase and rounded to the nearest tenth of an acre.
2. Rounded to the nearest 1,000 cy.
2.1.2 Waste Acceptance, Disposal, and Screening Requirements
The Sutton CCR Landfill is permitted to accept the following on-site waste types:
• Coal combustion residuals (CCRs) (including fly and bottom ash, pyrites and coal
mill rejects, and boiler slag);
• Waste water treatment sludge (WWTS);
• Petroleum Contaminated site soils; and
• Plant decommissioning -related materials.
The landfill owner or operator shall notify the Division within 24 hours of attempted
disposal of any wastes the landfill is not permitted to receive.
At a minimum, hazardous waste, yard trash, liquid wastes (except as noted in section 2.1.6),
regulated medical waste, sharps not properly packaged, polychlorinated biphenyls (PCB)
waste as defined in 40 Code of Federal Regulations (CFR) 761, and wastes banned from
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Approximate
Estimated Airspace
Estimated
Construction
Waste Footprint
Available for
Lifetime
Sequence
i
(acres)
Waste Disposal
(years)
(cy)2
Cell 3
10.1
840,787
0.9
Cell 4
9.2
810,807
0.8
Cell 5
8.9
766,286
0.7
a
Cell 6
9
806,715
0.7
Cell 7
9
818,223
0.8
Cell 8
9.9
902,372
0.9
Celli
7.1
457,857
1.2
w
Cell 2
7.9
549,967
1.3
Cell
10
916,989
1.5
M
Cell 10
9.5
1,038,598
1.5
Cell 11
10.5
840,385
1.6
Totals
101.1
8,748,987
11.9
Notes:
1. Within the limit of waste of the respective phase and rounded to the nearest tenth of an acre.
2. Rounded to the nearest 1,000 cy.
2.1.2 Waste Acceptance, Disposal, and Screening Requirements
The Sutton CCR Landfill is permitted to accept the following on-site waste types:
• Coal combustion residuals (CCRs) (including fly and bottom ash, pyrites and coal
mill rejects, and boiler slag);
• Waste water treatment sludge (WWTS);
• Petroleum Contaminated site soils; and
• Plant decommissioning -related materials.
The landfill owner or operator shall notify the Division within 24 hours of attempted
disposal of any wastes the landfill is not permitted to receive.
At a minimum, hazardous waste, yard trash, liquid wastes (except as noted in section 2.1.6),
regulated medical waste, sharps not properly packaged, polychlorinated biphenyls (PCB)
waste as defined in 40 Code of Federal Regulations (CFR) 761, and wastes banned from
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disposal in North Carolina by General Statute 130A -309.10(f), must not be accepted at the
landfill.
Asbestos waste will not be disposed of in the landfill.
The removal of waste from the landfill is prohibited without owner approval. Waste will be
hauled and disposed of by dedicated and consistent operators from the waste source to the
landfill.
Access to the interim waste storage location(s) (e.g., fly ash stockpiles, etc.), haul routes,
and landfill are restricted; therefore, no screening of waste is recommended.
2.1.3 Construction and Demolition (C&D) Waste and Land Clearing and Inert
Debris (LCID)
The Sutton CCR Landfill may receive construction and demolition waste, land clearing
waste, inert debris, untreated wood, and yard trash (leaves, sticks) resulting from operations
at Sutton. These materials shall not be placed within 25 ft of the exterior slopes. Waste will
be placed on the smallest active face as practical and compacted with a dozer as densely as
practical. Specific monitoring and in-place density testing of C&D waste and LCID is not
required. Compacted C&D waste and LCID will be covered as described in Section 2.1.8.1.
2.1.3.1 Operation Cover — C&D Waste
When the C&D waste disposal area exceeds one-half acre, and at least weekly, the
compacted C&D waste will be covered with a minimum of 6 inches of earthen material
(e.g., soils, CCR)
2.1.3.2 Operational Cover — Other Wastes
For wastes other than asbestos waste and C&D waste, operational cover consisting of soil
will be applied as needed for dust control and stormwater management. The operations
cover may be applied at a thickness suited to its purpose. For example, the operational soil
cover may be applied in thinner layers to provide dust control and it may be applied in
thicker layers where protection from surface erosion is desired. Dust control measures shall
be provided in accordance with the Dust Control Plan.
2.1.4 Vacuum Truck Waste
Vacuum truck waste shall consist of permitted waste materials as described in Section 2.1.
- - a ___ --_- __ _ r r- r -----_, --1 ------------- � � i _vistially ser-eened and immediately r-effieved from the vaetttim tfuek waste after- the waste
-
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The consistency of the vacuum truck waste may vary from a relatively dry state to a
relatively wet, fluid-like state. Vacuum truck waste material shall be moisture conditioned
by initial decanting of excess moisture from the waste or by mixing the waste with fly ash,
bottom ash, or gypsum materials depending on its consistency. The vacuum truck waste
shall be placed and spread in maximum 6 -inch lifts near the center of the operational area.
The vacuum truck waste shall not be placed within 50 feet horizontally from exterior landfill
slopes or within 50 feet of chimney drain structure locations. The vacuum truck waste
material shall be thoroughly mixed with fly ash or bottom ash during waste placement using
a dozer or other similar grading equipment to provide additional moisture conditioning prior
to compaction. In-place density testing of the vacuum truck waste materials is not required.
Vacuum truck waste shall only be placed within the landfill during landfill operating hours
when landfill operator personnel are present. The vacuum contractor shall coordinate
vacuum truck waste placement with landfill operator personnel.
A Vacuum Truck Waste Disposal Log shall be used to document vacuum waste placement
within the landfill. A Vacuum Truck Waste Disposal Log shall be used to verify the origin
of vacuum truck waste and will include the date, time, weather conditions, estimated waste
volume, visual waste screening and non -permitted waste removal, and Operator
representative approval. The Vacuum Truck Waste Disposal Log may be modified as
needed by the Owner or Operator to provide additional site specific operations information.
The estimated volume of vacuum truck waste generated will be documented by the landfill
operator along with monthly truck scale log records to estimate the cumulative vacuum truck
waste transported and placed within the landfill.
Dust control measures shall be provided for the vacuum truck waste in accordance with the
Dust Control Plan.
2.1.5 Dust, Litter, Odor, and Vector Control
Litter, odors, and vectors are not anticipated to be concerns at the Sutton CCR Landfill. The
waste placed in the landfill does not attract vectors, and wind-blown material is not
anticipated to be a problem. Odors are typically not a problem at CCR waste landfills.
Dust control is addressed in the Dust Control Plan included as Attachment 1. Generally,
dust control measures will be implemented when necessary, and will include at a minimum
watering of dusty roads and exposed work areas. Other measures include physical measures
such as fencing and/or berms, temporary covers like tarps, spraying dust suppressants, and
modifying the active work area. Additionally, interim cover will be seeded within 7 days in
accordance with Erosion and Sediment Control requirements.
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2.1.6 Fire Control
Geosyntec°
corrsultants
No open burning shall be permitted at the Sutton Onsite CCR Landfill. There are no
explosive gas concerns with CCR, ash waste/sludge, or mill rejects; therefore, the threat of
fire is considered to be minimal.
Although it is unlikely, if a fire occurs at the landfill, the Station Control Room (phone
number: 910-341-4754) shall be notified, and equipment and stockpiled soil shall be
provided to control accidental fires. Sutton personnel will notify the local fire department
which will be immediately dispatched to assist with fire control. Any fire that occurs at the
landfill shall be reported to the Division within 24 hours and a written notification will be
submitted within 15 days by the Station Sponsor for Landfill Operations.
2.1.7 Landfill Sequencing
The Sutton Onsite CCR Landfill will be developed in se"eaee—hap ses, from Phase 1
through Phase 3. The three phases are subdivided into 11 cells which could be constructed
sequentially (e.g., Cell 3 then Cell 4), in alternate order (e.g., Cell 3 then Cell 2 then Cell 4),
or at the same time. Fef exaffiple, Phase 1 is subdivided into six eells. Phase 1 has
mately five yeafs of life, Phase 2 has appfaxifaately 3 yeafs of life, and Phase 3 has
,
afld the life of a phase is dependent an disposal r-a4es.
•
2.1.8 Waste Placement
Waste generated at Sutton is transported from the CCR Basins and interim CCR stockpile
areas to the landfill by using dump trucks and/or conveyor systems. C&D and LCID waste
shall be stockpiled separate from CCR and will transported to the landfill using dump trucks.
Upon reaching the active face of the landfill, the waste is dumped from the trucks which
then exit the landfill returning to the interim waste storage areas. The interim waste storage
areas, haul roads, and landfill are located within secured areas at Sutton.
The landfill surface shall be graded to promote separation between surface water and contact
water. The landfill surface shall be graded to promote contact water drainage to the contact
water collection system (e.g., chimney drains). No waste shall be placed in standing water.
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2.1.8 Waste Placement
Waste generated at Sutton is transported from the CCR Basins and interim CCR stockpile
areas to the landfill by using dump trucks and/or conveyor systems. C&D and LCID waste
shall be stockpiled separate from CCR and will transported to the landfill using dump trucks.
Upon reaching the active face of the landfill, the waste is dumped from the trucks which
then exit the landfill returning to the interim waste storage areas. The interim waste storage
areas, haul roads, and landfill are located within secured areas at Sutton.
The landfill surface shall be graded to promote separation between surface water and contact
water. The landfill surface shall be graded to promote contact water drainage to the contact
water collection system (e.g., chimney drains). No waste shall be placed in standing water.
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2.1.9 Compaction Requirements and Testing
After the waste is placed on the active face, the waste will be placed in consecutive,
approximate 1 -foot thick lifts that do not exceed a 10 -foot operational lift. Prior to
compaction of an existing lift, the existing and new material should be adequately blended.
In -Place Density and Moisture Content Testing
In-place density and moisture content testing shall be performed at a minimum frequency of
one test per 10,000 cubic yards (or one test per 270,000 square feet per 12 -inch thick lift).
Waste shall be compacted to a minimum 95 percent of its Standard Proctor (ASTM D 698)
maximum dry density. Compacted moisture content shall be within 5 percent of the
material's optimum moisture content as determined by ASTM D 698. If field density tests
indicate that the relative compaction or moisture content requirements are not met, the
material shall be moisture conditioned and/or re -worked and re -tested until the compaction
density and moisture requirements are met. The field density testing report should
document any failing tests and re -work required to meet testing requirements.
In-place density tests shall be performed using the Sand Cone Method (ASTM D 1556),
Drive -Cylinder Method (ASTM D 2937), or Nuclear Method (ASTM D 6938). If the
nuclear method is selected, a minimum of one comparison density test using the Sand Cone
or Drive Cylinder method shall be performed for every five nuclear density tests, and
correlations between the test methods shall be developed and reviewed by the Engineer. A
sample of ash material shall be collected from each density test location and placed in a
sealed container for subsequent field and laboratory moisture testing.
A family of Proctor curves shall be developed for the on-site ash material as standard
Proctor moisture -density tests are performed as a reference for the field density testing. A
minimum of one (1) one -point field Proctor test shall be performed for each day of field
density testing. Additional one -point field Proctors shall be performed if the material
changes. A material change is defined when the maximum dry density of the referenced
standard Proctor test varies by more than 2 pounds per cubic foot (pcf). If the estimated
standard Proctor maximum dry density based on the results of one -point Proctor testing
indicates that the maximum dry density varies by more than 5 pcf from the nearest
representative standard Proctor moisture -density relationship, an additional bulk sample of
ash material shall be obtained and standard Proctor testing shall be performed for the sample
as a reference for the field density testing.
Field moisture content testing shall be performed for each density test using the Direct
Heating Method (ASTM D 4959). The Nuclear Method (ASTM D 6938) shall not be used
for moisture content testing on the ash material. Comparison laboratory moisture content
testing shall be performed using the Oven Method (ASTM D 2216), at an oven temperature
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of 60 degrees Celsius. The laboratory moisture content shall control in the event of a
discrepancy between laboratory moisture content and in-place moisture content.
Laboratory Testing
Laboratory moisture content testing shall be performed in conjunction with the field density
testing as described above. The laboratory moisture content testing shall be performed using
the Oven Method (ASTM D 2216), at an oven temperature of 60 degrees Celsius.
Standard Proctor moisture -density relationship (ASTM D 698) testing shall be performed at
a minimum frequency of one test for every 50,000 cubic yards of material placed. As
previously mentioned, additional standard Proctor samples shall be obtained and tested if
one -point Proctor testing indicates that the estimated maximum dry density of the material
varies by more than 5 pcf from the nearest representative standard Proctor moisture -density
relationship as determined by the one -point Proctor method.
2.1.10 Cover Requirements
2.1.10.1 Operational Cover
Operational soil cover should be applied, as needed, for dust control and stormwater
management. If needed, operational soil cover should be applied at a thickness suited to its
purpose. For example, operational soil cover may be applied thinner to provide dust control
and it may be applied thicker to tolerate erosion. Operational covers to provide dust control
shall be as described in the Dust Control Plan in Attachment 1.
Downdrains, tack -on benches, and chimney drains will be installed and extended as
appropriate. Soil diversion berms will be used to direct water as appropriate.
Waste will be covered with interim and final cover as applicable, in accordance with the
following sections in this plan. Operational soil cover is not required, provided the Dust
Control Plan included as Attachment 1 is followed.
2.1.10.2 Interim Cover
A 12 -inch thick interim cover layer shall be placed on exterior slopes and areas where final
grades have been reached and/or areas where waste placement will be inactive for 12
months or more. Interim cover will be seeded within 7 days in accordance with Erosion and
Sediment Control requirements. Vegetation shall be removed and the interim cover soil
shall be scarified or removed prior to placing any overlying waste.
Fef at:eas whet:e waste plaeement will be inaetive for- 12 months or- more, inter-iffl soil eove
2.1.10.3 Final Cover
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The final cover system for the Sutton Onsite CCR Landfill will be completed within 180
days following the beginning of closure activities unless otherwise approved by the
Division.
The final cover will consist of (from top to bottom): (i) 6 -in thick vegetative cover; (ii) 18 -in
thick cap protective layer; (iii) geocomposite drainage layer; (iv) 40 -mil thick double -sided
textured linear low density polyethylene (LLDPE) geomembrane; and (v) 6 -in thick
intermediate soil cover/bedding layer. Should grading be required prior to closure, the final
cover system (beginning with LLDPE geomembrane) may be installed directly on waste.
The vegetative layer will consist of on-site soil suitable for maintaining grass cover and
controlling erosion. Surface water that percolates through the vegetative layer and 18 -inch
thick compacted soil layer will be collected by the geocomposite drainage layer. The cover
system stormwater management structures will collect both infiltration and surface water
runoff. The final cover will be vegetated with native grasses within six months following
closure.
Refer to the Closure/Post-Closure Plan for final cover specifications and maintenance and
operations requirements (Attachment 2).
2.2 Leachate and Contact Water Management
As previously described, the landfill has been designed to provide separation of contact
water from non -contact water. Contact water will be treated as leachate; however, the
method of conveyance varies depending on the contributing source of the contact water.
Generally, leachate can be described as liquid which has percolated through the waste mass
and is collected by the geocomposite drainage layer along the bottom of the landfill.
Contact water can be described as being generated from the following sources:
• Exposed waste within the landfill (Source 1);
• Slope access roads surfaced with bottom ash (Source 2); and
• Perimeter access roads between the point of landfill egress and the CCR Basins
(Source 3).
2.2.1 Contact Water Source 1
Contact water source 1 consists of water which has contacted exposed waste within the
landfill. Exposed waste within the landfill will be graded to drain towards vertical chimney
drains which will then convey the contact water into the leachate collection system.
2.2.2 Contact Water Source 2
Contact water source 2 consists of water which has contacted the slope access roads. Slope
access roads provide access from the perimeter access road to the active landfill face. The
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slope access roads will be used as haul roads during operations and will be located at the
final buildout slope access road locations.
During operations, slope access roads may be surfaced with CCR; therefore, water runoff
from the slope access roads will be treated as contact water. The slope access roads which
terminate at the perimeter access road will convey contact water to contact water
conveyance zones. Tack -on benches will extend parallel to the slope access road ditches to
intercept non -contact water from up -gradient slopes.
2.2.3 Contact Water Source 3
Contact water source 3 consists of water which has contacted perimeter access roads
between the point of landfill egress and the Sutton CCR basins. This definition of contact
water addresses the potential for waste to be tracked onto perimeter access roads as trucks
leave the active face of the landfill between the point of egress and the CCR Basins. CCR to
be disposed of in the Sutton CCR Landfill will primarily originate from the onsite CCR
basins; therefore, a wheel wash is not deemed necessary for landfill operations. However,
care will be exercised to minimize CCR tracking outside of the landfill and CCR basins
footprint. Additionally, upon closure of the Sutton CCR basins, haul roads and perimeter
access roads will be mitigated accordingly.
2.3 Leachate Collection System (LCS)
The leachate collection system has been designed to meet the performance criteria of
providing less than 1 foot of leachate head on the liner system under normal operating
conditions and conveying contact water ran -off generated by the 25 -year, 24-hour storm
event. The leachate collection system generally consists of the following components:
• Leachate collection system pipes and drainage layers within the landfill;
• Sumps at the low points of each phase of the landfill;
• Force main and appurtenant structures (pumps, valves, etc.);
• Leachate storage tanks; and
• Leachate load out facility.
Each landfill cell is equipped with leachate collection system (LCS) pipes located directly
above the geocomposite drainage layer that collect infiltration, chimney drain flows, and
contact water flows. The LCS pipes convey leachate and contact stormwater flows by
gravity to collection sumps for removal. Clean -outs have been provided at the ends of the
leachate header pipes in the event that the leachate collection and removal pipes become
clogged.
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Sumps are located at the low point of the landfill cells. Cells 1 through 11 will have one
sump each, which will convey leachate to the leachate force main via side slope risers and
pumps.
Sutton CCR Landfill was designed with one dually contained leachate force main
connecting each cell to the leachate storage area.
Leachate from the landfill will be stored temporarily at the on-site leachate storage area.
The on-site leachate storage area will consist of temporary or permanent above -ground
leachate storage tanks with secondary containment. The leachate storage tanks will provide
enough capacity to store 3 days of leachate generation, at the peak daily leachate generation
rate for the landfill.
Tanker trucks will transport leachate from Sutton to a wastewater treatment plant
periodically for off-site treatment and disposal.
The leachate storage area is located to the northeast corner of the Sutton CCR Landfill.
2.3.1 LCS Maintenance
The maintenance of the leachate management system's physical facilities (e.g., high-density
polyethylene (HDPE) piping, leachate storage area) and records will be performed by or
under the direct supervision of the Owner. Visual observations of the LCS system
performance will be made monthly to verify that the LCS is performing properly.
Clean-out pipes are located on the LCS leachate lateral and header pipes. LCS pipes will be
cleaned out by the use of a clean-out snake or high-pressure water flushing at least once a
year, and the LCS piping will be camera -inspected on a 5 -year frequency or sooner if
cleaning indicates a blockage in the leachate collection system pipes. A request to modify
the frequency of clean-out and camera inspections may be granted by the Division based on
consecutive inspection results and observed operating conditions.
2.3.2 LCS Record Keeping and Sampling
Records will be maintained documenting the leachate line maintenance. A composite
sample of untreated leachate will be sampled and analyzed at least semi-annually. The
composite sample will be collected from the leachate storage area and analyzed for the same
constituents in the approved monitoring plan. Results will be submitted to the Section
concurrent with groundwater test results.
2.3.3 Leak Detection System (LDS)
A leak detection system (LDS) has been incorporated into the design of the landfill. The
LDS consists of a secondary 60 mil HDPE liner system overlain by a secondary
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geocomposite drainage layer connected to a LDS sump. Flow collected in the sump will be
transferred to the leachate storage area via the leachate force main.
The LDS sump shall be equipped with a dedicated pump system. The LDS pump system
contains one low -flow pump. The LDS pump system shall operate automatically based on
level switches with a low level cutoff and high level run -start activation. Additionally, a
high level alarm shall be in place which will also have a high level activation. See the table
below for LDS specific sump operations levels. The LDS system control panels will be
equipped with visual and audible alarms programmed to identify sump liquid levels. The
alarms will be equipped with a test function.
The management of the leak detection system's physical facilities (consisting of piping and
flow meters) and records of monitoring will be performed by or under the direct supervision
of Duke.
2.3.4 LDS Maintenance
Periodic equipment maintenance shall be performed as recommended by the equipment
manufacturer. Equipment maintenance will consist of checking pumps, flow meters, valves,
connections, and other system equipment for leaks, corrosion, wear, scale buildup, improper
functioning, and other improper operations. Appropriate corrective measures shall be taken
when equipment is not operating properly.
Observations shall be made weekly to confirm the proper LDS system performance.
Weekly observations shall include, but not be limited to, checking pump function, verifying
flow meter function, testing visual and audible alarms, and monitoring for leaks.
Cleanout pipes are located at the ends of the LDS leachate header pipes. Leachate collection
pipes can be cleaned by flushing with high-pressure water from a hose or by snaking in the
case of severe blockages.
2.3.5 LDS Record Keeping and Monitoring
Flow will be measured at the discharge of the LDS sump by a totalizing flow meter. The
facility shall maintain records of monthly flow rate data from the LDS sump from the
activation of the cell drainage system and until the waste height reaches approximately 40
feet. From that point, flow rate data shall be collected on a quarterly basis until landfill
closure.
Annual monitoring is required during the post -closure care period. If the liquid levels in the
sump stays below the pump high level run -start (no pump flow) for more than 1 year, then
flow rates can be recorded annually. However, if at any time during post -closure care the
pump high level run -start level is exceeded on the semi-annual or annual schedules, the
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facility must return to monthly monitoring, until such time as the liquid level remains below
the pump high-level run start activation level for two consecutive months.
The purpose of LDS monitoring is to monitor if the leakage rates have been exceeded. To
determine if exceedances of the leakage rates have occurred, the facility must convert
monitored data to an average daily flow rate for the cell (in gallons per acre per day, gpad).
For example, the average daily flow rate in gpad is equal to the total monthly flow rate
divided by the number of days in the month, divided by the area of the cell in acres. If a
leakage rate is exceeded, then the Division must be notified.
2.3.6 LDS Response Action Plan
The purpose of the response action plan is to describe the necessary course of action in the
event the Initial Response Leakage Rate (IRLR) and/or the Action Leakage Rate (ALR) are
exceeded. In the event either the Initial Response Leakage Rate and or Action Leakage Rate
is exceeded, the following actions will be completed.
2.3.6.1 Initial Response Leakage Rate Exceedance
The Initial Response Leakage Rate (IRLR) is 108 gallons per acre per day (assuming two 2 -
mm diameter holes per acre); for the approximately 10 -acre cells of the Sutton CCR
Landfill. Should the ILR be exceeded, the following steps shall be taken:
1. Review physical equipment (pump and flow meter) function and data to confirm
flow readings. Review operations to evaluate where operating equipment may have
contacted the landfill liner or how landfill operations may have influenced the
exceedance. If the exceedance is confirmed, the cell LDS flow shall be recorded
daily. Should the daily monitored LDS flow exceed the IRLR or ALR after the initial
exceedance, operational responses may include: the reduction of active face area;
grading to provide improved drainage; and/or, the addition of interim soil cover.
2. Within 14 days of identifying that a leakage rate has been exceeded, the facility shall
contact the Division in writing. Daily LDS flow recording shall continue. Should
none of the daily measured LDS flow rates exceed the leakage rate within 14 days of
initial identification of the exceedance, monthly LDS flow averaging shall resume.
3. Within 30 days of identifying that a leakage rate has been exceeded, the facility shall
submit to the Division a written preliminary assessment which shall include at a
minimum:
• the amount of the liquid exceedance including initial measurement and daily
measurements, if necessary, to date;
• likely sources of the liquids;
• the possible leak location;
• the possible leak size;
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• the probable cause of the leak; and
• an outline of the short-term actions being taken and planned.
4. To the extent practicable, evaluate the location, size and cause of the leak; and assess
the potential for leakage escaping into the environment and its mobility. Leachate
quality shall be sampled, including a chemical analysis of LDS fluids, to evaluate
potential hazards (pH and RCRA metals).
2.3.6.2 Action Leakage Rate Exceedance
The Action Leakage Rate (ALR) is 216 gallons per acre per day (assuming two 2 -mm
diameter holes per acre); for an approximately 10 -acre cells at the Sutton CCR Landfill.
Should the ALR be exceeded, the following steps shall be taken:
1. Review physical equipment (pump and flow meter) function and data to confirm
flow readings. Review operations to evaluate where operating equipment may have
contacted the landfill liner or how landfill operations may have influenced the
exceedance. If the exceedance is confirmed, the cell LDS flow shall be recorded
daily. Should the daily monitored LDS flow exceed the IRLR or ALR after the initial
exceedance, operational responses may include: the reduction of active face area;
grading to provide improved drainage; and/or, the addition of interim soil cover.
2. Within 14 days of identifying that a leakage rate has been exceeded, the facility shall
contact the Division in writing. Daily LDS flow recording shall continue. Should
none of the daily measured LDS flow rates exceed the leakage rate within 14 days of
initial identification of the exceedance, monthly LDS flow averaging shall resume.
3. Within 30 days of identifying that a leakage rate has been exceeded, the facility shall
submit to the Division a written preliminary assessment which shall include at a
minimum:
• the amount of the liquid exceedance including initial measurement and daily
measurements, if necessary, to date;
• likely sources of the liquids;
• the possible leak location;
• the possible leak size;
• the probable cause of the leak; and
• an outline of the short-term actions being taken and planned.
4. To the extent practicable, evaluate the location, size and cause of the leak; and assess
the potential for leakage escaping into the environment and its mobility. Leachate
quality shall be sampled, including a chemical analysis of LDS fluids, to evaluate
potential hazards (pH and RCRA metals).
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 17 December 2015 (Rev. 1)

Operations Plan
L. V. Sutton Energy Complex Onsite CCR Landfill
GeosynteC D
consultants
5. When the ALR is exceeded, establish whether or not the unit should be closed or
receipt of waste should be curtailed; and conclude whether waste should be removed
from the unit for inspection, engineered controls, or repair of the liner and drainage
system. Evaluate and prepare to implement what other short-term or long-term
measures shall be taken to mitigate or stop any leaks according to the stage (early
operations, middle operations, or closed) of landfill development.
Within 60 days of identifying that the ALR has been exceeded, submit to the Division the
results of the evaluation performed and any actions taken as described above, and any
further measures planned. For as long as there is an exceedance of the action leakage rate,
the owner or operator shall submit monthly reports to the Division summarizing the results
of the remedial actions taken and further actions planned.
2.3.7 Contingency Plan
The leachate storage tanks will be provided with water level instrumentation and controls in
order to monitor and maintain sufficient storage capacity within the b at all times. A
the design leachate storage capacity in the event of s*afm
sttfges-(i.e., 35 -day storage contingency) combined with operational actions taken in
advance of major storm events will provide for adequate leachate storage capacity under
most conditions. Operational actions will include drawing down the levels in the leachate
storage tanks as much as practical in advance of an anticipated storm or large rainfall event
to maximize the dry storage volume available during the event. During and immediately
after a storm event. leachate removal and storaize tank drawdown will be maximized to
obtain low leachate levels within the storage area until leachate production levels return to
normal. Other Contingencies, such as lining up alternate leachate transporters, alternate
treatment facilities, installation of temporary cover systems to minimize infiltration,
procurement of frac tanks for temporary storage, etc. will be maintained in the operational
record. , and baeledp
2.4 Stormwater Collection Conveyance
Stormwater that does not come in contact with waste will be treated as non -contact water.
Non -contact water will be managed separately from contact water and may be used for dust
control or other operational purposes. The stormwater collection system has been designed
to pass the 25 -year, 24-hour storm event, and generally consists of the following
components:
• Surface water swales;
• Downdrains;
• Perimeter ditches; and
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 18 December 2015 (Rev. 1)

Operations Plan
L. V. Sutton Energy Complex Onsite CCR Landfill
• Surface water basins.
GeosynteC D
consultants
Interim cover will be placed over waste at the exterior side slopes. Swales will be graded
into the side slopes to convey non -contact surface water from the exterior side slopes to
downdrains. The swales and downdrains will be constructed and extended as operations
progress.
The downdrains discharge to perimeter ditches, which convey surface water to surface water
basins located north and south of the Sutton CCR Landfill. An interim surface water basin
will be constructed with Phase 2 along the southern portion of the landfill.
Stormwater collection and conveyance measures will be inspected every 7 days and within
24 hours of rainfall events of 0.5 inches or greater, and maintained such that necessary
repairs can be made as early as practical.
2.4.1 Stormwater Discharge
The stormwater system at the landfill was designed to assist in prevention of the discharge
of pollutants. Landfill operation shall not cause a discharge of pollutants into waters of the
United States, including wetlands, that violates any requirement of the Clean Water Act,
including, but not limited to NPDES requirements, pursuant to Section 402. In addition,
under the requirements of Section 404 of the Clean Water Act, the discharge of dredged or
fill material into waters of the state that would be in violation of the requirements shall not
be allowed by landfill operations.
Operations at the landfill shall not cause the discharge of a non -point source of pollution to
waters of the United States, including wetlands, that violates any requirement of an area -
wide or statewide water quality management plan that has been approved under Section 208
or 319 of the Clean Water Act, as amended.
2.5 Surface Water Basin Maintenance Requirements
All stormwater features (e.g., diversion ditches, berms, risers, discharge pipes, contact water
conveyance zones) will be inspected every 7 days and within 24 hours of rainfall events of
0.5 inches or greater, and documented monthly for signs of damage, settlement, clogging,
silt buildup, or washouts. If necessary, repairs to stormwater control features will be made
as early as practical.
2.6 Groundwater Monitoring Well Access Requirements
Groundwater monitoring wells are located around the landfill perimeter. A readily
accessible, unobstructed path shall be maintained so that monitoring wells may be accessed
using four-wheel drive vehicles. Care must be taken around the wells to prevent any
damage to the wells.
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 19 December 2015 (Rev. 1)

Operations Plan
L. V. Sutton Energy Complex Onsite CCR Landfill
2.7 Landfill Gas Management
GeosynteC D
consultants
Because of the nature of the waste to be placed in the Sutton CCR Landfill, the Owner does
not anticipate that methane or hydrogen sulfide gas will be generated or that odor will be an
issue during operations. Therefore, landfill gas monitoring and management is not
proposed.
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 20 December 2015 (Rev. 1)

Operations Plan GeosynteC D
L. V. Sutton Energy Complex Onsite CCR Landfill
consultants
3 EROSION AND SEDIMENTATION CONTROL
Erosion and sedimentation control (E&SC) during landfill operations will consist of
monitoring and repairing E&SC stormwater conveyance features and surface erosion as
defined in this Operations Plan and the active Erosion and Sediment Control Plan.
3.1 E&SC Measures Monitoring and Maintenance
Erosion control principles include:
• Disturbing as little area as practical at any one time for landfilling operations.
• Seeding/mulching of disturbed areas commencing as soon as practically possible.
Employing erosion control matting or seeding and mulch on steep slopes and other
erosion prone areas.
• Use of earthen berms, hay bales, wattles, silt fences, riprap, or equivalent devices
downgradient of disturbed areas, stockpiles, drainage pipe inlets and outlets, and at
intervals along grassed waterways, until such time as permanent vegetation is
established.
• Placement of riprap at the inlets and outlets of stormwater piping.
Erosion and sedimentation control structures include stormwater best management practice
(BMP) systems, sediment basins, ash runoff basins, contact water conveyance zones, and
channels. Stormwater BMP's, sediment basins, and ash runoff basins shall be inspected
every 7 days and within 24 hours of rainfall events of 0.5 inches or greater. Sediment shall
be removed from each structure when sediment accumulates to one half of the design depth.
Sediment removal shall bring BMP's to their original design depth. The BMP's, sediment
basins, embankments, spillways and outlets shall also be observed for erosion damage.
Necessary repairs shall be made immediately. Trash or debris within the riser structures or
outfalls shall be removed.
Channels shall be observed for damage every 7 days and within 24 hours or rainfall events
of 0.5 inches or greater. Riprap-lined channels and outlet protection aprons used to prevent
damage to channel vegetation shall be observed for washouts. Riprap shall be added to
these areas, as needed, to maintain the integrity of the structure.
Embankment slopes shall be inspected for erosion every 7 days and within 24 hours of
rainfall events of 0.5 inches or greater. The embankment slopes shall be mowed at least four
times a year. The embankment slopes shall be refertilized in the second year unless
vegetation growth is fully adequate. Damaged areas shall be reseeded, fertilized and
mulched immediately. Seeding, fertilizing, and mulching shall be in accordance with the
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 21 December 2015 (Rev. 1)

Operations Plan GeosynteC D
L. V. Sutton Energy Complex Onsite CCR Landfill
consultants
North Carolina Erosion and Sedimentation Control Guidelines and in accordance with the
active Erosion and Sediment Control Permit.
Ground stabilization shall be performed within 7 calendar days on perimeter areas and
slopes greater than 3H: IV. Ground stabilization shall be performed within 14 calendar days
in other areas. Seedbed preparation, seeding, soil amendments, and mulching for the
establishment of vegetative ground cover will be applied in accordance with North Carolina
Erosion and Sedimentation Control Guidelines.
3.2 Surface Erosion Monitoring
Adequate erosion control measures shall be established to help prevent sediment from
leaving the site. Channels will be observed once every seven days and within 24 hours after
any rainfall event of 0.5 inches or greater.
Slopes will be periodically checked for erosion and vegetative quality, fertilized, and
mowed. A slope or portion thereof shall be identified as needing maintenance if it meets
any one of the following conditions:
• Exposed waste on exterior slopes;
• Areas of cracking, sliding, or sloughing; or
• Areas of seepage.
Slopes identified as needing maintenance shall be repaired as soon as practical and as
appropriate to correct deficiencies. Repair activities may include re -dressing the slope,
filling in low areas, and/or seeding.
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 22 December 2015 (Rev. 1)

Operations Plan GeosynteC D
L. V. Sutton Energy Complex Onsite CCR Landfill
consultants
4 VEGETATION MANAGEMENT
Within six months after final termination of disposal operations at the site, the area shall be
stabilized with vegetation as required by design drawings and Closure/Post-Closure Plan.
Temporary seeding will be applied, as required.
Temporary erosion control measures may be required until permanent cover is established.
Mulching, until a vegetative cover is established, can stabilize areas where final grades have
been reached. Soil mulching can be achieved using wood chips, straw, hay, asphalt
emulsion, jute matting, and synthetic fibers. Mulches allow for greater water retention;
reduce the amount of runoff, retain seeds, fertilizer, and lime in place; and improve soil
moisture and temperature conditions.
4.1 Temporary Seeding
Temporary seeding and soil amendments will be applied as follows:
Common Name Botanical Name Rate Purpose Optimal
Planting Dates
Warm Season
German Millet Setaria Italica 10 Nurse Crop 4/15-8/15
Cool Season
Rye Grain Secale Cereale 10 Nurse Crop 8/15-4/15
Big Bluestein Andropgon Geradii / 7 Primary 12/1 -511
Earl Stabilization
Panicum Virgatum /
Switchgrass Blackwell, Shelter, Or 3.5 Primary 12/1-4/1
Carthage Stabilization
Virginia Wild Rye Elymus Virginicus 6 Primary 2/15-3/20
Stabilization And 9/1 - 11/1
Indian Woodoats Chasmanthium 2.5 Primary 2/15-3/20
Latifolium Stabilization And 9/1 - 11/1
Soil Amendments Pounds Per Acre
Agricultural limestone 2,000
Fertilizer (10-10-10) 1,000
Mulch 4,000
Note: Soil amendments are for all -season temporary seeding applications.
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 23 December 2015 (Rev. 1)

Operations Plan
L. V. Sutton Energy Complex Onsite CCR Landfill
4.2 Permanent Seeding
GeosynteC D
consultants
Permanent seeding will be utilized to reduce erosion and decrease sediment yield from
disturbed areas, to permanently stabilize such areas in a manner that is economical, adapts to
site conditions, and allow selection of the most appropriate plant materials. Seeding
recommendations from Tables 6.11a, 6.1 lb, and 6.11c (NCESC Design Manual, 2013) list
herbaceous plants recommended for use as nurse crops for immediate stabilization and
primary crops for initial and long-term stabilization. Nurse crops are expected to develop in
two to five weeks and, with adequate maintenance, be an effective method of soil
stabilization for a period of six months to one year. Primary crops develop over a three-
week to one-year period and are effective up to three years with a well-defined maintenance
program. These tables were utilized to select a nurse crop and primary crop seed mix best
suited for site conditions. Permanent seeding may be applied to landfill side slopes,
drainage channels, as indicated on the Permit Drawings and in accordance with the
Technical Specifications.
Soil Amendments Pounds Per Acre
Agricultural limestone 4,000
Fertilizer (10-10-10) 1,000
Mulch 4,000
Note: Perform soil test to determine proper soil amendments; if not available, use the
quantities above.
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 24 December 2015 (Rev. 1)

Operations Plan GeosynteC D
L. V. Sutton Energy Complex Onsite CCR Landfill
consultants
5 LANDFILL CLOSURE
The Sutton CCR Landfill will be closed in accordance with the design drawings and
Closure/Post-Closure Plan. The Closure/Post-Closure Plan outlines the sequence for
closing the landfill and the post -closure maintenance activities. Closure is designed to
minimize the need for long-term maintenance and to control the post -closure release of
contaminants. Closure activities may be revised as appropriate for materials, specifications,
technology advancements, or changes in regulations at the time the landfill is closed or in
post -closure. In general, the landfill development is designed so that final cover can be
established as soon as possible.
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 25 December 2015 (Rev. 1)

Operations Plan
L. V. Sutton Energy Complex Onsite CCR Landfill
REQUIRED REGULATORY SUBMITTALS
GeosynteC D
consultants
Submittal
Requirement
Reporting/Action
Frequency
Maintain a record of all monitoring events and
analytical data in accordance with the
Groundwater
Groundwater Monitoring Plan. Reports of the
Monitoring
analytical data for each water quality monitoring
Semiannually
Reports
sampling event shall be submitted to DENR
Division of Waste Management (DWM) in a
timely manner.
Tons of waste received and disposed of in the
landfill shall be reported to the DWM and to all
Annually
Annual
Tonnage
counties from which waste was accepted on
Must submit no
Reports
forms prescribed by the DWM. Refer to the
later than August 1
Permit to Operate for annual reporting
each year
requirement information.
Per North Carolina G.S. 130A -309.09D (c):
10 -year plan
• A 10 -year waste management plan shall
prepared every 10
be developed for this landfill and
years
10 -Year Waste
submitted to DWM.
10 -year plan
Management
g
• The plan shall be updated and submitted
updated every 3
Plan
to DWM at least every three years.
years
• A report on the implementation of the
plan is required to be submitted to DWM
Implementation
by August 1 of each year.
report annually
GC5770\Operations Plan -Sutton LF-TR-Ol.docx 26 December 2015 (Rev. 1)

ATTACHMENT D
UPDATED PERMIT DRAWINGS

10
O
I L J Y J V I V

0
L
C
x
10
F
my
0
i�
1 I 2 I 3 4 I 5 I 6 I 7 I 8
LEGEND
— —
PROPERTY BOUNDARY
EXISTING GROUND ELEVATION
CONTOURS IN OBSCURED AREAS
(NOTE 1, 2, AND, 4)
EXISTING GROUND ELEVATION
CONTOURS IN OPEN AREAS
(NOTES 1 AND 2)
--------------------------
AERIAL MAPPING LIMIT (NOTE 6)
— —
DRAINAGE CENTERLINE (NOTE 2)
—XXXXXXX)x
FENCE LINE (NOTE 2)
GRAVEL / DIRT PATH (NOTE 2)
x 191.1
SPOT ELEVATION (NOTES 1, 2, AND 4)
X 193.4
SPOT ELEVATION ESTIMATED
(est.)
IN OBSCURED AREAS (NOTES 1, 2, AND 4)
TREE / BRUSH LINE (NOTE 2)
O O X
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
(NOTES 2 AND 3)
UTILITY POLE (NOTES 2 AND 3)
OE
OVERHEAD ELECTRICAL TRANSMISSION LINE
WATER (NOTE 5)
ASH BASIN/COOLING POND BOUNDARY
(APPROXIMATE)
1 1 2
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE
GRID SYSTEM, NAD83. ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON
PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON 17
APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON THE
IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON
WHETHER PUBLIC OR PRIVATE, IS BASED ON PHOTOGRAMMETRIC
MAPPING AND IS APPROXIMATE. IT IS THE USERS RESPONSIBILITY
TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN
OR CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN
OBSCURED AREAS ARE COMPILED FROM LIMITED
PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS
ARE FOR REFERENCE ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC
SURVEYS CONDUCTED BY WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE
FROM A LIDAR SURVEY DATED APRIL 2007 OBTAINED FROM THE
NORTH CAROLINA DOT GIS WEBSITE. CONTOURS AND
TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED
FROM AN AERIAL SURVEY DATED MARCH 2015 (FLOWN 17 APRIL
2014) AND WERE OBTAINED FROM WSP.
3
N
0 300' 600'
SCALE IN FEET
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
4 5 1 6
)
LAY OF LAND AREA
(LOLA) BOUNDARY
BOUNDARY
r
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
TITLE:
Geosyntec"
considtantS OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
TOPOGRAPHIC MAP
(� DUKE
ENERGY
PROGRESS
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
,A GAR `■,
dQ .Fes
g�©. �',y DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02PO20
42284
SIGNATURJ Q REVIEWED BY: MAO DRAWING NO.:
• ��'GINE�. •: G�l�r
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1 2 3 4 5 1 6
7 8
LEGEND
— —
PROPERTY BOUNDARY
EXISTING GROUND ELEVATION
CONTOURS IN OBSCURED AREAS (NOTE 1, 2, AND 4)
EXISTING GROUND ELEVATION
CONTOURS IN OPEN AREAS (NOTE 1 AND 2)
----------------------
AERIAL MAPPING LIMIT (NOTE 6)
— —
DRAINAGE CENTERLINE (NOTE 2)
-XXX—XX—XX—X-
FENCE LINE (NOTE 2)
GRAVEL / DIRT PATH (NOTE 2)
X 191.1
SPOT ELEVATION (NOTES 1, 2, AND 4)
X 193.4
SPOT ELEVATION ESTIMATED
Mesta
IN OBSCURED AREAS (NOTES 1, 2, AND 4)
TREE / BRUSH LINE (NOTE 2)
O 0 x
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
(NOTE 2 AND 3)
UTILITY POLE (NOTE 2 AND 3)
DE
OVERHEAD ELECTRICAL TRANSMISSION LINE
WATER (NOTE 5)
ASH BASIN/COOLING POND BOUNDARY (APPROXIMATE)
FEMA FLOOD ZONE AE (NOTE 7)
w w
WETLANDS - NATIONAL WETLAND INVENTORY
(NOTE 8)
WETLANDS - SURVEYED (NOTE 9)
HAND AUGER
CONE PENETRATION TEST
IZf
SEISMIC CONE PENETRATION TEST
GEO-PROBE
BORING
■
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MONITORING WELL
WATER SUPPLY WELL
®
ABANDONED WATER SUPPLY WELL
A
STAFF GAUGE
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NAD83.
ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON THE
IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE, IS
BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY WSP
IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY DATED
APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS AND
TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL SURVEY
DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND ARE
SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2 JUNE
2006.
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH
AND WILDLIFE SERVICE WEBSITE.
9. WETLANDS WERE OBTAINED FROM FIELD DELINEATION BY GEOSYNTEC AND PROVIDED IN A
DRAWING DATED 4 MARCH 2015 BASED ON FIELD SURVEY BY WSP.
A DEC 2015 I REVISED PER NCDEQ COMMENTS I JWO I VMD I
REVDI ATE DESCRIPTION DRN APP
TITLE:
Geosptec"
consultants OF INC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
(� DUKE
ENERGY
PROGRESS
EXISTING CONDITIONS PLAN
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
�'CA1Q+ r+r
.t r
! `r
0�SjO •�s�, DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P030
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� DATE t' f' 1' DAM,"'`' APPROVED BY: VMD 3 _O F 35
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fW-x6 k—�X �2° P-97,/■PZ-7 PZ -11 {PZ -15 �BOMAWT-3LAUNCH ACCESS �ROADS
PZ - MW -24C -SPT-4 (TO BE RELOCATED) �(BMW-35C
— PZ -1 LA -SPT -2, � MW 23C fJ
M!�W -y28yB
fP�-2PZ-4� MW -22C �v oOO�omo OoO pp0o�y�Oo
o o
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a
p
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BMW-7CXXn MW 3B
qpz-los) <
> — \
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Iy
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/ �
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1
f
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r
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�I
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1
p •
► �I ��._ /� �,�
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GP -14 SGP -15, �.MW-14 x o
G_P-GP-Xo
N
N o 444��r
y 7 a yX M b.
■PZ -101 '` k k SCPT-6 k x o
n
SGP -2 n k
■PZ-5B'Z-5A X
ASG 1 a Q `� Al /
^. �°
C'.
1.. o V _ - a. /,. " � • o k
kSCPT-5A
w w SPT -6 0 =�1z 5° ak GP-13GP-3 x ° SGP -1 SGP X k X k
•SG - 3 � � `f PZ -6A' �, PZ -INT ' _ „ M J k � k o 0 C� � MW -15
Sf w �\ SGP -12 n ° PZ -105 P� CD
\
20 � � ,.� SPT-9/PZ-INT � X <.
a �- � � o HA -004 -PZ -105 �, o `� °� �� 1�a �
PZ -613 1. k o x a °° \ G
w op�`� w `� �t BMW -15D
\ w o ? k n X k o
x
SPT -13 ti �
o po bii� k h
a �N o MB -1 v B-3�� x m /
n
CPT -5a k a k x X X HA -3-1 "o k w k/
X �J \ ,/-
' PZ -108S HA -004-B-3 THA -3-2 k
/ k e <,
6 a o k" PZ -108D / w k J IJ
COOLING POND SCPT 3AI� F - MW -13
SPT -1 ,
PZ -104 = ��.� HA -004 -PZ -106 MW -13D
\ �` o. m o my. % -WG P-8
HA -005 -PZ -104 k\ GP 5 r ti m
i�' �''',-PZ -,106%
LEGEND NOTES:
E — — PROPERTY BOUNDARY FEMA FLOOD ZONE AE (NOTE 7) 1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NAD83. E
ELEVATIONS ARE BASED ON NAVD88.
EXISTING GROUND ELEVATION FEMA FLOOD ZONE X (NOTE 7) A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
CONTOURS IN OBSCURED AREAS (NOTE 1, 2, AND 4) 2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF REV DATE DESCRIPTION DRN APP
w w WETLANDS - NATIONAL WETLAND INVENTORY IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
EXISTING GROUND ELEVATION (NOTE 8) THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
CONTOURS IN OPEN AREAS (NOTE 1 AND 2) Geosyntec" DUKE
a WETLANDS -SURVEYED (NOTE 9) 3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
---------------------- AERIAL MAPPING LIMIT (NOTE 6) IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS N
Lo HAND AUGER RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR consultants OF NC, PC
— — DRAINAGE CENTERLINE (NOTE 2) CONSTRUCTION. 1300 SOUTH MINT STREET, SUITE 410ENEInk 3% Y Q
oCONE PENETRATION TEST CHARLOTTE, NC 28203 USA
X X X X IE XX—x— FENCE LINE (NOTE 2) 4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE 0 300' 600' PHONE: [phone] PROGRESS
!S} SEISMIC CONE PENETRATION TEST COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17 LICENSE NO.:C 3500
— — — — — — — — — — — GRAVEL / DIRT PATH (NOTE 2) APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE SCALE IN FEET TITLE:
- - - - - - - - - - - � GEO-PROBE ONLY. SITE CHARACTERIZATION PLAN
o X191.1 SPOT ELEVATION (NOTE 1, 2, AND 4) 5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
BORING
193.4 SPOT ELEVATION ESTIMATED WSP IN JUNE 2014. PROJECT:
a X (esO IN OBSCURED AREAS (NOTE 1, 2, AND 4) ■ PIEZOMETER CONSTRUCTION PERMIT APPLICATION DRAWINGS
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY ONSITE CCR DISPOSAL FACILITY
ILLZ TREE /BRUSH LINE (NOTE 2) MONITORING WELL DATED APRIL 2007 AND FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS AND
Lu SURVEY DATED MARCH 2015 (APHY WITHIN THE FLOWN IAL MAPPING
PAPRILI 2 14) AND WEMIT WERE RE OBTAINED
FROM WSP. SITE: L.V. SUTTON ENERGY COMPLEX
O O x UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS (3 WATER SUPPLY WELL
o F (NOTE 2 AND 3) 7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND WILMINGTON, NORTH CAROLINA 28401 F
o ® ABANDONED WATER SUPPLY WELL ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
UTILITY POLE (NOTE 2 AND 3) JUNE 2006.DESIGN BY: VMD DATE: AUGUST 2015
AL STAFF GAUGE
OE OVERHEAD ELECTRICAL TRANSMISSION LINE �(M CAgo
[If
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH ;��Ey� ......jessj© /,y'•_ DRAWN BY: JWO PROJECT NO.: GC5770
AND WILDLIFE SERVICE WEBSITE. '�'
w WATER (NOTE 5)
9. WETLANDS WERE OBTAINED FROM FIELD DELINEATION BY GEOSYNTEC AND PROVIDED INA = CHECKED BY: VMD FILE: GC5770.02P040
ASH BASIN/COOLING POND BOUNDARY DRAWING DATED 4 MARCH 2015 BASED ON FIELD SURVEY BY WSP. _ 4228`
� , (APPROXIMATE) SIGNATIJI� ; ` �` REVIEWED BY: MAO DRAWING NO.:
Z� FOR PERMIT ONLY NOT FOR CONSTRUCTION ���
o al ,, M. DAM ,��` APPROVED BY: VMD OF 35
o �;GINeV b
Y DATE �r,,KiitMloo
1 2 3 4 5 6 7 8

0
W
F
?306 000
1 1 2
0
h� 25
N 30
v
3
00 �
N F2 308 000
4 1 5
o0
ODW-14 O DW -15 (PRW-1) o
�s
M
1.1
3DW-8
ao ODW-7
W
�00
3
7
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F? 3'p
O PRW-3 �5 Op0
�-/ 3 PRW-7
w � _
ODW-13 /
NHC-SW11
00
\-3PRW-4� \ ONHC-SW3
500' WELL BUFFER \\ / / / \ \
O DW -11 -
.� � \� 3PRW-6
500' WELL BUFFER Cn
/ \
500'WELLBUFFE /
1000
oLo O00,
NHC-SW4 \
s \ o ODW 9'
rQ
// \\ 25 \0 a0 I I OPRW-5
N
\ / �5 \ ^� LIMIT OF DISTURBANCE ODW �o SITE ENTRANCE AERIAL MAPPING LIMIT
PROPOSED LANDFILL FOOTPRINT (NOTE 6)
- - - - - (101.11 ACRES)
- _ _
15. 16.9,E k 1� T h L - - - _
x DW-2_�� DW -3 r OE A,4.7 DW -4 -- -^- -----I'll I- N - --- - 2
�,. ✓ �� �\ \ \� k x k .__� k 19.3 - = Z -'[u.8 a k NY�Mt�- -.� - - - - - - - - - -
/ \
�; 6.s Z° k S ,.--. � � �, ONHC SW
DW -1 W-11 _ - a BMW -31 B^ MVV -12 \ �i Nk k� PROPERTY BOUNDARY
^ �. x MW 1
' m I \
!14.8 17.6 ° X 1 \ % p'
x 25.7 .i -
zos o
i
PZ -61D PZ -14 - - - - - - xr ac - 2° N �J--- - -----
N'
M
-
- - - - - - - - ^ O
^W 33C
MLA-PZ-2■PZ-23 I : �. X• x, I D /� LA -SPT -5 I x N
■PZ -18 I i I k �,• ;��: z°.J x
■PZ -25 i x I I I LA -SPT -6
_ _ _ - - - - I X I I I ',' ' ■ ■ LA -PZ -4
�1
i
PZ -5X .X.:' -I LA -PZ -3 I I I� I ■ I MW -32C ko o
NORTH SURFACE ` (I ■ ■ PZ -9I I k Al I I a I I/LIP'
s WATER POND :PZ -1X I ■PZ -13 I MW -24B I : x�N I I I x o{x
(11.85 ACRES) I ■PZ -17 _k +SPTt11 I s' ^ • • , I �' �
2 I k ^k` O PZ -19 I 4 I LA -SPT -3 I O MW 10 I 11 3° 00o o
^k
F107- :7 PZ -11 f�Z-15 ■ O I I I k b N: 8O I ■PZ -27 y ®a Q
I I ♦ VW -35C
MW -2f CLIA -SPT -4 : � � I ^
Y
k ----------1 LA -PZ -1 LA -SPT -2
- :•.� a oho
I °-tA=�PT-7---1------------1 I /R I BMW -23C I BMW -28B Om
P
I I � x I I �x
ti
LEACHATE, --------- ------- .. Ih �,iC k P W 3 o0 0
C - PZ -4X PZ -10D k^ - - =-- - �rr�2r------ T ---'--- J----��-------�- r _
STORAGE AREA - �{--' - �I #��/_3B MW -22C BMW -7C
�- - - `; �✓ - - SPT 10- - PZ -26. k - - - - - - �t1v- 3A - ! MW -22B �M x
_ - - -
k 143 `MW -10 �._-PZ-20 MW -34C' �"� ',� - - - - _ W -2A - - - MW -28C ko
�°
5.4 ,PERIMETER-- PERIMETER= 8� " - - - _
�i ,s.TMW-34B BMW -6C---- --- --- ----- - --- ��� ^ x
1 .ACCESS ROAD t SWALE N iPZ-24
6.3
N N --- !� x �8 �■ PZ -28 : M W 2A x x l M W-7 B
Nx h ` / o ��MW-21C
04 0 p I - - - - - 5 - - k // ,,�x MW -26 x.; l2°a SOUTH SURFACEk . a
_ = 0 ` - - - - - - - - - - - _ k ^ N MW -2C \ I x WATER POND x
1 PZ -2B- GWPZ-2B�-■PZ-1B n "1984 ASH BASIN k
■GWPZ-4B1 MW -1A (10.54 ACRES •
50' TRANSMISSION z° °: GWPZ-3B BOUNDARY_
LINE BUFFER
SGPT -2. PZ -1A 3 �5N I - PZ -103• -PZ -103
11
V
F
0
LU
z
0
0
K
O
Construction Sequence
Approximate
Waste Footprint
(acres)
Estimated Airspace
Available for Waste
Disposal (cy)
Estimated
Lifetime (years)
- -
Cell 3
10.1
840,787
0.9
EXISTING GROUND ELEVATION
Cell 4
9.2
810,807
0.8
Cell 5
8.9
766,286
0.7
Phase 1
Cell 6
9.0
806,715
0.7
Cell 7
9.0
818,223
0.8
Cell 8
9.9
902,372
0.9
Cell 1
7.1
457,857
1.2
Phase 2
Cell 2
7.9
549,967
1.3
Cell 9
10.0
916,989
1.5
Phase 3
Cell 10
9.5
1,038,598
1.5
!ZI
Cell 11
10.5
840,385
1.6
Totals
101.1
8,748,987
11.9
■GW.11 - - 40 4° - SPT -4 _ $CPT -3 MW -1B"
CPT -6A � � \ I
°2 �
PZ -1 B
0 9MW 18 °(
I _ � �l -, MW -17
BMW -27C 1971 ASH BASIN I a k BOAT LAUNCH ACCESS ROADS �N x x M j X
x IxSCPT-4 BOUNDARY i \
k (TO BE RELOCATED) _ p x o x
15 40MW-36C x N
I'\� -Ir S�SCPT-1 , °`' �_� �, _ JEDR-5
_ � ° - � " - SPT -7
70\ I CPT -4 tik= \ PZ -102 x �k �N °e x M X ^ Mk SPT -14 �� ^ \ MW -16D -� L LAY OF LAND AREA
\ x x \ (LOLA) BOUNDARY
_b
^ k
w �� k o a k _ , �. SG
- 4
CPT -7A x x xhN. a h' CPT
-4A ^ z o GP -17
GP -16 GP -6 "k x o x Ala h
QV " h° kGP-14 MW-1=�
■PZ -4B k x x Gh _P -16A -WGP-15, SGP-7 ^ xo
h
■PZ -101 x k kSGPT-6 x k o
� x
■ PZ-5B'Z-5A \ SG 1 a Q Gp k k "x
k x SGPT -5A '° k (I(
a v x
- 4 y MB -2
-OSP` _�� 5°
•SG "x v -WGP-3 I*GP-1
�x GP -13 oZITQSGP x kk k MW
-15
-3 PZ-6-OSPT-9/PZ-INw SGP -12 PZ -105
20 ^.
k x a a o HA -004 -PZ -105
o k tet, 1
■PZ -6B, k o x �° ���0 w v�
BMW -15D
o
\ �_;� k x a x k//� / x � � m �.
k
2 a x < �1 .wGP-10
4GP-11, ,SPT
COOLING POND
RCPT -5 a k
PZ -104
�SHA-005-PZ-1_074*
lJ IV
° PZ -108S HA-004-BJ-�6 HA -3-2
k� k �" PZ -108D w
SCPT 3A!c SPT-1� ` MW -13/
SPT- 8 _.. ��_v ' '��k� �r tio�5 � '� % SGP -8 HA-004-PZ-106/,o� MW -13D
-WGP-5 ` k PZ -106- ��
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NAD83.
ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS N
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE 0 300' 600'
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE SCALE IN FEET
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL
SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH
AND WILDLIFE SERVICE WEBSITE.
9. WETLANDS WERE OBTAINED FROM FIELD DELINEATION BY GEOSYNTEC AND PROVIDED IN A
DRAWING DATED 4 MARCH 2015 BASED ON FIELD SURVEY BY WSP.
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
4 5 1 6
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
Geosyntec" DUKE
consultantsOF NC, PC ENE1nk%','w3%vT 1300 SOUTH MINT STREET, SUITE 410Q
CHARLOTTE, NC 28203 USA
PHONE: [phone] PROGRESS
LICENSE NO.:C-3500
_E:
SITE DEVELOPMENT PLAN
>JECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
Jti1 CA,go
0 *eS5jp�9 n' ; DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P050
42284 -
SIGNATkib ` REVIEWED BY: MAO DRAWING NO.:
SAE , M- flAM '*. APPROVED BY: VMD 5 35
DATE '�+.ilii.!......' OF
7 8
0
i
C
0
E
F
LEGEND
- -
PROPERTY BOUNDARY
FEMA FLOOD ZONE AE (NOTE 7)
EXISTING GROUND ELEVATION
FEMA FLOOD ZONE X (NOTE 7)
CONTOURS IN OBSCURED AREAS (NOTE 1, 2, AND 4)
w w
WETLANDS - NATIONAL WETLAND INVENTORY
EXISTING GROUND ELEVATION
(NOTE 8)
CONTOURS IN OPEN AREAS (NOTE 1 AND 2)
WETLANDS -SURVEYED (NOTE 9)
----------------------
AERIAL MAPPING LIMIT (NOTE 6)
HAND AUGER
- -
DRAINAGE CENTERLINE (NOTE 2)
CONE PENETRATION TEST
-XX -X XIXX-X_
FENCE LINE (NOTE 2)
!ZI
SEISMIC CONE PENETRATION TEST
GRAVEL / DIRT PATH (NOTE 2)
GEO-PROBE
X 191.1
SPOT ELEVATION (NOTE 1, 2, AND 4)
BORING
X 993.4
SPOT ELEVATION ESTIMATED
(est.)
IN OBSCURED AREAS (NOTE 1, 2, AND 4)
■
PIEZOMETER
TREE / BRUSH LINE (NOTE 2)
MONITORING WELL
O O X
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
(3
WATER SUPPLY WELL
(NOTE 2 AND 3)
®
ABANDONED WATER SUPPLY WELL
UTILITY POLE (NOTE 2 AND 3)
AL
STAFF GAUGE
OE
OVERHEAD ELECTRICAL TRANSMISSION LINE
DISPOSAL AREA
WATER (NOTE 5)
SURFACE WATER PONDS
ASH BASIN/COOLING POND BOUNDARY
(APPROXIMATE)
LEACHATE STORAGE AREA
RCPT -5 a k
PZ -104
�SHA-005-PZ-1_074*
lJ IV
° PZ -108S HA-004-BJ-�6 HA -3-2
k� k �" PZ -108D w
SCPT 3A!c SPT-1� ` MW -13/
SPT- 8 _.. ��_v ' '��k� �r tio�5 � '� % SGP -8 HA-004-PZ-106/,o� MW -13D
-WGP-5 ` k PZ -106- ��
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NAD83.
ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS N
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE 0 300' 600'
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE SCALE IN FEET
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL
SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH
AND WILDLIFE SERVICE WEBSITE.
9. WETLANDS WERE OBTAINED FROM FIELD DELINEATION BY GEOSYNTEC AND PROVIDED IN A
DRAWING DATED 4 MARCH 2015 BASED ON FIELD SURVEY BY WSP.
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
4 5 1 6
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
Geosyntec" DUKE
consultantsOF NC, PC ENE1nk%','w3%vT 1300 SOUTH MINT STREET, SUITE 410Q
CHARLOTTE, NC 28203 USA
PHONE: [phone] PROGRESS
LICENSE NO.:C-3500
_E:
SITE DEVELOPMENT PLAN
>JECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
Jti1 CA,go
0 *eS5jp�9 n' ; DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P050
42284 -
SIGNATkib ` REVIEWED BY: MAO DRAWING NO.:
SAE , M- flAM '*. APPROVED BY: VMD 5 35
DATE '�+.ilii.!......' OF
7 8
0
i
C
0
E
F

1 I 2 I 3 4 I 5 I 6 I 7 I 8
GRADES SHOWN
ON THIS SHEET
24" PROTECTIVE SOIL LAYER
0
%/12" 10 i i i i i i i -5 CM/S COMPACTED SOIL LAYERS/�
NOT TO SCALE
c
x
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NAD83.
ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL
SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH
AND WILDLIFE SERVICE WEBSITE.
)
F23l0
000
(LOLA) BOUNDARY
i_ '
BOUNDARY
r
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1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
(� DUKE
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PROGRESS
TOP OF SUBGRADE GRADING PLAN
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IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
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SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
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A DEC 2015 I REVISED PER NCDEQ COMMENTS I JWO I VMD I
REV DI ATE DESCRIPTION DRN APP
N
0 300' 600'
SCALE IN FEET TITLE:
Geosptec"
consultants OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
(� DUKE
ENERGY
PROGRESS
TOP OF SUBGRADE GRADING PLAN
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
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ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
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SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
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REV DI ATE DESCRIPTION DRN APP
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0 300' 600'
SCALE IN FEET TITLE:
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consultants OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
(� DUKE
ENERGY
PROGRESS
TOP OF LINER GRADING PLAN
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(NOTE 8)
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IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL
SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH
AND WILDLIFE SERVICE WEBSITE.
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BOUNDARY
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A DEC 2015 I REVISED PER NCDEQ COMMENTS I JWO I VMD I
REV DI ATE DESCRIPTION DRN APP
N
0 300' 600'
SCALE IN FEET TITLE:
Geosptec"
consultants OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
(� DUKE
ENERGY
PROGRESS
TOP OF LINER GRADING PLAN
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
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ELEVATIONS ARE BASED ON NAVD88.
EXISTING GROUND ELEVATION FEMA FLOOD ZONE X (NOTE 7) A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
CONTOURS IN OBSCURED AREAS (NOTE 1, 2, AND 4) 2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF REV DATE DESCRIPTION DRN APP
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Z
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ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL
SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH
AND WILDLIFE SERVICE WEBSITE.
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A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
TITLE:
Geosptec
'',
consultants OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
(> DUKE
ENERGY.:
PROGRESS
FINAL COVER SYSTEM GRADING PLAN
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
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SYSTEM FORCE MAIN
3
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5
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NAD83.
ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL
SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH
AND WILDLIFE SERVICE WEBSITE.
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SCALE IN FEET
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
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BOUNDARY
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A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
TITLE:
Geosptec
'',
consultants OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
(> DUKE
ENERGY.:
PROGRESS
FINAL COVER SYSTEM GRADING PLAN
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
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w w WETLANDS - NATIONAL WETLAND INVENTORY
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— —
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O O x
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
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OE
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E!
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE
PLANE GRID SYSTEM, NAD83. ELEVATIONS ARE BASED ON
NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON
PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON
17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE
ON THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON
WHETHER PUBLIC OR PRIVATE, IS BASED ON
PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS
THE USERS RESPONSIBILITY TO VERIFY LOCATION PRIOR TO
COMMENCEMENT OF ANY DESIGN OR CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS
SHOWN IN OBSCURED AREAS ARE COMPILED FROM LIMITED
PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE
17 APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED
AREAS ARE FOR REFERENCE ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC
SURVEYS CONDUCTED BY WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT
ARE FROM A LIDAR SURVEY DATED APRIL 2007 OBTAINED
FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE
OBTAINED FROM AN AERIAL SURVEY DATED MARCH 2015
(FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER
COUNTY GIS WEBSITE AND ARE SHOWN IN REFERENCE TO
FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
5
1.1
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS
OBTAINED FROM THE US FISH AND WILDLIFE SERVICE
WEBSITE.
9. PHASE 1 AIRSPACE EQUAL TO APPROXIMATELY 4,631,063
CUBIC YARDS.
10. CHIMNEY DRAIN LOCATIONS ARE FOR REPRESENTATION
PURPOSES ONLY AND SUBJECT TO CHANGE BASED ON
OPERATION AND FILLING CONDITIONS. CHIMNEY DRAINS
MAY BE INSTALLED DURING INITIAL STAGES OF FILLING EACH
CELL. WHEN APPLICABLE, CHIMNEY DRAINS SHALL BE
EXTENDED WHEN APPROXIMATELY FOUR (4) FEET OF PIPE
REMAINS ABOVE THE CCR. ACTUAL NEED FOR CHIMNEY
DRAINS WILL BE EVALUATED BASED ON OPERATIONAL
EFFICIENCY OF THE LEACHATE COLLECTION SYSTEM AND
DISPOSAL RATES.
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REV DATE DESCRIPTION DRN APP
TITLE:
Geosptec"
consultants OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
PHASING PLAN 1
(� DUKE
ENERGY
PROGRESS
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
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---------------------- AERIAL MAPPING LIMIT (NOTE 6)
— — DRAINAGE CENTERLINE (NOTE 2)
—>>E—X X Ili X X X_ FENCE LINE (NOTE 2)
GRAVEL / DIRT PATH (NOTE 2)
X 191.1 SPOT ELEVATION (NOTE 1, 2, AND 4)
X 993.4 SPOT ELEVATION ESTIMATED
(est) IN OBSCURED AREAS (NOTE 1, 2, AND 4)
TREE / BRUSH LINE (NOTE 2)
O O x UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
F
(NOTE 2 AND 3)
UTILITY POLE (NOTE 2 AND 3)
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ASH BASIN/COOLING POND BOUNDARY
(APPROXIMATE)
1 1 2
W
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NOTES:
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS
FEMA FLOOD ZONE AE (NOTE 7) 1. COORDINATES ARE BASED ON NORTH CAROLINA STATE OBTAINED FROM THE US FISH AND WILDLIFE SERVICE E
PLANE GRID SYSTEM, NAD83. ELEVATIONS ARE BASED ON WEBSITE.
FEMA FLOOD ZONE X (NOTE 7) NAVD88. A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
9. PHASE 1 AND 2 AIRSPACE EQUAL TO APPROXIMATELY REV DATE DESCRIPTION DRN APP
WETLANDS - NATIONAL WETLAND INVENTORY 2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON 5,598,897 CUBIC YARDS.
(NOTE 8) PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON
17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE 10. CHIMNEY DRAIN LOCATIONS ARE FOR REPRESENTATION�UKE
80 PROPOSED LANDFILL CONTOUR ON THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION. PURPOSES ONLY AND SUBJECT TO CHANGE BASED ON Geosyntec'
OPERATION AND FILLING CONDITIONS. CHIMNEY DRAINS
O CHIMNEY DRAIN (NOTE 10) 3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON MAY BE INSTALLED DURING INITIAL STAGES OF FILLING EACH consultants OF NC, PC ENERC.7'
�
WHETHER PUBLIC OR PRIVATE, IS BASED ON CELL. WHEN APPLICABLE, CHIMNEY DRAINS SHALL BE 1300 SOUTH MINT STREET, SUITE 410
PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS EXTENDED WHEN APPROXIMATELY FOUR (4) FEET OF PIPE CHARLOTTE, INC 28203 USA
THE USERS RESPONSIBILITY TO VERIFY LOCATION PRIOR TO REMAINS ABOVE THE CCR. ACTUAL NEED FOR CHIMNEY PHONE: [phone] PROGRESS
COMMENCEMENT OF ANY DESIGN OR CONSTRUCTION. DRAINS WILL BE EVALUATED BASED ON OPERATIONAL LICENSE NO.:C-3500
EFFICIENCY OF THE LEACHATE COLLECTION SYSTEM AND TITLE:
4. DASHESHOWNDIN OBSCURS AND URED AREASIMATED ARE COMPILED EDLFROMIONS LIMITED DISPOSAL RATES. PHASING PLAN 2
PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE
17 APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED PROJECT:
AREAS ARE FOR REFERENCE ONLY. CONSTRUCTION PERMIT APPLICATION DRAWINGS
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC N ONSITE CCR DISPOSAL FACILITY
SURVEYS CONDUCTED BY WSP IN JUNE 2014. SITE: L.V. SUTTON ENERGY COMPLEX
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT 0 300' 600' WILMINGTON, NORTH CAROLINA 28401 F
ARE FROM A LIDAR SURVEY DATED APRIL 2007 OBTAINED
FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS SCALE IN FEET DESIGN BY: VMD DATE: AUGUST 2015
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE s",,,,,,,
OBTAINED FROM AN AERIAL SURVEY DATED MARCH 2015 *,■ ��A CAp
(FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP. ;' �O�'ssr t''L DRAWN BY: JWO PROJECT NO.: GC5770
.QO yy
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CHECKED BY: VMD FILE: GC5770.02P120
COUNTY GIS WEBSITE AND ARE SHOWN IN REFERENCE TO 2$4 _
FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2 SIGNATUIEv'•,
JUNE 2006. ;� �Q`= REVIEWED BY: MAO DRAWING NO.:
FOR PERMIT ONLY, NOT FOR CONSTRUCTION-� ,, APPROVED BY: VMD 12 OF 35
DATE +1 ++yr0
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9
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CAP PROTECTIVE LAYER
FlfflT 10' (MIN) -
40 -mil HDPE CCR J
TEXTURED
GEOMEMBRANE
NOT TO SCALE
LEGEND
E
— —
PROPERTY BOUNDARY
EXISTING GROUND ELEVATION
CONTOURS IN OBSCURED AREAS (NOTE 1, 2, AND 4)
EXISTING GROUND ELEVATION
CONTOURS IN OPEN AREAS (NOTE 1 AND 2)
----------------------
AERIAL MAPPING LIMIT (NOTE 6)
U
— —
DRAINAGE CENTERLINE (NOTE 2)
0
o
—X X X X IE XX—x—
FENCE LINE (NOTE 2)
0
Lo
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U-----------
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0
0
X191.1
SPOT ELEVATION (NOTE 1, 2, AND 4)
Q
U
X 993.4
SPOT ELEVATION ESTIMATED
a
J
(esti
IN OBSCURED AREAS (NOTE 1, 2, AND 4)
a
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uj
cn
O O
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
9 F
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Z
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w w
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2
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WETLANDS - NATIONAL WETLAND INVENTORY
(NOTE 8)
PROPOSED LANDFILL CONTOUR
CHIMNEY DRAIN (NOTE 10)
3
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE
PLANE GRID SYSTEM, NAD83. ELEVATIONS ARE BASED ON
NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON
PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON
17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE
ON THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON
WHETHER PUBLIC OR PRIVATE, IS BASED ON
PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS
THE USERS RESPONSIBILITY TO VERIFY LOCATION PRIOR TO
COMMENCEMENT OF ANY DESIGN OR CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS
SHOWN IN OBSCURED AREAS ARE COMPILED FROM LIMITED
PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE
17 APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED
AREAS ARE FOR REFERENCE ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC
SURVEYS CONDUCTED BY WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT
ARE FROM A LIDAR SURVEY DATED APRIL 2007 OBTAINED
FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE
OBTAINED FROM AN AERIAL SURVEY DATED MARCH 2015
(FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER
COUNTY GIS WEBSITE AND ARE SHOWN IN REFERENCE TO
FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
5
1.1
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS
OBTAINED FROM THE US FISH AND WILDLIFE SERVICE
WEBSITE.
9. PHASE 1, 2, AND 3 AIRSPACE EQUAL TO APPROXIMATELY
8,274,124 CUBIC YARDS.
10. CHIMNEY DRAIN LOCATIONS ARE FOR REPRESENTATION
PURPOSES ONLY AND SUBJECT TO CHANGE BASED ON
OPERATION AND FILLING CONDITIONS. CHIMNEY DRAINS
MAY BE INSTALLED DURING INITIAL STAGES OF FILLING EACH
CELL. WHEN APPLICABLE, CHIMNEY DRAINS SHALL BE
EXTENDED WHEN APPROXIMATELY FOUR (4) FEET OF PIPE
REMAINS ABOVE THE CCR. ACTUAL NEED FOR CHIMNEY
DRAINS WILL BE EVALUATED BASED ON OPERATIONAL
EFFICIENCY OF THE LEACHATE COLLECTION SYSTEM AND
DISPOSAL RATES.
N
0 300' 600'
SCALE IN FEET
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
5 1 6
7
\ J
�' �o 0
C• 0T
r
�A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REVDI ATE DESCRIPTION DRN APP
TITLE:
Geosptec"
consultants OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
PHASING PLAN 3
(� DUKE
ENERGY
PROGRESS
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
,'1''.��A GA,q
�('jQ`.-* . / DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P130
42284
SIGNATUIJ= REVIEWED BY: MAO DRAWING NO.:
pNGN ` GSC,.
IGemr ��,�' APPROVED BY: VMD 13 QF 35
DATE ",141''yDiA,+`'
7 8
0
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x
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F
my
1 I 2 I 3 4 I 5 I 6 7 I 8
GRADES SHOWN
ON THIS SHEET
24" PROTECTIVE SOIL LAYER
%/ i i i i i i i 12" 10 -5 CM/S COMPACTED SOIL LAYER-/"
NOT TO SCALE
— —
PROPERTY BOUNDARY
EXISTING GROUND ELEVATION
w w
CONTOURS IN OBSCURED AREAS (NOTE 1, 2, AND 4)
EXISTING GROUND ELEVATION
80
CONTOURS IN OPEN AREAS (NOTE 1 AND 2)
----------------------
AERIAL MAPPING LIMIT (NOTE 6)
— —
DRAINAGE CENTERLINE (NOTE 2)
—X X X X IE XX—x—
FENCE LINE (NOTE 2)
GRAVEL/DIRTPATH(NOTE2)
X 191.1
SPOT ELEVATION (NOTE 1, 2, AND 4)
X 193.4
SPOT ELEVATION ESTIMATED
(est.)
IN OBSCURED AREAS (NOTE 1, 2, AND 4)
TREE / BRUSH LINE (NOTE 2)
O O x
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
(NOTE 2 AND 3)
UTILITY POLE (NOTE 2 AND 3)
OE
OVERHEAD ELECTRICAL TRANSMISSION LINE
WATER (NOTE 5)
ASH BASIN/COOLING POND BOUNDARY
(APPROXIMATE)
LEGEND
OY
1 2 3
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NAD83.
ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS N
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE 0 300' 600'
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE SCALE IN FEET
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL
SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH
AND WILDLIFE SERVICE WEBSITE.
9. SEASONAL HIGH GROUNDWATER TABLE WAS CONSTRUCTED USING THE HIGHER OF THE
MODEL PREDICTED GROUNDWATER ELEVATIONS FROM THE NON PUMPING SCENARIO AS
DISCUSSED IN APPENDIX 7 OR THE HIGHEST MEASURED GROUNDWATERELEVATION
ETE
1996. ONLY, NOT FOR CONSTRUCTION
4 5 1 6
)
F23l0
000
BOUNDARY
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
TITLE:
Geosyntec"
considtantS OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
(� DUKE
ENERGY
PROGRESS
GROUNDWATER MONITORING PLAN
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
lvk 64,
dR O' FSS�, Vii'; DRAWN BY: JWO PROJECT NO.: GC5770
..
CHECKED BY: VMD FILE: GC5770.02P140
42284 '
SIGNATURE -6". ;'0`; REVIEWED BY: MAO DRAWING NO.:
eu-mfr+ +,++''1. flA ,�`� APPROVED BY: VMD 14 OF
35
DATE +rriitri
7 8
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FEMA FLOOD ZONE AE (NOTE 7)
FEMA FLOOD ZONE X (NOTE 7)
w w
WETLANDS - NATIONAL WETLAND INVENTORY
(NOTE 8)
80
PROPOSED LANDFILL CONTOUR
1 +0-
SEASONAL HIGH GROUNDWATER CONTOUR
(NOTE 9)
GROUNDWATER MONITORING WELL
OY
1 2 3
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NAD83.
ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE,
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS N
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE 0 300' 600'
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE SCALE IN FEET
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL
SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006.
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH
AND WILDLIFE SERVICE WEBSITE.
9. SEASONAL HIGH GROUNDWATER TABLE WAS CONSTRUCTED USING THE HIGHER OF THE
MODEL PREDICTED GROUNDWATER ELEVATIONS FROM THE NON PUMPING SCENARIO AS
DISCUSSED IN APPENDIX 7 OR THE HIGHEST MEASURED GROUNDWATERELEVATION
ETE
1996. ONLY, NOT FOR CONSTRUCTION
4 5 1 6
)
F23l0
000
BOUNDARY
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
TITLE:
Geosyntec"
considtantS OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
(� DUKE
ENERGY
PROGRESS
GROUNDWATER MONITORING PLAN
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
lvk 64,
dR O' FSS�, Vii'; DRAWN BY: JWO PROJECT NO.: GC5770
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CHECKED BY: VMD FILE: GC5770.02P140
42284 '
SIGNATURE -6". ;'0`; REVIEWED BY: MAO DRAWING NO.:
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/ / I 1111111 1111111
`25 20 / AERIAL MAPPING LIMIT 1811 O HDPE DOWN
26�/ (NOTE 6) DRAIN PIPE CULVERT S6 HP
SIDE SLOPE DRAINAGE TERRACE L-----------------------------------------_1
31 -j -/ 35
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230 NORTH POND n V k k 21
4 000 CONCRETE RISER �`k / 1 - -
28 \ LEACHATE STORAGE FACILITY 15�
3 _
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10
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2i 20 15 W
.� 15 15 � 10
V til
3
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NORTH OUTFALL
W/
30 15 'Lj
7s
20 3
W �\ lA,
m
PROPERTY BOUNDARY
EXISTING GROUND ELEVATION
CONTOURS IN OBSCURED AREAS (NOTE 1, 2, AND 4)
EXISTING GROUND ELEVATION
CONTOURS IN OPEN AREAS (NOTE 1 AND 2)
AERIAL MAPPING LIMIT (NOTE 6)
DRAINAGE CENTERLINE (NOTE 2)
FENCE LINE (NOTE 2)
GRAVEL / DIRT PATH (NOTE 2)
SPOT ELEVATION (NOTE 1, 2, AND 4)
SPOT ELEVATION ESTIMATED
IN OBSCURED AREAS (NOTE 1, 2, AND 4)
TREE / BRUSH LINE (NOTE 2)
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
(NOTE 2 AND 3)
UTILITY POLE (NOTE 2 AND 3)
OVERHEAD ELECTRICAL TRANSMISSION LINE
WATER (NOTE 5)
ASH BASIN/COOLING POND BOUNDARY
(APPROXIMATE)
LEGEND
1 ,'.� '��rca:�� ,�- � � I' �. _ - - _ _ _ - . . • ♦ � ♦ - • ♦ � � 1, � ������.� � j�`+�
� �� i'P p �t � � �'�� ��, � til' � - .• ��► �,;' i � • � . -
i� ��� � 1 I �t�iiit � i7 - � ♦ ♦ �_
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� •-'�l\\\�\ ����/' � � ', ` ;, ' � �' I �` �' a -iI�" ► ,!' ,
,.,r/ ►�
FEMA FLOOD ZONE AE (NOTE 7)
FEMA FLOOD ZONE X (NOTE 7)
WETLANDS - NATIONAL WETLAND INVENTORY
(NOTE 8)
HIGH POINT IN SIDE SLOPE DRAINAGE TERRACE
HIGH POINT IN PERIMETER DRAINAGE CHANNEL
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NAD83. E
ELEVATIONS ARE BASED ON NAVD88.
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF REV DATE DESCRIPTION DRN APP
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON
THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE, Geosyntec" DUKE
IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS N ENElnk%','w3%vT
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR consultantsOF NC, PC
CONSTRUCTION. 1300 SOUTH MINT STREET, SUITE 410Q
CHARLOTTE, NC 28203 USA
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE 0 300' 600' PHONE: [phone] PROGRESS —
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17 LICENSE NO.:C-3500
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE SCALE IN FEET TITLE:
ONLY. SURFACE WATER MANAGEMENT PLAN
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY
WSP IN JUNE 2014. PROJECT:
CONSTRUCTION PERMIT APPLICATION DRAWINGS
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY ONSITE CCR DISPOSAL FACILITY
DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS
TOPOGRAPHY
DATED MARCH 2
AND WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED
FROM AN
IAL SITE:
015 (FLOWN 17 APRIL 0 4) AND WERE OBTAINEDFROM WSP.
SURVEL.V. SUTTON ENERGY COMPLEX
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE AND WILMINGTON, NORTH CAROLINA 28401 F
ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST REVISED 2
JUNE 2006. DESIGN BY: VMD DATE: AUGUST 2015
4,�1Y 91111l,�I`
,•`'4.11A CA,q
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED FROM THE US FISH pF` .F$s�©. /, DRAWN BY: JWO PROJECT NO.: GC5770
AND WILDLIFE SERVICE WEBSITE.
CHECKED BY: VMD FILE: GC5770.02P150
42284
SIGNATURE Q ` REVIEWED BY: MAO DRAWING NO.:
/'."GINE. Cyd:
FOR PERMIT ONLY, NOT FOR CONSTRUCTION A� .`aM.{,•� APPROVED BY: VMD 15 OF 35
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ctD
CtD*
LEACHATE
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\ 0 0
EXISTING
GROUND
CULVERT N4
EMBANKMENT / \ INLET ELEV = 20.22'
CREST ELEV = 22.0' \ \\ OUTLET ELEV = 19.00'
/ 100 -YR EVENT
_ WATER ELEV = 19.8' \
25 -YR EVENT _ r
� ________ WATER ELEV = 1
/-a" --- NORTH POND
_CONCRETE RISER POND BASE ELEV. = 15.0' —
10
28 SEASONAL HIGH
NORTH POND OUTLET 32 GROUNDWATER
N
-10,
0+00 2+00 4+00 6+00 8+00 10+00 12+00 14+00 16+00 18+00 20+00
DISTANCE (FEET)
D SECTION
16 NORTH SURFACE WATER POND
SCALE: 1" = 200'
XREF:
50
40
30
20
10
Ill
' -10
22+00 24+00 26+00 28+00 29+00
--------------------
X X X X X X X
-------------------XXXXXXX
X 993.4
(est)
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0 0 x
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LEGEND
PROPERTY BOUNDARY
EXISTING GROUND ELEVATION
CONTOURS IN OBSCURED AREAS (NOTE 1, 2, AND 4)
EXISTING GROUND ELEVATION
CONTOURS IN OPEN AREAS (NOTE 1 AND 2)
AERIAL MAPPING LIMIT (NOTE 6)
DRAINAGE CENTERLINE (NOTE 2)
FENCE LINE (NOTE 2)
GRAVEL / DIRT PATH (NOTE 2)
SPOT ELEVATION (NOTE 1, 2, AND 4)
SPOT ELEVATION ESTIMATED
IN OBSCURED AREAS (NOTE 1, 2, AND 4)
TREE / BRUSH LINE (NOTE 2)
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
(NOTE 2 AND 3)
UTILITY POLE (NOTE 2 AND 3)
OVERHEAD ELECTRICAL TRANSMISSION LINE
WATER (NOTE 5)
PROPOSED LANDFILL CONTOUR
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
4 5 1 6
I VP' ur-ur1
ri17In,ein�r rrMMA�r
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N
0 100' 200'
SCALE IN FEET
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM, NAD83.
ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC MAPPING OF
IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON THE
IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR PRIVATE, IS
BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS THE USERS
RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED AREAS ARE
COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED BY WSP
IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR SURVEY DATED
APRIL 2007 AND FROM THE NORTH CAROLINA DOT GIS WEBSITE. CONTOURS AND
TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED FROM AN AERIAL SURVEY
DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
Geosptec" DUKE
consultants OF NC, PC ENElnk%','w3%vT
D
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone] PROGRESS
LICENSE NO.:C-3500
TITLE:
NORTH SURFACE WATER POND PLAN
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
A CAS' f!>I
1�
t3arGSBjp DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P160
} 42284
SIGNATUVI ' 4
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Air'. APPROVED BY: VMD 16 QF 35
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1 1 2 1 3 1 4 1 5 1 6
SECTION
7
0 100' 200'
SCALE IN FEET
�-ol
LEGEND
PROPERTY BOUNDARY
E - EXISTING GROUND ELEVATION
CONTOURS IN OBSCURED AREAS (NOTE 1, 2, AND 4)
EXISTING GROUND ELEVATION
CONTOURS IN OPEN AREAS (NOTE 1 AND 2)
---------------------- AERIAL MAPPING LIMIT (NOTE 6)
DRAINAGE CENTERLINE (NOTE 2)
—XXXXXXXx— FENCE LINE (NOTE 2)
— — — — — — — — — — ..
GRAVEL /DIRT PATH (NOTE 2)
X 191.1 SPOT ELEVATION (NOTE 1, 2, AND 4)
X 1934 SPOT ELEVATION ESTIMATED
(est) IN OBSCURED AREAS (NOTE 1, 2, AND 4)
TREE / BRUSH LINE (NOTE 2)
O O x UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
(NOTE 2 AND 3)
UTILITY POLE (NOTE 2 AND 3)
DE OVERHEAD ELECTRICAL TRANSMISSION LINE
WATER (NOTE 5)
FEMA FLOOD ZONE AE (NOTE 7)
20 PROPOSED LANDFILL CONTOUR
NOTES:
1. COORDINATES ARE BASED ON NORTH CAROLINA STATE PLANE GRID SYSTEM,
NAD83. ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON PHOTOGRAMMETRIC
MAPPING OF IMAGERY COLLECTED ON 17 APRIL 2014. DATA PROVIDED WHERE
CLEAR AND VISIBLE ON THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER PUBLIC OR
PRIVATE, IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS APPROXIMATE. IT IS
THE USERS RESPONSIBILITY TO VERIFY LOCATION PRIOR TO COMMENCEMENT OF
ANY DESIGN OR CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN OBSCURED
AREAS ARE COMPILED FROM LIMITED PHOTOGRAMMETRIC DATA DUE TO
CONDITIONS DURING THE 17 APRIL 2014 FLIGHT. INFORMATION SHOWN IN
OBSCURED AREAS ARE FOR REFERENCE ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS CONDUCTED
BY WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE AERIAL MAPPING LIMIT ARE FROM A LIDAR
SURVEY DATED APRIL 2007 AND FROM THE NORTH CAROLINA DOT GIS WEBSITE.
CONTOURS AND TOPOGRAPHY WITHIN THE AERIAL MAPPING LIMIT WERE OBTAINED
FROM AN AERIAL SURVEY DATED MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY GIS WEBSITE
AND ARE SHOWN IN REFERENCE TO FEMA FIRM MAP PANELS 3109 AND 3200, LAST
REVISED 2 JUNE 2006.
A DEC 2015 I REVISED PER NCDEQ COMMENTS I JWO I VMD I
REVDI ATE DESCRIPTION DRN APP
TITLE:
Geosptec"
consultants OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
(� DUKE
ENERGY
PROGRESS
SOUTH SURFACE WATER POND PLAN
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
17 SOUTH SURFACE WATER POND�Wrs
DESIGN BY: VMD
DATE: AUGUST 2015
ealarrfr
SCALE: 1" = 200'
�J� F ssi©
ti'.
1A
DRAWN BY: JWO
PROJECT NO.: GC5770
XREF:
qQ,o
oc
•
-
CHECKED BY: VMD
FILE: GC5770.02P160
42284
4
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DRAWING NO.:
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
p r '
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CONSTRUCTION SEQUENCING NOTES:
1. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT.
2. INSTALL PERIMETER BMPS (I.E., SEDIMENT FENCE).
3. CONSTRUCT NORTH POND AND INTERIM SOUTH POND SEDIMENT
BASINS (INCLUDING POROUS BAFFLES AND SKIMMERS).
4. CONSTRUCT PHASE 1.
a. LINER AND PERIMETER DRAINAGE CHANNELS (INCLUDING
ROCK INLET PROTECTION, CHECK DAMS, AND OUTLET
STABILIZATION STRUCTURES)
b. FILL LANDFILL
c. COVER (INCLUDING TEMPORARY SLOPE DRAINS AS NEEDED)
d. STABILIZATION (INCLUDING ROLLED EROSION CONTROL
PRODUCT, TEMPORARY SEEDING, AND PERMANENT SEEDING)
6. CONSTRUCT PHASE 2.
a. LINER AND PERIMETER DRAINAGE CHANNELS (INCLUDING
ROCK INLET PROTECTION, CHECK DAMS, AND OUTLET
STABILIZATION STRUCTURES)
b. FILL LANDFILL
c. COVER (INCLUDING TEMPORARY SLOPE DRAINS AS NEEDED)
d. STABILIZATION (INCLUDING ROLLED EROSION CONTROL
PRODUCT, TEMPORARY SEEDING, AND PERMANENT SEEDING)
J � o� F2 306
oma,
s
/2s
C° 27.4
EARTHEN BERM �.
32 '
°
25 ( 48 49 NORTH POND RISER i
STRUCTURE WITH
2 35 35 SKIMMER
s
OUTLET
STABILIZATION II k �a rr
STRUCTURE
COOLING POND
2 3
6. CONSTRUCT SOUTH POND SEDIMENT BASIN (INCLUDING POROUS
BAFFLES AND SKIMMER).
7. CONSTRUCT PHASE 3.
a. LINER AND PERIMETER DRAINAGE CHANNELS (INCLUDING
ROCK INLET PROTECTION, CHECK DAMS, AND OUTLET
STABILIZATION STRUCTURES)
b. FILL LANDFILL
c. COVER (INCLUDING TEMPORARY SLOPE DRAINS AS NEEDED)
d. STABILIZATION (INCLUDING ROLLED EROSION CONTROL
PRODUCT, TEMPORARY SEEDING, AND PERMANENT SEEDING)
8. CLEAN OUT SEDIMENT BASINS AND CONVERT TO DETENTION
PONDS.
9. STABILIZE REMAINING DISTURBED AREAS OF THE SITE IN
ACCORDANCE WITH PERMIT DRAWINGS AND TECHNICAL
SPECIFICATIONS.
10. REMOVE BMPS UPON FINAL STABILIZATION.
1 ' 2
4 1 5 6
RECP
MULCHING, PERMANENT SEEDING
EROSION AND SEDIMENT CONTROL SYMBOLOGY
DESCRIPTION SYMBOL
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE -EXIT 39
34
SEDIMENT FENCE 47 �®
34
SEDIMENT BASIN 48 Q
35
ROCK PIPE INLET PROTECTION 44
34
CHECK DAM 45
34
OUTLET STABILIZATION STRUCTURE 40
34
50
TEMPORARY SEEDING TS
35
PERMANENT SEEDING 51
35 PS
46
POROUS BAFFLE
34
TEMPORARY DIVERSIONS 42 T° To to To 'D
34
ROLLED EROSION CONTROL PRODUCT 41RECPRECPRECP-
34
43
TEMPORARY SLOPE DRAINS
34 TSD TSD � TSD TSD
52 T T T
TEMPORARY SEDIMENT TRAP
35
MULCHING @ 0MU
3
k x „ v -
a ji k 800k
Qv / N
^.
NOTES
7
1
��
F23l0
000
AERIAL MAPPING LIMIT (NOTE 6)
-/
N
-- ------
r_Gl
----__
v
Qovk `� ✓ ��
TEMPORARY SEDIMENT
TRAP #10
c6
LIMIT OF 1 \o h k
DISTURBANCE) k
(NOTE 17)�
I
o
o° MoD Sao �� 1
PROPOSED LANDFILL
k k FOOTPRINT 101 ACRES
k k �
OUTLET STABILIZATION STRUCTURE \
INTERIM SOUTH POND RISER 48 49 ryk
STRUCTURE WITH SKIMMER 35 35 k
MU TS MULCHING AND TEMPORARY
SEEDING (NOTE 18)
1971 ASH BASIN BOUNDARY
10.
THE PROJECT SITE IS LOCATED IN THE CAPE FEAR RIVER BASIN.
LEGEND
- -
PROPERTY BOUNDARY
GRID SYSTEM, NAD83. ELEVATIONS ARE BASED ON NAVD88.
EXISTING GROUND ELEVATION
SITE ENVIRONMENTAL COORDINATOR IS RESPONSIBLE FOR
CONTOURS IN OBSCURED AREAS
(NOTE 1, 2, AND, 4)
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON
EXISTING GROUND ELEVATION
CONTOURS IN OPEN AREAS
12.
(NOTES 1 AND 2)
--------------------------
AERIAL MAPPING LIMIT (NOTE 6)
- -
DRAINAGE BASIN DELINEATION
- _
DRAINAGE CENTERLINE (NOTE 2)
_X X X X X X X X
FENCE LINE (NOTE 2)
POST -DEVELOPMENT CONDITIONS.
GRAVEL / DIRT PATH (NOTE 2)
LIMIT OF DISTURBANCE
PUBLIC OR PRIVATE, IS BASED ON PHOTOGRAMMETRIC MAPPING AND
SPOT ELEVATION (NOTES 1, 2, AND 4)
TOTAL DISTURBED AREA IS 182.90 ACRES (119.33 ACRES, PHASE 1
SPOT ELEVATION ESTIMATED
IN OBSCURED AREAS (NOTES 1, 2, AND 4)
LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
TREE / BRUSH LINE (NOTE 2)
O 0 x
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
14.
(NOTES 2 AND 3)
UTILITY POLE (NOTES 2 AND 3)
dh I �L
WET AREA
WATER (NOTE 5)
OBSCURED AREAS ARE COMPILED FROM LIMITED
15.
FEMA FLOOD ZONE AE (NOTE 7)
PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
w w
WETLANDS - NATIONAL WETLAND INVENTORY
(NOTE 8)
80
PROPOSED LANDFILL CONTOUR
OE
OVERHEAD ELECTRICAL TRANSMISSION LINE
ASH BASIN/COOLING POND BOUNDARY
A
(APPROXIMATE)
1 ' 2
4 1 5 6
RECP
MULCHING, PERMANENT SEEDING
EROSION AND SEDIMENT CONTROL SYMBOLOGY
DESCRIPTION SYMBOL
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE -EXIT 39
34
SEDIMENT FENCE 47 �®
34
SEDIMENT BASIN 48 Q
35
ROCK PIPE INLET PROTECTION 44
34
CHECK DAM 45
34
OUTLET STABILIZATION STRUCTURE 40
34
50
TEMPORARY SEEDING TS
35
PERMANENT SEEDING 51
35 PS
46
POROUS BAFFLE
34
TEMPORARY DIVERSIONS 42 T° To to To 'D
34
ROLLED EROSION CONTROL PRODUCT 41RECPRECPRECP-
34
43
TEMPORARY SLOPE DRAINS
34 TSD TSD � TSD TSD
52 T T T
TEMPORARY SEDIMENT TRAP
35
MULCHING @ 0MU
3
k x „ v -
a ji k 800k
Qv / N
^.
NOTES
7
1
��
F23l0
000
AERIAL MAPPING LIMIT (NOTE 6)
-/
N
-- ------
r_Gl
----__
v
Qovk `� ✓ ��
TEMPORARY SEDIMENT
TRAP #10
c6
LIMIT OF 1 \o h k
DISTURBANCE) k
(NOTE 17)�
I
o
o° MoD Sao �� 1
PROPOSED LANDFILL
k k FOOTPRINT 101 ACRES
k k �
OUTLET STABILIZATION STRUCTURE \
INTERIM SOUTH POND RISER 48 49 ryk
STRUCTURE WITH SKIMMER 35 35 k
MU TS MULCHING AND TEMPORARY
SEEDING (NOTE 18)
1971 ASH BASIN BOUNDARY
OBTAINED FROM THE US FISH AND WILDLIFE SERVICE WEBSITE.
9. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE
WHERE LAND -DISTURBING ACTIVITIES HAVE TEMPORARILY OR
PERMANENTLY CEASED ACCORDING TO THE FOLLOWING SCHEDULE:
a. ALL PERIMETER DRAINAGE CHANNELS AND SLOPES STEEPER
THAN 3 HORIZONTAL TO 1 VERTICAL (3H:1V) SHALL BE PROVIDED
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND
COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7
CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
b. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY
OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON
AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS
FROM THE LAST LAND -DISTURBING ACTIVITY. FOR
PERMIT ONLY, NOT FOR CONSTRUCTION
4 5 6
PROJECT:
SITE:
BOUNDARY
(LOLA) BOUNDARY
N
0 300' 600'
SCALE IN FEET
DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
DATE DESCRIPTION DRN APP
Geosyntec' DUKE
consultantsOF NC, PC E
E
���
1300 SOUTH MINT STREET, SUITE 410 Q
CHARLOTTE, NC 28203 USA
PHONE: [phone] PROGRESS
LICENSE NO.:C-3500
EROSION AND SEDIMENT CONTROL PHASING PLAN 1
CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
....} f` O�
$f7�ESSljq �y9 ; DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P180
42284 =
SIGNAT ', Q
REVIEWED BY: MAO DRAWING NO.:
'G f NVQ; ATE
DM• i3 AM�,``. APPROVED BY: VMD 18
y OF 35
DATE ���°}
7 8
0
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0
E
F
10.
THE PROJECT SITE IS LOCATED IN THE CAPE FEAR RIVER BASIN.
1. COORDINATES ARE BASED UPON NORTH CAROLINA STATE PLANE
GRID SYSTEM, NAD83. ELEVATIONS ARE BASED ON NAVD88.
11.
SITE ENVIRONMENTAL COORDINATOR IS RESPONSIBLE FOR
MAINTENANCE AND CAN BE CONTACTED AT 910-520-9642.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON
PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON 17 APRIL
12.
ON-SITE SOILS WERE CONSERVATIVELY ASSUMED TO BE
2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON THE IMAGERY
HSG TYPE D SOILS WITHIN THE LANDFILL FOOTPRINT, AND OFF-SITE
IS WITHIN 2' OF ITS TRUE POSITION.
AREAS WERE ASSUMED TO BE HSG TYPE A SOILS FOR PRE- AND
POST -DEVELOPMENT CONDITIONS.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER
PUBLIC OR PRIVATE, IS BASED ON PHOTOGRAMMETRIC MAPPING AND
13.
TOTAL DISTURBED AREA IS 182.90 ACRES (119.33 ACRES, PHASE 1
IS APPROXIMATE ONLY. IT IS THE USERS RESPONSIBILITY TO VERIFY
ONLY).
LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
14.
TOTAL AREA TO BE STABILIZED WITH VEGETATION IS 78.14 ACRES
(PHASE 1 ONLY).
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN
OBSCURED AREAS ARE COMPILED FROM LIMITED
15.
RECEIVING WATER IS DISCHARGE CANAL TO THE CAPE FEAR RIVER.
PHOTOGRAMMETRIC DATA DUE TO CONDITIONS DURING THE 17
APRIL 2014 FLIGHT. INFORMATION SHOWN IN OBSCURED AREAS ARE
16.
PROJECT ENTRANCE IS LOCATED AT 34° 17'28" NORTH, 77° 58'41"
FOR REFERENCE ONLY.
WEST.
A
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC
17.
SEDIMENT FENCE AND LIMIT OF DISTURBANCE ARE OFFSET
REV
SURVEYS CONDUCTED BY WSP IN JUNE 2014.
FOR CLARITY.
6. CONTOURS SHOWN OUTSIDE THE MAPPING LIMIT ARE FROM A LIDAR
18.
PHASE 1 AND THE NORTH POND TO RECEIVE PERMANENT SEEDING.
SURVEY DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA
THE INTERIM SOUTH POND TO RECEIVE TEMPORARY SEEDING.
DOT GIS WEBSITE. CONTOURS AND TOPOGRAPHY WITHIN THE
MAPPING LIMIT WERE OBTAINED FROM AN AERIAL SURVEY DATED
19.
TEMPORARY SLOPE DRAINS TO BE PROVIDED AS REQUIRED AT THE
MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM
DISCRETION OF THE CONTRACTOR ON THE INTERMEDIATE COVER
WSP.
DURING WASTE FILLING OPERATIONS. ONCE FINAL COVER IS
INSTALLED FOR PHASE 2, PERMANENT SEEDING DOWN DRAINS AS
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY
SHOWN ON DRAWING 18, SURFACE WATER MANAGEMENT PLAN, ARE
TITLE:
GIS WEBSITE AND ARE SHOWN IN REFERENCE TO FEMA FIRM MAP
TO BE INSTALLED.
PANELS 3109 AND 3200, LAST REVISED 2 JUNE 2006.
20.
ROLLED EROSION CONTROL PRODUCT SHALL BE PLACED ON 3H:1 V
8 NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS
SIDE SLOPES OF THE LANDFILL
OBTAINED FROM THE US FISH AND WILDLIFE SERVICE WEBSITE.
9. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE
WHERE LAND -DISTURBING ACTIVITIES HAVE TEMPORARILY OR
PERMANENTLY CEASED ACCORDING TO THE FOLLOWING SCHEDULE:
a. ALL PERIMETER DRAINAGE CHANNELS AND SLOPES STEEPER
THAN 3 HORIZONTAL TO 1 VERTICAL (3H:1V) SHALL BE PROVIDED
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND
COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7
CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
b. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY
OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON
AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS
FROM THE LAST LAND -DISTURBING ACTIVITY. FOR
PERMIT ONLY, NOT FOR CONSTRUCTION
4 5 6
PROJECT:
SITE:
BOUNDARY
(LOLA) BOUNDARY
N
0 300' 600'
SCALE IN FEET
DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
DATE DESCRIPTION DRN APP
Geosyntec' DUKE
consultantsOF NC, PC E
E
���
1300 SOUTH MINT STREET, SUITE 410 Q
CHARLOTTE, NC 28203 USA
PHONE: [phone] PROGRESS
LICENSE NO.:C-3500
EROSION AND SEDIMENT CONTROL PHASING PLAN 1
CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
....} f` O�
$f7�ESSljq �y9 ; DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P180
42284 =
SIGNAT ', Q
REVIEWED BY: MAO DRAWING NO.:
'G f NVQ; ATE
DM• i3 AM�,``. APPROVED BY: VMD 18
y OF 35
DATE ���°}
7 8
0
C
0
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F

0
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m
E
F
�N
1
CONSTRUCTION SEQUENCING NOTES:
1. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT.
2. INSTALL PERIMETER BMPS (I.E., SEDIMENT FENCE).
3. CONSTRUCT NORTH POND AND INTERIM SOUTH POND SEDIMENT
BASINS (INCLUDING POROUS BAFFLES AND SKIMMERS).
4. CONSTRUCT PHASE 1.
a. LINER AND PERIMETER DRAINAGE CHANNELS (INCLUDING
ROCK INLET PROTECTION, CHECK DAMS, AND OUTLET
STABILIZATION STRUCTURES)
b. FILL LANDFILL
c. COVER (INCLUDING TEMPORARY SLOPE DRAINS AS NEEDED)
d. STABILIZATION (INCLUDING ROLLED EROSION CONTROL
PRODUCT, TEMPORARY SEEDING, AND PERMANENT SEEDING)
6. CONSTRUCT PHASE 2.
a. LINER AND PERIMETER DRAINAGE CHANNELS (INCLUDING
ROCK INLET PROTECTION, CHECK DAMS, AND OUTLET
STABILIZATION STRUCTURES)
b. FILL LANDFILL
c. COVER (INCLUDING TEMPORARY SLOPE DRAINS AS NEEDED)
d. STABILIZATION (INCLUDING ROLLED EROSION CONTROL
PRODUCT, TEMPORARY SEEDING, AND PERMANENT SEEDING)
J 0Q) �­30�
Off.
�V
Z
OUTLET
STABILIZATION
STRUCTURE
F0 -
COOLING POND
LEGEND
2 3
6. CONSTRUCT SOUTH POND SEDIMENT BASIN (INCLUDING POROUS
BAFFLES AND SKIMMER).
7. CONSTRUCT PHASE 3.
a. LINER AND PERIMETER DRAINAGE CHANNELS (INCLUDING
ROCK INLET PROTECTION, CHECK DAMS, AND OUTLET
STABILIZATION STRUCTURES)
b. FILL LANDFILL
c. COVER (INCLUDING TEMPORARY SLOPE DRAINS AS NEEDED)
d. STABILIZATION (INCLUDING ROLLED EROSION CONTROL
PRODUCT, TEMPORARY SEEDING, AND PERMANENT SEEDING)
8. CLEAN OUT SEDIMENT BASINS AND CONVERT TO DETENTION
PONDS.
9. STABILIZE REMAINING DISTURBED AREAS OF THE SITE IN
ACCORDANCE WITH PERMIT DRAWINGS AND TECHNICAL
SPECIFICATIONS.
10. REMOVE BMPS UPON FINAL STABILIZATION.
- -
PROPERTY BOUNDARY
EXISTING GROUND ELEVATION
CONTOURS IN OBSCURED AREAS
(NOTE 1, 2, AND, 4)
EXISTING GROUND ELEVATION
CONTOURS IN OPEN AREAS
(NOTES 1 AND 2)
--------------------------
AERIAL MAPPING LIMIT (NOTE 6)
- -
DRAINAGE BASIN DELINEATION
- -
DRAINAGE CENTERLINE (NOTE 2)
-XXXXXXXXX_
FENCE LINE (NOTE 2)
-------------
GRAVEL / DIRT PATH (NOTE 2)
LIMIT OF DISTURBANCE
SPOT ELEVATION (NOTES 1, 2, AND 4)
SPOT ELEVATION ESTIMATED
IN OBSCURED AREAS (NOTES 1, 2, AND 4)
TREE / BRUSH LINE (NOTE 2)
O 0 x
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
(NOTES 2 AND 3)
�-
UTILITY POLE (NOTES 2 AND 3)
X11/1 ,11/1 lll/1 �11l1 lll/1
WET AREA
WATER (NOTE 5)
FEMA FLOOD ZONE AE (NOTE 7)
w w
WETLANDS - NATIONAL WETLAND INVENTORY
(NOTE 8)
80
PROPOSED LANDFILL CONTOUR
OE
OVERHEAD ELECTRICAL TRANSMISSION LINE
ASH BASIN/COOLING POND BOUNDARY
(APPROXIMATE)
1 1 2
E!
o
oma, F2
\308
2 000
- CULVERT N4
/ -- I LIVIF'UKAKY
SEDIMENT TRAP #11� "" 1984 ASH BASIN BOUNDARY
CHECK DAM (TYP)
I CIVIY'UKFiKY OLUF r_ VIi
DRAINS (NOTE 19)I I r
( \
SEDIMENT FENCE (TYP) (NOTE 17)
\!
.N I
P �
EROSION AND SEDIMENT CONTROL SYMBOLOGY
DESCRIPTION SYMBOL
39
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE -EXIT ..
34
SEDIMENT FENCE 47 �®
34
SEDIMENT BASIN 48 Q
35
ROCK PIPE INLET PROTECTION 44
34
CHECK DAM 45
34
OUTLET STABILIZATION STRUCTURE 40
34
50
TEMPORARY SEEDING TS
35
PERMANENT SEEDING 51
35 PS
46
POROUS BAFFLE
34
TEMPORARY DIVERSIONS 42 To o to To 'D
34
ROLLED EROSION CONTROL PRODUCT 41RECPRECPRECP-
34
43
TEMPORARY SLOPE DRAINS
34 TSDT T
TSD TSD TSD
-)
52
TEMPORARY SEDIMENT TRAP
35
MULCHING @ 0MU
5
v
ul ,
N
-)I IA Ir A(I/ A I
1�
NOTES:
1. COORDINATES ARE BASED UPON NORTH CAROLINA STATE PLANE
GRID SYSTEM, NAD83. ELEVATIONS ARE BASED ON NAVD88.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON
PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON 17 APRIL
2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON THE IMAGERY
IS WITHIN 2' OF ITS TRUE POSITION.
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER
PUBLIC OR PRIVATE, IS BASED ON PHOTOGRAMMETRIC MAPPING AND
IS APPROXIMATE ONLY. IT IS THE USERS RESPONSIBILITY TO VERIFY
LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
CONSTRUCTION.
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN
OBSCURED AREAS ARE COMPILED FROM LIMITED PHOTOGRAMMETRIC
DATA DUE TO CONDITIONS DURING THE 17 APRIL 2014 FLIGHT.
INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE
ONLY.
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC
SURVEYS CONDUCTED BY WSP IN JUNE 2014.
6. CONTOURS SHOWN OUTSIDE THE MAPPING LIMIT ARE FROM A LIDAR
SURVEY DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA
DOT GIS WEBSITE. CONTOURS AND TOPOGRAPHY WITHIN THE
MAPPING LIMIT WERE OBTAINED FROM AN AERIAL SURVEY DATED
MARCH 2015 (FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY
GIS WEBSITE AND ARE SHOWN IN REFERENCE TO FEMA FIRM MAP
PANELS 3109 AND 3200, LAST REVISED 2 JUNE 2006.
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS
OBTAINED FROM THE US FISH AND WILDLIFE SERVICE WEBSITE.
9. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE
WHERE LAND -DISTURBING ACTIVITIES HAVE TEMPORARILY OR
PERMANENTLY CEASED ACCORDING TO THE FOLLOWING SCHEDULE:
a. ALL PERIMETER DRAINAGE CHANNELS AND SLOPES STEEPER THAN
3 HORIZONTAL TO 1 VERTICAL (3H:1V) SHALL BE PROVIDED
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER
AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR
DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
b. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY
OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS
PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM
THE LAST LAND -DISTURBING ACTIVITY.
1.1
7s
10. THE PROJECT SITE IS LOCATED IN THE CAPE FEAR RIVER BASIN.
11. SITE ENVIRONMENTAL COORDINATOR IS RESPONSIBLE FOR
MAINTENANCE AND CAN BE CONTACTED AT 910-520-9642.
12. ON-SITE SOILS WERE CONSERVATIVELY ASSUMED TO BE
HSG TYPE D SOILS WITHIN THE LANDFILL FOOTPRINT, AND OFF-SITE
AREAS WERE ASSUMED TO BE HSG TYPE A SOILS FOR PRE- AND
POST -DEVELOPMENT CONDITIONS.
13. TOTAL DISTURBED AREA IS 182.90 ACRES (9.72 ACRES, PHASE 2 ONLY).
14. TOTAL AREA TO BE STABILIZED WITH VEGETATION IS 18.77 ACRES
(PHASE 2 ONLY).
15. RECEIVING WATER IS DISCHARGE CANAL TO THE CAPE FEAR RIVER.
16. PROJECT ENTRANCE IS LOCATED AT 34° 17'28" NORTH, 77' 58'41"
WEST.
17. SEDIMENT FENCE AND LIMIT OF DISTURBANCE ARE OFFSET
FOR CLARITY.
18. PHASE 2 TO RECEIVE PERMANENT SEEDING.
19. TEMPORARY SLOPE DRAINS TO BE PROVIDED AS REQUIRED AT THE
DISCRETION OF THE CONTRACTOR ON THE INTERMEDIATE COVER
DURING WASTE FILLING OPERATIONS. ONCE FINAL COVER IS
INSTALLED FOR PHASE 2, PERMANENT SEEDING DOWN DRAINS AS
SHOWN ON DRAWING 18, SURFACE WATER MANAGEMENT PLAN, ARE
TO BE INSTALLED.
20. ROLLED EROSION CONTROL PRODUCT SHALL BE PLACED ON 3HAV
SIDE SLOPES OF THE LANDFILL.
21. PHASE 1 BMPS TO REMAIN IN PLACE UNTIL STABILIZATION OF
DISTURBED AREAS HAS BEEN ACHIEVED AND VEGETATION
ESTABLISHED.
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
3 4 5 1 6
7
1
AERIAL MAPPING LIMIT
N
F?3l0
000
/
N
0 300' 600'
SCALE IN FEET
BOUNDARY
LAY OF LAND AREA[`Y��,
(LOLA) BOUNDARY
A DEC 2015 REVISED PER NCDEO COMMENTS JWOVMD
REV DATE DESCRIPTION DRN APP
Geosyntec' DUKE
consultantsOF NC, PC E
E
���
1300 SOUTH MINT STREET, SUITE 410 Q
CHARLOTTE, NC 28203 USA
PHONE: [phone] PROGRESS
LICENSE NO.:C-3500
TITLE:
EROSION AND SEDIMENT CONTROL PHASING PLAN 2
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
{,41111i1�,,
o
. `, {1XA CARO'.
0 r•. 1 %� DRAWN BY: JWO PROJECT NO.: GC5770
QUO 4+ . "9
CHECKED BY: VMD FILE: GC5770.02P190
42284 -
sicvAT '=d`REVIEWED BY: MAO DRAWING NO.:
., M, fj}'1M {�'*, , APPROVED BY: VMD 19 OF 35
DATE'I�flt41 +V 4{{'
7 8
0
i
C
0
E
F

0
C
9
1
CONSTRUCTION SEQUENCING NOTES:
1. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT.
2. INSTALL PERIMETER BMPS (I.E., SEDIMENT FENCE).
3. CONSTRUCT NORTH POND AND INTERIM SOUTH POND SEDIMENT
BASINS (INCLUDING POROUS BAFFLES AND SKIMMERS).
4. CONSTRUCT PHASE 1.
a. LINER AND PERIMETER DRAINAGE CHANNELS (INCLUDING
ROCK INLET PROTECTION, CHECK DAMS, AND OUTLET
STABILIZATION STRUCTURES)
b. FILL LANDFILL
c. COVER (INCLUDING TEMPORARY SLOPE DRAINS AS NEEDED)
d. STABILIZATION (INCLUDING ROLLED EROSION CONTROL
PRODUCT, TEMPORARY SEEDING, AND PERMANENT SEEDING)
6. CONSTRUCT PHASE 2.
a. LINER AND PERIMETER DRAINAGE CHANNELS (INCLUDING
ROCK INLET PROTECTION, CHECK DAMS, AND OUTLET
STABILIZATION STRUCTURES)
b. FILL LANDFILL
c. COVER (INCLUDING TEMPORARY SLOPE DRAINS AS NEEDED)
d. STABILIZATION (INCLUDING ROLLED EROSION CONTROL
PRODUCT, TEMPORARY SEEDING, AND PERMANENT SEEDING)
J F2 306
oma, 000
N
(2 3
I /2s
)
34 t EARTHEN
32
32 BERM
0
zs
48 49 NORTH POND RISER'
35 35 STRUCTURE WITH
SKIMMER'
OUTLET-
STABILIZATION
UTLET STABILIZATION '�^a
STRUCTURE
CULVERT N1
k
2.
I ° ,4.3
� k
E -
2 3
6. CONSTRUCT SOUTH POND SEDIMENT BASIN (INCLUDING POROUS
BAFFLES AND SKIMMER).
7. CONSTRUCT PHASE 3.
a. LINER AND PERIMETER DRAINAGE CHANNELS (INCLUDING
ROCK INLET PROTECTION, CHECK DAMS, AND OUTLET
STABILIZATION STRUCTURES)
b. FILL LANDFILL
c. COVER (INCLUDING TEMPORARY SLOPE DRAINS AS NEEDED)
d. STABILIZATION (INCLUDING ROLLED EROSION CONTROL
PRODUCT, TEMPORARY SEEDING, AND PERMANENT SEEDING)
8. CLEAN OUT SEDIMENT BASINS AND CONVERT TO DETENTION
PONDS.
9. STABILIZE REMAINING DISTURBED AREAS OF THE SITE IN
ACCORDANCE WITH PERMIT DRAWINGS AND TECHNICAL
SPECIFICATIONS.
10. REMOVE BMPS UPON FINAL STABILIZATION.
�o
oma, F2 308
2 000
J
E!
w
v
k�
20
5
CD
76
1.1
7 I 8
Lo
� O
TEMPORARY
25 01 ?O o
SEDIMENT TRAP #13
OUTLE
�5 DELINEATION BETWEEN DRAINAGE BASINS TO �L) STRU(
(� 1 NORTH SURFACE WATER POND AND SOUTH /
TEMP
E
ASEITREIAE
SURFACE WATER POND
171 DRAINS (NOTE 19)
-
- - -- �+-- ��-
4 PROPOSED LANDFILL---
- �`� FOOTPRINT 101 ACRES ^� x
POROUS CULVERT N4 �Y`�` -. D zos� CULVERT S6
BAFFLE (TYP)
LOD a Loo- -FOD Lol] foo ioo Loo IOD LOL
SC
NORTH SURFACE 10
WATER POND = J-50: di
0U__ 60, N
(11.85 ACRES) 70 I 70 80 -I Y w J TEMPORARY
u-
80 90'100 - 90100-� M 50=40 U) 0 Q SEDIMENT TRAP #14
104 104 104 - -60- I- pyo o
106 106- 106 i-80 70
10b 108- 108
10-0 11C 110 100=90-
108 110- D__Ii�
16 108 3:1 EARTHEN 34
_90,100-' I 100-1u06� 1068 106 108 BERM 32 0
100_104
70 90=80 MULCHING AND PERMANENT
MU PS SEEDING (NOTE 18)
70=60_
-- `y) SOUTH POND OUTLET
j���
�. dill -
1984 ASH BASIN BOUNDAR R ROLLED EROSION CONTROL STRUCTURE (TYP)
t
23p� 00 O k� x� D INTERIM POROUS BAFFLES TYP \
1 "zoo ( )
15 ,-� - k,�s_ k... a _ ACCESS CULVERT S3
. x 1
- -- ^
i t t�
I -
, MULCHING AND RAMP C
3D TEMPORARY m MU /7► ti w _'
2, w w - _ SEDIMENT TRAP #12 PERMANENT ROCK PIPE
PS SEEDING (NOTE 18) INLET PROTECTION �
w o Qo - - - - - = CHECK DAM (TYP)
0
C
20
O Zi k ^ k cI k x ox I rs., k
10 a a k I� ° mx o -x
SEDIMENT FENCE ( TYP)l NOTE 17) 6
e ko
Ar
zo \ k II M 0 50 III N N 1971 ASH BASIN BOUNDARY \�
k m h LIMIT OF DISTURBANCE (NOTE 17)
2l �� 15 I ��I m
3, 15 10 I ma' hk ho'
� k
5I k
41
h h
o a a a a o a k \ x " LAY OF
LAND AREA .
^ oa k s x k k a J 30 t V, (LOLA) BOUNDARY
� � r
All
VV
0k k n 9 X�� xo D
0 v A'
COOLING POND w \ a a h k N k �p N k 16
x T w
x h a
/ I yV /
h k m I k _ /�// <o ao "'
lY m a k O✓ � a �° .D
Q k ° x y'
30 �15 ^ ♦��' ��_ I k h k Ln//'�C� y x Mk - .. %
LEGEND
EROSION AND SEDIMENT
- -
PROPERTY BOUNDARY
SYMBOL
39
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE -EXIT ..
34
EXISTING GROUND ELEVATION
1. COORDINATES ARE BASED UPON NORTH CAROLINA STATE PLANE GRID
47
CONTOURS IN OBSCURED AREAS
SEDIMENT FENCE
34
0 ®
(NOTE 1, 2, AND, 4)
Q
SEDIMENT BASIN
35
EXISTING GROUND ELEVATION
ROCK PIPE INLET PROTECTION 44
34
CONTOURS IN OPEN AREAS
40
(NOTES 1 AND 2)
OUTLET STABILIZATION STRUCTURE
34
--------------------------
AERIAL MAPPING LIMIT (NOTE 6)
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON
- -
DRAINAGE BASIN DELINEATION
PERMANENT SEEDING 51
35
- -
DRAINAGE CENTERLINE (NOTE 2)
E
POROUS BAFFLE
34
ON-SITE SOILS WERE CONSERVATIVELY ASSUMED TO BE
TEMPORARY DIVERSIONS 42
34
-XXXXXXXXX_
FENCE LINE (NOTE 2)
2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON THE IMAGERY IS
-------------
GRAVEL / DIRT PATH (NOTE 2)
TEMPORARY SLOPE DRAINS
34
LOD LOD LOD LOD LOD
LIMIT OF DISTURBANCE
a
0
MULCHING @
SPOT ELEVATION (NOTES 1, 2, AND 4)
SPOT ELEVATION ESTIMATED
IN OBSCURED AREAS (NOTES 1, 2, AND 4)
N
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER
TREE / BRUSH LINE (NOTE 2)
Lo
0
UNIDENTIFIED UTILITIES / STRUCTURES / OBJECTS
0
13.
(NOTES 2 AND 3)
Q
a
�-
UTILITY POLE (NOTES 2 AND 3)
a
u_
WET AREA
0
14.
TOTAL AREA TO BE STABILIZED WITH VEGETATION IS 38.91 ACRES
Lu
WATER (NOTE 5)
cn
(PHASE 3 ONLY).
9 F
FEMA FLOOD ZONE AE (NOTE 7)
Z
15.
RECEIVING WATER IS DISCHARGE CANAL TO THE CAPE FEAR RIVER.
aw
w
WETLANDS - NATIONAL WETLAND INVENTORY
OBSCURED AREAS ARE COMPILED FROM LIMITED PHOTOGRAMMETRIC
(NOTE 8)
uj
w
80
PROPOSED LANDFILL CONTOUR
� Y
U �
o'
OVERHEAD ELECTRICAL TRANSMISSION LINE
ww
INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE
0 o
ASH BASIN/COOLING POND BOUNDARY
0
OY al
(APPROXIMATE)
ONLY.
17.
1
2
EROSION AND SEDIMENT
CONTROL SYMBOLOGY
DESCRIPTION
SYMBOL
39
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE -EXIT ..
34
1. COORDINATES ARE BASED UPON NORTH CAROLINA STATE PLANE GRID
47
SEDIMENT FENCE
34
0 ®
48
Q
SEDIMENT BASIN
35
SITE ENVIRONMENTAL COORDINATOR IS RESPONSIBLE FOR
ROCK PIPE INLET PROTECTION 44
34
CHECK DAM 45
34
40
MAINTENANCE AND CAN BE CONTACTED AT 910-520-9642.
OUTLET STABILIZATION STRUCTURE
34
50
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON
TEMPORARY SEEDING
35
TS
PERMANENT SEEDING 51
35
PS
46
PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON 17 APRIL
POROUS BAFFLE
34
ON-SITE SOILS WERE CONSERVATIVELY ASSUMED TO BE
TEMPORARY DIVERSIONS 42
34
TD o TD TD TD
ROLLED EROSION CONTROL PRODUCT 41RECPRECPRECP�-
34
2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON THE IMAGERY IS
43
HSG TYPE D SOILS WITHIN THE LANDFILL FOOTPRINT, AND OFF-SITE
TEMPORARY SLOPE DRAINS
34
TSD TSD TSD TSD
T T T
52
TEMPORARY SEDIMENT TRAP
35
,-T,
MULCHING @
0MU
3
NOTES
10.
THE PROJECT SITE IS LOCATED IN THE CAPE FEAR RIVER BASIN.
1. COORDINATES ARE BASED UPON NORTH CAROLINA STATE PLANE GRID
SYSTEM, NAD83. ELEVATIONS ARE BASED ON NAVD88.
11.
SITE ENVIRONMENTAL COORDINATOR IS RESPONSIBLE FOR
MAINTENANCE AND CAN BE CONTACTED AT 910-520-9642.
2. THE PLANIMETRIC LOCATION ON THIS MAP IS BASED ON
-
PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON 17 APRIL
12.
ON-SITE SOILS WERE CONSERVATIVELY ASSUMED TO BE
2014. DATA PROVIDED WHERE CLEAR AND VISIBLE ON THE IMAGERY IS
HSG TYPE D SOILS WITHIN THE LANDFILL FOOTPRINT, AND OFF-SITE
WITHIN 2' OF ITS TRUE POSITION.
AREAS WERE ASSUMED TO BE HSG TYPE A SOILS FOR PRE- AND
POST -DEVELOPMENT CONDITIONS.
N
3. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON WHETHER
PUBLIC OR PRIVATE, IS BASED ON PHOTOGRAMMETRIC MAPPING AND IS
13.
TOTAL DISTURBED AREA IS 182.90 ACRES (53.85 ACRES, PHASE 3 ONLY).
APPROXIMATE ONLY. IT IS THE USERS RESPONSIBILITY TO VERIFY
LOCATION PRIOR TO COMMENCEMENT OF ANY DESIGN OR
14.
TOTAL AREA TO BE STABILIZED WITH VEGETATION IS 38.91 ACRES
0 300' 600'
CONSTRUCTION.
(PHASE 3 ONLY).
4. DASHED CONTOURS AND ESTIMATED SPOT ELEVATIONS SHOWN IN
15.
RECEIVING WATER IS DISCHARGE CANAL TO THE CAPE FEAR RIVER.
SCALE IN FEET
OBSCURED AREAS ARE COMPILED FROM LIMITED PHOTOGRAMMETRIC
DATA DUE TO CONDITIONS DURING THE 17 APRIL 2014 FLIGHT.
16.
PROJECT ENTRANCE IS LOCATED AT 34° 17'28" NORTH, 77'58'41" WEST,
E
INFORMATION SHOWN IN OBSCURED AREAS ARE FOR REFERENCE
ONLY.
17.
SEDIMENT FENCE AND LIMIT OF DISTURBANCE ARE OFFSET
A
DEC 2015
REVISED PER NCDEQ COMMENTS
JWO
VMD
FOR CLARITY.
REV
DATE
DESCRIPTION
DRN
APP
5. CONTOURS SHOWN UNDERWATER ARE FROM BATHYMETRIC SURVEYS
CONDUCTED BY WSP IN JUNE 2014.
18.
PHASE 3 TO RECEIVE PERMANENT SEEDING.
6. CONTOURS SHOWN OUTSIDE THE MAPPING LIMIT ARE FROM A LIDAR
19.
TEMPORARY SLOPE DRAINS TO BE PROVIDED AS REQUIRED AT THE
Geosyntec'',
DUKE
SURVEY DATED APRIL 2007 OBTAINED FROM THE NORTH CAROLINA DOT
DISCRETION OF THE CONTRACTOR ON THE INTERMEDIATE COVER
GIS WEBSITE. CONTOURS AND TOPOGRAPHY WITHIN THE MAPPING
DURING WASTE FILLING OPERATIONS. ONCE FINAL COVER IS
consultantsOF NC, PC
©
LIMIT WERE OBTAINED FROM AN AERIAL SURVEY DATED MARCH 2015
INSTALLED FOR PHASE 2, PERMANENT SEEDING DOWN DRAINS AS
1300 SOUTH MINT STREET, SUITE 410
E
N
E�\
Yu a
(FLOWN 17 APRIL 2014) AND WERE OBTAINED FROM WSP.
SHOWN ON DRAWING 18, SURFACE WATER MANAGEMENT PLAN, ARE TO
CHARLOTTE, NC 28203 USA
BE INSTALLED.
PHONE: [phone]
PROGRESS
-
7. FLOOD ZONE INFORMATION OBTAINED FROM NEW HANOVER COUNTY
LICENSE NO.:C-3500
GIS WEBSITE AND ARE SHOWN IN REFERENCE TO FEMA FIRM MAP
20.
ROLLED EROSION CONTROL PRODUCT SHALL BE PLACED ON 3HAV SIDE
TITLE:
PANELS 3109 AND 3200, LAST REVISED 2 JUNE 2006.
SLOPES OF THE LANDFILL.
EROSION AND SEDIMENT CONTROL PHASING PLAN 3
8. NATIONAL WETLAND INVENTORY INFORMATION SHOWN WAS OBTAINED
21.
PHASE 1 AND PHASE 2 BMPS TO REMAIN IN PLACE UNTIL STABILIZATION
FROM THE US FISH AND WILDLIFE SERVICE WEBSITE.
OF DISTURBED AREAS HAS BEEN ACHIEVED AND VEGETATION
PROJECT:
ESTABLISHED.
CONSTRUCTION PERMIT APPLICATION DRAWINGS
9. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE
ONSITE CCR DISPOSAL FACILITY
WHERE LAND -DISTURBING ACTIVITIES HAVE TEMPORARILY OR
PERMANENTLY CEASED ACCORDING TO THE FOLLOWING SCHEDULE:
SITE:
L.V. SUTTON ENERGY COMPLEX
a. ALL PERIMETER DRAINAGE CHANNELS AND SLOPES STEEPER THAN 3
WILMINGTON, NORTH CAROLINA 28401
HORIZONTAL TO 1 VERTICAL (3H:1V) SHALL BE PROVIDED
F
TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER
AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR
DESIGN BY: VMD
DATE: AUGUST 2015
DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
,•���A CAR
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0E' 'VESS16
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DRAWN BY: JWO
PROJECT NO.: GC5770
b. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR
4
PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS
_
-
_
CHECKED BY: VMD
FILE: GC5770.02P200
PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM
=
THE LAST LAND -DISTURBING ACTIVITY.
422E34
SIGNATUFj..w�'
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REVIEWED BY: MAO
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DRAINAGE LAYER
/ 12" 10 _5 CM/S COMPACTED SOIL LAYER
SECONDARY 60 -mil HDPE
TEXTURED GEOMEMBRANE
GENERAL FILL OR SUBGRADE GEOSYNTHETIC CLAY LINER
4 DETAIL
7 LINER SYSTEM ON FLOOR
SCALE: 1" = 2'
XREF: GC5770.02X051
24" PROTECTIVE SOIL LAYER
6' (MIN)
12 10 5 CM/S COMPACTED SOIL LAYER
LINER \\/\\/\\/\\/\\/\\/\\ , GENERAL FILL OR r\\/\\/\\/\�2' (MIN).\
4 //// / /i\/i\/i\/i\/i\/i\/i\/i\� /i\/i\/i\, \/i
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I:]
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/� \i\
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%DRAINAGE LAYER OF INTERCELL BERM
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TEXTURED GEOMEMBRANE
F — — — --
-------
r ------r BACKFILL
I I
SECONDARY I I
GEOCOMPOSITE
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SECONDARY 60 -mil HDPE
L
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6' (MIN)
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3
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10-
0 YI
3
�1
% VARI
FUTURE CELL
INTERCELL BERM
ANCHOR TRENCH
(NOTE 3)
3
6' (MIN)
3
11
24 PROTFCTIIt
FSO/` �q YFR
1 ' 2 3
TIE-IN TO
EXISTING
GRADE
FUTURE CELL
% VARI
5
3
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24-pROrFC�/V �
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10-s
pkt
DETAIL
PRIMARY GEOCOMPOSITE
DRAINAGE LAYER
PRIMARY 60 -mil HDPE
TEXTURED GEOMEMBRANE
SECONDARY GEOCOMPOSITE
DRAINAGE LAYER
SECONDARY 60 -mil HDPE
TEXTURED GEOMEMBRANE
GEOSYNTHETIC CLAY LINER
LINER SYSTEM ON SIDE SLOPE
SCALE: 1" = 2'
XREF: GC5770.02X052
TOE OF
FINAL COVER
6 7
EDGE OF LINER / OUTLET
MARKER (NOTE 1)
WELD PRIMARY TO
SECONDARY
ALONG PERIMETER
EXTRUSION PRIMARY GEOCOMPOSITE
— WELD (TYP) — — — — — — — — — DRAINAGE LAYER
PRIMARY 60 -mil HDPE TEXTURED
LINER TIE--IN AREA � GEOMEMBRANE
I (NOTES 4, 5, AND 6) I
I I
SECONDARY GEOCOMPOSITE
DRAINAGE LAYER
I - SECONDARY 60 -mil HDPE
1' (MIN) TEXTURED GEOMEMBRANE
LGEOSYNTHETIC CLAY
CUT EXISTING LINER LINER
SYSTEM COMPONENTS
(SEE NOTE 5) @ I BACKFILL
I - I
— --—————————————— — — — — — —
EXISTING WELD
BACKFILL
3
1�
2'
2'
3
�1
5 LINER SYSTEM
23 ON SIDESLOPE
\
/_ CCR
24" PROTECTIVE SOIL LAYER
LINER SYSTEM 4 A
ON FLOOR 23
10 -5 CM/S COMPACTEDLAYER--,----, AYE R �/,
\�\\GENE\RAL FILL�OR SUBGRADE\%\i\\\�\\i\
6 DETAIL
7 LINER SYSTEM AT BASE
SCALE: 1" = 2'
XREF: GC5770.02X054
LIMIT OF WASTE
3END PRIMARY GEOCOMPOSITE
�1 DRAINAGE LAYER 3 FEET BELOW
END IT-iAGEOTEKTILE THE CREST OF SLOPE AND WRAP
24 PROTECT/V T
SO�� TACKED TO GEOCOMPOSITE
F Cq YFR
70-s cm/s
OW
SOj LINER SYSTEM 5
\\\\� \\�\\\\i \\�\�\i / �R / ON SIDESLOPE 23
\�\\%\\i
NOTES: GENERAL FILL OR SUBGRADE
1. THE EDGE OF LINER / OUTLET MARKER SHALL BE PLACED ADJACENT
TO EACH 4" 0 DISCHARGE OUTLET OR AT 200' (MINIMUM) INTERVALS.
THE MARKERS SHALL BE 4"x4"x8' PRESSURE -TREATED TIMBER POST
(OR EQUIVALENT) AND SHALL BE PAINTED YELLOW.
2. LINER SYSTEM ANCHOR TRENCH SHALL HAVE ROUNDED CORNERS.
DETAIL
ANCHOR TRENCH AT CREST OF PERIMETER BERM
SCALE: 1" = 2'
XREF: GC5770.02X053 NOTES:
1. DETAILS ARE SHOWN TO SCALE AS NOTED EXCEPT FOR THE GEOSYNTHETICS WHICH ARE
SHOWN AT AN EXAGGERATED SCALE FOR CLARITY.
2. THE EDGE OF LINER MARKER SHALL BE PLACED ALONG THE BERM AT 200' (MINIMUM)
INTERVALS. THE MARKERS SHALL BE 4"X4"X8' PRESSURE -TREATED TIMBER POST (OR
EQUIVALENT) AND SHALL BE PAINTED YELLOW.
3. LINER SYSTEM ANCHOR TRENCH SHALL HAVE ROUNDED CORNERS.
4. TO CONNECT THE BOTTOM LINER SYSTEMS DURING CONSTRUCTION, EXCAVATE THE LINER
PROTECTIVE LAYER, REMOVE ANY SACRIFICIAL GEOTEXTILE SEPARATOR, AND CONNECT LIKE
COMPONENTS OF GEOSYNTHETICS AS INDICATED. STAGGER THE SEAMS/OVERLAPS
BETWEEN LIKE COMPONENTS OF GEOSYNTHETICS BY A MINIMUM OF 1 FOOT.
5. DO NOT CUT THE EXISTING SECONDARY GEOMEMBRANE AND GCL. TIE-IN AS SHOWN.
6. UPON REMOVAL OF PROTECTIVE COVER FROM THE TIE-IN AREA OF THE CELL, CONTRACTOR
SHALL USE EXTREME CARE NOT TO DAMAGE EXISTING GEOSYNTHETICS. DAMAGED
GEOSYNTHETICS SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE. SITE MANAGER SHALL
INSPECT TIE-IN AREA DURING REMOVAL.
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
4 5 6
A
DEC 2015
REVISED PER NCDEQ COMMENTS
JWO
VMD
REV
DATE
DESCRIPTION
DRN
APP
Geosyntec'',
DUKE
consultantsOF NC, PC
03
E
N
E
R (
Y
1300 SOUTH MINT STREET, SUITE 410
Q
CHARLOTTE, NC 28203 USA
PHONE: [phone]
PROGRESS
LICENSE NO.:C-3500
TITLE:
LINER AND FINAL COVER SYSTEM DETAILS I
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD
DATE: AUGUST 2015
CARO
4• `C, rrSSlp .
t
DRAWN BY: JWO
PROJECT NO.: GC5770
-
CHECKED BY: VMDFILE:
GC5770.02P230
284
REVIEWED BY: MAO
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APPROVED BY: VMD
23 35
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DRAINAGE LAYER
40 -mil HDPE TEXTURED
GEOMEMBRANE
-11
VEGETATION (TYP)
3
CCR
DETAIL
E
FINAL COVER SYSTEM ON SIDESLOPE
SCALE: 1" = 2'
XREF: GC5770.02X055
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VEGETATION (TYP) DRAINAGE LAYER
3 q/� - 5%
1� I= 1=III=III III=III=III=III=III= VEGETATIVE LAYER=III-III-III=III=III=III=III=III=III=III= 6
=I I= VEGETATION (TYP)
I=1 11=
=III- CAP PROTECTIVE LAYER 5%
18"
��� ���\
EGETATIVE LAYER ������!��\��\\���� 6"
INTERMEDIATE COVER SOIL 12" 18"
CAP PROTECTIVE LAYER
10 (MIN)
-
INTERMEDIATE COVER SOIL
40 -mil HDPE CCR 12"
- TEXTUREDSaU
GEOMEMBRANE
40 -mil HDPE
CCR TEXTURED
GEOMEMBRANE
ri DETAIL 11 DETAIL
9 FINAL COVER SYSTEM AT CREST g FINAL COVER SYSTEM ON TOP DECK
SCALE: 1" = 2'
XREF: GC5770.02X056 SCALE: 1" = 2'
XREF: GC5770.02X057
15' PERMANENT
ACCESS ROAD
8" GRAVEL
f2%
-
18" (MIN) PROTECTIVE SOIL LAYER
5%
.... .III
EXTRUSION WELD 40 -MIL
GEOMEMBRANE FLAP TO
FINAL COVER GEOMEMBRANE
DETAIL
GEOTEXTILE SEPARATOR
6" TOP SOIL AND
VEGETATION
12" INTERMEDIATE COVER SOIL
LANDFILL ACCESS ROAD
SCALE: 1" = 4'
XREF: GC5770.02X099
4" O
PERFORATED
SEWN SEAM
HEADER PIPE \\
(NOTES 1-5)
EXTRUSION WELD D/
I
VEGETATION (TYP)
EDGE OF LINER / OUTLET
MARKER (NOTE 6)
SEWN SEAM
DRAINAGE CORRIDOR
AT PERIMETER ROAD p Q 0�
(SODDED) \
4" O DISCHARGE
OUTLET (NOTES 1-5)
L/.
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RIP RAP o ppO
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2'
- 1 2'
GEOTEXTILE ANCHOR TRENCH
EXTRUSION WELD 40 -mil FINAL
COVER GEOMEMBRANE TO
�
60 -mil PRIMARY BASE LINER
DETAIL
3
1 � P
GEOCOMPOSITE
DRAINAGE LAYER
�I
FINAL
COVER
SYSTEM
FINAL COVER 9
SYSTEM ON
SIDESLOPE 24
Gp,P PRO
'— IILmi.
1111'1
..., `•111 •••1
HEADER PIPE -
(NOTES 1-5) .•
GENERAL OR
PR
-
-- ..- . SUBGRADEII
FINAL COVER SYSTEM TIE—IN AT
PERIMETER BERM ANCHOR TRENCH
SCALE: 1" = 2'
XREF: GC5770.02X058
�- CCR
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
5 1 6
�-ol
NOTES:
1. HEADER AND DISCHARGE OUTLET PIPES SHALL BE CORRUGATED HDPE PIPE 4 -IN IN
DIAMETER. THE HEADER PIPE SHALL BE PERFORATED.
2. DISCHARGE OUTLET PIPES SHALL BE SPACED NO MORE THAN 250 FT APART.
3. HEADER PIPE SHALL BE INSTALLED AT A MINIMUM SLOPE OF 1%.
4. PIPE SHALL BE PROVIDED WITH A SCREENED OUTLET (T OR L) THAT DISCHARGES THE WATER
INTO THE DRAINAGE SWALE.
5. HEADER PIPES SHALL BE TERMINATED WITH A CAP ON EITHER SIDE OF THE FINAL COVER
DOWNCHUTES AND AT END LOCATIONS.
6. THE EDGE OF LINER / OUTLET MARKERS SHALL BE PLACED ADJACENT TO EACH 4" DIAMETER
DISCHARGE OUTLET OR AT 200' (MINIMUM) INTERVALS. THE MARKERS SHALL BE 4"X4"X8'
PRESSURE -TREATED TIMBER POST (OR EQUIVALENT) AND SHALL BE PAINTED YELLOW.
7. DETAILS ARE SHOWN TO SCALE AS NOTED EXCEPT FOR THE GEOSYNTHETICS WHICH ARE
SHOWN AT AN EXAGGERATED SCALE FOR CLARITY.
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
Geosptec" DUKE
consultants OF NC, PC ENElnk%','w3%vT
D
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone] PROGRESS
LICENSE NO.:C-3500
TITLE:
LINER AND FINAL COVER SYSTEM DETAILS II
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
CA%�}"1 ort
(JQ rSSj l,� %� DRAWN BY: JWO PROJECT NO.: GC5770
,j •.10 ti • 9
;¢
CHECKED BY: VMDFILE: GC5770.02P240
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DATE ",4 4 DANS APPROVED BY: VMD 24 OF 35
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1
3
3
PRIMARY GEOCOMPOSITE DRAINAGE LAYER
PRIMARY 60 -mil HDPE TEXTURED GEOMEMBRANE
SECONDARY GEOCOMPOSITE DRAINAGE LAYER
SECONDARY 60 -mil HDPE TEXTURED GEOMEMBRANE
GEOSYNTHETIC CLAY LINER
SOLID SECONDARY SUMP
RISER PIPE 24"0 HDPE SDR 17
K
25
SECTION
SUBMERSIBLE PUMP
PERFORATED SECONDARY SUMP
RISER PIPE 24" 0 HDPE SDR 17
GEOTEXTILE FILTER
WRAP WITH SEWN SEAMS
SECONDARY RISER PIPE AT SUMP
SCALE: 1" = 2'
XREF: GC5770.02X067
PRIMARY GEOCOMPOSITE DRAINAGE LAYER
PRIMARY 60 -mil HDPE TEXTURED GEOMEMBRANE
SECONDARY GEOCOMPOSITE DRAINAGE LAYER
SECONDARY 60 -mil HDPE TEXTURED GEOMEMBRANE
GEOSYNTHETIC CLAY LINER
SOLID LEAK DETECTION CLEAN HDPE
OUT PIPE 6" O HDPE SDR 11 ELBOW -
16
28 PERFORATED LEAK DETECTION
PIPE 6" O HDPE SDR 11
1ia-_
SOLID I PERFORATED
GEOTEXTILE FILTER WRAP
WITH SEWN SEAMS (TYP)
2'
SUMP GRAVEL
12" 10 -5 CM/S COMPACTED SOIL LAYER
16'
L DETAIL
25 LEAK DETECTION PIPE AT SUMP
(NOTE)
SCALE: 1" = 2'
XREF: GC5770.02X068
OY
1 2 3
L':
rp
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28
5
TED HDPE END CAP
L^'
GENERAL FILL OR
SUBGRADE
LINER4
SYSTEM
ON FLOOR 23
7
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1.-0% NOTES:
1. DETAILS ARE SHOWN TO SCALE AS NOTED EXCEPT FOR THE GEOSYNTHETICS WHICH ARE
SHOWN AT AN EXAGGERATED SCALE FOR CLARITY.
2'
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
LEACHATE COLLECTIO7GRAVELREV DATE DESCRIPTION DRN APP
1.5'
consultantsOF NC, PC ENEInk%l'..'7% Yo
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
PROGRESS RIGRESS
LICENSE NO.:C-3500
\\/�1 TITLE:
GENERAL
2 SUBGRADEILLOR SECONDARY SUMP CROSS SECTIONS
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
CA1Cf"o,�
0 •Fr�$Sj�j • DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P260
42284 -
SIGNATUfjE&'. ;'.�o`_ REVIEWED BY: MAO DRAWING NO.:
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3
PRIMARY GEOCOMPOSITE DRAINAGE LAYER
PRIMARY 60 -mil HDPE TEXTURED GEOMEMBRANE
SECONDARY GEOCOMPOSITE DRAINAGE LAYER
SECONDARY 60 -mil HDPE TEXTURED GEOMEMBRANE
GEOSYNTHETIC CLAY LINER
P
SOLID 3"0 SDR 11
r— 28
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SOLIDI PERFORATED
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PIPES 24" O HDPE SDR 17 28
5
GEOTEXTILE FILTER WRAP
WITH SEWN SEAMS 1.0%
1SUBMERSIBLE PUMP 2,5'
------ --�
0 0 0 0 0 0 0 6-16 --6 o o- 'O -V-o- -o -O-`6 -0-31 O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12" 10 -5 CM/S COMPACTED SOIL LAYER
16'
rm-"
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25 PRIMARY SUMP RISER
SCALE: 1" = 2'
XREF: GC5770.02X069
PERFORATED
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SCALE: 1" = 2'
XREF: GC5770.02X070
0
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i
7
�-ol
NOTES:
1. DETAILS ARE SHOWN TO SCALE AS NOTED EXCEPT FOR THE GEOSYNTHETICS WHICH ARE
SHOWN AT AN EXAGGERATED SCALE FOR CLARITY.
A I DEC 2015 I REVISED PER NCDEQ COMMENTS I JWO I VMD
REV DATE DESCRIPTION DRN APP
TITLE:
GeosyntecO'
consultants OF NC, PC
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
LICENSE NO.:C-3500
PRIMARY SUMP CROSS SECTIONS
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
+�+++91P111+�r
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CHECKED BY: VMD FILE: GC5770.02P270
- 42284 -
SIGNATUF4- 1.D = REVIEWED BY: MAO DRAWING NO.:
/ �NGIN�C G<c,�=
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DATE J"O 111 a 11+++
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WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
+�+++91P111+�r
•'.\\A GA,q
0 *'*SGSj . /4"; ' DRAWN BY: ,JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P270
- 42284 -
SIGNATUF4- 1.D = REVIEWED BY: MAO DRAWING NO.:
/ �NGIN�C G<c,�=
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DATE J"O 111 a 11+++
5 6 7 8
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90°
45° 45°
45° 45°
90°
SECTION
DETAIL
10LES
PERFORATIONS FOR
LEACHATE SUMP RISER PIPES
SCALE: NOT TO SCALE
XREF: GC5770.02X065
E
PLAN
120°
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16'\\ DETAIL
1/2"0 HOLES
SDR 11 HDPE PIPE (TWO
ROWS OF
PERFORATIONS)
25 PERFORATIONS FOR
LEAK DETECTION AND
LEACHATE COLLECTION
PIPES
SCALE: NOT TO SCALE
XREF: GC5770.02X402
3 � 4
PRIMARY GEOCOMPOSITE DRAINAGE LAYER
PRIMARY 60 -mil HDPE TEXTURED GEOMEMBRANE
SECONDARY GEOCOMPOSITE DRAINAGE LAYER
SECONDARY 60 -mil HDPE TEXTURED GEOMEMBRANE
GEOSYNTHETIC CLAY LINER
5 I 6
16
PERFORATED LEACHATE COLLECTION
PIPE 8" O HDPE SDR 11 (TYP) 28
PERFORATED PRIMARY SUMP RISER 15
PIPES 24" 0 HDPE SDR 17 28
7
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IVA
////l 2" 10 -5 CM/S COMPACTED SOIL-� •-
® - - •
■
PRIMARY GEOCOMPOSITE DRAINAGE LAYER
PRIMARY 60 -mil HDPE TEXTURED GEOMEMBRANE
SECONDARY GEOCOMPOSITE DRAINAGE LAYER
SECONDARY 60 -mil HDPE TEXTURED GEOMEMBRANE
GEOSYNTHETIC CLAY LINER 1 2.5' 2.5'
?" OR 18" DIA.
ERFORATED HDPE
GENERAL FILL
ISER PIPE
3EE NOTE 1) OR SUBGRADE
GENERAL FILL
PROFILE
rl 7 DETAIL
28 CHIMNEY DRAIN PIPE
PERFORATIONS
SCALE: 1" = 2'
XREF: GC5770.02X407
17 SEGMENT OF 12" OR 18" DIA.
PERFORATED HDPE RISER PIPE
28 3/8" DIA. PERFORATIONS (4 PER
ROW, 90 -DEGREE SEPARATION)
AND 4 ROWS PER FOOT
5' 2
5'
1F
4.0'
2'
12 10 CM/S COMPACTED SOIL LAYER
SOLID LEACHATE COLLECTION CLEAN
OUT PIPE 8" 0 HDPE SDR 11
SOLID LEAK DETECTION CLEAN
OUT PIPE 6" 0 HDPE SDR 11
SOLID SECONDARY SUMP RISER
PIPE 24" 0 HDPE SDR 17
/Q \ SECTION
25 / RISER TRENCH ON SIDE SLOPE
SCALE: 1" = 2'
XREF: GC5770.02X060
O
r 28
6" 0 HDPE PERFORATED PIPE 28
DRAINAGE AGGREGATE AND
SAND OR SELECT BOTTOM ASH
TO PERFORATED RISER PIPE
INTERFACE
AGGREGATE DRAINAGE 8 OZ/SY NON -WOVEN GEOTEXTILE
1' pO
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10' -
PROTECTIVE COVER 12" 0 HDPE PERFORATED PIPE
L_ ro
28
rl DETAIL
11 CHIMNEY DRAIN
SCALE: 1" = 4'
XREF: GC5770.02X405
SAND OR SELECT BOTTOM ASH
TOP OF LEACHATE LATERAL
OR CORRIDOR
2
�1
1 1.5 FT. GEOTEXTILE RUNOUT (TYP.)
CHIMNEY DRAIN NOTES:
1. CHIMNEY DRAIN SHALL BE LOCATED DIRECTLY OVER LCS
LATERALS AND/OR CORRIDORS. THE CHIMNEY DRAIN
LOCATION MAY BE ESTABLISHED BY THE OPERATOR.
2. CHIMNEY DRAIN PIPES SHALL NOT BE DIRECTLY CONNECTED
TO LCS LATERAL OR HEADER PIPES.
3. DETAIL ILLUSTRATES THE TYPICAL CHIMNEY DRAIN
CONCEPT. DIMENSIONS AND MATERIALS MAY BE VARIED
AND ADJUSTED TO FIELD FIT CONDITIONS AND ADAPT TO
FIELD PERFORMANCE.
4. CHIMNEY DRAIN SHALL BE POSITIONED NO CLOSER THAN 50
FEET FROM AN EXTERIOR SLOPE, WITH THE EXCEPTION OF
SUMP AREA DRAINAGE FEATURES.
3
PERFORATED LEAK DETECTION 16
PIPE 6" 0 HDPE SDR 11 (TYP) 28
Pl SECTION
25 LEACHATE COLLECTION SUMP
SCALE: 1" = 2'
XREF: GC5770.02X059
PRIMARY GEOCOMPOSITE DRAINAGE LAYER
PRIMARY 60 -mil HDPE TEXTURED GEOMEMBRANE
SECONDARY GEOCOMPOSITE DRAINAGE LAYER (NOTE 1)
SECONDARY 60 -mil HDPE TEXTURED GEOMEMBRANE
GEOSYNTHETIC CLAY LINER
PROTECTIVE SOIL LAYER
LINER 5
SYSTEM ON
SIDESLOPE 23
SOLID PRIMARY SUMP RISER
PIPES 24" 0 HDPE SDR 17
12" OR 18" 0 PERFORATED HDPE RISER PIPE
3/8" 0 PERFORATIONS (4 PER ROW,
90 -DEGREE SEPARATION) AND 4 ROWS PER FOOT
PROTECTIVE COVER -
5. DRAINAGE MEDIA AND/OR INTERFACES BETWEEN DRAINAGE
MEDIA SHALL BE DESIGNED TO PROVIDE FILTRATION AND
LIMIT CLOGGING.
6. CHIMNEY DRAIN LOCATIONS ARE FOR REPRESENTATION Q
PURPOSES ONLY AND SUBJECT TO CHANGE BASED ON
OPERATION AND FILLING CONDITIONS. CHIMNEY DRAINS MAY 28
BE INSTALLED DURING INITIAL STAGES OF FILLING EACH
CELL. WHEN APPLICABLE, CHIMNEY DRAINS SHALL BE
EXTENDED WHEN APPROXIMATELY FOUR (4) FEET OF PIPE
REMAINS ABOVE THE CCR. ACTUAL NEED FOR CHIMNEY
DRAINS WILL BE EVALUATED BASED ON OPERATIONAL
EFFICIENCY OF THE LEACHATE COLLECTION SYSTEM AND
DISPOSAL RATES.
GEOTEXTILE FILTER WRAP
WITH SEWN SEAM AT TOP
(TYP)
CCR OF CELL PERFORATED LEACHATE 16
3.75' COLLECTION PIPE 8" 0
HDPE SDR 11 28
2.1% 1, 2.1%
1
1 24" PROTECTIVE SOIL LAYER
-q - •����������������������������w - ...■.....■------■------------------------
12" 10 -5 CM/S COMPACTED SOIL LAYER
�!•_ ` �� �..•.0 ��'.i � _J•••• � iN/N/N/v�.r/�B//.V/.�/Ie/%7/I�/I�/
NOTE: ���//j\�////�/%�'\ LEACHATE COLLECTION
GRAVEL
1. WITHIN LEAK DETECTION TRENCH, THE GEOCOMPOSITE 1 ����//��//�//�//�//�//�//�//�//\�//�/%� 1 16
PANEL SHALL BE ORIENTED WITH MACHINE DIRECTION 2 \ \��\��\��\��\��\��\��\�� 2 PERFORATED LEAK DETECTION
28
PARALLEL TO TRENCH CENTERLINE.
GENERAL FILL PIPE 6" 0 HDPE SDR 11
OR SUBGRADE
�GENERAL FILL 1
OR SUBGRADE
R \ SECTION
21 LEACHATE COLLECTION AND
LEAK DETECTION SYSTEMS
SCALE: 1" = 2'
XREF: GC5770.02X061
C
C
WILMINGTON, NORTH CAROLINA 28401 F
SECTIONIIil tlii�IR DESIGN BY: VMD DATE: AUGUST 2015
r,r'rr
�kl CAR
CHIMNEY DRAIN AT LEACHATE PIPE,?Q,o .� DRAWN BY: JWO PROJECT NO.: GC5770
SCALE: 1" = 4'
XREF: GC5770.02X406
- - CHECKED BY: VMD FILE: GC5770.02P280
42284
SIGNATUFj -b% REVIEWED BY: MAO DRAWING NO.:
FOR PERMIT ONLY, NOT FOR CONSTRUCTION DATE '-�.';!,�flAM��'APPROVED BY: VMD 28 OF 35
5 6 7 8
6" 0 HDPE PERFORATED PIPE
16
28
NOTES:
DRAINAGE AGGREGATE AND
1. DETAILS ARE SHOWN TO SCALE AS NOTED EXCEPT FOR THE GEOSYNTHETICS WHICH ARE
SAND TO PERFORATED RISER
SHOWN AT AN EXAGGERATED SCALE FOR CLARITY.
PIPE INTERFACE
E
#57 DRAINAGE AGGREGATE
8 OZ/SY NON -WOVEN
A
DEC 2015
REVISED PER NCDEQ COMMENTS
JWO
VMD
GEOTEXTILE FILTER
REV
DATE
DESCRIPTION
DRN
APP
°
o
SAND OR SELECT
BOTTOM ASH
Geosyntec" [ UKE
0
°
0
1
�1
2
�1
COriSL11taI1tS OF NC, PC �Yo
ENER
1300 SOUTH MINT STREET, SUITE 410
°c
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O
CHARLOTTE, NC 28203 USA
PHONE: [phone] PROGRESS
'
LICENSE NO.:C-3500
TITLE:
LEACHATE COLLECTION SYSTEM DETAILS I
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
1.5
FT. GEOTEXTILE RUNOUT (TYP.)
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401 F
SECTIONIIil tlii�IR DESIGN BY: VMD DATE: AUGUST 2015
r,r'rr
�kl CAR
CHIMNEY DRAIN AT LEACHATE PIPE,?Q,o .� DRAWN BY: JWO PROJECT NO.: GC5770
SCALE: 1" = 4'
XREF: GC5770.02X406
- - CHECKED BY: VMD FILE: GC5770.02P280
42284
SIGNATUFj -b% REVIEWED BY: MAO DRAWING NO.:
FOR PERMIT ONLY, NOT FOR CONSTRUCTION DATE '-�.';!,�flAM��'APPROVED BY: VMD 28 OF 35
5 6 7 8

0
I�
C
NEOPRENE GASKET
SILICONE SEALANT i
PIPE WALL \
/ \ TWO 1/2" WIDE STAINLESS STEEL
/ \ BAND CLAMP (NON-ADJUSTABLE)
/ GEOMEMBRANE SKIRT
NOTE: 6 -INCH DIAMETER LEACHATE
COLLECTION CLEANOUT PIPES SHALL ALSO
BE BOOTED AS INDICATED IN THIS FIGURE. I /
CAP AND FLANGE i
SOLID PRIMARY SUMP RISER
y — \ PIPES 24" 0 HDPE SDR 17
1 (SEE NOTE)
_3- 1
REINFORCED
CONCRETE PADS
4 ° ° ° °
'/7
/'7/ 77''//i////i//i
GENERAL FILL
OR SUBGRADE
EXTRUSION
WELD (TYP) —
EXTRUSION WELD PIPE
BOOT TO PRIMARY
GEOMEMBRANE
19
25
NEOPRENE GASKET
\\\\\\\\\\\\\
/\
GENERAL FILL \,\\//\/
�OR SUBGRADE
PRIMARY GEOCOMPOSITE DRAINAGE LAYER
PRIMARY 60 -mil HDPE TEXTURED GEOMEMBRANE
SECONDARY GEOCOMPOSITE DRAINAGE LAYER
SECONDARY 60 -mil HDPE TEXTURED GEOMEMBRANE
GEOSYNTHETIC CLAY LINER
DETAIL
SACRIFICIAL GEOTEXTILE
OR GEOMEMBRANE
PIPE BOOT TO WELD
FUTURE FINAL COVER
CCR
i� Q
24„ pRQT�CT/� 2$
\\/ 12"1p S
CQMP
3
PRIMARY SUMP RISER PIPE AT ANCHOR TRENCH
SCALE: 1" = 2'
XREF: GC5770.02X062
SILICONE SEALANT i
PIPE WALL \
NOTE: 6 -INCH DIAMETER LEACHATE
COLLECTION CLEANOUT PIPES SHALL ALSO
BE BOOTED AS INDICATED IN THIS FIGURE. II
\ /<
CAP AND FLANGE
I REINFORCED
E CONCRETE PAD
0
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N
N
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EXTRUSION
WELD (TYP) —
EXTRUSION WELD PIPE
BOOT TO PRIMARY
GEOMEMBRANE
TWO 1/2" WIDE STAINLESS STEEL
BAND CLAMP (NON-ADJUSTABLE)
GEOMEMBRANE SKIRT
4" O PERFORATED
DRAINAGE HEADER PIPE
6LUUNUAKY C3tUL;UMF'U6I I t UKAINAUL: LAYEK
SECONDARY 60 -mil HDPE TEXTURED GEOMEMBRANE
GEOSYNTHETIC CLAY LINER
Wa lf_111
FINAL COVER SYSTEM ON SUMP RISER
PIPE AT ANCHOR TRENCH
SCALE: 1" = 2'
XREF: GC5770.02X064
1 2 ' 3
5
CAP AND FLANGE —\
-3'
REINFORCED
CONCRETE PAD
° Q ° ° °
GENERAL FILL
OR SUBGRADE
EXTRUSION WELD PIPE
BOOT TO SECONDARY
GEOMEMBRANE
L^'
NEOPRENE GASKET
SILICONE SEALANT
— —
PIPE WALL i
1 /
11
1
1 1
K02 0
25
8
VEGETATION (TYP)
flCrIRACf.ADMAAIC Cl AM
—JCVVIV JCHIVI
EXTRUSION WELD (TYP)
3
Cl
CAP AND 2' (MIN.)
FLANGE
6" 0 SDR 11 SOLID
HDPELEACHATE
CLEANOUT RISER PIPE
3
1�
FINAL COVER
SYSTEM ON
SIDESLOPE
GEOCOMPOSITE
DRAINAGE LAYER
PRIMARY 40 -mil HDPE
TEXTURED GEOMEMBRANE
CCR
DETAIL
TWO 1/2" WIDE STAINLESS STEEL
BAND CLAMP (NON-ADJUSTABLE)
GEOMEMBRANE SKIRT
SOLID SECONDARY SUMP RISER
PIPE 24" O HDPE SDR 17
(SEE NOTE)
— PIPE BOOT
7
EXTRUSION WELD PRIMARY
GEOMEMBRANE TO PIPE
BOOT AND TERMINATE
PRIMARY GEOCOMPOSITE
24„PRQTRC7
/V
\� F sQ/t 44 yFR
r�
CCR
PRIMARY GEOCOMPOSITE
DRAINAGE LAYER
PRIMARY 60 -mil HDPE
TEXTURED GEOMEMBRANE
GENERAL FILL
OR SUBGRADE
O
cSECONDARY DRrF
SECONDARY 60-OCOSITEmil DPEOTEXTUREID GEOMEMBRANE \�\j\\ j/ D SOjtq yER
GEOSYNTHETIC CLAY LINER
3
SECONDARY SUMP RISER PIPE AT ANCHOR TRENCH
SCALE: 1" = 2'
XREF: GC5770.02X063
NEOPRENE GASKET
SILICONE SEALANT i
PIPE WALL \
/ \ TWO 1/2" WIDE STAINLESS STEEL
/ \ BAND CLAMP (NON-ADJUSTABLE)
/ GEOMEMBRANE SKIRT
1 /
LEAK DETECTION
CLEAN OUT
CCR J
LINER
SYSTEM
5
23
2' (MIN.)
28
LEACHATE COLLECTION
t�LtHIV VU I
23 DETAIL
8 CLEANOUT RISER PIPE
SCALE: 1” = 2'
XREF: GC5770.02X403
NOTES
1. DETAILS ARE SHOWN TO SCALE AS NOTED EXCEPT FOR THE GEOSYNTHETICS
WHICH ARE SHOWN AT AN EXAGGERATED SCALE FOR CLARITY.
JER
STEM
/ 5
23
I'1
C
E
GENERAL 1 A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
BACKFILL F, REV DATE DESCRIPTION DRN APP
TRACING TAPE / WIRE
3'
Geosyntecl> DUKE
(MIN)
consultantsOF NC, PC ENEnm
CYD
1300 SOUTH MINT STREET SUITE 410
HDPE CONTAINMENT PIPE
T CHARLOTTE, NC 28203 USA
TI PHONE: [phone] PROGRESS ROGRESS
LICENSE NO.:C-3500
8" O HDPE PRIMARY PIPE 1'
TITLE:
LEACHATE COLLECTION SYSTEM DETAILS II
CENTERING RIBS 2" O ELECTRICAL
CONDUIT PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
PIPE BEDDING MATERIAL ONSITE CCR DISPOSAL FACILITY
3" SITE:
(MIN) L.V. SUTTON ENERGY COMPLEX
6" WILMINGTON, NORTH CAROLINA 28401
(MIN)
DESIGN BY: VMD DATE: AUGUST 2015
4,4191A 111/
2' MIN �.��1 CAf1 '•..
DETAIL ( ) 0 ...... © ���' DRAWN BY: JWO PROJECT NO.: GC5770
LEACHATE TRANSMISSION SYSTEM FORCE MAIN _ r7r� {py _= CHECKED BY: VMD FILE: GC5770.02P290
• 2284
SCALE: 1" = 1' SIGNATUR1; 0 ` REVIEWED BY: MAO DRAWING NO.:
XREF: GC5770.02X404cj
FOR PERMIT ONLY, NOT FOR CONSTRUCTIONM flA �5,``• APPROVED BY: VMD 29 OF 35
DATE +'f+rrlllocl+
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GEOCOMPOSITE
DRAINAGE LAYER
1 I 2 I 3 4 5 I 6 7 8
VEGETATION (TYP)
3
11
40 -mil PE TEXTURED
GEOMEMBRANE
VEGETATION (TYP)
10'(MIN)
CCR
�3 1
1.5'
5
CAP PROTECTIVE LAYER
INTERMEDIATE COVER S
6"
:I I T
j FINAL COVER 11
SYSTEM ON
18" TOP DECK 24
r74
24 DETAIL (TYPICAL)
15 TOP DECK DRAINAGE TERRACE
SCALE: 1" = 2'
XREF: GC5770.02X078
RIP RAP INSTALL TYPICAL
3 FLARED END SECTION WITH
TRAFFIC BEARING DROP-IN GRATE
I-
- O (j 00 6" THICK CONCRETE
EROSION PROTECTION
=III=
5%
e..
a; . •e
CAP PROTECTIVE LAYER
GEOCOMPOSITE
DRAINAGE LAYER
40 -mil HDPE TEXTURED
GEOMEMBRANE
VEGETATION (TYP)
1
3
25 l DETAIL (TYPICAL
DOWN DRAIN PIPE INLET AT
TOP DECK DRAINAGE TERRACE
SCALE: 1" = 2'
XREF: GC5770.02X076
DVER SIDE SLOPE DRAINAGE TERRACE
VARIES
VARIES
(0.75' MIN)
VARIES (13.5' MIN)
C
.����°lnllll�'L'll�iii_III�
CAP PROTECTIVE LAYER (MIN)
CCR
26 DETAIL (TYPICAL)
15 SIDE SLOPE DRAINAGE TERRACE
SCALE: 1" = 2'
XREF: GC5770.02X077
OY
1 2
3
f
FINAL COVER 11
SYSTEM ON
TOP DECK 24
A PE TEXTURED
)MEMBRANE
9 FINAL COVER SYSTEM
24 ON SIDESLOPE
3 -III-1 I
-
MIM
4;
GEOCOMPOSITE
DRAINAGE LAYER
40 -mil HDPE TEXTURED
GEOMEMBRANE
�""
EXTRUSION WELD 40 -MIL
GEOMEMBRANE FLAP TO
FINAL COVER GEOMEMBRANE
WELDED
TYPICAL PLAN VIEW
\/C(_CT/\TI(lAl /TVD\
N
IENT
SLOPE DRAINAGE TERRACE
SCALE: 1" = 2'
XREF: GC5770.02X083
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
5 1 6
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
Geosyntec" DUKE
considtantS OF NC, PC ENElnk%','w3%vT
o
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone] PROGRESS
LICENSE NO.:C-3500
TITLE:
SURFACE WATER MANAGEMENT DETAILS I
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
1/
DESIGN BY: VMD DATE: AUGUST 2015
`k�11Y 4111
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4�Q5Sjp .,�', DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P310
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18" ID RCP
"OS EL
4' RATE A
17.5
6" (TYP)
2" (TYP)
SINGLE 4" ORIFICE AT INV EL 15.0
PLAN VIEW
LIGHT-DUTY STEEL GRATING
PANEL 15" 0 SUPPORTED
INSIDE GRATING FRAME
INV EL 17.5
18" ID RCP (CLASS III)
INV EL 15.0
)TTnNA ()F PnNjn FI 1r, In
SINGLE 4"
ORIFICE INV
EL 15.0
3"
EXISTING
1'
GROUND
BOTTOM OF RISER
EL 14.5
6'
ELEVATION VIEW
r28DETAIL
DOWN DRAIN 3
PIPE TRENCH �1
(TYP)
33
32 DOwN
�RAI/v plpF
CCR
4 LINER
23 SYSTEM
D
E
D■
o�
DOWN DRAIN
PIPE TRENCH
(TYP)
33
32 _
4 LINER
23 SYSTEM _
3
LIGHT-DUTY STEEL GRATING
PANEL 15" 0 SUPPORTED
INSIDE GRATING FRAME COMPACTED FILL
INV EL 17.5
6" (MIN)
GROUT PIPE
IN-PLACE 24" (MIN) 18 ID RCP
4" ORIFICE
I
DM OF POND EL 15.0 INV EL 15.0
EXISTING f
1'
GROUND
BOTTOM OF RISER
EL 14.5
6'
PROFILE VIEW
15 NORTH POND CONCRETE RISER
SCALE: 1" = 2'
XREF: GC5770.02X088
I
LIMIT OF WASTE
I
3
�1
CCR
7 ANCHOR
23 TRENCH
LIMIT OF WASTE
I
i
3
I,
3
�1 DOWN DRAIN DOWNCHUTE 30
AT PERIMETER CHANNEL 32
12'
18" ID RCP
2" (TYP)
5
4" ORIFICE AT INV EL 16.5
PLAN VIEW
LIGHT-DUTY STEEL GRATING
0
PANEL 12" O SUPPORTED LIGHT-DUTY STEEL GRATING
IPANEL 12" O SUPPORTED
INSIDE GRATING FRAME
INSIDE GRATING FRAME
INV EL 21.75 INV EL 21.75
6" (MIN
GROUT PIPE
IN-PLACE 24" (MIN)
18" ID RCP (CLASS III) SINGLE 4" 18" ID RCP
INV EL 16.5 4" ORIFICE
— ORIFICE INV
/ \ EL 16.5
i
\ C
30TTOM OF POND EL 16.5 \ BOTTOM OF POND EL 16.5 INV EL 16.5
EXISTING 1' EXISTING
GROUND
GROUND
BOTTOM OF RISER BOTTOM OF RISER
EL 16.0 EL 16.0
6' 6'
ELEVATION VIEWPROFILE VIEW
('029 DETAIL
15 SOUTH POND CONCRETE RISER
SCALE: 1" = 2'
XREF: GC5770.02X089
27'
(PERIMETER CHANNEL)
3' 12'
RIP RAP
D
31 DETAIL (TYPICAL)
15 DOWN DRAIN AT TYPICAL LANDFILL PERIMETER
SCALE: 1" = 4'
XREF: GC5770.02X075
4)
ANCHOR
NC H OH
GENERAL FILL OR
PREPARED SUBGRADE
z
VARIES
3
�1
2
1% 2
DETAIL (TYPICAL
DOWN DRAIN PIPE AT POND LANDFILL PERIMETER
SCALE: 1" = 4'
XREF: GC5770.02X085
3 4
15'
(PERIMETER
ACCESS ROAD)
GENERAL FILL OR
PREPARED SUBGRADE
23'
(PERIMETER ROAD)
_ 15' AT DOWN DRAIN OUTLET
(PERIMETER ROAD)
DOWN DRAIN OUTLET
WITH FLARED END
12" (MIN) COVER
EL= 24'
3
�1
RIP RAP
3
�1
STORM WATER POND
POND BOTTOM
EXISTING
GROUND
FOR PERMIT ONLY, NOT FOR CONSTRUCTION
5 6
7
r�
18" 0 CORRUGATED
HDPE PIPE (TYP)
33
32
ACCESS ROAD
DETAIL (TYPICAL)
DOWN DRAIN DOWNCHUTE
AT PERIMETER CHANNEL
SCALE: 1" = 8'
XREF: GC5770.02X086
T
6" TOP SOIL AND
— 3 VEGETATION
11
18" (MIN)
FINAL COVER
18" (MIN) PROTECTIVE SOIL LAYER SYSTEM 9
ON LANDFILL 24
SIDE SLOPE
CCR
DETAIL (TYPICAL)
DOWN DRAIN PIPE TRENCH
SCALE: 1" = 4'
XREF: GC5770.02X084
PREPARED SUBGRADE
34 DETAIL
6 EARTHEN BERM
SCALE: 1"=4'
XREF: GC5770.02X090
M
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C
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E
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
GeosyntecO' DUKE
const Rants OF NC, PC ENEInk%','..'7%vT
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
PROGRESS
LICENSE NO.:C-3500
TITLE:
SURFACE WATER MANAGEMENT DETAILS II
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401 F
DESIGN BY: VMD DATE: AUGUST 2015
++++++orrrrr* *
,••°.�� CA q **
`^y •-*eg j6-.. • �4, •� DRAWN BY: ,1W0 PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P320
- 42$4 '
*GNATUR€on', y �- REVIEWED BY:MAO DRAWING NO.:
cj
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MAINTENANCE NOTES:
1. Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction site. This may require periodic top
dressing with 2 -inch stone.
2. After each rainfall, inspect any structure used to trap sediment and clean it out as necessary.
3. Immediately remove all objectionable materials spilled, washed, or tracked onto public roadways.
�39 DETAIL
18 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE -EXIT
SCALE: NTS
XREF: GC5770.02X030
DIVERSION DIKE
HOLD-DOWN STAKES
10' SPACING
PLASTIC e
CORRUGATED PIPE
4' (MIN)
LEVEL SECTION
STABILIZED OUTLET
4' (MIN) ISLAND OVER INLET
3 __T
1.5' (MIN)
SIZING TABLE (NOTE 1)
Maximum Drainage Pipe Diameter
Area per Pipe (acres) (inches)
0.50 12
0.75 15
1.00 18
NOTE:
1. Temporary slope drains to be provided as required at the discretion of
the contractor using the sizing table provided during waste filling
operations. Once final cover is installed for phase, permanent down
drains as shown on drawing 15, surface water management plan, are to
be installed.
MAINTENANCE NOTE:
1. Inspect the slope drain and supporting diversion after every rainfall. and
promptly make necessary, repairs. When the protected area has been
permanently stabilized. temporary measures may be removed, materials
disposed of properly. and all disturbed areas stabilized appropriately.
4' (MIN) TOP OF HAND-COMACTED
TOP OF DIVERSION r FILL (ISLAND)
1' (MIN)
0.5' (MIN)
NATURAL GROUND
DIVERSION CHANNEL
43
18
1.5' (MIN)
------------ -7------------
------------------------
DETAIL
TEMPORARY SLOPE DRAINS
SCALE: NTS
XREF: GC5770.02X096
Natural Ground
MAINTENANCE NOTES:
1. Inspect rock pipe inlet protection at least weekly and after each significant ('/2
inch or greater) rainfall event and repair immediately. Remove scdirnent and
restore the sediment storage area to its original dimensions when the sediment
has accumulated to one-half the design depth of the trap. Placc the sediment
that is removed in the designated disposal area and replace the contaminated
pari of the ,gravel facing.
2. Check the structure for damage. Any riprap displaced from the stone horseshoe
must be replaced imnnediately.
3. After all the sediment -producing areas have been permanently stabilized.
remove the structure and all the unstable sediment. Smooth the area to
blend with the adjoining areas and provide permanent ground cover (,surface
Slahilizafion).
44 DETAIL
18 ROCK PIPE INLET PROTECTION
SCALE: NTS
XREF: GC5770.02X034
3
Pipe Outlet to Flat Area --
No Well-defined Channel
IMM
-
,� - Rte.• • ��
Notes
1. La is the length of the riprap
apron.
2. d =1.5 times the maximum
stone diameter but not less
than 6".
3. In a well-defined channel ex-
tend the apron up the channel
banks to an elevation of 6"
above the maximum tailwater
depth or to the top of the bank,
whichever is less.
4. A filter blanket or filter fabric
should be installed between
the riprap and soil foundation.
5. Stone size (d50), apron length (La),
and apron thickness (d) are
provided in table 35 on drawing 33.
Filter
blanket
MAINTENANCE NOTE:
■ Inspect riprap outlet structures weekly and after significant (112 inch or greater)
rainfall events to see if any erosion around or below the riprap has talion place,
or if stones have been dislodged. Innntediately make all needed repairs to
prevent further damage.
00'40 DETAIL
18 OUTLET STABILIZATION STRUCTURE
SCALE: NTS
XREF: GC5770.02X031
1.5"thin,
9" mire
12" of NCDOT #5 or #57
washed stone
Class B Riprop
w
Plan View
1,5'
Filter Cloth A`'*-{
r,
s �
4' to 6'
Cross -Section 'View
rilTer c10Tn
3
MAINTENANCE NOTES:
1. Inspect check dams and channels at least weekly and after each significant (112
inch or greater) rainfall event and repair immediately. Clean out sediment,
straw, limbs, or other debris that could clog the channel when needed.
2. Anticipate submergence and deposition above the check dam and erosion from
high flows around the edges of the dam. Correct all damage immediately. If
significant erosion occurs between darns, additional measru'es can be taken
such as, installing a protective riprap liner in that portion of the channel
(Practice 6.3 1, Riprap-litre and I- m ed Channels).
3. Remove sediment accumulated behind the darns as needed to prevent damage
to channel vegetation, allow the channel to drain through the stone check dam,
and prevent large flows from carrying sediment over the dam. Add stones to
dams as needed to maintain design height and cross section,
CHANNEL
MAXIMUM CHECK DAM
SPACING (FT)
CHECK DAM
HEIGHT
N1
800
2
N4
310
2
S1
800
2
S3
800
2
S6
340
2
45 DETAIL
18 CHECK DAM
SCALE: NTS
XREF: GC5770.02X035
2' max. at
center
5
Slope surface shall be smooth before
placement for proper soil contact.
Stapling pattern as Min. 2"
per manufacturers overlap
recommendations.
L
If there is a berm at the top of
slope, anchor upslope of the berm.
Anchor in 6"x6" min. Trench
and staple at 12' intervals.
Min. 6" overlap.
staple overlaps
max. 5" spacing.
Bring material down to a level area,
Do not stretch blankets/matting tight -allow turn the end under 4" and staple at 12"
the rolls to conform to any irregularities. intervals.
For slopes less than 3HAV, rolls Lime, fertilize, and seed before installation. Planting
may be placed in horizontal strips. of shrubs, trees, etc. should occur after installation.
MAINTENANCE NOTES:
1. Inspect Rolled Erosion Control Products at least weekly and after each
significant (112 inch or greater) rain fall event repair immediately.
2. Good contact with the ground must be maintained, and erosion must not
occur beneath the RECP.
3. Any areas of the RECP that are chumaged or not in close contact with the
ground shall be repaired and stapled.
4. If erosion occurs due to poorly controlled drainage- the problem shall be
Fixed and the eroded area protected.
5. Monitor and repair the RECP as necessary until ground cover is
established.
r4l DETAIL
18 ROLLED EROSION CONTROL PRODUCT
SCALE: NTS
XREF: GC5770.02X032
Drape baffle material overwire strand and Extend 9 gauge wire to basin side or install T -post to anchor
secure with plastic ties at posts and on wire every 12
baffle to side of basin and secure to vertical post
-� 4' fMax.
9GaugeMinHigh
Tension Wire Strand 3' MIN ° Variable Depth
Shall Be Secured
To PostTo Support
Baffle Material ' ! Secure bottom of baffle to ground with
' 12"staples at 12" maximum spacing.
Baffle Material
If the temporary sediment basin will be
converted to a permanent stormwater basin
of greater depth, the baffle height should be
based on the pool depth during use as a
temporary sediment basin.
Note: Install three (3) coir fiber baffles in basins
at drainage outlets with a spacing of 114 the
basin length.
✓�"-- Baffle Material
11 Gauge
Landscaping Staple
IIJ i,
i�il�� ��L-4 I --I I 11.
Steel Post
2'4S"Depth
Baffle Material should be secured to the bottom
and sides of basin using 12" landscape staples
MAINTENANCE NOTES:
1. Inspect baffles at least once a week and after each rainfall. Make any required
repairs immediately.
2. Be sure to maintain access to the baffles. Should the fabric of baffle collapse,
tear, decompose, or become ineffective, replace it promptly.
3. Remove sediment deposits when it reaches half full, to provide adequate
storage volume for the next rain and to reduce pressure on the baffles.
Take care to avoid damaging the baffles during cleanout, and replace if damaged
during cleanout operations. Sediment depth should never exceed half the
designed storage depth.
4. After the contributing drainage area has been properly stabilized, remove all
baffle materials and unstable sediment deposits, bring the area to grade, and
stabilize it.
POND
BAFFLE HEIGHT (FT)
NORTH
3
SOUTH
5.25
INTERIM SOUTH
3
46 DETAIL
16 POROUS BAFFLE
7 1 8
Compacted soil 2' (Note 1)
I -a min '�
; 18" min (Note 1)�
-
-IIII dl - f ICEII lllllt
+
+p
I
-4 6' typical
(Note 1)
NOTE:
1. Geometry of temporary diversion shall match the geometry of the perimeter
drainage channel which it continues as shown in Detail 37 on Drawing 33.
MAINTENANCE NOTE:
1. Inspect temporary diversions once a week and afterevery, rainfall. Irmnediaiely
remove sediment from the flow area and repair the diversion ridge. Carefully
check outlets and make timely repairs as needed. When the area protected is
permanently stabilized, remove the ridge and the channel to blend with the
natural ground level and appropriately stabilize it.
42 DETAIL
18 TEMPORARY DIVERSIONS
SCALE: NTS
XREF: GC5770.02X033
Wire
fence
Cross -Section
View
Filter
Steel fabric Backfill trench Natural
post and compact ground
f thoroughly
1C
• • • •• ! : •
• a'a "4 • ' • ■ ps
�•. min • ■•
• go g ■ / 6 a: T
.•••e a +•deep 8,
a. • ..: • ■ ■ min
as //■r■■s rt/
• / • • • •■
IF
MAINTENANCE NOTES:
1. Inspect sediment fences at least once a week and after each rainfall. Make any required repairs
immediately.
2. Should the fabric of a sediment fence collapse, tear, decompose or become ineffective, replace it
promptly.
3. Remove sediment deposits as necessary to provide adequate storage volume for the next rain and
to reduce pressure on the fence. Take care to avoid undermining the fence during cleanout.
4. Remove all fencing materials and unstable sediment deposits and bring the area to grade and
stabilize it after the contributing drainage area has been properly stabilized.
K4 DETAIL
18 SEDIMENT FENCE
SCALE: NTS
XREF: GC5770.02X037
SCALE: NTS A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
XREF: GC5770.02X036
REV DATE DESCRIPTION DRN APP
Geosyntecl> DUKE
consultantsOF NC, PC
ENEIR
D
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone]
PROGRESS
LICENSE NO.:C-3500
TITLE:
EROSION AND SEDIMENT CONTROL DETAILS I
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
,,,,�a,,�. DESIGN BY: VMD DATE: AUGUST 2015
.,
� OSSjp •!�', DRAWN BY: JWO PROJECT NO.: GC5770
- CHECKED BY: VMD FILE: GC5770.02P340
- 42284 -
SIGNATuW n 0 -
l REVIEWED BY: MAO DRAWING NO.:
FOR PERMIT ONLY, NOT FOR CONSTRUCTION ,�,�',�;�'DM •�
�` APPROVED BY: VMD 34 OF 35
DATE p�'rItIin��+`'
5 6 7 8
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INLET
CULVERT
46 POROUS BAFFLES
34 PLACED AT QUARTER
MARKS OF POND (SEE F _...._
E
49
SKIMMER (SIZE VARIES)
STONE PAD
PI AN Vl FW (below skimmer)
RISER STRUCTURE
EMBANKMENT
WOOD STAKE
OR METAL POST
TOP OF EMBANKMENT (C)
RISER STRUCTURE (E)
TRASH RACK L' MIN'. y�y7 = -^.41Eh1ERGENCY SPILLWAY (B)
FREEBOARD-
49 1' MIN. iitlllli -flh Ill=ilfl illi=flJl -1 E 3,
B 35 SKIMMER A Ox- I III(ll6fll`IIlIli111�JllyllSrlillflllSlflflSlflfll(Sf9lll!()11111V�lliVifl=�`S'�OA
31 Jfllg{li Iili= ILII -Siff llbf_ 1ifl llffwlfid -Ilfl= llfr fllf=f�ST F
�� _ „�I-X11.11�1a41�i111X1141"liff�li6i.-ff11=1111�111>�'I���Illf=11lI�Illl.�llil�= _
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C
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Jf /\�� \��/ /\� L.L'1d6.L/1'1!✓�f�dLL���tl/J�1 .0
CLASS B STONE PAD
(4'X 4' X 1' MIN.)ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
3. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE.
4. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND COUPLING.
MAINTENANCE NOTES:
1. Inspect temporary sediment basins at least weekly and after each significant (1/2
inch or greater) rainfall event and repair immediate] -y. Remove sediment and
restore the basin to its original dimensions when it accumulates to one-halfthc
design depth. Place removed sediment in an area with sediment controls.
2. Check the embankment, spillways, and outlet for erosion darnage, and inspect the
embankment for piping and settlement. Make all necessary repairs immediately.
Remove all trash and other debris from the riser and pool area.
3
'.� BARREL
PIPE (D)
ANTI -SEEP STABILIZED
COLLAR OUTLET
/ STONE ENERGY
EMERGENCY
SPILLWAY
jG D ISSI PATO R
BARREL
PIPE
90' ELBOW
Ian
POND
(A)
___ ----
r -. ..... .
I
OUTLET
(E)
CULVERT
ROPE
15.0
20.0
EMERGENCY SPILLWAY
18" DIA
3'X 3' (INSIDE)
WOOD STAKE
OR METAL POST
TOP OF EMBANKMENT (C)
RISER STRUCTURE (E)
TRASH RACK L' MIN'. y�y7 = -^.41Eh1ERGENCY SPILLWAY (B)
FREEBOARD-
49 1' MIN. iitlllli -flh Ill=ilfl illi=flJl -1 E 3,
B 35 SKIMMER A Ox- I III(ll6fll`IIlIli111�JllyllSrlillflllSlflflSlflfll(Sf9lll!()11111V�lliVifl=�`S'�OA
31 Jfllg{li Iili= ILII -Siff llbf_ 1ifl llffwlfid -Ilfl= llfr fllf=f�ST F
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0�
�y
Jf /\�� \��/ /\� L.L'1d6.L/1'1!✓�f�dLL���tl/J�1 .0
CLASS B STONE PAD
(4'X 4' X 1' MIN.)ANTIFL TATION BLOCK SECTIONAL VIEW CUT-OFF
TRENCH
2' DEEP
1.1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
3. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE.
4. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND COUPLING.
MAINTENANCE NOTES:
1. Inspect temporary sediment basins at least weekly and after each significant (1/2
inch or greater) rainfall event and repair immediate] -y. Remove sediment and
restore the basin to its original dimensions when it accumulates to one-halfthc
design depth. Place removed sediment in an area with sediment controls.
2. Check the embankment, spillways, and outlet for erosion darnage, and inspect the
embankment for piping and settlement. Make all necessary repairs immediately.
Remove all trash and other debris from the riser and pool area.
3
'.� BARREL
PIPE (D)
ANTI -SEEP STABILIZED
COLLAR OUTLET
48 DETAIL
18 SEDIMENT BASIN
SCALE: NTS
XREF: GC5770.02X038
Cross- ctiart 12" rrdin. of E OT min,�-
51
�c- #57 4Yc31 store 2 ---- --- ---------------- --
AL
�"- 1.5 rnlrt
---_ ---
361 cu ft acre,
},
+V r _ rA� I -
-
,,
11HT1 V, 4,
min br c
Design seed ��- overfill 6m for
top ;r. settlement
Plan View
Weir Length _ _
E�It
7to
------ mein)ed top ofnwx ��
fitk
----
- - - - -- NThtrql
Gmund
filter 3.
f abrin rimy.
MAINTENANCE NOTES:
1. INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT ('/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT, AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF
THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA, AND REPLACE THE PART OF THE
GRAVEL FACING THAT IS IMPAIRED BY SEDIMENT.
2. CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM
OF 1.5 FEET BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN
GRADE. ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
3. AFTER ALL SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SMOOTH
THE AREA TO BLEND WITH THE ADJOINING AREAS, AND STABILIZE PROPERLY (REFERENCES: SURFACE STABILIZATION).
52 DETAIL
18 TEMPORARY SEDIMENT TRAP
SCALE: NTS
XREF: GC5770.02X042
PVC End
Cap
Ll
Arm Assembly
PERSPECTIVE VIEW
PVC Vent
PVC Elbow pipe
PVC End
Cap
Schedule 40
PVC Tee PVC Pipe PVC Pipe
1" Holes in
Underside Flexible
Hose
C
"C" Enclosure
.iter Entry
Unit
PVC Tee
Schedule 40
FVC Pipe
Orifice
Plate
5
Bottom Surface
END VIEW FRONT VIEW
MAINTENANCE NOTES:
1. Inspect skimmer sediment basins at least weekly and after each significant (one-half inch or greater) rainfall event
and repair immediately. Pull the skimmer to one side so that the sediment underneath it can be excavated. Make
sure vegetation growing in the bottom of the basins does not hold down the skimmer.
2. If the skimmer is clogged with trash and there is water in the basin, usually jerking on the rope will make the
skimmer bob up and down and dislodge the debris and restore flow. If this does not work, pull skimmer over to
the side of the basin and remove the debris. Also check the orifice inside the skimmer to see if it is clogged; if so
remove debris.
3. If the skimmer arm or barrel pipe is clogged, the orifice can be removed and the obstruction cleared with a
plumber's snake or by flushing with water. Be sure and replace the orifice before repositioning the skimmer.
4. Freezing weather can result in ice forming in the basin. Some special precautions should be taken in the winter
to prevent the skimmer from plugging with ice.
POND
POND
BOTTOM
EMERGENCY
SPILLWAY
TOP OF
EMBANKMENT
BARREL
PIPE
RISER
STRUCTURE
CLEANOUT
ELEVATION
POND
(A)
(B)
(C)
(D)
(E)
(F)
NORTH
15.0
20.0
22.0
18" DIA
3'X 3' (INSIDE)
15.2
SOUTH
16.5
23.0
24.0
18" DIA
3'X 3' (INSIDE)
16.7
INTERIM SOUTH
15.0
19.0
20.0
12" DIA
3'X 3' (INSIDE)
15.1
48 DETAIL
18 SEDIMENT BASIN
SCALE: NTS
XREF: GC5770.02X038
Cross- ctiart 12" rrdin. of E OT min,�-
51
�c- #57 4Yc31 store 2 ---- --- ---------------- --
AL
�"- 1.5 rnlrt
---_ ---
361 cu ft acre,
},
+V r _ rA� I -
-
,,
11HT1 V, 4,
min br c
Design seed ��- overfill 6m for
top ;r. settlement
Plan View
Weir Length _ _
E�It
7to
------ mein)ed top ofnwx ��
fitk
----
- - - - -- NThtrql
Gmund
filter 3.
f abrin rimy.
MAINTENANCE NOTES:
1. INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT ('/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT, AND RESTORE THE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF
THE DESIGN DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISPOSAL AREA, AND REPLACE THE PART OF THE
GRAVEL FACING THAT IS IMPAIRED BY SEDIMENT.
2. CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM
OF 1.5 FEET BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN
GRADE. ANY RIPRAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
3. AFTER ALL SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABLE SEDIMENT. SMOOTH
THE AREA TO BLEND WITH THE ADJOINING AREAS, AND STABILIZE PROPERLY (REFERENCES: SURFACE STABILIZATION).
52 DETAIL
18 TEMPORARY SEDIMENT TRAP
SCALE: NTS
XREF: GC5770.02X042
PVC End
Cap
Ll
Arm Assembly
PERSPECTIVE VIEW
PVC Vent
PVC Elbow pipe
PVC End
Cap
Schedule 40
PVC Tee PVC Pipe PVC Pipe
1" Holes in
Underside Flexible
Hose
C
"C" Enclosure
.iter Entry
Unit
PVC Tee
Schedule 40
FVC Pipe
Orifice
Plate
5
Bottom Surface
END VIEW FRONT VIEW
MAINTENANCE NOTES:
1. Inspect skimmer sediment basins at least weekly and after each significant (one-half inch or greater) rainfall event
and repair immediately. Pull the skimmer to one side so that the sediment underneath it can be excavated. Make
sure vegetation growing in the bottom of the basins does not hold down the skimmer.
2. If the skimmer is clogged with trash and there is water in the basin, usually jerking on the rope will make the
skimmer bob up and down and dislodge the debris and restore flow. If this does not work, pull skimmer over to
the side of the basin and remove the debris. Also check the orifice inside the skimmer to see if it is clogged; if so
remove debris.
3. If the skimmer arm or barrel pipe is clogged, the orifice can be removed and the obstruction cleared with a
plumber's snake or by flushing with water. Be sure and replace the orifice before repositioning the skimmer.
4. Freezing weather can result in ice forming in the basin. Some special precautions should be taken in the winter
to prevent the skimmer from plugging with ice.
POND
SKIMMER SIZE
NUMBER OF SKIMMERS
NORTH
8 -INCH
2
SOUTH
8 -INCH
2
INTERIM SOUTH
8 -INCH
2
SEDIMENT
TRAP
ID #
DISTURBED
AREA [AC]
SEDIMENT
STORAGE
[CF]
WEIR
LENGTH
[FT]
1
0.73
2628
4
2
1.24
4464
6
3
0.69
2484
4
4
0.44
1584
4
5
0.73
2628
4
6
0.56
2016
4
7
0.36
1296
4
8
1.14
4104
6
9
2.29
8244
8
10
2.29
8244
8
11
0.52
1872
4
12
1.47
5292
6
13
0.41
1476
4
14
2.29
8244
8
OY
1 2 3
49 DETAIL
35 SKIMMER
SCALE: NTS
XREF: GC5770.02X039
R
7
r�
SEEDING MIXTURE AND RATE
SEEDING DATES
SOIL AMENDMENTS
MULCH
MAINTENANCE
WARM SEASON
GERMAN MILLET
BY SOIL TEST OR:
Straw
REFERTILIZE IF GROWTH
' RYE (GRAIN) 120 LB/ACRE
Should come from wheat or oats,
Jute net
APPLY 4000 LB/ACRE STRAW.
INADEQUATE. RESEED, REFERTILIZE,
spread by hand or machine; must
DECEMBER 1 - APRIL 15
2000 LB/ACRE AGRICULTURAL LIMESTONE
ANCHOR STRAW WITH TACKIFIER
AND MULCH IMMEDIATELY
' ANNUAL LESPEDEZA (KOBE) 50 LB/ACRE
5-6 tons
Air dry
OR NETTING.
FOLLOWING EROSION OR OTHER
PRIMARY STABILIZATION
12/1-4/1
750 LB/ACRE 10-10-10 FERTILIZER
Excelsior
DAMAGE
PRIMARY STABILIZATION
by hand. Not for use in fine turf.
BY SOIL TEST OR:
0.5-1 tons
REFERTILIZE IF GROWTH
Also referred to as wood cellulose.
mat
APPLY 4000 LB/ACRE STRAW.
INADEQUATE. RESEED, REFERTILIZE,
' GERMAN MILLET 40 LB/ACRE
APRIL 15 - AUGUST 15
2000 LB/ACRE AGRICULTURAL LIMESTONE
ANCHOR STRAW WITH TACKIFIER
AND MULCH IMMEDIATELY
35 cubic yards
Air dry, shredded or
Apply with mulch blower, chip
OR NETTING.
FOLLOWING EROSION OR OTHER
hammer -milled, or chips.
handler, or by hand. Do not use
' 750 LB/ACRE 10-10-10 FERTILIZER
DAMAGE
asphalt tack.
Corn stalks
BY SOIL TEST OR:
Cut or shredded in 4-6
REFERTILIZE IF GROWTH
in. lengths.
APPLY 4000 LB/ACRE STRAW.
INADEQUATE. RESEED, REFERTILIZE,
' RYE (GRAIN) 120 LB/ACRE
AUGUSTS 15 - DECEMBER 30
2000 LB/ACRE AGRICULTURAL LIMESTONE
ANCHOR STRAW WITH TACKIFIER
AND MULCH IMMEDIATELY
contain mature seed.
OR NETTING.
FOLLOWING EROSION OR OTHER
' 750 LB/ACRE 10-10-10 FERTILIZER
DAMAGE
Material
Rate Per Acre
Quality
Notes
Organic ]Mulches
WARM SEASON
GERMAN MILLET
SETARIA ITALICA
Straw
1-2 tons
Dry, unchopped,
Should come from wheat or oats,
Jute net
Cover area
unweathered; avoid
spread by hand or machine; must
8/15-4/15
BIG BLUESTEM
weeds.
be tacked down.
Wood chips
5-6 tons
Air dry
Treat with 12 lbs nitrogen/ton. Apply
3.5
PRIMARY STABILIZATION
12/1-4/1
with mulch blower, chip handler, or
Excelsior
Cover area
PRIMARY STABILIZATION
by hand. Not for use in fine turf.
Wood fiber
0.5-1 tons
2.5
Also referred to as wood cellulose.
mat
May be hydroseeded. Do not use in
Fiberglass roving
0.5-1 tons
Continuous fibers of
hot, dry weather.
Bark
35 cubic yards
Air dry, shredded or
Apply with mulch blower, chip
hammer -milled, or chips.
handler, or by hand. Do not use
agent.
asphalt tack.
Corn stalks
4-6 tons
Cut or shredded in 4-6
Apply with mulch blower or by hand.
in. lengths.
Not for use in fine turf.
Sericea
1-3 tons
Green or dry; should
lespedeza
contain mature seed.
seed -bearing
BOTANICAL NAME
RATE (LB/AC)
PURPOSE
stems
WARM SEASON
GERMAN MILLET
SETARIA ITALICA
Nets and Mats'
NURSE CROP
4/15-8/15
COOL SEASON
Jute net
Cover area
Heavy, uniform; woven
Withstands waterflow, Best when
8/15-4/15
BIG BLUESTEM
of single jute yarn.
used with organic mulch.
Fiberglass net
Cover area
SWITCHGRASS
Withstands waterflow. Best when
3.5
PRIMARY STABILIZATION
12/1-4/1
used with organic mulch.
Excelsior
Cover area
PRIMARY STABILIZATION
Withstands waterflow.
(wood fiber)
CHASMANTHIUM LATIFOLIUM
2.5
PRIMARY STABILIZATION
mat
Fiberglass roving
0.5-1 tons
Continuous fibers of
Apply with a compressed air ejector.
drawn glass bound
Tack with emulsified asphalt at a
together with a non-toxic
rate of 2 5-3 5 gal/1,000 sq ft.
agent.
Chemical Stabilizers2
Aquatain follow
Aerospray manufacturer's
Curasol AK specifications
Petroset SB
Terra Tack
Crust 500
Genaqua 743
M-145
''Refer to Practice No. 6.30, Grass Lined Channels.
?Use of trade names does not imply endorsement of product.
4;
53 DETAIL
18 MULCHING
SCALE: 1" = 1'
XREF: GC5770.02X043 (MULCHING)
50 DETAIL
18 TEMPORARY SEEDING
SCALE: NTS
XREF: GC5770.02X040
COMMON NAME
BOTANICAL NAME
RATE (LB/AC)
PURPOSE
OPTIMAL PLANTING DATES
WARM SEASON
GERMAN MILLET
SETARIA ITALICA
10
NURSE CROP
4/15-8/15
COOL SEASON
RYE GRAIN
SECALE CEREALE
10
NURSE CROP
8/15-4/15
BIG BLUESTEM
ANDROPGON GERADII / EARL
7
PRIMARY STABILIZATION
12/1-5/1
SWITCHGRASS
PANICUM VIRGATUM / BLACKWELL, SHELTER, OR CARTHAGE
3.5
PRIMARY STABILIZATION
12/1-4/1
VIRGINIA WILD RYE
ELYMUS VIRGINICUS
6
PRIMARY STABILIZATION
2/15 - 3/20 AND 9/1- 11/1
INDIAN WOODOATS
CHASMANTHIUM LATIFOLIUM
2.5
PRIMARY STABILIZATION
2/15 - 3/20 AND 9/1 - 11/1
51 DETAIL
18 PERMANENT SEEDING
SCALE: NTS
XREF: GC5770.02X041
A DEC 2015 REVISED PER NCDEQ COMMENTS JWO VMD
REV DATE DESCRIPTION DRN APP
Geosyntec"
D
UKE
COriSLIItSI1tS OF NC, PC ENEnR%(.v7%vT
1300 SOUTH MINT STREET, SUITE 410
CHARLOTTE, NC 28203 USA
PHONE: [phone] PROGRESS
LICENSE NO.:C-3500
TITLE:
EROSION AND SEDIMENT CONTROL DETAILS II
PROJECT: CONSTRUCTION PERMIT APPLICATION DRAWINGS
ONSITE CCR DISPOSAL FACILITY
SITE: L.V. SUTTON ENERGY COMPLEX
WILMINGTON, NORTH CAROLINA 28401
DESIGN BY: VMD DATE: AUGUST 2015
`l�11911i 11 ,
•�`;•� S` CAR
Q,FS�� ./, DRAWN BY: JWO PROJECT NO.: GC5770
CHECKED BY: VMD FILE: GC5770.02P340
42284
SIGNATU ten , ` C7 ' REVIEWED BY: MAO DRAWING NO.:
AP
FOR PERMIT ONLY, NOT FOR CONSTRUCTION 0"
DIaM,.0 APPROVED BY: VMD 35 OF 35
DATE ��
5 6 7 8
C
0
E
F

ATTACHMENT E
FINANCIAL ASSURANCE

V. Off -Site Clay
a. Area to be capped (1 acre=4840yd2)
b. Depth of clay needed (6" = 0.16 yd)
acres x 4840 yd2/acre =
inches x 1 yd/ 36 inches =
0 yd
0.00 yd
Geosyntec "'
Facility Name:
L.V. Sutton Energy Complex, Onsite CCR Landfill
Date:
11/23/15
Phase 1 (Cells 3-8)
Calculated By:
VMD
CMI:SLIItantS
Permit No.:
Checked By:
JC
1300 South Mint Street, Suite 410
Facility Address:
Sutton Steam Plant Road
Charlotte, North Carolina 28203
Wilmington, North Carolina
Revision No.:
0
phone - 704.227.0861
Facility Owner:
Duke Energy Progress, LLC
Project No.:
GC5770
Phase No.:
02
www.geosyntec.com
CLOSURE COSTS:
I. Native Soil for Slope and Fill (Site Preparation)
a.
Area to be capped
56.1
acre
56.1 acre
b.
Unit cost for recompacting and grading
750
/ acre
750.00 / acre
C.
Cost for recompacting and grading
(a x b)
$42,075
d.
Unit cost for subgrade preparation
500
/ acre
500.00 / acre
e.
Cost for subgrade preparation
(a x d)
$28,050
o.
Total native soil cost
(c + e)
$70.125.00
II. Topsoil
a.
Area to be capped
56.1
acres x 4840 yd2/acre =
271,524 yd
b.
Depth of topsoil needed
6
inches x 1 yd/ 36 inches =
0.17 yd
C.
Quantity of topsoil needed
(a x b)
45,254 yd
d.
Percentage of soil from off-site
100%
100%
e.
Excavation unit cost (on-site material)
$5.00
$5.00 /yd3
f.
Purchase unit cost (off-site material)
$13.00
$13.00 /yd3
g.
Delivery Cost (off-site material)
$12.00/yd3 for 5 mil RT
$12.00 /yd3
h.
Placement/Spreading unit cost
included in e.
included in e. /yd3
i.
Compaction unit cost
included in e.
included in e. /yd3
j.
Total on-site topsoil unit cost
(e + h + i)
$5.00 /yd3
k.
Total off-site topsoil unit cost
(f+ g + h + i)
$25.00 /yd3
I.
Total on-site topsoil cost
p x (1-d) x c]
$0
M.
Total off-site topsoil cost
(c x d x k)
$1,131,350
n.
Percent compaction
10%
10%
o.
Total topsoil cost
(I + m) (1 + n)
$1.244.485.00
III. Drainage Layer
a.
Area to be capped
56.1
acres x 4840 yd2/acre =
271,524 yd'
b.
Depth of sand or gravel needed
0
inches x 1 yd136 inches=
0.00 yd
C.
Quantity of sand or gravel needed
(a x b)
0 yd
d.
Purchase unit cost
$6.90
$6.90 /yd3
e.
Delivery cost (for off-site material)
$7.85/yd3 for 10 mil RT
$7.85 /yd3
f.
Spreading unit cost
$1.39
$1.39 /yd3
g.
Compaction unit cost
$0.12
$0.12 /yd3
h.
Percent compaction
sand = 10%, gravel = 5%
10 %
i.
Total drainage layer unit cost
(d + e + f+ g)
$16.26 /yd3
j.
Total drainage layer cost
is x i x (1+h)]
0.0
IV.On-Site Clay
a.
Area to be capped
56.1
acres x 4840 yd2/acre =
271,524 yd
b.
Depth of clay needed
0
inches x 1 yd/ 36 inches =
0.00 yd
C.
Quantity of clay needed
(a x b)
0 yd
d.
Excavation unit cost
$2.50
$2.50 /yd3
e.
Placement/Spreading unit cost
$1.25
$1.25 /yd3
f.
Compaction unit cost
$0.85
$0.85 /yd3
g.
Total on-site clay unit cost
(d + e + f + g)
$4.60 /yd3
h.
Percent compaction
25%
25 %
i.
Total on-site clay cost
[c x g x (1 + h)]
$0.00
V. Off -Site Clay
a. Area to be capped (1 acre=4840yd2)
b. Depth of clay needed (6" = 0.16 yd)
acres x 4840 yd2/acre =
inches x 1 yd/ 36 inches =
0 yd
0.00 yd

Facility Name: L.V. Sutton Energy Complex, Onsite CCR Landfill
Phase 1 (Cells 3-8)
Permit No.:
Facility Address: Sutton Steam Plant Road
Date:
Calculated By:
Checked By:
Wilmington, North Carolina Revision No
Facility Owner: Duke Energy Progress, LLC Project No
Phase No
C. Quantity of clay needed (a x b)
d. Purchase unit cost
e. Delivery cost (for off-site material)
f. Spreading unit cost
g. Compaction unit cost
h. Total off-site clay unit cost
i. Percent compaction
j. Total on-site clay cost
VI. Drainage Pipe
11/23/15
VMD
JC
0
GC5770
02
(a x b)
$5.35
$7.85/yd3 for 10 mil RT
$1.39
$0.82
(d+e+f+g)
25%
[cxhx(1+i)]
Geosyntec "'
consultants
1300 South Mint Street, Suite 410
Charlotte, North Carolina 28203
phone - 704.227.0861
www.geosyntee.com
0
yd
$5.35
/yd3
$7.85
/yd3
$1.39
/yd3
$0.82
/yd3
$15.41
/yd3
25
%
U-00
e.
a.
Length of pipe needed
4958.2
4958.2 LF
b.
Pipe unit cost
$4.22
$4.22 /LF
C.
Trenching and backfilling cost
$0.99
$0.99 /LF
d.
Total drainage pipe unit cost
(b + c)
$5.21 /LF
e.
Total drainage pipe cost
(a x d)
$25.832.22
VII. Synthetic Membrane
Installation unit cost
e.
a.
Area to be capped with 60 -mil HDPE
56.1 acres x 43560 ft2/acre =
2,443,716 ft2
b.
Purchase unit cost
$0.65
$0.65 /ft2
C.
Taxes unit cost
$0.03
$0.03 /ft2
d.
Installation unit cost
$0.16
$0.16 /ft2
e.
Total synthetic membrane unit cost
(b + c + d)
$0.84 /ft2
f.
Total synthetic membrane cost
(a x e)
$2.052.721.44
VIII. Geotextile Filter Fabric
a.
Quantity of filter fabric needed
b.
Purchase unit cost
C.
Taxes unit cost
d.
Installation unit cost
e.
Total synthetic membrane unit cost
f.
Total geotextile filter fabric cost
VIII -a. Geonet
Composite
a.
Quantity of Geonet Composite needed
b.
Purchase unit cost
C.
Taxes unit cost
d.
Installation unit cost
e.
Total geonet composite unit cost
f.
Total geonet composite cost
VIII -b. Geosynthetic Clay Liner
a.
Quantity of GCL needed
b.
Purchase unit cost
C.
Taxes unit cost
d.
Installation unit cost
e.
Total GCL unit cost
f.
Total GCL cost
0_0 acres x 43560 ft2/acre =
$0.25
$0.00
$0.00
(b+c+d)
(a x e)
Notes & Guidance Values
56.1 acres x 43560 ft2/acre =
$0.64
$0.03
$0.16
(b+c+d)
(a x e)
0_0 acres x 43560 ft2/acre =
$0.48
$0.03
$0.15
(b+c+d)
(a x e)
0 ft2
$0.25 /ft2
$0.00 /ft2
$0.00 /ft2
$0.25 /ft2
$0.00
2,443,716 ft2
$0.64 /ft2
$0.03 /ft2
$0.16 /ft2
$0.83 /ft2
$2.028.284.28
0 ft2
$0.48 /ft2
$0.03 /ft2
$0.15 /ft2
$0.66 /ft2
$0.00
IX. Soil Admixture
a. Area to be capped 56.1 acres x 4840 yd2/acre = 271,524 yd
b. Soil admixture unit cost $2.57 $2.57 /yd2
C. Total soil admixture cost (a x b) $697.816.68

XI. Soil Testing / Construction Quality Assurance
a. Number of acres to be capped
56.1
56.1 acres
b. Testing unit cost
Geosyntec "'
Facility Name:
L.V. Sutton Energy Complex, Onsite CCR Landfill
Date:
11/23/15
C. Total Soil Testing Unit Cost
(a x b)
Phase 1 (Cells 3-8)
Calculated By:
VMD
WfI:SLIItantS
Permit No.:
56.1
Checked By:
JC
1300 South Mint Street, Suite 410
Facility Address:
Sutton Steam Plant Road
(a x b)
$84.150.00
Charlotte, North Carolina 28203
Wilmington, North Carolina
Revision No.:
0
phone - 704.227.0861
Facility Owner:
Duke Energy Progress, LLC
Project No.:
GC5770
0
0 /acre
d. Length of LFG detection probe in linear feet
Phase No.:
02
www.geosyntec.com
X. Protective Soil Cover / Vegetative Cover
$5,000 /event
f. LFG detection probe unit cost
$40.00
a.
Area to be capped
56.1
acres x 4840 yd2/acre =
271,524 yd
b.
Depth of soil needed
24
inches x 1yd/36 inches=
0.67 yd
C.
Quantity of soil needed
(a x b)
181,016 yd'
d.
Percentage of soil from off-site
$1,225 per well
100%
100%
e.
Excavation unit cost (on-site material)
d. Additional well length of 50'
$5.00
$5.00 /yd3
f.
Purchase unit cost (off-site material)
$22.00 /LF
$13.00
$13.00 /yd3
g.
Delivery Cost (off-site material)
(b x c)
$12.00/yd3 for 5 mil RT
$8.00 /yd3
h.
Placement/Spreading unit cost
XV. Mobilization/demobilization
included in e.
included in e. /yd3
i.
Compaction unit cost
$75.000.00
included in e.
included in e. /yd3
j.
Total on-site soil unit cost
assumes $2,500/acre
(e + h + i)
$5.00 /yd3
k.
Total off-site soil unit cost
(f+ g + h + i)
$21.00 /yd3
I.
Total on-site soil cost
p x (1-d) x c]
$0
M.
Total off-site soil cost
(c x d x k)
$3,801,336
n.
Percent compaction
10%
10%
0.
Total protective soil cover cost
(i + m) ' (1 + n)
$4.181.469.60
XI. Soil Testing / Construction Quality Assurance
a. Number of acres to be capped
56.1
56.1 acres
b. Testing unit cost
(Includes density & permeability tests and technician)
$10,000.00
$10,000.00 /acre
C. Total Soil Testing Unit Cost
(a x b)
$561.000.00
XII. Vegetative Cover
a. Number of acres to be vegetated
56.1
56.1 acres
b. Unit cost for preparation, seeding, and fertilization
$1,500.00
$1,500.00 /acre
C. Total Vegetative Cover Cost
(a x b)
$84.150.00
XIII. Landfill Gas (LFG) Management System
a. Number of acres of landfill to be closed
56.1
56.1 acres
b. Number of LFG detection probes to be installed
0
0 probes
C. Average number of LFG vents required per acre
0
0 /acre
d. Length of LFG detection probe in linear feet
0
100 LF
e. Average cost per LFG vent
$5,000.00
$5,000 /event
f. LFG detection probe unit cost
$40.00
$40.00 /LF
g. Total cost for LFG vents
(a x c x e)
$0
h. Total cost for LFG detection probes
(b x d x 0
$0
i. Total gas management cost
(g + h)
$0.00
XIV. Groundwater monitoring system
a. Hydrogeologic study
$10,000 or as needed
$0
b. Monitoring well construction/well
$1,225 per well
$1,225.00 /well
C. Number of wells to be installed
0
0 wells
d. Additional well length of 50'
0
0 LF
e. Unit cost for additional well length over 50'
$22.00
$22.00 /LF
f. Total additional cost for well length over 50'
(e x d)
$0
g. Total monitoring well construction cost
(b x c)
$0
h. Total Groundwater monitoring system cost
(a + e + r)
$0.00
XV. Mobilization/demobilization
a. Cost for mobilization/demobilization
assumes 1 event
$75.000.00
XVI. Survey and deed notation
a. Cost for survey and deed notation
assumes $2,500/acre
5140.250.00

Facility Name:
L.V. Sutton Energy Complex, Onsite CCR Landfill
Date:
Phase 1 (Cells 3-8)
Calculated By:
Permit No.:
Checked By:
Facility Address:
Sutton Steam Plant Road
Wilmington, North Carolina
Revision No.:
Facility Owner:
Duke Energy Progress, LLC
Project No.:
Phase No.:
XVII. Closure Certification
a.
Closure certification costs
XVIII. Miscellaneous
Costs to Close
a.
Erosion Control
b.
Storm Water Control (diversion berms and drainage
ditches)
C.
Drainage Layer Piping
d.
Anchor Trench
e.
Tie-in Seams
f.
Geosynthetic Boots
Total Construction Closure Costs
Total Unadjusted Closure Costs
City Cost Index (CCI)
Total Adjusted Closure Costs
CCI x (I..XIV)
Closure Cost -Estimate Subtotal
(Total adj. closure costs +XV + XVI + XVII + XVIII)
Contingency (10%)
Engineering Fees
Permitting and Construction Documents
Total Closure Cost
(Phase 1)
Total Area to be capped
Approximate closure cost per acre
Notes:
Guidance values attained from similar projects.
Material Costs for Geosynthetics include Delivery.
11/23/15
VMD
JC
0
GC5770
02
$35,500 or as needed
$50,000 or as needed
Geosyntec "'
COnsultants
1300 South Mint Street, Suite 410
Charlotte, North Carolina 28203
phone - 704.227.0861
www.geosyntee.com
$35.000.00
550.000.00
550.000.00
50_00
50_00
50_00
50_00
10.945.884
96.4
510.551.832
$1,090,208
$109,021
12.101.311
56.1 acres
$215,710 /acre

Facility Name: L.V. Sutton Energy Complex, Onsite CCR Landfill
Phase 1
Permit No.:
Facility Address: Sutton Steam Plant Road
Wilmington, North Carolina
Facility Owner: Duke Energy Progress, LLC
POST -CLOSURE COSTS:
Date: 11/23/15
Calculated By: VMD
Checked By: JC
GeosMtec l>
consultants
1300 South Mint Street, Suite 410
Charlotte, North Carolina 28203
Revision No.: 0 phone - 704.227.0861
Project No.: GC5770
Phase No.: 02 www.geosyntec.com
I. Groundwater Monitoring
Notes & Guidance Values
a.
Total number of monitoring wells
9
9 wells
b.
Number of sampling events per year
2 sampling events per year
2 events
C.
Monitoring and analysis costs per sample
$1,750
$1,750 /sample
d.
Miscellaneous Engineering Fees
$10,000 or as required
$10,000 /year
e.
Total annual monitoring costs
[(a x b x c) +d]
$41,500 /year
f.
Post -closure period
30
30 years
g.
Total cost for post -closure period
(e x t)
$1.245.000.00
II. Landfill Gas Monitoring
a.
Frequency of testing
(4 events per year)
0 events/year
b.
Cost of sampling per event
$1,000.00
$1,000.00 /event
C.
Total LFG Monitoring unit cost per year
(a x c)
$0.00 /year
d.
Post -closure period
30
30 years
e.
Total cost for post -closure period
(d x e)
50.00
III. Leachate Management
a.
Private disposal unit cost
$0.00
$0.00 /gal
b.
POTW disposal unit cost
$0.10
$0.10 /gal
C.
Direct discharge to a POTW unit cost
$0.00
$0.00 /gal
d.
Amount of leachate generated
50,000
50,000 gal/yr
e.
Load/unload unit cost
$150
$150.00 /truck
f.
Capacity of truck
5,500
5,500 gallons
g.
Number of trucks required per year
(d + f)
9 trucks/year
h.
Distance over 5 miles of hauling (one way)
10
10 miles
i.
Cost of hauling per mile
$1.50
$1.50 /mile
j.
Total cost for loading / unloading and hauling
f(e x g) + (h x i)]
$1,378.64 /year
k.
Total annual cost for Private Disposal
(a x d)
$0.00 /year
I.
Total annual cost for POTW Disposal (delivered)
f(b x d) + j]
$6,378.64 /year
M.
Total annual cost for POTW Disposal (direct)
(c x d)
$0 /year
n.
Total leachate management cost
(k or 1 or m)
$6,378.64 /year
o.
Post -closure period
30
30 years
p.
Total cost for post -closure period
(n x o)
$191.359.09
IV. Routine Maintenance and Repairs
a.
Mowing frequency
2
2 visits/year
b.
Area to be maintained (acres)
56.1
56.1 acres
C.
Mowing unit cost per visit
$80
$80 /acre/visit
d.
Total mowing cost per year
(a x b x c)
$8,976 /year
e.
Fertilizer unit cost
$500
$500 /acre
f.
Total fertilizer cost per year
(b x e)
$28,050 /year
g.
Number of years to reseed (max 3 years)
3
3 years
h.
Area to reseed (acres)
18.70
18.70 acres
i.
Reseeding unit cost
$1,786
$1,786 /acre
j.
Total reseeding cost
(g x h x i)
$100,195
k.
Mobilization/demobilization cost per year
$150
$150 /year
1.
Total maintenance and repairs cost per year
(d + f + k)
$37,176.00 /year
m.
Post -closure period
30
30 years
n.
Total cost for post -closure period
f(m x 0 +j]
51.215.475
V. Vector and Rodent Control
a.
Total vector and rodent control costs per year
$2,000 or as required
$2,000.00 /year
b.
Post -closure period
30
30 years
C.
Total cost for post -closure period
(a x b)
560=000
Total Post -Closure Costs
Total Unadjusted Post -Closure Costs
$2,711,833.69
City Cost Index (CCI)
96.4
Total Adjusted Post -Closure Costs
$2,614,207.68
CCI x (I..V)
Contingency (10%)
$261,420.77
Total Post -Closure Cost -Estimate (Phase 1)
52.875.628

ATTACHMENT F
ASH TRANSPORT CONTINGENCY PLAN

(� DUKE
ENERGY
November 12, 2015
North Carolina Department of Environmental Quality
Attn: Mr. Larry Frost
Division of Waste Management
Solid waste Section
2090 U.S. Highway 70
5wannanoa, NC 28778
Re: Ash Transportation Information Plan SuBmittal
L.V. Sutton Plant
New Hanuvcr County, North Carolina
Dear Mr. Frost,
410 S. Wilmington Street.
Kaleigh. NC 27601
Mailing Address
Mail Code NC 14,
Raleigh, NC 27601
919-546-7663
919-546-6302 (fax)
Attached you will find the Ash Transportation Information Plan (Rev. 0) for the Duke Energy L.V. Sutton
Plant located in New Hanover County. This intormadon is Being submitrd ill rebpvnbc to a verbal
request trom the Solid Waatc SEI-tiU i (SEUlun) in addition to item #li from the un -Site Landfill Permit
to Construct Technical Review comments from the Section to Duke Energy on uctoBer 7, 2015 which
reads:
17. The Section requests a copy of Duke Energy's contingency plan for spin
prevention/emergency action for the transportation of coal ash off the Surron properry. L;keW;se,
the Section requests nor;f c.ur;un from Duke Energy when con/ ash begins to be moved off site,
;r,cluding mode of transportation and ultimate destination.
Ash hauling via trucks trom the Suttvii Plaut tv tfic Brickhaven btructural till site near Moncure began on
OctvBer 30, 2015. Therefore, the attached plan has been created for truck transport. Rail transport is
not anticipated to begin until late December or early next year. The attached will Be updated and
submitted to DEQ prior to transporting ash via rail.
This submittal is for information only and does not require a tormal response trom the Section. Please do
not hesitate to contact me at 919-546-7863 or [e-mail] it you have any questions,
wnimCnts, or concerns.
Sinc ,
J n Toepfer, P.E.
Lead Engineer
Waste and Groundwater Programs

Mr. Carry Frust letter
Ncjvembcr 11, 2u15
Aiiachmenib: L.V. Sutton Plant Ash Transportation Information Plan Rev u; 11/11/Zu15
cc (via e-mail): Ed Mussler, NCDEQ
Ed Sullivan, Duke Energy
Jeremy Pruett, Duke Energy
RicFiard BAt.1, Duke Energy
Steve bordy, Duke Energy

Ash Transportation Information Plan
L.V. Sutton Plant
801 Sutton Steam Plant Road,
Wilmington -North Carolina
New Hanover County
DUKE
ENERGY
Created by: Ash Basin Strategic Action Team (ABSAT)
November 11, 2015 — Revision 0

Duke Energy
DUKE
Sutton Transportation Plan
ENERGY"
1.0 Sutton Steam Station Ash Transportation Information
The scope of work in this ash transportation plan (Plan) outlines information for the support of
excavation and transportation activities from the 1971 and 1984 Dry Ash Stacks (see Figures 1 and 2)
located at the Duke Energy L.V. Sutton Plant to the Brickhaven Structural Fill site (Brickhaven) located in
Moncure, North Carolina.
Excavation, loading, and transportation services are provided by Charah. The work area utilizes existing
Ash Basin roads along with a newly constructed roads and load out area inside the 1971 basin. Ash
from the facility will be hauled by tuck to Brickhaven as outlined in the Coal Ash Excavation Plan
acknowledged by the North Carolina Department of Environmental Quality (NCDEQ) on February
2,2015.
M4 air Baso
„ 1 1371 f9r Briar
-Jr-e to Ash tmmpent W Mily 3.tmkp;le
Figure 1— Sutton Steam Plant General Site Plan
Page 2 of 7

DUKE
�. ENERGY.:
Duke Energy
Sutton Transportation Plan
Figure 2 — Sutton Steam Plant On-site Haul Route
2.0 Excavation and Loading
Charah will excavate coal combustion products (CCPs) from the 1971 and 1984 Ash Basins and load
highway dump trucks for offsite removal. Excavation, loading, and hauling activities at the facility will
occur in accordance with required regulatory permits.
2.1 General truck loadina activities include but are not limited to:
Erosion and Sediment Control (E&SC) measures will be maintained throughout the project.
Storm water run-off from the Ash Stacks, haul roads, load -out pad/road are contained within
the ash basin system.
Charah will conduct work in accordance with their Health and Safety Plan (HASP), including
the Material Transport Job Hazard Analysis (JHAs). The HASP and JHAs have detailed
procedures to mitigate potential hazards anticipated for the project.
Excavation of material from the 1971 and 1984 dry ash stack will be conducted with an
excavator and loaded in off-road dump trucks for transport to the daily load -out stock pile.
Off-road dump trucks will enter the load -out area via the existing roads on the 1971 and 1984
basins, deposit the ash at the daily stockpile, and proceed back to the ash stack area.
Operators will use spotters, horn signals, and 3 part radio communications when staging off-
road dump trucks in the ash excavation area and the load -out pad. If communication is
unclear, employees are instructed to call an all -stop until absolute clarity can be obtained.
Page 3 of 7

DUKE
ENERGY
Duke Energy
Sutton Transportation Plan
Federal DOT certified and inspected highway trucks will be loaded with CCPs by loader at
the designated load out.
Trucks will retract tarps at the loading zone.
Haul truck will be proportionately loaded from the driver's side without pushing material in
bed and allowing for the load to be fully covered by tarp.
Ash will be loaded proportionally and to a level of the truck bed that the tarp will not touch
the bed material.
Once the trucks are loaded and loader operator signals for truck to exit loading zone, the
operator will activate automatic placement of tarp to cover load. Trucks will lower their drop
axles at this location before proceeding to the truck wash.
Trucks will be weighed on site utilizing the existing truck scale before departing onto state
roads at which time a weigh ticket will be issued to the driver. The truck load will be
confirmed to be within approved limits before allowing to leave site.
Upon exiting site, trucks are to follow the Primary transportation route to safely guide
transportation to Brickhaven.
In the event that unforeseen delays or adverse conditions make for unsafe travel, trucks will
stop at approved stopping locations and will continue on route once approved (see Incident
Notification Cards for communication procedures). Any trucks that have not departed from
site will remain at respective site until safe travel conditions are restored.
4.0 Environmental Controls
4.1 Truck Wash
A truck wash station will be utilized to ensure that all haul trucks leaving the facility are free of
displaced ash material. The truck wash station includes a manual wash pad followed by an
automated wheel and undercarriage wash. Operations include but are not limited to:
Ash debris will be washed from trucks at the truck wash area before leaving the site. Wash
waters will be captured and appropriately disposed of to prevent localized ash
contamination.
In the event of a malfunction with the automatic truck wash, the manual truck wash
operation (high pressure washing) will be implemented.
drivers will approach the wash pad location at walking speed and come to a complete stop as
directed through visual or 3 way radio communication.
Once the haul truck has reached a complete stop and applied the parking brake, wash
attendants will utilize manual hose cleaning to wash the truck cab, sides, tailgate, wheels,
mud -flaps and any other locations where material is observed.
Tarp covers will be deployed and secured over the truck beds at the wash pad.
Once verified by the wash station attendants as clean, tarp covers secure and turnbuckles
snug, the haul truck will be directed to exit the wash pad and proceed to the automated wheel
and undercarriage wash station at walking speed.
Trucks will proceed through the automated wash station and exit the facility once clean
Page 4 of 7

�C (' DUKE
ENERGY
4.1 Dust Control
Duke Energy
Sutton Transportation Plan
Water will be the primary method of dust suppression at the facility with application via water
truck. Polymer based alternate cover material may be utilized for dust suppression if
conditions dictate need.
Water will be applied to gravel haul roads and work areas via water truck as needed to
mitigate fugitive dust.
4.2 Spill prevention and clean-up
Routine inspections occur during hours of operation to identify spills or areas of potential
spills.
Displaced ash will be removed within 24 hours.
5.0 Haul to Brickhaven Structural Fill Site
General truck hauling
Charah's subcontracted trucks will utilize NCDOT maintained highways to transport CCPs to Brickhaven.
The general haul route is shown in figure 3. General truck hauling activities include but are not limited
to:
Truck drivers will maintain a heightened sense of awareness, be fit for duty and free of external
distractions (i.e. no operating of personal electronic devices while the truck engine is running,
unless an emergency situation warrants the use) and use due care and diligence in their travels
between sites to ensure safety of all parties.
Trucks will follow the route on Figure 3. Truck drivers will adhere to all traffic laws and regulations
throughout travels.
In the event of detours along provided routes drivers must return to appropriate route as soon
as possible. Drivers are to alert Dispatch immediately if a detour is encountered. The NCDOT
website does not show any planned construction along the approved route between Sutton and
Brickhaven.
In the event of an accident or incident resulting in displaced ash once off Duke Energy property,
Charah is responsible for cleanup, and has emergency responders on call.
If a spill occurs, truck driver will notify Charah dispatch. Charah dispatch will alert HAZMAT crews
for assessment and removal of material. Charah will make all required regulatory notifications.
Charah dispatch will notify Duke Energy in the event of a release.
If an emergency or spill occurs, notifications will be made according to the Charah emergency
response plan which is summarized in the call tree included as Figure 4.
Charah is responsible for removal of any ash displaced from trucks during transport.
Page 5 of 7

DUKE
�. ENERGY.,
,Gr,ec�nsbora� BurlE0ngtQn
Mh�'oin
a + -
1Flaleat�h
Brickhaven
AA(?ncure-Flatwood d
43' 1m
Jwhartle
I i I2 h 18 ri41 ti
MO le5
Sautl,ern Pyres
Faye ttevi llev t_:11"tor,
0
Rockingham
52
DOM d1,
1S
svrile ,,,� j
i 0r'wrHr+git�n
Florence `
4'
Flr�atxlhkc,wn
v
WhIlewil lF
0
Duke Energy
Sutton Transportation Plan
Hocky MOU111
4
i`
XAW
64
Gr nville
1MFfMennllE 1Mashrr+g�ttxn'
Gold b4ro, l3
FKinston
ID
"M
I --
�ra�arart
National Forest
Jacksooville
M01
Q
Emerald tsk
801 Su"on
Stealer Plant Rel 0
Wilmington
,Frena Beacfi
`purl 1;14y
n
�1rtr, F+"yrile a+,tthpan
sta sway rie��r'h [Uk IslandFieure 3-Truckine Haul Route from Sutton to Brickhaven
Page 6 of 7

DUKE
�. ENERGY.:
Duke Energy Site
Enuirenment it
Coordinator
Duke Energy Waste
Subject Matter Expert
Figure 4 — Sutton Ash SDiII Resaonse Tree
Duke Energy— Sutton Steam Station
Ash Basin Strategic Action Team - Ash SniII ResnonseTree
Duke Energy Property
Charah
Site Superintendent
Duke Energy Site
project Manager
North Carolina Duke Energy Site
DEQ Solid Waste Safety Officer
[phone]
Duke Energy
Sutton Transportation Plan
Outside Duke Energy Property
Charah Trucking
Superintendent
Charah Dispatch
Duke Energy Site
Safety Officer Cha ra h Erni ron menta
Response Coordinator
Duke Energy Site
Project Manager
North Caroiina
DEQSolid Waste
707-8200
(919)
Duke Energy Waste
Subject Matter Expert
State, Federal, Loca4
regulators
as a p p rop riate
NorthCaroiina
Environmental
Emergency Response
I -SW -858-0368
Alnorouriate NC County Emergency Resaonse
New Hanover Caunty9ll; (91o)452-6120
Render County911;[phone]
Du p I i n Cou my 911; [phone]
Sampson County 911; [phone]
Johnston County 911; [phone]
Wake County 911; (919) 8.56-6480
Chatham County 911; [phone]
Page 7 of 7

ATTACHMENT G
CHIMNEY DRAIN CALCULATIONS

COMPUTATION COVER SHEET
Duke Energy
Client: Progress, LLC Project: Sutton Landfill and Pond Closure
Geosyntec
consultants
Project No.: GC5770
Phase No.: 02
Title of Computations LEACHATE COLLECTION SYSTEM CHIMNEY DRAIN FLOW CAPACITY
Computations by:
Signature
1 December 2015
Printed Name
osh Colley, EI
Date
Title
Senior Staff 26gineer
Assumptions and
Signature
Procedures Checked
1 December 2015
by:
Printed Name
for Damasceno, Ph.D ; .E.
Date
(peer reviewer)
Title
Senior Engineer
Computations Checked
Signature
by
I December 2015
Printed Name
ctor Damasceno, Ph. , P.E.
Date
Title
enior Engineer
Computations
Signature
Backchecked by:
I December 2015
(originator)
Printed Name
osh Colley, EI
Date
Title
Senior Staff E16gineer
Approved by:
Signature
(pm or designate)
1 December 2015
Printed Name
ictor Damasceno, Ph. ., P.E.
Date
Title
Senior Engineer
Approval notes:
Revisions (number and initial all revisions)
No. Sheet
Date
By Checked by
Approval
GC5770/LeachateCollectionSystem ChimneyDrain.docx

Geosyntec
consultants
Page 1 of 10
Written by: J. Colley Date: 01/12/15 Reviewed by: V. Damasceno Date: 01/12/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
LEACHATE COLLECTION SYSTEM CHIMNEY DRAIN FLOW CAPACITY
L.V. SUTTON ENERGY COMPLEX, CCR LANDFILL DISPOSAL FACILITY,
WILMINGTON, NEW HANOVER COUNTY,
NORTH CAROLINA
INTRODUCTION
A leachate collection system (LCS) has been proposed for the proposed onsite Coal Combustion
Residuals (CCR) landfill disposal facility (landfill) located at the L.V. Sutton Energy Complex
(Sutton) in Wilmington, New Hanover County, North Carolina. A calculation package titled
"Leachate Collection System Analysis" presented the engineering design and performance
evaluation for the proposed leachate collection system and was submitted to the North Carolina
Department of Environmental Quality (NCDEQ) on 7 August 2015 as part of an application for a
permit to construct (application). The proposed leachate collection system consists of a
geocomposite drainage layer (on top of a geomembrane) designed to collect leachate that
percolates vertically through the CCR and convey it to a sump for removal from the cell. For
each cell, the leachate collection system includes (i) a geocomposite drainage layer, (ii) leachate
collection pipes, and (iii) a leachate collection sump. Each sump will have a sump pump to
remove the leachate and transfer it via a leachate transmission line to an on-site leachate storage
area. The adequacy of the leachate management system proposed for the landfill was evaluated
based on the leachate generation rates and heads on the liner estimated by the analyses presented
in the previously mentioned calculation package.
Each cell is also proposed to have a chimney drain. The purpose of this calculation package is to
present calculations demonstrating the proposed leachate collection system pipes provide
adequate flow capacity when considering runoff collected by the proposed chimney drains.
2 SYSTEM CONFIGURATION
The grading for the leachate collection system proposed for the landfill is indicated on Sheet 8 of
the permit drawings included as part of the application. The landfill facility will consist of 11
cells (Cells 1 through 11) that will be constructed in three phases (Phases 1 through 3).
The floor of the Cells are graded in a "herringbone" pattern with a leachate collection pipe
(perforated HDPE collection pipe surrounded by high -permeability gravel wrapped in a
geotextile) installed in the valley of the "herringbone" floor grades along the center of each cell.
The floor of the proposed cells has an initial slope of approximately 2.1 percent towards the
leachate collection pipe (i.e. perpendicular to the leachate collection corridor), and the leachate
collection pipe slopes from the back of the cell to the approximate mid -point of the corridor at
0.3 percent, the slope breaks and the leachate collection pipe slopes from the approximate mid-
point towards the sump at 1 percent (see Sheet 8 of the permit drawings). This configuration
GC5770/LeachateCollectionSystem ChimneyDrain.docx

Geosyntec
consultants
Page 2 of 10
Written by: J. Colley Date: 01/12/15 Reviewed by: V. Damasceno Date: 01/12/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
allows post -settlement slopes to be greater than or equal to 2 percent on the cell floor and 0.3
percent along the leachate collection corridor. The "herringbone" slope configuration is
designed to sustain a maximum drainage path (i.e., maximum distance leachate travels to reach
the collection pipe) of 390 ft.
The maximum height of CCR is approximately 90 ft and corresponds to a maximum elevation of
approximately 112 ft North American Vertical Datum of 1988 (NAVD88) with final cover. The
design side and top slopes are 33 percent (3 horizontal to 1 vertical, 3H:1V) and 5 percent
(20H:1 V), respectively. The subgrade elevations for Cells 1 through 11 range from
approximately 18 ft NAVD88 in the sump area to 28 ft NAVD88 towards the back of each cell.
An average bottom of CCR elevation of 25 ft NAVD88 was assumed accounting for 2 feet of
protective soil cover on top of the bottom liner system.
The proposed chimney drains will be positioned above the leachate collection corridor, at the
approximate center of each cell and the chimney drain base will sit on the protective soil cover.
Runoff that is collected by the chimney drain is anticipated to flow from the base of the drain,
through the protective soil cover and enter the leachate collection corridor pipe.
3 DESCRIPTION OF RELEVANT SYSTEMS AND OPERATIONS
3.1 Bottom Liner System
The components of the bottom liner system that will be installed include (from top to bottom):
24 -inch thick protective soil layer;
geocomposite lateral drainage layer (high density polyethylene (HDPE) geonet with non-
woven geotextile heat -bonded on both sides);
60 -mil HDPE textured geomembrane;
geocomposite lateral drainage layer (HDPE geonet with non -woven geotextile heat -
bonded on both sides);
60 -mil HDPE textured geomembrane;
geosynthetic clay liner (GCL); and
12 -inch compacted soil layer.
Properties of the protective soil layer, manufacturing and installation defects for the
geomembrane liner, and transmissivity data for the geocomposite used in the analyses are
discussed in the "Leachate Collection System Analysis" calculation package. The hydraulic
conductivity of the protective soil layer shall be a minimum of 1 X 10-4 centimeters per second
(cm/s).
GC5770/LeachateCollectionSystem ChimneyDrain.docx

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Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
3.2 Leachate Collection Pipe and Sump
As shown on Sheet 8 of the permit drawings submitted as part of the application, the leachate
collection piping is located in the valley of the "herringbone" pattern base grade, typically along
the centerline of each cell. The leachate collection pipe consists of a minimum of 6 -inch
diameter SDR 11 perforated HDPE pipe surrounded by drainage gravel wrapped in a non -woven
geotextile filter fabric.
The initial slopes of the leachate collection corridors within each landfill cell are 0.3 and 1
percent for the upper and lower part of the leachate collection corridor, respectively (Sheet 8 of
the permit drawings). The upper slope of the leachate collection corridor is likely to increase due
to differential settlement. The lower slope of the leachate collection corridor is expected to
decrease due to differential settlement; however, post settlement grades are expected to be equal
to or greater than 0.3 percent throughout the length of the collection corridor. Therefore the
slope of the leachate collection corridor was conservatively assumed to be 0.3 percent to
establish the required leachate collection pipe flow capacity.
4 HELP MODEL ANALYSES
4.1 Purpose
The Hydrogeologic Evaluation of Landfill Performance (HELP) model, Version 3.07
[Schroeder, et. al., EPA/600/R-94/168a and EPA/600/R-94/168b, 1994] was used to estimate
leachate generation rates, and leakage through geomembranes for the proposed leachate
collection system for the landfill cells. The HELP model is a quasi -two dimensional water
balance computer program used to evaluate the movement of water through the waste and
components of the liner system. The computer program, along with site-specific weather data
and design information, was utilized to estimate runoff, evapotranspiration, drainage, leachate
collection, and liner leakage for the initial startup, intermediate development, and the final
configurations.
The estimated leachate generation rates and other information obtained from the HELP model
were used to estimate the leachate and runoff generation rates. The leachate generation rates
were also used to design the leachate transmission system and leachate storage system for the
landfill (refer to the calculation packages titled "Leachate Generation Life Cycle Analysis" and
"Leachate Pump and Transmission System Design," included as part of the application).
4.2 Landfill Development Conditions Analyzed
The CCR configuration analyzed to estimate the leachate and runoff generation rates assumed a
unit area of 1 acre. The leachate generation rate and runoff were conservatively evaluated
assuming the initial conditions of operation with a top slope of 5 percent to be collected by the
chimney drain. The selected configuration represents a conservative case that maximizes runoff
GC5770/LeachateCollectionSystem ChimneyDrain.docx

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Written by: J. Colley Date: 01/12/15 Reviewed by: V. Damasceno Date: 01/12/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
to be collected by the chimney drains (i.e. the CCR height is such that final side slopes will not
have been graded yet). This configuration is considered to be conservative since it results in a
higher total liquid generation rates, thus requiring a higher pipe flow capacity.
The leachate and runoff generation rates were estimated for the case described below:
Initial conditions of operation in a cell after the placement of a start-up lift and additional
lifts of CCR for a total of 10 ft of waste. Ninety percent of the available surface was
assumed to be available for runoff from the daily cover surface, and surface vegetation
was not considered for this case. The runoff is assumed to be collected through the
chimney drain and conveyed to the top of the LCS.
4.3 Input Data for HELP Model
The HELP model requires weather, soil, and basic design data as input and uses solution
techniques that account for above -surface and subsurface hydraulic processes including
precipitation, runoff, and evapotranspiration. The simulation period used in the HELP model
analysis for the landfill was 30 years.
4.3.1 Weather Data Description
The HELP model allows user defined weather data as well as default and synthetically generated
precipitation, temperature, solar radiation, and evapotranspiration data for specific cities in the
United States. The temperature, wind and humidity (i.e. evapotranspiration data), and
precipitation data used in the HELP model were obtained from the North Carolina Climate
Retrieval and Observations Network of the Southeast Database (NC CRONOS) website [State
Climate Office of North Carolina, 2015], based on true observations made from April 2011 to
April 2015 at the Wilmington International Airport weather station (Station ID 319457). The
weather station is located approximately 5 miles southeast of the proposed landfill location.
Solar radiation data were synthetically generated using Charleston, South Carolina as the nearby
city.
4.3.2 Soil and Design Data
The following subsections describe the parameters considered for the soil and design data in the
cases analyzed for landfill. Attachment 1 presents a summary of the input parameters used in the
HELP model analyses.
4.3.2.1 Model Plan Area
Areas were assumed equal to 1 acre (43,560 ft2) in the HELP analyses.
4.3.2.2 Runoff
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Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
This input parameter specifies the percentage of area that will allow drainage from the surface.
As described in Section 4.2, the runoff was assumed to be 90 percent.
4.3.2.3 Initial Moisture Content
Default values for initial moisture content were calculated by the HELP model for approximately
steady-state conditions and used for all soil layers.
4.3.2.4 Layer Data
Layer data was defined based on Geosyntec's experience, knowledge with local soils and site
conditions, and HELP model recommendations. The HELP model provides default parameters
based on the USCS (Unified Soil Classification System) soil classification or the United States
Department of Agriculture (USDA) textural classification system.
The HELP model recognizes four general types of layers:
1. vertical percolation layer;
2. lateral drainage layer designed to convey drainage laterally to a collection and removal
system;
3. a soil barrier layer designed to restrict vertical leakage or percolation through which a
saturated vertical flow is allowed; and
4. geomembrane liners.
4.3.2.5 Geomembrane Liner
Pinhole density corresponds to the number of assumed defects in a given area with a hole
diameter equal to or smaller than the geomembrane thickness. A conservative hole diameter of 1
mm was used in the HELP model analyses. Two pinholes per acre were assumed in the
analyses, which is a typical assumption design purposes.
Installation defects correspond to the assumed number of defects in a given area with a hole
diameter larger than the geomembrane thickness. A hole size of 1 cm2 was used in the HELP
model analyses. Installation defects are the result of seaming faults and punctures during
installation. Two defects per acre were assumed in the analyses, which is a typical assumption
for a project with a good construction quality assurance program.
4.3.2.6 Liner System and Final Cover Drainage Path Lengths
The HELP model analysis was performed using the critical design length (drainage path); for the
landfill cell floor grades presented in the permit drawings, the longest drainage path is
approximately 390 ft.
4.3.2.7 Surface Soil Texture
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Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
The surface soil texture for CCR was used since this is top exposed layer and no vegetative cover
was assumed.
4.3.2.8 Surface Vegetation
The surface vegetation was assigned a surface vegetation number equal to 1, corresponding to
bare ground.
5 HELP MODEL ANALYSES AND RESULTS
HELP model analysis was performed to estimate the peak monthly liquid impingement rate (i.e.
leachate generation rate) and runoff generation rate. These values are provided as part of the
HELP output file provided in Attachment 2.
6 LEACHATE COLLECTION SYSTEM PIPE DESIGN
6.1 Pipe Flow Capacity
The flow capacity through a pipe is calculated using Manning's equation, as follows:
1.486R 0.661 0.5A
QP n
where:
Q1, = pipe flow capacity, ft3/sec;
Rh = Bi/4, hydraulic radius where B;= pipe inner diameter, ft;
ip = hydraulic gradient (i.e., slope of the pipe);
AP = cross-sectional area of the pipe, ft2; and
n = Manning's roughness coefficient (0.011 for smooth HDPE).
Equation 1
For a circular pipe flowing full, Manning's equation assumes steady uniform turbulent
conditions.
The leachate collection pipes proposed for the leachate collection corridor within the cells are a
minimum 6 -inch diameter perforated HDPE, with a standard dimension ratio (SDR) of 11. The
estimated flow conveyed through the leachate collection corridor pipe was calculated to be
approximately 122 gpm. The total flow capacity through the system is approximately two and a
half times greater than the design flow. The leachate collection system calculations are
presented as part of Attachment 3.
GC5770/LeachateCollectionSystem ChimneyDrain.docx

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Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
6.2 Peak Leachate Flow
The peak monthly average runoff and leachate generation rates are 6.07 and 0.0841 inches per
acre, respectively. Assuming a 30 day month and an approximately 10.6 acre cell, the total
liquid flow rate was calculated to be approximately 46 gallons per minute (gpm).
6.3 Leachate Collection Corridor and Chimney Drain Pipes
The flow capacities for a minimum 6 -inch diameter HDPE pipe (SDR 11) were calculated for
various slopes using the following input data:
Parameter Assumed/Calculated value
B;
5.348 in
Rh
1.34 in
Ap
22.46 int
n
0.011
(Note: Calculations presented as part of Attachment 3)
For varying pipe slopes the following flow capacities were calculated:
Pipe Slope Flow
% (gpm)
1.25
248
1.00
222
0.75
192
0.3
122
(Note: Calculations presented as part of Attachment 3)
The upper and lower portions of the leachate collection pipe have initial slopes of 0.3 and 1.0
percent, respectively. Post -settlement, the upper slope is expected to increase whilst the lower
slope decreases. However, as presented above, the flow capacity of the pipe at an assumed
minimum slope of 0.3 percent is approximately two and a half times larger than the maximum
expected flow in a cell (i.e., 46 gpm). Therefore, the flow capacity of the vertical chimney drain
pipes is also expected to exceed the expected flow in a cell since the pipe slope is steeper (i.e.
vertical) than that of the leachate collection corridor pipes.
6.4 Pipe Perforation Sizing
The maximum allowable perforation diameter in the leachate collection pipes and leachate sump
pipes that will prevent gravel from passing through may be determined as follows [US EPA,
1983]:
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Written by: J. Colley Date: 01/12/15 Reviewed by: V. Damasceno Date: 01/12/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
dhmax F Equation 2
where:
dhm,,= maximum perforation diameter to provide particle retention (inches);
d85 = particle size of the pipe bedding material for which 85 percent by weight of the
particles are finer (inches); and
F = reduction factor varying from 1.2 to 2.0.
The design calculations assume the use of No. 57 stone for the leachate collection pipes and No.
4 stone for the leachate sump pipes. The pipe perforation sizing proposed is 1/2 inch for the
leachate collection pipes and 5/8 inch for the leachate sump pipes. Assuming a reduction factor
(F) of 1.6 (i.e., average reduction factor for published range) and using the particle size of the
pipe bedding material for 85 percent of finer particles (ASTM D 448) results in the following:
Pipes in cells Pipes in sumps
Stone No. 57
Stone No. 4
F= 1.6
F= 1.6
d85 = 3/4 in
d85 = 1 in
dhmax = 1/2 in
dhm = 5/8 in
(Note: Calculations presented as part of Attachment 3)
6.5 Pipe Perforation Evaluation
The maximum flow through the perforations is determined as follows:
Q A.v.L
where:
A = total perforated are per foot, given by:
A 4 a .p , where:
d = minimum perforation size; and
p = number of perforations per foot;
v = flow velocity, given by:
GC5770/1,eachateCollectionSystem ChimneyDrain.docx
Equation 3

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Written by: J. Colley Date: 01/12/15 Reviewed by: V. Damaseeno Date: 01/12/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
V 2.g.h , where:
g = acceleration due to gravity; and
h = head acting on the crown of the pipe; and
L = total length of pipe.
The flow capacity through the pipe perforations was calculated using the following input data:
Parameter Assumed/Calculated value
d
0.5 in
P
4
h
6 in
L
160 ft
(Note: Calculations presented as part of Attachment 3)
The estimated flow capacity of the perforations of the leachate collection corridor pipe was
calculated to be approximately 1953 gpm. It should be noted that the total flow capacity of the
perforations is approximately forty times greater than the design flow. The leachate collection
gallery system calculations are presented as part of Attachment 3.
7 SUMMARY AND CONCLUSIONS
The calculations presented herein demonstrate that the proposed leachate collection system pipe
provides adequate flow capacity when considering runoff collected by the proposed chimney
drains. Specifically, the proposed LCS pipe (6 -in diameter SDR 11 HDPE) and LCS corridor
configuration (i.e., 0.3 percent slope) provides a flow capacity of approximately 122 gpm,
equivalent to a factor of safety for flow equal to approximately 2.6 for infiltration through CCR
and runoff collected via chimney drains (i.e., 46 gpm).
GC5770/LeachateCollectionSystem ChimneyDrain.docx

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Written by: J. Colley Date: 01/12/15 Reviewed by: V. Damasceno Date: 01/12/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
8 REFERENCES
Schroeder, P. R., Aziz, N. M., Lloyd, C. M. and Zappi, P. A (1994). "The Hydrologic
Evaluation of Landfill Performance (HELP) Model: User's Guide for Version 3",
EPA/600/R-94/168a, September 1994, U.S. Environmental Protection Agency Office of
Research and Development, Washington, DC.
Schroeder, P.R., Dozier, T.S., Zappi, P.A., McEnroe, B.M., Sjostrom, J.W., and Peyton, R. L.
(1994) "The Hydrologic Evaluation of Landfill Performance (HELP) Model: Engineering
Documentation for Version 3", EPA/600/R-94/168b, September 1994, U.S. Environmental
Protection Agency Office of Research and Development, Washington, DC.
State Climate Office of North Carolina, NC State University (2015), CRONOS Internet Database
available at http://www.nc-climate.ncsu.edu/cronos/, accessed 9 April 2015.
US EPA (1983), "Lining of Waste Impoundment and Disposal Facilities." U.S. Environmental
Protection Agency, Cincinnati, Ohio.
GC5770/LeachateCollectionSystem ChimneyDrain.docx

ATTACHMENT
HELP Model Input Parameters

Precipitation
Data
Value
Nearby city
Wilmington
State
North Carolina
Years for data generation
30
Temperature
Data
Value
Nearby city
Wilmington
State
North Carolina
Years for data generation
30
Normal mean monthly tem erature °F
January 48 July 80.6
February
Solar Radiation
Data
Value
Nearby city
Charleston
State
49.1
August
77.9
March
54.3
September
73.7
April
63.7
October
65
May
71.8
November
52
June
76.8
December
51.5
Solar Radiation
Data
Value
Nearby city
Charleston
State
South Carolina
Years for data generation
30
WEATHER DATA AND SOIL LAYERS PROPERTIES
Evapotranspiration data
Data
Value
Units
Nearby city
Wilmington
Slope Length (ft)
State
North Carolina
30
Latitude
34.3
Curve Number
Evaporative zone depth
In
OLTIS
bare
10
Gmodel
fair
22
ksat
excellent
40
Maximum leaf area index
Field cap. (vol/vol)(vol/vol)
bare ground
0
poor stand of grass
1
(in)
fair stand of grass
2
good stand of grass
3.5
slope
excellent stand of grass
5
Vertical percolation
Growing season start day
0
0.541
Growing season end day
367
5.000E-05
Average wind speed
2.4
mph
First quarter relative humidity
68.6
%
Second quarter relative humidity
71.7
%
Third quarter relative humidity
78.8
%
Fourth quarter relative humidity
74.6
%
Runoff Curve Number
Value
Data Value
Slope
5%
Slope Length (ft)
1000
Soil Texture
30
Vegetation
1
Curve Number
96.7
Geomembrane and Area
Data
Value
Placement of geomembrane
good (3)
Pinhole (# of defects/area)
2
Defect density per acre
2
Area assumed in program (acre)
1
Final Transmissivity
and Conductivity
Data
Value
E)req'd
4.49E-04
mZ/s
TT(RF)
2.475
tgeocomposite
0.300
In
OLTIS
1.82E-04
m2/s
Gmodel
9.08E-05
mZ/s
ksat
1.191
cm/s
rroperlles OT sou layers
Thickness
Texture
Porosity
Wilting point
Liner
Layer
Type
Description
Field cap. (vol/vol)(vol/vol)
k (cm/s)
Drain Length (ft)
(in)
number
(vol/vol)
slope
1
1
Vertical percolation
120
30
0.541
0.187
0.047
5.000E-05
2
1
Vertical percolation
24
0
0.457
0.083
0.033
1.000E-04
3
2
Lateral Drainage
0.30
0
0.850
0.010
0.005
1.191 E+00
390 2.12%
4
4
Geomembrane Liner
0.06
35
0.000
0.000
0.000
0.000E+00
5
2
Lateral Drainage
0.20
0
0.850
0.010
0.005
1.191 E+00
390 2.12%
6
4
Geomembrane Liner
0.06
35
0.000
0.000
0.000
0.000E+00
7
3
Soil barrier
0.25
17
0.750
0.747
0.400
3.000E-09
8
1
Vertical percolation
12
22
0.419
0.307
0.180
1.900E-05

ATTACHMENT 2
HELP Output Files

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rtrtrtrtrtrtrtrtrtkrtrtrtkrtrtrtrtkrtrtrtrtrtrtrtrt:kkrtrtrtrtrtrtrtrtrtrtrtrtrtkrtrtrtrtrtrtrtrtkrtrtrtrtkrtrtkrtkrtkrtkkrtkrtkrtkkrtkrtk
kk kk
kk kk
** 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 **
kk kk
kk kk
rtkkkkkkrtkkkkrtkkkkrtkkkkkkkkkkkkrtkkkkkrt*irk irrt kkkkkkkkkrtkkkkrtkkkkkkkkkkkkkkkkkkkkk
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\Chimney\PREC.D4
TEMPERATURE DATA FILE: c:\help\prl\lvsutton\chimney\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prl\lvsutton\chimney\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prl\lvsutton\chimney\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\prl\lvsutton\Chimney\90ROAS-1.D10
OUTPUT DATA FILE: c:\help\pr]\lvsutton\Chimney\90RO.OUT
TIME: 10:33 DATE: 11/19/2015
TITLE: L.V. Sutton Greenfield Landfill
*kkk:tk*kk*k?rkkkk?rkkkkkkkkkk?rk*kk*k?tk**kkk*k*kk**?rk:k**?rk:k**?rk kk*k?rk irk*k*k***eYrt*
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 30
THICKNESS =
120.00
INCHES
POROSITY =
0.5410
VOL/VOL
FIELD CAPACITY =
0.1870
VOL/VOL
WILTING POINT =
0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.2257
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
24.00
INCHES
POROSITY =
0.4570
VOL/VOL
FIELD CAPACITY =
0.0830
VOL/VOL
WILTING POINT =
0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0864
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.12
PERCENT
DRAINAGE LENGTH =
390.0
FEET

LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS =
0.06
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. =
0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY =
2.00
HOLES/ACRE
FML INSTALLATION DEFECTS =
2.00
HOLES/ACRE
FML PLACEMENT QUALITY =
3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.12
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS =
0.06
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. =
0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY =
2.00
HOLES/ACRE
FML INSTALLATION DEFECTS =
2.00
HOLES/ACRE
FML PLACEMENT QUALITY =
3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS =
12.00
INCHES
POROSITY =
0.4190
VOL/VOL
FIELD CAPACITY =
0.3070
VOL/VOL
WILTING POINT =
0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.2661
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #30 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 5.% AND

A SLOPE LENGTH OF 1000. FEET.
PRECIPITATION
DATA WAS
SCS RUNOFF CURVE NUMBER =
96.70
USING
FRACTION OF AREA ALLOWING RUNOFF =
90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE =
3.612
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE =
5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE =
0.470
INCHES
INITIAL SNOW WATER =
0.000
INCHES
INITIAL WATER IN LAYER MATERIALS =
32.546
INCHES
TOTAL INITIAL WATER =
32.546
INCHES
TOTAL SUBSURFACE INFLOW =
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
Wilmington North Carolina
STATION LATITUDE = 34.30 DEGREES
MAXIMUM LEAF AREA INDEX = 0.00
START OF GROWING SEASON (JULIAN DATE) = 0
END OF GROWING SEASON (JULIAN DATE) = 367
EVAPORATIVE ZONE DEPTH = 10.0 INCHES
AVERAGE ANNUAL WIND SPEED = 2.40 MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY = 68.60 %
AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 71.70 %
AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 78.80 %
AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 74.60 %
NOTE:
PRECIPITATION
DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
COEFFICIENTS
FOR
CHARLESTON
SOUTH
CAROLINA
MAR/SEP
NORMAL MEAN
MONTHLY
PRECIPITATION
(INCHES)
-------
54.30
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
2.23
-------
3.34
-------
4.14
-------
4.04
-------
3.69
-------
5.29
6.67
9.71
4.03
2.75
4.26
3.78
NOTE:
TEMPERATURE
DATA WAS
SYNTHETICALLY
GENERATED USING
1 THROUGH
COEFFICIENTS FOR
CHARLESTON
SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
-------
48.00
-------
49.10
-------
54.30
-------
63.70
--------------
71.80 76.80
80.60
77.90
73.70
65.00
52.00 51.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 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
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.349
1.203
1.660
1.766
1.298
1.972
2.700
6.070
1.556
1.009
1.796
1.394
STD. DEVIATIONS
0.496
0.866
1.130
1.460
1.207
1.550

-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
1.910
3.244
1.369
1.251
1.423
1.102
EVAPOTRANSPIRATION
0.0060 0.0057
0.0067
0.0055 0.0057
0.0066
0.0074 0.0069
------------------
TOTALS
1.562
1.761
2.796
2.680
2.216
2.711
0.0088 0.0081
3.460
3.846
2.783
1.678
1.291
1.307
STD. DEVIATIONS
0.160
0.214
0.395
0.972
0.954
1.019
1.202
0.995
0.736
0.693
0.390
0.146
LATERAL DRAINAGE COLLECTED FROM LAYER 3
0.0066 0.0068
0.0086
0.0089 0.0093 0.0093
rtrtrtrtrtrtrtrt�rtrtrtrt*rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt*rttrrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrttrrtrtrt*rtrtrtrtrtrtrtrtrtrttrrtrtrtrttrrt
0.0094 0.0080 0.0065
----------------------------------------
TOTALS
0.0629
0.0598
0.0642
0.0663
0.0654
0.0734
PRECIPITATION
0.0630
0.0650
0.0723
0.0841
0.0763
0.0652
STD. DEVIATIONS
0.0507
0.0419
0.0466
0.0512
0.0624
0.1108
LATERAL DRAINAGE COLLECTED 0.81800 (
0.0999
0.0923
0.0835
0.0859
0.0600
0.0465
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.1442
0.1365
0.1459
0.1474
0.1443
0.1480
0.1298
0.1289
0.1382
0.1582
0.1565
0.1484
STD. DEVIATIONS
0.0740
0.0623
0.0754
0.0745
0.0774
0.0951
0.1014
0.1063
0.1031
0.1059
0.0865
0.0728
LATERAL DRAINAGE COLLECTED
FROM LAYER 5
----------------------------------------
TOTALS
0.1436
0.1358
0.1465
0.1478
0.1432
0.1490
0.1310
0.1288
0.1367
0.1568
0.1572
0.1491
STD. DEVIATIONS
0.0730
0.0633
0.0758
0.0729
0.0776
0.0945
0.1012
0.1058
0.1025
0.1065
0.0878
0.0744
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0022
0.0015
0.0017
0.0021
0.0021
0.0016
0.0015
0.0017
0.0017
0.0016
0.0015
0.0016
STD. DEVIATIONS
0.0035
0.0020
0.0019
0.0035
0.0033
0.0018
0.0017
0.0021
0.0026
0.0025
0.0022
0.0022
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER 4
-------------------------------------
AVERAGES
0.0055 0.0058
0.0056
0.0060 0.0057
0.0067
0.0055 0.0057
0.0066
0.0074 0.0069
0.0057
STD. DEVIATIONS
0.0045 0.0041
0.0041
0.0046 0.0055
0.0101
0.0088 0.0081
0.0076
0.0076 0.0055
0.0041
DAILY AVERAGE HEAD
ON TOP OF LAYER 6
-------------------------------------
AVERAGES
0.0126 0.0131
0.0129
0.0134 0.0126
0.0135
0.0115 0.0113
0.0124
0.0138 0.0143
0.0131
STD. DEVIATIONS
0.0064 0.0061
0.0067
0.0066 0.0068
0.0086
0.0089 0.0093 0.0093
rtrtrtrtrtrtrtrt�rtrtrtrt*rtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt*rttrrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrttrrtrtrt*rtrtrtrtrtrtrtrtrtrttrrtrtrtrttrrt
0.0094 0.0080 0.0065
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS
1 THROUGH 30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60 (
9.125)
------------- ---------
194554.7 100.00
RUNOFF
22.772 (
5.8563)
82660.59
42.487
EVAPOTRANSPIRATION
28.091 (
2.6696)
101969.02
52.411
LATERAL DRAINAGE COLLECTED 0.81800 (
0.62436)
2969.356
1.52623
FROM LAYER 3

PERCOLATION/LEAKAGE THROUGH 1.72612 ( 0.76683) 6265.818 3.22059
LAYER 4
AVERAGE HEAD ON TOP 0.006 ( 0.005)
OF LAYER 4
LATERAL DRAINAGE COLLECTED 1.72563 ( 0.76598) 6264.040 3.21968
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH 0.00000 ( 0.00000) 0.012 0.00001
LAYER 7
AVERAGE HEAD ON TOP 0.013 ( 0.006)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH 0.02088 ( 0.02559) 75.798 0.03896
LAYER 8
CHANGE IN WATER STORAGE 0.170 ( 2.0849) 615.91 0.317
kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkrtkkkkkkkkkrtkkkkkkkkkkkkkkkkkkkkkkkkrtkkrtkkkk
kkkrtkrtkkrtkrtkkkrtrtkkk'.:krtkk'.:krtkrtrtk'.:k kkrtkrtkrtkrt'.:kkrtkkkkkir'.:kkkkkkkkkkkrtkkkkrtkkkkrtkrtk
PEAK DAILY VALUES FOR YEARS 1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
---------- -------------
PRECIPITATION 5.25 19057.500
RUNOFF 4.314 15658.4082
DRAINAGE COLLECTED FROM LAYER 3 0.02045 74.24708
PERCOLATION/LEAKAGE THROUGH LAYER 4 0.017141 62.22053
AVERAGE HEAD ON TOP OF LAYER 4 0.056
MAXIMUM HEAD ON TOP OF LAYER 4 0.111
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
1.9 FEET
OF YEAR 30
DRAINAGE COLLECTED
FROM LAYER 5
0.01710
62.07855
PERCOLATION/LEAKAGE
THROUGH LAYER
7 0.000000
0.00006
AVERAGE HEAD ON TOP
OF LAYER 6
0.047
0.0340
MAXIMUM HEAD ON TOP
OF LAYER 6
0.093
5
LOCATION OF MAXIMUM
HEAD IN LAYER
5
0.0000
(DISTANCE FROM DRAIN)
0.0 FEET
PERCOLATION/LEAKAGE
THROUGH LAYER
8 0.000700
2.54064
SNOW WATER
1.16
4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.4047
0.0470
Maximum heads are computed using MCEnroe's equations. kkk
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.
krtkirk rtkrtkkrtkrtkkrtkrtkrtkkirk rtkrtirk rtkrtkkkrtkkkkkkrtkkkkkrtkkkkrtrtirk kkrtkirk krtkkrtkrtkkkkkkkk
krtkrtkrtkrtrtkrtkkkkrtkrtkkkrtrtkrtkrtkkrtkkkkkrtkkkkrtkkirk irk rtkkkkkkkkkkrtkkrtrtkrtrtkrtkrtrtirk kkkkk
FINAL WATER
STORAGE AT END
OF YEAR 30
----------------------------------------------------------------------
LAYER
(INCHES)
(VOL/VOL)
-----
1
--------
29.4545
---------
0.2455
2
5.3999
0.2250
3
0.0102
0.0340
4
0.0000
0.0000
5
0.0166
0.0830
6
0.0000
0.0000

7 0.1875 0.7500
8 2.5671 0.2139
SNOW WATER 0.000

ATTACHMENT 3
Leachate Collection System Calculations

Josh Colley
Geosyntec Consultants
Charlotte, NC
Leachate Collection System Pipe Flow Capacity Check
Assumed Pipe Geometry
Diameter d := 6in Perforated HDPE
Standard Dimension Ratio (SDR) = 11
Leachate and Runoff Volumes (from HELP)
Assuming 90% of total area available for runoff
Peak Monthly Average Runoff: Runoff: 6.07 inches per month
Runoff := 0.2023 in
day
November 2015
Peak Monthly Average Liquid Impingment Rate: 0.0841 inches per month
Leachate Generation:
Leachate Generation Per Day: in
Leachgeri:= 0.02803 —
day
Cell Size: A := 10.663acre = 4.645x 105•ft2 (Estimated largest cell area)
Maximum Flow Rate: QL := (Leachgeri•A) + (Runoff •A) = 46•gpm
Pipe Flow Capacity
Inner pipe diameter:
Hydraulic radius
Hydraulic gradient:
Bi := 5.348in
Bi
Rh := 4 Rh = 1.337 -in
ip
0.3%
Cross-sectional pipe area
Manning's roughness coefficient:
A :=
Tr• Bi2 2
4 A = 22.463 • in
n := 0.011 for HDPE
0.66
_ CRh� 0.5 AP
1.486•
ft ) 'p • ft ft
QCM' n s
Qc(ip) = 121.721•gpm x := 0,0.0001..2 Qc(0.3%) = 122•gpm
1 of 3

Josh Colley
Geosyntec Consultants
Charlotte, NC
200
bA
O
a>
100
0
0.4 0.6 0.8
Pipe Slope (%)
Pipe Perforation Sizing
F := 1.2,1.21..2
Pipes in Cells - Stone No. 57
Particle size of the pipe bedding material for 85% finer by weight:
Pipes in Sumps - Stone No. 4
Particle size of the pipe bedding material for 85% finer by weight:
_ d85
dh_max(F,d85) F
E
Q
PC
November 2015
3.
d85 -cell 4n
d85_sump lin
�.y
Pipe in Cell
----- Pipe in Sump -
).7 -
).5 -
).4 -
1.2
F := 1.6
1.4 1.6 1.8
F
d85 cell d85_sump
dcell F dcell = 0.5- in dsump F dsump = 0.625•in
2 of 3

Josh Colley
Geosyntec Consultants
Charlotte, NC
Pipe Perforation Evaluation
November 2015
The total peak -daily liquid (i.e. leachate and runoff) generation rate is equal to approximately 46 gpm
(for a 10.6 acre area - Cell 11 - largest cell, providing higher liquid generation) calculated from the
HELP simulation. The total length of the shortest leachate collection pipe (i.e., Cell 1 - shortest length
yields lowest conveyance capabilities) is equal to approximately 160 ft for the upper slope of the
leachate collection corridor.
The following calculations are used to determine the maximum flow through the perforations, into the
pipe.
perforation size: 4:= min ( dcell, dsump ) = 0.5 -in
perforations per foot: p := 4 (function of spacing)
2
total perforated area per foot: A:= Tcd -p
4
A = 0.69•in2
PLAN
maximum head on pipe: h := 6in
(based on maximum head allowed on bottom liner= 12in
i.e. 6in of head acting on crown of the HDPE pipe) �
flow velocity: v :=2. h �120o
SECTION
total length of pipe: L_:= 160 ft
flow through perforations of pipe: QP := A•v•L Q = 1953•gpm
1/2"0 HOLES
6"0 SDR 11 HDPE
LEACHATE COLLECTION
PIPE (TWO ROWS OF
PERFORATIONS)
The sump pipe perforation is greaterthan the perforation ofthe pipes in the cells and is therefore
expected to provide adequate leachate flow.
Conclusion
Calculated flow rate of liquid (i.e. leachate and runoff) is: QL = 46.gpm
Calculated flow capacity of the proposed pipe is: Qc(0.3%) = 122.gpm
The flow capacity of the pipe is greater than the calculated flow rate of liquid. Therefore the pipe is
able to adequately convey the anticipated flow rate of liquid.
Calculated flow through pipe perforations is: QP = 1953.gpm
The calculations show that the proposed spacing, orientation and perforation size allows a flow
rate that exceeds the anticipated flow rate of liquid. Therefore providing adequate leachate flow
into the leachate collection system.
3 of 3

ATTACHMENT H
LEACHATE LIFE CYCLE GENERATION

Geosynteccl
consultants
COMPUTATION COVER SHEET
Duke Energy
Client: Progress, LLC Project:
Sutton Landfill and
Pond Closure
Project No.: GC5770
Phase No.: 02
Title of Computations
LEACHATE GENERATION LIFE CYCLE ANALYSIS
Computations by:
Signature
1 July 2015
Printed Name K
actor Damasreno, Ph.
., P.E.
Date
Title
Senior Engineer
Assumptions and
Signature
Procedures Checked
1 July 2015
by:
Printed N
Josh Colley,
Date
(peer reviewer)
Title
Senior Staff Engineer
Computations Checked
Signature
by:
1 July 2015
Printed
Josh Colley, E
Date
Title
Senior Engineer
Computations
Signature
Backchecked by:
7 August 2015
(originator)
Printed Nam
7ictor Damasceno, P
, P.E.
Date
Title
Senior Engineer
Approved by:
Signature
(pm or designate)
7 August 2015
Printed Nam
ictor Dama eno, P
-1P E.
Date
Title
Senior Engineer
Approval notes:
Revisions (number and initial all revisions)
No. Sheet
Date
By
Checked by
Approval
GC5770/LeachateLifeCyc1e.docx

Geosyniec'°
consultants
Page 1 of 7
Written by: J. Colley Date: 12/08/15 Reviewed by: V. Damasceno Date: 12/08/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
LEACHATE GENERATION LIFE CYCLE ANALYSIS
L.V. SUTTON ENERGY COMPLEX, CCR LANDFILL DISPOSAL FACILITY,
WILMINGTON, NEW HANOVER COUNTY,
NORTH CAROLINA
1 INTRODUCTION
The purpose of this calculation package is to quantify the leachate generation over the
operational period of the proposed onsite Coal Combustion Residuals (CCR) landfill disposal
facility (landfill) located at the L.V. Sutton Energy Complex (Sutton) in Wilmington, New
Hanover County, North Carolina. The calculated leachate generation will be used to design the
leachate storage containers at the site. This calculation package is being submitted as part of an
application for a permit to construct (application).
2 SYSTEM OVERVIEW
The proposed Sutton landfill will consist of 11 cells (Cells 1 through 11) that will be constructed
in 3 phases (Phases 1 through 3), with a landfill footprint of approximately 100 acres. For the
purpose of this calculation package, the maximum thickness of waste (coal combustion residuals
— CCR) to be placed at the landfill is approximately 90 ft and corresponds to a maximum
elevation of approximately 112 ft, North American Vertical Datum of 1988 (NAVD88). The
design side slopes and top slopes of the landfill are 33 percent (3H:1 V) and 5 percent (20H:1 V),
respectively. The average subgrade elevation for Cells 1 through 11 is equal to approximately 18
ft, NAVD88. An average bottom of waste elevation of 20 ft, NAVD88 was assumed accounting
for a 2 -ft thick protective cover layer on top of the bottom liner system.
Part of the leachate management system includes leachate storage tanks, constructed to hold
leachate prior to hauling it off site by tanker trucks. For the purpose of this calculation package,
the leachate storage tanks at Sutton were designed to provide storage for leachate generated over
a period of five days at the peak daily leachate generation rate. The remainder of this calculation
package details the leachate life cycle calculations and the sizing of the leachate storage tanks for
Sutton landfill.
GC5770/LeachateLifeCycle.docx

Geosyniec'°
consultants
Page 2 of 7
Written by: J. Colley Date: 12/08/15 Reviewed by: V. Damasceno Date: 12/08/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
3 METHOD OF ANALYSIS
3.1 Overview
The method of estimating the total amount of leachate generated involves the following:
identifying landfill development stages and sequencing (Section 3.2);
estimating the time frames during which cells and phases will operate under open cell,
intermediate cover, and final cover conditions, based on anticipated waste acceptance
rates (Section 3.3);
calculating liquid (i.e. runoff collected by chimney drains and any leachate generated)
impingement rates into the leachate collection system (LCS) for various landfill
operational scenarios (Section 3.3); and
calculating the rate of leachate generation throughout the development stages of the
landfill (i.e., from initial waste filling in Cell 1 to closure of Cell 11) (Section 3.5).
The following subsections detail the methodology applied to the leachate life cycle generation
rate calculation.
3.2 Facility Development and Sequencing
The anticipated stages of landfill development used herein are based on the permit drawings
submitted as part of this application. The sequence described below is provided as a basis for the
leachate life cycle generation calculations. The operational sequence of the landfill facility is
assumed to be as follows (associated waste fill heights for each condition are provided in
Attachment 1):
Phase 1
Filling Cell 3:
Cell 3 open
Filling Cell 4:
Cell 3 under intermediate cover
Cell 4 open
Filling Cell 5:
Cell 3 under intermediate cover
Cell 4 under intermediate cover
Cell 5 open
Filling Cell 6:
Cell 3 open
Cell 4 under intermediate cover
Cell 5 under intermediate cover
Cell 6 open
Filling Cell 7:
Cell 3 under intermediate cover
Cell 4 open
GC5770/LeachateLifeCycle.docx

Geosyniec'°
consultants
Page 3 of 7
Written by: J. Colley Date: 12/08/15 Reviewed by: V. Damasceno Date: 12/08/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
Cell 5 under intermediate cover
Cell 6 under intermediate cover
Cell 7 open
Filling Cell 8: Cell 3 under intermediate cover
Cell 4 under intermediate cover
Cell 5 open
Cell 6 under intermediate cover
Cell 7 under intermediate cover
Cell 8 open
Phase 2
Filling Cell 1: Phase 1 under intermediate cover
Cell 1 open
Filling Cell 2: Phase 1 under intermediate cover
Cell 1 under intermediate cover
Cell 2 open
Phase 3
Filling Cell 9: Phase 1 under intermediate cover
Phase 2 under final cover
Cell 9 open
Filling Cell 10: Phase 1 under final cover
Phase 2 under final cover
Cell 9 under intermediate cover
Cell 10 open
Filling Cell 11: Phase 1 under final cover
Phase 2 under final cover
Cell 9 under intermediate cover
Cell 10 under intermediate cover
Cell 11 open
Placement of Final Cover
3.3 Facility Operational Time Line
The landfill operational life and time line of development sequencing was estimated based on: (i)
calculated disposal capacity for each of the development stages, (ii) the estimated waste
acceptance rates, and (iii) in-place waste density.
Waste disposal volume was calculated for each stage of landfill development based on the
sequencing presented in Section 3.2. It is estimated that the waste acceptance rate will be
approximately 1,250,000 tons per year during the first 4 year of operation, decreasing to 500,000
GC5770/LeachateLifeCycle.docx

Geosyniec'°
consultants
Page 4 of 7
Written by: J. Colley Date: 12/08/15 Reviewed by: V. Damasceno Date: 12/08/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
tons per year once approximately 5,000,000 tons of CCR have been disposed of in the landfill.
Thereafter, the waste acceptance rate is assumed to remain constant at 500,000 tons per year.
The air space utilization factor (AUF) at the site is expected to be approximately 1.2 ton/yd3
based on operational experience with other CCR disposal facilities.
3.4 Leachate Generation Rates
3.4.1 HELP Model Overview
The Hydrogeologic Evaluation of Landfill Performance (HELP) model, Version 3.07
[Schroeder, et. al., EPA/600/R-94/168a and EPA/600/R-94/168b, 1994] is a quasi -two
dimensional water balance computer program used to evaluate the movement of water through
the waste and components of the liner system. The HELP model was used to calculate the
leachate impingement (generation) rates for a number of different operational scenarios
described in the following Section.
3.4.2 Leachate Generation Scenarios
Using the HELP model, leachate and runoff generation rates were calculated for 9 operational
scenarios (cases) assuming a unit area of 1 acre. The leachate and runoff generation rates for
each case were calculated using the final top slope of 5% and side slope configuration of 33%.
The leachate and runoff generation rates were estimated for the following cases:
Case 1 This scenario represents initial conditions of operation in a cell after the
placement of a start-up lift and additional lifts of waste for a total of 10 ft of
waste. No runoff and no surface vegetation was assumed for this case.
Case 2 This scenario represents ongoing landfilling operation with 25 ft of waste. For
this case, bare ground surface without vegetation was assumed (i.e., area is open
and receiving waste).
Case 3 This scenario represents ongoing landfilling operation with 50 ft of waste. For
this case, bare ground surface without vegetation was assumed (i.e., area is open
and receiving waste).
Case 4 This scenario represents intermediate conditions of operation with 50 ft of waste
under intermediate cover. For this case, poor ground surface vegetation coverage
was assumed.
Case 5 This scenario represents ongoing landfilling operation with 70 ft of waste. For
this case, bare ground surface without vegetation was assumed (i.e., area is open
and receiving waste).
GC5770/LeachateLifeCycle.docx

Geosyniec'°
consultants
Page 5 of 7
Written by: J. Colley Date: 12/08/15 Reviewed by: V. Damasceno Date: 12/08/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
Case 6 This scenario represents intermediate conditions of operation with 70 ft of waste
under intermediate cover. For this case, poor ground surface vegetation coverage
was assumed.
Case 7 This scenario represents the maximum waste thickness of 90 ft, of waste. For this
case, bare ground surface without vegetation was assumed (i.e., area is open and
receiving waste).
Case 8 This scenario represents the maximum waste thickness of 90 ft, under
intermediate cover, before construction of the final cover. For this case, runoff
from the intermediate cover surfaces was allowed and poor surface vegetation
was assumed.
Case 9 This scenario represents post -closure conditions with 90 ft of waste and the final
cover installed. This case represents the lowest potential for leachate generation,
leakage, and head in the leachate collection systems as the final cover system over
the waste minimizes percolation of rainfall through the waste. For this case, fair
stand of grass coverage was assumed for surface vegetation.
Note that runoff generation was not considered for the intermediate and final cover cases, since
the chimney drains are anticipated to be plugged at those times.
3.4.3 HELP Model Calculations
Leachate impingement and runoff rates were obtained from the HELP model analyses for each of
the cases presented in Section 3.4.2. Table 1 presents a summary of the liquid impingement rate
(i.e. runoff and leachate) calculated for each operational scenario and Attachment 2 contains the
HELP output information. It is noted that the peak monthly average values for runoff and lateral
drainage in the geocomposite drainage layer were utilized as the impingement rate presented in
Table 1. Because this analysis spans a time frame of years, an average monthly impingement
rate may be appropriate. However, to add a degree of conservatism to the calculations, the peak
average monthly value was selected. A detailed description of the HELP model assumptions,
input parameters, and data can be found in the in the calculation package titled "Leachate
Collection System Analysis" submitted as part of this application.
3.5 Leachate Generation Life Cycle Calculation
Based on the information described in Sections 3.2 through 3.4, leachate generation life cycle
calculations were performed using an Excel® spreadsheet, which is presented in Attachment 1.
The calculations were performed in a 2 -step approach:
GC5770/LeachateLifeCycle.docx

Geosyniec'°
consultants
Page 6 of 7
Written by: J. Colley Date: 12/08/15 Reviewed by: V. Damasceno Date: 12/08/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
Step 1: Estimate CCR disposal volumes, disposal times, and leachate generation rate for
each operational scenario; and
Step 2: Estimate cumulative leachate generation (e.g., multiple cells being filled) and cell
activity times based on cell or phase being filled.
The spreadsheets summarize the filling sequence (Section 3.2), leachate generation scenario
(refer to Section 3.4.2), and cell or phase being filled. Furthermore, the spreadsheet presents the
following parameters used in the leachate generation life cycle calculations:
Infiltration Area. This is the sum of top and side slope areas used to calculate the
leachate generated as a function of the impingement rates.
Waste Volume Received. This is the estimated volume of CCR received for the duration
of each leachate generation scenario (i.e., 10 ft of CCR, 50 ft of CCR, etc.).
Discrete Time Frame. This is the time in days when leachate will be generated for a
given leachate generation scenario. The discrete time frame is calculated based on the
waste acceptance rates (ton/year), estimated volume of CCR received during the filling
sequence, and AUF.
Cumulative Time. This is calculated based on the waste acceptance rates (ton/year),
estimated volume of CCR received during the filling sequence, and AUF.
Liquid Generated. This is the total runoff and leachate generated by each cell for a given
scenario (e.g., 10 ft of waste, 50 ft of CCR).
Liquid Generation Rate. This is the calculated rate of runoff and leachate generation,
based on the total liquid generated by each contributing cell and/or phase. For example,
during Phase 1 (e.g., filling of Cell 6 to 50 ft of CCR), the total liquid generation rate is a
combination of the following contributions:
Cell 3 with 70 ft of CCR under intermediate cover for approximately 156 days l;
Cell 4 with 50 ft of CCR under intermediate cover for approximately 156 days;
Cell 5 with 50 ft of CCR under intermediate cover for approximately 156 days;
and
Cell 6 with 50 ft of CCR for approximately 156 days.
1 156 days is the estimated time required to fill Cell 6 from 10 ft to 50 ft of CCR: 35 days under 10 ft of CCR + 50
days under 25 ft of CCR + 71 days under 50 ft of CCR.
GC5770/1,eachateLifeCycle.docx

Geosyniec'°
consultants
Page 7 of 7
Written by: J. Colley Date: 12/08/15 Reviewed by: V. Damasceno Date: 12/08/15
Client: Duke Energy Project: Sutton Landfill Project No.: GC5770 Phase No.: 02
4 LEACHATE STORAGE CAPACITY
As previously mentioned, leachate storage tanks will be constructed and used to hold leachate
prior to hauling it off site by tanker trucks. The design capacity for the proposed storage
containers was selected to provide sufficient storage for leachate generated during a period of
five days at the peak leachate generation rate. As shown in Figure 1, a peak leachate generation
rate of approximately 186,234 gallons per day was obtained from the leachate life cycle
calculations. The peak daily leachate generation rate is expected to occur during the final filling
stages of Phase 3, after approximately 8 years of landfill operation. The volume of leachate
generated in five days, at the peak leachate generation rate, is calculated to be approximately
931,170 gallons.
Leachate storage containers will be constructed with a total combined storage capacity of
approximately 1,000,000 gallons to accommodate the five day storage requirement expected at
the site. A secondary containment tank (e.g., minimum 110% total volume of the largest tank)
will also be installed as part of the leachate storage area.
5 REFERENCES
Schroeder, P. R., Aziz, N. M., Lloyd, C. M. and Zappi, P. A. "The Hydrologic Evaluation of
Landfill Performance (HELP) Model: User's Guide for Version 3", EPA/600/R-94/168a,
September 1994, U.S. Environmental Protection Agency Office of Research and
Development, Washington, DC, 1994.
Schroeder, P.R., Dozier, T.S., Zappi, P.A., McEnroe, B.M., Sjostrom, J.W., and Peyton, R. L.
"The Hydrologic Evaluation of Landfill Performance (HELP) Model: Engineering
Documentation for Version 3", EPA/600/R-94/168b, September 1994, U.S. Environmental
Protection Agency Office of Research and Development, Washington, DC, 1994.
GC5770/1,eachateLifeCycle.docx

TABLES

Table 1. Calculated Leachate Impingement Rate Summary
Case
Description
Liquid Impingement Ratelll
(ft3/ac/day)
Top Slope (5%) Side Slope (5%)
Case 1
10 ft of waste
733.958
3.995
Case 2
25 ft of waste
732.372
4.270
Case 3
50 ft of waste
729.248
3.471
Case 4
50 ft of waste (interim)
126.383
121.172
Case 5
70 ft of waste
727.530
1.872
Case 6
70 ft of waste (interim)
120.611
114.767
Case 7
90 ft of waste
725.968
4.627
Case 8
90 ft of waste (interim)
113.622
105.810
Case 9
90 ft of waste (final cover)
0.000
0.000
Note(s):
[1] Liquid impingement rate includes runoff collected by the chimney drains and any leachate generated.
Runoff generation was not considered for the intermediate and final cover cases, since the chimney
drains are anticipated to be plugged at those times.

FIGURES

200,000
180,000
160,000
140,000
t
bA
s
y 100,000
J
80,000
60,000
40,000
20,000
t1
Figure 1. Leachate Life Cycle and Received Waste Summary
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/
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t
t
J
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t
/ CCR being placed
overentire footprint
! . in preparation for
/t ..finalclosur}
/ !
0 2 4 6 8
Elapsed Time (Years)
10,000,000
9,000, 000
8,000, 000
7,000,000
n
n
z
6,000,000 2.
0
m
:+
0
5,000,000 4,
4,000,000
3,000, 000
2,000,000
1,000,000
0
10 12
r
r
i
r
r
r
r
J
r
r
d
r
r
r
r
d
d
t
t
J
/
t
/ CCR being placed
overentire footprint
! . in preparation for
/t ..finalclosur}
/ !
0 2 4 6 8
Elapsed Time (Years)
10,000,000
9,000, 000
8,000, 000
7,000,000
n
n
z
6,000,000 2.
0
m
:+
0
5,000,000 4,
4,000,000
3,000, 000
2,000,000
1,000,000
0
10 12

ATTACHMENT
Leachate Generation Life Cycle Calculations

Leachate Generation Life Cycle Calculation Sheet
L.V. Sutton Energy Complex Onsite Landfill
Wilmington, North Carolina
1
Cell 5
10
10 ft of waste
Impingement Rate
4.0
373,402.38
8.57
0.00
Total plan
373,402.38
8.57
138,297.18
115,248
Discrete
34
6,292
47,064
1
Thickness
Leachate Generation
3
(ft /ac/day)
Top Area
Side Slope
Area
area
Infiltration
CCR Volume Received
Cumulative
Time
Leachate
Leachate
Phase
Cell
of waste
Scenario
1
Cell 5
50
50 ft of waste
729.2
3.5
263,670.62
Area
109,731.76
2.52
waste (tons)
Frame
Gen. Rate
Gen Rate
2,160,096
67
(ft)
33,086
Top Area
Side Slope
(ft2)
(acre)
(ft2)
(acre)
(ft2)
(acre)
(yd 3)
(tons)
263,670.62
6.05
(ft3/day)
(gal/day)
2,160,096
0
1,070
8,006
1
Cell 5
70
70 ft of waste
727.5
1.9
208,804.74
4.79
164,597.64
3.78
373,402.38
(days)
174,990.87
145,826
1
Cell 3
10
10 ft of waste
734.0
4.0
441,240.74
10.13
0.00
0.00
441,240.74
10.13
163,422.50
136,185
136,185
40
7,435
55,615
1
Cell 3
25
25 ft of waste
732.4
4.3
382,786.80
8.79
58,453.95
1.34
441,240.74
10.13
228,896.54
190,747
326,933
56
6,442
48,186
1
Cell 3
50
50 ft of waste
729.2
3.5
285,363.55
6.55
155,877.19
3.58
441,240.74
10.13
309,328.87
257,774
584,707
75
4,790
35,830
1
Cell 3
50
50 ft of waste (interim)
126.4
121.2
285,363.55
6.55
155,877.19
3.58
285,363.55
6.55
0.00
0
584,707
0
1,262
9,437
1
Cell 3
70
70 ft of waste
727.5
1.9
207,424.96
4.76
233,815.79
5.37
441,240.74
10.13
182,514.26
152,095
736,802
44
3,474
25,990
1
Cell 3
70
70 ft of waste (interim)
120.6
114.8
207,424.96
4.76
233,815.79
5.37
207,424.96
4.76
0.00
0
736,802
0
1,190
8,905
1
Cell 3
90
90 ft of waste
726.0
4.6
129,486.36
2.97
311,754.38
7.16
441,240.74
10.13
124,781.97
103,985
840,787
30
2,191
16,391
1
Cell 3
90
90 ft of waste (interim)
113.6
105.8
129,486.36
2.97
311,754.38
7.16
129,486.36
2.97
0.00
0
840,787
0
1,095
8,191
1
Cell 3
90
90 ft of waste (final cover)
0.0
0.0
129,486.36
2.97
311,754.38
7.16
129,486.36
2.97
0.00
0
840,787
0
0
0
1
Cell 4
10
10 ft of waste
734.0
4.0
398,771.55
9.15
0.00
0.00
398,771.55
9.15
147,693.17
123,078
963,864
36
6,719
50,262
1
Cell 4
25
25 ft of waste
732.4
4.3
353,681.13
8.12
45,090.42
1.04
398,771.55
9.15
209,014.64
174,179
1,138,043
51
5,951
44,515
1
Cell 4
50
50 ft of waste
729.2
3.5
278,530.43
6.39
120,241.12
2.76
398,771.55
9.15
292,690.54
243,909
1,381,952
71
4,673
34,953
1
Cell 4
50
50 ft of waste (interim)
126.4
121.2
278,530.43
6.39
120,241.12
2.76
278,530.43
6.39
0.00
0
1,381,952
0
1,143
8,547
1
Cell 4
70
70 ft of waste
727.5
1.9
218,409.87
5.01
180,361.68
4.14
398,771.55
9.15
184,051.97
153,377
1,535,329
45
3,656
27,346
1
Cell 4
70
70 ft of waste (interim)
120.6
114.8
218,409.87
5.01
180,361.68
4.14
218,409.87
5.01
0.00
0
1,535,329
0
1,080
8,079
1
Cell 4
90
90 ft of waste
726.0
4.6
158,289.31
3.63
240,482.24
5.52
398,771.55
9.15
139,518.22
116,265
1,651,594
34
2,664
19,925
1
Cell 4
90
90 ft of waste (interim)
113.6
105.8
158,289.31
3.63
240,482.24
5.52
158,289.31
3.63
0.00
0
1,651,594
0
997
7,458
1
Cell 4
90
90 ft of waste (final cover)
0.0
0.0
158,289.31
3.63
240,482.24
5.52
158,289.31
3.63
0.00
0
1,651,594
0
0
0
1
Cell 5
10
10 ft of waste
734.0
4.0
373,402.38
8.57
0.00
0.00
373,402.38
8.57
138,297.18
115,248
1,766,842
34
6,292
47,064
1
Cell 5
25
25 ft of waste
732.4
4.3
332,252.97
7.63
41,149.41
0.94
373,402.38
8.57
196,015.38
163,346
1,930,188
48
5,590
41,818
1
Cell 5
50
50 ft of waste
729.2
3.5
263,670.62
6.05
109,731.76
2.52
373,402.38
8.57
275,890.55
229,909
2,160,096
67
4,423
33,086
1
Cell 5
50
50 ft of waste (interim)
126.4
121.2
263,670.62
6.05
109,731.76
2.52
263,670.62
6.05
0.00
0
2,160,096
0
1,070
8,006
1
Cell 5
70
70 ft of waste
727.5
1.9
208,804.74
4.79
164,597.64
3.78
373,402.38
8.57
174,990.87
145,826
2,305,922
43
3,494
26,141
1
Cell 5
70
70 ft of waste (interim)
120.6
114.8
208,804.74
4.79
164,597.64
3.78
208,804.74
4.79
0.00
0
2,305,922
0
1,012
7,569
1
Cell 5
90
90 ft of waste
726.0
4.6
153,938.86
3.53
219,463.52
5.04
373,402.38
8.57
134,349.48
111,958
2,417,880
33
2,589
19,366
1
Cell 5
90
90 ft of waste (interim)
113.6
105.8
153,938.86
3.53
219,463.52
5.04
153,938.86
3.53
0.00
0
2,417,880
0
935
6,992
1
Cell 5
90
90 ft of waste (final cover)
0.0
0.0
153,938.86
3.53
219,463.52
5.04
153,938.86
3.53
0.00
0
2,417,880
0
0
0
1
Cell 6
10
10 ft of waste
734.0
4.0
389,882.99
8.95
0.00
0.00
389,882.99
8.95
144,401.11
120,334
2,538,214
35
6,569
49,142
1
Cell 6
25
25 ft of waste
732.4
4.3
347,920.91
7.99
41,962.09
0.96
389,882.99
8.95
204,945.53
170,788
2,709,002
50
5,854
43,789
1
Cell 6
50
50 ft of waste
729.2
3.5
277,984.10
6.38
111,898.90
2.57
389,882.99
8.95
289,770.84
241,476
2,950,478
71
4,663
34,879
1
Cell 6
50
50 ft of waste (interim)
126.4
121.2
277,984.10
6.38
111,898.90
2.57
277,984.10
6.38
0.00
0
2,950,478
0
1,118
8,362
1
Cell 6
70
70 ft of waste
727.5
1.9
2221034.65
5.10
167,848.34
3.85
389,882.99
8.95
185,192.13
154,327
3,104,805
45
3,716
27,795
1
Cell 6
70
70 ft of waste (interim)
120.6
114.8
222,034.65
5.10
167,848.34
3.85
222,034.65
5.10
0.00
0
3,104,805
0
1,057
7,907
1
Cell 6
90
90 ft of waste
726.0
4.6
166,085.20
3.81
223,797.79
5.14
389,882.99
8.95
143,748.09
119,790
3,224,595
35
2,792
20,884
1
Cell 6
90
90 ft of waste (interim)
113.6
105.8
166,085.20
3.81
223,797.79
5.14
166,085.20
3.81
0.00
0
3,224,595
0
977
7,307
1
Cell 6
90
90 ft of waste (final cover)
0.0
0.0
166,085.20
3.81
223,797.79
5.14
166,085.20
3.81
0.00
0
3,224,595
0
0
0
1
Cell 7
10
10 ft of waste
734.0
4.0
392,654.17
9.01
0.00
0.00
392,654.17
9.01
145,427.47
121,190
3,345,784
35
6,616
49,491

Impingement Rate
Total plan
Discrete
Thickness
Leachate Generation
s
(ft /ac/day)
Top Area
Side Slope
Area
area
Infiltration
CCR Volume Received
Cumulative
Time
Leachate
Leachate
Phase
Cell
of waste
Area
Gen. Rate
Gen Rate
(ft)
Scenario
Top Area
Side Slope
W)
(acre)
W)
(acre)
W)
(acre)
(yd 3)
(tons)
waste (tons)
Fraay)
(ft3/day)
(gal/day)
1
Cell 7
25
25 ft of waste
732.4
4.3
351,270.89
8.06
41,383.29
0.95
392,654.17
9.01
206,645.85
172,205
3,517,989
50
5,910
44,210
1
Cell 7
50
50 ft of waste
729.2
3.5
282,298.74
6.48
110,355.44
2.53
392,654.17
9.01
293,319.27
244,433
3,762,422
71
4,735
35,419
1
Cell 7
50
50 ft of waste (interim)
126.4
121.2
282,298.74
6.48
110,355.44
2.53
282,298.74
6.48
0.00
0
3,762,422
0
1,126
8,423
1
Cell 7
70
70 ft of waste
727.5
1.9
227,121.02
5.21
165,533.16
3.80
392,654.17
9.01
188,673.98
157,228
3,919,650
46
3,800
28,429
1
Cell 7
70
70 ft of waste (interim)
120.6
114.8
227,121.02
5.21
165,533.16
3.80
227,121.02
5.21
0.00
0
3,919,650
0
1,065
7,967
1
Cell 7
90
90 ft of waste
726.0
4.6
171,943.30
3.95
220,710.87
5.07
392,654.17
9.01
147,801.60
123,168
4,042,818
36
2,889
21,612
1
Cell 7
90
90 ft of waste (interim)
113.6
105.8
171,943.30
3.95
220,710.87
5.07
171,943.30
3.95
0.00
0
4,042,818
0
985
7,365
1
Cell 7
90
90 ft of waste (final cover)
0.0
0.0
171,943.30
3.95
220,710.87
5.07
171,943.30
3.95
0.00
0
4,042,818
0
0
0
1
Cell 8
10
10 ft of waste
734.0
4.0
430,074.32
9.87
0.00
0.00
430,074.32
9.87
159,286.78
132,739
4,175,557
39
7,246
54,207
1
Cell 8
25
25 ft of waste
732.4
4.3
385,684.49
8.85
44,389.82
1.02
430,074.32
9.87
226,599.67
188,833
4,364,390
55
6,489
48,540
1
Cell 8
50
50 ft of waste
729.2
3.5
311,701.46
7.16
118,372.86
2.72
430,074.32
9.87
322,863.87
269,053
4,633,444
79
5,228
39,106
1
Cell 8
50
50 ft of waste (interim)
126.4
121.2
311,701.46
7.16
118,372.86
2.72
311,701.46
7.16
0.00
0
4,633,444
0
1,234
9,228
1
Cell 8
70
70 ft of waste
727.5
1.9
252,515.03
5.80
177,559.29
4.08
430,074.32
9.87
208,969.07
174,141
4,807,584
51
4,225
31,606
1
Cell 8
70
70 ft of waste (interim)
120.6
114.8
252,515.03
5.80
177,559.29
4.08
252,515.03
5.80
0.00
0
4,807,584
0
1,167
8,730
1
Cell 8
90
90 ft of waste
726.0
4.6
193,328.59
4.44
236,745.72
5.43
430,074.32
9.87
165,127.27
137,606
4,945,191
40
3,247
24,290
1
Cell 8
90
90 ft of waste (interim)
113.6
105.8
193,328.59
4.44
236,745.72
5.43
193,328.59
4.44
0.00
0
4,945,191
0
1,079
8,074
1
Cell 8
90
90 ft of waste (final cover)
0.0
0.0
193,328.59
4.44
236,745.72
5.43
193,328.59
4.44
0.00
0
4,945,191
0
0
0
2
Cell 1
10
10 ft of waste
734.0
4.0
296,691.16
6.81
0.00
0.00
296,691.16
6.81
109,885.62
91,571
5,036,762
67
4,999
37,396
2
Cell 1
25
25 ft of waste
732.4
4.3
241,061.57
5.53
55,629.59
1.28
296,691.16
6.81
149,375.76
124,480
5,161,242
91
4,058
30,359
2
Cell 1
50
50 ft of waste
729.2
3.5
148,345.58
3.41
148,345.58
3.41
296,691.16
6.81
180,281.09
150,234
5,311,476
110
2,495
18,666
2
Cell 1
50
50 ft of waste (interim)
126.4
121.2
148,345.58
3.41
148,345.58
3.41
148,345.58
3.41
0.00
0
5,311,476
0
843
6,307
2
Cell 1
70
70 ft of waste
727.5
1.9
74,172.79
1.70
222,518.37
5.11
296,691.16
6.81
82,414.21
68,679
5,380,154
50
1,248
9,339
2
Cell 1
70
70 ft of waste (interim)
120.6
114.8
74,172.79
1.70
222,518.37
5.11
74,172.79
1.70
0.00
0
5,380,154
0
792
5,922
2
Cell 1
90
90 ft of waste
726.0
4.6
0.00
0.00
296,691.16
6.81
296,691.16
6.81
27,471.40
22,893
5,403,047
17
32
236
2
Cell 1
90
90 ft of waste (interim)
113.6
105.8
0.00
0.00
296,691.16
6.81
0.00
0.00
0.00
0
5,403,047
0
721
5,391
2
Cell 1
90
90 ft of waste (final cover)
0.0
0.0
0.00
0.00
296,691.16
6.81
0.00
0.00
0.00
0
5,403,047
0
0
0
2
Cell 2
10
10 ft of waste
734.0
4.0
343,103.31
7.88
0.00
0.00
343,103.31
7.88
127,075.30
105,896
5,508,943
77
5,781
43,245
2
Cell 2
25
25 ft of waste
732.4
4.3
281,882.80
6.47
61,220.51
1.41
343,103.31
7.88
173,607.25
144,673
5,653,616
106
4,745
35,497
2
Cell 2
50
50 ft of waste
729.2
3.5
179,848.61
4.13
163,254.70
3.75
343,103.31
7.88
213,764.54
178,137
5,831,753
130
3,024
22,620
2
Cell 2
50
50 ft of waste (interim)
126.4
121.2
179,848.61
4.13
163,254.70
3.75
179,848.61
4.13
0.00
0
5,831,753
0
976
7,300
2
Cell 2
70
70 ft of waste
727.5
1.9
98,221.26
2.25
244,882.04
5.62
343,103.31
7.88
102,988.84
85,824
5,917,577
63
1,651
12,350
2
Cell 2
70
70 ft of waste (interim)
120.6
114.8
98,221.26
2.25
244,882.04
5.62
98,221.26
2.25
0.00
0
5,917,577
0
917
6,861
2
Cell 2
90
90 ft of waste
726.0
4.6
16,593.92
0.38
326,509.39
7.50
343,103.31
7.88
42,524.14
35,437
5,953,014
26
311
2,328
2
Cell 2
90
90 ft of waste (interim)
113.6
105.8
16,593.92
0.38
326,509.39
7.50
16,593.92
0.38
0.00
0
5,953,014
0
836
6,257
2
Cell 2
90
90 ft of waste (final cover)
0.0
0.0
16,593.92
0.38
326,509.39
7.50
16,593.92
0.38
0.00
0
5,953,014
0
0
0
3
Cell 9
10
10 ft of waste
734.0
4.0
434,111.23
9.97
0.00
0.00
434,111.23
9.97
160,781.94
133,985
6,086,999
98
7,314
54,716
3
Cell 9
25
25 ft of waste
732.4
4.3
390,238.32
8.96
43,872.91
1.01
434,111.23
9.97
228,985.99
190,822
6,277,821
139
6,565
49,112
3
Cell 9
50
50 ft of waste
729.2
3.5
317,116.79
7.28
116,994.44
2.69
434,111.23
9.97
327,479.22
272,899
6,550,720
199
5,318
39,783
3
Cell 9
50
50 ft of waste (interim)
126.4
121.2
317,116.79
7.28
116,994.44
2.69
317,116.79
7.28
0.00
0
6,550,720
0
1,246
9,317
3
Cell 9
70
70 ft of waste
727.5
1.9
258,619.58
5.94
175,491.66
4.03
434,111.23
9.97
213,235.69
177,696
6,728,416
130
4,327
32,368

Impingement Rate
Total plan
Discrete
Thickness
Leachate Generation
s
(ft /ac/day)
Top Area
Side Slope
Area
area
Infiltration
CCR Volume Received
Cumulative
Time
Leachate
Leachate
Phase
Cell
of waste
Area
Gen. Rate
Gen Rate
(ft)
Scenario
Top Area
Side Slope
W)
(acre)
W)
(acre)
W)
(acre)
(yd 3)
(tons)
waste (tons)
Fraay)
(ft3/day)
(gal/day)
3
Cell 9
70
70 ft of waste (interim)
120.6
114.8
258,619.58
5.94
175,491.66
4.03
258,619.58
5.94
0.00
0
6,728,416
0
1,178
8,815
3
Cell 9
90
90 ft of waste
726.0
4.6
200,122.36
4.59
233,988.87
5.37
434,111.23
9.97
169,904.42
141,587
6,870,003
103
3,360
25,135
3
Cell 9
90
90 ft of waste (interim)
113.6
105.8
200,122.36
4.59
233,988.87
5.37
200,122.36
4.59
0.00
0
6,870,003
0
1,090
8,157
3
Cell 9
90
90 ft of waste (final cover)
0.0
0.0
200,122.36
4.59
233,988.87
5.37
200,122.36
4.59
0.00
0
6,870,003
0
0
0
3
Cell 10
10
10 ft of waste
734.0
4.0
414,791.25
9.52
0.00
0.00
414,791.25
9.52
153,626.39
128,022
6,998,025
93
6,989
52,281
3
Cell 10
25
25 ft of waste
732.4
4.3
368,086.27
8.45
46,704.99
1.07
414,791.25
9.52
217,465.98
181,222
7,179,247
132
6,193
46,328
3
Cell 10
10
50 ft of waste
729.2
3.5
290,244.62
6.66
124,546.63
2.86
414,791.25
9.52
107,498.01
89,582
7,268,829
65
4,869
36,422
3
Cell 10
50
50 ft of waste (interim)
126.4
121.2
290,244.62
6.66
124,546.63
2.86
290,244.62
6.66
429,992.03
358,327
7,627,155
262
1,189
8,891
3
Cell 10
70
70 ft of waste
727.5
1.9
2271971.31
5.23
186,819.94
4.29
414,791.25
9.52
191,931.83
159,943
7,787,099
117
3,816
28,542
3
Cell 10
70
70 ft of waste (interim)
120.6
114.8
227,971.31
5.23
186,819.94
4.29
227,971.31
5.23
0.00
0
7,787,099
0
1,123
8,404
3
Cell 10
90
90 ft of waste
726.0
4.6
165,698.00
3.80
249,093.26
5.72
414,791.25
9.52
145,803.45
121,503
7,908,601
89
2,788
20,855
3
Cell 10
90
90 ft of waste (interim)
113.6
105.8
165,698.00
3.80
249,093.26
5.72
165,698.00
3.80
0.00
0
7,908,601
0
1,037
7,759
3
Cell 10
90
90 ft of waste (final cover)
0.0
0.0
165,698.00
3.80
249,093.26
5.72
165,698.00
3.80
0.00
0
7,908,601
0
0
0
3
Cell 11
10
10 ft of waste
734.0
4.0
456,870.13
10.49
0.00
0.00
456,870.13
10.49
169,211.16
141,009
8,049,611
103
7,698
57,585
3
Cell 11
25
25 ft of waste
732.4
4.3
391,761.55
8.99
65,108.58
1.49
456,870.13
10.49
235,731.02
196,443
8,246,053
143
6,593
49,319
3
Cell 11
50
50 ft of waste
729.2
3.5
283,247.25
6.50
173,622.88
3.99
456,870.13
10.49
312,504.07
260,420
8,506,473
190
4,756
35,575
3
Cell 11
50
50 ft of waste (interim)
126.4
121.2
283,247.25
6.50
173,622.88
3.99
283,247.25
6.50
0.00
0
8,506,473
0
1,305
9,760
3
Cell 11
70
70 ft of waste
727.5
1.9
196,435.81
4.51
260,434.31
5.98
456,870.13
10.49
177,660.39
148,050
8,654,524
108
3,292
24,626
3
Cell 11
70
70 ft of waste (interim)
120.6
114.8
196,435.81
4.51
260,434.31
5.98
196,435.81
4.51
0.00
0
8,654,524
0
1,230
9,202
3
Cell 11
90
90 ft of waste
726.0
4.6
109,624.38
2.52
347,245.75
7.97
456,870.13
10.49
113,355.63
94,463
8,748,987
69
1,864
13,943
3
Cell 11
90
90 ft of waste (interim)
113.6
105.8
109,624.38
2.52
347,245.75
7.97
109,624.38
2.52
0.00
0
8,748,987
0
1,129
8,449
3
Cell 11
90
90 ft of waste (final cover)
0.0
0.0
109,624.38
2.52
347,245.75
7.97
109,624.38
2.52
0.00
0
8,748,987
0
0
0

Leachate Generation Life Cycle Calculation Sheet - Summary
L.V. Sutton Energy Complex Onsite Landfill
Wilmington, North Carolina
Note(s):
[I] Peak leachate generation for Phase 1.
[2] Peak leachate generation for build -out conditions.
Leachate
Estimated Time
Construction Sequence
Generation
Cumulative (years)
CCR Disposal (tons)
(days)
(gal/day)
Cell 3
55,615
40
0.11
136,185
48,186
56
0.26
326,933
Cell 4
86,092
111
0.57
707,784
53,952
51
0.71
881,963
Cell 5
91,454
105
0.99
1,241,120
59,802
48
1.12
1,404,466
v
Cell
100,212
102
1.40
1,754,709
L
69,779
50
1.54
1,925,497
Cell 7
126,914
150
1.95
2,440,257
96,828
95
2.21
2,765,839
Cell
141,112111
153
2.63
3,288,836
109,310
100
2.91
3,631,996
99,994
124
3.25
4,058,277
Cell 1
109,427
118
3.57
4,461,347
79,514
91
3.82
4,772,546
N
Cell
122,760
77
4.03
5,037,286
v
103,319
215
4.62
5,362,417
t
a
103,319
110
4.92
5,544,826
78,082
130
5.28
5,756,232
65,794
50
5.41
5,859,448
Cell 9
122,144
160
5.85
6,114,413
111,050
139
6.24
6,341,922
Cell 10
170,818
124
6.57
6,549,589
159,183
365
7.58
7,089,514
128,047
33
7.67
7,176,834
Cell 11
186,234121
138
8.04
7,408,820
168,131
245
8.71
7,788,565
164,965
170
9.18
8,068,035
m
139,162
133
9.54
8,299,279
t
a
97,711
216
10.14
8,644,932
84,686
103
10.42
8,838,388
82,642
197
10.96
9,160,972
40,557
0
10.96
9,215,938
37,933
69
11.15
9,365,696
24,365
45
11.27
9,483,534
16,208
45
11.39
9,602,079
8,449
45
11.52
9,721,336
0
45
11.64
9,841,307
Note(s):
[I] Peak leachate generation for Phase 1.
[2] Peak leachate generation for build -out conditions.

ATTACHMENT 2
HELP Output Information

'rk'r :�: :�:•-?c?c?c?c?c:Y?r:Y?r:Y?r>c?c>c?c>c?c?c?c?c?c ?c ?c ?c ?c ,. x.. x>c?rir?rir?r it s.>.s.>.s..c...c...c...c..xs.xs. xi: ?r ?c ?r ?c ?r ?c ?r .r x .r x?: k?: sk
>rx kk
HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE kk
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997)
DEVELOPED BY ENVIRONMENTAL LABORATORY kk
Y?r USAE WATERWAYS EXPERIMENT STATION ?°k
FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
'rk'r :�: :�:•-?c?c?c?c?ck?rk?rk?r>ck>ck>c?c?c?c?c?c?ck?ck,.x,.x>ckkkic kic s.>.s.>.kkk.c.. .c .. .c .. xs. xs.xkkkkkkk?r .rx .rx
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\tdchim\PREC.D4
TEMPERATURE DATA FILE: c:\help\prj\lvsutton\tdchim\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\tdchim\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\pr3\lvsutton\tdchim\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\prj\lvsutton\tdchim\ASH10FT.D10
OUTPUT DATA FILE: c:\help\pr3\lvsutton\tdchim\ASH10FT.OUT
TIME: 9:24 DATE: 11/25/2015
:Y sY :Y sY :Y is :Y s';its';its'; it irk irk irk i; it i; it i; kir it it iririr it irk irk it ir?r it it s'r it s'rki:ksY k s'r?cs'r?cs'r?cs'r ?ckksY ksYkksYk sYk sY kir kir i:kkkk
TITLE: L.V. Sutton Greenfield Landfill
?::Y?::Y?::Y?:xkkkxkirk irk it is x?; ?; skx it ?r it ?rir?rir?rkxkxkxkkkkkkxkxkxkkkkkkkkkkkkkkkkkkkkkirk irkkkkk
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 30
THICKNESS
= 120.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2257
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0864
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0

THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.12
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.12
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08
CM/SEC

LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2661
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE #30 WITH
BARE
GROUND CONDITIONS, A SURFACE SLOPE OF
5.% AND
A SLOPE LENGTH OF 1000. FEET.
GROWING SEASON (JULIAN DATE) =
SCS RUNOFF CURVE NUMBER
= 96.70
END OF
FRACTION OF AREA ALLOWING RUNOFF
= 90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.612
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.470
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 32.546
INCHES
TOTAL INITIAL WATER
= 32.546
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
Wilmington North Carolina
STATION
LATITUDE =
34.30
DEGREES
MAXIMUM
LEAF AREA INDEX =
0.00
CHARLESTON
START OF
GROWING SEASON (JULIAN DATE) =
0
NORMAL MEAN MONTHLY
END OF
GROWING SEASON (JULIAN DATE) =
367
JAN/JUL
-------
EVAPORATIVE
ZONE DEPTH =
10.0
INCHES
AVERAGE
ANNUAL WIND SPEED =
2.40
MPH
AVERAGE
1ST QUARTER RELATIVE HUMIDITY =
68.60
2.75
AVERAGE
2ND QUARTER RELATIVE HUMIDITY =
71.70
AVERAGE
3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE
4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL
-------
FEB/AUG MAR/SEP
--------------
APR/OCT
-------
MAY/NOV
-------
JUN/DEC
-------
2.23
3.34 4.14
4.04
3.69
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
48.00 49.10 54.30 63.70 71.80 76.80

80.60 77.90 73.70 65.00 52.00 51.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 DEGREES
?r?:?r?:?r?:?r?r?r?r?r?r?rk?: �?: �?:>r?r>rir>rkk k?r kirkkkkir>rk>rkkkkkkkkkkkisk isk isk isk kkkkkkkkkkkk?ck?ck?r ?: k?: k?:
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
PRECIPITATION
-------------
TOTALS
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.349
1.203
1.660
1.766
1.298
1.972
2.700
6.070
1.556
1.009
1.796
1.394
STD. DEVIATIONS
0.496
0.866
1.130
1.460
1.207
1.550
1.910
3.244
1.369
1.251
1.423
1.102
EVAPOTRANSPIRATION
------------------
TOTALS
1.562
1.761
2.796
2.680
2.216
2.711
3.460
3.846
2.783
1.678
1.291
1.307
STD. DEVIATIONS
0.160
0.214
0.395
0.972
0.954
1.019
1.202
0.995
0.736
0.693
0.390
0.146
LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS
0.0629
0.0598
0.0642
0.0663
0.0654
0.0734
0.0630
0.0650
0.0723
0.0841
0.0763
0.0652
STD. DEVIATIONS
0.0507
0.0419
0.0466
0.0512
0.0624
0.1108
0.0999
0.0923
0.0835
0.0859
0.0600
0.0465
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.1442
0.1365
0.1459
0.1474
0.1443
0.1480
0.1298
0.1289
0.1382
0.1582
0.1565
0.1484
STD. DEVIATIONS
0.0740
0.0623
0.0754
0.0745
0.0774
0.0951
0.1014
0.1063
0.1031
0.1059
0.0865
0.0728
LATERAL DRAINAGE COLLECTED FROM LAYER 5
----------------------------------------
TOTALS
0.1436
0.1358
0.1465
0.1478
0.1432
0.1490
0.1310
0.1288
0.1367
0.1568
0.1572
0.1491
STD. DEVIATIONS
0.0730
0.0633
0.0758
0.0729
0.0776
0.0945
0.1012
0.1058
0.1025
0.1065
0.0878
0.0744
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0022
0.0015
0.0017
0.0021
0.0021
0.0016

0.0015 0.0017 0.0017 0.0016 0.0015 0.0016
STD. DEVIATIONS 0.0035 0.0020 0.0019 0.0035 0.0033 0.0018
0.0017 0.0021 0.0026 0.0025 0.0022 0.0022
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------------------------------------------------
INCHES
CU. FEET
-------------------------------------
AVERAGES
0.0055
0.0058
0.0056
0.0060
0.0057
0.0067
RUNOFF
0.0055
0.0057
0.0066
0.0074
0.0069
0.0057
STD. DEVIATIONS
0.0045
0.0041
0.0041
0.0046
0.0055
0.0101
(
0.0088
0.0081
0.0076
0.0076
0.0055
0.0041
DAILY AVERAGE HEAD
ON TOP OF LAYER
6
PERCOLATION/LEAKAGE THROUGH
1.72612
(
0.76683)
-------------------------------------
AVERAGES
0.0126
0.0131
0.0129
0.0134
0.0126
0.0135
0.0115
0.0113
0.0124
0.0138
0.0143
0.0131
STD. DEVIATIONS
0.0064
0.0061
0.0067
0.0066
0.0068
0.0086
1.72563
0.0089
0.0093
0.0093
0.0094
0.0080
0.0065
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
22.772
(
5.8563)
82660.59
42.487
EVAPOTRANSPIRATION
28.091
(
2.6696)
101969.02
52.411
LATERAL DRAINAGE COLLECTED
0.81800
(
0.62436)
2969.356
1.52623
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
1.72612
(
0.76683)
6265.818
3.22059
LAYER 4
AVERAGE HEAD ON TOP
0.006 (
0.005)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
1.72563
(
0.76598)
6264.040
3.21968
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH
0.00000
(
0.00000)
0.012
0.00001
LAYER 7
AVERAGE HEAD ON TOP
0.013 (
0.006)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.02088
(
0.02559)
75.798
0.03896
LAYER 8
CHANGE IN WATER STORAGE 0.170 (
2.0849) 615.91
0.317

PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
4.314 15658.4082
DRAINAGE COLLECTED FROM LAYER 3
0.02045 74.24708
PERCOLATION/LEAKAGE THROUGH LAYER 4
0.017141 62.22053
AVERAGE HEAD ON TOP OF LAYER 4
0.056
MAXIMUM HEAD ON TOP OF LAYER 4
0.111
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
1.9 FEET
DRAINAGE COLLECTED FROM LAYER 5
0.01710 62.07855
PERCOLATION/LEAKAGE THROUGH LAYER 7
0.000000 0.00006
AVERAGE HEAD ON TOP OF LAYER 6
0.047
MAXIMUM HEAD ON TOP OF LAYER 6
0.093
LOCATION OF MAXIMUM HEAD IN LAYER 5
(DISTANCE FROM DRAIN)
0.0 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000700 2.54064
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4047
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0470
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 29.4545 0.2455
2 5.3999 0.2250
3 0.0102 0.0340
4 0.0000 0.0000
5 0.0166 0.0830
6 0.0000 0.0000
7 0.1875 0.7500
8 2.5671 0.2139
SNOW WATER 0.000
-------- - --- --- - ------- -- ---------- - - -

** 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\prj\lvsutton\tdchim\PREC.D4
TEMPERATURE DATA FILE: c:\help\prj\lvsutton\tdchim\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\tdchim\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\pr]\lvsutton\tdchim\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\prl\lvsutton\tdchim\ASH25FT.D10
OUTPUT DATA FILE: c:\help\pr]\lvsutton\tdchim\ASH25FT.OUT
TIME: 9:24 DATE: 11/25/2015
TITLE: L.V. Sutton Greenfield Landfill
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 30
THICKNESS
= 300.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2025
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0863
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0

THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.11
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.11
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08
CM/SEC

LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2655
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE #30 WITH
BARE
GROUND CONDITIONS, A SURFACE SLOPE OF
5.% AND
A SLOPE LENGTH OF 1000. FEET.
GROWING SEASON (JULIAN DATE) =
SCS RUNOFF CURVE NUMBER
= 96.70
END OF
FRACTION OF AREA ALLOWING RUNOFF
= 90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.612
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.470
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 66.199
INCHES
TOTAL INITIAL WATER
= 66.199
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
Wilmington North Carolina
STATION
LATITUDE =
34.30
DEGREES
MAXIMUM
LEAF AREA INDEX =
0.00
CHARLESTON
START OF
GROWING SEASON (JULIAN DATE) =
0
NORMAL MEAN MONTHLY
END OF
GROWING SEASON (JULIAN DATE) =
367
JAN/JUL
-------
EVAPORATIVE
ZONE DEPTH =
10.0
INCHES
AVERAGE
ANNUAL WIND SPEED =
2.40
MPH
AVERAGE
1ST QUARTER RELATIVE HUMIDITY =
68.60
2.75
AVERAGE
2ND QUARTER RELATIVE HUMIDITY =
71.70
AVERAGE
3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE
4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL
-------
FEB/AUG MAR/SEP
--------------
APR/OCT
-------
MAY/NOV
-------
JUN/DEC
-------
2.23
3.34 4.14
4.04
3.69
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
48.00 49.10 54.30 63.70 71.80 76.80

80.60 77.90 73.70 65.00 52.00 51.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 DEGREES
?r?:?r?:?r?:?r?r?r?r?r?r?rk?: �?: �?:>r?r>rir>rkk k?r kirkkkkir>rk>rkkkkkkkkkkkisk isk isk isk kkkkkkkkkkkk?ck?ck?r ?: k?: k?:
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
PRECIPITATION
-------------
TOTALS
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.349
1.203
1.660
1.766
1.298
1.972
2.700
6.070
1.556
1.009
1.796
1.394
STD. DEVIATIONS
0.496
0.866
1.130
1.460
1.207
1.550
1.910
3.244
1.369
1.251
1.423
1.102
EVAPOTRANSPIRATION
------------------
TOTALS
1.562
1.761
2.796
2.680
2.216
2.711
3.460
3.846
2.783
1.678
1.291
1.307
STD. DEVIATIONS
0.160
0.214
0.395
0.972
0.954
1.019
1.202
0.995
0.736
0.693
0.390
0.146
LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS
0.0644
0.0571
0.0609
0.0475
0.0418
0.0456
0.0445
0.0408
0.0464
0.0612
0.0689
0.0708
STD. DEVIATIONS
0.0561
0.0539
0.0506
0.0382
0.0376
0.0345
0.0452
0.0488
0.0602
0.0722
0.0652
0.0576
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.1418
0.1246
0.1370
0.1179
0.1123
0.1227
0.1168
0.1067
0.1034
0.1236
0.1412
0.1511
STD. DEVIATIONS
0.0851
0.0836
0.0844
0.0757
0.0731
0.0633
0.0759
0.0766
0.0928
0.1051
0.0955
0.0853
LATERAL DRAINAGE COLLECTED FROM LAYER 5
----------------------------------------
TOTALS
0.1419
0.1250
0.1378
0.1183
0.1125
0.1223
0.1179
0.1072
0.1030
0.1213
0.1401
0.1511
STD. DEVIATIONS
0.0844
0.0836
0.0849
0.0755
0.0744
0.0623
0.0755
0.0761
0.0918
0.1047
0.0962
0.0863
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0021
0.0012
0.0018
0.0022
0.0016
0.0016

0.0015 0.0020 0.0018 0.0017 0.0015 0.0016
STD. DEVIATIONS 0.0030 0.0013 0.0021 0.0035 0.0021 0.0018
0.0017 0.0029 0.0025 0.0024 0.0016 0.0019
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------------------------------------------------
INCHES
CU. FEET
-------------------------------------
AVERAGES
0.0057
0.0055
0.0054
0.0043
0.0037
0.0042
RUNOFF
0.0039
0.0036
0.0042
0.0054
0.0063
0.0063
STD. DEVIATIONS
0.0050
0.0052
0.0045
0.0035
0.0033
0.0031
(
0.0040
0.0043
0.0055
0.0064
0.0059
0.0051
DAILY AVERAGE HEAD
ON TOP OF LAYER
6
PERCOLATION/LEAKAGE THROUGH
1.49910
(
0.78132)
-------------------------------------
AVERAGES
0.0125
0.0121
0.0122
0.0108
0.0099
0.0112
0.0104
0.0095
0.0094
0.0107
0.0128
0.0134
STD. DEVIATIONS
0.0075
0.0081
0.0075
0.0069
0.0066
0.0057
1.49856
0.0067
0.0067
0.0084
0.0093
0.0088
0.0076
:r x :r x :r :; :r :t :; :t :; :t ;; r; s: r; s: r; s::; �; :; �; :; x s: r; s: r; s: r; s: �; �; �; �; �; �; i; :r t; x t; x :::r :::r :: x:r :r i; :r i; x i; ::• � :r � :r � :r :r:r :r:r :r x :; x :; x :r :r :r :r :r
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
22.772
(
5.8563)
82660.59
42.487
EVAPOTRANSPIRATION
28.091
(
2.6696)
101969.02
52.411
LATERAL DRAINAGE COLLECTED
0.64995
(
0.45995)
2359.307
1.21267
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
1.49910
(
0.78132)
5441.747
2.79703
LAYER 4
AVERAGE HEAD ON TOP
0.005 (
0.003)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
1.49856
(
0.78109)
5439.776
2.79601
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH
0.00000
(
0.00000)
0.012
0.00001
LAYER 7
AVERAGE HEAD ON TOP
0.011 (
0.006)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.02052
(
0.02362)
74.473
0.03828
LAYER 8
CHANGE IN WATER STORAGE 0.565 (
2.2275) 2051.54
1.054

PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
4.314 15658.4082
DRAINAGE COLLECTED FROM LAYER 3
0.01241 45.05990
PERCOLATION/LEAKAGE THROUGH LAYER 4
0.013328 48.38208
AVERAGE HEAD ON TOP OF LAYER 4
0.034
MAXIMUM HEAD ON TOP OF LAYER 4
0.067
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
6.4 FEET
DRAINAGE COLLECTED FROM LAYER 5
0.01272 46.15864
PERCOLATION/LEAKAGE THROUGH LAYER 7
0.000000 0.00005
AVERAGE HEAD ON TOP OF LAYER 6
0.035
MAXIMUM HEAD ON TOP OF LAYER 6
0.070
LOCATION OF MAXIMUM HEAD IN LAYER 5
(DISTANCE FROM DRAIN)
0.0 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000674 2.44670
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4047
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0470
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 74.8344 0.2494
2 5.5309 0.2305
3 0.0116 0.0386
4 0.0000 0.0000
5 0.0182 0.0910
6 0.0000 0.0000
7 0.1875 0.7500
8 2.5712 0.2143
SNOW WATER 0.000
-------- - --- --- --------- -- ---------- - - -

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** 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 **
** **
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PRECIPITATION DATA FILE: c:\help\prj\lvsutton\tdchim\PREC.D4
TEMPERATURE DATA FILE: c:\help\prj\lvsutton\tdchim\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\tdchim\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\tdchim\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\pry\lvsutton\tdchim\ASH50FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\tdchim\ASH50FT.OUT
TIME: 9:25 DATE: 11/25/2015
*,k*,k*,k*************�•*�•*�•********iso•iso.i;�.*****aaaa.,.:.�;;ki;;k::i:*********i; i; i; i; i;* * **i;*i;
TITLE: L.V. Sutton Greenfield Landfill
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 30
THICKNESS
= 600.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.1947
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0863
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.30 INCHES

POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08
CM/SEC

LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2655
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE #30 WITH
BARE
GROUND CONDITIONS, A SURFACE SLOPE OF
5.% AND
A SLOPE LENGTH OF 1000. FEET.
0.00
SCS RUNOFF CURVE NUMBER
= 96.70
0
FRACTION OF AREA ALLOWING RUNOFF
= 90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.612
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.470
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 122.299
INCHES
TOTAL INITIAL WATER
= 122.299
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
PRECIPITATION DATA WAS
Wilmington North Carolina
GENERATED
USING
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
0.00
START OF GROWING SEASON (JULIAN DATE) =
0
(INCHES)
END OF GROWING SEASON (JULIAN DATE) =
367
FEB/AUG MAR/SEP
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
6.67
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
4.26
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL
FEB/AUG MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
2.23
--------------
3.34 4.14
-------
4.04
-------
3.69
-------
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
48.00 49.10 54.30 63.70 71.80 76.80
80.60 77.90 73.70 65.00 52.00 51.50

NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 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
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.349
1.203
1.660
1.766
1.298
1.972
2.700
6.070
1.556
1.009
1.796
1.394
STD. DEVIATIONS
0.496
0.866
1.130
1.460
1.207
1.550
1.910
3.244
1.369
1.251
1.423
1.102
EVAPOTRANSPIRATION
------------------
TOTALS
1.562
1.761
2.796
2.680
2.216
2.711
3.460
3.846
2.783
1.678
1.291
1.307
STD. DEVIATIONS
0.160
0.214
0.395
0.972
0.954
1.019
1.202
0.995
0.736
0.693
0.390
0.146
LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS
0.0413
0.0410
0.0429
0.0323
0.0272
0.0275
0.0278
0.0266
0.0252
0.0299
0.0396
0.0446
STD. DEVIATIONS
0.0461
0.0485
0.0490
0.0395
0.0331
0.0316
0.0287
0.0325
0.0374
0.0449
0.0520
0.0536
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.1025
0.0965
0.1023
0.0854
0.0830
0.0844
0.0897
0.0862
0.0731
0.0786
0.0910
0.1023
STD. DEVIATIONS
0.0848
0.0844
0.0896
0.0796
0.0697
0.0685
0.0644
0.0652
0.0722
0.0809
0.0931
0.0927
LATERAL DRAINAGE COLLECTED FROM LAYER 5
----------------------------------------
TOTALS
0.1019
0.0970
0.1026
0.0863
0.0834
0.0841
0.0895
0.0869
0.0739
0.0772
0.0902
0.1016
STD. DEVIATIONS
0.0845
0.0841
0.0903
0.0796
0.0705
0.0685
0.0647
0.0649
0.0713
0.0796
0.0924
0.0934
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0023
0.0014
0.0018
0.0017
0.0014
0.0015
0.0017
0.0017
0.0017
0.0018
0.0015
0.0015

STD. DEVIATIONS 0.0029 0.0016 0.0021 0.0033 0.0017 0.0014
0.0019 0.0028 0.0025 0.0023 0.0018 0.0018
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------------------------------------------------
INCHES
CU. FEET
-------------------------------------
AVERAGES
0.0037
0.0040
0.0038
0.0030
0.0024
0.0025
RUNOFF
0.0025
0.0024
0.0023
0.0027
0.0037
0.0040
STD. DEVIATIONS
0.0041
0.0048
0.0044
0.0037
0.0030
0.0029
(
0.0026
0.0029
0.0035
0.0040
0.0048
0.0048
DAILY AVERAGE HEAD
ON TOP OF LAYER
6
PERCOLATION/LEAKAGE THROUGH
1.07511
(
0.80134)
-------------------------------------
AVERAGES
0.0091
0.0095
0.0092
0.0080
0.0075
0.0078
0.0080
0.0078
0.0068
0.0069
0.0084
0.0091
STD. DEVIATIONS
0.0076
0.0083
0.0081
0.0074
0.0063
0.0063
1.07453
0.0058
0.0058
0.0066
0.0071
0.0086
0.0084
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
22.772
(
5.8563)
82660.59
42.487
EVAPOTRANSPIRATION
28.091
(
2.6696)
101969.02
52.411
LATERAL DRAINAGE COLLECTED
0.40605
(
0.39862)
1473.944
0.75760
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
1.07511
(
0.80134)
3902.631
2.00593
LAYER 4
AVERAGE HEAD ON TOP
0.003 (
0.003)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
1.07453
(
0.80090)
3900.535
2.00485
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH
0.00000
(
0.00000)
0.010
0.00001
LAYER 7
AVERAGE HEAD ON TOP
0.008 (
0.006)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.02018
(
0.02074)
73.240
0.03764
LAYER 8
CHANGE IN WATER STORAGE 1.233 (
................
2.1692) 4477.38
2.301

PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
4.314 15658.4082
DRAINAGE COLLECTED FROM LAYER 3
0.00913 33.13732
PERCOLATION/LEAKAGE THROUGH LAYER 4
0.011488 41.70259
AVERAGE HEAD ON TOP OF LAYER 4
0.025
MAXIMUM HEAD ON TOP OF LAYER 4
0.051
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
0.5 FEET
DRAINAGE COLLECTED FROM LAYER 5
0.01082 39.28347
PERCOLATION/LEAKAGE THROUGH LAYER 7
0.000000 0.00005
AVERAGE HEAD ON TOP OF LAYER 6
0.030
MAXIMUM HEAD ON TOP OF LAYER 6
0.059
LOCATION OF MAXIMUM HEAD IN LAYER 5
(DISTANCE FROM DRAIN)
8.9 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000674 2.44670
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4047
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0470
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)
----- -------- ---------
1 150.9179 0.2515
2 5.5836 0.2327
3 0.0124 0.0412
4 0.0000 0.0000
5 0.0192 0.0962
6 0.0000 0.0000
7 0.1875 0.7500
8 2.5813 0.2151
SNOW WATER 0.000
-------- - --- --- --------- -- ---------- - - -

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x HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997)
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION k'k
*?° FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
.r .r .r .r .r .r .r sr s, xs, x?;kirk irk it?r?;?r?;?rkkkkkkkkskk skkkkkkkkkki;ki;ki;kkkkkkkkkk?r 9r ?r irkkkkkkk?rk?rkkkkk
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\tdchim\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\tdchim\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\tdchim\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\tdchim\EVAPINT.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\tdchim\INT50FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\tdchim\INT50FT.OUT
TIME: 9:25 DATE: 11/25/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk s';ks';ks'::'rir:'rir:'r irk sY k sYk:'rk irk irk :'rk i:k i:k i:kirk irk irk is is is is is kkkk ksY s'rk it is it is is i:kkkkkkir ?: it ?: irkkkk
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 0
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.3925
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 30
THICKNESS
= 600.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2224
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 24.00 INCHES

POROSITY = 0.4570 VOL/VOL
FIELD CAPACITY = 0.0830 VOL/VOL
WILTING POINT = 0.0330 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0861 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.999999975000E-04 CM/SEC
LAYER 4
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 7
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
POROSITY
FIELD CAPACITY
WILTING POINT
INITIAL SOIL WATER CONTENT
EFFECTIVE SAT. HYD. COND.
FML PINHOLE DENSITY
FML INSTALLATION DEFECTS
FML PLACEMENT QUALITY
= 0.06 INCHES
= 0.0000 VOL/VOL
0.0000 VOL/VOL
0.0000 VOL/VOL
= 0.0000 VOL/VOL
= 0.199999996000E-12 CM/SEC
2.00 HOLES/ACRE
= 2.00 HOLES/ACRE
= 3 - GOOD

LAYER 8
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER 9
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2656
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE # 3 WITH A
POOR STAND OF GRASS, A SURFACE SLOPE OF
S.%
AND A SLOPE LENGTH OF 1000. FEET.
MAXIMUM LEAF AREA INDEX =
SCS RUNOFF CURVE NUMBER
= 71.90
START OF GROWING SEASON (JULIAN DATE) =
FRACTION OF AREA ALLOWING RUNOFF
= 100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 4.098
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 4.570
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.330
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 143.622
INCHES
TOTAL INITIAL WATER
= 143.622
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
Wilmington North Carolina
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
1.00
START OF GROWING SEASON (JULIAN DATE) =
0
END OF GROWING SEASON (JULIAN DATE) =
367
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC

-------
2.23
-------
3.34
-------
4.14
-------
4.04
------- -------
3.69 5.29
6.67
9.71
4.03
2.75
4.26 3.78
NOTE:
TEMPERATURE
DATA WAS
SYNTHETICALLY
GENERATED USING
6.58
COEFFICIENTS FOR
CHARLESTON
SOUTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
-------
48.00
-------
49.10
-------
54.30
-------
63.70
--------------
71.80 76.80
80.60
77.90
73.70
65.00
52.00 51.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 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
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.017
0.091
0.172
0.256
0.171
0.237
0.343
1.913
0.246
0.173
0.333
0.173
STD. DEVIATIONS
0.078
0.180
0.258
0.582
0.393
0.426
0.657
1.627
0.561
0.437
0.581
0.239
EVAPOTRANSPIRATION
------------------
TOTALS
1.376
1.722
2.710
3.041
2.985
3.567
4.252
4.480
3.004
1.688
1.176
1.201
STD. DEVIATIONS
0.225
0.229
0.345
0.825
1.096
1.215
1.181
0.746
0.632
0.664
0.351
0.117
LATERAL DRAINAGE COLLECTED FROM
LAYER 4
----------------------------------------
TOTALS
0.7783
0.7786
0.9312
0.7200
0.7081
0.9040
1.0597
0.8830
0.6188
0.5957
0.9171
0.8817
STD. DEVIATIONS
0.4331
0.5568
0.5425
0.4809
0.4758
0.4955
0.5005
0.4563
0.3574
0.4532
0.6039
0.4314
PERCOLATION/LEAKAGE
THROUGH LAYER 5
------------------------------------
TOTALS
0.5327
0.5005
0.5965
0.5027
0.5038
0.5816
0.6540
0.5885
0.4751
0.4407
0.5684
0.5835
STD. DEVIATIONS
0.2252
0.2440
0.2375
0.2212
0.2326
0.2270
0.2330
0.2206
0.1823
0.2155
0.2687
0.2064
LATERAL DRAINAGE COLLECTED FROM
LAYER 6
----------------------------------------
TOTALS
0.5339
0.4908
0.6038
0.5107
0.4985
0.5718
0.6557
0.5928
0.4865
0.4303
0.5660
0.5865

STD. DEVIATIONS
0.2226
0.2405
0.2400
0.2167
0.2265
0.2304
0.0835
0.2323
0.2222
0.1863
0.2055
0.2713
0.2059
PERCOLATION/LEAKAGE
THROUGH LAYER
8
0.0486
0.0445 0.0426
0.0459
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0215
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
9
CU. FEET
PERCENT
PRECIPITATION
------------------------------------
TOTALS
0.0018
0.0014
0.0020
0.0019
0.0020
0.0018
14972.28
0.0018
0.0018
0.0017
0.0017
0.0015
0.0015
STD. DEVIATIONS
0.0028
0.0017
0.0030
0.0031
0.0031
0.0025
0.0026
0.0025
0.0023
0.0022
0.0017
0.0019
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD ON
TOP OF LAYER 5
-------------------------------------
AVERAGES
0.0697 0.0767
0.0835
0.0667 0.0635
0.0837
0.0950 0.0791
0.0573
0.0534 0.0849
0.0790
STD. DEVIATIONS
0.0388 0.0550
0.0486
0.0445 0.0426
0.0459
0.0449 0.0409
0.0331
0.0406 0.0559
0.0387
DAILY AVERAGE HEAD ON
TOP OF LAYER 7
-------------------------------------
AVERAGES
0.0479 0.0483
0.0541
0.0473 0.0447
0.0530
0.0588 0.0531
0.0451
0.0386 0.0524
0.0526
STD. DEVIATIONS
0.0200 0.0238
0.0215
0.0201 0.0203
0.0213
0.0208 0.0199 0.0173
0.0184 0.0251 0.0185
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS
1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60 (
9.125)
-------------
194554.7
---------
100.00
RUNOFF
4.125 (
2.3474)
14972.28
7.696
EVAPOTRANSPIRATION
31.203 (
2.8525)
113267.80
58.219
LATERAL DRAINAGE COLLECTED 9.77632 (
4.13652)
35488.043
18.24065
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 5
AVERAGE HEAD ON TOP
OF LAYER 5
LATERAL DRAINAGE COLLECTED
FROM LAYER 6
PERCOLATION/LEAKAGE THROUGH
LAYER 8
AVERAGE HEAD ON TOP
OF LAYER 7
PERCOLATION/LEAKAGE THROUGH
LAYER 9
CHANGE IN WATER STORAGE
6.52789 ( 2.15089) 23696.252 12.17974
0.074 ( 0.032)
6.52732 ( 2.15195) 23694.168 12.17867
0.00001 ( 0.00000) 0.022 0.00001
0.050 ( 0.016)
0.02075 ( 0.02805)
1.944 ( 8.4732)
75.338 0.03872
7057.07 3.627

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PEAK DAILY VALUES FOR YEARS
----------------------------------------
PRECIPITATION
RUNOFF
DRAINAGE COLLECTED FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH LAYER 5
AVERAGE HEAD ON TOP OF LAYER 5
MAXIMUM HEAD ON TOP OF LAYER 5
LOCATION OF MAXIMUM HEAD IN LAYER 4
(DISTANCE FROM DRAIN)
DRAINAGE COLLECTED FROM LAYER 6
PERCOLATION/LEAKAGE THROUGH LAYER 8
AVERAGE HEAD ON TOP OF LAYER 7
MAXIMUM HEAD ON TOP OF LAYER 7
LOCATION OF MAXIMUM HEAD IN LAYER 6
(DISTANCE FROM DRAIN)
PERCOLATION/LEAKAGE THROUGH LAYER 9
SNOW WATER
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
1 THROUGH
30
-------------------------------
(INCHES)
(CU. FT.)
5.25
19057.500
3.291
11946.0518
0.10339
375.31113
0.039853
144.66472
0.287
6.2596
0.561
4
9.3 FEET
0.03747 136.00629
0.000000 0.00011
0.104
0.206
3.5 FEET
0.000677 2.45579
1.16 4211.9434
0.4570
0.0330
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.
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........ .. . . .......... ............................................... ..............
. . . . . . . ... ... . ........ .. ... ............. . ... ............... . ... ... . .
FINAL WATER
STORAGE AT END
OF YEAR 30
----------------------------------------------------------------------
LAYER
(INCHES)
(VOL/VOL)
-----
1
--------
3.8424
---------
0.3202
2
189.0450
0.3151
3
6.2596
0.2608
4
0.0262
0.0874
5
0.0000
0.0000
6
0.0190
0.0952
7
0.0000
0.0000
8
0.1875
0.7500
9
2.5648
0.2137
SNOW WATER
0.000

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** 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 **
** **
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PRECIPITATION DATA FILE: c:\help\prj\lvsutton\tdchim\PREC.D4
TEMPERATURE DATA FILE: c:\help\prj\lvsutton\tdchim\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\tdchim\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\tdchim\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\pry\lvsutton\tdchim\ASH70FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\tdchim\ASH70FT.OUT
TIME: 9:25 DATE: 11/25/2015
TITLE: L.V. Sutton Greenfield Landfill
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 30
THICKNESS
= 840.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.1925
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0863
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.30 INCHES

POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08
CM/SEC

LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2657
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE #30 WITH
BARE
GROUND CONDITIONS, A SURFACE SLOPE OF
5.% AND
A SLOPE LENGTH OF 1000. FEET.
0.00
SCS RUNOFF CURVE NUMBER
= 96.70
0
FRACTION OF AREA ALLOWING RUNOFF
= 90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.612
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.470
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 167.181
INCHES
TOTAL INITIAL WATER
= 167.181
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
PRECIPITATION DATA WAS
Wilmington North Carolina
GENERATED
USING
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
0.00
START OF GROWING SEASON (JULIAN DATE) =
0
(INCHES)
END OF GROWING SEASON (JULIAN DATE) =
367
FEB/AUG MAR/SEP
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
6.67
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
4.26
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL
FEB/AUG MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
2.23
--------------
3.34 4.14
-------
4.04
-------
3.69
-------
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
48.00 49.10 54.30 63.70 71.80 76.80
80.60 77.90 73.70 65.00 52.00 51.50

NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 DEGREES
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
3AN/3UL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
-------------
TOTALS
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.349
1.203
1.660
1.766
1.298
1.972
2.700
6.070
1.556
1.009
1.796
1.394
STD. DEVIATIONS
0.496
0.866
1.130
1.460
1.207
1.550
1.910
3.244
1.369
1.251
1.423
1.102
EVAPOTRANSPIRATION
------------------
TOTALS
1.562
1.761
2.796
2.680
2.216
2.711
3.460
3.846
2.783
1.678
1.291
1.307
STD. DEVIATIONS
0.160
0.214
0.395
0.972
0.954
1.019
1.202
0.995
0.736
0.693
0.390
0.146
LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS
0.0216
0.0255
0.0302
0.0234
0.0178
0.0172
0.0175
0.0150
0.0142
0.0150
0.0216
0.0276
STD. DEVIATIONS
0.0314
0.0331
0.0397
0.0332
0.0289
0.0244
0.0226
0.0212
0.0212
0.0259
0.0366
0.0427
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.0669
0.0712
0.0791
0.0676
0.0602
0.0619
0.0646
0.0601
0.0570
0.0534
0.0624
0.0706
STD. DEVIATIONS
0.0667
0.0712
0.0824
0.0723
0.0646
0.0597
0.0599
0.0542
0.0507
0.0586
0.0723
0.0820
LATERAL DRAINAGE COLLECTED FROM LAYER 5
----------------------------------------
TOTALS
0.0663
0.0706
0.0795
0.0683
0.0609
0.0614
0.0646
0.0606
0.0573
0.0529
0.0619
0.0702
STD. DEVIATIONS
0.0671
0.0700
0.0829
0.0723
0.0657
0.0595
0.0601
0.0549
0.0502
0.0581
0.0709
0.0821
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0022
0.0015
0.0019
0.0017
0.0013
0.0013
0.0016
0.0018
0.0019
0.0018
0.0016
0.0015

STD. DEVIATIONS 0.0027 0.0017 0.0021 0.0033 0.0018 0.0013
0.0018 0.0029 0.0026 0.0021 0.0017 0.0016
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------------------------------------------------
INCHES
CU. FEET
-------------------------------------
AVERAGES
0.0019
0.0025
0.0027
0.0022
0.0016
0.0016
RUNOFF
0.0016
0.0013
0.0013
0.0013
0.0020
0.0025
STD. DEVIATIONS
0.0028
0.0033
0.0036
0.0031
0.0026
0.0023
(
0.0020
0.0019
0.0020
0.0023
0.0034
0.0038
DAILY AVERAGE HEAD
ON TOP OF LAYER
6
PERCOLATION/LEAKAGE THROUGH
0.77502
(
0.67353)
-------------------------------------
AVERAGES
0.0059
0.0069
0.0071
0.0063
0.0055
0.0057
0.0058
0.0054
0.0053
0.0047
0.0057
0.0063
STD. DEVIATIONS
0.0060
0.0069
0.0074
0.0067
0.0059
0.0055
0.77449
0.0054
0.0049
0.0046
0.0052
0.0066
0.0074
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
22.772
(
5.8563)
82660.59
42.487
EVAPOTRANSPIRATION
28.091
(
2.6696)
101969.02
52.411
LATERAL DRAINAGE COLLECTED
0.24644
(
0.28885)
894.563
0.45980
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
0.77502
(
0.67353)
2813.318
1.44603
LAYER 4
AVERAGE HEAD ON TOP
0.002 (
0.002)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
0.77449
(
0.67310)
2811.386
1.44504
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH
0.00000
(
0.00000)
0.010
0.00000
LAYER 7
AVERAGE HEAD ON TOP
0.006 (
0.005)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.02021
(
0.02082)
73.359
0.03771
LAYER 8
CHANGE IN WATER STORAGE 1.693 (
................
2.0156) 6145.79
3.159

PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
---------- -------------
5.25 19057.500
RUNOFF
4.314 15658.4082
DRAINAGE COLLECTED FROM LAYER 3
0.00711 25.81525
PERCOLATION/LEAKAGE THROUGH LAYER 4
0.010124 36.75173
AVERAGE HEAD ON TOP OF LAYER 4
0.020
MAXIMUM HEAD ON TOP OF LAYER 4
0.039
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
5.3 FEET
DRAINAGE COLLECTED FROM LAYER 5
0.00946 34.33700
PERCOLATION/LEAKAGE THROUGH LAYER 7
0.000000 0.00004
AVERAGE HEAD ON TOP OF LAYER 6
0.026
MAXIMUM HEAD ON TOP OF LAYER 6
0.053
LOCATION OF MAXIMUM HEAD IN LAYER 5
(DISTANCE FROM DRAIN)
0.0 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000682 2.47417
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4047
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0470
* 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)
----- -------- ---------
1 209.6458 0.2496
2 5.5279 0.2303
3 0.0111 0.0370
4 0.0000 0.0000
5 0.0179 0.0894
6 0.0000 0.0000
7 0.1875 0.7500
8 2.5824 0.2152
SNOW WATER 0.000
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x HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997)
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION k'k
*?° FOR USEPA RISK REDUCTION ENGINEERING LABORATORY ksk
.r .r .r .r .r .r .r sr s, xs, x?;kirk irk ir?r?;?r?;?rkkkkkkk9rkkkkkir?rk?rk?rk kkkkk?rir?rir?rir?r?r?;?r?;?r?; ?r irk irk irk sk irk it skkkkk
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\tdchim\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\tdchim\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\tdchim\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\tdchim\EVAPINT.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\tdchim\INT70FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\tdchim\INT70FT.OUT
TIME: 9:26 DATE: 11/25/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk s';ks';ks'::'rir:'rir:'r irk sY k sYk:'rk irk irk :'rk i:k i:k i:kirk irk irk is is is is is kkkk ksY s'rk it is it is is i:kkkkkkir ?: it ?: irkkkk
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 0
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.3925
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 30
THICKNESS
= 840.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2123
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 24.00 INCHES

POROSITY = 0.4570 VOL/VOL
FIELD CAPACITY = 0.0830 VOL/VOL
WILTING POINT = 0.0330 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0858 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.999999975000E-04 CM/SEC
LAYER 4
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 7
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
POROSITY
FIELD CAPACITY
WILTING POINT
INITIAL SOIL WATER CONTENT
EFFECTIVE SAT. HYD. COND.
FML PINHOLE DENSITY
FML INSTALLATION DEFECTS
FML PLACEMENT QUALITY
= 0.06 INCHES
= 0.0000 VOL/VOL
0.0000 VOL/VOL
0.0000 VOL/VOL
= 0.0000 VOL/VOL
= 0.199999996000E-12 CM/SEC
= 2.00 HOLES/ACRE
= 2.00 HOLES/ACRE
= 3 - GOOD

LAYER 8
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER 9
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2662
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE # 3 WITH A
POOR STAND OF GRASS, A SURFACE SLOPE OF
S.%
AND A SLOPE LENGTH OF 1000. FEET.
MAXIMUM LEAF AREA INDEX =
SCS RUNOFF CURVE NUMBER
= 71.90
START OF GROWING SEASON (JULIAN DATE) =
FRACTION OF AREA ALLOWING RUNOFF
= 100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 4.098
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 4.570
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.330
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 188.509
INCHES
TOTAL INITIAL WATER
= 188.509
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
Wilmington North Carolina
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
1.00
START OF GROWING SEASON (JULIAN DATE) =
0
END OF GROWING SEASON (JULIAN DATE) =
367
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC

-------
2.23
-------
3.34
-------
4.14
-------
4.04
------- -------
3.69 5.29
6.67
9.71
4.03
2.75
4.26 3.78
NOTE:
TEMPERATURE
DATA WAS
SYNTHETICALLY
GENERATED USING
6.58
COEFFICIENTS FOR
CHARLESTON
SOUTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
-------
48.00
-------
49.10
-------
54.30
-------
63.70
--------------
71.80 76.80
80.60
77.90
73.70
65.00
52.00 51.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 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
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.017
0.091
0.172
0.256
0.171
0.237
0.343
1.913
0.246
0.173
0.333
0.173
STD. DEVIATIONS
0.078
0.180
0.258
0.582
0.393
0.426
0.657
1.627
0.561
0.437
0.581
0.239
EVAPOTRANSPIRATION
------------------
TOTALS
1.376
1.722
2.710
3.041
2.985
3.567
4.252
4.480
3.004
1.688
1.176
1.201
STD. DEVIATIONS
0.225
0.229
0.345
0.825
1.096
1.215
1.181
0.746
0.632
0.664
0.351
0.117
LATERAL DRAINAGE COLLECTED FROM
LAYER 4
----------------------------------------
TOTALS
0.7062
0.6949
0.8757
0.6650
0.6552
0.8408
1.0113
0.8366
0.6215
0.5260
0.8507
0.8029
STD. DEVIATIONS
0.4331
0.5607
0.5654
0.4545
0.4664
0.5367
0.5562
0.4932
0.3841
0.4401
0.5951
0.4595
PERCOLATION/LEAKAGE
THROUGH LAYER 5
------------------------------------
TOTALS
0.4958
0.4531
0.5637
0.4736
0.4758
0.5432
0.6221
0.5595
0.4698
0.4037
0.5393
0.5428
STD. DEVIATIONS
0.2373
0.2650
0.2660
0.2318
0.2386
0.2617
0.2720
0.2485
0.2048
0.2248
0.2772
0.2311
LATERAL DRAINAGE COLLECTED
FROM
LAYER 6
----------------------------------------
TOTALS
0.4976
0.4440
0.5700
0.4825
0.4692
0.5346
0.6231
0.5622
0.4807
0.3991
0.5334
0.5452

STD. DEVIATIONS
0.2368
0.2601
0.2689
0.2274
0.2348
0.2619
0.0785
0.2714
0.2519
0.2083
0.2150
0.2769
0.2315
PERCOLATION/LEAKAGE
THROUGH LAYER
8
0.0507
0.0421 0.0418
0.0497
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0241
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
9
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60 (
------------------------------------
TOTALS
0.0021
0.0013
0.0021
0.0020
0.0021
0.0017
7.696
0.0020
0.0018
0.0015
0.0016
0.0013
0.0016
STD. DEVIATIONS
0.0029
0.0014
0.0032
0.0028
0.0033
0.0019
0.0029
0.0026
0.0019
0.0023
0.0012
0.0021
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD ON
TOP OF LAYER 5
-------------------------------------
AVERAGES
0.0633 0.0685
0.0785
0.0616 0.0587
0.0779
0.0906 0.0750
0.0576
0.0471 0.0788
0.0720
STD. DEVIATIONS
0.0388 0.0554
0.0507
0.0421 0.0418
0.0497
0.0498 0.0442
0.0356
0.0394 0.0551
0.0412
DAILY AVERAGE HEAD ON
TOP OF LAYER 7
-------------------------------------
AVERAGES
0.0446 0.0437
0.0511
0.0447 0.0420
0.0495
0.0558 0.0504
0.0445
0.0358 0.0494
0.0489
STD. DEVIATIONS
0.0212 0.0257
0.0241
0.0211 0.0210
0.0242
0.0243 0.0226 0.0193
0.0193 0.0256 0.0207
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60 (
9.125)
-------------
194554.7
---------
100.00
RUNOFF
4.125 (
2.3474)
14972.28
7.696
EVAPOTRANSPIRATION
31.203 (
2.8525)
113267.80
58.219
LATERAL DRAINAGE COLLECTED 9.08669 (
4.48441)
32984.703
16.95395
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 5
AVERAGE HEAD ON TOP
OF LAYER 5
LATERAL DRAINAGE COLLECTED
FROM LAYER 6
PERCOLATION/LEAKAGE THROUGH
LAYER 8
AVERAGE HEAD ON TOP
OF LAYER 7
PERCOLATION/LEAKAGE THROUGH
LAYER 9
CHANGE IN WATER STORAGE
6.14239 ( 2.46696) 22296.867 11.46046
0.069 ( 0.034)
6.14173 ( 2.46819) 22294.463 11.45923
0.00001 ( 0.00000) 0.021 0.00001
0.047 ( 0.019)
0.02092 ( 0.02658)
3.019 ( 9.1725)
75.928 0.03903
10959.52 5.633

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PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
3.291 11946.0518
DRAINAGE COLLECTED FROM LAYER 4
0.09982 362.35092
PERCOLATION/LEAKAGE THROUGH LAYER 5
0.039130 142.04048
AVERAGE HEAD ON TOP OF LAYER 5
0.277
MAXIMUM HEAD ON TOP OF LAYER 5
0.541
LOCATION OF MAXIMUM HEAD IN LAYER 4
0.1067
(DISTANCE FROM DRAIN)
9.1 FEET
DRAINAGE COLLECTED FROM LAYER 6
0.03614 131.18513
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000000 0.00011
AVERAGE HEAD ON TOP OF LAYER 7
0.100
MAXIMUM HEAD ON TOP OF LAYER 7
0.199
LOCATION OF MAXIMUM HEAD IN LAYER 6
0.7500
(DISTANCE FROM DRAIN)
4.0 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 9
0.000703 2.55042
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4570
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0330
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.
............:: sY?: sY?: sY?....................... ?r sY?c sY?r x?r x?...........................................................................................
....... ... .. .. ........................................................... .. .........-...........
............: ?: ?r sY?r sY?r ::...:...::: ?: ?: ?: ?: ?::..:...:...:..::?r?: ?r?r>•; ?::.........., s..r s.., s..................:...:.........:...:...:........., s..r s..r
....... ....... ....... .......... ............................. ... ... ....... .. ..
FINAL WATER
STORAGE AT END
OF YEAR 30
----------------------------------------------------------------------
LAYER
(INCHES)
(VOL/VOL)
-----
1
--------
3.8424
---------
0.3202
2
266.0594
0.3167
3
6.3733
0.2656
4
0.0320
0.1067
5
0.0000
0.0000
6
0.0217
0.1083
7
0.0000
0.0000
8
0.1875
0.7500
9
2.5668
0.2139
SNOW WATER
0.000

******************************************************************************
** **
** 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 **
** **
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PRECIPITATION DATA FILE: c:\help\prj\lvsutton\tdchim\PREC.D4
TEMPERATURE DATA FILE: c:\help\prj\lvsutton\tdchim\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\tdchim\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\tdchim\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\pry\lvsutton\tdchim\ASH90FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\tdchim\ASH90FT.OUT
TIME: 9:25 DATE: 11/25/2015
TITLE: L.V. Sutton Greenfield Landfill
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 30
THICKNESS
= 1080.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.1913
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0863
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.30 INCHES

POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08
CM/SEC

LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2654
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE #30 WITH
BARE
GROUND CONDITIONS, A SURFACE SLOPE OF
5.% AND
A SLOPE LENGTH OF 1000. FEET.
0.00
SCS RUNOFF CURVE NUMBER
= 96.70
0
FRACTION OF AREA ALLOWING RUNOFF
= 90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.612
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.470
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 212.057
INCHES
TOTAL INITIAL WATER
= 212.057
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
PRECIPITATION DATA WAS
Wilmington North Carolina
GENERATED
USING
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
0.00
START OF GROWING SEASON (JULIAN DATE) =
0
(INCHES)
END OF GROWING SEASON (JULIAN DATE) =
367
FEB/AUG MAR/SEP
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
6.67
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
4.26
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL
FEB/AUG MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
2.23
--------------
3.34 4.14
-------
4.04
-------
3.69
-------
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
48.00 49.10 54.30 63.70 71.80 76.80
80.60 77.90 73.70 65.00 52.00 51.50

NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 DEGREES
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
3AN/3UL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
-------------
TOTALS
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.349
1.203
1.660
1.766
1.298
1.972
2.700
6.070
1.556
1.009
1.796
1.394
STD. DEVIATIONS
0.496
0.866
1.130
1.460
1.207
1.550
1.910
3.244
1.369
1.251
1.423
1.102
EVAPOTRANSPIRATION
------------------
TOTALS
1.562
1.761
2.796
2.680
2.216
2.711
3.460
3.846
2.783
1.678
1.291
1.307
STD. DEVIATIONS
0.160
0.214
0.395
0.972
0.954
1.019
1.202
0.995
0.736
0.693
0.390
0.146
LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS
0.0106
0.0114
0.0171
0.0155
0.0128
0.0110
0.0110
0.0105
0.0092
0.0064
0.0072
0.0135
STD. DEVIATIONS
0.0197
0.0185
0.0266
0.0237
0.0228
0.0199
0.0160
0.0134
0.0134
0.0124
0.0170
0.0254
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.0415
0.0445
0.0566
0.0542
0.0480
0.0449
0.0498
0.0502
0.0458
0.0350
0.0352
0.0471
STD. DEVIATIONS
0.0520
0.0511
0.0664
0.0619
0.0596
0.0539
0.0511
0.0476
0.0437
0.0390
0.0418
0.0591
LATERAL DRAINAGE COLLECTED FROM LAYER 5
----------------------------------------
TOTALS
0.0417
0.0435
0.0562
0.0544
0.0489
0.0446
0.0495
0.0505
0.0461
0.0359
0.0345
0.0466
STD. DEVIATIONS
0.0527
0.0501
0.0663
0.0616
0.0604
0.0539
0.0516
0.0477
0.0439
0.0398
0.0407
0.0583
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0022
0.0015
0.0018
0.0017
0.0014
0.0015
0.0016
0.0019
0.0019
0.0017
0.0014
0.0015

STD. DEVIATIONS 0.0028 0.0017 0.0021 0.0032 0.0018 0.0013
0.0018 0.0029 0.0026 0.0020 0.0017 0.0015
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------------------------------------------------
INCHES
CU. FEET
-------------------------------------
AVERAGES
0.0010
0.0012
0.0016
0.0015
0.0012
0.0011
RUNOFF
0.0010
0.0010
0.0009
0.0006
0.0007
0.0013
STD. DEVIATIONS
0.0018
0.0019
0.0025
0.0023
0.0021
0.0019
(
0.0015
0.0013
0.0013
0.0012
0.0016
0.0024
DAILY AVERAGE HEAD
ON TOP OF LAYER
6
PERCOLATION/LEAKAGE THROUGH
0.55283
(
0.53159)
-------------------------------------
AVERAGES
0.0039
0.0045
0.0052
0.0052
0.0046
0.0043
0.0046
0.0047
0.0044
0.0033
0.0033
0.0043
STD. DEVIATIONS
0.0049
0.0052
0.0062
0.0059
0.0056
0.0052
0.55240
0.0048
0.0044
0.0042
0.0037
0.0039
0.0054
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
22.772
(
5.8563)
82660.59
42.487
EVAPOTRANSPIRATION
28.091
(
2.6696)
101969.02
52.411
LATERAL DRAINAGE COLLECTED
0.13624
(
0.17972)
494.563
0.25420
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
0.55283
(
0.53159)
2006.755
1.03146
LAYER 4
AVERAGE HEAD ON TOP
0.001 (
0.001)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
0.55240
(
0.53169)
2005.201
1.03066
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH
0.00000
(
0.00000)
0.009
0.00000
LAYER 7
AVERAGE HEAD ON TOP
0.004 (
0.004)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.02012
(
0.02027)
73.032
0.03754
LAYER 8
CHANGE IN WATER STORAGE 2.025 (
................
1.9042) 7352.30
3.779

PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
4.314 15658.4082
DRAINAGE COLLECTED FROM LAYER 3
0.00588 21.35791
PERCOLATION/LEAKAGE THROUGH LAYER 4
0.009375 34.03160
AVERAGE HEAD ON TOP OF LAYER 4
0.017
MAXIMUM HEAD ON TOP OF LAYER 4
0.032
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
18.2 FEET
DRAINAGE COLLECTED FROM LAYER 5
0.00881 31.98040
PERCOLATION/LEAKAGE THROUGH LAYER 7
0.000000 0.00004
AVERAGE HEAD ON TOP OF LAYER 6
0.025
MAXIMUM HEAD ON TOP OF LAYER 6
0.052
LOCATION OF MAXIMUM HEAD IN LAYER 5
(DISTANCE FROM DRAIN)
0.0 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000669 2.42871
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4047
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0470
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)
----- -------- ---------
1 264.6504 0.2450
2 5.3777 0.2241
3 0.0082 0.0274
4 0.0000 0.0000
5 0.0148 0.0739
6 0.0000 0.0000
7 0.1875 0.7500
8 2.5817 0.2151
SNOW WATER 0.000
-------- - --- --- --------- -- ---------- - - -

** 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\prj\lvsutton\tdchim\PREC.D4
TEMPERATURE DATA FILE: c:\help\prj\lvsutton\tdchim\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\tdchim\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\pr]\lvsutton\tdchim\EVAPINT.D11
SOIL AND DESIGN DATA FILE: c:\help\prl\lvsutton\tdchim\INT90FT.D10
OUTPUT DATA FILE: c:\help\pr]\lvsutton\tdchim\INT90FT.OUT
TIME: 9:26 DATE: 11/25/2015
TITLE: L.V. Sutton Greenfield Landfill
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 0
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.3925
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 30
THICKNESS
= 1080.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2067
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0

THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0856
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 4
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 7
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEG
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD

LAYER 8
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER 9
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2666
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE # 3 WITH A
POOR STAND OF GRASS, A SURFACE SLOPE OF
5.%
AND A SLOPE LENGTH OF 1000. FEET.
START OF
SCS RUNOFF CURVE NUMBER
= 71.90
FRACTION OF AREA ALLOWING RUNOFF
= 100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 4.098
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 4.570
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.330
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 233.394
INCHES
TOTAL INITIAL WATER
= 233.394
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
Wilmington North Carolina
STATION
LATITUDE =
34.30
DEGREES
MAXIMUM
LEAF AREA INDEX =
1.00
START OF
GROWING SEASON (JULIAN DATE) =
0
END OF
GROWING SEASON (JULIAN DATE) =
367
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE
ANNUAL WIND SPEED =
2.40
MPH
AVERAGE
1ST QUARTER RELATIVE HUMIDITY =
68.60
AVERAGE
2ND QUARTER RELATIVE HUMIDITY =
71.70
AVERAGE
3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE
4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)

JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
2.23
-------
3.34
-------
4.14
-------
4.04
-------
3.69
-------
5.29
6.67
9.71
4.03
2.75
4.26
3.78
NOTE:
TEMPERATURE
DATA WAS
SYNTHETICALLY
GENERATED USING
-------------
TOTALS
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
48.00
-------
49.10
-------
54.30
-------
63.70
-------
71.80
-------
76.80
80.60
77.90
73.70
65.00
52.00
51.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 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
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.017
0.091
0.172
0.256
0.171
0.237
0.343
1.913
0.246
0.173
0.333
0.173
STD. DEVIATIONS
0.078
0.180
0.258
0.582
0.393
0.426
0.657
1.627
0.561
0.437
0.581
0.239
EVAPOTRANSPIRATION
------------------
TOTALS
1.376
1.722
2.710
3.041
2.985
3.567
4.252
4.480
3.004
1.688
1.176
1.201
STD. DEVIATIONS
0.225
0.229
0.345
0.825
1.096
1.215
1.181
0.746
0.632
0.664
0.351
0.117
LATERAL DRAINAGE COLLECTED
FROM
LAYER 4
----------------------------------------
TOTALS
0.6448
0.6330
0.7671
0.5999
0.6081
0.7636
0.9527
0.7844
0.5751
0.4855
0.7599
0.7261
STD. DEVIATIONS
0.4331
0.5592
0.5890
0.4239
0.4407
0.5575
0.5634
0.5119
0.4179
0.4309
0.5917
0.4791
PERCOLATION/LEAKAGE THROUGH
LAYER
5
------------------------------------
TOTALS
0.4758
0.4288
0.5174
0.4520
0.4645
0.5114
0.6068
0.5382
0.4451
0.3897
0.5005
0.5082
STD. DEVIATIONS
0.2454
0.2790
0.2915
0.2339
0.2406
0.2887
0.2905
0.2794
0.2356
0.2356
0.3003
0.2628
LATERAL DRAINAGE COLLECTED FROM
LAYER 6
----------------------------------------
TOTALS
0.4753
0.4237
0.5210
0.4599
0.4571
0.5047
0.6054
0.5441
0.4538
0.3878
0.4913
0.5131

STD. DEVIATIONS
0.2468
0.2707
-------------------------------------------------------------------------------
0.2909
0.2801
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0000
0.0000
0.0567
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0452
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
9
------------------------------------
TOTALS
0.0020
0.0013
0.0537
0.0020
0.0019
STD. DEVIATIONS
0.0027
0.0015
0.0570
0.0030
0.0028
0.2969 0.2316 0.2380 0.2863
0.2408 0.2256 0.2987 0.2624
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0020 0.0019 0.0020 0.0017
0.0016 0.0017 0.0013 0.0017
0.0031 0.0028 0.0034 0.0020
0.0020 0.0022 0.0012 0.0023
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
5
-------------------------------------------------------------------------------
INCHES
CU. FEET
-------------------------------------
AVERAGES
0.0601
0.0649
0.0715
0.0578
0.0567
0.0735
RUNOFF
0.0888
0.0731
0.0554
0.0452
0.0732
0.0677
STD. DEVIATIONS
0.0404
0.0574
0.0549
0.0408
0.0411
0.0537
(
0.0525
0.0477
0.0402
0.0402
0.0570
0.0447
DAILY AVERAGE HEAD
ON TOP OF LAYER
7
PERCOLATION/LEAKAGE THROUGH
5.83829
(
2.75765)
-------------------------------------
AVERAGES
0.0443
0.0434
0.0486
0.0443
0.0426
0.0486
0.0564
0.0507
0.0437
0.0361
0.0473
0.0478
STD. DEVIATIONS
0.0230
0.0278
0.0277
0.0223
0.0222
0.0276
5.83749
0.0271
0.0261
0.0232
0.0210
0.0288
0.0245
....... . ......... ............................................................ .........................
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
4.125
(
2.3474)
14972.28
7.696
EVAPOTRANSPIRATION
31.203
(
2.8525)
113267.80
58.219
LATERAL DRAINAGE COLLECTED
8.30041
(
4.73350)
30130.500
15.48691
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
5.83829
(
2.75765)
21192.984
10.89307
LAYER 5
AVERAGE HEAD ON TOP
0.066 (
0.038)
OF LAYER 5
LATERAL DRAINAGE COLLECTED
5.83749
(
2.75867)
21190.074
10.89158
FROM LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.00001
(
0.00000)
0.021
0.00001
LAYER 8
AVERAGE HEAD ON TOP
0.046 (
0.022)
OF LAYER 7
PERCOLATION/LEAKAGE THROUGH
0.02107
(
0.02715)
76.485
0.03931
LAYER 9

CHANGE IN WATER STORAGE 4.110 ( 9.6156) 14917.56 7.668
sY::sY::sY:: sY xsk xsk xic is is is is is is i; xi; xi; i:i:i:i:i:i:i:i:icskskskk>;•sY it sY it sY i:::sY::sY::iri:iri:iri:iri:xxxx.. .c .. .. :: k:: kic .c xsk it •�xs. xs.
PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
3.291 11946.0518
DRAINAGE COLLECTED FROM LAYER 4
0.09577 347.65729
PERCOLATION/LEAKAGE THROUGH LAYER 5
0.039085 141.87756
AVERAGE HEAD ON TOP OF LAYER 5
0.277
MAXIMUM HEAD ON TOP OF LAYER 5
0.540
LOCATION OF MAXIMUM HEAD IN LAYER 4
(DISTANCE FROM DRAIN)
9.4 FEET
DRAINAGE COLLECTED FROM LAYER 6
0.03592 130.37453
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000000 0.00011
AVERAGE HEAD ON TOP OF LAYER 7
0.104
MAXIMUM HEAD ON TOP OF LAYER 7
0.205
LOCATION OF MAXIMUM HEAD IN LAYER 6
(DISTANCE FROM DRAIN)
4.7 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 9
0.000722 2.62094
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4570
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0330
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.
.'• .'• .'• .'• .'• .'• .'• is i; is i; sk i; it i; it i; it i; i; i; i; i; i; � :'r � it � it is sY sk it sk it sk it sY sY sY i; is i; i; i; � sY sY sY i; sY i; it i; k sY X sY X sY X i, i, i, i, i, s'r sY s'r sY
..............

................................
FINAL WATER STORAGE AT END OF YEAR 30
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
1 3.8424 0.3202
2 343.5601 0.3181
3 6.4572 0.2691
4 0.0389 0.1297
5 0.0000 0.0000
6 0.0259 0.1294
7 0.0000 0.0000
8 0.1875 0.7500
9 2.5672 0.2139
SNOW WATER 0.000

?rkk:: ::•-?;?;?;?;?;k?rk?rk?r>;?r>;?r>;kkkk kir kir?r,.x..x>;?ririr?csYics.>.s.>. sY icic is is is is is it xs.xs.x:: ?r ?c ?r .. x.. sk ?c sk .. s. ,r sY -k sY
x HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997)
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION k'k
*?° FOR USEPA RISK REDUCTION ENGINEERING LABORATORY kk
.r .r .r .r .r .r .r sr s, xs, x?;kirk irk ir?r?;?r?;?rkkkkkkk9rkkkkkir?rk?rk?rk kkkkk?rir?rir?rir?r?r?;?r?;?r?; ?r irk irk irk sk irk it skkkkk
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\tdchim\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\tdchim\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\tdchim\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\tdchim\EVAPFC.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\tdchim\ASH90F-1.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\tdchim\ASH90F-1.OUT
TIME: 9:25 DATE: 11/25/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk s';ks';ks'::'rir:'rir:'r irk sY k sYk:'rk irk irk :'rk i:k i:k i:kirk irk irk is is is is is kkkkkks'rk it is it is is i:kkkkkkir ?: it ?: irkkkk
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 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.4570
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 2
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 3

TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 6.00 INCHES
POROSITY = 0.4570 VOL/VOL
FIELD CAPACITY = 0.0830 VOL/VOL
WILTING POINT = 0.0330 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.1992 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.999999975000E-04 CM/SEC
LAYER 4
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 30
THICKNESS
= 1080.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.1870
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 5
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0832
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 6
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 7
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 8

TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 9
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
UPPER LIMIT OF EVAPORATIVE STORAGE
LAYER 10
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER 11
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2900
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE # 3 WITH A
FAIR STAND OF GRASS, A SURFACE SLOPE OF
5.%
AND A SLOPE LENGTH OF 180. FEET.
SCS RUNOFF CURVE NUMBER
= 60.20
FRACTION OF AREA ALLOWING RUNOFF
= 100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 4.570
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 4.570
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.330
INCHES

INITIAL SNOW WATER = 0.000 INCHES
INITIAL WATER IN LAYER MATERIALS = 219.828 INCHES
TOTAL INITIAL WATER = 219.828 INCHES
TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED
FROM
SYNTHETICALLY
Wilmington North Carolina
USING
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX
= 2.00
FEB/AUG MAR/SEP
--------------
START OF GROWING SEASON (JULIAN DATE) =
0
(INCHES)
END OF GROWING SEASON (JULIAN DATE) =
367
FEB/AUG MAR/SEP
--------------
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
6.67
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
4.26
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
6.58
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
2.52
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
FEB/AUG MAR/SEP
--------------
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
49.10 54.30
JAN/JUL
-------
FEB/AUG MAR/SEP
--------------
APR/OCT
-------
MAY/NOV
-------
JUN/DEC
-------
2.23
3.34 4.14
4.04
3.69
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE:
TEMPERATURE DATA WAS
SYNTHETICALLY
GENERATED USING
INCHES
COEFFICIENTS FOR
CHARLESTON
SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
-------
FEB/AUG MAR/SEP
--------------
APR/OCT
-------
MAY/NOV JUN/DEC
--------------
48.00
49.10 54.30
63.70
71.80 76.80
80.60
77.90 73.70
65.00
52.00 51.50
NOTE:
SOLAR RADIATION DATA
WAS SYNTHETICALLY GENERATED USING
1.64
COEFFICIENTS FOR
CHARLESTON
SOUTH CAROLINA
3.54
AND STATION LATITUDE = 34.30
DEGREES
-- -- --- --- -
-- --
AVERAGE MONTHLY
-------------------------------------------------------------------------------
VALUES IN
INCHES
FOR YEARS
1 THROUGH
30
3AN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
PRECIPITATION
-------------
TOTALS
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.499
1.467
1.880
1.155
0.374
0.393
0.829
4.514
0.880
0.665
1.406
1.848

STD. DEVIATIONS
0.973
1.422
1.677
1.629
0.902
0.759
22.6612
1.824
4.033
1.423
1.471
1.786
1.784
EVAPOTRANSPIRATION
19.4145
19.7114
19.0286
20.6141
22.5060
STD. DEVIATIONS
------------------
TOTALS
1.385
1.786
2.969
4.003
4.299
4.245
2.7577
4.782
4.896
3.662
2.037
1.260
1.212
STD. DEVIATIONS
0.219
0.191
0.233
0.346
1.149
1.208
0.0000
1.191
0.698
0.314
0.543
0.333
0.113
PERCOLATION/LEAKAGE
THROUGH LAYER
2
0.0000
0.0000
0.0000
------------------------------------
TOTALS
0.1100
0.0997
0.1088
0.0970
0.0844
0.0764
0.0833
0.0959
0.0941
0.0942
0.0978
0.1093
STD. DEVIATIONS
0.0030
0.0034
0.0028
0.0067
0.0104
0.0090
0.0120
0.0132
0.0087
0.0116
0.0104
0.0076
LATERAL DRAINAGE COLLECTED
FROM LAYER 6
----------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0002
0.0002
STD. DEVIATIONS
0.0000
0.0001
0.0001
0.0001
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0009
0.0010
LATERAL DRAINAGE COLLECTED FROM LAYER 8
----------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0002
0.0002
STD. DEVIATIONS
0.0000
0.0001
0.0001
0.0001
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0009
0.0009
PERCOLATION/LEAKAGE
THROUGH LAYER
10
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
11
------------------------------------
TOTALS
0.0026
0.0030
0.0020
0.0029
0.0013
0.0001
0.0004
0.0016
0.0045
0.0036
0.0012
0.0012
STD. DEVIATIONS
0.0053
0.0069
0.0046
0.0126
0.0047
0.0005
0.0007
0.0027
0.0063
0.0061
0.0020
0.0019
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER 2
-------------------------------------
AVERAGES
22.6612
22.5406
22.3964
20.4151
16.7531
15.5074
16.5210
19.4145
19.7114
19.0286
20.6141
22.5060
STD. DEVIATIONS
0.6835
0.8127
0.6586
1.6081
2.3843
2.1517
2.7577
3.0419
2.0683
2.6703
2.4678
1.7620
DAILY AVERAGE HEAD
ON TOP OF LAYER
7
-------------------------------------
AVERAGES
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000

STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
DAILY AVERAGE HEAD ON
TOP OF LAYER
9
PERCOLATION/LEAKAGE THROUGH
-------------------------------------
AVERAGES
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
.r .c .r .c .r .c .r sr s, sr s, xi; kir kirk sr it i; it i; it
0.0000
itkkkkkkkskk skk
0.0000
skkkkkkkk>';
0.0000 0.0000
k>'; k>'; kkkkkkkkir it it it
0.0001
it itkkkkkk
0.0001
kir kic ki: kick is
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
------------------- ------------- ---------
PRECIPITATION 53.60 ( 9.125) 194554.7 100.00
RUNOFF 15.909 ( 7.8172) 57751.18 29.684
EVAPOTRANSPIRATION 36.536 ( 2.7453) 132625.44 68.169
PERCOLATION/LEAKAGE THROUGH 1.15098 ( 0.04183) 4178.065 2.14750
LAYER 2
AVERAGE HEAD ON TOP 19.839 ( 0.817)
OF LAYER 2
LATERAL DRAINAGE COLLECTED 0.00002 ( 0.00009) 0.063 0.00003
FROM LAYER 6
PERCOLATION/LEAKAGE THROUGH 0.00058 ( 0.00198) 2.106 0.00108
LAYER 7
AVERAGE HEAD ON TOP
0.000 (
0.000)
OF LAYER 7
LATERAL DRAINAGE COLLECTED
0.00055
( 0.00181)
1.988
0.00102
FROM LAYER 8
PERCOLATION/LEAKAGE THROUGH
0.00000
( 0.00000)
0.003
0.00000
LAYER 10
AVERAGE HEAD ON TOP
0.000 (
0.000)
OF LAYER 9
PERCOLATION/LEAKAGE THROUGH
0.02417
( 0.02894)
87.752
0.04510
LAYER 11
CHANGE IN WATER STORAGE 1.126 (
.............................................................
............:: k k is s; i::, ..............., ..., .....................................................r
0.4577)
...................................................
...r ...r ...r
4088.26
..............................................
2.101

PEAK DAILY VALUES
FOR YEARS
1 THROUGH
30
------------------------------------------------------------------------
2.05617
PERCOLATION/LEAKAGE THROUGH LAYER 10
(INCHES)
(CU. FT.)
PRECIPITATION
0.002
0.0000
5.25
19057.500
RUNOFF
LOCATION OF MAXIMUM HEAD IN LAYER 8
234.4691
5.069
18399.8203
PERCOLATION/LEAKAGE
THROUGH
LAYER 2
0.003734
13.55547
AVERAGE HEAD ON TOP
OF LAYER
2
24.000
0.0030
DRAINAGE COLLECTED
FROM LAYER
6
0.00005
0.16824
PERCOLATION/LEAKAGE
THROUGH
LAYER 7
0.000823
2.98675
AVERAGE HEAD ON TOP
OF LAYER
7
0.000
MAXIMUM HEAD ON TOP
OF LAYER
7
0.000
LOCATION OF MAXIMUM HEAD IN LAYER 6
(DISTANCE FROM DRAIN)
0.0 FEET
OF YEAR 30
DRAINAGE COLLECTED FROM LAYER 8
0.00057
2.05617
PERCOLATION/LEAKAGE THROUGH LAYER 10
0.000000
0.00003
AVERAGE HEAD ON TOP OF LAYER 9
0.002
0.0000
MAXIMUM HEAD ON TOP OF LAYER 9
0.003
0.2023
LOCATION OF MAXIMUM HEAD IN LAYER 8
234.4691
0.2171
(DISTANCE FROM DRAIN)
0.0 FEET
0.1673
PERCOLATION/LEAKAGE THROUGH LAYER 11
0.003073
11.15487
SNOW WATER
1.16
4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.4570
0.0330
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
--------
10.9679
---------
0.4570
2
0.0000
0.0000
3
1.2140
0.2023
4
234.4691
0.2171
5
4.0156
0.1673
6
0.0030
0.0101
7
0.0000
0.0000
8
0.0030
0.0148
9
0.0000
0.0000

10 0.1875 0.7500
11 2.7547 0.2296
SNOW WATER 0.000

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x HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE kk
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) ?°'k
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION k?°
*?° FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
.r.r.r.r.r.r.r sr s,xs,x?;k?rk irk it?r?;?r?;?rkkkkkkkkskk skkkkkkkkkk?rk?rk?rkkkkkkkkk?rk?rk?rkkkkkkk?rk?rkkkkk
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\slope\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\slope\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\slope\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\slope\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\slope\ASH10FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\slope\ASH10FT.OUT
TIME: 16: 0 DATE: 8/ 4/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk s';ks';ks'::'rir:'rir:'r irk sY k sYk:'rk?rk?rk :'rk i:k i:k i:kirk irk irk is is is is is kkkkkks'rk it is it is is i:kkkkkkir ?: it ?: irkkkk
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 30
THICKNESS
= 120.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2135
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0848
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.30 INCHES

POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.12
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.12
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08
CM/SEC

LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2671
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE #30 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 33.% AND
A SLOPE LENGTH OF 9. FEET.
DEGREES
SCS RUNOFF CURVE NUMBER
= 97.50
FRACTION OF AREA ALLOWING RUNOFF
= 90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.481
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.470
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 31.048
INCHES
TOTAL INITIAL WATER
= 31.048
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
PRECIPITATION DATA WAS
Wilmington North Carolina
GENERATED
USING
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
0.00
START OF GROWING SEASON (JULIAN DATE) =
0
(INCHES)
END OF GROWING SEASON (JULIAN DATE) =
367
FEB/AUG MAR/SEP
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
6.67
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
4.26
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL
FEB/AUG MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
2.23
--------------
3.34 4.14
-------
4.04
-------
3.69
-------
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
48.00 49.10 54.30 63.70 71.80 76.80
80.60 77.90 73.70 65.00 52.00 51.50

NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 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
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.450
1.432
1.939
2.035
1.541
2.287
3.143
6.631
1.818
1.168
2.035
1.620
STD. DEVIATIONS
0.578
0.961
1.229
1.592
1.301
1.684
2.036
3.397
1.478
1.372
1.496
1.200
EVAPOTRANSPIRATION
------------------
TOTALS
1.540
1.716
2.681
2.421
1.932
2.424
3.055
3.592
2.529
1.523
1.224
1.278
STD. DEVIATIONS
0.197
0.240
0.420
0.924
0.865
0.904
1.126
1.015
0.728
0.675
0.405
0.165
LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS
0.0267
0.0251
0.0308
0.0335
0.0301
0.0245
0.0244
0.0254
0.0285
0.0277
0.0255
0.0295
STD. DEVIATIONS
0.0294
0.0281
0.0310
0.0239
0.0219
0.0197
0.0172
0.0211
0.0337
0.0399
0.0384
0.0346
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.0855
0.0811
0.0969
0.1050
0.1005
0.0868
0.0899
0.0926
0.0929
0.0837
0.0778
0.0903
STD. DEVIATIONS
0.0614
0.0547
0.0604
0.0529
0.0537
0.0522
0.0482
0.0469
0.0571
0.0702
0.0673
0.0673
LATERAL DRAINAGE COLLECTED FROM LAYER 5
----------------------------------------
TOTALS
0.0850
0.0810
0.0958
0.1047
0.1014
0.0874
0.0897
0.0922
0.0933
0.0847
0.0774
0.0901
STD. DEVIATIONS
0.0623
0.0549
0.0606
0.0533
0.0534
0.0524
0.0482
0.0471
0.0563
0.0691
0.0683
0.0671
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0025
0.0016
0.0016
0.0014
0.0019
0.0018
0.0016
0.0016
0.0019
0.0019
0.0017
0.0017

STD. DEVIATIONS 0.0042 0.0021 0.0020 0.0018 0.0030 0.0032
0.0022 0.0018 0.0028 0.0026 0.0025 0.0025
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------------------------------------------------
INCHES
CU. FEET
-------------------------------------
AVERAGES
0.0023
0.0024
0.0027
0.0030
0.0026
0.0022
RUNOFF
0.0021
0.0022
0.0026
0.0024
0.0023
0.0026
STD. DEVIATIONS
0.0026
0.0027
0.0027
0.0022
0.0019
0.0018
(
0.0015
0.0019
0.0031
0.0035
0.0035
0.0030
DAILY AVERAGE HEAD
ON TOP OF LAYER
6
PERCOLATION/LEAKAGE THROUGH
1.08309
(
0.52168)
-------------------------------------
AVERAGES
0.0075
0.0078
0.0084
0.0095
0.0089
0.0079
0.0079
0.0081
0.0085
0.0074
0.0070
0.0079
STD. DEVIATIONS
0.0055
0.0053
0.0053
0.0048
0.0047
0.0048
1.08285
0.0042
0.0041
0.0051
0.0061
0.0062
0.0059
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
26.100
(
6.1975)
94742.19
48.697
EVAPOTRANSPIRATION
25.914
(
2.6028)
94069.56
48.351
LATERAL DRAINAGE COLLECTED
0.33177
(
0.23663)
1204.308
0.61901
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
1.08309
(
0.52168)
3931.610
2.02082
LAYER 4
AVERAGE HEAD ON TOP
0.002 (
0.002)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
1.08285
(
0.52233)
3930.762
2.02039
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH
0.00000
(
0.00000)
0.011
0.00001
LAYER 7
AVERAGE HEAD ON TOP
0.008 (
0.004)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.02119
(
0.02638)
76.929
0.03954
LAYER 8
CHANGE IN WATER STORAGE 0.146 (
................
1.4546) 530.97
0.273

PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
4.393 15945.3291
DRAINAGE COLLECTED FROM LAYER 3
0.00597 21.67789
PERCOLATION/LEAKAGE THROUGH LAYER 4
0.009180 33.32381
AVERAGE HEAD ON TOP OF LAYER 4
0.016
MAXIMUM HEAD ON TOP OF LAYER 4
0.033
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
0.0 FEET
DRAINAGE COLLECTED FROM LAYER 5
0.00918 33.30651
PERCOLATION/LEAKAGE THROUGH LAYER 7
0.000000 0.00004
AVERAGE HEAD ON TOP OF LAYER 6
0.025
MAXIMUM HEAD ON TOP OF LAYER 6
0.050
LOCATION OF MAXIMUM HEAD IN LAYER 5
(DISTANCE FROM DRAIN)
2.5 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000749 2.71733
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.3896
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0482
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 27.8347 0.2320
2 4.8300 0.2012
3 0.0055 0.0184
4 0.0000 0.0000
5 0.0089 0.0445
6 0.0000 0.0000
7 0.1875 0.7500
8 2.5701 0.2142
SNOW WATER 0.000
-------- - --- --- --------- -- ---------- - - -

?rkk:: ::•-?;?;?;?;?;k?rk?rk?r>;?r>;?r>;kkkk kir kir?r,.x..x>;?ririr?csYi:s.>.s.>. sY icic is is is is is i:xs.xs. x:: ?r ?c ?r ?c ?r ?c ?r .r x .r x?: k?: sk
x HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997)
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION k'k
*?° FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
.r .r .r .r .r .r .r sr s, xs, x?;kirk irk it?r?;?r?;?rkkkkkkkkskk skkkkkkkkkki;ki;ki;kkkkkkkkkk?r 9r ?r irkkkkkkk?rk?rkkkkk
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\slope\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\slope\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\slope\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\slope\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\slope\ASH25FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\slope\ASH25FT.OUT
TIME: 16: 0 DATE: 8/ 4/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk s';ks';ks'::'rir:'rir:'r irk sY k sYk:'rk irk irk :'rk i:k i:k i:kirk irk irk is is is is is kkkk ksY s'rk it is it is is i:kkkkkkir ?: it ?: irkkkk
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 30
THICKNESS
= 300.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.1987
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0845
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.30 INCHES

POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.11
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.11
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08
CM/SEC

LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2667
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE #30 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 33.% AND
A SLOPE LENGTH OF 45. FEET.
DEGREES
SCS RUNOFF CURVE NUMBER
= 97.30
FRACTION OF AREA ALLOWING RUNOFF
= 90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.513
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.470
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 65.041
INCHES
TOTAL INITIAL WATER
= 65.041
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
PRECIPITATION DATA WAS
Wilmington North Carolina
GENERATED
USING
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
0.00
START OF GROWING SEASON (JULIAN DATE) =
0
(INCHES)
END OF GROWING SEASON (JULIAN DATE) =
367
FEB/AUG MAR/SEP
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
6.67
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
4.26
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL
FEB/AUG MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
2.23
--------------
3.34 4.14
-------
4.04
-------
3.69
-------
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
48.00 49.10 54.30 63.70 71.80 76.80
80.60 77.90 73.70 65.00 52.00 51.50

NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 DEGREES
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
3AN/3UL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
-------------
TOTALS
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.421
1.368
1.862
1.962
1.473
2.206
3.012
6.484
1.749
1.122
1.972
1.557
STD. DEVIATIONS
0.552
0.935
1.205
1.556
1.274
1.652
1.993
3.355
1.452
1.338
1.479
1.175
EVAPOTRANSPIRATION
------------------
TOTALS
1.547
1.729
2.716
2.508
2.021
2.470
3.190
3.660
2.619
1.581
1.230
1.289
STD. DEVIATIONS
0.188
0.233
0.415
0.948
0.868
0.946
1.192
1.057
0.719
0.678
0.413
0.159
LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS
0.0297
0.0312
0.0358
0.0325
0.0291
0.0244
0.0241
0.0214
0.0205
0.0194
0.0234
0.0297
STD. DEVIATIONS
0.0308
0.0352
0.0397
0.0310
0.0270
0.0230
0.0204
0.0171
0.0177
0.0251
0.0298
0.0342
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.0892
0.0842
0.0973
0.0958
0.0935
0.0846
0.0863
0.0829
0.0782
0.0686
0.0727
0.0868
STD. DEVIATIONS
0.0668
0.0721
0.0770
0.0660
0.0618
0.0560
0.0553
0.0491
0.0484
0.0598
0.0658
0.0721
LATERAL DRAINAGE COLLECTED FROM LAYER 5
----------------------------------------
TOTALS
0.0885
0.0841
0.0969
0.0961
0.0941
0.0847
0.0864
0.0831
0.0789
0.0690
0.0719
0.0861
STD. DEVIATIONS
0.0669
0.0714
0.0771
0.0667
0.0622
0.0562
0.0556
0.0496
0.0479
0.0588
0.0657
0.0718
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0025
0.0013
0.0017
0.0017
0.0014
0.0016
0.0017
0.0019
0.0018
0.0019
0.0017
0.0017

STD. DEVIATIONS 0.0038 0.0014 0.0019 0.0021 0.0015 0.0023
0.0027 0.0033 0.0026 0.0027 0.0022 0.0022
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------------------------------------------------
INCHES
CU. FEET
-------------------------------------
AVERAGES
0.0026
0.0030
0.0032
0.0030
0.0026
0.0022
RUNOFF
0.0021
0.0019
0.0019
0.0017
0.0021
0.0026
STD. DEVIATIONS
0.0027
0.0034
0.0035
0.0028
0.0024
0.0021
(
0.0018
0.0015
0.0016
0.0022
0.0027
0.0030
DAILY AVERAGE HEAD
ON TOP OF LAYER
6
PERCOLATION/LEAKAGE THROUGH
1.02003
(
0.61930)
-------------------------------------
AVERAGES
0.0078
0.0081
0.0086
0.0088
0.0083
0.0077
0.0076
0.0073
0.0072
0.0061
0.0066
0.0076
STD. DEVIATIONS
0.0059
0.0069
0.0068
0.0061
0.0055
0.0051
0.0049
...............................................................
0.0044 0.0044 0.0052 0.0060
. .......... . . . ............ . .
0.0063
.
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
25.187
(
6.1112)
91429.56
46.994
EVAPOTRANSPIRATION
26.560
(
2.6152)
96414.23
49.556
LATERAL DRAINAGE COLLECTED
0.32123
(
0.25573)
1166.074
0.59936
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
1.02003
(
0.61930)
3702.691
1.90316
LAYER 4
AVERAGE HEAD ON TOP
0.002 (
0.002)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
1.01970
(
0.61953)
3701.523
1.90256
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH
0.00000
(
0.00000)
0.011
0.00001
LAYER 7
AVERAGE HEAD ON TOP
0.008 (
0.005)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.02090
(
0.02427)
75.849
0.03899
LAYER 8
CHANGE IN WATER STORAGE 0.487 (
................
1.7113) 1767.45
0.908

PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
4.376 15886.2354
DRAINAGE COLLECTED FROM LAYER 3
0.00549 19.93017
PERCOLATION/LEAKAGE THROUGH LAYER 4
0.008819 32.01279
AVERAGE HEAD ON TOP OF LAYER 4
0.015
MAXIMUM HEAD ON TOP OF LAYER 4
0.031
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
0.0 FEET
DRAINAGE COLLECTED FROM LAYER 5
0.00865 31.41195
PERCOLATION/LEAKAGE THROUGH LAYER 7
0.000000 0.00004
AVERAGE HEAD ON TOP OF LAYER 6
0.024
MAXIMUM HEAD ON TOP OF LAYER 6
0.049
LOCATION OF MAXIMUM HEAD IN LAYER 5
(DISTANCE FROM DRAIN)
0.0 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000728 2.64179
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.3932
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0470
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 71.7232 0.2391
2 5.1456 0.2144
3 0.0064 0.0213
4 0.0000 0.0000
5 0.0116 0.0578
6 0.0000 0.0000
7 0.1875 0.7500
8 2.5738 0.2145
SNOW WATER 0.000
.�.� .�.� .�.� .� .. �::: �::: �::: x :: x :: x �::: �::: �: x :r x :r x :r x :r �: �: �: s: �: s: x :: x :: x :: �• �: �• �: �• :: x :: x :: x :: x x x x :::: �::: �::: �::::::::::::: �::: �:
................

?r ?rk:: ::•-?;i;?;i;?;:Y?r�?r�?r>;ir>;ir>;?r'.c?r'.r kir kir?r;.x..x>; it ir?ri:?ri:s.>.s.>. sY is is is is is is is i:xs.xs. x:: it is it is it is ?r .r x .r x?: sk ?: sk
x HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997)
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION k'k
Yk FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
.r .r .r .r .r .r .r sr s, xs, x?;kirk irk it?r?;?r?;?rkkkkkkkkskk skk skkkkkkkkxkx kxkkkkkkkkk?r ?r 9r ?r ?rkkkkkkk?rk?rkkkkk
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\slope\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\slope\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\slope\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\slope\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\slope\ASH50FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\slope\ASH50FT.OUT
TIME: 16: 0 DATE: 8/ 4/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk s'rks'rks'r:'r?r:'r?r:'r?rkks'rks'rkk:Yk:'rk:'rk xsk xsk?r sk kkkkkk?;?;?;?;?;kkkkkkkk?rx?rx?rx kskkkkkkkkkksY ksYk
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 30
THICKNESS
= 600.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.1935
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0845
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.30 INCHES

POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08
CM/SEC

LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2674
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE #30 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 33.% AND
A SLOPE LENGTH OF 150. FEET.
DEGREES
SCS RUNOFF CURVE NUMBER
= 97.10
FRACTION OF AREA ALLOWING RUNOFF
= 90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.547
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.470
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 121.500
INCHES
TOTAL INITIAL WATER
= 121.500
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
PRECIPITATION DATA WAS
Wilmington North Carolina
GENERATED
USING
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
0.00
START OF GROWING SEASON (JULIAN DATE) =
0
(INCHES)
END OF GROWING SEASON (JULIAN DATE) =
367
FEB/AUG MAR/SEP
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
6.67
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
4.26
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL
FEB/AUG MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
2.23
--------------
3.34 4.14
-------
4.04
-------
3.69
-------
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
48.00 49.10 54.30 63.70 71.80 76.80
80.60 77.90 73.70 65.00 52.00 51.50

NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 DEGREES
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
3AN/3UL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
-------------
TOTALS
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.395
1.309
1.789
1.894
1.412
2.123
2.900
6.340
1.684
1.082
1.909
1.499
STD. DEVIATIONS
0.533
0.911
1.178
1.526
1.254
1.625
1.966
3.317
1.426
1.306
1.461
1.151
EVAPOTRANSPIRATION
------------------
TOTALS
1.555
1.739
2.763
2.547
2.107
2.542
3.301
3.727
2.658
1.622
1.266
1.289
STD. DEVIATIONS
0.163
0.224
0.409
0.993
0.908
0.986
1.164
1.015
0.731
0.670
0.391
0.166
LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS
0.0194
0.0229
0.0291
0.0241
0.0212
0.0187
0.0179
0.0156
0.0136
0.0128
0.0179
0.0231
STD. DEVIATIONS
0.0267
0.0292
0.0370
0.0309
0.0286
0.0247
0.0212
0.0190
0.0165
0.0190
0.0275
0.0341
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.0642
0.0682
0.0804
0.0735
0.0700
0.0658
0.0667
0.0626
0.0591
0.0526
0.0607
0.0682
STD. DEVIATIONS
0.0637
0.0659
0.0792
0.0691
0.0663
0.0605
0.0591
0.0544
0.0456
0.0514
0.0615
0.0725
LATERAL DRAINAGE COLLECTED FROM LAYER 5
----------------------------------------
TOTALS
0.0637
0.0673
0.0802
0.0742
0.0706
0.0655
0.0670
0.0629
0.0596
0.0524
0.0601
0.0680
STD. DEVIATIONS
0.0642
0.0643
0.0794
0.0697
0.0667
0.0608
0.0591
0.0550
0.0459
0.0507
0.0606
0.0720
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0024
0.0016
0.0020
0.0018
0.0011
0.0017
0.0016
0.0016
0.0017
0.0021
0.0017
0.0017

STD. DEVIATIONS 0.0034 0.0018 0.0023 0.0025 0.0013 0.0020
0.0019 0.0019 0.0030 0.0030 0.0020 0.0023
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------------------------------------------------
INCHES
CU. FEET
-------------------------------------
AVERAGES
0.0017
0.0022
0.0026
0.0022
0.0019
0.0017
RUNOFF
0.0016
0.0014
0.0013
0.0011
0.0017
0.0021
STD. DEVIATIONS
0.0024
0.0029
0.0033
0.0029
0.0026
0.0023
(
0.0019
0.0017
0.0015
0.0017
0.0025
0.0031
DAILY AVERAGE HEAD
ON TOP OF LAYER
6
PERCOLATION/LEAKAGE THROUGH
0.79191
(
0.62924)
-------------------------------------
AVERAGES
0.0057
0.0066
0.0072
0.0069
0.0063
0.0061
0.0060
0.0056
0.0055
0.0047
0.0056
0.0061
STD. DEVIATIONS
0.0057
0.0063
0.0071
0.0065
0.0060
0.0056
0.79149
0.0053
0.0049
0.0042
0.0045
0.0056
0.0064
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
24.335
(
6.0254)
88337.42
45.405
EVAPOTRANSPIRATION
27.115
(
2.6139)
98428.21
50.592
LATERAL DRAINAGE COLLECTED
0.23629
(
0.24732)
857.715
0.44086
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
0.79191
(
0.62924)
2874.623
1.47754
LAYER 4
AVERAGE HEAD ON TOP
0.002 (
0.002)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
0.79149
(
0.62899)
2873.103
1.47676
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH
0.00000
(
0.00000)
0.010
0.00000
LAYER 7
AVERAGE HEAD ON TOP
0.006 (
0.005)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.02087
(
0.02194)
75.758
0.03894
LAYER 8
CHANGE IN WATER STORAGE 1.097 ( 1.7283) 3982.51
................
2.047

PEAK DAILY VALUES FOR YEARS
----------------------------------------
PRECIPITATION
RUNOFF
DRAINAGE COLLECTED FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH LAYER 4
AVERAGE HEAD ON TOP OF LAYER 4
MAXIMUM HEAD ON TOP OF LAYER 4
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
DRAINAGE COLLECTED FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH LAYER 7
AVERAGE HEAD ON TOP OF LAYER 6
MAXIMUM HEAD ON TOP OF LAYER 6
LOCATION OF MAXIMUM HEAD IN LAYER 5
(DISTANCE FROM DRAIN)
PERCOLATION/LEAKAGE THROUGH LAYER 8
SNOW WATER
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
1 THROUGH
30
------------------------------
(INCHES)
(CU. FT.)
5.25
19057.500
4.354
15803.2168
0.00608
22.06635
0.009352
33.94861
0.017
0.035
0.0 FEET
0.00825 29.94357
0.000000 0.00004
0.023
0.045
6.7 FEET
0.000761 2.76239
1.16 4211.9434
0.3984
0.0482
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 *wTsn sronAcs AT swo OF YEAR 30
___________________________________
LAvsx (zwc*ss) {voL/voL)
___ _____ ---------
1
____1 146.2871 0.2*38
Z 5.3334 0.2222
J 0.0086 0.0285
4 0.0000 0.0000
5 0.0I45 0.0724
6 0.0000 0.0000
7 0.1875 0.7500
8 2.5828 0.2152
swow wxrsx 0.000

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K HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997)
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION ^x
*?° FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
.r .r .r .r .r .r .r sr s, sr s, x?; k:rk?r kir s'r?; s'r?; ?r irk irk irk irk kkkkkkkkirk irkk kk kk irk irk irk irkkkkkkkkkkkkkk?rk?r ?r irk irk
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\slope\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\slope\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\slope\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\slope\EVAPINT.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\slope\INT50FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\slope\INT50FT.OUT
TIME: 11:21 DATE: 8/ 5/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk s';ks';ks'::'rir:'rir:'r irk xkxk:'rk irk irk :'rk i:k i:k i:kirk irk irk is is is is is ksk kskkks'rk it is it is is i:kkkkkkir ?: it ?: irkkkk
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 0
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.3833
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 30
THICKNESS
= 600.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2212
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 24.00 INCHES

POROSITY = 0.4570 VOL/VOL
FIELD CAPACITY = 0.0830 VOL/VOL
WILTING POINT = 0.0330 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0861 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.999999975000E-04 CM/SEC
LAYER 4
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 7
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
POROSITY
FIELD CAPACITY
WILTING POINT
INITIAL SOIL WATER CONTENT
EFFECTIVE SAT. HYD. COND.
FML PINHOLE DENSITY
FML INSTALLATION DEFECTS
FML PLACEMENT QUALITY
= 0.06 INCHES
= 0.0000 VOL/VOL
0.0000 VOL/VOL
0.0000 VOL/VOL
= 0.0000 VOL/VOL
= 0.199999996000E-12 CM/SEC
= 2.00 HOLES/ACRE
= 2.00 HOLES/ACRE
= 3 - GOOD

LAYER 8
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER 9
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2657
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE # 3 WITH A
POOR STAND OF GRASS, A SURFACE SLOPE OF
33.%
AND A SLOPE LENGTH OF 150. FEET.
MAXIMUM LEAF AREA INDEX =
SCS RUNOFF CURVE NUMBER
= 76.30
START OF GROWING SEASON (JULIAN DATE) =
FRACTION OF AREA ALLOWING RUNOFF
= 100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.987
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 4.570
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.330
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 142.752
INCHES
TOTAL INITIAL WATER
= 142.752
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
Wilmington North Carolina
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
1.00
START OF GROWING SEASON (JULIAN DATE) =
0
END OF GROWING SEASON (JULIAN DATE) =
367
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC

-------
2.23
-------
3.34
-------
4.14
-------
4.04
------- -------
3.69 5.29
6.67
9.71
4.03
2.75
4.26 3.78
NOTE:
TEMPERATURE
DATA WAS
SYNTHETICALLY
GENERATED USING
6.58
COEFFICIENTS FOR
CHARLESTON
SOUTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
-------
48.00
-------
49.10
-------
54.30
-------
63.70
--------------
71.80 76.80
80.60
77.90
73.70
65.00
52.00 51.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 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
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.021
0.117
0.217
0.312
0.192
0.288
0.433
2.154
0.284
0.225
0.407
0.219
STD. DEVIATIONS
0.094
0.232
0.311
0.640
0.428
0.484
0.728
1.754
0.627
0.526
0.665
0.290
EVAPOTRANSPIRATION
------------------
TOTALS
1.378
1.728
2.719
3.037
2.998
3.572
4.267
4.474
3.007
1.686
1.167
1.196
STD. DEVIATIONS
0.220
0.223
0.346
0.830
1.103
1.206
1.166
0.756
0.635
0.671
0.355
0.112
LATERAL DRAINAGE COLLECTED FROM
LAYER 4
----------------------------------------
TOTALS
0.7247
0.7069
0.8747
0.6876
0.6649
0.8441
1.0160
0.8654
0.6062
0.5381
0.8601
0.8275
STD. DEVIATIONS
0.3945
0.5281
0.5297
0.4545
0.4510
0.4918
0.4749
0.4338
0.3477
0.4112
0.5984
0.4076
PERCOLATION/LEAKAGE
THROUGH LAYER 5
------------------------------------
TOTALS
0.5131
0.4683
0.5736
0.4919
0.4874
0.5548
0.6403
0.5845
0.4717
0.4174
0.5489
0.5654
STD. DEVIATIONS
0.2151
0.2476
0.2399
0.2138
0.2212
0.2335
0.2275
0.2139
0.1804
0.2043
0.2685
0.1993
LATERAL DRAINAGE COLLECTED FROM
LAYER 6
----------------------------------------
TOTALS
0.5143
0.4601
0.5790
0.4999
0.4822
0.5455
0.6411
0.5885
0.4825
0.4097
0.5459
0.5681

STD. DEVIATIONS
0.2132
0.2421
0.2436
0.2093
0.2162
0.2371
0.0784
0.2262
0.2160
0.1844
0.1950
0.2689
0.2002
PERCOLATION/LEAKAGE
THROUGH LAYER
8
0.0475
0.0421 0.0404
0.0455
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0218
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
9
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60 (
------------------------------------
TOTALS
0.0020
0.0012
0.0020
0.0019
0.0020
0.0018
9.085
0.0018
0.0018
0.0017
0.0017
0.0014
0.0016
STD. DEVIATIONS
0.0029
0.0015
0.0030
0.0030
0.0031
0.0025
0.0027
0.0025
0.0023
0.0022
0.0015
0.0020
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD ON
TOP OF LAYER 5
-------------------------------------
AVERAGES
0.0649 0.0696
0.0784
0.0637 0.0596
0.0782
0.0911 0.0776
0.0561
0.0482 0.0797
0.0742
STD. DEVIATIONS
0.0354 0.0522
0.0475
0.0421 0.0404
0.0455
0.0426 0.0389
0.0322
0.0369 0.0554
0.0365
DAILY AVERAGE HEAD ON
TOP OF LAYER 7
-------------------------------------
AVERAGES
0.0461 0.0453
0.0519
0.0463 0.0432
0.0505
0.0575 0.0527
0.0447
0.0367 0.0506
0.0509
STD. DEVIATIONS
0.0191 0.0239
0.0218
0.0194 0.0194
0.0220
0.0203 0.0194 0.0171
0.0175 0.0249 0.0179
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60 (
9.125)
-------------
194554.7
---------
100.00
RUNOFF
4.869 (
2.5943)
17675.89
9.085
EVAPOTRANSPIRATION
31.229 (
2.8356)
113361.45
58.267
LATERAL DRAINAGE COLLECTED 9.21627 (
3.96077)
33455.047
17.19570
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 5
AVERAGE HEAD ON TOP
OF LAYER 5
LATERAL DRAINAGE COLLECTED
FROM LAYER 6
PERCOLATION/LEAKAGE THROUGH
LAYER 8
AVERAGE HEAD ON TOP
OF LAYER 7
PERCOLATION/LEAKAGE THROUGH
LAYER 9
CHANGE IN WATER STORAGE
6.31736 ( 2.11766) 22932.021 11.78693
0.070 ( 0.030)
6.31672 ( 2.11896) 22929.699 11.78573
0.00001 ( 0.00000) 0.022 0.00001
0.048 ( 0.016)
0.02080 ( 0.02819)
1.944 ( 8.1914)
75.515 0.03881
7057.10 3.627

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PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
3.592 13038.1807
DRAINAGE COLLECTED FROM LAYER 4
0.09603 348.59100
PERCOLATION/LEAKAGE THROUGH LAYER 5
0.038350 139.20956
AVERAGE HEAD ON TOP OF LAYER 5
0.267
MAXIMUM HEAD ON TOP OF LAYER 5
0.521
LOCATION OF MAXIMUM HEAD IN LAYER 4
0.0928
(DISTANCE FROM DRAIN)
8.9 FEET
DRAINAGE COLLECTED FROM LAYER 6
0.03679 133.55727
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000000 0.00011
AVERAGE HEAD ON TOP OF LAYER 7
0.102
MAXIMUM HEAD ON TOP OF LAYER 7
0.202
LOCATION OF MAXIMUM HEAD IN LAYER 6
0.7500
(DISTANCE FROM DRAIN)
3.9 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 9
0.000682 2.47417
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4570
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0330
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.
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.............. ...................
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FINAL WATER
STORAGE AT END
OF YEAR 30
----------------------------------------------------------------------
LAYER
(INCHES)
(VOL/VOL)
-----
1
--------
3.8433
---------
0.3203
2
188.2023
0.3137
3
6.2287
0.2595
4
0.0278
0.0928
5
0.0000
0.0000
6
0.0210
0.1051
7
0.0000
0.0000
8
0.1875
0.7500
9
2.5647
0.2137
SNOW WATER
0.000

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K HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997)
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION x
*?° FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
.r .r .r .r .r .r .r sr s, xs, x?;kirk irk it?r?;?r?;?rkkkkkkkkskk skkkkkkkkkki;ki;ki;kkkkkkkkk?rk?rk?rkkkkkkk?rk?rk kskkk
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\slope\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\slope\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\slope\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\slope\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\slope\ASH70FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\slope\ASH70FT.OUT
TIME: 16: 1 DATE: 8/ 4/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk s';ks';ks'::'rir:'rir:'r irk xkxk:'rk irk irk :'rk i:k i:k i:kirk irk irk is is is is is ksk kskkks'rk it is it is is i:kkkkkkir ?: it ?: irkkkk
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 30
THICKNESS
= 840.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.1916
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0845
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.30 INCHES

POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08
CM/SEC

LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2676
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE #30 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 33.% AND
A SLOPE LENGTH OF 150. FEET.
DEGREES
SCS RUNOFF CURVE NUMBER
= 97.10
FRACTION OF AREA ALLOWING RUNOFF
= 90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.547
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.470
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 166.383
INCHES
TOTAL INITIAL WATER
= 166.383
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
PRECIPITATION DATA WAS
Wilmington North Carolina
GENERATED
USING
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
0.00
START OF GROWING SEASON (JULIAN DATE) =
0
(INCHES)
END OF GROWING SEASON (JULIAN DATE) =
367
FEB/AUG MAR/SEP
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
6.67
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
4.26
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL
FEB/AUG MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
2.23
--------------
3.34 4.14
-------
4.04
-------
3.69
-------
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
48.00 49.10 54.30 63.70 71.80 76.80
80.60 77.90 73.70 65.00 52.00 51.50

NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 DEGREES
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
3AN/3UL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
PRECIPITATION
-------------
TOTALS
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.395
1.309
1.789
1.894
1.412
2.123
2.900
6.340
1.684
1.082
1.909
1.499
STD. DEVIATIONS
0.533
0.911
1.178
1.526
1.254
1.625
1.966
3.317
1.426
1.306
1.461
1.151
EVAPOTRANSPIRATION
------------------
TOTALS
1.555
1.739
2.763
2.547
2.107
2.542
3.301
3.727
2.658
1.622
1.266
1.289
STD. DEVIATIONS
0.163
0.224
0.409
0.993
0.908
0.986
1.164
1.015
0.731
0.670
0.391
0.166
LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS
0.0087
0.0095
0.0157
0.0147
0.0141
0.0125
0.0122
0.0110
0.0097
0.0065
0.0059
0.0104
STD. DEVIATIONS
0.0157
0.0143
0.0233
0.0226
0.0225
0.0207
0.0170
0.0135
0.0118
0.0107
0.0132
0.0201
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.0393
0.0400
0.0541
0.0515
0.0530
0.0493
0.0517
0.0514
0.0481
0.0358
0.0319
0.0433
STD. DEVIATIONS
0.0455
0.0431
0.0620
0.0591
0.0581
0.0542
0.0521
0.0470
0.0422
0.0381
0.0370
0.0498
LATERAL DRAINAGE COLLECTED FROM LAYER 5
----------------------------------------
TOTALS
0.0395
0.0392
0.0535
0.0519
0.0531
0.0492
0.0517
0.0515
0.0484
0.0370
0.0314
0.0427
STD. DEVIATIONS
0.0462
0.0419
0.0615
0.0593
0.0586
0.0540
0.0526
0.0471
0.0426
0.0385
0.0365
0.0489
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0023
0.0016
0.0020
0.0017
0.0011
0.0017
0.0015
0.0017
0.0018
0.0021
0.0016
0.0016

STD. DEVIATIONS 0.0033 0.0019 0.0024 0.0025 0.0013 0.0020
0.0018 0.0018 0.0031 0.0031 0.0020 0.0021
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER
4
-------------------------------------------------------------------------------
INCHES
CU. FEET
-------------------------------------
AVERAGES
0.0008
0.0009
0.0014
0.0014
0.0013
0.0012
RUNOFF
0.0011
0.0010
0.0009
0.0006
0.0005
0.0009
STD. DEVIATIONS
0.0014
0.0014
0.0021
0.0021
0.0020
0.0019
(
0.0015
0.0012
0.0011
0.0010
0.0012
0.0018
DAILY AVERAGE HEAD
ON TOP OF LAYER
6
PERCOLATION/LEAKAGE THROUGH
0.54939
(
0.50156)
-------------------------------------
AVERAGES
0.0035
0.0039
0.0048
0.0048
0.0048
0.0046
0.0046
0.0046
0.0045
0.0033
0.0029
0.0038
STD. DEVIATIONS
0.0041
0.0041
0.0055
0.0055
0.0052
0.0050
0.54907
0.0047
0.0042
0.0039
0.0034
0.0034
0.0044
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
24.335
(
6.0254)
88337.42
45.405
EVAPOTRANSPIRATION
27.115
(
2.6139)
98428.21
50.592
LATERAL DRAINAGE COLLECTED
0.13085
(
0.16224)
474.980
0.24414
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
0.54939
(
0.50156)
1994.272
1.02504
LAYER 4
AVERAGE HEAD ON TOP
0.001 (
0.001)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
0.54907
(
0.50175)
1993.128
1.02446
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH
0.00000
(
0.00000)
0.009
0.00000
LAYER 7
AVERAGE HEAD ON TOP
0.004 (
0.004)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.02087
(
0.02100)
75.772
0.03895
LAYER 8
CHANGE IN WATER STORAGE 1.445 (
................
1.6220) 5245.21
2.696

PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
4.354 15803.2168
DRAINAGE COLLECTED FROM LAYER 3
0.00468 17.00595
PERCOLATION/LEAKAGE THROUGH LAYER 4
0.008199 29.76173
AVERAGE HEAD ON TOP OF LAYER 4
0.013
MAXIMUM HEAD ON TOP OF LAYER 4
0.026
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
4.3 FEET
DRAINAGE COLLECTED FROM LAYER 5
0.00756 27.44781
PERCOLATION/LEAKAGE THROUGH LAYER 7
0.000000 0.00004
AVERAGE HEAD ON TOP OF LAYER 6
0.021
MAXIMUM HEAD ON TOP OF LAYER 6
0.041
LOCATION OF MAXIMUM HEAD IN LAYER 5
(DISTANCE FROM DRAIN)
7.8 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000771 2.79714
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.3984
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0482
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)
----- -------- ---------
1 201.7663 0.2402
2 5.1749 0.2156
3 0.0065 0.0218
4 0.0000 0.0000
5 0.0114 0.0569
6 0.0000 0.0000
7 0.1875 0.7500
8 2.5849 0.2154
SNOW WATER 0.000
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?rkk:: ::•-?r?r?r?r?r:Y?r�?r�?r>r?r>r?r>r?r'.c?r'.r kir kir?r,.x..x>r?ririr?csYics.>.s.>. sY icic is is is is is it xs.xs. x:: ?r ?c ?r ?c ?r ?c ?r .r x .r x?: k?: sk
x HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE kk
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997)
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION kk
*?° FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
.r .r .r .r .r .r .r sr s, xs, x?;kirk irk it?r?;?r?;?rkkkkkkkkskk skkkkkkkkkki;ki;ki;kkkkkkkkk?rk?rk?rkkkkkkk?rk?rkkkkk
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\slope\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\slope\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\slope\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\slope\EVAPINT.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\slope\INT70FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\slope\INT70FT.OUT
TIME: 11:22 DATE: 8/ 5/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk s';ks';ks'::'rir:'rir:'r irk sY k sYk:'rk irk irk :'rk i:k i:k i:kirk irk irk is is is is is kkkk ksY s'rk it is it is is i:kkkkkkir ?: it ?: irkkkk
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 0
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.3833
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 30
THICKNESS
= 840.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2114
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 24.00 INCHES

POROSITY = 0.4570 VOL/VOL
FIELD CAPACITY = 0.0830 VOL/VOL
WILTING POINT = 0.0330 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0858 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.999999975000E-04 CM/SEC
LAYER 4
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.08
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 7
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
POROSITY
FIELD CAPACITY
WILTING POINT
INITIAL SOIL WATER CONTENT
EFFECTIVE SAT. HYD. COND.
FML PINHOLE DENSITY
FML INSTALLATION DEFECTS
FML PLACEMENT QUALITY
= 0.06 INCHES
= 0.0000 VOL/VOL
0.0000 VOL/VOL
0.0000 VOL/VOL
= 0.0000 VOL/VOL
= 0.199999996000E-12 CM/SEC
= 2.00 HOLES/ACRE
= 2.00 HOLES/ACRE
= 3 - GOOD

LAYER 8
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER 9
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2667
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE # 3 WITH A
POOR STAND OF GRASS, A SURFACE SLOPE OF
33.%
AND A SLOPE LENGTH OF 150. FEET.
MAXIMUM LEAF AREA INDEX =
SCS RUNOFF CURVE NUMBER
= 76.30
START OF GROWING SEASON (JULIAN DATE) =
FRACTION OF AREA ALLOWING RUNOFF
= 100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.987
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 4.570
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.330
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 187.644
INCHES
TOTAL INITIAL WATER
= 187.644
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
Wilmington North Carolina
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
1.00
START OF GROWING SEASON (JULIAN DATE) =
0
END OF GROWING SEASON (JULIAN DATE) =
367
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC

-------
2.23
-------
3.34
-------
4.14
-------
4.04
------- -------
3.69 5.29
6.67
9.71
4.03
2.75
4.26 3.78
NOTE:
TEMPERATURE
DATA WAS
SYNTHETICALLY
GENERATED USING
6.58
COEFFICIENTS FOR
CHARLESTON
SOUTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
-------
48.00
-------
49.10
-------
54.30
-------
63.70
--------------
71.80 76.80
80.60
77.90
73.70
65.00
52.00 51.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 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
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.021
0.117
0.217
0.312
0.192
0.288
0.433
2.154
0.284
0.225
0.407
0.219
STD. DEVIATIONS
0.094
0.232
0.311
0.640
0.428
0.484
0.728
1.754
0.627
0.526
0.665
0.290
EVAPOTRANSPIRATION
------------------
TOTALS
1.378
1.728
2.719
3.037
2.998
3.572
4.267
4.474
3.007
1.686
1.167
1.196
STD. DEVIATIONS
0.220
0.223
0.346
0.830
1.103
1.206
1.166
0.756
0.635
0.671
0.355
0.112
LATERAL DRAINAGE COLLECTED FROM
LAYER 4
----------------------------------------
TOTALS
0.6571
0.6296
0.8217
0.6312
0.6115
0.7834
0.9623
0.8136
0.6055
0.4806
0.7924
0.7530
STD. DEVIATIONS
0.4033
0.5279
0.5429
0.4248
0.4426
0.5232
0.5319
0.4780
0.3740
0.3945
0.5839
0.4379
PERCOLATION/LEAKAGE
THROUGH LAYER 5
------------------------------------
TOTALS
0.4772
0.4268
0.5417
0.4601
0.4571
0.5184
0.6038
0.5516
0.4647
0.3860
0.5168
0.5246
STD. DEVIATIONS
0.2299
0.2582
0.2664
0.2265
0.2309
0.2617
0.2709
0.2462
0.2025
0.2110
0.2746
0.2268
LATERAL DRAINAGE COLLECTED FROM
LAYER 6
----------------------------------------
TOTALS
0.4786
0.4195
0.5464
0.4685
0.4511
0.5097
0.6045
0.5544
0.4746
0.3841
0.5094
0.5273

STD. DEVIATIONS
0.2300
0.2519
0.2686
0.2232
0.2284
0.2625
0.0736
0.2695
0.2499
0.2055
0.2014
0.2735
0.2281
PERCOLATION/LEAKAGE
THROUGH LAYER
8
0.0487
0.0393 0.0397
0.0485
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0241
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
9
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60 (
------------------------------------
TOTALS
0.0021
0.0012
0.0021
0.0020
0.0021
0.0017
9.085
0.0020
0.0019
0.0016
0.0016
0.0013
0.0016
STD. DEVIATIONS
0.0030
0.0013
0.0032
0.0028
0.0034
0.0020
0.0030
0.0027
0.0022
0.0021
0.0013
0.0021
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD ON
TOP OF LAYER 5
-------------------------------------
AVERAGES
0.0589 0.0620
0.0736
0.0585 0.0548
0.0726
0.0862 0.0729
0.0561
0.0431 0.0734
0.0675
STD. DEVIATIONS
0.0361 0.0521
0.0487
0.0393 0.0397
0.0485
0.0477 0.0428
0.0346
0.0354 0.0541
0.0392
DAILY AVERAGE HEAD ON
TOP OF LAYER 7
-------------------------------------
AVERAGES
0.0429 0.0413
0.0490
0.0434 0.0404
0.0472
0.0542 0.0497
0.0440
0.0344 0.0472
0.0473
STD. DEVIATIONS
0.0206 0.0249
0.0241
0.0207 0.0205
0.0243
0.0241 0.0224 0.0190
0.0181 0.0253 0.0204
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60 (
9.125)
-------------
194554.7
---------
100.00
RUNOFF
4.869 (
2.5943)
17675.89
9.085
EVAPOTRANSPIRATION
31.229 (
2.8356)
113361.45
58.267
LATERAL DRAINAGE COLLECTED 8.54198 (
4.29042)
31007.373
15.93761
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 5
AVERAGE HEAD ON TOP
OF LAYER 5
LATERAL DRAINAGE COLLECTED
FROM LAYER 6
PERCOLATION/LEAKAGE THROUGH
LAYER 8
AVERAGE HEAD ON TOP
OF LAYER 7
PERCOLATION/LEAKAGE THROUGH
LAYER 9
CHANGE IN WATER STORAGE
5.92869 ( 2.42987) 21521.150 11.06175
0.065 ( 0.033)
5.92797 ( 2.43143) 21518.535 11.06040
0.00001 ( 0.00000) 0.021 0.00001
0.045 ( 0.019)
0.02110 ( 0.02710)
3.007 ( 8.8399)
76.583 0.03936
10914.87 5.610

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PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
3.592 13038.1807
DRAINAGE COLLECTED FROM LAYER 4
0.08938 324.43338
PERCOLATION/LEAKAGE THROUGH LAYER 5
0.036942 134.09976
AVERAGE HEAD ON TOP OF LAYER 5
0.248
MAXIMUM HEAD ON TOP OF LAYER 5
0.486
LOCATION OF MAXIMUM HEAD IN LAYER 4
(DISTANCE FROM DRAIN)
8.4 FEET
DRAINAGE COLLECTED FROM LAYER 6
0.03464 125.75536
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000000 0.00010
AVERAGE HEAD ON TOP OF LAYER 7
0.096
MAXIMUM HEAD ON TOP OF LAYER 7
0.191
LOCATION OF MAXIMUM HEAD IN LAYER 6
(DISTANCE FROM DRAIN)
3.2 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 9
0.000725 2.63133
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4570
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0330
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.
.� .� .� .� .� .� .� sY?: ?: ?: ?: ?: ?c ?c ?c ?c ?c ?c s'c ?c s'c ?: s'c ;•r ;•r ;.r k ;.r k ;.r k ?c �• ?c �• ?c �• s'c?c s'c?c s'c?c ?: ?c ?: ?c ?: s'c sY s'c sY s'c sY s'c sY ?c k ?c k ?c k s'c :Y s'c :Y s'c sY ?c ?c ?c ?c ?c s'c?c s'c?c
..............

................................
FINAL WATER STORAGE AT END OF YEAR 30
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
----- -------- ---------
1 3.8433 0.3203
2 264.8559 0.3153
3 6.3387 0.2641
4 0.0331 0.1102
5 0.0000 0.0000
6 0.0234 0.1171
7 0.0000 0.0000
8 0.1875 0.7500
9 2.5671 0.2139
SNOW WATER 0.000
..............::::�;:;�;:;tttttt:;:;�-x�•ttt�rt�rt�r�....................::������:........:::r::������:r:::rt:rt�����::�;x�.

?rkk:: ::•-?;?;?;?;?;k?rk?rk?r>;?r>;?r>;kkkk kir kir?r;.x..x>;?ririririrics.>.s.>. sY icic is is is is is it xs.xs. x:: ?r ?c ?r ?c ?r ?c ?r .r x .r x?: k?: sk
x HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997)
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION k'k
*?° FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
.r .r .r .r .r .r .r sr s, xs, x?;kirk irk it?r?;?r?;?rkkkkkkkkskk skkkkkkkkkki;ki;ki;kkkkkkkkk?r it?rk?rkkkkkk k?rk?rkkkick
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\slope\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\slope\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\slope\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\slope\EVAPBG.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\slope\ASH90FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\slope\ASH90FT.OUT
TIME: 16: 1 DATE: 8/ 4/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk s';ks';ks'::'rir:'rir:'r irk sY k sYk:'rk irk irk :'rk i:k i:k i:kirk irk irk is is is is is kkkk ksY s'rk it is it is is i:kkkkkkir ?: it ?: irkkkk
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 30
THICKNESS
= 1104.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.1905
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0845
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 3
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 0.30 INCHES

POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 4
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 5
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 6
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 7
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08
CM/SEC

LAYER 8
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2677
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE #30 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 33.% AND
A SLOPE LENGTH OF 150. FEET.
DEGREES
SCS RUNOFF CURVE NUMBER
= 97.10
FRACTION OF AREA ALLOWING RUNOFF
= 90.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.547
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 5.410
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.470
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 215.751
INCHES
TOTAL INITIAL WATER
= 215.751
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
PRECIPITATION DATA WAS
Wilmington North Carolina
GENERATED
USING
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
0.00
START OF GROWING SEASON (JULIAN DATE) =
0
(INCHES)
END OF GROWING SEASON (JULIAN DATE) =
367
FEB/AUG MAR/SEP
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
6.67
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
4.26
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL
FEB/AUG MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
-------
2.23
--------------
3.34 4.14
-------
4.04
-------
3.69
-------
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
48.00 49.10 54.30 63.70 71.80 76.80
80.60 77.90 73.70 65.00 52.00 51.50

NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 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
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.395
1.309
1.789
1.894
1.412
2.123
2.900
6.340
1.684
1.082
1.909
1.499
STD. DEVIATIONS
0.533
0.911
1.178
1.526
1.254
1.625
1.966
3.317
1.426
1.306
1.461
1.151
EVAPOTRANSPIRATION
------------------
TOTALS
1.555
1.739
2.763
2.547
2.107
2.542
3.301
3.727
2.658
1.622
1.266
1.289
STD. DEVIATIONS
0.163
0.224
0.409
0.993
0.908
0.986
1.164
1.015
0.731
0.670
0.391
0.166
LATERAL DRAINAGE COLLECTED FROM LAYER 3
----------------------------------------
TOTALS
0.0035
0.0028
0.0048
0.0061
0.0077
0.0070
0.0076
0.0072
0.0066
0.0048
0.0032
0.0051
STD. DEVIATIONS
0.0071
0.0053
0.0097
0.0116
0.0135
0.0137
0.0138
0.0109
0.0084
0.0066
0.0048
0.0111
PERCOLATION/LEAKAGE
THROUGH LAYER
4
------------------------------------
TOTALS
0.0241
0.0203
0.0282
0.0316
0.0357
0.0351
0.0381
0.0384
0.0388
0.0329
0.0246
0.0296
STD. DEVIATIONS
0.0289
0.0237
0.0344
0.0402
0.0472
0.0437
0.0455
0.0428
0.0375
0.0317
0.0265
0.0359
LATERAL DRAINAGE COLLECTED FROM LAYER
5
----------------------------------------
TOTALS
0.0248
0.0200
0.0274
0.0317
0.0355
0.0351
0.0379
0.0385
0.0386
0.0339
0.0249
0.0289
STD. DEVIATIONS
0.0302
0.0231
0.0339
0.0400
0.0469
0.0437
0.0456
0.0429
0.0381
0.0321
0.0261
0.0351
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
8
------------------------------------
TOTALS
0.0023
0.0016
0.0019
0.0016
0.0011
0.0018
0.0015
0.0018
0.0020
0.0021
0.0015
0.0016

STD. DEVIATIONS 0.0033 0.0019 0.0024 0.0025 0.0013 0.0020
0.0017 0.0018 0.0031 0.0031 0.0020 0.0022
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER 4
30
-------------------------------------------------------------------------------
INCHES
-------------------------------------
AVERAGES
0.0003
0.0003
0.0005
0.0006
0.0007
0.0007
---------
100.00
0.0007
0.0007
0.0006
0.0004
0.0003
0.0005
STD. DEVIATIONS
0.0007
0.0005
0.0009
0.0011
0.0013
0.0013
0.06643
0.0013
0.0010
0.0008
0.0006
0.0005
0.0010
DAILY AVERAGE HEAD
ON TOP OF LAYER
6
PERCOLATION/LEAKAGE THROUGH
0.37742
(
-------------------------------------
AVERAGES
0.0023
0.0021
0.0026
0.0031
0.0033
0.0034
0.0035
0.0036
0.0037
0.0032
0.0024
0.0027
STD. DEVIATIONS
0.0028
0.0024
0.0032
0.0039
0.0044
0.0042
0.0043
0.0040 0.0037 0.0030 0.0025 0.0033
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60
(
9.125)
-------------
194554.7
---------
100.00
RUNOFF
24.335
(
6.0254)
88337.42
45.405
EVAPOTRANSPIRATION
27.115
(
2.6139)
98428.21
50.592
LATERAL DRAINAGE COLLECTED
0.06643
(
0.08996)
241.125
0.12394
FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH
0.37742
(
0.36604)
1370.050
0.70420
LAYER 4
AVERAGE HEAD ON TOP
0.001 (
0.001)
OF LAYER 4
LATERAL DRAINAGE COLLECTED
0.37720
(
0.36635)
1369.242
0.70378
FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH
0.00000
(
0.00000)
0.009
0.00000
LAYER 7
AVERAGE HEAD ON TOP
0.003 (
0.003)
OF LAYER 6
PERCOLATION/LEAKAGE THROUGH
0.02087
(
0.02117)
75.745
0.03893
LAYER 8
CHANGE IN WATER STORAGE 1.681 ( 1.5815) 6102.97
................
3.137

PEAK DAILY VALUES FOR YEARS
----------------------------------------
PRECIPITATION
RUNOFF
DRAINAGE COLLECTED FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH LAYER 4
AVERAGE HEAD ON TOP OF LAYER 4
MAXIMUM HEAD ON TOP OF LAYER 4
LOCATION OF MAXIMUM HEAD IN LAYER 3
(DISTANCE FROM DRAIN)
DRAINAGE COLLECTED FROM LAYER 5
PERCOLATION/LEAKAGE THROUGH LAYER 7
AVERAGE HEAD ON TOP OF LAYER 6
MAXIMUM HEAD ON TOP OF LAYER 6
LOCATION OF MAXIMUM HEAD IN LAYER 5
(DISTANCE FROM DRAIN)
PERCOLATION/LEAKAGE THROUGH LAYER 8
SNOW WATER
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
..............
1 THROUGH
30
------------------------------
(INCHES)
(CU. FT.)
5.25
19057.500
4.354
15803.2168
0.00334
12.13953
0.007055
25.60898
0.010
0.020
0.0 FEET
0.00640 23.22100
0.000000 0.00004
0.018
0.036
15.1 FEET
0.000774 2.80891
1.16 4211.9434
0.3984
0.0482
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)
----- -------- ---------
1 258.5519 0.2342
2 4.8502 0.2021
3 0.0051 0.0170
4 0.0000 0.0000
5 0.0086 0.0431
6 0.0000 0.0000
7 0.1875 0.7500
8 2.5859 0.2155
SNOW WATER 0.000
................

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x 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 xx
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PRECIPITATION DATA FILE: c:\help\prj\lvsutton\slope\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\slope\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\slope\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\slope\EVAPINT.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\slope\INT90FT.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\slope\INT90FT.OUT
TIME: 11:22 DATE: 8/ 5/2015
TITLE: L.V. Sutton Greenfield Landfill
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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 0
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.3833
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 30
THICKNESS
= 1104.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2056
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 24.00 INCHES

POROSITY = 0.4570 VOL/VOL
FIELD CAPACITY = 0.0830 VOL/VOL
WILTING POINT = 0.0330 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0856 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.999999975000E-04 CM/SEC
LAYER 4
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 6
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 7
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
POROSITY
FIELD CAPACITY
WILTING POINT
INITIAL SOIL WATER CONTENT
EFFECTIVE SAT. HYD. COND.
FML PINHOLE DENSITY
FML INSTALLATION DEFECTS
FML PLACEMENT QUALITY
= 0.06 INCHES
= 0.0000 VOL/VOL
0.0000 VOL/VOL
0.0000 VOL/VOL
= 0.0000 VOL/VOL
= 0.199999996000E-12 CM/SEC
= 2.00 HOLES/ACRE
= 2.00 HOLES/ACRE
= 3 - GOOD

LAYER 8
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER 9
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2661
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE # 3 WITH A
POOR STAND OF GRASS, A SURFACE SLOPE OF
33.%
AND A SLOPE LENGTH OF 150. FEET.
MAXIMUM LEAF AREA INDEX =
SCS RUNOFF CURVE NUMBER
= 76.30
START OF GROWING SEASON (JULIAN DATE) =
FRACTION OF AREA ALLOWING RUNOFF
= 100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 3.987
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 4.570
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.330
INCHES
INITIAL SNOW WATER
= 0.000
INCHES
INITIAL WATER IN LAYER MATERIALS
= 237.004
INCHES
TOTAL INITIAL WATER
= 237.004
INCHES
TOTAL SUBSURFACE INFLOW
= 0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
Wilmington North Carolina
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
1.00
START OF GROWING SEASON (JULIAN DATE) =
0
END OF GROWING SEASON (JULIAN DATE) =
367
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC

-------
2.23
-------
3.34
-------
4.14
-------
4.04
------- -------
3.69 5.29
6.67
9.71
4.03
2.75
4.26 3.78
NOTE:
TEMPERATURE
DATA WAS
SYNTHETICALLY
GENERATED USING
6.58
COEFFICIENTS FOR
CHARLESTON
SOUTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
-------
48.00
-------
49.10
-------
54.30
-------
63.70
--------------
71.80 76.80
80.60
77.90
73.70
65.00
52.00 51.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLESTON SOUTH CAROLINA
AND STATION LATITUDE = 34.30 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
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.021
0.117
0.217
0.312
0.192
0.288
0.433
2.154
0.284
0.225
0.407
0.219
STD. DEVIATIONS
0.094
0.232
0.311
0.640
0.428
0.484
0.728
1.754
0.627
0.526
0.665
0.290
EVAPOTRANSPIRATION
------------------
TOTALS
1.378
1.728
2.719
3.037
2.998
3.572
4.267
4.474
3.007
1.686
1.167
1.196
STD. DEVIATIONS
0.220
0.223
0.346
0.830
1.103
1.206
1.166
0.756
0.635
0.671
0.355
0.112
LATERAL DRAINAGE COLLECTED FROM
LAYER 4
----------------------------------------
TOTALS
0.5878
0.5769
0.7046
0.5493
0.5549
0.7098
0.8872
0.7646
0.5545
0.4437
0.6943
0.6761
STD. DEVIATIONS
0.4106
0.5180
0.5731
0.4032
0.4182
0.5338
0.5450
0.4877
0.4106
0.3823
0.5806
0.4498
PERCOLATION/LEAKAGE
THROUGH LAYER 5
------------------------------------
TOTALS
0.4460
0.4096
0.4857
0.4249
0.4401
0.4886
0.5813
0.5339
0.4357
0.3731
0.4715
0.4898
STD. DEVIATIONS
0.2481
0.2664
0.2962
0.2324
0.2326
0.2843
0.2864
0.2714
0.2366
0.2196
0.2960
0.2547
LATERAL DRAINAGE COLLECTED FROM
LAYER 6
----------------------------------------
TOTALS
0.4455
0.4052
0.4897
0.4314
0.4332
0.4836
0.5779
0.5390
0.4442
0.3732
0.4623
0.4939

STD. DEVIATIONS
0.2503
0.2583
0.3005
0.2333
0.2311
0.2801
0.0657
0.2875
0.2726
0.2408
0.2111
0.2945
0.2554
PERCOLATION/LEAKAGE
THROUGH LAYER
8
0.0534
0.0388 0.0390
0.0514
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0280
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
9
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60 (
------------------------------------
TOTALS
0.0019
0.0014
0.0020
0.0019
0.0020
0.0017
9.085
0.0019
0.0019
0.0017
0.0017
0.0011
0.0016
STD. DEVIATIONS
0.0026
0.0015
0.0030
0.0027
0.0033
0.0019
0.0028
0.0027
0.0019
0.0020
0.0010
0.0022
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD ON
TOP OF LAYER 5
-------------------------------------
AVERAGES
0.0548 0.0591
0.0657
0.0529 0.0517
0.0684
0.0827 0.0713
0.0534
0.0414 0.0669
0.0630
STD. DEVIATIONS
0.0383 0.0532
0.0534
0.0388 0.0390
0.0514
0.0508 0.0455
0.0395
0.0356 0.0559
0.0419
DAILY AVERAGE HEAD ON
TOP OF LAYER 7
-------------------------------------
AVERAGES
0.0415 0.0415
0.0456
0.0415 0.0404
0.0466
0.0539 0.0502
0.0428
0.0348 0.0445
0.0460
STD. DEVIATIONS
0.0233 0.0265
0.0280
0.0225 0.0215
0.0270
0.0268 0.0254 0.0232
0.0197 0.0284 0.0238
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH
30
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
53.60 (
9.125)
-------------
194554.7
---------
100.00
RUNOFF
4.869 (
2.5943)
17675.89
9.085
EVAPOTRANSPIRATION
31.229 (
2.8356)
113361.45
58.267
LATERAL DRAINAGE COLLECTED 7.70381 (
4.54651)
27964.846
14.37377
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 5
AVERAGE HEAD ON TOP
OF LAYER 5
LATERAL DRAINAGE COLLECTED
FROM LAYER 6
PERCOLATION/LEAKAGE THROUGH
LAYER 8
AVERAGE HEAD ON TOP
OF LAYER 7
PERCOLATION/LEAKAGE THROUGH
LAYER 9
CHANGE IN WATER STORAGE
5.58016 ( 2.72382) 20255.984 10.41146
0.061 ( 0.036)
5.57929 ( 2.72518) 20252.834 10.40984
0.00001 ( 0.00000) 0.020 0.00001
0.044 ( 0.022)
0.02083 ( 0.02610)
4.194 ( 9.3196)
75.606 0.03886
15224.07 7.825

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PEAK DAILY VALUES FOR YEARS
1 THROUGH 30
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION
5.25 19057.500
RUNOFF
3.592 13038.1807
DRAINAGE COLLECTED FROM LAYER 4
0.08480 307.83209
PERCOLATION/LEAKAGE THROUGH LAYER 5
0.036687 133.17285
AVERAGE HEAD ON TOP OF LAYER 5
0.245
MAXIMUM HEAD ON TOP OF LAYER 5
0.479
LOCATION OF MAXIMUM HEAD IN LAYER 4
0.1340
(DISTANCE FROM DRAIN)
8.5 FEET
DRAINAGE COLLECTED FROM LAYER 6
0.03466 125.82976
PERCOLATION/LEAKAGE THROUGH LAYER 8
0.000000 0.00011
AVERAGE HEAD ON TOP OF LAYER 7
0.100
MAXIMUM HEAD ON TOP OF LAYER 7
0.198
LOCATION OF MAXIMUM HEAD IN LAYER 6
0.7500
(DISTANCE FROM DRAIN)
4.7 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 9
0.000697 2.53094
SNOW WATER
1.16 4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL)
0.4570
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.0330
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.
.� .� .� .� .� .� .� sY?: sY?: sY?::::Y :::Y :::Y :•r ?r :•r ?r :•r ?r sY?c sY?r x?r x ?r �• ?r �• ?r �• :Y?::•r?::•r?: ?: ?r ?: ?r ?::•r :Y :•r :Y :•r :Y :•r :Y ?r :Y ?r :Y ?r :Y :•r ;;.:•r ;;.:•r sY ?r :r ?r :r ?r :•r?c :•r?c
..............
............: ?: ?r sk?r sk?r ::...:...::: ?: ?: ?: ?: ?::..:...:...:..::?r?: ?r?r>•; ?::.........., s..r s.., s..................:...:.........:...:...:........., s..r s..r
....... ....... ....... .......... ............................. ... ... ....... .. ..
FINAL WATER
STORAGE AT END
OF YEAR 30
----------------------------------------------------------------------
LAYER
(INCHES)
(VOL/VOL)
-----
1
--------
3.8433
---------
0.3203
2
349.7279
0.3168
3
6.4284
0.2679
4
0.0402
0.1340
5
0.0000
0.0000
6
0.0279
0.1393
7
0.0000
0.0000
8
0.1875
0.7500
9
2.5680
0.2140
SNOW WATER
0.000

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x HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE
HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) irk
DEVELOPED BY ENVIRONMENTAL LABORATORY
USAE WATERWAYS EXPERIMENT STATION k'k
*?r FOR USEPA RISK REDUCTION ENGINEERING LABORATORY
.r .r .r .r .r .r .r sr s, xs, x?; kirk irk it?r?;?r?; ?rkkkkkkkkskk skkkkkkkkkki; ki; ki; kkkkkkkkk?rk?rk?rkkkkkkk?rk?rkkkick
PRECIPITATION DATA FILE: c:\help\prj\lvsutton\slope\PREC.D4
TEMPERATURE DATA FILE: c:\help\pr3\lvsutton\slope\TEMP.D7
SOLAR RADIATION DATA FILE: c:\help\prj\lvsutton\slope\SOLRAD.D13
EVAPOTRANSPIRATION DATA: c:\help\prj\lvsutton\slope\EVAPFC.D11
SOIL AND DESIGN DATA FILE: c:\help\pr3\lvsutton\slope\ASH90F-1.D10
OUTPUT DATA FILE: c:\help\prj\lvsutton\slope\ASH90F-LOUT
TIME: 16: 1 DATE: 8/ 4/2015
TITLE: L.V. Sutton Greenfield Landfill
sY sY sY sY sY sY sYk irk irk s'r:'rir:'rir:'r irk sY k sYk :'rk irk irk :'rk i:k i:k is sY irk irk irkki:k is is kkkk ksY s'rk it it it it it irkkkkkkir ?r it ?r irkkkk
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 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.4570
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 2
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 3

TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS = 6.00 INCHES
POROSITY = 0.4570 VOL/VOL
FIELD CAPACITY = 0.0830 VOL/VOL
WILTING POINT = 0.0330 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.1991 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.999999975000E-04 CM/SEC
LAYER 4
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 30
THICKNESS
= 1080.00
INCHES
POROSITY
= 0.5410
VOL/VOL
FIELD CAPACITY
= 0.1870
VOL/VOL
WILTING POINT
= 0.0470
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.1870
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.499999987000E-04 CM/SEC
LAYER 5
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS
= 24.00
INCHES
POROSITY
= 0.4570
VOL/VOL
FIELD CAPACITY
= 0.0830
VOL/VOL
WILTING POINT
= 0.0330
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.0832
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.999999975000E-04 CM/SEC
LAYER 6
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.30
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 7
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
LAYER 8

TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 0
THICKNESS =
0.20
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
0.0050
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
1.19099998000 CM/SEC
SLOPE =
2.00
PERCENT
DRAINAGE LENGTH =
390.0
FEET
LAYER 9
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
= 0.06
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.
= 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY
= 2.00
HOLES/ACRE
FML INSTALLATION DEFECTS
= 2.00
HOLES/ACRE
FML PLACEMENT QUALITY
= 3 - GOOD
UPPER LIMIT OF EVAPORATIVE STORAGE
LAYER 10
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 17
THICKNESS = 0.25 INCHES
POROSITY = 0.7500 VOL/VOL
FIELD CAPACITY = 0.7470 VOL/VOL
WILTING POINT = 0.4000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.7500 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER 11
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 22
THICKNESS
= 12.00
INCHES
POROSITY
= 0.4190
VOL/VOL
FIELD CAPACITY
= 0.3070
VOL/VOL
WILTING POINT
= 0.1800
VOL/VOL
INITIAL SOIL WATER CONTENT
= 0.2900
VOL/VOL
EFFECTIVE SAT. HYD. COND.
= 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS
COMPUTED FROM
DEFAULT
SOIL DATA BASE USING SOIL
TEXTURE # 3 WITH A
FAIR STAND OF GRASS, A SURFACE SLOPE OF
33.%
AND A SLOPE LENGTH OF 150. FEET.
SCS RUNOFF CURVE NUMBER
= 63.30
FRACTION OF AREA ALLOWING RUNOFF
= 100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE
= 1.000
ACRES
EVAPORATIVE ZONE DEPTH
= 10.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE
= 4.570
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE
= 4.570
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE
= 0.330
INCHES

INITIAL SNOW WATER = 0.000 INCHES
INITIAL WATER IN LAYER MATERIALS = 219.826 INCHES
TOTAL INITIAL WATER = 219.826 INCHES
TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED
FROM
SYNTHETICALLY
Wilmington North Carolina
USING
STATION LATITUDE =
34.30
DEGREES
MAXIMUM LEAF AREA INDEX =
2.00
FEB/AUG MAR/SEP
--------------
START OF GROWING SEASON (JULIAN DATE) =
0
(INCHES)
END OF GROWING SEASON (JULIAN DATE) =
367
FEB/AUG MAR/SEP
--------------
EVAPORATIVE ZONE DEPTH =
10.0
INCHES
AVERAGE ANNUAL WIND SPEED =
2.40
MPH
AVERAGE 1ST QUARTER RELATIVE HUMIDITY =
68.60
6.67
AVERAGE 2ND QUARTER RELATIVE HUMIDITY =
71.70
4.26
AVERAGE 3RD QUARTER RELATIVE HUMIDITY =
78.80
6.58
AVERAGE 4TH QUARTER RELATIVE HUMIDITY =
74.60
2.52
NOTE:
PRECIPITATION DATA WAS
SYNTHETICALLY
GENERATED
USING
COEFFICIENTS FOR
COEFFICIENTS FOR
CHARLESTON
SOUTH
CAROLINA
FEB/AUG MAR/SEP
--------------
NORMAL MEAN MONTHLY
PRECIPITATION
(INCHES)
49.10 54.30
JAN/JUL
-------
FEB/AUG MAR/SEP
--------------
APR/OCT
-------
MAY/NOV
-------
JUN/DEC
-------
2.23
3.34 4.14
4.04
3.69
5.29
6.67
9.71 4.03
2.75
4.26
3.78
NOTE:
TEMPERATURE DATA WAS
SYNTHETICALLY
GENERATED USING
INCHES
COEFFICIENTS FOR
CHARLESTON
SOUTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL
-------
FEB/AUG MAR/SEP
--------------
APR/OCT
-------
MAY/NOV JUN/DEC
--------------
48.00
49.10 54.30
63.70
71.80 76.80
80.60
77.90 73.70
65.00
52.00 51.50
NOTE:
SOLAR RADIATION DATA
WAS SYNTHETICALLY GENERATED USING
1.64
COEFFICIENTS FOR
CHARLESTON
SOUTH CAROLINA
3.54
AND STATION LATITUDE = 34.30
DEGREES
-- -- --- --- -
-- --
AVERAGE MONTHLY
-------------------------------------------------------------------------------
VALUES IN
INCHES
FOR YEARS
1 THROUGH
30
3AN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
PRECIPITATION
-------------
TOTALS
1.64
3.60
4.45
4.16
3.54
4.83
6.58
10.78
4.05
2.52
3.89
3.55
STD. DEVIATIONS
1.17
1.58
1.99
2.59
1.99
2.61
3.03
4.57
2.29
2.32
2.06
1.84
RUNOFF
TOTALS
0.498
1.472
1.880
1.155
0.377
0.396
0.832
4.512
0.879
0.668
1.400
1.847

STD. DEVIATIONS
0.967
1.421
1.677
1.630
0.901
0.760
22.6613
1.821
4.025
1.423
1.470
1.781
1.786
EVAPOTRANSPIRATION
19.3868
19.6831
19.0091
20.5959
22.4963
STD. DEVIATIONS
------------------
TOTALS
1.383
1.784
2.970
4.003
4.299
4.248
2.7397
4.776
4.900
3.664
2.034
1.259
1.212
STD. DEVIATIONS
0.222
0.193
0.232
0.345
1.151
1.208
0.0000
1.189
0.696
0.318
0.548
0.332
0.114
PERCOLATION/LEAKAGE
THROUGH LAYER
2
0.0000
0.0000
0.0000
------------------------------------
TOTALS
0.1100
0.0997
0.1088
0.0970
0.0844
0.0763
0.0832
0.0958
0.0940
0.0942
0.0978
0.1093
STD. DEVIATIONS
0.0029
0.0034
0.0029
0.0067
0.0104
0.0090
0.0119
0.0133
0.0088
0.0116
0.0104
0.0077
LATERAL DRAINAGE COLLECTED
FROM LAYER 6
----------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
7
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0002
0.0002
STD. DEVIATIONS
0.0000
0.0001
0.0001
0.0001
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0008
0.0010
LATERAL DRAINAGE COLLECTED FROM LAYER 8
----------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0002
0.0002
STD. DEVIATIONS
0.0000
0.0001
0.0001
0.0001
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0008
0.0008
PERCOLATION/LEAKAGE
THROUGH LAYER
10
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
11
------------------------------------
TOTALS
0.0025
0.0029
0.0026
0.0029
0.0013
0.0001
0.0004
0.0015
0.0043
0.0034
0.0012
0.0011
STD. DEVIATIONS
0.0052
0.0069
0.0057
0.0127
0.0047
0.0005
0.0007
0.0025
0.0061
0.0055
0.0019
0.0018
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY AVERAGE HEAD
ON TOP OF LAYER 2
-------------------------------------
AVERAGES
22.6613
22.5465
22.3966
20.4142
16.7510
15.4927
16.4958
19.3868
19.6831
19.0091
20.5959
22.4963
STD. DEVIATIONS
0.6803
0.8056
0.6593
1.6092
2.3866
2.1455
2.7397
3.0552
2.0942
2.6743
2.4807
1.7715
DAILY AVERAGE HEAD
ON TOP OF LAYER
7
-------------------------------------
AVERAGES
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000

STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
DAILY AVERAGE HEAD ON
TOP OF LAYER
9
PERCOLATION/LEAKAGE THROUGH
-------------------------------------
AVERAGES
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
.r .c .r .c .r .c .r sr s, sr s, xi; kir kirk sr it i; it i; it
0.0000
itkkkkkkkskk skk
0.0000
skkkkkkkk>';
0.0000 0.0000
k>'; k>'; kkkkkkkkir it it it
0.0001
it itkkkkkk
0.0001
kir kic ki: kick is
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 30
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
------------------- ------------- ---------
PRECIPITATION 53.60 ( 9.125) 194554.7 100.00
RUNOFF 15.916 ( 7.8098) 57773.30 29.695
EVAPOTRANSPIRATION 36.530 ( 2.7508) 132605.53 68.158
PERCOLATION/LEAKAGE THROUGH 1.15038 ( 0.04223) 4175.882 2.14638
LAYER 2
AVERAGE HEAD ON TOP 19.827 ( 0.824)
OF LAYER 2
LATERAL DRAINAGE COLLECTED 0.00002 ( 0.00008) 0.061 0.00003
FROM LAYER 6
PERCOLATION/LEAKAGE THROUGH 0.00057 ( 0.00194) 2.079 0.00107
LAYER 7
AVERAGE HEAD ON TOP
0.000 (
0.000)
OF LAYER 7
LATERAL DRAINAGE COLLECTED
0.00054
( 0.00177)
1.963
0.00101
FROM LAYER 8
PERCOLATION/LEAKAGE THROUGH
0.00000
( 0.00000)
0.003
0.00000
LAYER 10
AVERAGE HEAD ON TOP
0.000 (
0.000)
OF LAYER 9
PERCOLATION/LEAKAGE THROUGH
0.02421
( 0.03034)
87.884
0.04517
LAYER 11
CHANGE IN WATER STORAGE 1.126 (
.............................................................
............:: k k is s; i::, ..............., ..., .....................................................r
0.4577)
.................................................
...r ...r ...r
4085.97
..............................................
2.100

PEAK DAILY VALUES
FOR YEARS
1 THROUGH
30
------------------------------------------------------------------------
(INCHES)
(CU. FT.)
PRECIPITATION
5.25
19057.500
RUNOFF
5.069
18399.8203
PERCOLATION/LEAKAGE
THROUGH
LAYER
2
0.003734
13.55547
AVERAGE HEAD ON TOP
OF LAYER
2
24.000
DRAINAGE COLLECTED FROM LAYER
6
0.00005
0.16564
PERCOLATION/LEAKAGE
THROUGH
LAYER
7
0.000816
2.96325
AVERAGE HEAD ON TOP
OF LAYER
7
0.000
MAXIMUM HEAD ON TOP
OF LAYER
7
0.011
LOCATION OF MAXIMUM
HEAD IN
LAYER
6
(DISTANCE FROM DRAIN)
0.0 FEET
DRAINAGE COLLECTED FROM LAYER
8
0.00056
2.03301
PERCOLATION/LEAKAGE
THROUGH
LAYER
10
0.000000
0.00003
AVERAGE HEAD ON TOP
OF LAYER
9
0.002
MAXIMUM HEAD ON TOP
OF LAYER
9
0.003
LOCATION OF MAXIMUM
HEAD IN
LAYER
8
(DISTANCE FROM DRAIN)
0.0 FEET
PERCOLATION/LEAKAGE
THROUGH
LAYER
11
0.003073
11.15487
SNOW WATER
1.16
4211.9434
MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4570
MINIMUM VEG. SOIL WATER (VOL/VOL) 0.0330
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 10.9679 0.4570
2 0.0000 0.0000
3 1.2140 0.2023
4 234.4497 0.2171
5 4.0158 0.1673
6 0.0030 0.0100
7 0.0000 0.0000
8 0.0029 0.0147
9 0.0000 0.0000
10 0.1875 0.7500
11 2.7536 0.2295
SNOW WATER 0.000
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