20160742 Ver 2_401 Application_20190519

Homewood, Sue
From:
Mularski, Eric <[e-mail]>
Sent:
Thursday, May 16, 2019 10:23 AM
To:
'[e-mail]'; Homewood, Sue
Cc:
Leslie, Andrea J; Mitchell, Robert K; '[e-mail]'; Wise, Jon;
'Ala [e-mail]'; Nicholson, Allen (Furber.Nicholson@duke-
energy.com); [e-mail]; Banta, Tim; Kulpa, Sarah; Little, Michael
Subject:
[External] Cedar Cliff Hydroelectric Development Auxiliary Spillway Upgrade Project -
Section 404/401 Amendment #2
Attachments:
Cedar Cliff Monitoring Plan_20180918.docx.pdf,
CedarCliffAccessAreaSite Plans20190516.pdf
External email. Do
not click links or open attachments unless you verify. Send all suspicious email as an attachment to
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Mr. Brown & Ms. Homewood,
On behalf of Duke Energy, HDR is requesting an amendment to the previously approved Section 404 (Action ID 2015-
02543) and Section 401 (DWR# 2016-0742) Individual Permit for the Cedar Cliff Development Auxiliary Spillway Upgrade
Project (Project). As part of the amendment, Duke Energy would like to include the revised water quality monitoring plan,
an update to the USACE Individual Special Condition 20.0 regarding required depth of Turbidity Barriers, and
authorization for additional impacts to Cedar Cliff Lake to accommodate the proposed Cedar Cliff Access Boat Ramp —
Temporary Construction Access Road. Brief descriptions of these components are described below.
Water Quality Plan — A rock spoil assessment was initiated following internal review of the subsurface
investigation report that indicated the presence of pyrite material in rock core samples in the auxiliary spillway
rock face. These findings were discussed during a Project status update meeting with the environmental
regulatory agencies (including the U.S. Army Corps of Engineers, NC Division of Water Resources, US Fish and
Wildlife Services, and NC Wildlife Resources Commission) on February 8, 2018. The recommendation was made
to develop a Water Quality Monitoring Plan to gather baseline data as well as post -construction data as a due
diligence measure to ensure that placement of all excavated material from the auxiliary spillway into the reservoir
would not adversely affect water quality.
Duke Energy developed a draft Water Quality Monitoring Plan and submitted the document to the agencies for
review. On June 6, 2018, a teleconference was held to discuss the proposed Water Quality Monitoring Plan. Per
recommendations made during the second meeting, the plan has been revised to include a Data Review and
Reporting Requirements section (see attached). The revised Water Quality Monitoring Plan will be attached to the
Section 404/401 Individual Permit amendment.
• Turbidity Barriers - Duke Energy requests that SAW -2015-02543 Special Condition 20.0 regarding Turbidity
Barriers be revised to read; "Prior to the initiation of any of the work authorized by the permit, the Permittee shall
install floating turbidity barriers with weighted skirts that extend to a depth of at least 5 feet around all work areas
that are in, or adjacent to, surface waters. The turbidity barriers shall remain in place and be maintained until the
authorized work has been completed and all erodible materials have been stabilized."
Cedar Cliff Access Area - Temporary Construction Access Road — Duke Energy would like to include an
additional barge access area at the existing North Carolina Wildlife Resources Commission's Cedar Cliff Access
Area to support the Project. This will require an approximately 550 -foot -long temporary access road to the
proposed barge location. The Cedar Cliff reservoir will be drawn down approximately 30 feet in September 2019
after Labor Day to support the installation of the new spillway hoist, maintenance of the radial gate, and the
Project. The required reservoir drawdown will be sustained over the course of approximately 25 months. The
barge access temporary construction road is necessary to maintain access to the Cedar Cliff reservoir for
equipment and material support for the Project during the 25 -month period. Duke Energy is proposing to install an

approximately 500 -foot long temporary stone construction access road below the Cedar Cliff Reservoir full pond
elevation of 2,330 feet above mean sea level (feet msl). The proposed road will terminate at the 2,300 ft msl
reservoir drawdown elevation for barge access (Drawing CCL -0104-021).
Flow from Kiesee Creek has eroded the existing floating boat dock and sediment has been deposited in the
shallow portion of the reservoir. Duke Energy is proposing to excavate the excess sediment from the reservoir to
elevation 2,322 ft msl as shown on Drawing (CCL -0104-020). All excavated material will be deposited in upland
areas. Installation of a permanent rock vane is proposed to deflect flow from Kiesee Creek away from the boat
launch. A permanent rock ditch (Ditch 6 on the attached plans) parallel to the proposed access road will be
installed to promote flow to the reservoir during the drawdown period. Ditch 6 and rock vane will remain after
construction to promote flow away from the boat launch. To facilitate the construction of Rock Ditch 6 a temporary
pump -around scheme will be employed along a section of Kiesee Creek as shown on Drawing CCL -0103-012.
The proposed limits of the disturbance (LOD) area below the 2,330 ft msl full pond elevation is approximately 1.41
acres. A list of additional impacts below full pond elevation that are requested to be considered as part of this
404/401 permitting addendum are included in the table below.
SHEET Number
Type of Impact
Permanent Impacts
Temporary Impacts
CCL -0103-012
Dewatering
0 acres
45 linear feet
Pum - Around of Kiesee Creek
CCL -0104-020
Excavation
0 acres
0.49 acres
CCL -0104-021
Barge Access Road (Fill)
0 acres
0.49 acres
2,065 cubic yards of rock fill
CCL -0104-020
Rock Ditch
0.70 acres
0 acres
700 cubic yards of rock fill
CCL -0104-020
Rock Vane
0.03 acres (100 cubic yards
0 acres
of rock fill)
Attached to this email are the revised Duke Energy Water Quality Monitoring Plan and the proposed Cedar Cliff Access
Area Grading Plans and Details. We ask that you review the attached plans and include the additional impacts as part of
Duke Energy's Section 404/401 Individual Permit authorization.
Please do not hesitate to contact me if you have questions regarding this permit amendment request.
Thank you,
Eric Mularski, Pws
Environmental and Regulatory Team Lead
HDR
440 S. Church Street
Charlotte, NC 28202
D 704-973-6878 M 704-806-1521
Eric. mularski(cD_hdrinc.com
hdrinc.com/follow-us

Cedar Cliff Hydroelectric Development Auxiliary Spillway Upgrade Project
Proposed Duke Energy Water Quality Monitoring Plan
Project Overview
In 2014, the FERC established the Inflow Design Flood (IDF) for Cedar Cliff development as
the Probable Maximum Flood (PMF). Prior to the FERC notice, the OF had been 40
percent of the PMF. The existing spillway discharge capacity is insufficient to pass the PMF
without overtopping the dam and resulting in potential failure of the structure. Engineering
design efforts are underway to expand the existing auxiliary spillway (width and depth) and
install Hydroplus-Fusegates as the control section. In addition, the existing parapet wall will
be replaced with a PMF Wall to create additional storage for the Cedar Cliff
reservoir. Studies have indicated the expanded auxiliary spillway, Fusegates, and PMF
Wall provide the necessary measures to safely pass the OF without overtopping Cedar Cliff
Dam.
The construction project is scheduled to begin July, 2019 and be completed December,
2020. The present plan specifies excavating material (approximately 283,200 cubic yards)
from the mountain hillside east of the current fuse plug (Figure 1). A gravel filter berm at the
lower end of the auxiliary spill channel will provide sediment and erosion control from the
excavations.
During construction, the lake will be lowered 30 ft to accommodate the construction activities
including staging the excavated material on the foot print of the existing fuse plug approach
channel. The excavated material will be loaded onto barges and spoiled into Cedar Cliff
Lake upstream of the dam (Figure 2) (for discussion and review of submerged disposal, see
HDR 2018a). As specified in the USACE 404/401 permit, a 3-5 ft floating turbidity barrier will
be installed at all work areas that are in, or adjacent to surface waters.
As discussed by HDR (2018a), pyrite (FeS2) was identified in rock exposures at the site and
in the rock core from boreholes drilled for the subsurface investigation (HDR 2017).
Subsequent petrographic analyses of metasedimentary rocks of the Tallulah Falls Formation
(TFFm) collected from the rock cores found that the garnet mica schist, mica schist, and
schistose biotite gneiss lithologies contained 2 percent to 7 percent pyrite by volume (HDR
2017). Based on the boreholes drilled during the geological/ geotechnical site investigation
for the Auxiliary Spillway upgrades, approximately 26 percent of the total excavated material
(73,600 cubic yards) will be made up of these three rock lithologies.
Even though there are no known instances of acid -drainage related to the metasedimentary
rocks of the TFFm in the region surrounding the site; rocks with greater than 1 percent pyrite
and/or pyrrhotite by volume are considered to be potentially acid -producing. Pyrite can react
in the presence of atmospheric oxygen and water to form ferrous sulfate and sulfuric acid
(2FeS2 + 702 + 2H2O -> 2FeSO4 + 2H2SO4). The stoichiometry of complete oxidation of one
mole of pyrite would produce 4 equivalents of hydrogen ions. Although some acid -drainage
is produced by natural weathering, construction activities can expose large volumes of rock
containing sulfide minerals to oxidizing conditions. The oxidation of pyrite and subsequent
acid production increase significantly when exposed to atmospheric oxygen and particle size
becomes smaller and smaller (Pugh et.al. 1984). Subsequent leaching of the oxidation
products by rainfall/groundwater result in the formation of acid drainage which is

Proposed Duke Energy Monitoring Plan
characterized by low pH values, high concentrations of sulfate, and mobilization of metals
such as iron, aluminum, and manganese.
Bosch and Meckenstock (2012) have suggested anaerobic nitrate -dependent microbial
pyrite oxidation may also contribute to acid production. Geochemical and stable isotope field
data from anaerobic aquifers indicate that denitrification was associated with pyrite
oxidation. Laboratory studies were more ambiguous, but suggested that this process may
occur under some conditions. The molecular mechanism of pyrite oxidation coupled with
denitrification is not well understood.
Factors affecting the amount of Acid -Production
• Percent Pyrite in Rock
• Morphology and grain size of the iron sulfide minerals
• Particle size of excavated material (surface area of disturbed or spoiled rock)
• Presence of certain iron bacteria (primarily Thiobacillus ferrooxidans)
• Presence of alkalinity producing material
• Oxygen concentration
• Nitrate
In addition to the factors affecting the amount of acid production, the characteristics of
Cedar Cliff Reservoir (Table 1) also influence the amount of oxidation products in the
reservoir and downstream reaches. For example, the wide range of pH values reflected the
poor buffering capacity of the low alkalinity water as biological activity metabolized carbon
dioxide. In addition, the very low ionic strength, as measured by conductivity, also influenced
the ability to measure accurate pH values as well as indicating the poor buffering capacity.
The relatively high oxygen concentrations in the lake would favor higher rates of pyrite
oxidation, but these rates would be very low compared to exposure to atmospheric oxygen.
The low nitrate concentrations would limit the amount of de -nitrification associated with
anaerobic nitrate -dependent microbial pyrite oxidation. Probably the most significant factor
limiting the accumulation of pyrite oxidation products in the lake is the very high flushing rate
of the reservoir (Table 1). The average retention time of the water at full pool is 15.3 days;
at a 30 foot drawdown the average retention time of the water is reduced to 8.1 days. Also,
at the 30 foot drawdown, the only way to maintain the lake level is by the hydro operation,
which draws water from the bottom of the lake further reducing the accumulation of
oxidation products in the lake.
Even though HDR (2017), HDR (2018a), and HDR (2018b) have discussed the project in
detail and have projected minimum, if any, acidification impacts from pyrite oxidation, and
the lake characteristics also suggest a lack of accumulation of acidic water, the potential
does exist for an alteration of the water quality. The proposed monitoring program is
designed to assess any direct changes in water quality due to pyrite oxidation.
Page 2 of 8

Proposed Duke Energy Monitoring Plan
Table 1. Cedar Cliff Reservoir Characteristics
Parameter Units
Full Pond (Spillway Elevation)
2330 ft-msl
Tainter Gate Elevation
2305 ft-msl
30 Foot Drawdown Elevation
2300 ft-msl
Cedar Cliff Hydro intake Elevation
2202 ft-msl
Proposed Elevation of Top of Rock Spoil
2250 ft-msl
Lake Volume below Full Pond
6320 ac -ft
Lake Volume below Tainter Gate
3742 ac -ft
Lake Volume below 30 foot drawdown
3386 ac -ft
Lake Volume below hydro intake
42 ac -ft
Mean Outflow'
209.0 cfs
Mean Retention Time (full pond)
15.3 days
Mean Retention Time (30 foot drawdown)
8.1 days
Max Depth at Dam (full pond)
148 ft
Max Depth mid -lake sampling (full pond)
106 ft
pH range2
5.7-8.0
Mean Alkalinity2
0.13 meq/1
Conductivity Rangel
14-20 uSi
Mean Oxygen below 2250 ft-ms12
7.8 mg/l
Minimum observed oxygen2
4.2 mg/l
Mean Nitrate2
0.019 mg/l
1 Calculated from Cedar Cliff operations (1953-2013)
2 from NCDENR data reported in NP&L (2000)
Figure 1. Cedar Cliff Spill Channels and Proposed Excavation and Construction Areas with
Proposed Water Quality Sampling Sites (pink circles)
Page 3 of 8

Proposed Duke Energy Monitoring Plan
Figure 2. Bathymetric Map of Cedar Cliff Reservoir Showing the Proposed Spoil Areas, the Hydro Intake, and the Downstream
Reach with Proposed Water Quality Sampling Sites (red circles)
A CEdareIrr powarhwseTunrrel Ilei Cedar Cliff Fake Bathymetry
_czaoctBM 713 -Foot Contours
l i i i i i i i i i i i i i a i i h war rye ras are n ua 6urN y f— -e-- t. w,UMM
:o3 -*-ab: 9}:�rrr' Nat-. Ca Vz 8trt Pac MAD93 U5 Bracy Fbd hlouernber ��.5
Page 4 of 8

Proposed Duke Energy Monitoring Plan
Cedar Cliff Monitoring Rationale
Most environmental monitoring programs directly assess water quality or employ various
indices for biological impacts, usually macroi nve rte b rates in streams. The proposed
water quality assessment is designed to directly address the potential impact of the rock
spoil in the reservoir, the spill channel, and the Tuckasegee River below the excavation
site.
The biological communities, particularly macro -invertebrates, are influenced by many
factors and rarely exhibit a direct cause and effect of a perturbation. He et.al. (2015),
Svitok et.al. (2014), Gray and Delaney (2008), and DeNicola and Stapleton (2016) have
reviewed the use of macro -invertebrate communities to assess acid mine drainage with
mixed results. Unless the pH was extremely low or significant iron oxide precipitation
was covering the substrates, many diversity indices, biological integrities, density and
taxonomic diversities, and various community metrics applied to macroinvertebrate
populations showed highly variable results in streams with acid -mine drainage.
The NCDENR (2011) reported good to excellent benthic communities in streams with
low pH (mean 5.98, range 5.4-6.9). These data suggest that the use of benthic
communities to assess the impact of low pH values was limited. Macro -invertebrate
communities are extremely difficult to assess in the deeper portions of reservoirs and are
probably non-existent in the dry spill channel. Cedar Cliff hydro discharge into the
riverine habitat is very different than the Lake Habitat downstream of Bear Creek Hydro.
For these reasons, macro -invertebrate assessments are not recommended to monitor
potential impacts from potential pyrite oxidation at Cedar Cliff.
Unlike biological assessments, water quality measurements specifically designed to
detect any chemical alterations have the advantage of:
• Direct correlation to pyrite oxidation
• Relatively rapid analysis of data
• Trends are readily assessed
• Various oxidation and acidification pathways are directly elucidated
• Treatment options (if necessary) may be evaluated and tested during the
excavation process rather than relying on long-term mitigation
Each water sample would measure the reactants and products of the pyrite oxidation
reactions. These analyses will be used to document the pH and pyrite oxidation
products in the lake, area leachates, and de -nitrification prior to and during the
construction project.
In addition to periodic water sampling, continual recording of conductivity would provide
a record of overall ionic change in the water. If oxidation products (ions) increase, the
very low conductivity of the Cedar Cliff water should reflect an increase in the ionic
strength and provide a record of the degree of change (if any).
Page 5 of 8

Proposed Duke Energy Monitoring Plan
Chemical Basis for Water Quality Monitoring
Major pH Buffering in Surface Water (Alkalinity): (Stumm and Morgan, 1981)
H20<=> H+ + OH -
0O2+ H20<=> H2CO3 <=> H+ + HCO3'- <=> H+ +CO3 2
Chemistry of Pyrite Oxidation (Stumm and Morgan, 1981)
Pyrrhotite reacts with oxygen and water to produce reduced iron and sulfuric acid
Fe(1-x)S + (2-0.5x)02+ xH20=> (1-x)Fe2+ +SO4 2- + 2xH+
Pyrite reacts with oxygen and water to produce reduced iron and sulfuric acid
2FeS2 (s) + 702 + 2H2O => 2Fe2+ + 4SO42- + 4H+ [2FeSO4 + 2H2SO4]
Reduced ferrous iron reacts with oxygen and acid to produce Ferric iron
(rate limiting except if biologically catalyzed)
Fee+ + 1/402 + H+ => Fe 3+ + 1/2H20
Ferric Iron reacts with water to form iron hydroxide (yellow -red precipitate) and acid
Fe3+ + 3H2O => Fe(OH)3 (s) + 3H+
Excess ferric iron reacts with pyrite and water to form ferrous iron and sulfuric acid
FeS2 (s) +14Fe3+ + 8H2O => 15Fe2+ + 2SO42- + 16H+
Table 2. Proposed Chemical Analysis of Water Samples Pending Detailed Review of
Procedures to Achieve Low Limits of Detection
Parameter
Chemical
Tentative Analytical Method
Field Analysis Lab Analysis
Symbol
Whole Water Sample
Alkalinity
HCO3'- C032-
n/a-
Titration (0.025N HCI),
Inflection end-point
Total Iron
Fe
n/a--
Digestion, ICP
Raw Water, ICP
Aluminum
Al
n/a-
Raw Water, ICP
Manganese
Mn
n/a-
Raw Water, ICP
Calcium
Cat+
n/a-
Raw Water, ICP
pH
H+
Low conductivity
- n/a-
electrodes
Turbidity
n/a
Hach 2100Q Portable
n/a-
Turbidimeter
Ferrous Iron
Feel
1, 10 Phenanthroline
n/a-
colorimetric
Iron Hydroxide
Fe(OH)3
absorbance
n/a-
Field Filtered Water Sample
Nitrate -Nitrite
NO3'—NO21-
n/a-
Colorimetric
Sulfate
SO42-
n/a-
Low level
ion chromatography
Page 6 of 8

Proposed Duke Energy Monitoring Plan
Water Quality Monitoring Program
The water quality monitoring program is divided into two phases, namely the reservoir
sampling and the spill channel sampling. The reservoir sampling is designed to evaluate
the slower pyrite oxidation rates due to lower oxygen concentrations associated with the
large particle spoil on the bottom of the lake and the suspension of small particles
washed off the larger rocks as they are put in the lake. The spill channel sampling is
designed to evaluate the expected higher oxidation rates due to the high oxygen content
of the atmosphere and the higher surface to volume ratios of the fine particles in the
excavated area. These fine particles would be suspended and transported down the
auxiliary spill channel during rain events.
Cedar Cliff Reservoir Samolin
Monthly 1 -meter profiles of Temperature, Dissolved Oxygen, Conductivity, pH, and
turbidity will be collected with a Hydrolab sonde fitted with a low ionic strength pH
reference electrode. The 1 -meter profiles would be taken in the reservoir at the deepest
point in the vicinity of the Cedar Cliff hydro intake (see Figure 2) and at the deepest
point, approximately 2000 feet up -stream of the in -lake spoil footprints. Water samples
(Table 2) would be taken one meter above the lake bottom and one meter from the
surface. An additional water sample would be taken from a depth corresponding to
either abnormally high turbidity or abnormally low pH values in the water column.
Additional monthly water samples would be taken in the immediate tailrace of Cedar Cliff
Hydro and, as recommended by the USACE, just upstream of the East Fork/West Fork
confluence. A recording Hobo© fresh water conductivity data logger will be placed in the
Cedar Cliff Tailrace for the duration of the project.
Cedar Cliff Spill Channel Sampling
Since the spill channel is normally dry, but does serve as a conduit for water runoff
during rain events, the water sampling has to be conducted while the channel has runoff
water in it. Therefore, the water samples would be taken during runoff events of 1/2 inch
of rain or more per 24 -hours (Figure 1). A continuous recording water level sensor and
a recording conductivity sensor will be placed in the auxiliary spill channel upstream of
the sediment berm location prior to excavation'. The data from a recording rain gage
located on Cedar Cliff dam will be correlated with the continuous water level data from
the auxiliary spill channel. After the sediment berm is installed, a second set of water
level and conductivity sensors will be added downstream of the berm. The data will
document runoff events with the associated ionic strength throughout the project.
Data Review and Reporting Requirements
Reservoir, tailrace, and spill channel sampling activities began in July 2018 to establish
pre -construction conditions. Sampling will continue throughout the duration of the
project, which is anticipated to be completed by March 2021. Duke Energy will consult
with applicable state and federal regulatory agencies to determine if potential
remediation measures should be implemented based on water quality monitoring results
during construction.
' The sediment berm will be constructed immediately prior to excavation and will not be in-place during
the pre -construction phase.
Page 7 of 8

Proposed Duke Energy Monitoring Plan
References
Bosch, J. and R. U. Meckenstock. 2012. Rates and potential mechanism of anaerobic
nitrate -dependent microbial pyrite oxidation. Biochemical Society Transactions
Volume 40, part 6.
DeNicola, D.M. and M.G. Stapleton. 2016. Using Macroin vertebrates to assess
ecological integrity of streams remediated for acid mine drainage. Restoration
Ecology 24:5, 656-667.
Gray, N.F.and E.Delaney. 2008. Comparison of benthic macroin vertebrate indices for
the assessment of the impact of acid mine drainage on an Irish river below an
abandoned Cu -S mine. Environ Pollut. 155:1, 31-40.
He, F., W.Jiang, T.Tang and Q.Cai. 2015. Assessing impact of acid mine drainage on
benthic macroinvertebrates: can functional diversity metrics be used as
indicators?. Journal of Freshwater Ecology, 30:4, 513-524.
HDR. 2017. Geological and Geotechnical Subsurface Investigation, East Fork Hydroelectric
Project and Cedar Cliff Development (FERC No. 2698). Tuckasegee, North
Carolina, Report for Duke Energy of the Carolinas, LLC.
HDR. 2018a. Cedar Cliff Rock Spoil Evaluation. East Fork Hydroelectric Project
and Cedar Cliff Development (FERC No. 2698) Tuckasegee, North Carolina
HDR. 2018b. Cedar Cliff Hydroelectric Development Auxiliary Spillway Upgrade Project
Status Update and Permitting Process. Power Point Presentation for Agency
Briefing January 18, 2018
Nantahala Power and Light. 2000. FERC Relicensing First Stage Consultation Package.
East Fork Hydroelectric Project, FERC Project No. 2608 -NC
North Carolina Division of Water Quality. 2011. Basin -wide Assessment Report Little
Tennessee River Basin. Water Quality Section, Division of Water Quality, North
Carolina Department of Environment and Natural Resources. Raleigh, NC.
Pugh, C.E., L.R. Hossner, and J.B. Dixon. 1984. Oxidation rate of iron sulfides as affected by
surface area, morphology, oxygen concentration, and autotrophic bacteria. Soil
Science. 137:5, pp. 309-314.
Stumm, W. and J.J. Morgan. 1981. Aquatic Chemistry. John Wiley & Sons, Inc.,New York,
NY, 780p.
Svitok, M., M. Novikmec, P. Bitusik, B.Masa, J. Obona, M.Ocadlik 5 and E.Michalkova.
2014. Benthic Communities of Low -Order Streams Affected by Acid Mine
Drainages: A Case Study from Central Europe. Water 6,1312-1338.
Page 8 of 8

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/ ! t' \ 1 / / / ' �� .' ,\ _ '� _ —ate-_ —tr .'L• \ `\ �__` _—__— '' _��♦/—+/—�`r—/ ii_—/-- i —� \ —�4%41*
\ \\ \
1 / \ / i �/ r'• �_ \ _ -- — _''wig ' —--- .�� '♦ , \
- 2350_ -_.._.._. _.. ,�'''• —------_— — \ ;` \`II ~\`
TEMPORARY GRAVEL—• 1 /•� ` --------------------\\ ____ \ _.._.._. \\
�.• — INSTALL PUMP—AROUND MEASURES 5 — T—\ — `\ �• _ _ --- ------
CONSTRUCTION
ENTRANCE 1 — °� �` '/' ^��I \
0 05 005.•' -FOR DITCH CONSTRUCTION ONLY \ _
- 0105-008 r _ ,-
/ I / / -- -- - ---__ ----�- _-- _ - \
,� , 370• _ \ �\_�
✓�'' -- - / ,;/' \ COORDINATE WITH OWNER BEFORE REMOVING TREES ,''//' r- - - _ _--`---___-__- - --
\'��/ `\ /.,i•i/ •.,�..�-��r..�-�Tv��=_ \ ONLY CLEAR TREES NECESSARY TO INSTALL PUMP/ ,♦ , ______________`_- •\----__ _---__ ---------- - --- ��-;
AROUND MEASURES �,' r r,i !' --- ---_- ___�\ \ ---__ _______\- /------------ ---- ` TITLE
GENERAL NOTES:
REV. B
1. FOR ADDITIONAL GENERAL NOTES SEE
CCL -0100-004.
FOR DRAWING INDEX SEE CCL -0100-001.
FOR ABBREVIATIONS SEE CCL -0100-002.
FOR LEGEND AND SYMBOLS SEE
CCL -0100-003.
2. SEE CCL -0104-020 AND CCL -0104-021
FOR GRADING PLAN AND BOAT RAMP
CONSTRUCTION SEQUENCE,
3. TEMPORARY IMPACTS BELOW ELEVATION
2330.0 = 1.5 ACRES,
30 0 30
0009
SCALE: FEET
PLAN
SCALE: 1 "=30'
PRELIMINARY ,\.`���� CARo�''�'
�
NOT FOR FEss/009��ti9 ;-
�o °Qo
SEAL
oo
CONSTRUCTION = 03791 =
ORFN°
�,AF, G.\-\\\"\\ B ISSUED FOR BIDS. JTTD MGL
HDR Engineering, Inc. of the Carolinas License Number: F-0116 RECORDING /fill"""``` A 3/13/2019 ISSUED FOR BIDS. JTTD MGL — —
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075 PE SEAL NO. DATE REVISION DFTR DES CHKD APP
INCHES 1 2 3 TENTHS 10 20 30 4 5 6 7 8 9
I I 1 1 1 1
FOR
DUKE SCALE: AS NOTED
DWG TYPE: DGN
ENE RGYF DATE:JOB 10060948
FILENAME: CCL-0103-012.DGN
DWG SIZE DRAWING NO.
ANSI
22.0"x34.0" CCL -0103-012
10
DES: MGL
DFTR: JTTD
CHKD:
APPD:
REVISION
IV
•' \ '' '—^
' ' -- --- _ __
---------�
-- \'
AUXILIARY SPILLWAY
— ` —' --- '�
CEDAR CLIFF ACCESS AREA
—F
EROSION AND SEDIMENT CONTROL PLAN
PLAN
SCALE: 1 "=30'
PRELIMINARY ,\.`���� CARo�''�'
�
NOT FOR FEss/009��ti9 ;-
�o °Qo
SEAL
oo
CONSTRUCTION = 03791 =
ORFN°
�,AF, G.\-\\\"\\ B ISSUED FOR BIDS. JTTD MGL
HDR Engineering, Inc. of the Carolinas License Number: F-0116 RECORDING /fill"""``` A 3/13/2019 ISSUED FOR BIDS. JTTD MGL — —
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075 PE SEAL NO. DATE REVISION DFTR DES CHKD APP
INCHES 1 2 3 TENTHS 10 20 30 4 5 6 7 8 9
I I 1 1 1 1
FOR
DUKE SCALE: AS NOTED
DWG TYPE: DGN
ENE RGYF DATE:JOB 10060948
FILENAME: CCL-0103-012.DGN
DWG SIZE DRAWING NO.
ANSI
22.0"x34.0" CCL -0103-012
10
DES: MGL
DFTR: JTTD
CHKD:
APPD:
REVISION
IV

=
i
2 3 4 5 6 7 8t3 I
CCL -0104-020
If
1 / , / / / r / / / / / / ♦ / / / / ,,/ / _rel
,' / / / / / / / �i / // ' // ' / /iii' ♦' 1 : ♦ ♦ ' ♦ / / / ' / / / / / , / / ♦ ♦// / / / / I I 1 / \ \ \ -^� \,
CEDAR CLIFF RESERVOIR
,'///,/ ,' /'r / / / ,' D�,//♦/ /O// ,/// ,,�, If/, \ ! /' ,_ �♦ / / / / / ,' / ,'// / / , , ,,/ , / , . /.' ��,', ' / /,' .' I I I ' DRAWDOWN EL 2300.00
♦ . , / r , � / , , /// / \ ,// _ , ' ,PROPERTY LINE (TYP)' / /r ,'.. . ,// // y ♦ / ' / / �- \ I I '�. `\ I ` \ \
/It/ / ////
/,,, CEDAR CLIFF RESERVOIR
It
It FULL POND EL 2330.00 \ \
If
If
TERMINATE PERMANENTry Q) \ \ \
DITCH AT ELEVATION
T`\ FERC LICENSE/ / , 1^___ /, /',' ; I/' i_-- I \ \ \ \ \
, , / , ,� PROJECT BOUNDARY, I , / / / / �, - _ _ - I \ ''•� 2300.00 \ \ \ \ �O
If
I // // / / / l / / ♦ ♦ / / / - \ \ \
it . /l, / / / / , / , / / , , I I- , / , , l
♦ / , , , , , ,/, I / / / / / / , / / / 1 / \ I
N?l 7NV/00,
0000�REMOVE SEDIMENT
///� // / , / r / / .' ' ' ♦' l / /” / l l - DEPOSITS. GRADE O \ \ \ \
/ / /
r , / / , ♦ , ♦ / / l 1 \ \ �n
/ / TO ELEVATION 2322.00 p.41
\ \ \ \ \ \
/I, / / / , , III / it I - _' / , / \ 2322,\
I / 1
III/ / /,/ , / I , , > l / J / l , l , / /',- / I , - N \ \ \ \ \ \ \
l / / I l Il/ / I / / / / / //-I//
/ / / / / / / / / , , , I 1
1 1 / / ' ' / ' FILL CHANNEL AND \ \ \ \ \ \ \ \ \
GRADE AREA TOWARDS \\ \ \ \ \ \ \
I / � 2322.0 CONTOUR M \ \ \
REV. B
GENERAL
NOTES:
1. FOR
GENERAL NOTES SEE CCL -0100-004.
FOR
DRAWING INDEX SEE CCL -0100-001.
FOR
ABBREVIATIONS SEE CCL -0100-002.
FOR
LEGEND AND SYMBOLS SEE
CCL -0100-003.
2. BOAT
LAUNCH GRADING CONSTRUCTION
SEQUENCE:
2.1
VERIFY BOAT DOCKS HAVE BEEN
REMOVED BY OTHERS, COORDINATE
WITH OWNER.
2.2
INSTALL EROSION AND SEDIMENT
CONTROL MEASURES AND TURBIDITY
CURTAIN AS SHOWN ON
CCL -0103-012.
2.3
REMOVE SEDIMENT DEPOSITS AND
GRADE TO ELEVATION 2322.00 AS
SHOWN ON PLAN,
2.4
INSTALL PUMP AROUND MEASURES
TO CONSTRUCT DITCH 6.
2.5
INSTALL DITCH 6 AS SHOWN ON
CCL -0104-021; IMMEDIATELY
STABALIZE WITH RIPRAP.
2.6
INSTALL ROCK VANE.
2.7
AFTER DITCH 6 IS INSTALLED
REMOVE PUMP AROUND
MEASURES.
2.8
GRADE BOAT RAMP AND FILL
EXISTING CHANNEL AS SHOWN
ON PLAN.
2.9
INSTALL TEMPORARY STONE
CONSTRUCTION ACCESS ROAD AS
SHOWN ON CCL -0104-021.
2.10
AFTER PROJECT IS COMPLETE,
REMOVE ACCESS ROAD AND
RESTORE GRADES AS SHOWN.
1 •� \ \ \
BOAT RAMP
/,
I/
/,/�,',///; •� ,, , ,/ ,' ice♦ / , I , \ \ , 1 I � / '\ 2330.0 0.70 ACRES.
CA
\
// __/ ♦ / ' / I I \ \ \ , / I J C, \\ `\\ \\ \ \\ \ \\ \\ \-`- KEYNOTES:
If
DOCKS TO BE REMOVED BY OTHERS
PRIOR TO CONSTRUCTION.
tI
// / 1/ / 1: III \ 1 / / I I / / / I / I 1 \` /,- \ \ I \ \ \ `\\ ``\ \` \` ''`,•.
1 I ' , I I / I \ \ 1 \ \\ AGGREGATE BASE ON PARKING LOT IN
DITCH 6 1 I — 2 NACTOR HALL MAINTAIN
GOOD CONDITION.
\ \ - RIPRAP LINED 0105-012
, /„I / I 1 \ I / / ' - •`• CONTINUATION OF DITCH DURING
I '1 1\ ', / ; I \\ `\ `\ 1 ' \ •� O3 SEE CCL -0104-021 FOR
I \ It I I \ -
If sI \ -� \ \� \� \� CONSTRUCTION PHASE.
If
\ 1 I \ \ \ \ \ \ \ \ \ \ \ \ \ \
(DBOAT DOCK + '� / r•~-� \ + 1 1 \
,/ ��/ I / , / ,/ ,' //,' , // ♦/,/, !_-__ O PARKING LOT 1 /f •, --- `� \ `I I /♦ \ / _----_- ``\\ `\
TOP OF ROCK VANE = 2332.0 x
/ , / / / •/ rte, \ \\ -\\ \ \ \\ `�` _ i' / �__ __�_ `\ \\ `\
If
/ I // / , , , / 1 \ \ ROCK VANE / \I ••��• r \ \ ♦ _ _ _ -
0105-012
11 oe
-_\_ •x,2340
r/- /ice/, _ ��_ I ---------
_ __----- —_ \ — ` —\ \ `� � �i \ _ __'_—�-- _— .fes• �. \ � \
— _—— — — — — ——— _ _�...... . —'� lis'-!—'_�-- .fes •�, �\ \ ��\\ �\\
/ j -�\ \ \\ \\\ \ / /�/ / / /' //// / moi' i—'�/ // /i' _ \_ — I •� ----\ _ `-- _ _y�wia ����91----- f,.�• •�`• \\\\\ � \\�
---� _----2350------- ��• \ `— ' .....- _....._.... 1 •�• •I• _ i \ \ •� \\ \ \'a\\
/ /' / / / :f•I ' / ' \-� \\- ' ,yam'\``\�__ ,' ♦ \- -i - - __ - - _ -_ _ _- _- \ '- .
30 0 30
---------------
���. ' 1 :��✓�'� --- _ - /� /' \\ /'/' ` _ -- 2370 _- ---_-----_----` - ----------=�-`------__\ ; \ SCALE: FEET
TITLE
____ __ AUXILIARY SPILLWAY
\— —'` CEDAR CLIFF ACCESS AREA
—F GRADING PLAN
HDR Engineering, Inc. of the Carolinas License Number: F-0116
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075
PLAN
SCALE: 1 "=30'
PRELIMINARY
NOT FOR
SEAL oo
o
CONSTRUCTION = 03791 =
O R *o* ...l
RECORDING ,,'ygFl G.°v \\
''fill,I II" w\
PE SEAL
INCHES 1 2 3 TENTHS 10 20 30 4 5 6
I I I
FOR
----
SCALE: AS NOTED DES: MGL
DWG TYPE: DGN DFTR: JTTD
JOB NO:10060948 CHKD:
DATE:
DWG SIZE DRAWING NO.
B ISSUED FOR BIDS. JTTD MGL
A 3/13/2019 ISSUED FOR BIDS. JTTD MGL — — ANSI D
22.0"x34.0" CCL -0 Cv
NO. DATE REVISION DFTR DES CHKD APPD
7 8 9 10
I I I I
APPD:
REVISION
B
DUKE
ENERGY
FILENAME: CCL-0104-02O.DGN
SCALE: AS NOTED DES: MGL
DWG TYPE: DGN DFTR: JTTD
JOB NO:10060948 CHKD:
DATE:
DWG SIZE DRAWING NO.
B ISSUED FOR BIDS. JTTD MGL
A 3/13/2019 ISSUED FOR BIDS. JTTD MGL — — ANSI D
22.0"x34.0" CCL -0 Cv
NO. DATE REVISION DFTR DES CHKD APPD
7 8 9 10
I I I I
APPD:
REVISION
B

2 2 4 5 6 7 8
\ \ \ \ 1 1 1 1 / / ''r; / / / / / , / / / / / , , / / 1, / / / ' ' ' / / / / / / / , / / / / / ♦ ' //'/ ---- -'''' '� "/ _-_ � �/ / , / / \ \ \ \ \ \ I I
\ \ I / / \ � / / / / / ,ice/ / , , ♦ ,� / , /// / / / / / ' / , / / / , / ' / / / / / / / / /� // / �'/ ,' / / ___-- / / / ,/ , / , / \ \ \ \ \ \ I I
/ I O // // // // , ♦/ / //,// � / // // //n � iii _ \ ,/ '/ / ♦/ / / ,/ //,/ / / / // / // / // / //' , , // \ \ \ \ \ 1
I /41P
/ / . / , r / �/ ' , / O ♦ / / / , / /,/,, . / _„ / . , / , / , / / / ♦ , / / ♦ , ' /: =�' , /, / ♦ / / -/ I I I / CEDAR CLIFF RESERVOIR
Ir . / , , I ......... DRAWDOWN EL 2300.00 \ \ \ \
/ / / ♦ , , / / / / ' / �/ / / /,// '/ `\ ,+/. / ;PROPERTY LINE (TYPj' / / / / ,.,;/. /,:/ y'/.//, , , ♦ /� /- \\ 1 I '-�,,`• I \ \ \ \
'/�/ / / / / ♦� \ I \ I \ \ \
.41
CCL -0104-021
REV. B
GENERAL NOTES:
1. FOR GENERAL NOTES SEE CCL -0100-004.
FOR DRAWING INDEX SEE CCL -0100-001.
FOR ABBREVIATIONS SEE CCL -0100-002.
FOR LEGEND AND SYMBOLS SEE
CCL -0100-003.
2. SEE CCL -0104-020 FOR
GRADING SEQUENCE.
3. TEMPORARY IMPACTS BELOW ELEVATION
2330.0 = 1.5 ACRES.
/ / I I // / . n � // // / / /
'/'/ LO / / �/ / / .' /'/,' / ,/ / \_ -. `\ \-- '.` \\ 11 \ \\ \ KEYNOTES:
CEDAR CLIFF RESERVOIR 1 •,� \ I \ \ \ \ 1O DOCKS TO BE REMOVED BY OTHERS
J'' _, , / / l , /i, , ; /'i' // / /' J/ �0 , / ♦ , / / J FULL POND EL 2330.00 \
43 / O / / , / J / / / \\ \ \ ` 2� $ 1 \ \ \ \ PRIOR TO CONSTRUCTION.
/' , ,/♦/ + i �,',I `: / / ' J / "' / _ ' ' '`1/~,il/ /� i /� /� O /\\ \ ZrjO '�� k \\ \\ \\\ \\ O INSTALL TEMPORARY STONE ACCESS
'FERC LICENSE /� /� ' ' 1
5 \ 1 CONSTRUCTION ROAD AFTER GRADING
,PROJECT BOUNDARYI SHOWN ON CCL -0104-020 IS
__ - , , , ,,, , ,' , I , I / , , \ I •�• / \\ \ �, \\ \\ `\ \\ o COMPLETE. SEE GENERAL NOTE 2.
-' -'- -' /�/ /l/// ,, 11', // � , /' / ' /, 1 I^ __/' / , , l \ -___, `\ \ '•� \ \ o \ \ \ \ O3 SEE CCL -0104-020 FOR FINAL DITCH
' /i . • / r / - / / \ \ \ \ \\ ` `\ `\ \\ GRADES.
,- � � , . , ♦, � / ,, �/ „ , , , , � / , / / , I / / \ I/ / / , `\ \ \ o. � \ \ \ \ \ \ O CONFIRM PAD DIMENSIONS WITH OWNER
PRIOR TO CONSTRUCTION. PAD SIZE
/, /„/ • ,/ // / / / / / / , , , , , ', /, \ / 1 / , SHALL ACCOMMODATE CRANE USED FOR
i
/// / �� / / / / I / \ �i
I 4 BARGE ASSEMBLY.
5
♦ / / ,' ,' ,� ,' ,, , / ,, , , // , , , , / , ,' , , , � /' / ,' // � ,` /' i � I \ \\\\ / � ��0 +4 62 TERMINATE TEMPORARY DITCH AT
DRAWDOWN ELEVATION 2300.00
L--\ TEMPORARY STONE�QD
0105-012 CONSTRUCTION ACCESS ROAD0(3
41
1 I I I I// l / /I/ -'I ! `� /' '/ / , / / / /// / , /♦�/ _ / , ,/ l , \ \ 1 2305 \ \ \ \ \
I I 1 I1 / 1 /- ,' I j /J ' /I/' /' / If 11l /--' /'/ /' ' l \ \ 1 ,
f i /,� �;/ ,�/ ,', /' /' /// i i l i i i ,' v ,' / i �/ 2310
BOAT RAMP
/ ' ,l +1 /,'/ 11 / %• / 1, / r /' /' / ,' / / 1 I I I \ 1 I ` � I I \ / \\ `\ `\ `\ ''` `\ `\ \ \
It
/1"', /, /. I / , / f , 1 \ \ I I 1 /\ 0
BOAT DOCK
+ ,//„ � , r/ �,,� ,✓/, �/ ,/ __. /// , � 1
I
t, I 1 \ / / I I ; , , I I 1 �� 2k / DITCH #6 CLO
---\ Ill If� 1\ \\\ I\
IJ
�•_\ \ \
// i /,/, ♦' /',' /' +' _ , PARKING LOT
ALIGNMENT CURVE TABLE
Al
CURVE NO.
PI STATION
DELTA
RADIUS
TANGENT
LENGTH
CHORD DIRECTION
CHORD LENGTH
C1
0+68.70
036°45'21.93"
100.00'
33.22'
64.15'
N39°39'44.47"E
63.06'
C2
1+43.53
043°37' 14.61 "
50.00'
20.01'
38.07'
N43°05'40.81 "E
37.15'
/// / � ♦/ ��/, / \ � �'` --�/�! / /_��_-____-__ / '_--�� `\ - ---- ' '--' ' �-/��`- _ ' _ � `-_-'% - `._ \\ - -� - ____-__---- ---- _-_'-'_-- -'' --- __ -��' - \ tom- •♦
30 0 30
....... 360
\ _ I -2360 _ _------___-
'� / , • /.`tom+ -r ► -- �/ , \ / / \ \ ---/' , _/ / / / J - __ - --_ `� �\\ ���\ ___
--- ----------
PLAN
SCALE: 1 "=30'
SCALE: FEET
TITLE AUXILIARY SPILLWAY
CEDAR CLIFF ACCESS AREA
CONSTRUCTION ACCESS ROAD
GRADING PLAN
FOR
HDR Engineering, Inc. of the Carolinas License Number: F-0116
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075
ALIGNMENT LINE TABLE
PRELIMINARY
NOT FOR
CONSTRUCTION
ORFNGINE;;R°°'
RECORDING
\�`��\�H CARO��'%
.........
ESS/
` �O•Q� �N9`ti9 '
o
SEAL -
=o °37911
'
�.y'4F( °°G. 00� �\\
00\
PE SEAL
LINE NO.
LENGTH
DIRECTION
DES: MGL
START POINT
DWG TYPE: DGN
END POINT
L1
549.89
N65°
21'
18"E
N
779427.4419
N
779927.2402
FILENAME: CCL -0104-021 .DGN
APPD:
DWG SIZE
E
569436.4247
E
569665.7248
L2
14.45
N61°
42'
35"E
N
779464.5016
N
♦ '
1 _ I --------
•,2340-
�_•,�. `--�
\`\
-J
E
/ice -
,
_ \___--�
\"��
21.02
N58°
02'
25"E
N
779477.2297
N
79495.0632
E
569357.6491
E
569368.7752
14
23.89
N21*
17'
04"E
N
779535.3102
N
779543.9837
E
569417.3177
E
569439.5822
L5
388.24
Nb4°
54'
18"E
N
779569.3672
1 N
779920.9632
E
569466.7127
E
569631.3746
- 1�"-••-..
---- _-------.2350----_��---_-__\
\
/// / � ♦/ ��/, / \ � �'` --�/�! / /_��_-____-__ / '_--�� `\ - ---- ' '--' ' �-/��`- _ ' _ � `-_-'% - `._ \\ - -� - ____-__---- ---- _-_'-'_-- -'' --- __ -��' - \ tom- •♦
30 0 30
....... 360
\ _ I -2360 _ _------___-
'� / , • /.`tom+ -r ► -- �/ , \ / / \ \ ---/' , _/ / / / J - __ - --_ `� �\\ ���\ ___
--- ----------
PLAN
SCALE: 1 "=30'
SCALE: FEET
TITLE AUXILIARY SPILLWAY
CEDAR CLIFF ACCESS AREA
CONSTRUCTION ACCESS ROAD
GRADING PLAN
FOR
HDR Engineering, Inc. of the Carolinas License Number: F-0116
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075
ALIGNMENT LINE TABLE
PRELIMINARY
NOT FOR
CONSTRUCTION
ORFNGINE;;R°°'
RECORDING
\�`��\�H CARO��'%
.........
ESS/
` �O•Q� �N9`ti9 '
o
SEAL -
=o °37911
'
�.y'4F( °°G. 00� �\\
00\
PE SEAL
LINE NO.
LENGTH
DIRECTION
DES: MGL
START POINT
DWG TYPE: DGN
END POINT
L1
549.89
N65°
21'
18"E
N
779427.4419
N
779927.2402
FILENAME: CCL -0104-021 .DGN
APPD:
DWG SIZE
E
569436.4247
E
569665.7248
L2
14.45
N61°
42'
35"E
N
779464.5016
N
779477.2297
E
569350.7985
E
569357.6491
L3
21.02
N58°
02'
25"E
N
779477.2297
N
79495.0632
E
569357.6491
E
569368.7752
14
23.89
N21*
17'
04"E
N
779535.3102
N
779543.9837
E
569417.3177
E
569439.5822
L5
388.24
Nb4°
54'
18"E
N
779569.3672
1 N
779920.9632
E
569466.7127
E
569631.3746
/// / � ♦/ ��/, / \ � �'` --�/�! / /_��_-____-__ / '_--�� `\ - ---- ' '--' ' �-/��`- _ ' _ � `-_-'% - `._ \\ - -� - ____-__---- ---- _-_'-'_-- -'' --- __ -��' - \ tom- •♦
30 0 30
....... 360
\ _ I -2360 _ _------___-
'� / , • /.`tom+ -r ► -- �/ , \ / / \ \ ---/' , _/ / / / J - __ - --_ `� �\\ ���\ ___
--- ----------
PLAN
SCALE: 1 "=30'
SCALE: FEET
TITLE AUXILIARY SPILLWAY
CEDAR CLIFF ACCESS AREA
CONSTRUCTION ACCESS ROAD
GRADING PLAN
FOR
HDR Engineering, Inc. of the Carolinas License Number: F-0116
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075
PRELIMINARY
NOT FOR
CONSTRUCTION
ORFNGINE;;R°°'
RECORDING
\�`��\�H CARO��'%
.........
ESS/
` �O•Q� �N9`ti9 '
o
SEAL -
=o °37911
'
�.y'4F( °°G. 00� �\\
00\
PE SEAL
DUKE
E N E RGYF
SCALE: AS NOTED
DES: MGL
DWG TYPE: DGN
DFTR: JTTD
JOB NO: 10060948
CHKD:
DATE:
FILENAME: CCL -0104-021 .DGN
APPD:
DWG SIZE
DRAWING NO.
REVISION
B ISSUED FOR BIDS. JTTD MGL
ANSI D 22.0"x34.0"
r
CCL -0
B
A 3/13/2019 ISSUED FOR BIDS. JTTD MGL - -
N0. DATE REVISION DFTR DES CHKD APPD
INCHES 1 2 3 TENTHS 10 20 30 4 5 6 7 8 9 10
1 I 1 1 1 1 1

-E
-F
PIPE AS REQUIRED
PROVIDE TYPE 1
GEOTEXTILE UNDER STONE
6" MIN
MAINTENANCE:
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT
FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC
TOPDRESSING WITH SEDIMENT, CLEAN OUT AS NECESSARY. IMMEDIATELY REMOVE
ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
TEMPORARY GRAVEL CONSTRUCTION
ENTRANCE DETAIL 1
SCALE: NOT TO SCALE 0103-003
0103-009
0103-010
0103-012
0103-023
SILT FENCE FABRIC
INSTALLED TO
SECOND WIRE FRON
GALVANIZED WOVEN
WIRE FIELD FENCE,
14 GAUGE WITH 6" M
VERTICAL STAY SPAM
6"X6" MAX
MESH SPACII
GRADE
SPACING:
8' OC MAX W/WIRE FENCE
6' OC MAX EXTRA STRENGTH
EXTRA STRENGTH FILTER FABRIC
NEEDED WITHOUT WIRE MESH FABRIC-
HARDWARE
ABRIC-HARDWARE CLOTH
19 GAUGE WITH 1/4" SPACING
MSN
STEEL POST �, MP
(1.25 LB/LIN FT
STEEL-51FT MIN LENGTH)
3' MIN STEEL POST
4' MAX (1.25 LB/LIN FT
STEEL - 5FT MIN
HARDWARE CLOTH LENGTH)
MEDIAN 8" DIA RIPRAP
MAX: 1'-6" HIGH
FLO\N
6" MAX SPACING
GENERAL NOTES:
1. SEDIMENT FILTER OUTLET AND HARDWARE CLOTH SHALL BE 16
INCHES HIGH BUT NO TALLER THAN 18 INCHES.
2. HARDWARE CLOTH SHALL BE ANCHORED TO THE STEEL POSTS
SECURELY USING APPROPRIATE ANCHORS. HARDWARE CLOTH
SHALL BE KEYED A MINIMUM OF 12 INCHES IN LENGTH AND
BACKFILLED PROPERLY AS SHOWN IN ABOVE DETAIL.
3. POST SHALL BE NO MORE THAN 4 FEET APART.
4. SITE OUTLETS AT ANY POINT WHERE SMALL CONCENTRATED FLOW
IS ANTICIPATED AND AT THE DIRECTION OF THE INSPECTOR.
MAINTENANCE NOTES:
1. WASHED STONE (#57) TO BE REMOVED AND REPLACED ONCE IT
BECOMES CLOGGED WITH SEDIMENT.
2. SEDIMENT TO BE REMOVED WHEN ACCUMULATIONS REACH 113
HEIGHT OF SILT FENCE.
3. THE KEY TO FUNCTIONAL ROCK OUTLETS IS WEEKLY INSPECTIONS,
ROUTINE MAINTENANCE, AND REGULAR SEDIMENT REMOVAL.
SILT FENCE
(MAX) 1 L<� A 1 (MAX)
1.5 1.5
0
J
LL.
ROCK PLAN
0'-9" MIN
PONDING HEIGHT
STEEL POST
3' ABOVE GRADE (MAX)
V7RUNOFF
��� 6" MIN THICK
WASHED STONE
(NCDOT #5 OR #57)
FACE ON UPSTREAM SIDE
SILT FENCE ROCK OUTLET DETAIL
SCALE. NOT TO SCALE
C7 `1 POST (1.25 LB/FT)
✓EN WIRE FABRIC
FENCE FABRIC
FILL SLOPE
GRADE
EXCAVATE TRENCH 8" DEEP X 4" WIDE
BURY FABRIC 8" ALONG SIDE AND 4"
ACCROSS THE BOTTOM
=11 III r muiN I VIr-VV 1111 SIDE VIEW
II II :III I-
II II -III I-
=11 1= I I I I
III�I_I=„II �III�liil
NOTES:
1. FABRIC, PER NCDEQ 6.62, TO BE ANCHORED IN THE TRENCH 8" DOWN AND 4" HORIZONTAL AND THEN BACKFILLED WITH
EARTH AND COMPACTED.
2. POSTS TO BE MIN. OF 2'-0"IN GROUND.
3. BRACE POSTS WHERE NECESSARY.
4. ATTACH FABRIC WIRE AND POSTS WITH METAL RINGS ON PLASTIC ZIP TIES (50 LB MIN. TENSILE).
5. POST SHALL BE 5' (MIN.) STEEL "T" POST WEIGHING A MIN. 1.25 LB PER LF, MANUFACTURED WITH CLIPS.
6. WATER SHALL NOT BE IMPOUNDED TO A DEPTH GREATER THAN 1.5 FT AT ANY POINT
ALONG FENCE, CONTRACTOR SHALL INSTALL A FENCE IMPOUNDMENT OUTLET, SEE DETAIL 3.
MAINTENANCE NOTES:
1. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
2. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT
RAIN EVENT AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE
DURING CLEANOUT.
3. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE
AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
SILT FENCE DETAIL K
SCALE: NOT TO SCALE
0103-003 0103-007
0103-011
0103-025
1/4
0103-004 0103-008
0103-022
0103-027
0103-022
0103-005 0103-009
0103-023
0103-028
0103-023
0103-010
0103-024
0105-005
0103-025
4"
ROCK SECTION
TRENCH WITH GRAVEL
DESIGN
TYPE
DRAINAGE AREA
APPROX
WEIR LENGTH (L)
MIN
1/4
1/2 ACRE
3.0 FT
0103-002
0103-002
0103-011
0
0103-004
0103-003
0103-024
0103-022
0103-005
0103-005
0103-025
0103-023
0103-006
0103-007
0103-026
0103-025
0103-007
0103-008
0103-027
0103-027
0103-010
0103-028
LOCATE FENCE OUTSIDE
OF TREE BRANCH SPREAD
IN
PLAN
3'-0" HT ORANGE WARNING FENCE
2"X2" PT STAKE
@ 8'-0" OC
NOTE:
TREE PROTECTION SHALL BE ORANGE SAFETY FENCE, 3FT MINIMUM HEIGHT.
TREE PROTECTION FENCE DETAIL r
SCALE: NOT TO SCALE
0103-002
0 0
0
0103-004
0103-024
0103-005
0103-025
0 0
0103-006
0 0
0103-026
(n
0103-007
N 111
0103-027
SF
0103-008
0103-028
0103-022
2' MIN
SIDE VIEW
PLAN
CCL -0105-005
STRAW 10' MIN
BALE (TYP) STAKE
(2 PER BALE)
Cn
w
dE
0 0
0 0
0 0
0
FLOW
0 0
0 0
0 0
0 0
1/8" DIA
STEEL WIRE
STAPLES
(2 PER BALE)
PLAN
10 MIL PLASTIC
{} �� LINER
a
'--10 MIL
PLASTIC LINER
BINDING
WIRE
EXISTING
GRADE
GENERAL NOTES:
w_1
1. FOR GENERAL NOTES SEE
CCL -0100-004.
FOR DRAWING INDEX SEE
CCL -0100-001,
FOR ABBREVIATIONS SEE
CCL -0100-002
FOR LEGEND AND SYMBOLS SEE
CCL -0100-003.
WOOD OR V u
METAL STAKESJ STRAW
(2 PER BALE) NATIVE MATERIAL BALE
(OPTIONAL)
SECTION A
NOTE:
INSTALL CONCRETE WASHOUT A MINIMUM OF 50' FROM DRAINAGE FEATURES. IF 50'
MINIMUM DISTANCE CANNONT BE MAINTAINED, INSTALL SECONDARY PERIMETER
CONTAINMENT.
CONCRETE WASHOUT DETAIL
SCALE: NOT TO SCALE 0103-022
C
K
`TrrL POST (1.25 LB/FT)
SEN WIRE FABRIC
F FENCE FABRIC
STEEL POST (1.25 LB/FT)-
-SF-
B/FT)--SF- -SF- -SF- SF -
TITLE
AUXILIARY SPILLWAY
EROSION AND SEDIMENT CONTROL
DETAILS
FOR
CEDAR CLIFF IDF &SPILLWAY UPGRADE
SCALE: AS NOTED DES: MGL
PRELIMINARY DUKE DWG TYPE: DGN DFTR: JTTD
NOT FOR ENERGY JOB N0: 10060948 CHKD:
CONSTRUCTION DATE:
FILENAME: CCL -0105-005. DGN APPD:
OR DWG SIZE DRAWING NO. REVISION
HDR Engineering, Inc. of the Carolinas License Number: F-0116 RECORDING A ISSUED FOR BIDS. CL MGL - - ANSI D CCL_p 105-005 A
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075 22.0"x34.0" v
PE SEAL N0. DATE REVISION DFTR DES CHKD APPD
INCHES 1 2 3 TENTHS 10 20 30 4 5 6 7 8 9 1 0
I I I I I I I
M -A
N
GRADE
SEE NOTE 1
FLOW
`�
_ _
p III -1 1=1
ill -
=1
1II` III=III-111-
-I I I I I T -I 1I-
-1 _I I-1 I-
(n
N 111
- 1IT1111-
1 SII EXCAVATE TRENCH 8" DEEP X 4" WIDE
SF
III�IBURY FABRIC 8" ALONG SIDE AND 4"
�==
III�IIi ACCROSS THE BOTTOM
III=III=III=
2' MIN
SIDE VIEW
PLAN
NOTE:
1. J -HOOKS TO BE CONSTRUCTED WITH ONE CONTINUOUS LENGTH OF
SILT FENCE FABRIC.
MAINTENANCE NOTES:
1. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
2. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT
RAIN EVENT AND TO REDUCE PRESSURE ON THE FENCE, TAKE CARE
TO AVOID UNDERMINING THE FENCE
DURING CLEANOUT,
3. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS
AND BRING THE AREA TO GRADE
AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED,
SILT FENCE J -HOOK DETAIL
SCALE: NOT TO SCALE
0103-003
0103-005 0103-023
0103-007 0103-025
0103-010 0103-027
0103-011
TITLE
AUXILIARY SPILLWAY
EROSION AND SEDIMENT CONTROL
DETAILS
FOR
CEDAR CLIFF IDF &SPILLWAY UPGRADE
SCALE: AS NOTED DES: MGL
PRELIMINARY DUKE DWG TYPE: DGN DFTR: JTTD
NOT FOR ENERGY JOB N0: 10060948 CHKD:
CONSTRUCTION DATE:
FILENAME: CCL -0105-005. DGN APPD:
OR DWG SIZE DRAWING NO. REVISION
HDR Engineering, Inc. of the Carolinas License Number: F-0116 RECORDING A ISSUED FOR BIDS. CL MGL - - ANSI D CCL_p 105-005 A
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075 22.0"x34.0" v
PE SEAL N0. DATE REVISION DFTR DES CHKD APPD
INCHES 1 2 3 TENTHS 10 20 30 4 5 6 7 8 9 1 0
I I I I I I I
M -A

i
-E
-F
2" X 2" WOOD STAKES OR
1.25 #/FT STEEL POST
2' SPACING
(TYPICAL)
CONTINUOUS
ALONG TUBE
2 3 4 5 6 7 8
0
3�1
J
ILL.
SEDIMENT TUBE INSTALLATION
SEDIMENT TUBE SPACING
SLOPE
MAX. SEDIMENT TUBE SPACING
LESS THAN 2%
150 -FEET
2%
100 -FEET
3%
75 -FEET
4%
50 -FEET
5%
40 -FEET
6%
30 -FEET
GREATER THAN 6%
25 -FEET
SEDIMENT TUBES - GENERAL NOTES:
1. SEDIMENT TUBES MAY BE INSTALLED ALONG
CONTOURS, IN DRAINAGE CONVEYANCE CHANNELS,
AND AROUND INLETS TO HELP PREVENT OFF-SITE
DISCHARGE OF SEDIMENT -LADEN STORMWATER
RUNOFF.
2. SEDIMENT TUBES ARE ELONGATED TUBES OF
COMPACTED GEOTEXTILES, CURLED EXCELSIOR WOOD,
NATURAL COCONUT FIBER, OR HARDWOOD MULCH.
STRAW, PINE NEEDLE, AND LEAF MULCH -FILLED
SEDIMENT TUBES ARE NOT PERMITTED,
3. THE OUTER NETTING OF THE SEDIMENT TUBE
SHOULD CONSIST OF SEAMLESS, HIGH-DENSITY
POLYETHYLENE PHOTODEGRADABLE MATERIALS
TREATED WITH ULTRAVIOLET STABILIZERS OR A
SEAMLESS, HIGH-DENSITY POLYETHYLENE
NON -DEGRADABLE MATERIAL.
4. SEDIMENT TUBES, WHEN USED AS CHECKS WITHIN
CHANNELS, SHOULD RANGE BETWEEN 18 INCHES
AND 24 INCHES DEPENDING ON CHANNEL
DIMENSIONS. DIAMETERS OUTSIDE THIS RANGE MAY
BE ALLOWED WHERE NECESSARY WHEN APPROVED.
5. CURLED EXCELSIOR WOOD, OR NATURAL COCONUT
PRODUCTS THAT ARE ROLLED UP TO CREATE A
SEDIMENT TUBE ARE NOT ALLOWED.
6. SEDIMENT TUBES SHOULD BE STAKED USING
WOODEN STAKES (2 -INCH X 2 -INCH) OR STEEL
POSTS (STANDARD "U" OR "T" SECTIONS WITH A
MINIMUM WEIGHT OF 1.25 POUNDS PER FOOT) AT A
MINIMUM OF 48 INCHES IN LENGTH PLACED ON
2 -FOOT CENTERS.
7. INSTALL ALL SEDIMENT TUBES TO ENSURE THAT NO
GAPS EXIST BETWEEN THE SOIL AND THE BOTTOM
OF THE TUBE. MANUFACTURER'S RECOMMENDATIONS
SHOULD ALWAYS BE CONSULTED BEFORE
INSTALLATION.
8. THE ENDS OF ADJACENT SEDIMENT TUBES SHOULD
BE OVERLAPPED 6 INCHES TO PREVENT FLOW AND
SEDIMENT FROM PASSING THROUGH THE FIELD
JOINT.
9. SEDIMENT TUBES SHOULD NOT BE STACKED ON TOP
OF ONE ANOTHER, UNLESS RECOMMENDED BY
MANUFACTURER.
10. EACH SEDIMENT TUBE SHOULD BE INSTALLED IN A
TRENCH WITH A DEPTH EQUAL TO 1/5 THE
DIAMETER OF THE SEDIMENT TUBE.
11, SEDIMENT TUBES SHOULD CONTINUE UP THE SIDE
SLOPES A MINIMUM OF 1 FOOT ABOVE THE DESIGN
FLOW DEPTH OF THE CHANNEL.
12, INSTALL STAKES AT A DIAGONAL FACING INCOMING
RUNOFF.
NOTES:
1. CHECK DAMS MAY BE USED IN SLOPING DITCHES
OR CHANNELS TO SLOW VELOCITY OR TO CREATE
SEDIMENT TRAPS.
2. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS
STAKES PLACED PLACES THE TOE OF THE UPSTREAM DAM AT THE
AT 2' MINIMUM SAME ELEVATION AS THE DOWNSTREAM DAM (SEE
SPACING PROFILE BELOW).
3. A AND B ARE AT EQUAL ELEVATIONS. NCDOT
CLASS B RIPRA
"ill:_
PLAN SYMBOL
SEDIMENT TUBES - INSPECTION & MAINTENANCE:
1. THE KEY TO FUNCTIONAL SEDIMENT TUBES IS
WEEKLY INSPECTIONS, ROUTINE MAINTENANCE, AND
REGULAR SEDIMENT REMOVAL,
2. REGULAR INSPECTIONS OF SEDIMENT TUBES SHALL
BE CONDUCTED ONCE EVERY CALENDAR WEEK
AND, AS RECOMMENDED, WITHIN 24 HOURS AFTER
EACH RAINFALL EVEN THAT PRODUCES 1/2 INCH
OR MORE OF PRECIPITATION.
3. ATTENTION TO SEDIMENT ACCUMULATIONS IN
FRONT OF THE SEDIMENT TUBE IS EXTREMELY
IMPORTANT. ACCUMULATED SEDIMENT SHOULD BE
CONTINUALLY MONITORED AND REMOVED WHEN
NECESSARY.
4. REMOVE ACCUMULATED SEDIMENT WHEN IT
REACHES 113 THE HEIGHT OF THE SEDIMENT
TUBE.
5. REMOVED SEDIMENT SHALL BE PLACED IN
STOCKPILE STORAGE AREAS OR SPREAD THINLY
ACROSS DISTURBED AREA. STABILIZE THE REMOVED
SEDIMENT AFTER IT IS RELOCATED.
6. LARGE DEBRIS, TRASH, AND LEAVES SHOULD BE
REMOVED FROM IN FRONT OF TUBES WHEN
FOUND.
7. IF EROSION CAUSES THE EDGES TO FALL TO A
HEIGHT EQUAL TO OR BELOW THE HEIGHT OF THE
SEDIMENT TUBE, REPAIRS SHOULD BE MADE
IMMEDIATELY TO PREVENT RUNOFF FROM
BYPASSING TUBE.
8. SEDIMENT TUBES SHOULD BE REMOVED AFTER THE
CONTRIBUTING DRAINAGE AREA HAS BEEN
COMPLETELY STABILIZED. PERMANENT VEGETATION
SHOULD REPLACE AREAS FROM WHICH SEDIMENT
TUBES HAVE BEEN REMOVED.
SEDIMENT TUBE DETAIL
SCALE. NOT TO SCALE
q MAXIMUM SPACING B
=III=III_ =III=III_III_111_111=111_111=11=111=111=111_
111_111=III=
PROFILE
ul-ul=ul -�
p1_I11-1N-
12" OF #57
Alnnn_r 1n1ncul7'n cTnnlC
I ILI LI\ VLVIII
SECTION
A
ill ��� r; ���r���•�1 ��+ � mWI
ail-� �.►�+�
SIT 'v/t'�r�►
FILTER CLO
I11�_III-111II I1I I,I1 1111=111-111=
A
ELEVATION (LOOKING UPSTREAM)
MAINTENANCE:
1. INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2"
OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUT SEDIMENT, STRAW, LIMBS,
OR OTHER DEBRIS THAT COULD CLOG THE CHANNEL WHEN NEEDED.
2. ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH
FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY.
3. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO
CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND
PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS
NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
ROCK CHECK DAM DETAIL r
SCALE: NOT TO SCALE 0103-007
0103-012
0103-022
0103-025
0103-026
0103-027
NCDOT CLASS B RIPRAP
- 12" OF #57 NCDOT
WASHED STONE
FLOW
NON -WOVEN GEOTEXTILE FABRIC
MAINTENANCE NOTES:
1. INSPECT AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT
(AS DEFINED BY NCDEQ) AND REPAIR IMMEDIATELY,
2, SEDIMENT TO BE REMOVED WHEN ACCUMULATIONS REACH 1/3 OF
HEIGHT OF BERM.
3. REMOVE AND REPLACE NCDOT #5 OR #57 WASHED STONE WHEN IT
BECOMES CLOGGED WITH SEDIMENT.
GRAVEL FITLER BERM DETAIL
SCALE: NOT TO SCALE 0103-008
0103-028
COMPACTED
SOIL --,-
2' MIN
CCL -0105-007
NOTES:
1. CONSTRUCT TEMPORARY DIVERSION AS SPECIFIED IN THE DIVERSION DITCH TABLE
ON CCL -0105-012 WHERE DEPTH, SIDE SLOPE, BASE WIDTH AND PROPOSED
LINING ARE PROVIDED, USE THE ABOVE DETAIL FOR DESIGN SPECIFICATIONS NOT
NOTED IN THE TABLE OR WHERE ADDITIONAL TEMPORARY DIVERSION DITCHES MAY
BE NEEDED BUT NOT IDENTIFIED. SEED AND MULCH BERM.
2. SIDE SLOPES SHALL NOT EXCEED A 5:1 (H:V) SLOPE IN AREAS WHERE VEHICLES
MUST CROSS, 2:1 SLOPE (MAX) IN ALL OTHER AREAS.
3. ALL DIVERSION DITCHES SHALL BE VEGETATED AND MAINTAINED TO HAVE A FULL
STAND OF TALL FESCUE GRASS COVER. WHERE GRASS COVER IS NOT PROVIDED,
THE AREAS SHALL BE RESEEDED OR REPAIRED TO MAINTAIN FULL COVER OR
PROVIDE OTHER COMPARABLY PERFORMING DITCH LINING,
TEMPORARY DIVERSION DITCH DETAIL
SCALE: NOT TO SCALE
COMPOST SOCK
3"
FLOW- AREA TO BE
- - - PROTECTED
"�I i 1=I I EI 11-1I EI 11=1 I EI 11=1I --'Mi!�II
-' JAI=111=i - =III III-III=III=11- - '_ •_ _
2,> X 2$'
STAKES
SECTION B
WOOD MULCH OR
COMPOST TO '
1/2 HEIGHT OF LOG
F /I
I_, I I
ITIS -1 � IITI-11 _ WI
"P3117i 1=1 =
I
UNTRENCHED INSTALLATION
31' COMPOST SOCK
FLOW AREA TO BE
=1ir�TEIT1-1�1-I�,,,_„_ • PROTECTED
_-�IIII�gi1=11gIL=11L=11 L= • '
-"-"'-III=111=IIITIII-III I
2" X 2"
STAKES
SECTION G
TRENCH INTO
GROUND 4" MIN
GENERAL NOTES:
M_1
1. FOR GENERAL NOTES SEE
CCL -0100-004.
FOR DRAWING INDEX SEE
CCL -0100-001.
FOR ABBREVIATIONS SEE
CCL -0100-002
FOR LEGEND AND SYMBOLS SEE
CCL -0100-003,
NOTE: THIS APPLICATION MAY NOT BE USED WITH
COMPOST SOCKS SMALLER THAN 12",
ENTRENCHED INSTALLATION
0
_J
MULCH OR COMPOST LL WORK
FOR UNTRENCHED SOCKS w AREA
w
COMPOST SOCK
AREA TO BE
PROTECTED
PLAN
NOTES:
1. INSTALL COMPOST SOCKS ALONG LEVEL CONTOUR PERPENDICULAR TO STORMWATER FLOW TO ASSIST IN DISSIPATING LOW CONCENTRATED
FLOW INTO SHEET FLOW AND REDUCING RUNOFF VELOCITY.
2. COMPOST SOCKS SHALL BE A MINIMUM OF 12" DIAMETER UNLESS OTHERWISE NOTED.
3. STAKES SHALL BE MADE OF OAK OR OTHER DURABLE HARDWOOD.
4. PLACE COMPOST SOCKS END TO END AND JOIN ENDS SLEEVING ONE SOCK END INTO ANOTHER.
5. IN ORDER TO PREVENT WATER FLOWING AROUND THE ENDS OF THE COMPOST SOCK, THE ENDS OF THE SOCK MUST BE CONSTRUCTED
POINTING UPSLOPE SO THE ENDS ARE AT A HIGHER ELEVATION. A MINIMUM OF 10 LINEAR FEET AT EACH END PLACED AT AN ANGLE OF
30° IS RECOMMENDED.
MAINTENANCE:
INSPECT COMPOST SOCKS WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT (AS DEFINED BY NCDEQ). REMOVE ACCUMULATED SEDIMENT
AND ANY DEBRIS. THE COMPOST SOCK MUST BE REPLACED IF CLOGGED OR TORN. IF PONDING BECOMES EXCESSIVE THE SOCK MAY NEED TO
BE REPLACED WITH A LARGER DIAMETER OR A DIFFERENT MEASURE. THE SOCK NEEDS TO BE REINSTALLED IF UNDERMINED OR DISLODGED. THE
COMPOST SOCK SHALL BE INSPECTED UNTIL LAND DISTURBANCE IS COMPLETE AND THE AREA ABOVE THE MEASURE HAS BEEN PERMANENTLY STABILIZED.
COMPOST SOCK DETAIL r5
SCALE: NOT TO SCALE 0103-002
0103-004 0103-024
0103-005 0103-025
0103-007 0103-027
0103-022
PRELIMINARY
NOT FOR
F)l CONSTRUCTION
OR
HDR Engineering, Inc. of the Carolinas License Number: F-0116 RECORDING I A I ISSUEFD FOR BIDS.
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075 PE SEAL N0. DATE
INCHES 1 2 3 TENTHS 10 20 30 4 5 6 7
I 1 1 1
TITLE
AUXILIARY SPILLWAY
EROSION AND SEDIMENT CONTROL
DETAILS
FOR
CEDAR CLIFF IDF & SPILLWAY UPGRADE
DUKE SCALE: AS NOTED DES: MGL
DWG TYPE: DGN DFTR: JTTD
ENERGYP' JOBNO:10060948 CHKD:
FILENAME: CCL-0105-007.DGN APPD:
DWG SIZE DRAWING NO. REVISION
JTTD MGL - - ANSI D
22.0"x34.0" CCL -0105-007 A
REVISION DFTR DES CHKD APPD
8 9 10
I I I
M -A

D'1
-E
-F
2 3
La
(FT)
4
5
6
7 8
D50 RIPRAP
SIZE (IN)
' W2
-
11.5
-
-
NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH,
WIDTH AND DEPTH OF APRON TO BE SHOWN ON
PLANS.
2. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE
APRON AND AROUND THE END OF THE PIPE OR
CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM
SLOPE OF :1 AND A HEIGHT NOT LESS THAN TWO
THIRDS THE PIPE DIAMETER OR CULVERT HEIGHT.
3. THERE SHALL BE NO OVERFLOW FROM THE END OF
THE APRON TO THE SURFACE OF THE RECEIVING
CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO THAT THE INVERT OF THE
APRON SHALL BE AT THE SAME GRADE (FLUSH) WITH
THE SURFACE OF THE RECEIVING CHANNEL. THE
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE
DOWNSTREAM END.
4. THE WIDTH OF THE END OF THE APRON SHALL BE
EQUAL TO THE BOTTOM WIDTH OF THE RECEIVING
CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL
5:1.
5. ALL SUBGRADE FILL FOR STRUCTURE TO BE
COMPACTED TO 95% OF THE STANDARD PROCTOR
MAXIMUM DRY DENSITY OR TO THE DENSITY OF THE
SURROUNDING UNDISTURBED MATERIAL.
6. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED,
IN THE RECEIVING CHANNEL SHALL NOT BE ALLOWED.
7. NO BENDS OR CURVES IN THE HORIZONTAL
ALIGNMENT OF THE APRON UNLESS OTHERWISE
SHOWN.
8. TYPE 1 GEOTEXTYLE FILTER FABRIC SHALL BE
INSTALLED ON COMPACTED SUBGRADE PRIOR TO
PLACEMENT OF RIPRAP.
9. ANY DISTURBED AREA FROM END OF APRON TO
RECEIVING CHANNEL MUST BE STABILIZED.
END OF FLARED
SECTION
NATURAL GRADE
0 % SLOPE
IN
1'-6" MIN � \
TYPE 1 GEOTEXTILE
FILTER FABRIC LAP (IFN
ELEVATION %
NOTE:
MINIMUM H=2/3
PIPE DIAMETER
T (THICKNESS)
T = 1. X DMAX
GEOTEXTILE FILTER FABRIC
SECTION B
NOTE:
USE USDA NOMOGRAPH FROM NC SEDIMENT AND EROSION CONTROL MANUAL.
OUTLET
La
(FT)
W1
(FT)
W2
(FT)
*T
(IN)
H
(IN)
D50 RIPRAP
SIZE (IN)
HW Al
10.0
11.5
4.5
13.5
12
6
HW A2
16.0
18.0
6.0
13.5
16
6
*D50 (SEE FIG 8.06 A&B "NC SEDIMENT AND EROSION CONTROL MANUAL"
DMAX = 1.5 * D50
T = 1.5 * DMAX
T(MIN) = 10"
RIPRAP APRON AT PIPE OUTFALL DETAIL
SCALE: NOT TO SCALE 0103-022
SILT FENCE AS NEEDED
FILTER MEDIA (SEE NOTE 2)
/--- PUMP
FLOW
VEGETATIVE BUFFER I
NOTES:
1, PRIOR TO INSTALLATION, MANUFACTURER SPECIFICATIONS OF FILTER
MEDIA SHALL BE PROVIDED TO THE EROSION CONTROL INSPECTOR
FOR APPROVAL AND USE. DISCHARGE FROM FILTER MEDIA SHALL MEET
OR EXCEED THE PROVISIONS OF THE CLEAN WATER ACT.
2, ENSURE THAT PUMP PRESSURE DOES NOT EXCEED FILTER MEDIA
PRESSURE RATING.
3, FILTER MEDIA MAY BE, BUT NOT LIMITED TO, SAND MEDIA FILTRATION
DEVICES, RATED FILTER FABRIC BAGS OR POLYMER BASED
DEWATERING PRACTICES.
4, PUMP STRAINER SHALL NOT BE IN CONTACT WITH BOTTOM OF POND.
EROSION CONTROL DEWATERING DETAIL 3
SCALE: NOT TO SCALE 0105-001
TEMPORARY
FLEXIBLE HOSE
SEDIMENT BAG TOP OF BANK
(TIE TO TEMPORARY
(SEE NOTE 2) CTA SII 17Cn nl ITI CTN
FILTER FABRIC TYPE 2
SEDIMENT REMOVAL DEVICE
APPROXIMATE
BASE FIOW
WATER
TOP OF BANK
TrLAnnnnnv
OSE
�T BAG
TEMPORARY STABILIZED OUTLET SECTION
FLOW
IMPERVIOUS DIKE
(SEE nInTU Q\
0
APPROXIMATE BASE '7 -
FLOW WATER LEVEL 0
(6") BASE FLOW + 1'
(2' MIN)
SANDBAG/STONE
_ (CLASS A) (SEE NOTE 8)
F W WORKING AREA
I/R`IMPERVIOUS MEMBRANE
TYPE 2
IMPERVIOUS DIKE DETAIL
NOTES:
1. SEDIMENT FILTER BAG FABRIC SHALL BE GEOTEXTILE MANUFACTURED FROM WOVEN
POLYPROPYLENE OR POLYMER MATERIAL. SEDIMENT FILTER BAG FABRIC MAY BE MADE
FROM RECYCLED POLYMER MATERIALS. POLYMER MATERIALS SHALL NOT CONTAIN
BIODEGRADABLE FILLER MATERIALS AND SHALL CONFORM TO THE REQUIREMENTS IN
ASTM DESIGNATION: E 204
3. THE SEDIMENT FILTER BAG SHALL BE 10'X12'X1.5' (MIN) AND SHALL BE COMPLETE WITH LIFTING LOOPS
AND DUMP STRAPS ATTACHED AT THE BOTTOM TO FACILITATE EMPTYING OF THE SEDIMENT FILTER BAG.
4. LIFTING STRAPS SHOULD BE PLACED UNDER THE DEWATERING SEDIMENT FILTER BAG TO FACILITATE
REMOVAL AFTER USE.
5. PLACE THE DEWATERING SEDIMENT FILTER BAG ON A LEVEL STABILIZED AREA OVER DENSE
VEGETATION/STRAW, OR GRAVEL (IF INCREASED DRAINAGE SURFACE AREA IS NEEDED).
6. INSERT DISCHARGE HOSE FROM PUMP INTO THE DEWATERING SEDIMENT FILTER BAG A MINIMUM OF 6
INCHES AND TIGHTLY SECURE WITH ATTACHED STRAP TO PREVENT WATER FROM FLOWING OUT OF THE
UNIT WITHOUT BEING FILTERED.
7. REPLACE THE UNIT WHEN 1/2 FULL OF SEDIMENT OR WHEN SEDIMENT HAS REDUCED THE FLOW RATE
OF THE PUMP DISCHARGE TO AN IMPRACTICAL RATE.
8. REMOVE THE UNIT AND SEDIMENT FROM ENVIRONMENTALLY SENSITIVE AREA AND WATERWAYS. AT THE
APPROVED DISPOSAL SITE, OPEN OR SLIT THE UNIT, REMOVE SEDIMENT AND GRADE SMOOTHLY INTO
EXISTING TOPOGRAPHY. DISPOSE OF THE DEWATERING SEDIMENT FILTER BAG, AT AN APPROPRIATE
RECYCLING OR SOLID WASTE FACILITY.
DEWATERING SEDIMENT FILTER BAC DETAIL
SCALE: NOT TO SCALE 0105-001
i -iii -iii -iii -iii -iii -iii -iii -iii SILT FENCE
ill=III-III_ III -III =III=III-III-III-III=III SEE DETAIL
TIN I
-llllllilll�ll'-�Ilill11_ 2\CCL-0105-005
-1111111 .I' d)1111= .
10" (TYP)3 =111111; SOIL/SEDIMENT
3
'' X
1
P
F STOCKPILE AREA z '11 �I-�I11¢ 11iQ
:2
'.rc111- 1 -i1 -i
WATER LEVEL - - f� - -11-111-111-
ORIGINAL GROUND SURFACE
/ 1' NOTES:
1. SILT FENCE TO EXTEND AROUND ENTIRE PERIMETER OF STOCKPILE, OR IF
STOCKPILE AREA IS LOCATED ON/NEAR A SLOPE, THE SILT FENCE IS TO EXTEND
ALONG CONTOURS OF THE DOWN -GRADIENT AREA,
2. IF STOCKPILE IS TO REMAIN FOR MORE THAN 14 DAYS, TEMPORARY STABILIZATION
LOW POINT MEASURES MUST BE IMPLEMENTED.
3. SILT FENCE SHALL BE MAINTAINED UNTIL STOCKPILE AREA HAS EITHER BEEN
REMOVED OR PERMANENTLY STABILIZED.
4. THE KEY TO FUNCTIONAL TEMPORARY STOCKPILE AREAS IS WEEKLY INSPECTIONS,
ROUTINE MAINTENANCE, AND REGULAR SEDIMENT REMOVAL.
5. TEMPORARY STOCKPILE TO HAVE A MAXIMUM HEIGHT OF 15'
TEMPORARY STOCKPILE E&SC DETAIL 4
SCALE: NOT TO SCALE 0105-001
PRELIMINARY
NOT FOR
CONSTRUCTION
F)l OR
B ISSUED FOR BIDS.
HDR Engineering, Inc. of the Carolinas License Number: F-0116 RECORDING
A 3/13/2019 ISSUED FOR BIDS.
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075 PE SEAL NO. DATE
INCHES 1 2 3 TENTHS 10 20 30 4 5 6 7
1 1 1 1
TEMPORARY `
FLEXIBLE
HOSE
DEWATERING PUMP
1
I
I
J�
I
CCL -0105-008
IREv.
B
GENERAL
NOTES:
DES: MGL
1. FOR
GENERAL NOTES SEE CCL -0100-004.
DFTR: JTTD
FOR
DRAWING INDEX SEE CCL -0100-001.
JOB N0:10060948
FOR
ABBREVIATIONS SEE CCL -0100-002.
DATE:
FOR
CCL
LEGEND AND SYMBOLS SEE
-0100-003.
V
CLEAN WATER B
PUMP -AROUND PUMP
/-- TEMPORARY FLEXIBLE HOSE
EXISTING CHANNEL
IMPERVIOUS DIKE
(SEE DETAIL, THIS
DRAWING)
SEDIMENT REMOVAL DEVICE 6TEMPORARY STABILIZED OUTLET
SEE DETAIL 2 ON THIS DRAWING SEE DETAIL 2 ON THIS DRAWIN
i
PLAN VIEW
NOTES:
1. ALL CHANNEL WORK INVOLVING EXCAVATION SHALL BE PERFORMED IN DRY
CONDITIONS OR IN CHANNEL SECTIONS ISOLATED BY IMPERVIOUS DIKES AND
KEPT DE -WATERED.
2. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE STABILIZED
THE SAME WORKING DAY.
3. PUMP -AROUND PUMP AND HOSE SHALL ADEQUATELY CONVEY BASEFLOW
(CONTRACTOR TO VERIFY). DE -WATERING PUMP SHALL ADEQUATELY DE -WATER
THE WORKING AREA AT THE DOWNSTREAM IMPERVIOUS DIKE.
4. GRAVITY -BASED GEOTEXTILE BAG FILTERS SHALL BE USED TO COLLECT SILT AND
SEDIMENT FROM WORK AREA DE -WATERING. THE DESIGNER MAY SPECIFY A
SEDIMENT BASIN OR OTHER SEDIMENT CONTROL MEASURE IN LIEU OF A
SEDIMENT BAG IF SITE CONDITIONS ARE FAVORABLE (I.E. - TREES WILL NOT BE
IMPACTED FOR BASIN EXCAVATION, ETC.).
5. EFFLUENT FROM CLEAN WATER PUMP AROUND MAY BE DISCHARGED DIRECTLY
INTO STABILIZED OUTLET (NO SEDIMENT REMOVAL DEVICE REQUIRED).
6. A STABILIZED OUTLET SHALL BE USED TO CONTROL THE EFFLUENT FROM ALL
PUMPING OPERATIONS, THE DESIGNER SHALL SPECIFY ALL MATERIALS AND
DIMENSIONS ASSOCIATED WITH STABILIZED OUTLETS,
7. FILTER FABRIC AS SPECIFIED BY THE DESIGNER SHALL BE USED UNDERNEATH
ALL STONE/RIP RAP PLACED FOR SEDIMENT BAGS, STABILIZED OUTLETS, SPLASH
PADS.
8. IMPERVIOUS DIKES SHALL BE CONSTRUCTED TO ISOLATE THE IN -STREAM
WORKING AREA, AN IMPERVIOUS FABRIC MEMBRANE AND SAND BAGS OR STONE,
AS SPECIFIED BY THE DESIGNER, SHALL BE USED TO CREATE THE DIKES,
9. THE WORK SEQUENCE IN PUMP -AROUND OPERATIONS PROCEEDS TYPICALLY AS
FOLLOWS:
A. INSTALL SEDIMENT REMOVAL DEVICE AND TEMPORARY STABILIZED OUTLETS
AT THE DOWNSTREAM END OF WORKING AREA.
B. INSTALL PUMP -AROUND PUMP AND FLEXIBLE HOSE,
C. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING (CLEAN WATER)
DOWNSTREAM TO STABILIZED OUTLET.
D. INSTALL DOWNSTREAM IMPERVIOUS DIKE AND DE -WATERING PUMP.
E. PERFORM CHANNEL WORK IN ACCORDANCE WITH THE PLANS IN THE
WORKING AREA.
F. DE -WATER THE WORKING AREA (AS NEEDED) INTO THE SEDIMENT REMOVAL
DEVICE AND TEMPORARY STABILIZED OUTLET.
G. UPON COMPLETION OF WORK, REMOVE ANY SEDIMENT ACCUMULATION
BEHIND IMPERVIOUS DIKES.
H. REMOVE DOWNSTREAM AND THEN UPSTREAM DIKES AND ALL PUMPS AND
HOSE.
I. SEED AND MULCH ALL DISTURBED AREAS PER THE PLANTING PLAN.
PUMP -AROUND DETAIL 1�
SCALE: NOT TO SCALE 0103-012
TITLE
AUXILIARY SPILLWAY
EROSION AND SEDIMENT CONTROL
DETAILS
FOR
CEDAR CLIFF IDF & SPILLWAY UPGRADE
DUKE
E N E RGY�'
SCALE: AS NOTED
DES: MGL
DWG TYPE: DGN
DFTR: JTTD
JOB N0:10060948
CHKD:
DATE:
FILENAME: CCL-0105-008.DGN
APPD:
DWG SIZE
DRAWING NO.
REVISION
JTTD MGL
ANSI D
22.0"x34.0"
CCL -0105-008
B
JTTD MGL - -
REVISION DFTR DES CHKD APPD
8 9 10
I I I