BC_DraftClosureOptionDetails_20180607

ATTACHMENT 1
NARRATIVE DESCRIPTION OF OPTIONS CONSIDERED
(DRAFT - 02/12/2016)

DRAFT — AECOM
Table 1 — Closure Options Summary
Ash Basin Closure Options Evaluation
Belews Creek Steam Station
Duke Energy
Description
• Remove free water. Install temporary wastewater treatment system,
as needed.
• Grade the ash surface to promote positive drainage. Limited ash
excavation and stacking anticipated.
• Start partial removal of dam.
• Construct closure cap over ash basin area using soils from dam
excavation.
• Complete partial dam removal and tie-in with closure cap.
• Groundwater remediation and/or monitoring, if/as needed.
• Remove free water. Install temporary wastewater treatment system,
as needed.
• Excavate the ash area that was mainly under water at the start of the
project. Stack the excavated ash on top of the existing ash delta,
away from the excavation slope initially.
• Construct new perimeter berm for the hybrid closure area. Construct
a stabilized slope wedge or Deep Mixing Method (DMM) wall as
needed.
• Grade closure area and construct closure cap using soils from dam
excavation.
• Complete dam removal and restore excavated areas to stable and
non -erodible condition.
• Groundwater remediation and/or monitoring, if/as needed.
• Remove free water. Install temporary wastewater treatment system,
as needed.
• Excavate the ash area that was mainly under water at the start of the
project. Stack the excavated ash on top of the existing ash delta,
away from the excavation slope.
• Construct new temporary perimeter berm for the ash delta area.
Construct a temporary stabilized slope wedge or Deep Mixing
Method (DMM) wall as needed.
• Construct a lined landfill in the excavated ash basin footprint.
Excavate the stacked and ash delta ash and place in landfill and cap
using the excavated soil from the dam (in addition to geosynthetics).
• Complete dam removal and restore excavated areas to stable and
non -erodible condition.
• Groundwater remediation and/or monitoring, if/as needed.
• Remove free water. Install temporary wastewater treatment system,
as needed.
• Construct a lined landfill outside the ash basin footprint within the site
property.
• Excavate the ash from the basin, place in the landfill, cap using the
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DRAFT — AECOM
Option
Description
soil from the dam (in addition to geosynthetics).
• Complete dam removal and restore excavated areas to stable and
non -erodible condition.
• Groundwater remediation and/or monitoring, if/as needed.
• Remove free water. Install temporary wastewater treatment system,
as needed.
• Excavate the ash from the basin, moisture condition to be ready for
hauling, and send for offsite disposal at a location (e.g. landfill or
structural fill) identified by Duke. 1,000,000 cubic years per year
assumed. Transport method yet to be determined.
• Complete dam removal and restore excavated areas to stable and
non -erodible condition.
• Groundwater remediation and/or monitoring, if/as needed.
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DRAFT - AECOM
Table 2 — Quantity Summary
Ash Basin Closure Options Evaluation
Belews Creek Steam Station
Duke Energy
Item
Volume (CY)
Area (AC)
2D Surface
3D Surface
Existing Ash
Ash Basin Area (regulatory boundary)
NA
270
NA
In Place Ash
9,669,743
270
NA
Ash Basin Dam
1,269,605
15
NA
1-Foot Overexcavation
441,235
270
273
Free water volume (below El. 750')
1,014,853,821 GAL
140
NA
Option 1: Closure in Place
Closed contained ash
9,669,743
270
275
Approximate cut/fill volume (will be more for ash delta)
1,239,885
NA
NA
Dam soil cut volume
924,605
NA
NA
2 ft soil cover
887,333
270
275
Option 2: Hybrid Option
Closed contained ash and cover
9,645,989
167
167
Ash excavation volume
2,255,272
NA
NA
Soil stabilization area volume
629,630
NA
NA
Perimeter stability berm volume
103,704
NA
NA
2 ft soil cover
539,176
NA
167
Dam soil cut volume
1,269,605
NA
NA
Option 3: Onsite Landfill Inside the Excavated Ash Basin
Closed contained ash and cover
9,833,234
74
78
Ash excavation volume (initial phase)
2,255,272
NA
NA
Soil stabilization area volume
629,630
NA
NA
Ash excavation volume (final phase)
9,669,743
NA
NA
Landfill baseliner system (2-ft soil + synthetics)
251,402
NA
78
Landfill cover system (2-ft soil + synthetics)
251,402
NA
78
Dam soil cut volume
1,269,605
NA
NA
Option 4: Onsite Landfill Outside the Excavated Ash
Basin
Closed contained ash and cover
9,670,250
83
88
Ash excavation volume
9,669,743
NA
NA
Landfill baseliner system (2-ft soil + synthetics)
282,981
NA
88
Landfill cover system (2-ft soil + synthetics)
282,981
NA
88
Dam soil cut volume
1,269,605
NA
NA
Option 5: Offsite Disposal
Closed contained ash
9,669,743
NA
NA
Ash excavation volume
9,669,743
NA
NA
Dam soil cut volume
1,269,605
NA
NA
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DRAFT — AECOM
Subject
Table 3.1 — Option 1 Overview: Closure in Place
Ash Basin Closure Options Evaluation
Belews Creek Steam Station
Duke Energy
Description — Option 1
1. Remove free water. Install temporary wastewater treatment system, as
needed.
2. Grade the ash surface to promote positive drainage. Limited ash
excavation and stacking anticipated.
3. Start partial removal of dam.
4. Construct closure cap over ash basin area using soils from dam
excavation.
5. Complete partial dam removal and tie-in with closure cap.
6. Groundwater remediation and/or monitoring, if/as needed.
1. Lower free water level by removing stop logs to the maximum extent
possible. It is believed that this lowering can be done under the
existing NPDES permit.
2. Remove remaining free water by using floating pumps, screened
intakes, and pumping through the existing spillway riser. Install
temporary wastewater treatment systems, as needed to meet NPDES
requirements based on future discussion with the regulators. Estimated
volume of free water below the existing water level at El. 750 is over
one billion gallons. Assuming that process water flows into the ash
basin will be stopped at this time, additional storm water will still need to
be pumped (and treated).
3. Grade the ash surface to promote positive drainage. Limited ash
excavation and stacking within the ash basin are anticipated. Cut and
fill volumes are expected to be balanced. Estimated total cut and fill
volume is about 1.2 million cubic yards in the water covered area, with
potential additional re -grading in the ash delta. Limited dewatering of
ash entrained water may be needed at certain locations to support
access and future placement of the cover system.
4. Start partial removal of dam. Final volume of soil to be removed from
the dam is estimated to be about 0.9 million cubic yards.
5. Construct closure cap over ash basin area primarily using soils from
dam excavation. Total soil cover soil volume is estimated to be about
0.45 million cubic yards based on a 2-ft thick soil cover system. The
total soil cover 3-D surface area is 275 acres. Total 2-D footprint of the
closure area is 270 acres. Total in place ash volume is 11,603,692
tons (9,669,743 cubic yards).
6. Complete partial dam removal and tie-in with closure cap.
1. Existing ash/surface water impoundments will not be eliminated (i.e.,
will remain in place), resulting in some level of risk of breach/failure.
2. Current groundwater conditions do not involve significant exceedances.
Predictive modelling and corrective action plan by HDR (December
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DRAFT - AECOM
Subject
Description - Option 1
2015) indicates improvements.
3. Residual groundwater -related risk is not eliminated by Closure in Place.
Largest unlined closure area.
4. Proximity to River Bank or Shoreline — Generally same as Options 2, 3,
and 4.
5. Proximity to Public Drinking Water Intakes — Generally same as
Options 2, 3, and 4 (but Option 4 lined).
6. Proximity to Downgradient Potable Wall - Generally same as Options 2,
3, and 4 (but Option 4 lined).
7. Restoration of habitat, streams or wetlands — Minimal impact (borrow
area development will endeavor to avoid impacts).
8. Air emissions off -site (based on miles driven) — NA
9. Air emissions on -site (based on gallons of fuel consumed) from closure
implementation — this will be best option as construction work is limited.
10. Avoidance of greenfield disturbance — On -site borrow area only.
11. Stormwater run-on will enter the construction areas and need to be
managed. Stormwater and existing waters within ash basins will be
treated prior to discharge. For final condition, stormwater run-on will be
routed along the closure cover system.
1. Capital costs = $58 MM
2. Long-term operations maintenance and monitoring = $7.5M over 30
years
3. Avoided costs — Off -site hauling ash, costs managed through
minimizing material handling.
4. Significant additional groundwater remediation costs (capital and O&M)
may be applicable because of Closure in Place in an unlined state.
1. High likelihood of meeting regulatory deadlines
2. Design and permitting = 12 months
3. Initiation time (to begin closure construction) = 30 months (includes
design/permits and dewatering)
4. Construction = 76 months
5. Post -closure = 30 years
1. In place closure being unlined.
2. NPDES permit modifications.
3. Plan or potential for beneficial reuse of site — none.
4. Imported soil needs — Reuse partial dam removal soil.
5. CCR beneficial reuse - None
6. Transportation impact (based on miles driven) — No offsite miles.
Onsite limited within ash basin footprint — minimal construction
compared to other options.
7. Noise impact due to on -site activity (based on proximity of neighbors) —
very less.
8. Visual impact (based on final height of storage facility, land uses within
the viewshed) — better than current conditions (i.e. almost none).
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5

DRAFT — AECOM
Subject
Description — Option 1
1. Relative to other options, this one has easier construction.
2. Stormwater management within basin.
3. No high excavations within the ash.
4. Dewatering mostly limited to free water removal.
5. Relatively limited construction compared to other options.
6. Most economical option.
7. Can be safely executed using typical ash pond closure construction
methods.
8. Less chance for schedule delays.
1. Larger footprint of unlined area.
2. Cover slopes are generally on the flatter side, resulting in more
maintenance needs.
3. Partial dam removal and likely need for remaining in the dams program
until entrained water levels decrease further.
o`v
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DRAFT — AECOM
Table 3.2 — Option 2 Overview: Hybrid Closure Option (Removal for areas under
water and Closure in Place for the ash delta) - Reduced Closure Footprint Within
the Ash Basin
Ash Basin Closure Options Evaluation
Belews Creek Steam Station
Subject
Duke Energy
Description — Option 2
1. Remove free water. Install temporary wastewater treatment system, as
needed.
2. Excavate the ash area that was mainly under water at the start of the
project. Stack the excavated ash on top of the existing ash delta, away
from the excavation slope initially.
3. Construct new perimeter berm for the hybrid closure area. Construct a
stabilized slope wedge or Deep Mixing Method (DMM) wall as needed.
4. Grade closure area and construct closure cap using soils from dam
excavation.
5. Complete dam removal and restore excavated areas to stable and non -
erodible condition.
6. Groundwater remediation and/or monitoring, if/as needed.
1. Lower free water level by removing stop logs to the maximum extent
possible. It is believed that this lowering can be done under the
existing NPDES permit.
2. Remove remaining free water by using floating pumps, screened
intakes, and pumping through the existing spillway riser. Install
temporary wastewater treatment systems, as needed to meet NPDES
requirements based on future discussion with the regulators. Estimated
volume of free water below the existing water level at El. 750 is over
one billion gallons. Assuming that process water flows into the ash
basin will be stopped at this time, additional storm water will still need to
'\ be pumped (and treated).
3. Stabilize the target excavation cut slope area of the ash basin by
implementing deep soil mixing or alternative approaches. Ash
entrained water dewatering in target areas may also be needed.
4. Excavate the ash area that was mainly under water at the start of the
project. Stack the excavated ash on top of the existing ash delta, away
from the excavation slope initially. Excavation volume estimated to be
2.2 million cubic yards.
5. Construct new perimeter berm for the hybrid closure area. Construct a
stabilized slope wedge or Deep Mixing Method (DMM) wall as needed.
6. Start dam removal. Final volume of soil to be removed from the dam is
estimated to be 1.2 million cubic yards.
7. Grade closure area and construct closure cap using soils from dam
excavation. Total fill volume is estimated to be about 2.2 million cubic
yards. Total soil cover soil volume is estimated to be 0.5 million cubic
INTERNAL WORKING DRAFT
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DRAFT - AECOM
Subject
Description - Option 2
yards based on a 2-ft thick soil cover system. The total soil cover 3-D
surface area is 167 acres. Total 2-D footprint of the closure area is 167
acres. Total in place ash volume is 11,603,692 tons (9,669,743 cubic
yards).
8. Complete dam removal and restore excavated areas to stable and non -
erodible condition.
9. Groundwater remediation and/or monitoring, if/as needed.
1. Existing ash/surface water impoundments will not be eliminated (i.e.,
will remain in place), resulting in some level of risk of breach/failure.
2. Current groundwater conditions do not involve significant exceedances.
Predictive modelling and corrective action plan by HDR (December
2015) indicates improvements.
3. Residual groundwater -related risk is not fully eliminated by Hybrid
Closure, however unlined footprint area is reduced. Second largest
unlined closure area along with Option 3.
4. Proximity to River Bank or Shoreline — Generally same as Options 2, 3,
and 4.
5. Proximity to Public Drinking Water Intakes— Generally same as
Options 2, 3, and 4 (but Option 4 lined).
6. Proximity to Downgradient Potable Wall - Generally same as Options 2,
3, and 4 (but Option 4 lined).
7. Restoration of habitat, streams or wetlands — Minimal impact (borrow
area development will endeavor to avoid impacts).
8. Air emissions off -site (based on miles driven) — NA
9. Air emissions on -site (based on gallons of fuel consumed) from closure
implementation — this will be second best option based on construction
work, along with Option 3.
10. Avoidance of greenfield disturbance — On -site borrow area only.
11. Stormwater run-on will enter the construction areas and need to be
managed. Stormwater and existing waters within ash basins will be
treated prior to discharge. For final condition, stormwater run-on will be
partially routed along the closure cover system.
1. Capital costs = $105 M M
2. Long-term operations maintenance and monitoring = $100K annual.
3. Avoided costs — Off -site hauling ash, costs managed through
minimizing material handling.
4. Significant additional groundwater remediation costs (capital and O&M)
may be applicable because of Closure in Place in an unlined state.
1. High likelihood of meeting regulatory deadlines
2. Design and permitting = 18 months
3. Initiation time (to begin closure construction) = 36 months (includes
design/permits and dewatering)
4. Construction = 88 months
5. Post -closure = 30 years
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DRAFT — AECOM
Subject
Description — Option 2
place closure portion being unlined.
IDES permit modifications.
an or potential for beneficial reuse of site — Partially restore to nature
id use for hybrid closure footprint.
(ported soil needs — Reuse dam removal soil.
: R beneficial reuse - None
ansportation impact (based on miles driven) — No offsite miles.
isite limited within ash basin footprint.
)ise impact due to on -site activity (based on proximity of neighbors) -
3s.
3ual impact (based on final height of storage facility, land uses within the
�wshed) — minimal.
ie of the most difficult construction options.
ormwater management within basin.
gh excavations within the ash and overfilling ash delta. Need
abilization.
watering mostly limited to free water removal. Additional dewatering
thin the area under water as part of ash removal.
)otprint reduction.
reaper than the landfill or offsite disposal options.
)mplete dam removal.
)otprint with unlined area remains partially.
fficult high excavation of ponded ash in the middle of the ash pond
)ses several construction and safety challenges.
)ng term stability concerns due to the ponded ash slopes. A high
ability dike may need to be constructed.
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DRAFT — AECOM
Table 3.3 — Option 3 Overview: Removal - Onsite Landfill Inside the Excavated
Ash Basin
Ash Basin Closure Options Evaluation
Belews Creek Steam Station
Duke Energy
Subject
DetailAN
I!
0
11
K
3.
11
Description — Option 3
Remove free water. Install temporary wastewater treatment system, as
needed.
Excavate the ash area that was mainly under water at the start of the
project. Stack the excavated ash on top of the existing ash delta, away
from the excavation slope.
Construct new temporary perimeter berm for the ash delta area.
Construct a temporary stabilized slope wedge or Deep Mixing Method
(DMM) wall as needed.
Construct a lined landfill in the excavated ash basin footprint. Excavate
the stacked and ash delta ash and place in landfill and cap using the
excavated soil from the dam (in addition to geosynthetics).
Complete dam removal and restore excavated areas to stable and non -
erodible condition.
Groundwater remediation and/or monitoring, if/as needed.
Lower free water level by removing stop logs to the maximum extent
possible. It is believed that this lowering can be done under the
existing NPDES permit.
Remove remaining free water by using floating pumps, screened
intakes, and pumping through the existing spillway riser. Install
temporary wastewater treatment systems, as needed to meet NPDES
requirements based on future discussion with the regulators. Estimated
volume of free water below the existing water level at El. 750 is over
one billion gallons. Assuming that process water flows into the ash
basin will be stopped at this time, additional storm water will still need to
be pumped (and treated).
Stabilize the target excavation cut slope area of the ash basin by
implementing deep soil mixing or alternative approaches. Ash
entrained water dewatering in target areas may also be needed.
Excavate the ash area that was mainly under water at the start of the
project. Stack the excavated ash on top of the existing ash delta, away
from the excavation slope initially. Excavation volume estimated to be
2.2 million cubic yards in the initial phase to stack over the ash delta
and 9.6 million cubic yards subsequently to place in the landfill.
5. Construct new temporary perimeter berm for the ash delta area.
Construct a temporary stabilized slope wedge or Deep Mixing Method
(DMM) wall as needed.
6. Start partial dam removal.
7. Construct a lined landfill in the excavated ash basin footprint. Liner 2D
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DRAFT - AECOM
Subject
Description - Option 3
area is estimated to be 74 acres. Excavate the stacked and ash delta
ash and place in landfill and cap using the excavated soil from the dam
(in addition to geosynthetics). Total capacity of the landfill is 9.8 million
cubic yards. Total soil cover soil volume is estimated to be 0.25 million
cubic yards based on a 2-ft thick soil cover system (in addition to
geosynthetics). The total soil cover 3-D surface area is 78 acres.
Complete dam removal and restore excavated areas to stable and non -
erodible condition. Final volume of soil to be removed from the dam is
estimated to be 1.2 million cubic yards.
9. Groundwater remediation and/or monitoring, if/as needed.
1. Existing ash/surface water impoundments will be eliminated (i.e., lined
compacted disposal), resulting in elimination of risk of breach/failure.
2. Current groundwater conditions do not involve significant exceedances.
Predictive modelling and corrective action plan by HDR (December
2015) indicates significant improvements. However, lined disposal
offers higher level of groundwater protection.
3. Residual groundwater -related risk is eliminated by Removal and Lined
Disposal.
4. Proximity to River Ban or Shoreline — Generally same as Options 2 and
4.
5. Proximity to Public Drinking Water Intakes— Generally same as
Options 2 and 4 (but Option 4 lined).
6. Proximity to Downgradient Potable Wall - Generally same as Options 2
and 4 (but Option 4 lined).
7. Restoration of habitat, streams or wetlands — Minimal impact (borrow
area development will endeavor to avoid impacts).
8. Air emissions off -site (based on miles driven) — NA
9. Air emissions on -site (based on gallons of fuel consumed) from closure
implementation — this will be third best option based on construction
work.
10. Avoidance of greenfield disturbance — On -site borrow area only.
11. Stormwater run-on will enter the construction areas and need to be
managed. Stormwater and existing waters within ash basins will be
treated prior to discharge.
1. Capital costs = $286 M M
2. Long-term operations maintenance and monitoring = $200K annual.
3. Avoided costs — Off -site hauling ash, costs managed through
minimizing material handling.
4. Additional groundwater remediation costs (capital and O&M) may be
less because of closure in a lined state (i.e. removal and landfill).
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DRAFT - AECOM
Subject
Description - Option 3
1. Ash removal rates at 100,000 tons per year may prove challenging to
meet regulatory deadlines.
2. Design and permitting = 18 months
3. Initiation time (to begin closure construction) = 54 months (includes
design/permits and dewatering)
4. Construction = 150 months
5. Post -closure = 30 years
1. Siting/permitting of new landfill.
2. NPDES permit modifications.
3. Constructing a landfill within the excavated ash basin should result in
less interest.
4. Plan or potential for beneficial reuse of site — Partially restore to nature
and use for landfill footprint.
5. Imported soil needs — Reuse dam removal soil. Potential additional soil
needs to meet hydraulic conductivity requirements.
6. CCR beneficial reuse - None
7. Transportation impact (based on miles driven) — No offsite miles.
Onsite limited within ash basin footprint.
8. Noise impact due to on -site activity (based on proximity of neighbors) -
less.
9. Visual impact (based on final height of storage facility, land uses within the
viewshed) — Need to consider Landfill Viewshed.
1. One of the most difficult construction options.
2. Stormwater management within basin.
3. High excavations within the ash and overfilling ash delta. Need
stabilization.
4. Landfill to be constructed in front of this high ash cut.
1. Dewatering will include free water removal and pore water removal as
part of ash excavation.
2. Closure by removal
3. Landfill does not take up any greenfield space.
4. Complete dam removal.
1. Difficult high excavation of ponded ash in the middle of the ash pond
poses several construction and safety challenges.
2. Additional structural fill (than estimated now) may needed to provide
groundwater separation for the baseliner.
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DRAFT — AECOM
Table 3.4 — Option 4 Overview: Removal - Onsite Landfill Outside the Ash Basin
Ash Basin Closure Options Evaluation
Belews Creek Steam Station
Duke Energy
Subject
Description — Option 4
1. Remove free water. Install temporary wastewater treatment system, as
needed.
2. Construct a lined landfill outside the ash basin footprint within the site
property.
3. Excavate the ash from the basin, place in the landfill, cap using the soil
from the dam (in addition to geosynthetics).
4. Complete dam removal and restore excavated areas to stable and non -
erodible condition.
5. Groundwater remediation and/or monitoring, if/as needed.
Lower free water level by removing stop logs to the maximum extent
possible. It is believed that this lowering can be done under the
existing NPDES permit.
2. Remove remaining free water by using floating pumps, screened
intakes, and pumping through the existing spillway riser. Install
temporary wastewater treatment systems, as needed to meet NPDES
requirements based on future discussion with the regulators. Estimated
volume of free water below the existing water level at El. 750 is over
one billion gallons. Assuming that process water flows into the ash
basin will be stopped at this time, additional storm water will still need to
be pumped (and treated).
3. Construct a lined landfill outside the ash basin footprint within the site
property. Landfill 2D area is 83 acres.
4. Excavate the ash from the ash basin nd haul to the landfill. Excavation
volume estimated to be 9.6 million cubic yards.
5. Start partial dam removal.
6. Place ash in the landfill and cap. Total ash contained in landfill is 9.6
million cubic yards. Total soil cover soil volume is estimated to be 0.28
million cubic yards based on a 2-ft thick soil cover system (in addition to
geosynthetics). The total soil cover 3-D surface area is 88 acres.
7. Complete dam removal and restore excavated areas to stable and non -
erodible condition. Final volume of soil to be removed from the dam is
estimated to be 1.2 million cubic yards.
Groundwater remediation and/or monitoring, if/as needed.
1. Existing ash/surface water impoundments will be eliminated (i.e., lined
compacted disposal), resulting in elimination of risk of breach/failure.
2. Current groundwater conditions do not involve significant exceedances.
Predictive modelling and corrective action plan by HDR (December
2015) indicates significant improvements. However, lined disposal
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DRAFT - AECOM
Subject
Description - Option 4
offers higher level of groundwater protection.
3. Residual groundwater -related risk is eliminated by Removal and Lined
Disposal.
4. Proximity to River Bank or Shoreline — Closer to Belews Lake than
other options.
5. Proximity to Public Drinking Water Intakes — Closer to some of the
wells, but this is a lined option.
6. Proximity to Downgradient Potable Wall - Closer to some of the wells,
but this is a lined option.
7. Restoration of habitat, streams or wetlands — Greenfield industrial area
with some impact to two small streams that discharge to Belews Lake.
8. Air emissions off -site (based on miles driven) — NA
9. Air emissions on -site (based on gallons of fuel consumed) from closure
implementation — this will have the most impact due to hauling needs
among the onsite options.
10. Avoidance of greenfield disturbance —This impacts onsite industrial
greenfield area.
11. Stormwater run-on will enter the construction areas and need to be
managed. Stormwater and existing waters within ash basins will be
treated prior to discharge.
1. Capital costs = $268 MM
2. Long-term operations maintenance and monitoring = $200K annual.
3. Avoided costs — Off -site hauling ash, costs managed through
minimizing material handling.
4. Additional groundwater remediation costs (capital and O&M) may be
less because of closure in a lined state (i.e. removal and landfill).
1. Ash removal rates at 1,000,000 cubic yards per year may prove
challenging to meet regulatory deadlines.
2. Design and permitting = 24 months
3. Initiation time (to begin closure construction) = 54 months (includes
design/permits and dewatering)
4. Construction = 138 months
5. Post -closure = 30 years
1. Siting/permitting of new landfill
2. NPDES permit modifications
3. Constructing landfill in greenfield (industrial) area near to the Belews
lake and some water supply wells.
4. Plan or potential for beneficial reuse of site — Restore to nature
5. Imported soil needs — Reuse dam removal soil. Potential additional soil
needs to meet hydraulic conductivity requirements.
6. CCR beneficial reuse - None
7. Transportation impact (based on miles driven) — No offsite miles.
Onsite hauling across Pine Hall Road (or conveyor needed).
8. Noise impact due to on -site activity (based on proximity of neighbors).
INTERNAL WORKING DRAFT 14
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DRAFT — AECOM
Subject
Description — Option 4
9. Visual impact (based on final height of storage facility, land uses within
the viewshed) — Need to consider Landfill Viewshed.
1. Relatively manageable construction option.
2. Stormwater management within basin and outside as well (landfill,
hauling).
3. Excavation can be in layers and safer than Options 2 and 4.
1. Dewatering will include free water removal and pore water removal as
part of ash excavation.
2. Closure by removal
3. Complete dam removal.
1. Landfill takes up greenfield space. Ir
O
INTERNAL WORKING DRAFT 15
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY

DRAFT — AECOM
Table 3.5 — Option 5 Overview: Removal — Offsite Disposal
Ash Basin Closure Options Evaluation
Belews Creek Steam Station
Duke Energy
Subject
Description — Option 5
1. Remove free water. Install temporary wastewater treatment system, as
needed.
2. Excavate the ash from the basin, moisture condition to be ready for
hauling, and send for offsite disposal at a location (e.g. landfill or
structural fill) identified by Duke. 1,000,000 cubic yards per year assumed.
Transport method yet to be determined.
3. Complete dam removal and restore excavated areas to stable and non -
erodible condition.
4. Groundwater remediation and/or monitoring, if/as needed.
Lower free water level by removing stop logs to the maximum extent
possible. It is believed that this lowering can be done under the
existing NPDES permit.
2. Remove remaining free water by using floating pumps, screened
intakes, and pumping through the existing spillway riser. Install
temporary wastewater treatment systems, as needed to meet NPDES
requirements based on future discussion with the regulators. Estimated
volume of free water below the existing water level at El. 750 is over
one billion gallons. Assuming that process water flows into the ash
basin will be stopped at this time, additional storm water will still need to
be pumped (and treated).
3. Excavate the ash from the ash basin and moisture condition as needed
to prepare for offsite transport. Excavation volume estimated to be 9.6
million cubic yards.
4. Transfer ash to offsite location identified by Duke (landfill or structural
fill).
5. Complete dam removal and restore excavated areas to stable and non -
erodible condition. Final volume of soil to be removed from the dam is
estimated to be 1.2 million cubic yards.
6. Groundwater remediation and/or monitoring, if/as needed.
1. Existing ash/surface water impoundments will be eliminated (i.e., offsite
lined and compacted disposal), resulting in elimination of risk of
breach/failure.
2. Current groundwater conditions do not involve significant exceedances.
Predictive modelling and corrective action plan by HDR (December
2015) indicates significant improvements. However, lined disposal
offsite offers higher level of groundwater protection onsite.
3. Residual groundwater -related risk is eliminated by Removal and Lined
Disposal offsite.
INTERNAL WORKING DRAFT 16
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY

DRAFT - AECOM
Subject
Description - Option 5
4. Proximity to River Bank or Shoreline — offsite disposal, location
unknown at this time and assumed to meet minimum regulatory
setbacks.
5. Proximity to Public Drinking Water Intakes — offsite disposal, location
unknown at this time and assumed to meet minimum regulatory
setbacks.
6. Proximity to Downgradient Potable Wall - offsite disposal, location
unknown at this time and assumed to meet minimum regulatory
setbacks.
7. Restoration of habitat, streams or wetlands — offsite disposal, location
unknown at this time and assumed to meet minimum regulatory
setbacks.
8. Air emissions off -site (based on miles driven) — Significant.
9. Air emissions on -site (based on gallons of fuel consumed) from closure
implementation — this will have some impacts due to hauling.
10. Avoidance of greenfield disturbance— No impact onsite. Impacts may
be offsite and not known at this time.
11. Stormwater run-on will enter the construction areas and need to be
managed. Stormwater and existing waters within ash basins will be
treated prior to discharge.
1. Capital costs = $1 Billion
2. Long-term operations maintenance and monitoring = $100,000 annual.
3. Avoided costs — onsite monitoring and O&M. Groundwater monitoring
still needed for the removal area.
4. Additional groundwater remediation costs (capital and O&M) may be
less because of source removal (i.e. removal and offsite disposal).
1. Ash removal rates at 1,000,000 cubic yards per year may prove
challenging to meet regulatory deadlines.
2. Design and permitting = 12 months (assuming offsite permitted
capacity is readily available)
3. Initiation time (to begin closure construction) = 36 months (includes
design/permits and dewatering)
4. Construction = 129 months
5. Post -closure = 30 years
1. Final location for the ash.
2. NPDES permit modifications.
3. Plan or potential for beneficial reuse of site — restore to nature.
4. Imported soil needs — None.
5. CCR beneficial reuse — Offsite use could be a beneficial reuse
structural fill (e.g. mine reclamation).
6. Transportation impact (based on miles driven) — Significant offsite
miles.
7. Noise impact due to on -site activity (based on proximity of neighbors) —
More due to offsite transport.
INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/201b
FOR DISCUSSION PURPOSES ONLY
17

DRAFT — AECOM
Subject
Description — Option 5
8. Visual impact (based on final height of storage facility, land uses within
the viewshed) — None onsite.
1. Relatively manageable construction option.
2. Stormwater management within basin and outside as well (hauling).
3. Excavation can be in layers and safer than Options 2 and 4.
1. Dewatering will include free water removal and pore water removal as
part of ash excavation.
1. Closure by removal
2. Complete dam removal.
1. Offsite transport.
2. Depending on the arrangement, Duke may lose oversight over the long
term protection of the ash, while some responsibility may still remain
with Duke (e.g. offsite owner becoming bankrupt).
INTERNAL WORKING DRAFT 18
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY

ATTACHMENT 2
CONCEPTUAL DRAWINGS OF OPTIONS CONSIDERED
(DRAFT - 02/12/2016)

INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
AECOM
Closure Options Conceptual Drawings

INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
In -Place CCR Volume
A_OOM
O
Off'

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INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
AECOM
Closure Options O

REV. 0
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' LEGEND:
�M
PROPERTY BOUNDARY
'�' <' •y APPROXIMATE LANDFILL BOUNDARY
� ` �a� � � - ►• ,;y, y - 1.
NT" i` ASH BASIN BOUNDARY
4.�'p� IN -PLACE CLOSURE OPTION
W.HYBRID CLOSURE OPTION
. ,•ir ,' '-r !� S-d"
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' < - _•. � , nr@. ^t} A �.
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F,
REFERENCE:
\' , r t • y. 1• AERIAL PHOTOGRAPH WAS OBTAINED FROM NCONEMAP, DATED 2014•
-. .._ -.._-• .. - .. .' :..."- -,+�C — ,F cps � J a
- _ _ ,•,,.s _ .� A • .._ -, � 2. PROPERTY AND ASH BASIN BOUNDARIES PRESENTED IN THIS DRAWING ARE TAKEN FROM COMPREHENSIVE SITE
• ' • '? ' uj r - yr `�'�►, ,; ~` ,;R'r�i ,`� ASSESSMENT REPORT - BELEWS CREEK STEAM STATION ASH BASIN" PREPARED BY HDR FOR DUKE ENERGY AND
•
r SUBMITTED TO NCDENR NPDES PERMIT NO. NC0024406 ON SEPTEMBER 9 2015.
0 400 800 1200
'off, i�r. *- ;'t i''*e.: • `A � � ,
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TITLE
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t: Z
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SEAL SCALE: 1' = 400' DES: CLD
DUKE DWG TYPE: DFTR: CLD
r
/ .r .,'°�:=• � JOB N0: 60432132 CHKD: DM
ENERGY® DATE: 09/30/2015 ENGR : KK
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— FILENAME: FIGURE B2 APPD: KK
' DWG SIZE DRAWING NO. REVISION
ANSI D 22.0"x34.0" B2-1 O
20 so 3 4 5 6 7 8
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1 •
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F71

INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
AECOM
Option 1
In -Place Closure Option

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III
II
.. ,; k _ = / ► / / 1 I / I �/�-�\
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.RETURNED TO NATURAL GRADE
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INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
AECOM
Option 2
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Hybrid Closure Option
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INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
Option 3
Onsite Landrill Inside th
AECOM
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Basin Closure Option

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INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
AECOM
K!��
Option 4 O
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Closure Option
Ash Basin

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ATTACHMENT 3
OPTIONS ANALYSIS SCORING SUMMARY
(DRAFT - 03/06/2017)

Draft Scoring for Evaluation of Closure Options
Closure Options Evaluation Worksheet
Ash Basin Closure - Master Programmatic Document
Duke Energy
Site Name: Belews Creek Steam Station
Date: 3/6/2017
Threshold Criteria: All closure options must comply with the following threshold criteria based on Duke Energy Guiding Principals
for Ash Basin Closure
1. Provide continued geotechnical stability meeting appropriate safety factors under applicable loading conditions
2. Provide flow capacity and erosion resistance during design storm and flooding conditions
3. Effectively mitigate groundwater impacts (in conjunction with GW remediation where present)
4. Comply with applicable state and federal regulations (e.g. North Carolina Coal Ash Management Act)
= Option -Specific User Input
1 = Calculated Value
Placeholder values have been entered in "User Input" cells to
prevent division by zero error text in calculated score cells.
Revision G
Option
Description
1
Option 1 -
Closure in Place
2
Option 2 -
Hybrid Closure Option (Removal for areas under water and Closure in Place for the ash delta): Reduced Closure Footprint Within the Ash Bas
3
Option 3 -
Removal: Onsite Landfill Inside the Excavated Ash Basin
4
Option 4 -
Removal: Onsite Landfill Outside the Ash Basin
5
Option 5 -
Removal: Offsite Disposal
A
B
Note: Options that did not meet threshold criteria should be listed in the Options Summary table above for completeness
Environmental Protection and Impacts
Weight: 30%
•
Refer to
This Area Not Used For Interpretation of Environmental Modeling Results
Modeled surface water impact
EM Sub -Scoring Sheet
•
•
•
21%
6.3%
Refer to
This Area Not Used For Interpretation of Environmental Modeling Results
Modeled off -site impact
EM Sub -Scoring Sheet
•
•
•
43%
12.9%
Refer to
This Area Not Used For Interpretation of Environmental Modeling Results
Groundwater impact beyond the waste boundary
EM Sub -Scoring Sheet
21%
6.3%
Interpolation. Min value scores
10. Max value scores 0.Truck
Air emissions off -site (based on miles driven)
miles driven
Miles
0
100
10
10
10
10
0
5%
1.5%
Air emissions on -site (based on gallons of fuel
Interpolation. Min value scores
Gallons of fuel
consumed) from closure implementation
10. Max value scores 0.
consumed
Gallons
• :: • .. • • .. •
1239885
11925015
10
9
0
2
2
5%
1.5%
Interpolation. Min value scores Disturbed acres of
Avoidance of greenfield disturbance
10. Max value scores 0. greenfield
Acres
• •
30
130
8
10
9
0
0
5%
1.5%
.
2.1
2.2
2.5
2.4
2.2
Cost
Weight: 35%
•
Closure Cost
Interpolation. Min value scores Closure Cost
USD
III • • • • • • • off :. M off • : • • • • • • • • • • •
$ 58,000,000.00
$ 929,000,000.00
10.0
9.5
7.4
7.6
0.0
80%
28.0%
10. Max value scores 0.
Operation, Maintenance and Monitoring Cost
OM&M Cost
USD
• • • • • • • III • • • • • • • III III • • •
$ 7,000,000.00
$ 8,200,000.00
5.8
5.8
0.0
0.0
10.0
20%
7.0%
3.2
3.1
2.1
2.1
0.7
=Schedu le
::
Weight: 15%
•
Time to move first
Initiation Time
Interpolation. Min value scores ash
Months
•
30
54
10
8
0
0
8
30%
4.5%
10. Max value scores 0.
Construction Duration
Estimated durations
Months
:: •
76
150
1 10
8
0
2
3 1
70%
1 10.5%
. -
1.5
1.2
0.0
0.2
0.7
DRAFT - 03/06/2017
1of2
INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY

Site Name: Belews Creek Steam Station
Date: 3/6/2017
Draft Scoring for Evaluation of Closure Options
Closure Options Evaluation Worksheet
Ash Basin Closure - Master Programmatic Document
Duke Energy
= Option -Specific User Input
1 = Calculated Value
Placeholder values have been entered in "User Input" cells to
prevent division by zero error text in calculated score cells.
Revision G
Regional Factors
Weight:
15%
•
Plan or potential for beneficial reuse of site
Subjective
Not Used For Subjective Scoring
B
%
0.8%
Interpolation. Min value scores
Imported soil needs
10. Max value scores 0.
Soil Imported
CY
BBBBBB Bills
Bills
B
0
2000000
0
7
8
7
10
%
0.8%
Interpolation. Max value
Beneficial reuse of CCR
scores 10. Zero value scores 0.
Fraction Used
Non
B B
B
B
0.1
0
10
10
0
0
0
15%
2.3%
Interpolation. Min value scores
Transportation impact (based on miles driven)
10. Max value scores 0.
Miles Driven
Imiles
B B
B
B B
0
100
10
10
10
9
0
65%
9.8%
Subjective 0 to 10: 10 is the
Noise impact due to on -site activity (based on
least noise;
proximity of neighbors to on -site work areas)
0 is the most noise.
B
B
5%
0.8%
Not Used For Subjective Scoring
Subjective 0 to 10; 10 is the
View impact (based on final height of storage facility
least visual;
and land uses within viewshed)
0 is the most visual.
•
1
•
5%
0.7%
• 111 111 111 111
1.4
1.4
1.1
1.0
0.2
Constructability
Weight:
5%
•
Subjective 0 to 10: 10 is the
Consider stormwater management, geotechnical,
least commplicated;
Not Used For Subjective Scoring
and dewatering
0 is the most complicated
B
B
100%
5.0%
•
0.5
0.2
0.0
0.3
0.3
. • . • W.11
8.8
7.9
5.6
5.9
4.0
DRAFT - 03/06/2017
2 of 2
INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
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Revision G
Criteria for Evaluation of Closure Options
Closure Options Evaluation Worksheet
Ash Basin Closure - Master Programmatic Document
Duke Energy
Threshold Criteria: All closure options must comply with the following threshold criteria based on Duke Energy Guiding
Principals for Ash Basin Closure
1. Provide continued geotechnical stability under applicable loading conditions and safety factors
2. Provide flow capacity and erosion resistance during design storm and flooding conditions
3. Effectively mitigate groundwater impacts
4. Comply with applicable state and federal regulations (e.g. North Carolina Coal Ash Management Act)
Category
Criterion
Guidance
Modeled surface water impact
Refer to scoring system on Environmental Modeling (EM) Sub -Scoring worksheet.
Modeled off -site impact
Refer to scoring system on Environmental Modeling (EM) Sub -Scoring worksheet.
Groundwater impact beyond the waste boundary
Refer to scoring system on Environmental Modeling (EM) Sub -Scoring worksheet.
Air emissions off -site
Based on truck miles driven for hauling CCR and soil.
Air emissions on -site from closure implementation
Based on total cubic yards of cut and fill on site as a surrogate for gallons of fuel
consumed.
Avoidance of greenfield disturbance
Refer to Scoring System and Required Input columns on scoring sheet.
•
Capital Cost
From rough order -of -magnitude cost estimate or detailed cost estimate.
Operation, Maintenance and Monitoring Cost
Initiation Time
From preliminary schedule for designing, permitting, bidding and constructing the
option.
Construction Duration
Plan or potential for beneficial reuse of site
Refer to Scoring System and Required Input columns on scoring sheet.
Imported soil needs
Refer to Scoring System and Required Input columns on scoring sheet.
Beneficial reuse of CCR
Refer to Scoring System and Required Input columns on scoring sheet.
Transportation impact
Based on truck miles driven for hauling CCR and soil.
Noise impact due to on -site activity
Based on proximity of neighbors to specific on -site work areas.
View impact
Based on final height of storage facility and land uses within viewshed.
Consider stormwater management, geotechnical, and dewatering
Subjective and relative comparison to other options
DRAFT - 03/06/2017
INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY

Station/Plant Name: Belews Creek
Evaluation Criteria: Assuming model runs of 100 years for each criteria
Criteria 1. Modeled Surface Water Impact (25%) Score
Modeled plume' does not reach surface waters
10
.. ..
Modeled plume' reaches surface waters but does not result in exceedances in surface water
8
'
Modeled plume' reaches surface waters, resulting in exceedances in surface water of constituents of secondary
4
(A)
(B) (C)
concern
Modeled plume' reaches surface waters, resulting in exceedances in surface water of constituents of primary concern
0
No Action Score
Cap -in -Place Score Excavation Score
Criteria 1 Score
8
9 10
Weighted (21%) Score
1.7
1.9 2.1
Criteria 2. Modeled Off -site Impact (50%1 Score
Modeled plume does not go off -site (excepting surface waters)
10
.. ..
Modeled plume goes off -site to property(ies) without water supply well(s)
8
'
Modeled plume goes off -site to property(ies) with water supply well(s), but no exceedances are predicted
4
(A)
(B) (C)
Modeled plumeZ goes off -site to property(ies) with water supply well(s), and exceedances are predicted
0
No Action Score
Cap -in -Place Score Excavation Score
Criteria 2 Score
7
8 10
Weighted (43%) Score
3.0
3.4 4.3
Criteria 3. Modeled Timeframe for Achievina Standards (25%1 AVScore
Applicable standards for B, SO4r As, and Se* achieved within modeled runtime
10
3 of 4 above -referenced constituents achieved
8
rem LIFA
2 of 4 above -referenced constituents achieved
5
1 of 4 above -referenced constituents achieved
2
(A) (B) (C)
0 of 4 above -referenced constituents achieved
0
No Action Score Cap -in -Place Score Excavation Score
Criteria 3 Score
0 2 4
Weighted (21%) Score
1 0.0 0.4 0.8
Air Emissions off -site
10
10
0
Weighted (5%) Score
0.5
0.5
0
Air Emissions on -site
10
10
2
Weighted (5%) Score
0.5
0.5
0.1
Avoidance of greenfield disturbance
10
8
0
Weighted (5%) Score
1 0.5
1 0.4
1 0
Final Composite Score I F 1 1 7.2
Final Weighted (30%) Composite Score 1 1.4 2.1 12.2
INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY

***DRAFT DOCUMENT - FOR DISCUSSION PURPOSES ONLY***
Justification Notes
(A) No Action Score
(B) Cap -in -Place Score
(C) Excavation Score
Criteria 1. Moaeiea auaace warer impact (21%)
8
9
10
REFERENCE: Belews CAP Part 2 (0310412016), Appendix B (Groundwater
REFERENCE: Belews CAP Part 2 (0310412016), Appendix B (Groundwater
REFERENCE: Belews CAP Part 2 (0310412016), Appendix B (Groundwater
Flow and Transport Model) and Appendix D (Surface Water Mixing
Flow and Transport Model) and Appendix D (Surface Water Mixing
Flow and Transport Model) and Appendix D (Surface Water Mixing
Model Approach) . According to no action model figures for 100 years
Model Approach) . According to cap -in -place model figures for 100
Model Approach) . See justification for cap -in -place scenario. Since the
into the future, a plume of chloride above background but below IMAC
years into the future, chloride is present near the Dan River however
chloride concentrations 100 years following excavation would generally
is predicted to interact with the Dan River. The GW-SW model does not
not above estimated background concentrations. Since chloride
be expected to be lower than 100 years following capping, this is scored
predict current surface water exceedances due to chloride, but the
appears above background close to the Dan River (but below IMAC) a
higher. This score (10) assumes chloride does not approach the Dan
possibility exists in the future since concentrations of chloride are still
score of 9 was given.
River above background (and lower that modeled in Cap in Place).
present in 100 years. It is assumed there would not likely be an
exceedance for the Chloride surface water standard since there is no
exceedance toady, none present in the model (only above standard),
and flow volume of the Dan River. Chloride is above background
conditions, not above standard. With information to date Model
indicates no impact to Dan River therefore a score of 8 was
determined.
Criteria 2. Modeled Off -site Impact (43%)
7
8
10
REFERENCE: Belews CAP Part 2 (0310412016), Appendix B (Groundwater
REFERENCE: Belews CAP Part 2 (0310412016), Appendix B (Groundwater
REFERENCE: Belews CAP Part 2 (0310412016), Appendix B (Groundwater
Flow and Transport Model) . According to no action model figures for
Flow and Transport Model) . According to cap -in -place model figures
Flow and Transport Model) . See justification for cap -in -place scenario.
100 years into the future, a plume of chloride (above standard but
for 100 years into the future, there are no plumes attributable to the
Since there are no off -site plumes predicted for cap -in -place, it is
below IMAC) is predicted to go off -site west/northwest of the basin to
basins which manifest 2L/IMAC exceedances off -site. However, TDS
presumed there would be no off -site plumes predicted for an
vacant property. Other areas that show chloride offsite are believed to
was not modeled therefore a score of 8 was given acknowledging that
excavation scenario.
be upgradient. Additionally, no modeling was completed for TDS but
exceedances were seen in wells downstream of the basin (where there
TDS is curre tly present and will take time to migrate if from the basin.
are no water supply wells). A score of 7 was given to take into account
the known TDS exceedances.
Criteria 3. Groundwater Impact Beyond the Waste
0
2
4
Boundary (21%)
REFERENCE: Belews CAP Part 2 (0310412016), Appendix B (Groundwater
REFERENCE: Belews CAP Part 2 (0310412016), Appendix B (Groundwater
REFERENCE: Belews CAP Part 2 (0310412016), Appendix B (Groundwater
Flow and Transport Model) . Belews was evaluated for boron, arsenic,
Flow and Transport Model) . Belews was evaluated for boron, arsenic,
Flow and Transport Model) . See justification for cap -in -place scenario.
chloride, chromium, cobalt and TDS (although not modeled so assumed
chloride, chromium, cobalt and TDS (although not modeled so assumed
Since the concentrations 100 years following excavation would
to exceed in all cases). According to no action model figures for 100
to exceed in all cases). According to the Cap in Place model figures for
generally be expected to be lower than 100 years following capping,
years into the future, a plume of all constituents listed above its IMAC
100 years into the future, a plume of all constituents listed except
this is scored higher. This score (4) assumes two constituents may or
or 2L standard are predicted to migrate beyond the waste boundary.
chromium are shown above its IMAC or 2L standard are predicted to
may not extend beyond the waste boundary 100 years after excavation.
Achieving standards at the waste boundary for 0 of the 6 listed
migrate beyond the waste boundary. Achieving standards at the
parameters would score a 0.
waste boundary for 1 of the 6 listed parameters would score a 2.
INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY

***DRAFT DOCUMENT -FOR DISCUSSION PURPOSES ONLY***
The no action scenario models the scenario that the basins remain as they are today without any dewatering or closure methods implemented
during the next 100 years. The cap -in -place scenario models the scenario that the footprint of ash remain as -is today with appropriate grading of
CCR and/or soil material with an engineered cap system that helps prevent virtually 100% of infiltration. The model predicts concentrations 100
years following capping. There was no model scenario run for excavation at Belews. However, the modeled predictions would be assumed to be
generally similar to the cap -in -place results, although perhaps slightly more improved compared to cap -in -place.
The constituents to be evaluated for each site begins with Boron, Sulfate, Arsenic, and Selenium. An evaluation of site -specific data and model
results then helps inform whether additional constituents are appropriate for evaluation. For Belews, chloride is a constituent of concern that
was modeled in the CAP Part 2, Appendix B which may have an attributable plume. Additionally, TDS exceedances were seen in the field
downstream of the basin. No modeling of TDS was present in CAP Part 2 at the time of this document. The TDS exceedance was taken into
account in criteria 2 and 3.
INTERNAL WORKING DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY

ATTACHMENT 4
CLOSURE PLAN DRAWINGS (DRAFT - 07/07/2016)

BC-XXX-001
INTERNAL WORKING DRAFT
REV. A
0
c
0
DUKE ENERGY
BELEVVS CREEK STEAM STATION
oyDRAFT CLOSURE
100PLAN
ASH BASIN CLOSURE
STOKES COUNTY, NORTH CAROLINA
ASH BASIN DAM STATE ID: STOKE -116, NPDES PERMIT #: NCO024406
'4.
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2016
DWG NO. DRAWING DESCRIPTION
i �fik3r rxAx R [ v ,t� f
BC-XXX-001 COVER SHEET
BC-XXX-002 GENERAL NOTES
BC-XXX-003 OVERALL EXISTING CONDITIONS PLAN WITH AERIAL PHOTOGRAPH
SITE OVERVIEW MAP
0 1000 2000 3000
GRAPHIC SCALE (IN FEET)
N
BC-XXX-004
BC-XXX-005
BC-XXX-006
BC-XXX-007
BC-XXX-008
BC-XXX-009
BC-XXX-010
BC-XXX-011
BC-XXX-012
BC-XXX-013
BC-XXX-014
BC-XXX-015
BC-XXX-016
BC-XXX-017
BC-XXX-018
BC-XXX-019
BC-XXX-020
BC-XXX-021
BC-XXX-022
BC-XXX-023
BC-XXX-024
BC-XXX-025
BC-XXX-026
BC-XXX-027
BC-XXX-028
BC-XXX-029
EXISTING CONDITIONS PLAN WITH TOPOGRAPHIC MAP
BORING LOCATION PLAN
DEMOLITION PLAN
FINAL ASH GRADING PLAN
FINAL COVER GRADING PLAN
STORMWATER MANAGEMENT SYSTEM PLAN
SOIL BORROW AREA
DOWNCHUTE PLAN AND PROFILE AND SECTIONS
ENVIRONMENTAL MONITORING PLAN
EROSION AND SEDIMENT CONTROL (E&SC) PLAN
OVERALL PROFILE AND CROSS SECTION PLAN LAYOUT
CROSS SECTIONS 1
CROSS SECTIONS 2
CROSS SECTIONS 3
CROSS SECTIONS 4
CROSS SECTIONS 5
CROSS SECTIONS 6
CROSS SECTIONS 7
ASH BASIN MAIN DAM OVERALL VIEW
ASH BASIN MAIN DAM CROSS SECTIONS 1
ASH BASIN MAIN DAM CROSS SECTIONS 2
ASH BASIN MAIN DAM CROSS SECTIONS 3
FINAL COVER AND CAP TIE-IN DETAILS
STORMWATER MANAGEMENT - DITCH DETAIL
E&SC DETAILS 1
E&SC DETAILS 2
I REV I DATE I JOB NO. I PROJECT TYPE I DES I DFTR I CHKD I ENG I APPD I DESCRIPTION
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
PREPARED FOR: ou
DUKE ENERGY CAROLINAS, LLC x
400 SOUTH TRYON STREET x
CHARLOTTE, NC 28202
0
PREPARED BY:
AECOM
RAMACHANDRAN KULASINGAM, P.E.
6000 FAIRVIEW ROAD, SUITE 200 D
CHARLOTTE, NC 28210
PHONE: [phone]
DRAFT
NOT FOR CONSTRUCTION
TITLE
COVER SHEET
P"=com BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO. FOR F-0342 ISSUED FOR REVIEW
SEAL SCALE: AS SHOWN DES: CN
DUKE DWG TYPE :.DWG DFTR : CLD
fr, JOB NO: 60432132 CHKD: DM
ENERGY® DATE: 7-7-16 ENGR : CN
FILENAME: COVER SHEET.DWG APPD: KK
DWG SIZE DRAWING NO. I REVISION
0 1 2 3 2 TENTHS 10 20 30 3
p
5
ANSI D
22.0"x34.0" BC-XXX-001 A

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BASIN MAIN DAM =' j
1 (STOKE-116) /
PINE HALL ROAD
EMBANKMENT DAM
(STOKE-116)
1 v ASH BASIN ,t�A�
(APPROjWVV ERELEVATION = 750 FT.) Coco
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SEAL
ac-xxx-ooa REv. p
INTERNAL WORKING, URAFT
.OVIDED TO NCDEQ ON 06/07/2018
)R DISCUSSION PURPOSEd ONLY
L=com
N.C. ENGINEERING LICENSE NO.
F-0342
LEGEND
— ASH BASIN WASTE BOUNDARY (APPROXIMATE)
_-------_ EXISTING SITE FEATURE (APPROXIMATE)
DUKE ENERGY PROPERTY BOUNDARY
NDPES OUTFALL LOCATION
REFERENCE
1. AERIAL PHOTOGRAPH WAS OBTAINED FROM NC ONE
MAP DATED 2014.
2. PROPERTY BOUNDARY, ASH BASIN WASTE
BOUNDARY, AND NDPES OUTFALL LOCATION
PRESENTED IN THIS DRAWING ARE TAKEN FROM
COMPREHENSIVE SITE ASSESSMENT REPORT -
BELEWS CREEK STEAM STATION ASH BASIN "
PREPARED BY HDR FOR DUKE ENERGY AND
SUBMITTED TO NCDEQ (NPDES PERMIT NO.
NC0024406) ON SEPTEMBER 9, 2015.
0 800 1600 2400
GRAPHIC SCALE (IN FEET)
DRAFT
NOT FOR CONSTRUCTION
TITLE
OVERALL EXISTING CONDITIONS
PLAN
WITH AERIAL PHOTOGRAPH
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
FOR
ISSUED FOR REVIEW
DUKE
SCALE: 1" = 800'
DES: CN
DWG TYPE :.DWG
DFTR : CLD
32
: 7-7
CHKD: DM
ENERGY®
DATE: 16
ENGR: CN
FILENAME:
AERIAL.DWG
APPD: KK
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34.0"
BC-XXX-003
A
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X
X
6
CD
W
mm

0
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1 ACTIVE SPILLWAY RISER INTAKE O ' :_- -=.-\ \ \ / \_�
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STRUCTURE U ACTIVE ASH BASIN _�%'� 725�� ;'1 N.
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y +—�
20 30 3 4 5 6
PI
F
ac-xxx-ooa REV. p
NINTERNAL WORKING DRAFT
SIDED TO NCDEQ ON 06/07/2018
DISCUSSION PURPOSES ONLY
1 r' /-% r IN 1 r1
ASH BASIN WASTE BOUNDARY (APPROXIMATE)
_______
EXISTING SITE FEATURE (APPROXIMATE)
DUKE ENERGY PROPERTY BOUNDARY
•
ASH BASIN COMPLIANCE BOUNDARY
EXISTING MINOR CONTOUR (5 FT)
EXISTING MAJOR CONTOUR (25 FT)
« « « « « « «
WETLANDS (HDR, 2015)
•
STREAM
SUITABLE HABITAT - NORTHERN LONG-EARED
BAT, SMALL WHORLED POGONIA (HDR, 2015)
NPDES OUTFALL LOCATION
O
ASH BASIN COMPLIANCE BOUNDARY GROUNDWATER
MONITORING WELL (HDR, 2015)
®
GROUNDWATER MONITORING WELL
OBSERVATION WELL
AREAS UNDER WATER DURING THE 2014 BATHYMETRY
NO BATHYMETRY AVAILABLE
A 1!'\T r'
1. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON
NAVD88.
2. NO UNDERGROUND UTILITIES HAVE BEEN LOCATED OR MAPPED FOR THIS
PROJECT. THE LOCATION OF ANY AND ALL UTILITIES SHOWN HEREON
WHETHER PUBLIC OR PRIVATE IS BASED ON PHOTOGRAMMETRIC MAPPING
AND IS ONLY APPROXIMATE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO
VERIFY LOCATION PROIR TO COMMENCEMENT OF ANY CONSTRUCTION.
3. WEIGHTED FILTER GRADE ARE BASED ON THE IFC DRAWINGS PREPARED BY
AECOM AND SUBMITTED TO DUKE ON APRIL 6, 2015. THE WEIGHTED FILTER IS
BEING CONSTRUCTED AT THIS TIME AND IS EXPECTED TO BE COMPLETED IN
JULY 2016. THE CURRENT GRADES WILL BE REPLACED WITH THE AS -BUILT
GRADES AT THAT TIME.
REFERENCE
1. THE DUKE ENERGY PROPERTY BOUNDARY, ASH BASIN BOUNDARY, AND ASH
BASIN COMPLIANCE BOUNDARY PRESENTED IN THIS DRAWING ARE TAKEN FROM
"COMPREHENSIVE SITE ASSESSMENT REPORT - BELEWS CREEK STATION ASH
BASIN" PREPARED BY HDR FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES
PERMIT NO. NC0024406) SEPTEMBER 9, 2015.
2. TOPOGRAPHIC SURVEY WAS PERFORMED BY WSP IN APRIL 2014 AND SUBMITTED
TO DUKE ENERGY IN JULY 2015. THE PLANIMETRIC LOCATION ON THIS MAP IS
BASED ON PHOTOGRAMMETRIC MAPPING OF IMAGERY COLLECTED ON APRIL 17,
2014. THE IMAGERY CAPTURED IS SUITABLE TO CREATE 1" = 100' SCALE MAPPING
AND CONTOURS AT AN INTERVAL OF 2% AND MEETS THE NATIONAL MAP
ACCURACY STANDARDS FOR 1" = 100' SCALE MAPPING. DATA PROVIDED WHERE
CLEAR AND VISIBLE ON THE IMAGERY IS WITHIN 2' OF ITS TRUE POSITION.
3. CONTOURS SHOWN UNDERWATER ARE FROM BATHMETRIC SURVEY CONDUCTED
BY HDR IN JUNE 2014.
0 500 1000 1500
GRAPHIC SCALE (IN FEET)
DRAFT
NOT FOR CONSTRUCTION
TITLE
EXISTING CONDITIONS PLAN WITH
TOPOGRAPHIC MAP
P"=com
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO.
F-0342
FOR
ISSUED FOR REVIEW
SEAL
DUKE
SCALE: 1" = 500'
DES:
CN
DWG TYPE :.DWG
DFTR :
CLD
JOB NO: 60432132
CHKD:
DM
ENEK%w' Y®
[DATE. 7-7-16
ENGR :
CN
FILENAME:
EXISTING CONDITIONS.DWG
APPD:
KK
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34.0"
BC-XXX-004
A
m
0 1 2 3 2 TENTHS 10
1
7 8

0
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NOTES:
1. THE BORINGS SHOWN ON THIS PLAN WERE PERFORMED FOR
DIFFERENT PURPOSES SUCH AS GROUNDWATER MONITORING,
GROUNDWATER INVESTIGATIONS, DAM STABILITY EVALUATIONS,
AND CLOSURE EVALUATIONS OVER SEVERAL YEARS.
2. BASED ON THE EVALUATION OF AVAILABLE BORINGS, A PLAN FOR
ADDITIONAL BORINGS TO FILL POTENTIAL DATA GAPS WILL BE
PREPARED FOR IMPLEMENTATION PRIOR TO FINALIZING THE
CLOSURE PLANS FOR CONSTRUCTION.
3. BORINGS (A-# 1969) WERE PERFORMED BY DUKE ENERGY IN 1969
(PRECONSTRUCTION).
4. BORINGS (A-#) WERE PERFORMED BY DUKE ENERGY IN EARLY 1980S
(POST CONSTRUCTION).
5. OBSERVATION WELLS (OW-92 THROUGH OW-95) WERE INSTALLED BY
JOYCE ENGINEERING INC. IN DECEMBER 2012. BORING LOGS OF
THESE OBSERVATION WELLS WERE PROVIDED TO AECOM BY DUKE
ENERGY.
6. HAND AUGER BORINGS (HA-1 THROUGH HA-14) WERE PERFORMED
BY AECOM (FORMERLY URS) IN 2014 FOR THE PHASE 1 STUDY.
7. BORINGS AND MONITORING WELLS (AB-#, MW-#, GWA-#) WERE
PERFORMED BY HDR FOR THE GROUNDWATER ASSESSMENT STUDY
IN 2015.
8. BORINGS AND CPT SOUNDINGS (AB-# AND AB -#-CPT) WERE
PERFORMED BY AECOM FOR THE ASH BASIN CLOSURE PLAN IN 2015.
REFERENCES:
1. BORINGS AND CONE PENETRATION SOUNDINGS (AD-XY)
PERFORMED BY S&ME ARE TAKEN FROM "SUBSURFACE
EXPLORATION AND EMBANKMENT STABILITY ANALYSES - ACTIVE
ASH BASIN DAM (STATE ID NO. STOKE-116)", DATED SEPTEMBER
23. 2010.
2. BORINGS NEAR THE STRUCTURAL FILL (B-1 THROUGH B-5) ARE
TAKEN FROM "DRAFT REPORT OF GEOTECHNICAL BORROW
STUDY - BELEWS CREEK STEAM STATION, SYNTHETIC CAP FOR
STRUCTURAL FILL" PREPARED BY MACTEC ENGINEERING AND
CONSULTING, INC. AND SUBMITTED TO DUKE ENERGY ON
OCTOBER 28, 2010.
3. BORINGS AND MONITORING WELLS IN AND NEAR THE
STRUCTURAL FILL (M-1 THROUGH M-11 AND MW-1 THROUGH
MW-7) ARE TAKEN FROM "BELEWS CREEK STRUCTURAL CAP
MONITORING WELL INSTALLATION REPORT - BELEWS CREEK
STEAM STATION" PREPARED BY MACTEC ENGINEERING AND
CONSULTING, INC., DATED FEBRUARY 8, 2011.
4. MONITORING WELLS AND OBSERVATION WELLS IN AND NEAR
THE PINE HALL ROAD LANDFILL ARE TAKEN FROM "SEMIANNUAL
GROUNDWATER MONITORING REPORT - PINE HALL ROAD
LANDFILL, PERMIT NO. 8503", PREPARED BY HDR FOR DUKE
ENERGY SUBMITTED TO NCDEQ ON JUNE 25, 2015.
GRAPHIC SCALE
ASH BASIN WASTE BOUNDARY (APPROXIMATE)
DUKE ENERGY PROPERTY BOUNDARY
EXISTING SITE FEATURE (APPROXIMATE)
• • • — ASH BASIN COMPLIANCE BOUNDARY
EXISTING MINOR CONTOUR (5FT)
EXISTING MAJOR CONTOUR (25FT)
HAND AUGER
CPT SOUNDING
BORING
r —
li
O
COMPLIANCE GW MONITORING WELL
W
0
VOLUNTARY GW MONITORING WELL
I
X
®
GW MONITORING WELL
x
CD
0
OBSERVATION WELL
CD
011
TITLE
AREA UNDERWATER DURING THE 2014 BATHYMETRY SURVEY
0 400 800 1200
GRAPHIC SCALE (IN FEET)
DRAFT
NOT FOR CONSTRUCTION
BORING LOCATION PLAN
L=com BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO. FOR F-0342 ISSUED FOR REVIEW
SEAL SCALE: 1" = 400' DES: CN
DUKE DWG TYPE :.DWG DFTR : CLD
ENFr%tw*x1 JOB NO: 60432132 CHKD: DM
qk%*7 T DATE: 7-7-16 ENGR : CN
FILENAME: BORING LOCATION PLAN.DWG APPD: KK
DWG SIZE DRAWING NO. REVISION
ANSI D
22.0"x34.0" BC-XXX-005 A
0
5
6 7

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INTERNAL WORKING DRAFT
PROVIDETO NCDEQ ON 06/07/2018
FOR DISCI;SSION PURPOSES ONLY
LEGEND
ASH BASIN WASTE BOUNDARY (APPROXIMATE)
— — — — — — EXISTING SITE FEATURE (APPROXIMATE)
DUKE ENERGY PROPERTY BOUNDARY
EXISTING MINOR CONTOUR (5 FT)
EXISTING MAJOR CONTOUR (25 FT)
A 1/1Tr-
1. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE
BASED ON NAVD88.
2. THIS PLAN PROVIDES A SUMMARY OF CONCEPTUAL PLANS FOR
DEMOLISHING STRUCTURES ASSOCIATED WITH THE ASH BASIN
AS PART OF CLOSURE. A DETAILED DEMOLITION PLAN WILL BE
DEVELOPED PRIOR TO CONSTRUCTION BASED ON ADDITIONAL
SURVEY INFORMATION OBTAINED.
3. EXISTING CHEMICAL POND DAM WILL BE FULLY OR PARTIALLY
REMOVED AS PART OF CLOSURE. THE CHEMICAL POND IS PART
OF THE ASH BASIN AND WILL BE CLOSED AS A SINGLE UNIT.
CHEMICAL POND DAM RISER STRUCTURE WILL BE DEMOLISHED
AS WELL.
4. THE EXISTING FGD WASTE WATER TREATMENT SYSTEM WILL BE
REPLACED WITH A NEW SYSTEM CONSISTING OF SETTLING
BASINS AT THE SAME LOCATION AS PART OF THE WATER
REDIRECT PROJECTS. THE DISCHARGE FROM THE NEW SYSTEM
IS PLANNED TO BE DIRECTLY ROUTED TO OUTFALL 003. THE
INTERNAL OUTFALL 002 AND ASSOCIATED PIPES WILL BE
ABANDONED AS PART OF THE WATER REDIRECT PROJECTS
PRIOR TO INITIATING ASH BASIN CLOSURE CONSTRUCTION.
5. THE OUTLET PIPE FOR THE ROADWAY EMBANKMENT DAM WAS
GROUTED. THE RISER STRUCTURE AREA WILL BE CLOSED BY
BELEWS LAKE REMOVAL OF ASH. THE RISER STRUCTURE AND INCIDENTAL
kTER ELEVATION = 725 FT.) EQUIPMENT WILL BE REMOVED TO FINISHED GROUT LEVEL.
BELOW GROUND COMPONENTS WILL BE ABANDONED IN PLACE.
6. THE ASH BASIN DAM WILL BE LOWERED AS PART OF CLOSURE.
PLEASE REFER TO DRAWING NUMBER BC-XXX-008 FOR MORE
DETAILS. THE EXISTING SEEPAGE COLLECTION SYSTEM WILL BE
INCORPORATED INTO THE CLOSURE.
7. THE EXISTING ASH BASIN DAM SPILLWAY RISER INTAKE
STRUCTURE AND INCIDENTAL EQUIPMENT WILL BE REMOVED.
BELOW GROUND COMPONENTS WILL BE ABANDONED IN PLACE.
THE EXISTING SPILLWAY OUTLET CONDUIT WILL BE ABANDONED
IN PLACE BY GROUTING THE ENDS. THE EXISTING OUTFALL 003
IMPACT BASIN WILL BE ABANDONED IN PLACE.
8. THE EXISTING SEEPAGE COLLECTION SYSTEM OUTLETS FOR THE
PINE HALL ROAD LANDFILL WILL BE CONNECTED TO THE TO BE
CONSTRUCTED SETTLING BASINS VIA A PUMPING SYSTEM AS
PART OF THE WATER REDIRECT PROJECTS, IF NEEDED. THE
ONGOING IMPROVEMENT WORK IN THIS AREA AND PLANS FOR
EXTENDING THE GEOSYNTHETICS COVER SYSTEM OF THE ASH
BASIN OVER THE SOIL -ONLY COVER SYSTEM OF THE CLOSED
PINE HALL ROAD LANDFILL MAY ELIMINATE THE NEED FOR THE
PROPOSED CONNECTION TO THE WATER REDIRECT PROJECTS
EITHER FULLY OR PARTIALLY.
0 500 1000 1500
-r� GRAPHIC SCALE (IN FEET)
DRAFT
NOT FOR CONSTRUCTION
TITLE
DEMOLITION PLAN
Jm=%0wA1v11
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO.
FOR
ISSUED FOR REVIEW
F-0342
SEAL
DUKE
SCALE: 1" = 500'
DES: CN
CLD
DWG TYPE :.DWG
DFTR :
E N E RG.DATE:
JOB NO: 60432132
CHKD: DM
7-7-16
ENGR : CN
FILENAME:
DEMOLITION PLAN.DWG
APPD: KK
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34.0"
BC-XXX-006
A
6 7 8
m

BC-XXX-007
REV. A
0
1.1
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REFERENCE
PLEASE REFER TO THE REFERENCES ON DRAWING NUMBER
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STOKES COUNTY, NORTH CAROLINA
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JOB NO: 60432132
CHKD: DM
DATE : 7-7-16
ENGR : CN
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BETWEEN THE PROPOSED EXTENDED GEOSYNTHETIC ENGINEERED
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TITLE
FINAL COVER GRADING PLAN
P"=com BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO. FOR F-0342 I ISSUED FOR REVIEW
SEAL
DUKE
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ENERGY®
SCALE: 1" = 300'
DES: CN
DWG TYPE :.DWG
DFTR : CLD
JOB NO: 60432132
CHKD: DM
DATE: 7-7-16
ENGR : CN
FILENAME: GRADING PLAN.DWG
APPD: KK
DWG SIZE
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REVISION
ANSI D
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LEGEND
DUKE ENERGY PROPERTY BOUNDARY
EXISTING SITE FEATURE (APPROXIMATE)
EXISTING MINOR CONTOUR (2 FT)
EXISTING MAJOR CONTOUR (10 FT)
PROPOSED MINOR CONTOUR (2 FT)
PROPOSED MAJOR CONTOUR (10 FT)
LIMITS OF DISTURBANCE
DRAINAGE DITCH
SEDIMENT TRAP
SEDIMENT BASIN
CONSTRUCTION ENTRANCE
EXISTING MONITORING WELL
EXISTING SOIL BORING
WETLAN DS
STREAM
NOTE
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BELEWS CREEK STEAM STATION
•room� �`/v 1' '/I /\ o i \ \` \ \\ ' \ `\ \�\ i I .• `---_�� jc�� 100% DRAFT CLOSURE PLAN
1 •• - �, /,\ -.4 `�0 \\ `\\ \\I. \I \ill, \ �\ \ `\ �`,�\.I�- _ ____--- STOKES COUNTY, NORTH CAROLINA
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NTERNAL WORKING, DRAFT
1, 1,NCQ
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0 30 60 90
GRAPHIC SCALE (IN FEET)
EXISTING MINOR CONTOUR (2 FT)
EXISTING MAJOR CONTOUR (10 FT)
PROPOSED MINOR CONTOUR (2 FT)
PROPOSED MAJOR CONTOUR (10 FT)
NOTE
1. DOWNCHUTE DESIGN REPRESENTS PRELIMINARY
HYDRAULIC CONVEYANCE SIZING FOR A 100-YR STORM
EVENT. THIS DESIGN CONCEPT WILL BE FURTHER
REFINED AND SUPPORTED BY STRUCTURAL AND
GEOTECHNICAL CALCULATIONS PRIOR TO
CONSTRUCTION.
2. FOR CHANNELS DETAILS SEE DRAWING NUMBER
BC-XXX-027.
0 30 60 90
VERTICAL SCALE (IN FEET)
0 30 60 90
HORIZONTAL SCALE (IN FEET)
TITLE
DOWNCHUTE PLAN AND PROFILE AND
SECTIONS
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO.
F-0342
FOR
ISSUED FOR REVIEW
SEAL
DUKE
SCALE: AS SHOWN
DES:
CN
DWG TYPE :.DWG
DFTR :
CLD
JOB NO: 60432132
CHKD:
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ENERGY®
[DATE, 7-7-16
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FILENAME:
DOWNCHUTE PLAN AND PROFILE.DWG
APPD:
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REVISION
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INTERNAL WORM\4U DRAFT
PROVIDED TO NCDEON 06/07/2018
FOR DISCUSSION PIPOSES ONLY
P"=com
SEAL
N.C. ENGINEERING LICENSE NO.
F-0342
1 r—/%r—A Ir%
ASH BASIN WASTE BOUNDARY (APPROXIMATE)
DUKE ENERGY PROPERTY BOUNDARY
ASH BASIN COMPLIANCE BOUNDARY
PINE HALL LANDFILL COMPLIANCE BOUNDARY
EXISTING MINOR CONTOUR (5 FT)
EXISTING MAJOR CONTOUR (25 FT)
CONSTRUCTED MINOR CONTOUR (5 FT)
CONSTRUCTED MAJOR CONTOUR (25 FT)
NPDES OUTFALL LOCATION
ASH BASIN (HDR, 2015)
O
COMPLIANCE GW MONITORING WELL
OO
GW MONITORING WELL
®
VOLUNTARY GW MONITORING WELL
PINE HALL ROAD LANDFILL
®
GW MONITORING WELL
STRUCTURAL FILL
®
GW MONITORING WELL
NOTE
1. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED
ON NAVD88.
2. THIS ENVIRONMENTAL MONITORING PLAN SHOWS THE NPDES
OUTFALL ASSOCIATED WITH THE ASH BASIN AND THE EXISTING
MONITORING WELLS FOR THE ASH BASIN FOR THE ADJACENT PINE
HALL ROAD LANDFILL AND THE STRUCTURAL FILL. THIS PLAN WILL
BE UPDATED ONCE MONITORING PLANS FOR THE CLOSED ASH
BASIN PER THE CCR RULE AND CAMA ARE DEVELOPED BY DUKE
ENERGY.
3. MONITORING WELL AB -1S/D, AB-2S/D AND AB-3 S/D WILL BE
ABANDONED AS PART OF CLOSURE PLAN.
REFERENCE
1. ASH BASIN MONITORING WELLS PRESENTED IN THIS DRAWING ARE
TAKEN FROM "COMPREHENSIVE SITE ASSESSMENT REPORT - BELEWS
CREEK STEAM STATION ASH BASIN PREPARED BY HDR FOR DUKE
_c—
ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0024406)
ON SEPTEMBER 9, 2015.
W
n
X
2. PINE HALL ROAD LANDFILL MONITORING WELLS PRESENTED IN THIS
X
DRAWING ARE TAKEN FROM "SEMIANNUAL GROUNDWATER
X
MONITORING REPORT - PINE HALL ROAD LANDFILL, PERMIT NO. 8503",
p
PREPARED BY HDR FOR DUKE ENERGY SUBMITTED TO NCDEQ ON
N
JUNE 25, 2015.
3. STRUCTURAL FILL MONITORING WELLS PRESENTED IN THIS DRAWING
ARE TAKEN FROM "BELEWS CREEK STRUCTURAL CAP MONITORING
WELL INSTALLATION REPORT" PREPARED BY MACTEC, DATED
m
FEBRUARY 8, 2011.
0 500 1000 1500
D
GRAPHIC SCALE (IN FEET)
TITLE
DRAFT
NOT FOR CONSTRUCTION
ENVIRONMENTAL MONITORING PLAN
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
FOR
ISSUED FOR REVIEW
DUKE
ENPntm*w
SCALE: 1" = 500'
DWG TYPE:.DWG
JOB 132
DATE::7-7-16
FILENAME:
ENVIROMENTAL MONITOR PLAN.DWG
DWG SIZE
DRAWING NO.
ANSI D
22.0"x34.0"
BC-XXX-012
DES: CN
DFTR : CLD
CHKD: DM
ENGR : CN
APPD: KK
REVISION
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/I 1 ) /- \ \ J /-- 1 I I\ \ \ / I 1 I I l I \ 1 \1 11�1\\\\II\�\�== , /ll\\\�� �= f)�I-, _�!f'�G \��l�i' - (t`- )\ \ /I 1Il I \ ////
10 20 30 3 4 5 6 7
LEGEND
ASH BASIN WASTE BOUNDARY (APPROXIMATE)
- - - _ EXISTING MINOR CONTOUR (2 FT)
— — EXISTING MAJOR CONTOUR (10 FT)
PROPOSED MINOR CONTOUR (2 FT)
PROPOSED MAJOR CONTOUR (10 FT)
CONSTRUCTION ENTRANCE (DETAIL 10/23)
­1111111- CHECK DAM (NOTE 6) (DETAIL 8/23)
NOTE
1. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED
ON NAVD88.
2. THIS PLAN PRESENTS THE EROSION AND SEDIMENT CONTROL PLAN
FOR THE OVERALL FINAL CONDITIONS IMMEDIATELY AFTER
CLOSURE UNTIL STABILIZATION IS ACHIEVED AND LIMITED
ELEMENTS OF THE EROSION AND SEDIMENT CONTROL PLAN
OUTSIDE THE BASIN FOR CONSTRUCTION CONDITIONS.
STORMWATER AND EROSION AND SEDIMENT CONTROL PHASING
INSIDE THE BASIN WILL BE DEVELOPED PRIOR TO CONSTRUCTION.
A SEPARATE DETAILED EROSION AND SEDIMENT CONTROL PLAN
PERMIT APPLICATION WILL BE PREPARED PRIOR TO
CONSTRUCTION. THE ASH BASIN IS A NPDES TREATMENT BASIN,
ACTIVITIES INSIDE THE BASIN WILL NOT NEED A FORMAL EROSION
AND SEDIMENT CONTROL PERMIT.
3. FINAL COVER GRADING TO BE SEEDED AND MULCHED IN
ACCORDANCE WITH SEEDING SCHEDULE.
4. ONCE GRASS IS ESTABLISHED, REMOVE ALL TEMPORARY EROSION
AND SEDIMENT CONTROLS FROM THE SITE.
5. APPROXIMATELY 50 FEET OF CLEARING OUTSIDE OF ASH BASIN
BOUNDARY IS ASSUMED TO FACILITATE CONSTRUCTION.
6. FINAL COVER WILL LIKELY BE INSTALLED IN PHASES AND
STABILIZED. FOR THE MAJORITY OF THE INSTALLATION THE ASH
BASIN WILL FUNCTION AS THE SEDIMENT BASIN AND CHECK DAMS
WILL ONLY BE PROVIDED AS NEEDED.
0 400 800 1200
GRAPHIC SCALE (IN FEET)
DRAFT
NOT FOR CONSTRUCTION
TITLE
EROSION AND SEDIMENT CONTROL
(E&SC) PLAN
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
FOR ISSUED FOR REVIEW
DUKEDWG
E7- N F RGY®
SCALE: 1"=400'
DES:
CN
TYPE :.DWG
DFTR :
CLD
JOB NO: 60432132
CHKD:
DM
DATE. 7-7-16
ENGR :
CN
FILENAME:
EROSION AND SEDIMENT.DWG
APPD:
KK
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34.0"
BC-XXX-013
A

INTERNAL WORKING DRAFT
VIDE�D TO NCc&F_-Q ON 061EOOW 001 8
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LEGEND
ASH BASIN WASTE BOUNDARY (APPROXIMATE)
DUKE ENERGY PROPERTY BOUNDARY
- - - - EXISTING GRADE CONTOUR (2 FT)
- - - EXISTING GRADE CONTOUR (10 FT)
PROPOSED FINAL GRADE CONTOUR (2 FT)
PROPOSED FINAL GRADE CONTOUR (10 FT)
NOTE
1. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED
ON NAVD88
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• POST CAPPING GROUNDWATER
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FILL WITH RELOCATED ASH
1 2 TENTHS
3 1
10 20
O O O O O O
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NOTES
1. FINAL COVER CAP SYSTEM IS ONLY REQUIRED WITHIN THE ASH BASIN.
2. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON NAVD88.
3. THE LIMITS OF THE CCR BOUNDARY SHOWN ON THIS MAP TO BE REFINED THROUGH
GEOTECHNICAL INVESTIGATION TO BE PERFORMED AT A LATER DATE OR VERIFIED DURING
CONSTRUCTION.
4. THE HISTORICAL TOPOGRAPHIC MAP PROVIDED BY DUKE ENERGY WAS ASSUMED TO
REPRESENT THE BOTTOM OF CCR MATERIAL VERTICAL BOUNDARY. IT IS NOTED THAT AT
SOME LOCATIONS THE BATHYMETRY CONTOURS ARE BELOW THE HISTORICAL GRADES,
INDICATING SOIL MAY HAVE BEEN BORROWED FROM WITHIN THE BASIN BOUNDARY TO
CONSTRUCT THE DAM. NO AS -BUILT BASE GRADES ARE AVAILABLE. FUTURE
GEOTECHNICAL INVESTIGATION WILL BE PERFORMED TO VERIFY THE CCR MATERIAL BASE
AT SELECT LOCATIONS PRIOR TO FINALIZING THE DESIGN FOR CONSTRUCTION.
5. THE GROUNDWATER LEVELS SHOWN AS FROM HDR WERE OBTAINED FROM THE
GROUNDWATER CORRECTIVE ACTION PLAN MODELS DEVELOPED BY HDR IN 2016 TO
REPRESENT EXISTING AND LONG-TERM POST CLOSURE GROUNDWATER LEVELS. THESE
MODELS ARE UNDERGOING REFINEMENT TO INPUT THE CURRENTLY PROPOSED FINAL
COVER GRADES. LOCATIONS SHOWING LONG-TERM GROUNDWATER LEVELS ABOVE THE
PROPOSED FINAL COVER GRADES ARE ASSUMED TO BE THE ARTIFACT OF THE MODELING
AND ARE BEING REFINED AT THIS TIME.
6. CLEAN STRUCTURAL FILL MAY BE USED OUTSIDE THE BASIN BOUNDARIES TO PROVIDE
POSITIVE GRADES TOWARDS THE CLOSED BASIN COVER SYSTEM.
30 3 4
+ + + + + + + + + + + + + + + +
c0 rl- 00 00 O N n �t Ln c0 r- 00 0) O
N N N N N N N N N N r0 r0
SECTION D - D
STATION 30+58
REFERENCE
1. HISTORICAL GRADE (BOTTOM OF CCR MATERIAL) WAS DIGITIZED BY AECOM USING THE
HISTORICAL TOPOGRAPHIC SURVEY MAP (SITE PLAN, DWG. NO. BC-1002-1, REV. 9)
PROVIDED BY DUKE ENERGY, PREPARED FROM AERIAL PHOTOGRAPHY TAKEN ON
OCTOBER AND DECEMBER 1966.
2. EXISTING GRADE IS BASED ON THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015.
3. EXISTING GRADE DEPICTED BENEATH THE WATER SURFACE IS BASED ON THE
BATHYMETRIC SURVEY PERFORMED BY HDR IN JUNE 2014.
4. THE ASH BASIN EXTENTS AND THE 2015 GROUNDWATER POTENTIOMETRIC LEVEL
PRESENTED IN THIS DRAWING ARE BASED ON THE "COMPREHENSIVE SITE
ASSESSMENT REPORT - BELEWS CREEK STEAM STATION ASH BASIN," PREPARED BY
HDR FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0024406)
ON SEPTEMBER 9, 2015.
5 6
790
780
770
760
750
740 w
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700
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10670
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SEAL
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
TITLE
=co
L m
N.C. ENGINEERING LICENSE NO. I FOR
F-0342
0 20 40 60
VERTICAL SCALE (IN FEET)
0 200 400 600
HORIZONTAL SCALE (IN FEET)
91M, �1
NOT FOR CONSTRUCTION
CROSS SECTIONS 2
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
ISSUED FOR REVIEW
DUKE
RAYJOB ENE ®
SCALE: 1 = 200
DWG TYPE:.DWG
: �04316132
DATENO
FILENAME:
CROSS SECTION.DWG
DWG SIZE
DRAWING NO.
ANSI D
22.0"x 34.0"
BC-XXX-016
DES: CN
DFTR : CLD
CHKD: DM
ENGR : CN
APPD: KK
REVISION
A
W
n
X
X
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6
d�
m

ac-xxx-on REV. p
INTERNAL WORKING, DRAFT
0
C
0
LEGEND
2015 POTENTIOMETRIC LEVEL (FROM HDR 2016 MODEL)
PROPOSED FINAL COVER GRADE
PROPOSED TOP OF CCR MATERIAL GRADE
EXISTING GRADE
— — — — — — — — — — HISTORICAL GRADE (BOTTOM OF CCR MATERIAL)
POST CAPPING GROUNDWATER
(BY HDR MODEL)
FILL WITH RELOCATED ASH
I i I i I i I i I i I i I I
0 1 2 3 2 TENTHS 10
I
770
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750
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660
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NOTES
1. FINAL COVER CAP SYSTEM IS ONLY REQUIRED WITHIN THE ASH BASIN.
2. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON NAVD88.
3. THE LIMITS OF THE CCR BOUNDARY SHOWN ON THIS MAP TO BE REFINED THROUGH
GEOTECHNICAL INVESTIGATION TO BE PERFORMED AT A LATER DATE OR VERIFIED DURING
CONSTRUCTION.
4. THE HISTORICAL TOPOGRAPHIC MAP PROVIDED BY DUKE ENERGY WAS ASSUMED TO
REPRESENT THE BOTTOM OF CCR MATERIAL VERTICAL BOUNDARY. IT IS NOTED THAT AT
SOME LOCATIONS THE BATHYMETRY CONTOURS ARE BELOW THE HISTORICAL GRADES,
INDICATING SOIL MAY HAVE BEEN BORROWED FROM WITHIN THE BASIN BOUNDARY TO
CONSTRUCT THE DAM. NO AS -BUILT BASE GRADES ARE AVAILABLE. FUTURE
GEOTECHNICAL INVESTIGATION WILL BE PERFORMED TO VERIFY THE CCR MATERIAL BASE
AT SELECT LOCATIONS PRIOR TO FINALIZING THE DESIGN FOR CONSTRUCTION.
5. THE GROUNDWATER LEVELS SHOWN AS FROM HDR WERE OBTAINED FROM THE
GROUNDWATER CORRECTIVE ACTION PLAN MODELS DEVELOPED BY HDR IN 2016 TO
REPRESENT EXISTING AND LONG-TERM POST CLOSURE GROUNDWATER LEVELS. THESE
MODELS ARE UNDERGOING REFINEMENT TO INPUT THE CURRENTLY PROPOSED FINAL
COVER GRADES. LOCATIONS SHOWING LONG-TERM GROUNDWATER LEVELS ABOVE THE
PROPOSED FINAL COVER GRADES ARE ASSUMED TO BE THE ARTIFACT OF THE MODELING
AND ARE BEING REFINED AT THIS TIME.
6. CLEAN STRUCTURAL FILL MAY BE USED OUTSIDE THE BASIN BOUNDARIES TO PROVIDE
POSITIVE GRADES TOWARDS THE CLOSED BASIN COVER SYSTEM.
20 so 3 4
SECTION F - F
STATION 41 +55
790
780
770
760
750
w 740
z0 730
<
w 720
w
710
700
690
680
670
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REFERENCE
1. HISTORICAL GRADE (BOTTOM OF CCR MATERIAL) WAS DIGITIZED BY AECOM USING THE
HISTORICAL TOPOGRAPHIC SURVEY MAP (SITE PLAN, DWG. NO. BC-1002-1, REV. 9)
PROVIDED BY DUKE ENERGY, PREPARED FROM AERIAL PHOTOGRAPHY TAKEN ON
OCTOBER AND DECEMBER 1966.
2. EXISTING GRADE IS BASED ON THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015.
3. EXISTING GRADE DEPICTED BENEATH THE WATER SURFACE IS BASED ON THE
BATHYMETRIC SURVEY PERFORMED BY HDR IN JUNE 2014.
4. THE ASH BASIN EXTENTS AND THE 2015 GROUNDWATER POTENTIOMETRIC LEVEL
PRESENTED IN THIS DRAWING ARE BASED ON THE "COMPREHENSIVE SITE
ASSESSMENT REPORT - BELEWS CREEK STEAM STATION ASH BASIN," PREPARED BY
HDR FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0024406)
ON SEPTEMBER 9, 2015.
5
11
7
SEAL
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
TITLE
=C0
L M
N.C. ENGINEERING LICENSE NO. I FOR
F-0342
0 20 40 60
VERTICAL SCALE (IN FEET)
0 200 400 600
HORIZONTAL SCALE (IN FEET)
NOT FOR CONSTRUCTION
CROSS SECTIONS 3
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
ISSUED FOR REVIEW
DUKE
ENE RAY®
SCALE: 1 = 200
DWG TYPE: .DWG
: �04316132
DATENO
FILENAME:
CROSS SECTION.DWG
DWG SIZE
DRAWING NO.
ANSI D
22.0"x 34.0"
BC-XXX-017
DES: CN
DFTR : CLD
CHKD: DM
ENGR : CN
APPD: KK
REVISION
A
00
n
X
X
X
6

ac-xxx-me REV. p
INTERNAL WORKING, DRAFT
u
c
800
790
780
770
760
750
I-
w 740
Ll_
z0 730
Q
w 720
w
710
700
690
680
670
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
ASH BASIN
2015
POTE14TIOMETRIC
LEVEL
P
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PROPOSED
TOP
OF CCR
MATERIAL
-
-
EXI
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G
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r, in
n
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660
O
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LEGEND
2015 POTENTIOMETRIC LEVEL (FROM HDR 2016 MODEL)
PROPOSED FINAL COVER GRADE
PROPOSED TOP OF CCR MATERIAL GRADE
EXISTING GRADE
- - - - - - - - - - HISTORICAL GRADE (BOTTOM OF CCR MATERIAL)
POST CAPPING GROUNDWATER
(BY HDR MODEL)
FILL WITH RELOCATED ASH
p O O O O O O O O
± N r0 �t Lo Co r- 00 m O + N r7 Cn CO
LIE
NOTES
1. FINAL COVER CAP SYSTEM IS ONLY REQUIRED WITHIN THE ASH BASIN.
2. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON NAVD88.
3. THE LIMITS OF THE CCR BOUNDARY SHOWN ON THIS MAP TO BE REFINED THROUGH
GEOTECHNICAL INVESTIGATION TO BE PERFORMED AT A LATER DATE OR VERIFIED DURING
CONSTRUCTION.
4. THE HISTORICAL TOPOGRAPHIC MAP PROVIDED BY DUKE ENERGY WAS ASSUMED TO
REPRESENT THE BOTTOM OF CCR MATERIAL VERTICAL BOUNDARY. IT IS NOTED THAT AT
SOME LOCATIONS THE BATHYMETRY CONTOURS ARE BELOW THE HISTORICAL GRADES,
INDICATING SOIL MAY HAVE BEEN BORROWED FROM WITHIN THE BASIN BOUNDARY TO
CONSTRUCT THE DAM. NO AS -BUILT BASE GRADES ARE AVAILABLE. FUTURE
GEOTECHNICAL INVESTIGATION WILL BE PERFORMED TO VERIFY THE CCR MATERIAL BASE
AT SELECT LOCATIONS PRIOR TO FINALIZING THE DESIGN FOR CONSTRUCTION.
5. THE GROUNDWATER LEVELS SHOWN AS FROM HDR WERE OBTAINED FROM THE
GROUNDWATER CORRECTIVE ACTION PLAN MODELS DEVELOPED BY HDR IN 2016 TO
REPRESENT EXISTING AND LONG-TERM POST CLOSURE GROUNDWATER LEVELS. THESE
MODELS ARE UNDERGOING REFINEMENT TO INPUT THE CURRENTLY PROPOSED FINAL
COVER GRADES. LOCATIONS SHOWING LONG-TERM GROUNDWATER LEVELS ABOVE THE
PROPOSED FINAL COVER GRADES ARE ASSUMED TO BE THE ARTIFACT OF THE MODELING
AND ARE BEING REFINED AT THIS TIME.
6. CLEAN STRUCTURAL FILL MAY BE USED OUTSIDE THE BASIN BOUNDARIES TO PROVIDE
POSITIVE GRADES TOWARDS THE CLOSED BASIN COVER SYSTEM.
1- 00 m O ± N r7 -
N N N N N
SECTION G - G
STATION 46+74
REFERENCE
Ln p � 00 m O
N N N N N n n n n n n n Po
1. HISTORICAL GRADE (BOTTOM OF CCR MATERIAL) WAS DIGITIZED BY AECOM USING THE
HISTORICAL TOPOGRAPHIC SURVEY MAP (SITE PLAN, DWG. NO. BC-1002-1, REV. 9)
PROVIDED BY DUKE ENERGY, PREPARED FROM AERIAL PHOTOGRAPHY TAKEN ON
OCTOBER AND DECEMBER 1966.
2. EXISTING GRADE IS BASED ON THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015.
3. EXISTING GRADE DEPICTED BENEATH THE WATER SURFACE IS BASED ON THE
BATHYMETRIC SURVEY PERFORMED BY HDR IN JUNE 2014.
4. THE ASH BASIN EXTENTS AND THE 2015 GROUNDWATER POTENTIOMETRIC LEVEL
PRESENTED IN THIS DRAWING ARE BASED ON THE "COMPREHENSIVE SITE
ASSESSMENT REPORT - BELEWS CREEK STEAM STATION ASH BASIN," PREPARED BY
HDR FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0024406)
ON SEPTEMBER 9, 2015.
SEAL
O O
m O
Po �t
800
790
780
770
760
750
I-
740 w
Ll_
730 zo
Q
720 w
w
710
700
690
680
670
660
TITLE
L=com
N.C. ENGINEERING LICENSE NO. I FOR
F-0342
0 20 40 60
VERTICAL SCALE (IN FEET)
0 200 400 600
HORIZONTAL SCALE (IN FEET)
91MAIM1
NOT FOR CONSTRUCTION
CROSS SECTIONS 4
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
ISSUED FOR REVIEW
44*) DUKE
ENErjt'"*VR®
SCALE: 1 = 200
DWG TYPE:.DWG
JOB
:76132
DATE:-7-1
FILENAME:
CROSS SECTION.DWG
DWG SIZE
DRAWING NO.
ANSI D
22.0"x 34.0"
BC-XXX-018
DES: CN
DFTR : CLD
CHKD: DM
ENGR : CN
APPD: KK
REVISION
A
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X
X
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00
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I i I i I i I i I i I i I I
0 1 2 3 2 TENTHS
I 10
111111iiiil 1 1
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ac-xxx-ms REV. p
INTERNAL WORKING, DRAFT
0
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790
780
770
760
750
740
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w 730
Li
0 720
Q
w 710
J
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670
660
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
ASH BASIN
PRC
POSEDI
FINAL
OVER
GRAD
/
2015
POTENTIOMETRIC
LEVEL
(
ROM HDR 2016 MODE)
IROPO
ED TOR
OF CCR
MATERIAL
GRADE
/
/
\
---
--
----
EXIS
ING
RADE
\
LRICAL
HIS
GRADE
GGIR
\
MATERIAL)
\
/
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POST
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O N po Lo CO I- 00 00 O N n Lo c0 I- 00 O-) O N po Lo c0 I- CD 00
N N N N N N N N N N n n n n n n n P7 P7
NOTES
1
1.
FINAL COVER CAP SYSTEM IS ONLY REQUIRED WITHIN THE ASH BASIN.
2.
BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON NAVD88.
D
3.
THE LIMITS OF THE CCR BOUNDARY SHOWN ON THIS MAP TO BE REFINED THROUGH
LEGEND
GEOTECHNICAL INVESTIGATION TO BE PERFORMED AT A LATER DATE OR VERIFIED DURING
CONSTRUCTION.
- - - - 2015 POTENTIOMETRIC LEVEL (FROM HDR 2016 MODEL)
4.
THE HISTORICAL TOPOGRAPHIC MAP PROVIDED BY DUKE ENERGY WAS ASSUMED TO
PROPOSED FINAL COVER GRADE
REPRESENT THE BOTTOM OF CCR MATERIAL VERTICAL BOUNDARY. IT IS NOTED THAT AT
SOME LOCATIONS THE BATHYMETRY CONTOURS ARE BELOW THE HISTORICAL GRADES,
— — PROPOSED TOP OF CCR MATERIAL GRADE
INDICATING SOIL MAY HAVE BEEN BORROWED FROM WITHIN THE BASIN BOUNDARY TO
CONSTRUCT THE DAM. NO AS -BUILT BASE GRADES ARE AVAILABLE. FUTURE
EXISTING GRADE
GEOTECHNICAL INVESTIGATION WILL BE PERFORMED TO VERIFY THE CCR MATERIAL BASE
AT SELECT LOCATIONS PRIOR TO FINALIZING THE DESIGN FOR CONSTRUCTION.
- — — — — — — — — - HISTORICAL GRADE (BOTTOM OF CCR MATERIAL)
5.
THE GROUNDWATER LEVELS SHOWN AS FROM HDR WERE OBTAINED FROM THE
POST CAPPING GROUNDWATER
GROUNDWATER CORRECTIVE ACTION PLAN MODELS DEVELOPED BY HDR IN 2016 TO
(BY HDR MODEL)
REPRESENT EXISTING AND LONG-TERM POST CLOSURE GROUNDWATER LEVELS. THESE
MODELS ARE UNDERGOING REFINEMENT TO INPUT THE CURRENTLY PROPOSED FINAL
COVER GRADES. LOCATIONS SHOWING LONG-TERM GROUNDWATER LEVELS ABOVE THE
FILL WITH RELOCATED ASH
PROPOSED FINAL COVER GRADES ARE ASSUMED TO BE THE ARTIFACT OF THE MODELING
AND ARE BEING REFINED AT THIS TIME.
6.
CLEAN STRUCTURAL FILL MAY BE USED OUTSIDE THE BASIN BOUNDARIES TO PROVIDE
POSITIVE GRADES TOWARDS THE CLOSED BASIN COVER SYSTEM.
SECTION H - H
STATION 52+08
REFERENCE
1. HISTORICAL GRADE (BOTTOM OF CCR MATERIAL) WAS DIGITIZED BY AECOM USING THE
HISTORICAL TOPOGRAPHIC SURVEY MAP (SITE PLAN, DWG. NO. BC-1002-1, REV. 9)
PROVIDED BY DUKE ENERGY, PREPARED FROM AERIAL PHOTOGRAPHY TAKEN ON
OCTOBER AND DECEMBER 1966.
2. EXISTING GRADE IS BASED ON THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015.
3. EXISTING GRADE DEPICTED BENEATH THE WATER SURFACE IS BASED ON THE
BATHYMETRIC SURVEY PERFORMED BY HDR IN JUNE 2014.
4. THE ASH BASIN EXTENTS AND THE 2015 GROUNDWATER POTENTIOMETRIC LEVEL
PRESENTED IN THIS DRAWING ARE BASED ON THE "COMPREHENSIVE SITE
ASSESSMENT REPORT - BELEWS CREEK STEAM STATION ASH BASIN," PREPARED BY
HDR FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0024406)
ON SEPTEMBER 9, 2015.
SEAL
O Ln
�t �t
790
780
770
760
750
740
I-
730 w
Li
720 0
Q
710 w
J
W
.•I
670
660
TITLE
L=com
N.C. ENGINEERING LICENSE NO. I FOR
F-0342
0 20 40 60
VERTICAL SCALE (IN FEET)
0 200 400 600
HORIZONTAL SCALE (IN FEET)
DRAFT
NOT FOR CONSTRUCTION
CROSS SECTIONS 5
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
ISSUED FOR REVIEW
DUKE
ENEK%w' Y®
SCALE: 1 = 200
DWG TYPE:.DWG
JOB : �04316132
DATENO
FILENAME:
CROSS SECTION.DWG
DWG SIZE
DRAWING NO.
ANSI D
22.0"x 34.0"
BC-XXX-019
DES: CN
DFTR : CLD
CHKD: DM
ENGR : CN
APPD: KK
REVISION
A
m
I i I i I i I i I i I i I I I I
0 1 2 3 21 TENTHS 10 20 30 3 4
5 6
7

2
3 4
5 6
7
8 BC-XXX-020
REV. A
INTERNAL WORKINU
A
AIv
Lli
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B
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C
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0
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20
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DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES
ONLY
810
810
800
800
PINE
ALL ROADWAY
790
EMBANKMENT
DAM
790
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780
780
ASH B
SIN
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770
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690
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R MATERIAL)
•
�
670
670
•
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�
660
660
650
650
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640
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0
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O � N I'7 � � O � 00 O O N M
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N
N N N N N r7 r7 r7 r7 r7 r7 r7 r7
r7 r7
� � � � � � � � � �
SECTION I - I
STATION 56+70
NOTES
REFERENCE
DRAFT
LEGEND
1. FINAL COVER CAP SYSTEM IS ONLY REQUIRED WITHIN THE ASH BASIN.
1. HISTORICAL GRADE (BOTTOM OF CCR MATERIAL) WAS DIGITIZED BY AECOM USING THE
- -
- -
2015 POTENTIOMETRIC LEVEL (FROM HDR 2016 MODEL)
HISTORICAL TOPOGRAPHIC SURVEY MAP (SITE PLAN, DWG. NO. BC-1002-1, REV. 9)
NOT FOR CONSTRUCTION
2. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON NAVD88.
PROVIDED BY DUKE ENERGY, PREPARED FROM AERIAL PHOTOGRAPHY TAKEN ON
PROPOSED FINAL COVER GRADE
OCTOBER AND DECEMBER 1966.
3. THE LIMITS OF THE CCR BOUNDARY SHOWN ON THIS MAP TO BE REFINED THROUGH
TITLE
-
-
PROPOSED TOP OF CCR MATERIAL GRADE
GEOTECHNICAL INVESTIGATION TO BE PERFORMED AT A LATER DATE OR VERIFIED DURING
2. EXISTING GRADE IS BASED ON THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
CROSS SECTIONS 6
CONSTRUCTION.
APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015.
EXISTING GRADE
4. THE HISTORICAL TOPOGRAPHIC MAP PROVIDED BY DUKE ENERGY WAS ASSUMED TO
3. EXISTING GRADE DEPICTED BENEATH THE WATER SURFACE IS BASED ON THE

ac-xxx-021 REV. p
INTERNAL WORKING, DRAFT
0
C
790
780
770
760
750
740
730
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0 710
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w
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w 690
680
670
660
650
640
630
ASH
IN DA
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(BOTTOM
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750
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O O O O O O O O O O O O O O
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SECTION K - K
NEAR ROADWAY EMBANKMENT
SECTION J - J
STATION 57+83
830
820
810
800
790
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770
760
750
740
730
720
710
700
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CHEMICAL POND
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810
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750 w
740
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710 0
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690 w
680
670
660
650
640
630
O O co
0) O O
0 20 40 60
VERTICAL SCALE (IN FEET)
0 200 400 600
HORIZONTAL SCALE (IN FEET)
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
0 4 8 12
VERTICAL SCALE (IN FEET)
0 100 200 300
HORIZONTAL SCALE (IN FEET)
LEGEND
2015 POTENTIOMETRIC LEVEL (FROM HDR 2016 MODEL)
PROPOSED FINAL COVER GRADE
PROPOSED TOP OF CCR MATERIAL GRADE
EXISTING GRADE
- — — — — — — — — - HISTORICAL GRADE (BOTTOM OF CCR MATERIAL)
• POST CAPPING GROUNDWATER
(BY HDR MODEL)
FILL WITH RELOCATED ASH
NOTES
1. FINAL COVER CAP SYSTEM IS ONLY REQUIRED WITHIN THE ASH BASIN.
2. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON NAVD88.
3. THE LIMITS OF THE CCR BOUNDARY SHOWN ON THIS MAP TO BE REFINED THROUGH
GEOTECHNICAL INVESTIGATION TO BE PERFORMED AT A LATER DATE OR VERIFIED DURING
CONSTRUCTION.
4. THE HISTORICAL TOPOGRAPHIC MAP PROVIDED BY DUKE ENERGY WAS ASSUMED TO
REPRESENT THE BOTTOM OF CCR MATERIAL VERTICAL BOUNDARY. IT IS NOTED THAT AT
SOME LOCATIONS THE BATHYMETRY CONTOURS ARE BELOW THE HISTORICAL GRADES,
INDICATING SOIL MAY HAVE BEEN BORROWED FROM WITHIN THE BASIN BOUNDARY TO
CONSTRUCT THE DAM. NO AS -BUILT BASE GRADES ARE AVAILABLE. FUTURE
GEOTECHNICAL INVESTIGATION WILL BE PERFORMED TO VERIFY THE CCR MATERIAL BASE
AT SELECT LOCATIONS PRIOR TO FINALIZING THE DESIGN FOR CONSTRUCTION.
5. THE GROUNDWATER LEVELS SHOWN AS FROM HDR WERE OBTAINED FROM THE
GROUNDWATER CORRECTIVE ACTION PLAN MODELS DEVELOPED BY HDR IN 2016 TO
REPRESENT EXISTING AND LONG-TERM POST CLOSURE GROUNDWATER LEVELS. THESE
MODELS ARE UNDERGOING REFINEMENT TO INPUT THE CURRENTLY PROPOSED FINAL
COVER GRADES. LOCATIONS SHOWING LONG-TERM GROUNDWATER LEVELS ABOVE THE
PROPOSED FINAL COVER GRADES ARE ASSUMED TO BE THE ARTIFACT OF THE MODELING
AND ARE BEING REFINED AT THIS TIME.
6. CLEAN STRUCTURAL FILL MAY BE USED OUTSIDE THE BASIN BOUNDARIES TO PROVIDE
POSITIVE GRADES TOWARDS THE CLOSED BASIN COVER SYSTEM.
REFERENCE
1. HISTORICAL GRADE (BOTTOM OF CCR MATERIAL) WAS DIGITIZED BY AECOM USING THE
HISTORICAL TOPOGRAPHIC SURVEY MAP (SITE PLAN, DWG. NO. BC-1002-1, REV. 9)
PROVIDED BY DUKE ENERGY, PREPARED FROM AERIAL PHOTOGRAPHY TAKEN ON
OCTOBER AND DECEMBER 1966.
2. EXISTING GRADE IS BASED ON THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015.
3. EXISTING GRADE DEPICTED BENEATH THE WATER SURFACE IS BASED ON THE
BATHYMETRIC SURVEY PERFORMED BY HDR IN JUNE 2014.
4. THE ASH BASIN EXTENTS AND THE 2015 GROUNDWATER POTENTIOMETRIC LEVEL
PRESENTED IN THIS DRAWING ARE BASED ON THE "COMPREHENSIVE SITE
ASSESSMENT REPORT - BELEWS CREEK STEAM STATION ASH BASIN," PREPARED BY
HDR FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0024406)
ON SEPTEMBER 9, 2015.
TITLE
A"=com
SEAL
N.C. ENGINEERING LICENSE NO. I FOR
F-0342
NOT FOR CONSTRUCTION
CROSS SECTIONS 7
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
ISSUED FOR REVIEW
DUKE
RAY®[DATE.
SCALE: 1 = 200
DWG TYPE:.DWG
:
7-7-16132ENE
FILENAME:
CROSS SECTION.DWG
DWG SIZE
DRAWING NO.
ANSI D
22.0"x 34.0"
BC-XXX-021
DES: CN
DFTR : CLD
CHKD: DM
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APPD: KK
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EXISTING MINOR CONTOUR (2 FT)
EXISTING MAJOR CONTOUR (10 FT)
PROPOSED (UNDER CONSTRUCTION) MINOR
CONTOUR (2 FT)
PROPOSED (UNDER CONSTRUCTION) MAJOR
CONTOUR (10 FT)
PROPOSED MINOR CONTOUR (2 FT)
PROPOSED MAJOR CONTOUR (10 FT)
CLEANOUT
1. THE GRADES AND LABELS SHOWN ON THIS DRAWING ASSOCIATED
WITH THE WEIGHTED FILTER PROJECT AREA, WILL BE UPDATED
ONCE THE ONGOING PROJECT IS COMPLETED AND AS-BUILTS ARE
AVAILABLE.
101
BASELINE
EXISTING GROUND I
CONCRETE DITCH
6" MIN. STRIPPING (TYP.)
j _7
ACCESS ROAD
I1
I12 00
8 0 9+ _ �—
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17+I 0 I
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VARIES
7I WINCH TE
ENTRA CE
STRUCT RE
son oft
60,
EARTH FILL
3' MIN. COVER
WETLAND AREA WB TO BE
BACKFILLED
TYPICAL (EXISTING) WEIGHTED FILTER BLANKET SECTION
SCALE: N.T.S
I APPROXIMATE LOCATION OF
EXISTING DAM TOE
LOW
/ 18+
1
107
TOE DITCH
STRIP DRAIN
_ �
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two
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u
0 60 120 180
GRAPHIC SCALE (IN FEET)
DRAFT
NOT FOR CONSTRUCTION
k
TITLE
ASH BASIN MAIN DAM OVERALL VIEW
P"=com BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO. FOR F-0342 ISSUED FOR REVIEW
SEAL _ SCALE: 1" N
= 60' DES: C DUKE
DWG TYPE :.DWG DFTR : CLD
JOB
CHKD: DM
rNERGYn DATE: : 7-7 16 32 ENGR: CN
FILENAME: ASH DIKE CROSS SECTIONS.DWG APPD: KK
DWG SIZE DRAWING NO. REVISION
ANSI D
22.0"04.0" BC-XXX-022 A
I I I I I I I I I I I 1 I I
0 1 2 g I TENTHS 10 20 30

ac-xxx-oza REV. p
INTERNAL WORKING, URAFT
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770
760
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720
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FILL WITH RELOCATED ASH
790
780
770
760
790
750
780
740
770
730
760
720
750
710
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700
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NOT FOR CONSTRUCTION
TITLE
ASH BASIN MAIN DAM CROSS
SECTIONS 1
P"=comBELEWS CREEK STEAM STATION
0 20 40 60 100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
VERTICAL SCALE (IN FEET) N.C. ENGINEERING LICENSE NO. FOR F-0342 ISSUED FOR REVIEW
SEAL DUKE
SCALE: AS SHOWN
0 200 400 600 DWG TYPE:.DWG
JOB ENEMM7Y® DATENO : �04316132
HORIZONTAL SCALE (IN FEET)
FILENAME: ASH DIKE CROSS SECTIONS.DWG
DWG SIZE DRAWING NO.
ANSI D
22.0"x34.0" BC-XXX-O23
DES: CN
DFTR : CLD
CHKD: DM
ENGR : CN
APPD: KK
REVISION
A
m
F
0
1 2 3 2 TENTHS 10 20 30 3 4
5 6 7 8

ac-xxx-oza REV. p
INTERNAL WORKING, URAFT
0
C
0
790
780
770
760
750
740
730
720
710
700
690
680
670
660
650
640
630
620
610
790
780
770
760
750
740
730
720
710
700
690
680
670
660
650
640
630
620
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I I I I I I I I I I I I I
STA. 14+00
790
780
770
760
750
740
730
720
710
700
690
680
670
660
650
640
630
620
610
790
780
770
760
750
740
730
720
710
700
690
680
670
660
650
640
630
620
790
780
770
760
750
740
730
720
710
700
690
680
670
660
650
640
630
620
610
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LEGEND
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PROPOSED FINAL COVER GRADE
FILL WITH RELOCATED ASH
0 20 40 60
VERTICAL SCALE (IN FEET)
0 200 400 600
HORIZONTAL SCALE (IN FEET)
DRAFT
NOT FOR CONSTRUCTION
TITLE
ASH BASIN MAIN DAM CROSS
SECTIONS 2
P"=com
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO.
F-0342
FOR
ISSUED FOR REVIEW
SEAL
fft) DUKE
SCALE: AS SHOWN
DES: CN
DWG TYPE :.DWG
DFTR : CLD
JOB NO: 60432132
CHKD: DM
ENERGY®
DATE: 7-7-16
ENGR : CN
FILENAME:
ASH DIKE CROSS SECTIONS.DWG
APPD: KK
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34.0"
BC-XXX-024
A
00
n
X
X
6
N
m
F
0
1 2 3
2 TENTHS I 1 10 20 30
3
n
5 6 7 8

ac-xxx-ou REV. p
INTERNAL WORKING, URAFT
0
0
790
780
770
760
750
740
730
720
710
700
690
680
670
660
650
640
XISTI
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ROU
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PRO OSE
COV
'
FINAL
GR
DE
i
DTOP O
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790
780
770
760
750
740
730
720
710
700
690
680
670
660
650
640
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I I I I I
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STA. 16+00
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
790
780
770
760
750
740
730
720
710
700
690
680
670 0 0 0 0 0 0 0 0 0 0 0 0 o 670
O O O o O O O O O o 0 0 0 0 0 0 0
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STA. 18+00
i:
790
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770
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680
E
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PROPOSED TOP OF CCR MATERIAL GRADE
PROPOSED FINAL COVER GRADE
FILL WITH RELOCATED ASH
0 20 40 60
VERTICAL SCALE (IN FEET)
0 200 400 600
HORIZONTAL SCALE (IN FEET)
DRAFT
NOT FOR CONSTRUCTION
TITLE
ASH BASIN MAIN DAM CROSS
SECTIONS 3
P"=com
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO.
F-0342
FOR
ISSUED FOR REVIEW
SEAL
DUKE
SCALE: AS SHOWN
DES: CN
DWG TYPE :.DWG
DFTR : CLD
JOB NO: 60432132
CHKD: DM
ENERGY®
DATE: 7-7-16
ENGR : CN
FILENAME:
ASH DIKE CROSS SECTIONS.DWG
APPD: KK
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34.0"
BC-XXX-025
A
W
n
X
X
6
N
m
F
0
2 3 2 I TENTHS 10 20 30 3 4 5 6 7 8
I I I I I I

BC-XXX-026
REV. A
0
VEGETATIVE COVER
6" TOPSOIL/AMENDED
COVER SOIL ~ 5�
X, \\ \ COVER SOIL
GEOSYNTHETICS FINAL COVER SOIL 18" 24
GEOCOMPOSITE -
FINAL COVER SYSTEM
GEOSYNTHETICS TEXTURED 40-MIL � /
LLDPE GEOMEMBRANE / CCR MATERIAL / / CCR MATERIAL
2 ANOCHOR TRENCH POSED 2 FT. X 2 FT.
1 TYPICAL FINAL COVER SYSTEM 2 TYPICAL ANCHOR TRENCH
026 NOT TO SCALE 026 NOT TO SCALE
B
C
0
LINER LIMIT SIGN
EX. GRADE
GEOSYNTHETICS
ANCHOR TRENCH
FINAL GRADE
2.0% MIN.
CjR MATER/// jr//
5'
2' COVER SYSTEM
COVER SOIL
COVER SYSTEM
GEOSYNTHETICS
TYPICAL CAP TERMINATION ALONG BOUNDARY, -
NOT TO SCALE
STAINLESS STEEL
BATTEN
NEOPRENE
GASKET
i' 3/8" Ox3 3/4"
GEOMEMBRANE ' STAINLESS STEEL CINCH
TYPE ANCHORS BOLT @6" CENTERS.
KT'
GEOMEMBRANE CONNECTION
�A�6TO CONCRETE HEADWALL
NOT TO SCALE
SEAL
INTERNAL WORKING, DRAFT
PROVIDED TO NCDEQ ON 06/07/2018
FOR DISCUSSION PURPOSES ONLY
L=com
N.C. ENGINEERING LICENSE NO.
F-0342
TITLE
DRAFT
NOT FOR CONSTRUCTION
FINAL COVER AND CAP TIE-IN DETAILS
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
FOR
ISSUED FOR REVIEW
DUKE
ENErjt'"*VR®
SCALE: N.T.S.
DWG TYPE:.DWG
JOB
:76132
DATE:-7-1
FILENAME:
DETAILS.DWG
DWG SIZE
DRAWING NO.
ANSI D
22.0"x34.0"
BC-XXX-026
DES: CN
DFTR : CLD
CHKD: DM
ENGR : CN
APPD: KK
REVISION
0
W
n
X
X
X
O
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a)
m
0 1 2 3 2 TENTHS
I
20 30 3
n
5
I
7

BC-XXX-027
REV. A
0
:
C
24" CAP SYSTEM GRASS -LINED CHANNEL CL WEEP PIPE (4" HDPE INTERNAL WORKINU U RAFT
COVER SOIL CHANNEL
WEEP PIPE SOLID PIPE) -SEE NOTE 1. 24" CAP SYSTEM PROVIDED TO NCDEQ ON 06/07/2018
o F SOLID PIPE)(- HDPE
NOTE 3 LOW 1 POINT 5.0% MAX. FCOVER SOIL
5.0/o MAX.
LCHANNEL CALCULATION SUMx L.1 I %..? %.# %
MJ!3Y'ARL� SS ION PURPOSES ONLY
vi
')A" t- nn Q\/QTCKA
TYPICAL CENTER CHANNEL SECTION - STANDARD DESIGN
NOT TO SCALE
NOTES:
A. THIS STANDARD CHANNEL DESIGN INCLUDES VEGETATED CHANNELS AND IS TO BE USED IN AREAS WITH LOW SURFACE
WATER VELOCITIES. IN AREAS WHERE HIGH SURFACE WATER VELOCITIES ARE ANTICIPATED, REFER TO ALTERNATIVES 1
AND 2.
B. TO PROTECT AGAINST EROSION OF COVER SOIL AND TO ESTABLISH VEGETATIVE STABILIZATION WITHIN THE CHANNEL,
EITHER ECM (EROSION CONTROL MATTING) OR TRM (TURF REINFORCEMENT MATTING) WILL BE USED. THE SPECIFIC
PRODUCT WILL BE BASED ON THE ANTICIPATED SURFACE WATER VELOCITY AND SHEAR STRESS REQUIREMENTS.
C. SUBSURFACE DRAINAGE WEEP PIPE TO BE INSTALLED EVERY 50-FT ALONG LENGTH OF CHANNEL. THIS PROPOSED
PRELIMINARY SPACING WILL BE RE-EVALUTED FURTHER PRIOR TO CONSTRUCTION BASED ON ADDITIONAL ANALYSES.
6" UNIMAT FABRIFORM
(OR EQUIVALENT)
WEEP PIPE (4" HDPE
TYPICAL CENTER CHANNEL SECTION - ALTERNATIVE #1
NOT TO SCALE
NOTES:
A. SUBSURFACE DRAINAGE WEEP PIPE TO BE INSTALLED EVERY 50-FT ALONG LENGTH OF CHANNEL. THIS PROPOSED
PRELIMINARY SPACING WILL BE RE-EVALUTED FURTHER PRIOR TO CONSTRUCTION BASED ON ADDITIONAL ANALYSES.
B. 2-FT WIDE CONCRETE PLUG TO REPLACE 18" COVER SOIL BETWEEN FABRIFORM AND GEOCOMPOSITE EVERY 100-FT
ALONG THE LENGTH OF THE CHANNEL TO PREVENT POTENTIAL FOR SOIL WASH -OUTS UNDER FABRIFORM.
11 %1
24" CAP SYSTEM
Ditch
Drainage
Area
Channel
Location ID
DA
(Acres)
RCN
Q2s
(cfs)
Q1oo
(cfs)
Slope
M
Liner
Material
W
(ft)
D2s
(ft)
D1oo
(ft)
V25
(ft/s)
V1oo
(ft/s)
Proposed
Channel
Depth (ft)
DA-1
1-1
132.49
71
330.9
537.9
1.03
ECM/TRM
20
3.0
3.2
5.0
5.8
6.0
DA-2
2-1
122.85
71
353.8
573.6
1.07
ECM/TRM
20
3.0
3.3
5.1
5.9
6.0
DA-3
3-1
255.34
71
668.3
1083.7
1.11
Alternative 1
40
3.1
3.4
5.5
6.5
6.1
DA-3
3-2
346.74
71
916.6
1486.1
1.03
Alternative 1
40
3.0
3.2
8.1
9.5
6.0
DA-4
4-1
48.55
71
146.2
236.6
1.30
ECM/TRM
10
3.0
2.7
4.3
4.9
6.0
DA-5
5-1
395.29
71
1020.7
1668.2
1.06
Alternative 1
40
3.1
3.4
8.5
9.9
6.1
DA-5
5-2
458.1
71
1165.1
1903.4
1.301
Alternative 1
40
3.1
3.4
9.5
11.1
6.1
DA-6
6-1
19.83
71
68.8
110.4
3.56
ECM/TRM
10
2.0
1.8
3.4
3.9
5.0
DA-7
7-1
160.89
71
305.7
500.1
1.62
ECM/TRM
20
3.0
3.0
4.9
5.7
6.0
DA-8
8-1
641.13
71
173.9
283.0
1.62
ECM/TRM
10
3.0
2.9
4.5
5.1
6.0
DA-9
Entrance to
Downchute
2.31
71
1454.67
2371.47
NOTES
1. THE CHANNEL SECTION CALCULATIONS SHOWN ON THIS SHEET ARE FOR THE DRAINAGE
AREAS OF THE PROJECT THAT PRODUCE Q25 FLOWS GREATER THAN 50 CFS. FURTHER
ANALYSIS OF THE CONTRIBUTING SUBDRAINAGE AREAS WILL BE PERFORMED AT FINAL
DESIGN STAGE TO PROVIDE FURTHER REFINEMENT OF DESIGN CHANNEL DEPTHS,
VELOCITIES AND REQUIRED LINERS FOR ADEQUATELY CONVEYING STORMWATER RUNOFF.
TYPICAL Q25 CHANNEL SECTIONS FOR THESE UPPER REACH SUBDRAINAGE AREAS ARE
ANTICIPATED TO BE 10' WIDE, 2' DEEP, WITH GRASS LINED ECM/TRM FOR LINER MATERIAL.
2. REFER TO THE STORMWATER MANAGEMENT SYSTEM PLAN ON SHEET BC-XXX-009 FOR
DRAINAGE DIVIDES AND CHANNEL LOCATION ID POINTS.
3. * SYMBOL INDICATES NO CHANNEL - SEE SHEET BC-XXX-11 AND BC-XXX-22 FOR ENTRANCE
GRADING TO DOWNCHUTE.
4. THE D25 CHANNEL DEPTHS IN THE CHANNEL CALCULATION SUMMARY TABLE INCLUDES 6
INCHES OF FREEBOARD BELOW THE WEEP PIPE OUTLET FOR THE Q25 DESIGN FLOW. THE
D100 DEPTH IS THE CALCULATED DEPTH OF THE Q100 DESIGN FLOW.
DETAILS PENDING REVISION BASED ON UPDATES TO
DUKE PROGRAMMATIC DOCUMENT
W
n
X
x
x
C
N
4
m
0 1 2 3 2 TENTHS 10 20 30 3
A
5
7

GRAVEL ENTRANCE SHALL BE 50 FEET IN LENGTH
AND 20 FEET IN WIDTH WITH 20 FOOT RADIUS AT
DESIGN CRITERIA
EXISTING ROADWAY
AGGREGATE SIZE - USE 2-3 INCH WASHED STONE
36'-0°MIN 4'-0° 101-01,
DIMENSION OF GRAVEL PAD THICKNESS - 6 INCHES
_......._._.... _._�._
.._......._
MINIMUM
6" MIN.
_ ______________ THICKNESS
WIDTH - 12 FT. MINIMUM OR FULL WIDTH AT
FILTER FABRIC 23
WASHED STONE
ACCESS POINTS OF THE VEHICULAR ENTRANCE
AND EXIT AREA, WHICHEVER IS GREATER
GRAVEL CONSTRUCTION ENTRANCE
LENGTH - 50 FT. MINIMUM.
LOCATION - LOCATE CONSTRUCTION ENTRANCES
A
�oPo
AND EXITS TO LIMIT SEDIMENT FROM LEAVING THE
SITE AND TO PROVIDE FOR MAXIMUM UTILITY BY
eJ
j
ALL CONSTRUCTION VEHICLES. AVOID STEEP
GRADES AND ENTRANCES AT CURVES IN PUBLIC
ROADS.
CONTRACTOR SHALL INSTALL ADDITIONAL GRAVEL
o�
CONSTRUCTION ENTRANCES NOT INDICATED ON
6"MIN. THICKNES
THE PLANS REQUIRED FOR STAGING AND/OR
\�'$
BORROW AREAS AND MAINTAIN AT NO ADDITIONAL
2-3" COURSE AGGREGATE hd ��
EXPENSE TO THE OWNER.
CONTRACTOR SHALL SUPPLEMENT AND MAINTAIN
GRAVEL CONSTRUCTION ENTRANCES AT HIS
EXPENSE UNTIL FINAL ACCEPTANCE.
8 CONSTRUCTION ENTRANCE
028
C
STAPLE
CHECK
30'
4"
MATTING IN DITCHES
SLOPE
EXCAVATED MATERIAL -
VAR
TO 1 VAR.
�7
2TO 3'
DIVERSION DITCH
MINIMUM 1(
GAUGE LINI
WIRES
ILI
NOTE:
USE SILT FENCE ONLY WHEN DRAINAGE AREA
DOES NOT EXCEED 1/4 ACRE AND NEVER IN
AREAS OF CONCENTRATED FLOW.
* FOR REPAIR OF SILT
FENCE FAILURES, USE No. 57
WASHED STONE FOR
ANCHOR WHEN SILT FENCE
IS PROTECTING CATCH
BASIN.
18"
(MIN.)
BACKFILL
EXISTING
GROUND
6"
(MIN.)
STAPLES ON 1'
CENTERS IN
TRENCH
6" MIN
MATTING SHALL BE STAPLES ON 1'
PLACED IN TRENCH AND CENTERS IN
BACKFILLED TRENCH
DIAGRAM AO
6
STAPLE
3'
x \/
1 /2' /\ 3' /\
X
Staple Check Pattern
8'-0" MAXIMUM I
VARIABLE AS DIRECTED BY THE ENGINEER SILT FENCE FABRIC A
NSTALLED TO SECOND 9" (MIN)-�?FQ'
HIRE FROM TOP
c r'11'
STEEL POST
WOVEN WIRE FABRIC
SILT FENCE FABRIC
3'-0"
o FILL SLOPE
26"
_.._
"� GRADE
6" MINIMUM COVER OVER
SKIRT "
2'-0'
I
ANCHOR SKIRT AS DIRECTED
I
BY ENGINEER
SIDE
VIEW
9 SILT FENCE
028
DIAGRAM CO
DIAGRAM BO ,
NOTES:
1. STAPLES SHALL BE NO. 11 GAUGE STEEL WIRE FORMED INTO A "U" SHAPE WITH A MINIMUM THROAT WIDTH OF 1 INCH AND
NOT LESS THAN 6 INCHES IN LENGTH.
2. EXCAVATE TEMPORARY SILT DITCH WITH NON -VERTICAL SIDE SLOPES AND NOT GREATER THAN 1.5:1 SLOPE.
3. SEED BERM CREATED BY EXCAVATED MATERIAL AS DIRECTED.
4. THE ANCHORING AND STAPLES SHALL NOT BE ALLOWED TO CONTACT THE FINAL COVER GEOSYNTHETICS.
11 DIVERSION DITCH
028
MINIMUM 12-1/2 GAUGE
INTERMEDIATE WIRES
GRADE
NCDOT #5 OR #57
WASHED STONE
CLASS B EROSION
CONTROL STONE
12" OF NCDOT #5 OR —
#57 WASHED STONE
NOTE:
1. USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES
NOT EXCEED 1/4 ACRE AND NEVER IN AREAS OF
CONCENTRATED FLOW.
2. END OF SILT FENCE NEEDS TO BE TURNED UPHILL.
3. REMOVE SEDIMENT DEEPER THAN 12" AND REPAIR
ANY UNDERMINING IMMEDIATELY.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR
PLACEMENT AND REMOVAL OF FENCE.
5. CONTRACTOR SHALL BE RESPONSIBLE FOR
RESTORING DISTURBED AREAS TO ct
I7�C l�r1AICT�I Il�TI/'1A1 !�/'1A11-11 T1/'1A1
s�
TEMPORARY SEDIMENT TRAP
DESIGN CRITERIA
DRAINAGE
AREA
< 5 AC.
(ACRES)
MIN.
LENGTH TO
2:1
WIDTH
RATIO
3600
MIN.
(CU. FT.
VOLUME
PER AC.
REQUIRED
DISTURBED)
435
SURFACE
(SQ.FT. PER
AREA
CFS Q10)
REQUIRED
NOTES:
1. SEDIMENT TRAP NO. 2 WILL HAVE A 24" HDPE INFLOW PIPE. SEE
DETAIL 4, DRAWING BC-1042-37.
2. REFER TO STANDARD SPECIFICATION 6.60 OF THE NORTH
CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL FOR ADDITIONAL DESIGN SPECIFICATIONS
REGARDING TEMPORARY SEDIMENT TRAPS.
3. REFER TO STANDARD SPECIFICATION 6.65 OF THE NORTH
CAROLINA EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL FOR BAFFLE SPACING AND INSTALLATION.
4. NCDOT #5 OR #57 WASHED STONE SHALL CONFORM TO DIVISION
10, SECTION 1042 OF THE 2012 NCDOT SPECIFICATIONS.
PLAN VIEW
DESIGN SETTLED TOP
--- 2 T� 5'�
O 3
1. 5'
FLOW �.
8 OZ/SY NON -WOVEN J
ac-xxx-oze REV. p
NTERNAL WORKING, URAFT
SIDED TO
DISCUS.
APPROXIMATE
EDGE OF
CHANNEL
8 OZ/SY
NON -WOVEN
GEOTEXTILE
JEQ
F�(TYb N 06/07/2018
A1 n n /S
1�16$ B
(SEE PLANS) `A6 B
FOR SPACING) RIPRAP
a
L = THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVATION
GEOTEXTILE
NOTES:
1. ROCK CHECK DAMS TO BE UNDERLAIN BY A 10 OZ/SQ. YD. GEOTEXTILE.
2. ROCK CHECK DAMS TO BE INSTALLED AS NEEDED AROUND BASIN CONSTRUCTION AREAS.
rl 0 CHECK DAM
028
21" MIN.
MAX.
GEOTEXTILE
GROUND
12 SEDIMENT TRAP
028
NOTE:
EROSION AND SEDIMENT CONTROL DETAILS ARE BEING
SHOWN FOR REFERENCE PURPOSES ONLY. DESIGN AND
SITING OF MEASURES TO BE FURTHER DEVELOPED WITH
CONSTRUCTION LEVEL DOCUMENTS.
NCDOT CLASS R STONE
ROCK CHECK DAM PROFILE
Ditch/Swale
Slope(%)
Rock Check Dam
Spacing(ft)
0.50%
400
1%
200
1.50%
133
2%
100
2.50%
80
3%
67
4%
50
5%
40
6%
33
Spacing = 2ft/Slope
OVERFILL 6" FOR
n
SETTLEMENT
X
X
X
L=10' MIN. / ti50P EMERGENCY
00
BY-PASS 6"
BELOW SETTLED
TOP OF DAM
EXISTING GROUND
X=7' MIN.
m
<
TITLE
A"=Com
SEAL
N.C. ENGINEERING LICENSE NO. I FOR
F-0342
NOT FOR CONSTRUCTION
E&SC DETAILS 1
BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
ISSUED FOR REVIEW
DUKE
ENERGY®
SCALE: NTS
DWG TYPE:.DWG
:7-7-16132
DATEN:
FILENAME:
E & S DETAILS.DWG
DWG SIZE
DRAWING NO.
ANSI D
22.0"x34.0"
BC-XXX-028
DES: CN
DFTR : CLD
CHKD: DM
ENGR : CN
APPD: KK
REVISION
A
I i I i I i I i I
0 1 2
3
2 TENTHS
W
I I I I I I I I I I I I I
20 30 3 4
5 6
7

BC-XXX-029 REV. A
SURFACE STABILIZATION MEASURES
DEFINITION
Surface stabilization measures are the measures necessary to control runoff and erosion on disturbed areas by establishing
perennial vegetative cover with seed. These measures include both temporary and permanent measures. Temporary seeding
measures control runoff and erosion until permanent vegetation or other erosion control measures can be established.
PURPOSE
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 allows selection of the most appropriate plant materials.
SPECIFICATIONS
SEEDBED PREPARATION
Good seedbed preparation is essential to successful plant establishment. Complete grading before preparing seedbeds, and
install all necessary erosion control measures as shown on the approved erosion control plan. A good seedbed is
well -pulverized, loose and uniform. If soils become compacted during grading, loosen them to a depth of 6" using mechanical
means that will ensure that the cover system drainage system is not adversely impacted. Roughen or groove soil surface on
the contour.
If recent tillage operations have resulted in a loose surface, additional roughening may not be required, except to break up
large clods. If rainfall causes the surface to become sealed or crusted, loosen it just prior to seeding by disking, raking, or
other suitable methods. Groove or furrow slopes steeper than 3:1 on the contour before seeding.
Lime Application: Apply lime according to soil test recommendations. If the pH (acidity) of the soil is not known, an application
of ground agricultural limestone at the rate of 1 to 1-1/2 tons/acre on coarse -textured soils and 2-3 tons/acre on fine -textured
soils is usually sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil. Soils with a pH of 6 or
higher need not be limed.
Fertilizer Application: Base the fertilizer rates on soils tests. When these are not possible, apply a 10-10-10 grade fertilizer at
700-1,000 lb/acre. Both fertilizer and lime should be incorporated into the top 4-6 inches of soil through measures such as
disking, raking or other suitable measures. If a hydraulic seeder is used, do not mix seed and fertilizer more than 30 minutes
before application.
Complete seedbed preparation by breaking up large clods and raking into a smooth, uniform surface (slopes less than 3:1).
Fill in or level depressions that can collect water. Broadcast seed into a freshly loosened seedbed that has not been sealed by
rainfall.
SEEDING
Seed selection is provided in the Tables below. Select an appropriate species or species mixture for seeding based on the
anticipated growth season.
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder, or hydroseeder. Use seeding rates given in
the Tables below. Broadcast seeding and hydroseeding are appropriate for steep slopes where equipment cannot be driven.
Hand broadcasting is not recommended because of the difficulty in achieving a uniform distribution.
Small grains should be planted no more than 1 inch deep, and grasses and legumes no more than z inch. Broadcast seed
must be covered by raking or chain dragging, and then lightly firmed with a roller or cultipacker. Hydroseeded mixtures should
include a wood fiber (cellulose) mulch.
MULCHING
Provide mulch for newly seeded areas at a rate of 4,000 lb/straw per acre. Straw shall be dry, unchopped, unweathered and
without weeds. Anchor straw by tacking with asphalt, netting or a mulch anchoring tool. A disk with blades set nearly straight
can be used as mulch anchoring tool.
HYDRO SEEDING
Provide surface roughening on completed construction slopes to aid in the establishment of vegetative cover.
Obtain soil tests on the graded surface to establish rates of additives. In the absence of soil tests, provide lime and fertilizer
rates as described above for seedbed preparation. Provide a minimum application rate of wood fiber (cellulose) at least 4,000
lb/acre.
Comply with equipment manufacturer's installation instructions and recommendations. Use approved hydro -spraying
machinery with fan -type nozzles (50 degree tip). Spray in opposing directions for maximum soil coverage. Observe weather
conditions and comply with manufacturer's recommendations.
MAINTENANCE
Generally, a stand of vegetation cannot be determined to be fully established until soil cover has been maintained for one full
year from planting. Inspect seeded areas for failure and make necessary repairs and reseedings within the same season, if
possible.
Reseed and mulch areas where seedling emergence is poor, or where erosion occurs, as soon as possible. Provide additional
mulch if needed and do not mow. Protect from traffic as much as possible.
If washout occurs, repair the slope grade, reseed and reinstall mulch.
Fertilization --On the typical disturbed site, full establishment usually requires re -fertilization in the second growing season.
Fine turf requires annual maintenance fertilization. Use soil tests if possible or follow the guidelines given for the specific
seeding mixture.
Continue inspections until vegetation is firmly established
TEMPORARY SEEDING SPECIFICATIONS
Ground stabilization shall be performed within 7 calendar days on perimeter areas and slopes greater than 3HAV. Ground
stabilization shall be performed within 14 calendar days in other areas.
SEEDING MIXTURE (Table 6.10a LATE WINTER EARLY SPRING)
Species Rate (lb/acre)
Rye Grain (Secale cereale) 120
Annual lespedeza (Kobe) (Kummerowia striata v. kobe) 50
SEEDING MIXTURE (Table 6.10b SUMMER)
Species Rate (lb/acre)
German Millet (Setaria italica) 40
SEEDING MIXTURE (Table 6.10c FALL)
Species Rate (lb/acre)
Rye (grain) (Secale cereale) 120
SEEDING DATES (PIEDMONT)
Fall: Aug. 15 - Dec. 30
Late Winter and Early Spring: Jan. 1 - May 1
Summer: May 1 -Aug. 15
SOIL AMENDMENTS
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer
MAINTENANCE
Re -fertilize if growth is not fully adequate. Reseed, re -fertilize and mulch immediately following erosion or other damage.
PERMANENT SEEDING SPECIFICATIONS
Ground stabilization shall be performed within 7 calendar days on perimeter areas and slopes greater than 3HAV. Ground
stabilization shall be performed within 14 calendar days in other areas.
SEEDING MIXTURE (Table 6.11.b Herbacious Plants for Primary Stabilization)
Species Rate (lb/acre)
Tall fescue (Festuca arundinacea) (Grass lined Channels) 200
Tall fescue (Festuca arundinacea) (Surface Areas Outside Channels) 100
SEEDING DATES (Table 6.11.b PIEDMONT)
Fall, Winter, Spring: Sep. 1 -Apr. 15
NURSE PLANTS (NURSE CROP SPECIES)
Species Rate (lb/acre)
German Millet (Setaria italica) 10
Rye Grain (Secale cereale) 40
NURSE CROP PLANTS SEEDING DATES (Table 6.11.a PIEDMONT)
German Millet (Setaria italica): May 15 - Aug. 15
Rye Grain (Secale cereale): Aug. 15 -Apr. 15
SOIL AMENDMENTS
Apply lime according to soil tests, or apply 4,000 lb/acre ground agricultural limestone.
Apply fertilizer according to soil tests, or apply 1,000 lb/acre for 10-10-10 fertilizer, 1,750 lb/acre for 5-10-10 fertilizer, or 871
lb/acre for 10-20-20 fertilizer.
MULCH
Provide mulch for newly seeded areas at a rate of 4,000 lb/straw per acre. Straw shall be dry, unchopped, unweathered and
without weeds. Anchor straw by tacking with asphalt, netting or a mulch anchoring tool. A disk with blades set nearly straight
can be used as mulch anchoring tool. Anchor mulch by tacking with asphalt at a rate of 400 gal/acre min., roving, or netting.
Netting is the preferred anchoring method on steep slopes.
MAINTENANCE
Re -fertilize if growth is not fully adequate. Reseed, re -fertilize and mulch immediately following erosion or other damage.
REQUIRED MINIMUM STABILIZATION TIME FRAMES
SITE AREA DESCRIPTION
Perimeter dikes, swales, ditches, slopes
High quality water (HQW) zones
Slopes steeper than 3:1
are allowed
Slopes 3:1 or flatter
length
All other areas with slopes flatter than 4:1
zones (7 days)
STABILIZATION TIMEFRAME EXCEPTIONS
7 days
7 days
14 days
14 days
None
None
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days
7 days for slopes greater than 50' in
None, except for perimeters and HQW
FLEXIBLE PIPE
TIE DOWN 10' MAX SPACING
TIE DOWN AT END
DIAMETER (18")
12"
2"-5"
A
GENERAL NOTES:
1. TEMPORARY MATTING INSTALLED ON SLOPES SHALL BE DESIGNED TO WITHSTAND EROSIVE VELOCITIES PER THE
ENGINEER'S REQUIREMENTS.
2. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP's), INCLUDING ANY
NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. SLOPE SURFACE SHALL BE SMOOTH BEFORE
PLACEMENT FOR PROPER SOIL CONTACT.
3. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECP's IN A 6" DEEP X 6" WIDE TRENCH WITH
APPROXIMATELY 12" OF RECP's EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE
RECP's WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD
REMAINING 12" PORTION OF RECP's BACK OVER SEED AND COMPACTED SOIL. SECURE RECP's OVER
COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 121, APART ACROSS THE WIDTH
OF THE RECP's.
4. ROLL THE RECP's DOWN OR HORIZONTALLY ACROSS THE SLOPE. RECP's WILL UNROLL WITH APPROPRIATE
SIDE AGAINST THE SOIL SURFACE. ALL RECP MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING
STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE
DOT SYSTEM , STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS
CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
5. THE EDGES OF PARALLEL RECP MUST BE STAPLED WITH APPROXIMATELY 2" MINIMUM TO 5" MAXIMUM OVERLAP
DEPENDING ON RECP TYPE.
6. CONSECUTIVE RECP's SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN
APPROXIMATE 6" OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" APART ACROSS
ENTIRE RECP WIDTH.
NOTE: SIN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" MAY BE
NECESSARY TO PROPERLY SECURE THE RECP's.
MAINTENANCE NOTES:
1. INSPECT ROLLED EROSION CONTROL PRODUCTS (RECP) AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (2
INCH OR GREATER) RAINFALL EVENT AND 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 DAMAGED 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.
*REF: 6.17.12 NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, Rev. 6/07
CLASS B RIP -RAP
APRON
EXTEND TO EDGE OF DISTURBANCE
�13MATTING
029
CLASS B RIP
RAP AT SUMP
a ,
a a
> a
STAKES
a >
a
'a as
a ,
a ,
a
a �
a
a
1. PROVIDE FITTINGS AS NECESSARY TO ROUTE PIPE AS SHOWN ON
PLANS.
15 SLOPE DRAIN
029
HAY BALE DIVERSION,
SEE DETAIL 3 ON BC-1042-38
FLARED -END
SECTION OUTLET
NcTRERNAL WO
UNDERLAIN WITH 8 OZ/SY _ _
8 OZ/SY NON -WOVEN GEOTEXTILE
La
FOR NCDOT RIPRAP TYPE
DRAFT
N 06/07/2018
OSES ONLY
Acceptance Criteria for Rip Rap and Stone for
Erosion Control
Required Stone Sizes, inches
Class
Minimum
Midrange
Maximum
A
2
4
6
B
5
8
12
1
5
10
17
2
9
14
23
T
SOURCE: NCDOT STANDARD SPECIFICATIONS TABLE 1042-1
DEFINITION
A STRUCTURE DESIGNED TO CONTROL EROSION AT THE INLET OR OUTLET OF A CHANNEL OR CONDUIT.
PURPOSE
TO PREVENT EROSION AT THE OUTLET OF A CHANNEL OR CONDUIT BY REDUCING THE VELOCITY OF FLOW AND DISSIPATING
THE ENERGY.
CONSTRUCTION SPECIFICATIONS
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE REQUIRED LINES AND GRADES SHOWN IN THE
PLAN. COMPACT ANY FILL REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL.
LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL MAY ALSO BE FILLED BY INCREASING THE RIPRAP THICKNESS.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE PROPERLY PROTECTED FROM PUNCHING OR
TEARING DURING INSTALLATION. REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE OF FILTER
CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD OVERLAP A MINIMUM OF 1 FT. IF THE DAMAGE IS
EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID DAMAGING THE FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM STONE DIAMETER.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD, ANGULAR, HIGHLY WEATHER -RESISTANT AND
WELL GRADED.
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE END. MAKE THE TOP OF THE RIPRAP AT THE
DOWNSTREAM END LEVEL WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STEAM AND PREFERABLY STRAIGHT THROUGHOUT ITS
LENGTH. IF A CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IN THE UPPER SECTION OF THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH VEGETATION.
MAINTENANCE
1. INSPECT RIPRAP ENERGY DISSIPATERS AT LEAST WEEKLY AND AFTER EACH RAINFALL EVENT THAT EXCEEDS 0.5 INCHES
WITHIN A 24 HOUR PERIOD.
REFERENCE
N.C. EROSION AND SEDIMENTATION CONTROL PLANNING AND DESIGN MANUAL, 2006.
�14RIP RAP APRON
029
NOTE:
EROSION AND SEDIMENT CONTROL DETAILS ARE BEING
SHOWN FOR REFERENCE PURPOSES ONLY. DESIGN AND
SITING OF MEASURES TO BE FURTHER DEVELOPED WITH
CONSTRUCTION LEVEL DOCUMENTS.
TITLE
DRAFT
NOT FOR CONSTRUCTION
E&SC DETAILS 2
P"Com BELEWS CREEK STEAM STATION
100% DRAFT CLOSURE PLAN
STOKES COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO. FOR F-0342 ISSUED FOR REVIEW
SEAL SCALE: NITS DES: CN
DUKE DWG TYPE :.DWG DFTR : CLD
JOB NO: 60432132 CHKD: DM
ENERGY DATE: 7-7-16 ENGR: CN
FILENAME: E & S DETAILS.DWG APPD: KK
DWG SIZE DRAWING NO. REVISION
ANSI D
22.0"x34.0" BC-XXX-029 A
03
0
X
X
X
6
N
CO
M
0 1 2 g 2 TENTHS 10 20 30 3
5
7
: