NC0001422_Authorization to Construct_20030325

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
1�•
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Mr. Michael Shawn Longfellow, Plant Manager
CP&L Sutton Steam Plant
801 Sutton Steam Plant Road
Wilmington, North Carolina 28401
Subject: Authorization to Construct Permit Issuance
ATC Number 001422A01
CP&L Sutton WWTP
NPDES Permit NC0001422
New Hanover County
Dear Mr. Longfellow:
A request for an Authorization to Construct (ATC) was received by the Division and final plans
and specifications for this project have been reviewed and found to be satisfactory. There is no fee for
an ATC, so your check is being returned (please excuse the oversight in not returning it sooner).
Authorization is hereby granted for the CP&L Sutton - New Ash Pond improvements. Specifically, this
ATC allows:
• Vertical dike extension of the New Ash Pond,
• Raised from 34 feet to 40 feet (MSL),
• One foot thick clay liner,
• New riser with skimmer and riser bridge for outfall from New Ash Pond,
• New ash discharge lines and removal area,
• New ash removal truck ramp,
• and all additional piping, valves, control equipment and appurtenances.
Once modifications approved under this ATC have been completed and an Engineer's Certificate
has been submitted the permittee is autfwrized to operate the units listed above. The Division of Water
Quality approves this project in terms of compliance with NPDES limits: we defer to CP&L and their
consultants for approval of structural integrity, etc. of the dike extension.
This Authorization to Construct is issued in accordance with NPDES Permit No. NC0001422
issued December 27, 2002, and shall be subject to revocation unless the wastewater treatment
facilities are constructed in accordance with the conditions and limitations specified in the permit.
The sludge generated from these treatment facilities must be disposed of in accordance with
G.S. 143 -215.1 and in a manner approved by the North Carolina Division of Water Quality.
In the event that the facilities fail to perform satisfactorily, including the creation of nuisance
conditions, the Permittee shall take immediate corrective action, including those as may be required by
this Division, such as the construction of additional or replacement wastewater treatment or disposal
facilities.
1 61 7 MAIL SERVICE CENTER, RALEIGH, NORTH CAROLINA 27699 -1617 -TELEPHONE 919- 733 - 5083 /FAX [phone]
AN EQUAL OPPORTUNITY AFFIRMATIVE ACTION EMPLOYER - 50% RECYCLED/ 10% POST- CONSUMER PAPER
VISIT US ON THE WEB AT http : / /h2o.enr.state.nc.us /NPDES

Mr. Longfellow
NC0001422
2
The Wilmington Regional Office, telephone number (910) 395 -3900, shall be notified at
least forty-eight (48) hours in advance of operation of the installed facilities so that an in -place
inspection can be made. Such notification to the regional supervisor shall be made during the normal
office hours from 8:00 a.m. until 5:00 p.m. on Monday through Friday, excluding State Holidays.
Upon classification of the facility by the Certification Commission, the Permittee shall employ a
certified water pollution control treatment system operator to be in responsible charge (ORC) of the
water pollution control treatment system. The operator must hold a certificate of the type and grade at
least equivalent to or greater than the classification assigned to the water pollution control treatment
system by the Certification Commission. The Permittee must also employ a certified back -up operator
of the appropriate type and grade to comply with the conditions of Title 15A, Chapter 8G, .0202. The
ORC of the facility must visit each Class I facility at least weekly and each Class II, III, and IV facility
at least daily, excluding weekends and holidays, and must properly manage and document daily
operation and maintenance of the facility and must comply with all other conditions outlined in Title
15A, Chapter 8G, .0204. Once the facility is classified, the Permittee must submit a letter to the
Certification Commission which designates the operator in responsible charge within: (A) Sixty
calendar days prior to wastewater being introduced into a new system or (B) within 120 calendar days
of the following, (i) after receiving notification of a change in the classification of the system requiring
the designation of a new ORC and back -up ORC or (ii) a vacancy in the position of ORC or back -up
ORC.
A copy of the approved plans and specifications shall be maintained on file by the Permittee for
the life of the facility.
The Operational Agreement between the Permittee and the Environmental Management
Commission is incorporated herein by reference and is a condition of this Permit. Noncompliance with
the terms of the Operational Agreement shall subject the Permittee to all sanctions provided by G. S.
143 -215.6 for violation of or failure to act in accordance with the terms and conditions of this Permit.
Failure to abide by the requirements contained in this Authorization to Construct may subject
the Permittee to an enforcement action by the Division of Water Quality in accordance with North
Carolina General Statute 143- 215.6A to 143- 215.6C.
The issuance of this Authorization to Construct does not preclude the Permittee from complying
with any and all statutes, rules, regulations, or ordinances which may be imposed by other
government agencies (local, state, and federal) which have jurisdiction.
Upon completion of construction and prior to operation of this permitted facility, a certification
must be received from a professional engineer certifying that the permitted facility has been installed
in accordance with the NPDES Permit, this Authorization to Construct and the approved plans and
specifications. Mail the Certification to the NPDES Unit, Division of Water Quality, 1617 Mail Service
Center, Raleigh, NC 27699 -1617.

` Mr. Longfellow
NC0001422
.' 3
One (1) set of approved plans and specifications is being forwarded to you. If you have any
questions or need additional information, please contact Ms. Susan A. Wilson, P.E., telephone number
(919) 733 -5083, extension 510.
Sincerely,
4+
an W. Klimek, P.E.
cc: Central Files
IIPDES Vnit, teri nit Wild
Wilmington Regional Office, Water Quality
Louise England, CP&L
3932 New Hill - Holleman Road
New Hill, NC 27562
-u

DIVISION OF WATER QUALITY
November 5, 2002
MEMORANDUM
To: Susan Wilson
From: Ed Beck
Through: Rick Shiver
Subject: Authorization to Construct Request
CP &L Sutton Steam Plant
ATC001422A01
New Hanover County
NOV 7 2002
; r
The permittee proposes to raise the elevation of the dike walls in the ash pond
by six feet to provide an additional five to six years of storage. The elevation is to be
raised from the current elevation of 34 feet to 40 feet msl by the placement of suitable
material from an onsite borrow area. A clay liner is to be installed and connected to
the existing clay liner. The project will include the extension of the ash discharge line
within the pond and the raising of the outfall structure. An accompanying engineering
report indicates that the proposed construction method should result in a stable
structure.
A permit has been issued for the beneficial reuse of ash from the facility and it
is currently being used in road construction within the region. It is recommended that
authorization be given for the subject proposed project.
eb: AC 1422AO1.112
cc: Wilmington Regional Files
Central Files

10/2442002 11:05 9103433296
Stjate of North Carolina
-Department of Environment
and Natural Resources
Wilmington Regional Office
Division of Land Resources
Land Ouality Section
Michael F. Easley,Governor
William G. Ross Jr., Secretary
CP &L SUTTON PLANT PAGE 02
D I EGEDVE�
OCT 2 2 2DO2
J
October 17, 2002
NCDENR
NoRrH CARouNA DEpARnaENr or
ENVIRONMENT ANo N,PuRAL RZsouFRCEs
NOTICE OF RECEIPT OF EROSION & SEDIMENTATION CONTROL PLAN
CP &L A Progress Energy Company
Mr. Michael Shawn Longfellow, Plant Manager
801 Sutton Steam Plant Road
Wilmington NC 28401
Dear Mr. Longfellow:
This office has received a soil erosion and sedimentation control plan for the project listed below which was
submitted as required by the North Carolina Sedimentation Pollution Control Act (NCGS 113A- 57(4)).
Please be advised that this Act requires that all persons disturbing an area of one or more acres of land must
obtain approval of a soil erosion control plan prior to the commencement of said land disturbing activity (NCGS 113A-
54(d)(4)). The act further states that this plan must be filed a minimum of 30 days prior to the activity and the
approving authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30 day period will be deemed approval of the plan.
Commencement or continuation of a land- disturbing activity under the jurisdiction of this Act prior to the approval of
an erosion and sediment control plan is a violation of the Act.
A copy of any erosion and sediment control plan which could involve the utilization of ditches for the purpose
of dewatering or lowering the water table is forwarded by this office to the Division of Water Quality (DWQ). It is
suggested that you contact the Division of Water Quality at (910) 395 -3900 If the ditches shown on your plan will
lower the water table.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance with Federal
and State water quality laws, regulations and rules.
If you have questions, please do not hesitate to contact this office. Your cooperation in this matter is
appreciated and we look forward to working with you on this project.
CNM /bfr
cc:
WiRO -LQS
PROJECT NAME:
PROJECT NUMBER:
LOCATION:
RIVER BASIN:
SUBMITTED BY:
DATE RECEIVED BY LOS:
Sincerely,
Carol N. Miller, CPESC
Assistant Regional Engineer
CP &L Sutton -1984 Ash Pond Dike Expansion
NH -03104
Sutton Steam Plant Road - New Hanover .County
Cape Fear
CP &L A Progress Energy Company
October 16, 2002
127 Cardinal Drive Extension, Wilmington, N.C. 28405 -3845 • Te)ePhOne 910 -395 -3900 • Fax [phone]
An Equal Opportuniry Affirmative Action Employer

� CP&L
File No: SUT 12520A
ln�l`i(aZ
OCT 14 2002
DENR - WATER QUALITY
PO'NT SOURCE BRANCH
Mr. David Goodrich
North Carolina Department of Environment and Natural Resources
Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699 -1617
October 10, 2002
AUTHORIZATION TO CONSTRUCT — ASH POND VERTICAL DIKE EXTENSION
Dear Mr. Goodrich:
In accordance with 15A NCAC 211 .0138, enclosed is the required documentation for an
Authorization to Construct for a vertical dike extension of the new ash pond at Sutton Steam
Electric Plant, NPDES permit NC0001422. The new ash pond dike will be raised by six feet to
an elevation of 40 feet (mean sea level) and will provide an additional 5 to 6 years of ash storage.
Construction is expected to begin in May of 2003 at the earliest.
Please contact Louise England, Senior Environmental Specialist in the Environmental Services
Section with CP &L at (919) 362 -3522, if there are any questions concerning the information in
this submittal.
Respectfully y9iirs,
Michael Sha n Longfellow
Plant Manager
Enclosures
Sutton Steam Plant
801 Sutton Steam Plant Road
Wilmington, NC 28401

LAW
RESOURCES CREATING SOLUTIONS
CAROLINA POWER & LIGHT COMPANY
L. V. SUTTON STEAM ELECTRIC PLANT
1984 ASH POND VERTICAL EXTENSION
WILMINGTON, NORTH CAROLINA
LAW JOB NO. 3072&4-5036
September 9, 2002
BY LAW ENGINEERING AND ENVIRONMENTAL SERVICES
RALEIGH, NORTH CAROLINA
REPORT PREPARED BY
Shane C. Clark, E.I.
Project Engineer
J. Allan Tice, P.E.
Corporate Geotechnical Consults
Assistant Vice - President
Registered, North Carolina 6428
Jeffrey A. Mann, P.E.
Senior Engineer
10 A1 AR,
Sl AL `
All I
644
LAW Engineering and Environmental Services, Inc.
3301 Atlantic Avenue • Raleigh. NC 27604
919 - 876 -0416 • Fax: [phone]

19129ZT -93 00aBi wa]7IWIIG Rl
1.1 Location: The CP &L Sutton 1984 Ash Pond is located at the L.V. Sutton Steam
Electric Plant (north latitude 34° 17' 50" and west longitude 77° 59' 30'J,
approximately 3 miles north - northwest of Wilmington, New Hanover County, North
Carolina. The existing ash pond is located approximately 3,000 feet north of the
plant boilers and on the east side of the Cooling Lake.
A map showing the location of the dam, the county name, the state roads, the access
to the site and the outline of the ash pond is included on the plan cover sheet.
1.2 Dam: The existing Ash Pond is contained by earth dikes forming a closed basin.
Ash lines enter on the south end and outflow exits through a vertical concrete riser
and pipe spillway near the northwest corner. The dikes have a crest elevation of 34
feet (msl) and the top of the riser is at elevation 31.5 feet. The pond is bordered to
the south by the 1983 Ash Pond, which is used only for temporary ash storage. The
ponds are hydraulically separated by a sand dike with a sandy clay liner on the 1984
Pond side.
Under the present operation, ash deposition begins in the southern portion of the
pond and migrates northward. Two diversion curtains transect the ash pond from
east to west, and are used to increase detention time and ash settling within the pond.
The portion of the dike south of the southern -most diversion curtain has mostly
sedimented ash against it with little water. A contractor has been removing
sedimented ash from the south portion of the pond for off site beneficial reuse at
various times since December, 2001.
The existing dikes were constructed using sands from within the Ash Pond and from
adjacent borrow areas. A clay liner was constructed across the bottom and up the
interior side slope for seepage control.
No construction easements are necessary as CP &L owns all property expected to be
affected by the construction.
1.3 Surrounding Area Conditions: The west dike of the ash pond lies approximately 40
feet east of the cooling lake. A narrow area between the dam and the lake, adjacent
to the lake, is covered with low -lying vegetation. A wetlands review of the property
was performed by LAW and a narrow band within the tree line adjacent to the
cooling lake was found to contain wetlands. This band extended a few feet closer in
the outfall area. No wetlands were noted north of the pond. A gravel road (Sutton
Lake Road) parallels the eastern and northern sides of the ash pond. The roadway is
owned by CP &L, but is open for public access to the cooling lake. Failure of the ash
Page 1 of 7

Design Report
CP&L L Sutton Plant
Ash Paid Vertical Extension
Wilmington, Nash Carolina
pond dices could cause damage to the lake or roadway, but no loss of life. A low
hazard classification is appropriate for the dam.
Proposed Modifications: To provide for increased ash storage capacity, CP&L
proposes to raise the crest of the existing dam by approximately 6 feet, to elevation
40 feet (msl). The planned operating level will be elevation 37.5 feet, msl. The
maximum height for the modified dam will be 28 feet, and the storage volume will
be 1,835 acre -feet for the 81.1 -acre impoundment area. Additional storage life of
about 5 to 6 years is projected with the extension. Based on the planned height and
storage capacity, the modified dam will be an intermediate size dam under the North
Carolina definitions.
The work will include placing earth fill on the crest and downstream side of the
existing dam, extending the existing clay liner within the dam, and extending the
existing riser structure.
2.0 DESIGN CRITERIA
2.1 Controlling Regulations: CP &L dams are exempted from regulation by the North
Carolina Dam Safety Law, since they are under the control of the North Carolina
Utilities Commission (NCUC). However, CP&L has agreed with the NCUC on
inspection matters to apply guidelines promulgated by the U.S. Army Corps of
Engineers in 1976. For design of new dams or modifications to existing dams,
permits are not required from the North Carolina Dam Safety Section. For purposes
of design control, LAW has generally adopted the guidelines in the North Carolina
Dam Safety Regulations unless noted otherwise.
2.2 Geology. New Hanover County, which occupies a peninsula between the Atlantic
Ocean and the Cape Fear River, is part of the Atlantic Coastal Plain Province. The
upper deposits across New Hanover County consist of sand, clay, silt and marl of
Pleistocene and Miocene Age. These overburden materials are typically underlain by
the Castle Hayne Limestone stratum of Eocene Age. The Castle Hayne Limestone
consists of limestone, shell marl and sand. The thickness and areal extent of the
Castle Hayne Limestone is very irregular as a result of its deposition on the eroded
surface of the underlying PeeDee Formation (late Cretaceous Age) and the
subsequent erosion of the upper surface of the Castle Hayne Limestone. The PeeDee
Formation consists of silt, sand, and clay interbedded with lenses and layers of
limestone and sandstone.
2.3 Seismicity: Based on the inspection guidelines agreed upon with the NCUC, the
Corps of Engineers seismicity criteria have been used. The L. V. Sutton Steam
Electric Plant is located in Zone 1 of the Uniform Building Code Seismic Zone Map
contained in the Corps of Engineers' publication "Earthquake Design and
Evaluation for Civil Works Projects". Damage potential is listed as minor, and a
seismic coefficient of 0.05g is applicable to structures in this zone.
Page 2 of 7

Design Report
CP&L L. V. Sutton Plant
Ash Pond Vertical Extension
Wilmington, North Carolina
The Corps of Engineers' inspection guidelines state that "in general, projects located in
seismic zones 0, 1, and 2 may be assumed to present no hazard from earthquake
provide static stability conditions are satisfactory and conventional safety margins
exist".
2.4 Construction Materials:
2.4.1 Soils: The existing dike was constructed in 1984 out of existing site soils.
Previous analyses assigned soil properties of 35 degrees for a friction
angle and 110 pounds per cubic foot for a total unit weight. The 5 -year
independent consultant inspections conducted by LAW for CP &L and
recent site visits indicate the existing dike is structurally stable and has
no sign of external seepage. The extension will be constructed with
sandy soils from two nearby borrow pits. Samples were obtained,
classified according to the United Soil Classification System (USCS) and
tested for the minimum and maximum densities. Due to the soils in the
borrow areas being similar to the soils used for the existing dikes, no
strength testing was conducted.
Based on profiles generated by I 1 typical cross sections of the existing
dike and the new profile overlay, we estimate that approximately
220,000 cubic yards of soil will be required to construct the new dike
extension.
We assume CP &L will likely use clay similar to what has been used
previously on dike construction and repair on this site. No additional
testing has been performed.
2.4.2 Riser: A precast concrete section is planned for extending the riser. One
section will be installed during this project and the contractor will be
responsible for providing an adequate number of sections and approved
sealing material to reach the design pool elevation. CP &L has used
similar sections for previous extensions
2.4.3 Chain -link Fencing: The existing fencing and poles are to be removed
from the toe of the slope along Sutton Lake Road and the loading ramps.
The fencing is to be relocated according to the plans. Additional fencing
may be needed to supplement what is available on site. This additional
fencing will be the responsibility of the contractor, and should be the
same grade and style as that removed.
2.4.4 Retaining Wall: The contractor is responsible for constructing a wooden
retaining wall, as detailed in the plans, around the overflow structure on
the exterior side of the dike.
2.4.5 Overflow Structure Access Bridges: The contractor is responsible for
replacing the existing access bridge to the outlet skimmer structure on
Page 3 of 7

Design Report Ash Pond Vertical Extension
CP&L L V. Sutton Plant Wilmington, North Carolina
the interior side with the same or comparable structure, and providing a
similar type structure for the overflow structure on the exterior side.
New timber piles will be required to support the structure. These piles
should be approximately 8 inches in diameter and be driven to support
approximately 2 tons each.
2.4.6 Ash line extension: The contractor is responsible for extending the
existing ash lines in the ash handling area using SDR 32.5 8 -inch high
density polyethylene pipe (HDPE) as noted on plans.
2.4.7 Erosion Control: The contractor is responsible for maintaining the
requirements of the erosion control plan as detailed in the plans.
2.4.8 Miscellaneous: Geotextile and geogrid materials will be used
for slope protection and stabilization as well as roadway reinforcement.
On the separator dike between the 1983 and 1984 Ash Ponds, the dike
extension will extend over the sedimented ash in the 1984 pond. Some
areas may need to have geogrids placed on the surface for reinforcement.
Requirements for these are shown on the drawings.
3.0 DESIGN ANALYSIS
3.1 Stability: The stability of the proposed modifications was evaluated using circular arc
failure surfaces based on a random grid pattern. The modified Bishop method of analysis
was used in the STABL -611 program. Seismic analyses were also performed on the final
slopes using a horizontal acceleration factor of 0.058. Soil properties were determined
from laboratory analyses and historical information.
The initial analyses were based on a 3:1 (H:V) slope; however, due to space constraints
created by the cooling lake and the ash pond exterior slope riser structure, 4 different
slopes are used in the final design. The following table lists the general location of the
slope, the steepness of the slope and the corresponding factor of safety for the slope.
Slope Location
Geogrid Reinforced
3:1 All interior dike faces No
2.5:1 All exterior dike faces with No
the exception of those along
the cooling pond
Factor of Factor of
Safety Safety
(Static) (Seismic)
2.1 1.8
1.7 1.5
Page 4 of 7

Design Report
CP&L L. V. Sutton Plant
2:1 Exterior dike faces along
the cooling pond
2:1 Two tier retaining wall and
2:1 sloping backfill
immediately between the
overflow structure and the
dike face
Yes
8 -foot strips of Tensar UX
11OOHS or equivalent running
perpendicular to the face with
4-foot vertical spacings
Yes
12 -foot strips of Tensar UX
11OOHS running perpendicular
to the face with 2.5 -foot vertical
spacings. The retaining wall
will be laterally supported by
placing 6 "x6" timbers
perpendicular to the wall face
and compacting the backfill
around each
Ash Pond Vertical F.xtension
Wilmington, North Carolina
1.5
1.5
1.4
1.4
The planned construction materials are sandy and have no cohesion, therefore, local,
shallow sliding of the surface of the exterior slope is indicated in the computer analyses.
Existing slopes with fair to moderate grass cover, have performed well and do not show
signs of sliding. To limit the surficial erosion, all dike faces will need to be hydro-seeded
with drought tolerant grasses to aid in reducing potential surface sloughing.
Based on our analyses, the static and seismic factors of safety are acceptable for this
design.
3.2 Seepage: The existing dikes have not shown evidence of seepage either on the dike
slopes or along the toe during past inspections. The clay liner has been effective in
controlling water. Based on extension of the clay liner upward for the new construction,
the seepage condition is expected to be unchanged.
4.0 PERMITS AND SCHEDULES
4.1 Permits: The only permits understood to be necessary are an erosion and
sedimentation permit and an authorization to construct. The plans include erosion
and sedimentation control features, and a separate narrative and plan sheets have
been prepared for submittal to the Wilmington Regional office of the Land Quality
Section. The authorization to construct will be prepared by CP &L based on the
plans. It is not clear at this time if a separate grading or land - disturbing permit will
be required by New Hanover County.
4.2 Construction: Assuming plan approval and an authorization to construct are received
by December 31, 2002, construction is tentatively expected to begin in late 2003.
The actual start will depend on the effectiveness of the diversion curtains at
enhancing use of the existing storage capacity. The diversion curtains are to be
removed prior to the dike raise construction.
Page 5 of 7

Design Report
CP&L L.Y. Sutton Plant
Ash Pond Vertical Extension
Wilmingrom North Carolina
4.3 Filling: The ash pond will remain in service during the construction period, although
CP&L can lower the water level by temporary diversion of ash discharge into the
1983 pond. The last construction activity will be to place the riser extension. Filling
to the new pond design elevation is expected to take 5 to 6 years based on
observation of the current pond performance.
5.0 MAINTENANCE PLAN
5.1 Maintenance Plan: CP&L personnel at the Sutton Plant conduct maintenance
activities as needed. Plant procedure SUT 1.142 (Rev 1) calls for regular visual
observations of the dam and outlet works. Minimal maintenance is expected to be
necessary, consisting of brush cutting as required. Mowing has not been necessary
on the existing dam, and is not expected to be required on the expansion.
Page 6 of 7

Design Report Ash Pond Vertieal Extension
CP&L LY. Sutton Plant Wilmington, North Carolina
List of Slone Stabilitv Analvses Figures in Annendia
Slone Stabilitv Analvses (Static)
Figure
1
Interior 3:1 (H:V)
Figure
2
Exterior 2.5:1 (H:V)
Figure
3
Exterior 2:1 (H:V)
Figure
4
Exterior 2:1 (H:V) and two tier retaining wall
Slone Stabilitv Analvses (Seismicl
Figure
5
Interior 3:1 (H:V)
Figure
6
Exterior 2.5:1 (H:V)
Figure
7
Exterior 2.5:1 (H:V)
Figure
8
Exterior 2:1 (H:V) and two tier retaining wall
Page 7 of 7

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,
Design Report
Ash Pond Vertical Extension
CP&L L. V. Sutton Plant
Wilmington, North Carolina
S10De Stability Analyses (Staticl
Figure 1
Interior 3:1 (H:V)
Figure 2
Exterior 2.5:1 (H:V
Figure 3
Exterior 2:1 (H :V)
Figure 4
Exterior 2:1 (H :V) and two tier retaining wall
Slone Stability Analyses (Seismic)
Figure 5
Interior 3:1 (H:V)
Figure 6
Exterior 2.5:1 (H:V)
Figure 7
Exterior 2.5:1 (H:V)
Figure 8
Exterior 2:1 (H:V) and two tier retaining wall

a.
40 - i �e f
wi
2 i
30 - 2
20 -
10 -
0
0
STIED
c
1
N
I
L
2
I I I I i I I I I I
10 20 30 40 50 60 70 80 90 100 110
STABL61-1 FSmin =2.13
Safety Factors Are Calculated By The Modified Bishop Method
CP &L Sutton Dike Raise 3:1 Slope
C:ISTEDWINI- SECT3.PL2 Run By: Shane Clark 915/2002 10:19AM
70
1 1 1 1 1 i
# FS
Soil
Soil
Total
Saturated Friction Piez.
a 2.13
Desc.
Type
Unit Wt.
Unit Wt. Angle Surface
b 2.16
No.
(pcf)
(pcf) (deg) No.
c 2.18
New
1
102.4
119.0 34.0 0
d 2.20
Old
2
110.0
130.0 35.0 0
60 -
e 2.22
f 2.22
g 2.25
h 2.25
i 2.28
j 2.29
50
-
a.
40 - i �e f
wi
2 i
30 - 2
20 -
10 -
0
0
STIED
c
1
N
I
L
2
I I I I i I I I I I
10 20 30 40 50 60 70 80 90 100 110
STABL61-1 FSmin =2.13
Safety Factors Are Calculated By The Modified Bishop Method

rr2�r .
`+
CD
t1j
60 -
40 -
20 -
a.
f
1
1
2
2
2
i i 1 1
20 40 60 80 100
STABUH FSmin =1.68
Safety Factors Are Calculated By The Modified Bishop Method
120 140
CP&L Sutton Dike Raise 2.5:1 Slope
C:ISTE DWI NI- SECT2.Pt_2 Run By: Shane Clark 9/9/2002 11:41AM
100
# FS
Soil
Soil
Total
Saturated Friction Piez.
a 1.68
Desc.
Type
Unit Wt.
Unit Wt. Angle Surface
b 1.70
No.
(pcf)
(pcf) (deg) No.
c 1.71
New
1
102.4
119.0 34.0 0
d 1.74
Old
2
110.0
130.0 35.0 0
e 1.76
f 1.78
g 1.81
80 —
h 1.84
i 1.84
j 1.92
60 -
40 -
20 -
a.
f
1
1
2
2
2
i i 1 1
20 40 60 80 100
STABUH FSmin =1.68
Safety Factors Are Calculated By The Modified Bishop Method
120 140

CP &L Sutton Dike Raise 2:1 Slope along Cooling Lake
50 -
25
0
0
STED
w
R6
RBI
RI
2 _ _ L
a
h i
i f e do c
I
2
I I I
25 50 75 100
STABUH FSmin =1.51
Safety Factors Are Calculated By The Modified Bishop Method
2
125
C:ISTEDWINI- NEWFILE.PL2 Run By: Shane Clark 9/5/2002 9:30AM
100
# FS
Soil
Soil
Total
Saturated Friction
Piez.
a 1.51
Desc.
Type
Unit Wt.
Unit Wt. Angle
Surface
b 1.51
No.
(pcf)
(pcf) (deg)
No.
c 1.52
New
1
102.4
119.0 34.0
0
d 1.52
Old
2
110.0
130.0 35.0
0
e 1.54
f 1.54
g 1.55
h 1.56
i 1.58
75 — 1 1.59
50 -
25
0
0
STED
w
R6
RBI
RI
2 _ _ L
a
h i
i f e do c
I
2
I I I
25 50 75 100
STABUH FSmin =1.51
Safety Factors Are Calculated By The Modified Bishop Method
2
125

# FS
a 1.48
b 1.49
60 — c 1.50
d 1.51
e 1.52
f 1.52
g 1.53
h 1.53
i 1.53
j 1.54
40 —
20 —
00
STED
c�
CP&L Sutton Outfall Structure
C:ISTEDWINI- SECT5C.PL2 Run By: Shane Clark 9/5/2002 10:57AM
Soil
Soil
Total
Saturated Cohesion Friction
Piez.
Desc.
Type
Unit Wt.
Unit Wt.
Intercept
Angle
Surface
No.
(pcf)
(pcf)
(psf)
(deg)
No.
New
1
102.4
119.0
0.0
34.0
0
Old
2
110.0
130.0
0.0
35.0
0
Wood
3
125.0
130.0
10000.0
45.0
0
2
a `i
2
20 40 60 80
STABL61-1 FSmin =1.48
Safety Factors Are Calculated By The Modified Bishop Method
100

a J c
40 ; ge f i
2
30 - 2
20 -
10 -
0
0
STED
zi
1
2
1
I i I i 1
10 20 30 40 50 60 70 80 90
STABL61-1 FSmin =1.81
Safety Factors Are Calculated By The Modified Bishop Method
2 �•
100 110
CP &L Sutton Dike Raise 3:1 Slope
C:ISTEDWIN%- SECT3.PL2 Run By: Shane Clark 9/512002 10:20AM
70
1
1 1 1
# FS
Soil
Soil
Total
Saturated Friction Piez. Load Value
a 1.81
Desc.
Type
Unit Wt.
Unit Wt. Angle Surface j Horiz Eqk 0.050 g<
b 1.84
No.
(pcf)
(pcf) (deg) No.
c 1.86
New
1
102.4
119.0 34.0 0
d 1.88
Old
2
110.0
130.0 35.0 0
60
— e 1.89
f 1.89
g 1.92
h 1.92
i 1.93
j 1.94
s0
-
a J c
40 ; ge f i
2
30 - 2
20 -
10 -
0
0
STED
zi
1
2
1
I i I i 1
10 20 30 40 50 60 70 80 90
STABL61-1 FSmin =1.81
Safety Factors Are Calculated By The Modified Bishop Method
2 �•
100 110

v�q
60 1-
40 —
201—
I
CP &L Sutton Dike Raise 2.5:1 Slope
C:ISTEDWINI- SECT2.PL2 Run By: Shane Clark 9/9/2002 11:40AM
100
# FS
Soil
Soil
Total
Saturated Friction Piez.
Load Value
a 1.47
Desc.
Type
Unit Wt.
Unit Wt. Angle Surface
Horiz Eqk 0.050 g<
b 1.49
No.
(pcf)
(pcf) (deg) No.
c 1.49
New
1
102.4
119.0 34.0 0
d 1.51
Old
2
110.0
130.0 35.0 0
e 1.54
f 1.55
g 1.58
80 — h 1.60
i 1.61
60 1-
40 —
201—
I
I
a.
c
f
h b 1
d 1
` 2
2
2
2 s
20 40 60 80 100 120
STABL61-1 FSmin =1.47
Safety Factors Are Calculated By The Modified Bishop Method
140

I
°g
1%]
CP&L Sutton Dike Raise 2:1 Slope along Cooling Lake
50 -
25 -
0
0
STED
1 —Ru
a
J f � e b
1
R7
R6 i
2
RS '
R+ / 2
R3 800
R1
25 50 75 100
STABL61-1 FSmin =1.36
Safety Factors Are Calculated By The Modified Bishop Method
125
C:ISTEDWINI- NEWFILE.PL2 Run By: Shane Clark 9/512002 9:31AM
100
# FS
Soil
Soil
Total
Saturated Friction
Piez.
Load Value
a 1.36
Desc.
Type
Unit Wt.
Unit Wt. Angle
Surface
Horiz Eqk 0.050g<
b 1.36
No.
(pco
(pcf) (deg)
No.
c 1.36
New
1
102.4
119.0 34.0
0
d 1.36
Old
2
110.0
130.0 35.0
0
e 1.38
f 1.39
g 1.40
h 1.41
i 1.42
75 _ i 1.42
50 -
25 -
0
0
STED
1 —Ru
a
J f � e b
1
R7
R6 i
2
RS '
R+ / 2
R3 800
R1
25 50 75 100
STABL61-1 FSmin =1.36
Safety Factors Are Calculated By The Modified Bishop Method
125

Ir
no
G
"1
00
# FS
a 1.36
b 1.36
60 - c 1.37
d 1.38
e 1.38
f 1.38
g 1.39
h 1.39
i 1.39
1 en
40 —
a
20 40 60 80
STABL61-1 FSmin =1.36
Safety Factors Are Calculated By The Modified Bishop Method
2
100
CP &L Sutton Outfall Structure
C:ISTEDWIN\-
SECT5C.PL2 Run By: Shane Clark 9/5/2002 10:58AM
Soil
Soil
Total
Saturated
Cohesion Friction
Piez.
Load Value
Desc.
Type
Unit Wt.
Unit Wt.
Intercept Angle
Surface
Horiz Eqk 0.050 g<
No.
(pcf)
(pct)
(psf) (deg)
No.
New
1
102.4
119.0
0.0 34.0
0
Old
2
110.0
130.0
0.0 35.0
0
Wood
3
125.0
130.0
10000.0 45.0
0
a
20 40 60 80
STABL61-1 FSmin =1.36
Safety Factors Are Calculated By The Modified Bishop Method
2
100

• .• /k/r ;y'; ► ; tip,,
r
� .ry
.J
r
'r
Ar
�
•t
�'�
..3..,�' '�I
"
'•yam ..
-
.
,-
LABORATORY TEST
RESULTS
I,
i
,
yti.. -.+a�" - - � _ �': .Y� -',�
� •at�-_et�tti!:�i.e.�,��iY�vl � -
- .:,{E� ��L� � D '
• .• /k/r ;y'; ► ; tip,,
r
� .ry
.J
r
'r

LL PI D85 D60 D50 D30 D15 D10 Cc CU
• ND ND 0.77 0.53 0.45 0.340 0.2751 0.2562 0.86 2.1
MATERIAL DESCRIPTION USCS AASHTO
• COMPOSITE BAG #4 SP A -1 -b
Project No.: 30770 -2- 5036 -02 Remarks:
Project: CP &L SUTTON DIKE RAISE ND =NOT DETERMINED.
• Location: COMPOSITE BAG #4
SPECIFIC GRAVITY IS
ASSUMED.
Date: 06 -26 -02
GRAIN SIZE DISTRIBUTION TEST REPORT
LAW ENGINEERING. INC- Figure No. 11

% +75 mm
• 0.0
LL PI
• NO NO
GRAIN SIZE - mm
% GRAVEL % SAND % SILT % CLAY
0.1 99.9 0.0
D85 D80 D50 D30 D15 D10 CC CU
0.57 0.38 0.35 0.285 0.2288 0.1756 1.21 2.2
MATERIAL DESCRIPTION
• COMPOSITE BAG #3
Project No.: 30770 -2- 5036 -02
Project: CP &L SUTTON DIKE RAISE
• Location: COMPOSITE BAG #3
Date: 06 -26 -02
GRAIN SIZE DISTRIBUTION TEST REPORT
LAW ENGINEERING, INC_
USCS AASHTO
SP A -3
Remarks:
NO -NOT DETERMINED.
SPECIFIC GRAVITY IS
ASSUMED.
Figure No. 10

.�
LAW ENGINEERING AND ENVIRONMENTAL SERVICES, INC.
RALEIGH, NORTH CAROLINA
-
LABORATORY TESTING SUMMARY SHEET
PROJECT NAME: CP&L SUTTON DIKE RAISE
LAW PROJECT NUMBER: 30720 -2 -5036 Phase 02
DATE: 6 -21 -02
SAMPLE IDENTIFICATION OPTIMUM MAX. DRY LIQUID & PLASTIC LIMITS %FINER MAX: RELATIVE*MIN.. RELATIVE'
BORING TYPE
DEPTH MOISTURE DENSITY LL PL PI #200 SIEVE DENSITY DENSITY
(feet) ( %) (Pcrn (Pcf) pcf1.
BA -3
NP 0.1 103.5 88.6
BA -2
NP 0.1 104.4 89.2
BA -1
NP 0.1 107.8 92.6
REMARKS: * TESTED IN GENERAL ACCORDANCE WITH ASTM D4253 -00.
** TESTED IN GENERAL ACCORDANCE WITH ASTM D4254 -00.
ND= NOT DETERMINED, NP= NON PLASTIC REVIEWED BY: 'lrG
USCS
CLASSIFICATION

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r
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Y •.
. � •, � �.`. .. ... .. Fes. a �„ _ ... .. 1� � �1" I
�. �L _ ._ �.- _ .. .- .. r. — �- •.�.i� r w ..fir � •Y
Vo
i TA
ail
COST ESTIMATE..
'(K'-'.
if
.46 �� ~ •� ��t7T�t_` � • � � _ ." _ • �. .. ' •fir .. '. _.. _ v
r, �.�. Ir ; ( tv.j —1:.. - _ .I.��:1 ,� � � •y�i{ -'I
[ 1 � I .. - .. .. .. .y. - +.�..'�. -q - � �A •'. ��1 I �: 4 L'; _I * �i � car
�� .. .. '.ti -�. r��. _ ... r- - ��+�tr- , 11,4•.
�• 'I i . � � -�' �; � •! is ��� . Y��
j
�j. 1 =,. �'�. -•.Y .- t_�a'iF �i!?.s;Y _ri.i.���T ��'+��"r�_ �a�.i�l� � � �61r - Y:MMk.iY '.L�S_'all��l.`14 - 'Y'��7 '_'�i�.- �r'�J:C. }.u`.�•�' i _�i.F�- thy., ve' -_.. s.. r _ ^ ..

1984 ASHPOND VERTICAL EXTENSION
COST ESTIMATE
Description
lQuantiby jUnits
jUnit Price ITotal
Construction and Material Testing
1 3 %1
1 $1,779,817.801
$53,395
Dike Construction
Mobilization
1
$50,000.00
$50,000
Clearing and Grubbing
leach
1 57
acre
1 $900.00
$51,084
Erosion Control
Silt Fence
12,540
lin. ft
$0.551
$6,897
- lydroseeded Lime, Seed and Liquid Fertilize
57
acre
$489.00
$27,756
fiber mulch
274,718 sq. yd.
$0.12
$32,966
Discharge Structure Bridge
Skimmer Bridge
1 each
$20,000.00
$20,000
Overflow Bridge
1 each
$10,000.00
$10,000
Pile Driving
Mobilization
1 each
$8,000.00
$8,000
1 day driving
2 each
$8,000.00
$16,000
Dikes
Soil Fill
220,000 cu.yd.
$5.00
$1,100,000
1' clay layer on interior slope
4000 cu.yd.
$28.00
$112,000
Geosythetic (Geogrid)
2000 sq. yd
$2.75
$5,500
Geosynthetic (Geotextile)
7600 sq. yd
$1.80
$13,680
ABC for roadways
7500 tons
$12.00
$90,000
,
Retaining Wall at Overflow Structure
Timber"
1000
s. f.
$4.25
$4,250
Installation
1 760
s. f.
1 $4.50
$3,420
Retrofit Ash Discharge System
Raise Discharge Pipes
1
event
$50,000.00
$50,000
Modifications to Hydrovac Tanks
2
1
each
1
$30,000.00
$60,000
Extension of Exisiting Ash Lines
1000 lin. ft.
$14.00
$14,000
Ash Handling Area
Geosynthetic (Geogrid)
600
I
sq. yd.
1 $1.70
$1,020
ABC
295 tons
$11.00
$3,245
Truck Wash Station
System
1 1 leach
1 $100,0001
$100,000
* Material Costs only
ISub-Total I $1,779,818
Grand Total $1,833,212