20160742 Ver 2_More Info Received_20190626

Homewood, Sue
From: Mularski, Eric <[e-mail]>
Sent: Wednesday, June 26, 2019 11:59 AM
To: Leslie, Andrea J
Cc: [e-mail]; Homewood, Sue; Ferguson, Jeff C; Macemore, John
W.; Goudreau, Chris J.; Wise, Jon; '[e-mail]'; 'Alan.Stuart@duke-
energy.com'; Karably, Ken; Banta, Tim; Kulpa, Sarah; Little, Michael; Bennett, Jennifer
Wright ([e-mail])
Subject: RE: [External] Cedar Cliff Hydroelectric Development Auxiliary Spillway Upgrade
Project - Section 404/401 Amendment #2
Attachments: CedarCliffAccessAreaSite Plans20190626.pdf
=External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
NNNNUmff nc. ov
Hi Andrea,
Thank you for reviewing the email request and plans submitted as part of the Section 404/401 Amendment #2
dated May 16, 2019. The attached plans have been revised to incorporate the NCWRC's comments and a
written response to each comment is below.
1. Keynote #1 on sheet CCL -0104-021 states, "Docks are to be removed by others prior to
construction." There is a standard floating dock adjacent to the ramp. NCWRC staff have been
notified that the floating dock sections will need to be removed and stored off site prior to the start of
construction. There is also an old fixed dock in place adjacent to the old concrete ramp. Please verify
who will be responsible for removal of this dock.
RESPONSE: The Balsam depot crew (John Macemore) of the NCWRC is planning to remove the floating
courtesy dock on or about the first day of the drawdown. The crew will transport the floating courtesy
dock to their depot, where it will be stored for the duration of the Cedar Cliff project. The old
stationary dock should also be removed by NCWRC staff during the project to create the temporary
access road. Removal of the old, existing dock should be included at the time the floating courtesy
dock is removed.
2. The old concrete ramp located between the floating and fixed dock continues to be used for launching
canoes and kayaks at this access area. Will the existing concrete need to be removed prior to or
following construction and removal of the access road? Will that be decided based on the condition of
the concrete remaining following removal of the construction access? If the concrete is to be removed,
is there a plan for shoreline stabilization at this location?
RESPONSE: From a license standpoint, the old concrete ramp is not required given the presence of the
new ramp that NCWRC installed. It is unclear at this time whether there is a need for shoreline
stabilization measures. Part of the old ramp will likely be covered by the rock vane. The plans currently
do not specify any shoreline stabilization outside of the channel and rock vane. Unless incompatible
with future access area improvement plans, the shoreline can be stabilized with rip rap per the
Revetment Detail 2 on Sheet CCL -0105-012.

3. The proposed Ditch #6 along with the construction of a rock vane plug and earthen berm between the
ditch and ramp approach (sheet CCL -0104-020) should help with the sediment issues at the ramp. The
longitudinal slope in Ditch #6 between the proposed 2024 & 2021 contours flattens out relative to the
upstream and downstream channel slopes and at a point just below where flow from Kiesee Creek
enters Cedar Cliff Lake at normal levels. It is likely that sediment carried by the creek following heavy
rains will continue to deposit in this area. Over time, that section of the ditch channel may be filled in
with sediment. Flow from the creek below the lake surface could then overtop the proposed berm and
cut a new channel back through the ramp approach area. Has any modeling of sediment flow through
Ditch #6 been done to verify that the channel slopes and dimensions will be sufficient to keep sediment
moving from the mouth of the creek through to the proposed end of channel at E1.=2300'?
RESPONSE: No sediment modeling has been performed. The channel will be subject to deposition of
sediment for the duration of construction. Twenty-five (25) -year velocities in the section noted appear
to be less than 1 fps over the full channel section, which would favor deposition. Given the limited
duration of the project and the contract requirements for temporary facilities to be maintained, the
likelihood of the channel filling and overtopping the temporary access road is considered low. In the
long-term, the channel configuration below normal pool will have little impact on sediment deposition
because velocities will be very low once the flow transitions from channel flow into the lake. Even if
the rock vane is extended further into the lake, formation of a sediment delta at about the normal pool
elevation is still likely.
4. Detail #3 on sheet CCL -0105-012 shows a typical section of the proposed rock vane. Is there a
specification of size and gradation for rock to be used?
RESPONSE: Detail #3 on Sheet CCL -0105-012 has been revised to indicate the size and gradation of
rock to be used (see attached).
5. Detail #4 on sheet CCL -0105-012 is the typical section for the temporary construction road. It will be
built 3'± thick with surge stone placed over a geotextile layer. What are the plans for disposal or reuse
of this stone after the temporary construction access road is removed?
RESPONSE: "Remove" implies material will be removed and disposed of off-site. This will be the
default practice unless a beneficial reuse can be identified on-site, especially any reuse associated with
planned access area improvements. Sheet CCL -0105-012 has been revised to include a note to this
effect for improved clarity (see attached).
6. Keynote #2 on sheet CCL -0104-021 states, "Contractor shall maintain aggregate base on parking lot in
good condition." Will this plan include details for access area site improvements to stormwater
drainage & BMPs, paving & parking/ADA delineation, etc. following this project? Will the access area
improvements be by a different designer & contractor? What will the timeframe be for access area
improvements following the dam modification project and drawdown?
RESPONSE: Duke Energy's Recreation Planning team is working on preliminary plans for the Cedar Cliff
Access Area improvements associated with the project. The design will be developed in coordination
with Duke Energy's Major Projects team and will utilize a design firm with experience in recreational
design. (The specific design firm has yet to be identified.) Access Area improvement construction
activities will begin as soon as possible after the spillway project construction demobilizes out of the
access area. The Recreation Planning team has maintained communication with Jeff Ferguson, NCWRC
Engineer in the Asheville Office, and will continue to include NCWRC on the design plans as they
progress.
Please let us know if you require clarification to the responses detailed above.

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. m u larski(cD_hdrinc.com
hdrinc.com/follow-us
From: Leslie, Andrea J [mailto:[e-mail]]
Sent: Wednesday, May 29, 2019 2:52 PM
To: Mularski, Eric <[e-mail]>
Cc: Brown, David W CIV USARMY CESAW (US) <[e-mail]>; Homewood, Sue
<[e-mail]>; Ferguson, Jeff C <[e-mail]>; Macemore, John W.
<[e-mail]>; Goudreau, Chris J. <[e-mail]>
Subject: RE: [External] Cedar Cliff Hydroelectric Development Auxiliary Spillway Upgrade Project - Section 404/401
Amendment #2
Hi Eric,
NCWRC staff have reviewed the documents you sent in your May 16, 2019 email. We are providing the
following comments on the plan sheets. Please contact Jeff Ferguson [(828-231-3517); please cc me if via email]
to discuss these comments.
1. Keynote #1 on sheet CCL -0104-021 states, "Docks are to be removed by others prior to
construction." There is a standard floating dock adjacent to the ramp. NCWRC staff have been
notified that the floating dock sections will need to be removed and stored off site prior to the start of
construction. There is also an old fixed dock in place adjacent to the old concrete ramp. Please verify
who will be responsible for removal of this dock.
2. The old concrete ramp located between the floating and fixed dock continues to be used for launching
canoes and kayaks at this access area. Will the existing concrete need to be removed prior to or
following construction and removal of the access road? Will that be decided based on the condition of
the concrete remaining following removal of the construction access? If the concrete is to be removed,
is there a plan for shoreline stabilization at this location?
3. The proposed Ditch #6 along with the construction of a rock vane plug and earthen berm between the
ditch and ramp approach (sheet CCL -0104-020) should help with the sediment issues at the ramp. The
longitudinal slope in Ditch #6 between the proposed 2024 & 2021 contours flattens out relative to the
upstream and downstream channel slopes and at a point just below where flow from Kiesee Creek
enters Cedar Cliff Lake at normal levels. It is likely that sediment carried by the creek following heavy

rains will continue to deposit in this area. Over time, that section of the ditch channel may be filled in
with sediment. Flow from the creek below the lake surface could then overtop the proposed berm and
cut a new channel back through the ramp approach area. Has any modeling of sediment flow through
Ditch #6 been done to verify that the channel slopes and dimensions will be sufficient to keep sediment
moving from the mouth of the creek through to the proposed end of channel at E1.=2300'?
4. Detail #3 on sheet CCL -0105-012 shows a typical section of the proposed rock vane. Is there a
specification of size and gradation for rock to be used?
5. Detail #4 on sheet CCL -0105-012 is the typical section for the temporary construction road. It will be
built 3'± thick with surge stone placed over a geotextile layer. What are the plans for disposal or reuse
of this stone after the temporary construction access road is removed?
6. Keynote #2 on sheet CCL -0104-021 states, "Contractor shall maintain aggregate base on parking lot in
good condition." Will this plan include details for access area site improvements to stormwater
drainage & BMPs, paving & parking/ADA delineation, etc. following this project? Will the access area
improvements be by a different designer & contractor? What will the timeframe be for access area
improvements following the dam modification project and drawdown?
Thank you,
Andrea
Andrea Leslie
Mountain Habitat Conservation Coordinator
NC Wildlife Resources Commission
645 Fish Hatchery Rd., Building B
Marion, NC 28752
828-803-6054 (office)
828-400-4223 (cell)
www.ncwildlife.org
Get NC Wildlife Update delivered to your inbox from the N.C. Wildlife Resources Commission.
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From: Mularski, Eric <[e-mail]>
Sent: Thursday, May 16, 2019 10:23 AM
To: '[e-mail]' <[e-mail]>; Homewood, Sue
<[e-mail]>
Cc: Leslie, Andrea J <[e-mail]>; Mitchell, Robert K <[e-mail]>; 'John. Eddy@duke-
energy.com' <[e-mail]>; Wise, Jon <[e-mail]>; 'Ala [e-mail]'
<[e-mail]>; Nicholson, Allen (Furber. [e-mail]) <Furber.Nicholson@duke-
energy.com>; [e-mail]; Banta, Tim <[e-mail]>; Kulpa, Sarah
<Sarah.Kul [e-mail]>; Little, Michael <[e-mail]>
Subject: [External] Cedar Cliff Hydroelectric Development Auxiliary Spillway Upgrade Project - Section 404/401
Amendment #2

External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
[e-mail]
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
0.70 acres
CCL -0104-020
Rock Ditch
700 cubic yards of rock fill
0 acres
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

=V
2 3 4 5 6 7 8
CCL -0103-012
it
> ,� , , / , , / , , , , , , , , , , , / , / / / / \ CEDAR CLIFF RESERVOIR \ \ \ 1
r/ DRAWDOWN EL 2300.00
/ //", r / /lr _ , 'PROPERTY LINE (TYPa' , /,// /'/ / . .'� //' /, / ,./-.� B I I '...� ' � .,
O/ l % ,/ / / / , / / / / / /
�//// / / / �/, /f / / / / / / . , , ' / /. // / ::' / / / /, . \ �. J TURBIDITY CURTAIN (TYPE 2) \ \ \
�_.;' _- ,. �/,� /,// \ 2 SILT FENCE '•♦• ,� I � \\ \ \\ \\
��. ' '/, ROCK OUTLET TYP i \
r// 0105007 J \ \
CEDAR CLIFF RESERVOIR _ '•♦ O� \ I \ \ \ \
FULL POND EL 2330.00 '♦ \ \ I \ \ \ \ `
/� / / / / / I /lir •/ �, // / / // .
/,- /S/1/, SILT FENCE (T.YP) 0 J� 00LICENSE/ \\ \ \ \ \ \ \ \
\ \�
0105007
PROJECT_ BOUNDARY, _ - , r r �, _ _ I 5 / ''♦ / \ \\ \ \ \ \ C'o
SILT FENCE _
0105 -007J -HOOK (TYP)- -, \ \ �, '� \ \ v O \ \ \ \ \
CONSTRUCTION ACCESS ROAD �% / ANO
001 INC'
I - - t A
\ \ \
1 1
I I I1 1 1 I 1 / /' /I r/ ' /1 '' ''/'.r,jv ///'//' /,//
//' // /'' /' . ''/J '' '' /' #1* J / / \ �k� pO \ \ \ \ \ \ \
�2305CONCRETE
i If
I i i 1 I l �)„�r, ,r i ! /�' ,' i// /' �I /� i i i I ' I if ' �' _ _ /''
BOAT. RAMP �O 1 _ _ J/ IQ L00
/
if ' / / / 1 /III,'/ , // '/ / '/ / / / / / / / I I I I r , 1 2310
I /r T /* / / / / I / /�)/' / 00 ` �.3 \� LOD •'` \` \` \\ \\ \` \�\
If
FLOATING
BOAT DOCK / �Op `` ROCK CHECK DAM 0105-007 \
/jF/ / / 1 \ \ \ �\ ♦ `\ ` \ ` ` \
'/ / /# CJS
/ I /,/� / /
/ r, 1 ' / i / 1 ) ' ' '` I k / � O� LIMITS OF DISTURBANCE
if
/1 // 1: /II I
Ill If
/0!_- // I I ' r \\ `\ \ I I I I ,' ' I 1\ \ �/ / vpp DITCH #6 CL
/ ' ` I CAUTION: OVERHEAD-----_ `
POWER INE \
L `\ \
\
/ ' / // /'//r1' - / Ill / / I / / I � ,' I \ /�' / '�• '��,_• \ \ \ I I I / _ `� \ \ `�
If
WOOD DOCK --aO�� f �' `\ \\ \ \`�----_-
'TO BE REMOVED \ `
/
PARKING LOT
/ r ;/ r'//' • /',' /' ' / \ ��. _ \\ I CAUTION: OVERHEAD
If POWER LINE : - •♦ \ \ \ \ / \
Nqell'
'// 1 /• r// /' /�/ / // \\ \\ \` \ \ ,' / !III ,//'' /' \\ '`'• 1 �-_-- -\�\\ ` �`\ \` \`� \``� ,'' / '” � ---_ \�� \`\
2340
go
/0 v,
k---------
OL
CULVERT - \ - -- _ - ♦, \
00 • / �\ �__J �/ / / �`�' „ APPROXIMATE LOCATION \/ - 1 '�. - 1 ------ --- .♦• `\\�\ -
r O TEMPORARY GRAVEL .�r� r // _ ----- \-- - -____ - \
�.• .� 'INSTALL PUMP -AROUND MEASURES 5�. - \\ _ _ -- __-- \\,�`_, ♦ ♦. \- \\`
CONSTRUCTION ENTRANCE0105-005,-*O .�• `� / i _ --- --- -- -- _-__ '_ I I __ ♦ \
O 00 , - FOR_ DITCH CONSTRUCTION
/0105-008 _
/ /-•.•-"--1---- _ 1 , --- 360
/ / ��•/ —_ — ^, ' / i r / � / _/ / / /i /— _ 370' � — _ \__-- --__ -\ ___-- —_____ —__� --____—_' � _ ____—'--_____ ` \\
� �f'✓�'-._/ COORDINATE WITH OWNER BEFORE REMOVINGr_-----_ ____-------- _ ------
\'�,,/ �.•�•;/ ••,�.--�wa� .----__ \ ONLY CLEAR TREES NECESSARY TO INSTALL PUMP/ /' ,/ , _____________ - `_-- `\_ - - ----__ `-------__'\--------- - --- ----
��.AROUND MEASURES ' /r ,'//' /' ;,--- ---_- __;�; ------------- ___ ------------- �` -` -� TITLE
REV. B
GENERAL
NOTES:
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.
CEDAR CLIFF ACCESS AREA
2. SEE
CCL -0104-020 AND CCL -0104-021
FOR
GRADING PLAN AND BOAT LAUNCH
AREA
CONSTRUCTION SEQUENCE.
3. TEMPORARY IMPACTS BELOW ELEVATION
2330.0 = 1.5 ACRES,
KEYNOTES:
1O AFTER DITCH CONSTRUCTION IS COMPLETE,
REMOVE ALL TEMPORARY MEASURES AND
RESTORE DITCH TO EXISTING CONDITIONS
ABOVE FULL POND ELEVATION 2330.
30 0 30
0009
SCALE: FEET
PLAN
SCALE: 1 "=30'
FOR
SCALE: AS NOTED DES: MGL
PRELIMINARY DUKE DWG TYPE: DGN DFTR: JTTD
NOT FOR ENE RG%/ JOB N0: 10060948 CHKD:
CONSTRUCTION DATE:
FILENAME: CCL-0103-012.DGN APPD:
OR DWG SIZE DRAWING NO. REVISION
HDR Engineering Inc. of the Carolinas License Number: F-0116 RECORDING B 6/26/2019 LOD AREA REVISION. JTTD MGL ANSI D
—
A 3/13/2019 ISSUED FOR BIDS. JTTD MGL — 22.0"x34.0" CCL -0 103-012 B
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075
PE SEAL 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
•' \ '� '--
�
' ' --- ---
---------�
AUXILIARY SPILLWAY
-- -- '♦,;
,,/, `_
,- / , , 1 / \,
,_-- -, -' `\ --------- ------------
- ----------- ,, -'-------- ---
CEDAR CLIFF ACCESS AREA
-F
- -----_
--
EROSION AND SEDIMENT CONTROL PLAN
PLAN
SCALE: 1 "=30'
FOR
SCALE: AS NOTED DES: MGL
PRELIMINARY DUKE DWG TYPE: DGN DFTR: JTTD
NOT FOR ENE RG%/ JOB N0: 10060948 CHKD:
CONSTRUCTION DATE:
FILENAME: CCL-0103-012.DGN APPD:
OR DWG SIZE DRAWING NO. REVISION
HDR Engineering Inc. of the Carolinas License Number: F-0116 RECORDING B 6/26/2019 LOD AREA REVISION. JTTD MGL ANSI D
—
A 3/13/2019 ISSUED FOR BIDS. JTTD MGL — 22.0"x34.0" CCL -0 103-012 B
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075
PE SEAL 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

r�1
2 3 4 5 6 7 8
CCL -0104-020
GENERAL NOTES:
v
2
CEDAR CLIFF RESERVOIR
DRAWDOWN EL 2300.00 \ \ \ \
,PROPERTY LINE (TYP)/ / / / // y / \ I I •�, I \
_
CEDAR CLIFF RESERVOIR
FULL POND EL 2330.00
bo
13
FERC LICENSE / / , _ .1 1/ /, / / �,
/ , /,,. PROJECT BOUNDARY, I �_, ,, / / / / �, - 1 ` �'\ \ \ \ \ \ o
1 1 , \ \ \ \ \ \ \ \
TERMINATE PERMANENT\ \ \
\DITCH AT ELEVATION
'\ \ \ \
��
AB 1 ` \ 2300.00 \ \ \ \
REMOVE SEDIMENT
DEPOSITS. GRADE
/ / , / , ,/ / / , I , f / / \ \ \ \ \ 1
/ , / � , \ � TO ELEVATION 2322.00 /p N \ \ \
/ , / / / // / / '' /' --'' ' ' ' / \ ' 12322-\ C`1
,
f ,I // i l T� // / / / / / / / i i I ' r' - y ' i i 1 // FILL CHANNEL AND
GRADE AREA FOR POSITIVE \ \ \ \\ \\ \\ \\\
/ / , / ., / / r / ♦ /, / / III I \ / T R T R \ \ \ \ \ \
REV. B
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.
BOAT LAUNCH AREA GRADING CONSTRUCTIO
SEQUENCE:
2.1 VERIFY FLOATING BOAT DOCK HAS
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 DEMOLISH AND REMOVE WOOD DOCK.
2.4 REMOVE SEDIMENT DEPOSITS AND
GRADE TO ELEVATION 2322 AS
SHOWN ON PLAN,
2.5 INSTALL PUMP AROUND MEASURES
TO CONSTRUCT DITCH 6.
2.6 INSTALL DITCH 6 AS SHOWN ON
CCL -0104-021; IMMEDIATELY
STABILIZE WITH RIPRAP.
2.7 FILL CHANNEL AND COMPACT.
INSTALL ROCK VANE TO ELEVATION
2329.
2.8 AFTER DITCH 6 IS INSTALLED
REMOVE PUMP AROUND
MEASURES.
2.9 GRADE AREA ADJACENT TO BOAT
RAMP AS SHOWN ON PLAN. DO NOT
DISTURB CONCRETE BOAT RAMP.
2.10 INSTALL TEMPORARY STONE
CONSTRUCTION ACCESS ROAD AS
SHOWN ON CCL -0104-021.
CONCRETE / / OWA DS 2322.0 CON OU 11n \
c`I 11,2.11 AFTER PROJECT IS COMPLETE,
01 BOAT r// , / r / l , l , 1 \ \ I BOAT RAMP •�, I I I , � / �\ \
` ` ` ` \\ �\ REMOVE ACCESS ROAD AND
RESTORE GRADES AS SHOWN
ON CCL -0104-020.
CONSULT WITH OWNER PRIOR TO
,'/ r ///// '/ /,/� !• ,'// �'' ,' '' /� //,' / l 1 1 \\ \\ \ o \\ \ / I / / OCA REMOVING STONE MATERIAL FROM
1 l I / / // ',✓/ / / . / , I ` \ , \ \ 1 / J \ ``\ `\ `\ \\ `\ `\ `\ \\ \ \\ l SITE.
CA
, l Ill /l,/// /,/ / , /�/ , ,/ / -_ // , / , I I ` `\ \ ♦ \ I / `\ \\\ \ ``\ `\ `\ ` \ \ `\
'1\ 2.12 CONSTRUCT ROCK VANE TO
\ \ \ \ \
II ELEVATION 2332.
3 3. PERMANENT IMPACTS BELOW ELEVATION
I /
\ \ \
/,// 1 / / �/ '• ,!' I \\ ' / I ' , I 1 I \ \ I \ \ 2330.0 - 0.70 ACRES.
DITCH 6
RIPRAP LINED 0105-012
O FLOATING BOAT DOCK \ 1 `
If
,r /l ,/ I '/ / , / I l / I ' ', 1 I \ \ I I \ \-------- \` �` KEYNOTES:
-----------------
FLOATING
/ '� / r /'/1 / --- / / / 1 / ' \ I I /'--• \ \\ li i I O FLOATING DOCK TO BE REMOVED BY
l / , l / /' � /,' /' \ 1 ., • `\ ` \ \ / __ . \ . \
,� 2 PARKING LOT I\\ \\ I I /, , \
WOOD DOCK C 2 _ _ _ \ I I r \ OTHERS PRIOR TO CONSTRUCTION.
�' -- ,__--- ------ QCONTRACTOR SHALL MAINTAIN
' ' �• \ \ 1 ' \ AGGREGATE BASE ON PARKING LOT IN
I/ / // r/ ' ' ' ' /' ' ; TOP OF ROCK VANE = 2332.0 3 / '--" ``\ \�\ \\ \\ `\ \ \\ _ ,� ,' `.`\`�\ `\\ GOOD CONDITION.
- RIP -RAP REVETMENT SHORELINE
STABILIZATION. SEE DETAIL
2/CCL-0105-012.
ROCK VANE1 �� I' ` `\, �` `\ \ \ \ ` DEMOLISH AND REMOVE WOOD DOCK.
\
0105-Q 12 I I
'� � '�/,/' J -,' \ ••\ `\ \ `\ \ `\ ` \ i' ' /' - \ `\
/` ,�� / , / l \ \ /.• /j ,, / \ \ - __ __ O5 CONCRETE BOAT RAMP SHALL REMAIN
r/, / I,/ ' / \ \ \ I I /'I % /j /r/�'> \ •�' `\_-\ ` --- /''
-------- \ IN PLACE.
•x.2340
_
l / �\ 1 / / , / ,/ � / moi' , ,/ \ - �\ __ � -\ \ `� ! � \ _--_-�-- _- .��, •�• \ � \
1 I � / \ / / �// � '�� , • ,-./`, '_ _ _- _ - �__ -� - `-�` _ ter.` -/` l�'-�--_�-- -- .�• '�• � \ ��\ �\\
CULVERT _ \ - 1 •♦ - -\ - _ywia ����'�1----- .'•.�• •�`•• `\\\\ `�\�
/ , ♦ \ ` / \ - ;� ,/ // / ; /_ APPROXIMATE LOCATION \` - \ ''�. ----------- -------- �•,�• �•• `�\\ ;`e.
235 _---_-- \_ \ - I ----------------------
v*) --_'_---------•_ _ •�• _- - _ '--- _--- - - \ '� \\ 1 \ �`
30 0 30
♦'� / / ( / /��•• <I I ~ /, / ice`- - --'-_' �/ ,' �/' i-'" _ '� /'-`_\`----`--�-- - - ` - -_-_-' _-\ \ `\\ `♦.
♦��. ' 1 :��.��'' --- ^\_ - /� /' \\ \ ` _ -- - 2370`___ -_-- -- -- _--- _-_ --------- _----=�-` SCALE: FEET
TITLE
AUXILIARY SPILLWAY
---
CEDAR CLIFF ACCESS AREA
-F GRADING PLAN
PLAN
SCALE: 1 "=30'
HDR Engineering, Inc. of the Carolinas License Number: F-0116
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075
INCHES 1 2 3 TENTHS 10 20 30 4 5
I I
PRELIMINARY
NOT FOR
CONSTRUCTION
OR
RECORDING
PE SEAL
B 6/26/2019
A 3/13/2019
NO. DATE
DITCH GRADING AND RIP -RAP REVETMENT REVISION.
ISSUED FOR BIDS.
REVISION
FOR
DUKE SCALE: AS NOTED
DWG TYPE: DGN
ENE RGYF DATE:JOB 10060948
FILENAME: CCL-0104-020.DGN
DWG SIZE DRAWING NO.
JTTD MGL
JTTD MGL - - ANSI D L_0104-020
DFTR DES CHKD APPD CC
22.0"x34.0" v v
9 11
DES: MGL
DFTR: JTTD
CHKD:
APPD:
REVISION
IV

=V
2 3 4 5 6 7 8
CCL -0104-021
,/�,�/♦♦ , , / / // , �// /// //,//// ///i/,,� / i /� /%-'•, .' / / //, ♦/ / ,/// / / , / / / ,'�,/♦ '�s=' ♦/,//, ,��, � I I I , CEDAR CLIFF RESERVOIR
/,�'�',' ♦, /, //// // // / ry0`/ , O ,/ / /i' 1 x ///-�♦ /'//,' ♦,/ / ' / ',' //,', �' ♦//i'/','i// �'/'/,' ,'// 1/r 1\ I I DRAWDOWN EL 2300.00
"'�♦�♦' �/ ♦/ �/ / ,' J/ i / ,// / / O /ii' l I ` ,, �� - ,PROPERTY LINE�(TYP)� / �./ � / :' /7
Ili / . / , , , , / / � , ♦ / / , \ \ -__\ \ \ 1 \ \
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 BOAT LAUNCH
AREA CONSTRUCTION SEQUENCE.
3. TEMPORARY IMPACTS BELOW ELEVATION
2330.0 = 1.5 ACRES.
/ / / , / , / , , . O, /,/ ♦ / / . / / / / // // / , ♦ / / \ \ - '.` \ \ 1 \ KEYNOTES:
, CEDAR CLIFF RESERVOIR
J'' ',' �' ' ' ' / ' / '/ , / ' ' / ' / // ' / ' FULL POND EL 2330.00 \ I ` �'� \ \ ' ` \ \ O FLOATING DOCKS TO BE REMOVED BY
I , 1/ / 1 / / / / / \ \ o I \ \
(O / / / / l \ 1 I \ \
/„I , 0 , , , / , , / / \ ''� ZG�. \ , \ \ \ \ OTHERS PRIOR TO CONSTRUCTION.
/ / f I
INSTALL TEMPORARY STONE ACCESS
5 \ CONSTRUCTION ROAD AFTER GRADING
SHOWN ON CCL -0104-020 IS
LICENSE /
VD, PRUJECT BOUNDARY �_,_, ,/ / I / / / / �, ---- \`\\\'_, I \ / '•� \ \ \ \ \ o
COMPLETE. SEE GENERAL NOTE 2.
,�♦ , _/ , //// ; /� I I / ' ,' , / / / ,, , J 1 , ,♦ ,/ ,' / / \\ GRADES,----___ \ \ \ `\ •�'•� \\\ \ \\ \ O \\ \\ \\ \\ O3 SEE CCL -0104-020 FOR FINAL DITCH
J � / ,�� % / / / � / / / �,♦ / / ! \ \ \ \ \ \ \ \ \ \ \ \ O4 CONFIRM PAD DIMENSIONS WITH OWNER
,// / ,, ' / / / / \ 1 / \ \ p / \ \ \ \ ` \ \ PRIOR TO CONSTRUCTION. PAD SIZE
/ / / \' 1 I / r / I \ k0 \ \ \ \ \ \ \
l„/ /i,,J / / / / , , , , / , , \ l l I \ X � \ \ \ SHALL ACCOMMODATE CRANE USED FOR
' // /i !• // Al / / / / / / ' /' / ,' / l / ��' 1 // �/ f / l 1� \ O4 0 '� 2 \ \ BARGE ASSEMBLY.
TERMINATE TEMPORARY DITCH AT \ \
I , / , , , / , / I / • / / v' DRAWDOWN ELEVATION 2300.00
I I, , / / / , l , / , l _-�\ TEMPORARY STONE
' ' '' ' ' ' '' ' ' 1 ' l •� l \ 2 0105-012 CONSTRUCTION ACCESS ROAD
/ ♦ /�' / , /I, / / / /
I I I I I / / /1/ ! / / � / / / // / /, � -. / ,♦ / I \ \ 2305\ \
1 1 1 1 /rri' C, - 2310
/
ki
/, / / / // / J / , I / , • / / , CONCRETE \ \ \ \ \ \ \ \
//�1 ,//„ / „// �11� ,/, // ,/ __♦ /// , I I 1 BOAT RAMP
\-
/ FLOATING
1 BOAT DOCK � 2 DITCH #6 CIL O3 \ \
ob
PARKING LOT
ALIGNMENT CURVE TABLE
CURVE NO.
PI STATION
0
RADIUS
TANGENT
LENGTH
CHORD DIRECTION
CHORD LENGTH
C 1
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°36'23.08"
50.00'
20.00'
38.05'
N43.05' 15.04"E
37.14'
C3
3+77.67
010°48'00.14"
200.00'
18.91'
37.70'
N70.17'26.65"E
37.64'
�
it I:/
/,/// /'�/' / ,'
\
�'\ ��//�/�/♦
\ \ I \ * •�
\\ •,�• \\ \��_�_ \\\ �
1-1
549.89
N65° 21' 18"E
(779427.4419,569436.4247)
/
L2
14.45
N61 • 42' 35"E
(779464.501 6,569350.7985)
(779477.2297,569357.6491)
1-3
21.02
N58° 02' 25"E
(779477.2297,569357.6491)
(779495.0632,569368.7752)
L4
23.90
N21* 17' 04"E
(779535.3102,569417.3177)
(779543.9863,569439.5889)
L5
197.19
N64- 53' 27'E
(779569.3585,569466.714 1)
(779747.9107,569550.3893)
L6
152.16
N75° 41' 27"E
(779783.3489,569563.0845)
-- 2340 -
B `-
CULVERT
APPROXIMATE LOCATION
\
\ _
---
----2350.-----
\V
ALIGNMENT LINE TABLE
LINE NO.
LENGTH
DIRECTION
START POINT (N,E)
END POINT (N,E)
1-1
549.89
N65° 21' 18"E
(779427.4419,569436.4247)
(779927.2402,569665.7248)
L2
14.45
N61 • 42' 35"E
(779464.501 6,569350.7985)
(779477.2297,569357.6491)
1-3
21.02
N58° 02' 25"E
(779477.2297,569357.6491)
(779495.0632,569368.7752)
L4
23.90
N21* 17' 04"E
(779535.3102,569417.3177)
(779543.9863,569439.5889)
L5
197.19
N64- 53' 27'E
(779569.3585,569466.714 1)
(779747.9107,569550.3893)
L6
152.16
N75° 41' 27"E
(779783.3489,569563.0845)
(779930.7856,569600.6910)
\
•�\\ \\II rte+
30 0 30
�..�.-.._.----------
�, ,' ' ' �`r✓�' ----- -\_--_�`'- _ ,' /' � \ .'/' \ ` -, -- �, .' , ,'" _____'- 2370 `' --�`---___ -__---- _--------=�� ------
--_\\ ,\ \ SCALE: FEET
'� �• / - , —\-- — ; ,',' \ ---- '" — , / ,' , ,- ---__ --_` `___ — --__—\�---/- — TITLE AUXILIARY SPILLWAY
\\-- ' ' ' \ \ \\ - _ CEDAR CLIFF ACCESS AREA
_ , , , r - `\ ----- ------------ - -- - - -- --- - - -- -------- ---' - CONSTRUCTION ACCESS ROAD
-F GRADING PLAN
PLAN
SCALE: 1 "=30' 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
OR
RECORDING
INCHES 1 2 3 TENTHS 10 20 30 4 5 6
I I I
B 6/26/2019 CONSTRUCTION ROAD AND GRADING REVISION.
A 3/13/2019 ISSUED FOR BIDS.
PE SEAL NO. DATE REVISION
I
DUKE SCALE: AS NOTED
DWG TYPE: DGN
ENEnl*"**%/ JOB NO: 10060948
DATE:
FILENAME: CCL -0104-021 .DGN
DWG SIZE DRAWING NO.
JTTD MGL
JTTD MGL — — ANSI D CCL -0 104-021
22.0"x34.0" v
DFTR DES CHKD APPD C
9 11
DES: MGL
DFTR: JTTD
CHKD:
APPD:
REVISION
B

-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
d)1111= .
10" (TYP)3 =111111; SOIL/SEDIMENT II�11=
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
I1 NOTES:
I` 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
F)l CONSTRUCTION
OR
HDR Engineering, Inc. of the Carolinas License Number: F-0116 RECORDING
440 S Church Street, Suite 1000 Charlotte, NC 28202-2075
INCHES 1 2 3 TENTHS 10 20 30 4 5 6
1 1 1
TEMPORARY `
FLEXIBLE
HOSE
DEWATERING PUMP
1
I
I
J�
I
CCL -0105-008
IREv.
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
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)
l� TEMPORARY STABILIZED
SEDIMENT REMOVAL DEVICE 6, OUTLET
SEE DETAIL 4/CCL-0105-009 (SEE DETAIL 2 THIS
i DRAWING)
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
FORCEDARCLIFF IDF & SPILLWAY UPGRADE
DUKE SCALE: AS NOTED DES: MGL
DWG TYPE: DGN DFTR: JTTD
ENEnt"'If �' JOB DATEN0:10060948 CHKD:
FILENAME: CCL-0105-008.DGN APPD:
DWG SIZE DRAWING NO. REVISION
B 6/26/2019 ADDED PUMP AROUND DETAIL JTTD MGL
A 3/13/2019 ISSUED FOR BIDS. JTTD MGL - - ANSI D 22.0"x34.0" CCL -0105-008 B
PE SEAL NO. DATE REVISION DFTR DES CHKD APPD
7 8 9 10
I I I I