20181694 Ver 1_More Info Received_20210208

ID#* 20181694 Version* 1
Select Reviewer:*
Erin Davis
Initial Review Completed Date 02/08/2021
Mitigation Project Submittal - 2/8/2021
Is this a Prospectus, Technical Proposal or a New Site?* r Yes r No
Type of Mitigation Project:*
V Stream r Wetlands r- Buffer r- Nutrient Offset
(Select all that apply)
Project Contact Information
Contact Name:*
Angela Allen
Project Information
..............................................................................................................................................................................
ID#:* 20181694
Existing IDr
Project Type: r DIMS r Mitigation Bank
Project Name: Dudley Mill Pond Mitigation Site
County: Cumberland
Document Information
Email Address:*
[e-mail]
Version:
*1
Existing Version
Mitigation Document Type:*
Mitigation Information
File Upload: 005-45021-Dudley Pond.pdf 16.02MB
Dudley Impacts Memo.pdf 977.2KB
Rease upload only one RDFof the corrplete file that needs to be subrritted...
Signature
Print Name:* Angela Allen
Signature:*
&t1�r� 0s

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WILDLANDS
F NCI N F F R I N C
February 5, 2021
Jordan Jessup
U.S. Army Corps of Engineers
Regulatory Division
69 Darlington Avenue
Wilmington, NC 28403
Subject: Action ID No. SAW-2016-02160
Wildlands Cape Fear 05 Umbrella Mitigation Bank
Dudley Mill Pond Mitigation Site
Revised Wetland Impacts
Dear Mr. Jessop,
This letter is in reference to the Dudley Mill Pond Mitigation Site (Site), part of the Wildlands Cape Fear
05 Umbrella Mitigation Bank. The 47-acre bank Site is in the Cape Fear 05 Cataloging Unit (03030005)
and is located along Stedman -Cedar Creek Road and John Hall Road in Cumberland County, North
Carolina. The purpose of this letter is to outline changes that were made to the design and subsequent
changes to wetland impacts at the Site. There were no changes to stream and open water impacts.
The original pre -construction notification (PCN) form was submitted to the U.S. Army Corps of
Engineering (USACE) on June 4, 2020 seeking approval for the Section 404 permit for impacts to streams
and wetlands. The 401 and 404 permits were approved on August 3, 2020 and July 17, 2020,
respectively. The PCN documented a total wetland impact area of 9.493 ac. Impacts were due to
channel relocation, floodplain grading, haul roads, and spoil areas. Wetland impacts mostly occurred
along Cedar Creek Reach 2 where a priority 2 stream restoration approach was proposed for
approximately 2,200 linear feet (LF). This approach involved gradually dropping the stream through an
old pond and grading out a new floodplain where a failed dam used to be.
The revised design splits Cedar Creek Reach 2 in two separate reaches with new channel dimensions and
varying restoration approaches. Reach 2 will begin at the confluence of Cedar Creek and T2 and gently
meander through the old pond bed with an average slope of 0.2%. A priority 1 restoration approach
through the reach will allow the stream to remain hydrologically connected to the existing floodplain
and wetlands while also minimizing earthwork in sandy soils at the cut depth. Reach 3 will begin
approximately 550 LF upstream of the dam and will have a slightly steeper slope of 1%. This short reach
was designed with a priority 2 restoration approach where a new floodplain will be graded through the
old dam to allow the reach to reconnect with Cedar Creek downstream. Shortening the priority 2 section
by almost 1,500 LF in the revised design has significantly reduced the amount of earthwork and limited
the overall total disturbance to natural systems on the Site. The updated channel dimensions and
grading can be found in the revised plans attached to this letter.
In addition to stream design changes, a temporary channel diversion system is proposed along Reaches
2 and 3 during construction, instead of a pump around system. This will allow the 6.5 square mile stream
to be built in the dry and prevent damage to the newly built stream during construction should there be
severe storm events. The location of the channel diversion can be found in the revised plans.
Wildlands Engineering, Inc. • phone [phone] • 312 West Millbrook Road, Suite 225 • Raleigh, NC 27609

A reduction in the floodplain grading footprint eliminated the need for one of the two originally
proposed spoil areas, therefore reducing both permanent and temporary wetland impacts. Table 1
below compares the original and revised temporary and permanent impacts to wetlands at the Site and
Table 2 itemizes the revised wetland impacts. All proposed stream, wetland, and open water impacts
are displayed in Figure 1. There were no changes to stream and open water impacts, so those impacts
have not been provided int the tables below.
Table 1. Wetland Impacts Comparison Table
Design
Temporary Impacts (ac)
Permanent Impacts (ac)
Total Wetland Impacts (ac)
Original
7.280
2.216
9.496
Revised
5.288
2.102
7.390
Difference
-1.991
-0.114
-2.106
Table 2. Revised Wetland Impacts
Impact
Type of
Wetland
Type of
Impact
Site
Reason for Impact
Forested
Type
Wetland
Name
Jurisdiction
Area (ac)
W1
Access Path
T
Floodplain Pool
A
Yes
Both
0.054
W2
Haul Road
T
Floodplain Pool
B
Yes
Both
0.002
Access Path/Floodplain
W3
T
Floodplain Pool
C
Yes
Both
0.061
Grading
W4
Channel Relocation
P
Floodplain Pool
C
Yes
Both
0.017
Linear
W5
Channel Relocation
P
NA
Yes
Both
0.009
Conveyance
Riverine Swamp
W6
Floodplain Grading
T
E
Yes
Both
0.008
Forest
Riverine Swamp
W7
Channel Relocation
P
E
Yes
Both
0.028
Forest
Floodplainding/Haul
Riverine Swamp
W8
T
F
Yes
Both
0.379
Road
Riverine Swamp
W9
Channel Relocation
P
F
Yes
Both
0.641
Forest
Riverine Swamp
W10
Floodplain Grading
T
G
Yes
Both
0.033
Forest
Riverine Swamp
W11
Channel Relocation
P
G
Yes
Both
0.031
Forest
Channel Diversion/Haul
Riverine Swamp
W12
T
H
Yes
Both
2.282
Road/Floodplain Grading
Forest
Riverine Swamp
W13
Channel Relocation
P
H
Yes
Both
0.676
Forest
Staging Area/Haul
W14
Road/Floodplain
T
Riverine Swamp
I
Yes
Both
2.469
Grading/Channel Diversion
Forest
Riverine Swamp
W15
Channel Relocation
P
I
Yes
Both
0.700
Forest
Total Temporary Impacts
5.288
Total Permanent Impacts
2.102
Total Wetland Impact
7.390
Wildlands Engineering, Inc. • phone [phone] • 312 West Millbrook Road, Suite 225 • Raleigh, NC 27609

With the re -design, there is a loss of 20.64 stream credits in comparison to the Final Mitigation Plan. Table
3 shows a comparison of credits. All Credit loss is in stream length on Cedar Creek (initially Reach 2, now
Reaches 2 and 3). A copy of the most up to date Wilmington District Stream Buffer Credit Calculator is
attached.
Table 3. Stream Credit Comparison Table
Total Baseline
Credit Loss in Buffer
Additional Buffer
Total Credit
Original
6,623.79
-134.89
1,018.99
7,507.89
Revised
6,556.37
-79.14
1,010.02
7,487.25
Difference
-20.64
With this letter, we are seeking a permit modification to the 401 and 404 should one be required by USACE
and NCDWR based on these design updates. Please contact me at 919-851-9986 x106 if you have any
questions.
Thank you,
Angela Allen
Project Manager
Wildlands Engineering, Inc. • phone [phone] • 312 West Millbrook Road, Suite 225 • Raleigh, NC 27609

' S1'Relocation
� \
`.
Relocation
Grading
W2 - Haul Road W9 - Channel Relocation
W1 - Access Path
'w -Channel
Grading W9
IV Relocation
Beave Imp
Grading
W14 - Haul Road
Relocation
Relocation
Grading W13 - Channel
M12 - Haul Road
Relocation
Relocation
Diversion
Gra
Div
rial Photography
10.

Site Name: Dudley Pond Mill Mitigation Site
USACE Action ID: 2016-02160
NCDWR Project Number: 100024
Sponsor: NCDMS
Number of Exempt Terminal Stream Ends': 4
County: Cumberland
Minimum Required Buffer Width: 50
Mitigation Type
Restoration (1: 1)
Enhancement 1(1.5:1)
Enhancement 11(2.5:1)
Preservation(5:1)
Other (7.5:1)
Other (10:1)
Custom Ratio 1
Custom Ratio 2
Custom Ratio 3
Custom Ratio 4
Custom Ratio 5
Totals
Buffer Zones
Max Possible Buffer (square feet)'
Ideal Buffer (square feet)°
Actual Buffer (square feet)'
Zone Multiplier
Buffer Credit Equivalent
Percent of Ideal Buffer
Credit Adjustment
Total Baseline Credit
6556.37
Mitigation Ratio Creditable Stream Include in Buffer
6556.37
Wilmington District Stream Buffer Credit Calculator
Baseline Stream Credit Buffered Stream Credit From Buffered
Length Streams
6556.37 6556.37 6556.37
6556.37 6556.37 6556.37
Buffer Width Zone (feet from Ordinary High Water Mark)
less than 15 feet
>15 to 20 feet
>20 to 25 feet
>25 to 30 feet
>30 to 35 feet
>35 to 40 feet
>40 to 45 feet
>45 to 50 feet
>50 to 75 feet
>75 to 100 feet
>100 to 125 feet
>125 to 150 feet
198104.1
66662.7
66976.7
67290.7
67604.7
67918.7
68232.7
68546.7
347443.5
355293.5
363143.5
370993.5
192476.25
64322.31
64387.55
64492.69
64617.99
64692.70
64643.19
64544.16
321190.78
316538.52
310780.08
306319.46
190140.09
63032.27
62945.10
62696.24
62567.12
62389.80
62080.59
61520.27
294673.04
252997.95
209137.35
175752.53
50%
10%
10%
10%
5%
5%
5%
5%
7%
5%
4%
4%
3278.19
655.64
655.64
655.64
327.82
327.82
327.82
327.82
458.95
327.82
262.25
262.25
99%
99%
99%
99%
98%
98%
98%
98%
92%
80%
67%
57%
-27.86
-7.61
-8.61
-9.61
-5.31
-5.81
-6.36
-7.97
421.05
262.01
176.48
150.47
Credit Loss in Required Credit Gain for Net Change in Total Credit
Buffer Additional Buffer Credit from Buffers
-79.14 1010.02 930.88 7487.25
'Number of terminal stream ends, including all points where streams enter or exit the project boundaries, but not including internal crossings even if they are not protected by the easement.
Minimum standard buffer width measured from the top of bank (50 feet in piedmont and coastal plain counties or 30 feet in mountain counties)
'Use the Custom Ratio fields to enter non-standard ratios, which are equal to the number of feet in the feet -to -credit mitigation ratio (e.g., for a perservation ratio of 8 feet to 1 credit, the multiplier would be 8).
°Equal to the number of feet of stream in each Mitigation Type. If stream reaches are not creditable, they should be excluded from this measurement, even if they fall within the easement.
'This amount is the maximum buffer area possible based on the linear footage of stream length if channel were perfectly straight with full buffer width and no internal crossings. This number is not used in calculations, but is provided as a reference.
`Maximum potential size (in square feet) of each buffer zone measured around all creditable stream reaches, calculated using GIS, including areas outside ofthe easement. The inner zone (0-15') should be measured from the top of the OHWM or the edge of the average stream width if OHWM is not known. Non -creditable stream reaches
within the easement should be removed prior to calculating this area wtih GIS.
7Square feet in each buffer zone, as measured by GIS, excluding non -forested areas, all other credit type (e.g., wetland, nutrient offset, buffer), easement exceptions, open water, areas failing to meet the vegetation performance standard, etc. Additional credit is given to 150 feet in bufferwidth, so areas within the easement that are more
than 150 feet from creditable streams should not be included in this measurement. Non -creditable stream reaches within the easement should be removed prior to calculating this area wtih GIS.

Cape Fear 05 Umbrella Mitigation Bank
Dudley Mill Pond Mitigation Site
Cape Fear River Basin 03030005
Cumberland County, North Carolina
Project Area
Suns pines PI
i
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t
Caterwaul Dr
v
u
S4rrey`h `a Stedman Cedar Creek Rd
Vicinity Map
Not to Scale
ISSUED FOR PERMITTING
BEFORE YOU DIG!
CALL 1-800-632-4949 JANUARY 29/ 2021
N.C. ON E-CALL CENTER
IT'S THE LAW!
Sheet Index
Title Sheet 0.1
Project Overview 0.2
General Notes and Symbols 0.3
Stream Plan and Profile 1.1-1.17
Additional Grading and Fencing 2.1-2.5
Planting Sheets 3.1-3.2
Erosion and Sediment Control Plan 4.1-4.7
Details 5.1-5.7
Project Directory
Engineering:
Wildlands Engineering, Inc
License No. F-0831
312 W. Millbrook Rd, Suite 225
Raleigh, NC 27609
Angela Allen, PE, Project Manager
Abigail Vieira, PE, Project Engineer
919-851-9986
Surveying:
AECOM
4016 Salt Pointe Parkway
North Charleston, SC 29405
Richard L. Wooten Jr., PLS
843-767-4602
Sank Sponsor:
Wildlands Holding VI, LLC
1430 S. Mint St, Suite 104
Charlotte, NC 28203
704-332-7754
USACE Action ID No. 2016-02160
NCDEQ No:
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PARCEL 10
OWNED BY
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& WIFE
SHELBY F. STRICKLAND
TMS O474-53-8246
DEED BOOK 5632 PG 0600
PLAT BOOK 0087 PG, 0021
PARCEL 9
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TMS O474-34-6109
DEED BOOK 3740 PG, 0681
PLAT BOOK 0061 PG, 052/
PARCEL 14 —
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PARCEL 8
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PARCELS
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—PARCEL 15
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0474-40-7329
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2
REAL, BESSIET
0473-38-2847
066 PG 0033
3410 PG 0105
3
DUDLEY, DANIELDUKE
0473-39-5393
0066 PG 0063
5739 PG 0479
4
DUDLEY, DANIELDUKE
0474-30-3330
0107 PG 0139
5858 PG 0103
5
LAWRENCE, STEVEN C & WIFE
GEORGIANNA
0474-41-7142
0066 PG 0044
4236 PG 0064
6
LAWRENCE, STEVEN C & WIFE
GEORGIANNA
0474-31-9435
0066 PG 0044
4470 PG 0590
7
LAWRENCE, STEVEN C & WIFE
GEORGIANNA
0474-32-8389
0105 PG 0174
5646 PG 0354
8
WI LLIAMSON, AMMYA & WIFE,
PATRICIA B &JAMES C BRISSON
0474-33-6022
0061 PG 0052
4747 PF 0771
9
JESSUP, BERTIE N
0474-346109
0061 PG 0052
3740 PG 0681
10
STRICKLAND, LIEBURN RALPH &
WI FE SHELBYF
0474-53-8246
0087 PG 0021
5632 PG 0600
11
STINSON, RACHEL LEQUITA
HEIRS
O474-52-1580
0107 PG 0122
5871 PG 0278
12
STRICKLAND, LIEBURN RALPH &
WI FE SHELBY F, U FE ESTATE
0474-52-5114
0105 PG 0107
5626 PG 0530
13
STRICKLAND, LIEBURN RALPH &
WI FE SHELBYF
0474-51-8520
0066 PG 0043
4679 PG 0891
14
WOOLARD TROY & WI FE PAU LA
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0474-50-9537
0083 PG 0031
5138 PG 0119
15
WOOLARD TROY & WI FE PAU LA
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0474-50-9359
0083 PG 0031
6790 PG 0715
16
HORNE, ROBERT LEE, JR & WIFE
CAROL B
0474-50-9263
0083 PG 0031
4491 PG 0607
17
HORNE, STEPHEN RICHARD
0473-59-8967
0083 PG 0031
5627 PG 0700
18
HORNBURGER, MI MA JANE M &
LONN I E ROY MELVIN, etal
0473-59-5979
0100 PG 0037
0475 PG 0197
19
COUNCIL, BRENDA REGINA
0473-59-3982
NONE LISTED
778 PG 0586
20
DUDLEYAMYG
0473-49-3080
0107 PG 0046
5169 PG 0818
21
GRIMES, AMY B
0743-48-2954
0107 PG 0046
7348 PG 0828
22
V I N SON, CATHY TATUM
0473-38-6323
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—PARCEL 21
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END CEDAR CREEK PARCEL 22
REACH 2 (RESTORATION) OWNED BY
BEGIN CEDAR CREEK
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REACH 3 (RESTORATION) \
STA.150+89
_ PARCEL 2
�/ OWNED BY
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PARCEL 4 TMS O473-38-2847
DEED BOOK 3410, PAGE 0105
OWNED BY PLAT BOOK
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TMS O474-30-3330
DEED BOOK 5858 PG 0103 I
PLAT BOOK 0107 PG 0139 PARCEL 3
TMS O474-03-4059
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General Notes for All Construction Reaches
3. Contact Division of Energy, Mineral and Land Resources (919-791-4200) before any work begins on the project and
10. Install in -stream structures (riffles, angled IogsiII, Iogvane, Iunker log, and boulder sill) and in -bank bioengineering
notify them of the start date.
such as brush toe and sod mats after channel grading is completed according to details and specifications.
4.Mobilize equipment and materials to the Site.
11. Seed (with specified temporary seed and permanent seed mix) and straw mulch areas where the coir fiber matting is
1. All erosion and sediment control practices shall comply with the North Carolina Erosion and Sediment Control Planning
5.Identify and establish construction entrance, staging and stockpile areas, access routes, silt fence, tree protection
to be installed.
and Design Manual.
fencing, safety fencing, and temporary stream crossings as indicated on the Plans for work areas.
12. Install coir fiber matting according to plans and specifications.
2.Contractor will install pump -around systems to divert flow while working in live, flowing channels. The Contractor shall
6. All access routes shall be monitored for sediment loss daily. In the event of sediment loss, silt fence or other acceptable
13. Sod mats may be used in lieu of coir fiber matting, where available, to stabilize all stream banks as the preferential
operate and maintain the pump -around system 24 hours a day until all disturbed areas are stabilized. The disturbed
P P P Y Y
sediment and erosion control practices shall be installed. Silt fence outlets shall be located at points of low elevation or
stabilization method. Coir fiber matting may be used where sod mats are not available or if coir fiber matting is the
area within the um around must be stabilized with temporary seeding, mulch and erosion control matting b the end
pump P Y g� g Y
a minimums spacing of 150 ft.
P g
referred at the discretion of the Engineer.
P g
of each workday. shall not remove pump -around systems and advance to the next work area until the
Y P P Y
current work area is completed and stabilized.
7. Set u temporary facilities, locate equipment within the staging area, and stockpile materials needed for the initial
P P rYg g P
14. Backfill abandoned channel sections with stockpiled soil according to the grades shown on the Plans. Non-native and
P g
3.No material from the off-line proposed stream channel excavation may be backfilled into the adjacent existing stream
stages of construction within the stockpile area(s).
invasive vegetation (e.g. Chinese privet and multiflora rose) shall be removed from the existing channel prior to
channel until the newly constructed proposed stream section is completed, stabilized, and the stream flow has been
8.Install and maintain an onsite rain gauge and logbook to record the rainfall amounts and dates. Maintain an approved
backfilling.
diverted into it, not even if that section of old/ existing stream is being pumped.
copy of the E&SC plan with placard and approval letter and a copy of the NPDES permit with a minimum of 30 days of
15. Prepare floodplain for seeding by applying stockpiled topsoil to the floodplain between bankfull elevation and the
4.In areas without a pump -around system, Contractor shall disturb only as much channel bank as can be stabilized with
P P Y Y
self inspection reports on site until project closure by NCDEQ. Complete the self inspection as required by NCDEQ
grading limits, ripping, and raking/smoothing. Seed with specified temporary and permanent seed mix and mulch. Any
temporary seeding, mulch, and a sod mat or erosion control matting by the end of each workday.
permit. Rainfall records, completed self -inspection forms, and permits should be maintained on site.
areas within the conservation easement that have not been graded shall be treated according to the planting plan.
S.Clearing and grubbing activities shall not extend more than 150 linear feet ahead of in -stream work.
9.Monitor site for sediment loss and inspect all erosion control features after each rain event. Maintain erosion control
16. If at any time circumstances should arise where water has been turned into the new channel and additional work must
features according to the North Carolina Erosion and Sediment Control Manual.
be done on the floodplain, erosion control devices will be installed to protect the new channel from sedimentation.
6. When crossing an active section of new or old stream channel, a Timber Mat shall be installed according to the details
17. Once all phases of channel and floodplain construction are complete, prepare the floodplain areas for planting per the
and specifications.
Construction Sequence
specifications.
7. All graded areas with slopes steeper than 3:1 will be stabilized within seven (7) working days.
18. Install live stakes and herbaceous plugs along the stream banks according to the plans and specifications.
8.Permanent groundcover will be installed for all disturbed areas within 15 working day or 90 calendar days (whichever is
19. When the project is complete, the permittee shall contact DEMLR to close out the E&SC Plan. After DEMLR informs the
shorter) following completion of construction.
1. Erosion and Sediment Control (E&SC) permit and a Certificate of Coverage (COC) must be obtained before land
permittee of the project close out, via inspection report, the permittee shall visit deq.nc.gov/NCg01 to submit an
9.1-ocations for staging and stockpile areas and temporary stream crossings have been provided on the Plans. Additional
disturbing activities occur. The COC can be obtained by filling out the Electronic Notice of Intent (e-NOI) form at
electronic notice of Termination (e-NOT). A $100 annual general permit fee will be charged until the e-NOT has been
or alternative staging and/or stockpile areas and stream crossings may be used by the Contractor provided that all
deq.nc.gov/NCG01. Please note, the e-NOI form may only be filled out once the plans have been approved. A copy of
filled out.
practices comply with the North Carolina Erosion and Sediment Control Planning and Design Manual and that the areas
the E&SC permit, the COC and a hard copy of the plans must be kept on site, preferably in a permit box, and accessible
are approved by the Engineer prior to implementation. Short-term stockpile areas are those that will remain in place for
during inspection.
a short period of time so that the disturbed area can be stabilized within the timeframes in item #7 of the General
2. This project may be constructed in phases according to construction entrances. The Contractor shall not start
Construction Demobilization
Construction Notes. Additional stockpile areas and other short-term stockpiles, staging areas, and stream crossings not
construction on one phase and move to another phase before stabilizing the first, unless a crew is continuing work on
shown on the plans will require approval of the Division of Energy, Mineral, and Land Resources.
the initial phase.
1. Remove temporary stream crossings.
10. Vegetation on -site to be used as transplant material (juncus, small trees, and sod mats) shall not be disturbed until
3. The are two construction entrances. One construction entrance is located off Stedman Cedar Creek Rd., and the other
2. The Contractor shall ensure that the site is free of trash and leftover materials prior to demobilization of equipment
Contractor is prepared to install transplants.
construction entrance is located off Culbreth Rd.
from the site.
11. Various types of constructed riffles are specified on the plans. Contractor shall build the specific types of constructed
4.Perform any necessary clearing and grubbing in phases as work progresses. Bank vegetation and vegetation
3.Complete the removal of any additional stockpiled material from the site.
riffles at locations shown on the Plans. Changes in constructed riffle type must be approved by the Engineer.
immediately adjacent to live channels shall be left undisturbed as long as possible. Remove all non-native and invasive
4.R1p soils along access routes and staging areas where soils have been compacted to a depth of 4 inches using a subsoiler
12. Existing fence located inside the conservation easement shall be removed during construction.
vegetation prior to beginning the channel construction. Take care with vegetation marked for transplant from the old
or ripping shanks.
13. Contractor is to make ever effort to avoid damaging or removing existing trees.
Y g g g g
channel to new channel. Do not disturb transplant vegetation until time of transplant.
S.Demobilize grading equipment from the site.
14. Under no circumstances will the Contractor exceed the limits of disturbance and/or o outside of temporary
g P Y
5.Construction of all channels are to be done in the dry. Construction should generally progress from upstream to
downstream to prevent sediment runoff from upstream construction affecting completed downstream reaches. Use a
6. All rock and other stockpiled materials must be removed from the limits of disturbance and conservation easement. All
construction access areas shown on the plans.
pump around as shown on the plans and discussed in the General Notes.
areas outside the conservation easement shall be returned to pre -project conditions or better.
6. Where feasible, more than one offline section may be constructed concurrently. Offline sections shall be tied online
7. Seed, mulch, and stabilize staging areas, stockpile areas, access routes, and construction entrances. Pasture seed mix is
Initial Site Preparation
sequentially from downstream to upstream.
to be applied to areas of disturbance outside of the conservation easement.
7. As work progresses, remove and stockpile the top three inches of soil from the active grading area. Stockpiled topsoil
8. Remove all temporary erosion control measures once permanent stabilization has been achieved.
shall be kept separate for onsite replacement prior to floodplain seeding.
1. Call NC DEC. LOS at the Fayetteville Regional Office at 919-433-4300 to schedule a pre -construction meeting at least 48
8.Construct the proposed stream channel to the grade specified in the cross -sections and profile. Transfer coarse material
hours prior to project activation.
from abandoned channel riffles to new channel riffles utilizing a pump -around when doing so.
2.Contact North Carolina "One Call" Center (1.800.632.4949) before any excavation.
9.Grade the adjacent floodplain area according to grades shown on the plan.
Existing Features Proposed Features Erosion Control Features
- -
EXISTING PROPERTY BOUNDARY
CE CE
PROPOSED CONSERVATION EASEMENT
PROPOSED LOG VANE
10+0
SEE DETAIL 4, SHEET 5.2
R/w
EXISTING NCDOT RIGHT-OF-WAY
PROPOSED STREAM ALIGNMENT
PROPOSED BRUSH TOE
-----540- - - -
- EXISTING 5- MAJOR CONTOUR
-• • • • ..... ..... -
PROPOSED BANKFULL
SEE DETAIL 1, SHEET 5.3
PROPOSED ROCK FLOODPLAIN OUTLET
EXISTING V MINOR CONTOUR
s4o
PROPOSED 5- MAJOR CONTOUR
SEE DETAIL 2, SHEET 5.7
- - - -
- EXISTING THALWEG
PROPOSED V MINOR CONTOUR
D
/ /-/ /-/ jJ
PROPOSED PERMANENT ACCESS PATH
TOB
EXISTING TOP OF BANK
PROPOSED NATIVE MATERIAL RIFFLE
CR-NM
SEE DETAIL 1, SHEET 5.1
PROPOSED EMBANKMENT STABILIZATION
EXISTING EDGE OF PAVEMENT
SEE DETAIL 1, SHEET 5.7
PROPOSED ANGLED LOG RIFFLE
x
EXISTING FENCE
CR-ALR
O
SEE DETAIL 3, SHEET 5.1
E E
EXISTING STORMWATER EASEMENT
PROPOSED WOODY RIFFLE
cR-wD
SEE DETAIL 2, SHEET 5.1
OHE OHE
EXISTING UTILITY
PROPOSED CHUNKY RIFFLE
EXISTING TREE LINE
CR-CH
O
SEE DETAIL 4, SHEET 5.1
PROPOSED LUNKER 5.
EXISTING TREE
SEE DETAIL 2, SHEET 5.3
�����IJJJ•••___JJJ
\
PROPOSED LOG 1-SILL WITH LUNKER
EXISTING STORMWATER PIPE
/
STRUCTURE
SEE DETAIL 3, SHEET 5.3
EXISTING WETLAND
PROPOSED ANGLED LOG SILL
SEE DETAIL 1, SHEET 5.2
00000000
EXISTING RIPRAP OUTLET PROTECTION
PROPOSED BOULDER SILL
0 0 0 o
SEE DETAIL 2, SHEET 5.2
PROPOSED LOG SILL WITH ROOT WAD
\
SEE DETAIL 3, SHEET 5.2
PROPOSED CONSTRUCTION ENTRANCE
SEE DETAIL 1, SHEET 5.6
PROPOSED PUMP AROUND
SEE DETAIL 2, SHEET 5.6
[X] (xj PROPOSED SILT FENCE
SEE DETAIL 1, SHEET 5.5
Q
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�w
z
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Q
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PROPOSED SILT FENCE GRAVEL OUTLET
SEE DETAIL 2, SHEET 5.5
J
PROPOSED TEMPORARY STREAM CROSSING
WITH SILT FENCE -TIMBER MAT
SEE DETAIL 4 SHEET 5.5
PROPOSED ACCESS PATH
PROPOSED STOCKPILE/STAGING AREA
-LOD-LOD-
PROPOSED LIMITS OF DISTURBANCE
PROPOSED TREE PROTECTION FENCING
-
-SAF
SAF
SEE DETAIL 3, SHEET 5.5
c
I1
J Li Li Li Li PROPOSED TEMPORARY ROCK SEDIMENT DAM
1 ❑ ❑ ❑ ❑ SEE DETAIL 4, SHEET 5.6
R ¢
z
N
\ \ \ \ \ PROPOSED TEMPORARY CHANNEL DIVERSION
\ \ \ \ SEE DETAIL 4, SHEET 5.7
O
O
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c
3
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110
105
100
95
m
o
0
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...
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PROPOSED GRADE
�I
93 ;
108+20
108+50 109+00
BANKFULL WIDTH = 18.2'
TOP OF BANK
5.5'
7.2.
5.5'
...._...._...._....
...._..
._...._.
PROPOSED
2g.1
Dmax=2.2'
BANKFULL
PROPOSED
25.1
GRADE
9.1,
CEDAR CREEK - REACH 1
TYPICAL SECTION: RIFFLE
STA: 100+00 TO 125+65
SCALE: 1" = 4'
f
109+50 110+00 110+50 111+00 111+50
BANKFULL WIDTH = 25.1'
TOP OF BANK 10.8' 7.1' 7.2'
PROPOSED
Dmax= 3.6' BANKFULL
PROPOSED 3•Z 2'1
GRADE
10.75'
CEDAR CREEK- REACH 1
TYPICAL SECTION: SHALLOW POOL
STA: 100+00 TO 125+65
SCALE: 1" = 4'
110
0' 2' 4' 6'
(VERTICAL) (�
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z� �o
(HORIZONTAL)
U
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105 w m
100
95
93
112+00 112+30
TOP OF BANK
BANKFULL WIDTH = 25.1' 2 1'
..._ 20.7:_ 2.3
... _...._...._. ..._...._...._...._..
PROPOSED q.5:1 D ax- 4 /
0
GRADE
CEDAR CREEK- REACH 1
TYPICAL SECTION: POOL WITH STRUCTURE
STA: 100+00 TO 125+65
SCALE: 1" = 4'
CEDAR CREEK
-- - ---- lOq I \ m------'�,--
111+00
Lo
EXISTING FENCE TO BE l�,illj '•` /�
REMOVED WITHIN
_
CONSERVATION EASEMENT Il;}i '\• _____------
'
� ' � ,y'y -�' � � �lol ill 11 ` • �.
.•' • • -- ' Ill ` _` _ i K ..... ..... Op 103
ill \ •/ `
I _
FILL EXISTING I;li I i'
' • ....
•• CHANNEL (TYP)i lill 103v—• •"
' REMOVE EXISTING 12" RCP
INV EL U/S: 101.87'
' II
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INV EL D/S: 101.83' a �, ______---- ---
3.35'
NOTE: GRADING EXTENTS OF
FLOODPLAIN ARE SHOWN ON
ADDITIONAL GRADING SHEETS 2.1-2.5
o
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bA
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PROPOSED
O
BANKFULLo
Z
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105
100
95
90
o
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+
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i6
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EXISTING
GROUND
m
m
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...
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-..
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-.
. -.
-
.. -.
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-0.2%
-
.....
-
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-
I
PROPOSED
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-0.3
-0.5%
�
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FT
PROPOSED
GRADE
�
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-
ti
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ti
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z� �o
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100 m
2
90
88 88
132+80 133+00 133+50 134+00 134+50 135+00 135+50 136+00 136+50 136+90
BANKFULL WIDTH = 25' BANKFULL WIDTH = 33' BANKFULL WIDTH = 33'
TOP OF BANK 6' 13' 6' TOP OF BANK 10.5' 15.5' 7' TOP OF BANK 20.25' 10.5' 2.25'
-Z...-....-....-....-....-....-....-. ....-.... - .... -.-....-.... �.- .... ..... .. .
2' Dmax=2' PROPOSED ti
3' BANKFULL 3.5' Dmax=3.5' PROPOSED
PROPOSED PROPOSED 3;Z 2:1 BANKFULL PROPOSED q.5: Dmax=4.5' o
GRADE 12.5' GRADE 1
GRADE
I� 14.75'
CEDAR CREEK - REACH 2 CEDAR CREEK - REACH 2 CEDAR CREEK - REACH 2 I� 7.5'
TYPICAL SECTION: RIFFLE TYPICAL SECTION: SHALLOW POOL TYPICAL SECTION: POOL WITH STRUCTURE
STA: 125+65 TO 143+14 STA: 125+65 TO 143+14 STA: 125+65 TO 143+14
SCALE: 1" = 4' SCALE: 1" = 4' SCALE: 1" = 4'
{ ,CEDAR CREEK : NOTE: GRADING EXTENTS OF
/ - ADDITIONAL GRADING SHEETS 2 1-2 5
FLOODPLAIN ARE SHOWN ON
k
00
T / � `C � 11 I Iliii I� � • • � � � � oj�
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CHANNEL (TYP)
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__- 98
t�
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105
0
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100
98
200+00
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GROUND
PROPOSED BANKFULL
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-0.6%
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PROPOSED
GRADE
\
0.3 %
N
N
c-I
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O—O
O
O
O
r
+
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N
W
O
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O
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ci
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W
Q
II
W
Q
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N
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W
N
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N
W
BANKFULL WIDTH =6.8'
TOP OF BANK 2' 2.8' 2'
PROPOSED Dmax=0.8' PROPOSED
GRADE �'S.1 15' BANKFULL
Ti
TYPICAL SECTION: RIFFLE
STA: 200+00 TO 200+86
SCALE: 1" = 2'
i/
r
i BEGIN T1
� (RESTORATION)
� STA.200+00
200+50
BANKFULL WIDTH = 9.3'
TOP OF BANK 3.9' 2.8' 2_6'
..... ..... ...._ ..._ ...._ ...
PROPOSED
PROPOSED
3, p;1 Dmax= 1.3' 1 BANKFULL
GRADE
4'
T1
TYPICAL SECTION: SHALLOW POOL
REMOVE EXISTING FENCE
WITHIN CONSERVATION EASEMENT
"o
STA: 200+00 TO 200+86
SCALE: 1" = 2'
FILL EXISTING
DITCH T1
0' 1' 2' 3'
105 (VERTI—)
0' 10' 20' 30'
(HORIZONTA) z Y Z d Qz
m
T
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VV
100
98
200+86
`V
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O
BANKFULL WIDTH =9.3'
0.8
O
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U
TOP OF BANK
7.65'
.. ._...._...._...._...._...._.
0.85'
PROPOSED
a--r
Dmax-1.7'
BANKFULL PROPOSED 4.S:1 h
O
GRADE
Z
1.25'
�
Ti
TYPICAL SECTION: POOL WITH STRUCTURE
O
r,
STA: 200+00 TO 200+86
SCALE: 1" = 2'
U
/ NOTE: GRADING EXTENTS OF
�^ FLOODPLAIN ARE SHOWN ON
2 ADDITIONAL GRADING SHEETS 2.1-2.5
CR-WD j '. _ ____________
-----------------
i' i' �SIIB
TOB '--- __ - - - -_==--- ---
i
— — — — _ - --- ---
-_--__- - - i --- -
--
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�•- x x I x x
x x FILL EXISTING
X -
CHANNEL (TYP) �.
END T1
(RESTORATION)
STA. 200+86
N

0' 2' 4' 6'
110
110
(VERTICAL)
0' 20' 40' 60'
EXISTING
GROUND
(HORIZONTAL)
O
p
+
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N
N
m
O
m
O
m
O
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0
O
0
O
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w
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.
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PROPOSED BANKFULL
-0.5%
-0.7
%
0.5%
-0.6%
-os
%
PROPOSED
GRADE
100
100
io
o ti
o
m
o m
+
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+
w
+
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w
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¢
w
~ J
N w
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`^
95
`^
95
94
94
300+00 300+50 301+00 301+50
BANKFULL WIDTH = 14'
TOP OF BANK 4.5' S' 4.5'
PROPOSED Dmax = 1.8' PROPOSED
GRADE �'S:1 2`''1 BANKFULL
7'
T2
TYPICAL SECTION: RIFFLE
STA: 300+00 TO 313+82
SCALE: 1" = 3'
------------------
------- EXISTING PIPE
INV. U/S: 102.96' ;
INV. D/S: 101.29' --
-- ------
----------
- ------ -
108
\. ----------- _
BEGIN T2 ---
(RESTORATION) •---____
STA.300+00
n4�
303+50 304+00 304+50 304+70
BANKFULL WIDTH = 19.2' 1 7'
TOP OF BANK 15.75' 1.75'
...._.... _.... _.... _.... _.... _.... _....
_...._...._
'OSED PROPOSED 1 KFULL GRADE
4S.1 Dmax='
3.5o
T2 T2 2.6'
TYPICAL SECTION: SHALLOW POOL TYPICAL SECTION: POOL WITH STRUCTURE
STA: 300+00 TO 313+82 STA: 300+00 TO 313+82
SCALE: 1" = 3' SCALE: 1" = 3'
--------------------
STA 304,�
1o6
_ 105 _-- _ TZ 1pR
CR-WD ..... .....
L -
. '.: _ ________ \ • �• . i Off` ? 6 -' �`
302+00 302+50 303+00
BANKFULL WIDTH = 19.2'
TOP OF BANK 8.7' 4.7' 5.8' —
...._...._...._...._.... ...._.�..._... _...._...._..
PROPOSED
GRADE Dmax= 2.9'
3:1 ti1
8.15'
w =�0,(, FILL EXISTING
CHANNEL (TYP)
a
NOTE: GRADING EXTENTS OF
FLOODPLAIN ARE SHOWN ON
ADDITIONAL GRADING SHEETS 2.1-2.5
w
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U
N

110
105
100
95
94
304+70 305+00 305+50 306+00
BANKFULL WIDTH = 14'
TOP OF BANK 4.5' S' 4.5'
PROPOSED Dmax = 1.8' PROPOSED
GRADE �'S:1 2`''1 BANKFULL
7'
T2
TYPICAL SECTION: RIFFLE
STA: 300+00 TO 313+82
SCALE: 1" = 3'
0
m
m
o
m
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II
n
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r
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0.5%
PROPOSED
BANKFULL
-0.5%
0.4%
I
/
PROPOSED
GRADE
D O
N
O
m
O
+ m
Ol
m
Ol
vt N
N
W
O
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M
II
0
m
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II
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W
O
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w
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Q
Q
N
in
Q w
¢
w
¢
w
¢
306+50 307+00 307+50 308+00
BANKFULL WIDTH = 19.2'
TOP OF BANK 8.7' 4.7. S.8'
...._....
_....
_...._.... ...._...._... _...._...._....
PROPOSED f PROPOSED
GRADE 31 Dmax= 2.9' 2N BANKFULL
8.15'
T2
TYPICAL SECTION: SHALLOW POOL
STA: 300+00 TO 313+82
SCALE: 1" = 3'
\,
Ids
-------------
305+00 --
105_ �. 74jr
` 'fin' 7$r '
— ----- - ------ ••\ •\ $r CR-WD
79n' 'An'
==__= fl_O------------------ _- _- - - %
___ __
\ �m
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m \ 7m,- m � 'm- am
TOP OF
110 0' 2' 4' 6'
(VERTICAL) (�
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z� �o
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m
105
N
0
100
95
94
308+50 309+00 309+30
BANKFULL WIDTH = 19.2' 1 7'
... 15.75' . ...— 1.1.75-
...._...._...._. ... _.... _.... _....
_.
PROPOSED 1
GRADE
Dmax = 3.5' Z
T2 If 2.6'
TYPICAL SECTION: POOL WITH STRUCTURE
STA: 300+00 TO 313+82
SCALE: 1" = 3'
a
/1 --tip5� 7� ,� � - - - - - - - ---_
NOTE: GRADING EXTENTS OF
FLOODPLAIN ARE SHOWN ON
$r ; - 17#1 ADDITIONAL GRADING SHEETS 2.1-2.5
74,
308+00
77p' 71)7c
t `'o
11fr
'
-14rt-
gym- �• \ �p
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ti+0p ----..-------------```
1p,.•' ---------------------
--------------------100-------- - 100- _
-------------
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71)71 'm* FILL EXISTING
CHANNEL (TYP)--------
74,
747r
19,
—---.----- 79ir 7$r
x m m
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-------------
-------
__V,
'71, / \
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0' 2' 4' 6'
(VERTICAL)
0' 20' 40' 60'
(HORIZONTAL)
+
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105 -¢
w
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105
u
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GROUND
<
w
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0.5%
-
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PROPOSED
BANKFULL
V
"-
1.5
100
1.0 %
100
PROPOSED
GRADE
o io
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m
W
D1
n
W
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+
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a
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m
±
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a
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m
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ti
95
m
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11
w
95
N
w
N
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w
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ii
w
ii
w
w
¢
~
w
¢
~
w
93
93
309+30 309+50
310+00
310+50
BANKFULL WIDTH = 14'
TOP OF BANK
4.5'
S'
4.5'
PROPOSED
Dmax = 1.8'
PROPOSED
BANKFULL
GRADE1
7'
T2
TYPICAL SECTION: RIFFLE
STA: 300+00 TO 313+82
SCALE: 1" = 3'
7TI '—
----------
7VI ;
7r 7r -
7r 7r
-
IN 7TF
X, c+ �'it JN�t • `
.103
-103
-------------------
09+00
. . . . . . . . . .
----------------- -
>.;.
-----------------
--=--1oo---F-- zo3
;
-- ---__ -__ _-=_ `I�3_
901
---- - ' -
311+00
311+50 312+00
312+50
313+00
313+50 313+90
y
R�
'
O
BANKFULL WIDTH = 19.2'
BANKFULL WIDTH - 19.2'�y
1.T
U
TOP OF BANK
8.7' 4.7'
5.8'
TOP OF BANK
15.75'
1.75'
'
...._...._...._...._....
PROPOSED
...._...._... _...._...._....
f
PROPOSED
...._...._...._...._...._...._...._...._...._...._
PROPOSED
R�
�
PROPOSED
GRADE
Dmax- 2.9'
3:1
BANKFULL
GRADE
BANKFULL
ti
Dmax=3.5
ti1
4.S:1
0
8.15'
T2
T2
2.6'
TYPICAL SECTION: SHALLOW POOL
TYPICAL SECTION: POOL WITH STRUCTURE
O
STA: 300+00 TO 313+82
STA: 300+00 TO 313+82
SCALE: 1" = 3'
SCALE: 1" = 3'
U
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NOTE: GRADING EXTENTS OF
—�
-103'
7r
7r
7r 7r
FLOODIPLAIN ARE SHOWN ON
; .yo3
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7,7W
ADDITIONAL GRADING 2.1-2.5
74' 7r7r7r
7W
7r 7r
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7r 7W 7V
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')IR 7� 'm` 7VEND T2
' 7r 7r c �` 7r 7r 7F, 7F, 7r 7r�\ 7�ri �')IR 7 (RESTORATION)
7F 77 FILL EXISTING :'; `•'i STA.313+82
7r 7r CHANNEL (TYP) 7m` 7W ,r a
7mr 7r 7mr� ` v
7F 7F m
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r 4
0' 150' 300' 450'
Zone 1 -Stream bank Planting Zone -Cedar Creek & T2
(See Detail 2, Sheet 6.4)
Zone 2 - Streambank Planting Zone - T1
(See Detail 2, Sheet 6.4)
Zone 3 - Floodplain and Wetland Planting Zone
(See Detail 1, Sheet 6.4)
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eatures
NOTE:
PROPOSED CONSTRUCTION ACCESS PATHS ARE
POTENTIAL ROUTES AND WILL NOT BE
x CONSTRUCTED IF NOT NEEDED.
Q
PROPOSED CONSTRUCTION ENTRANCE
SEE DETAIL 1, SHEET 5.6
�'
�z
Yz�v
/
PROPOSED PUMP AROUND
z
VVV"'
SEE DETAIL 2, SHEET 5.6
z
H a
PROPOSED SILT FENCE
H W
�
(X)
SEE DETAIL 1, SHEET 5.5
PROPOSED SILT FENCE GRAVEL OUTLET
SEE DETAIL 2, SHEET 5.5
L
PROPOSED TEMPORARY STREAM CROSSING
WITH SILT FENCE -TIMBER MAT
SEE DETAIL 4 SHEET 5.5
PROPOSED ACCESS PATH
�1_LLL/J
PROPOSED STOCKPILE/STAGING AREA
—LOD—
PROPOSED LIMITS OF DISTURBANCE
PROPOSED TREE PROTECTION FENCING
SAF
SEE DETAIL 3, SHEET 5.5
❑ 0 ❑
PROPOSED TEMPORARY ROCK SEDIMENT DAM
❑ ❑ ❑
SEE DETAIL 4, SHEET 5.6
SEE GENERAL NOTES AND SYMBOLS (SHEET 0.3)
FOR OTHER SYMBOLS NOT IN THIS LEGEND
and Stabilization Requirements per NCGO1
Stabilization
Time
Stabilization Time Frame Exceptions
Frame
gales,
,es
7 days
None
=_r
7 days
None
n 3:1
7 days
If slopes are 10:1 or less in length and are
not steeper to 2:1, 14 days are allowed
1 3:1
14 days
7 days for slopes > than 50' in length
th
14 days
None (except for perimeters and HOW)
ime may be approved by the permitting authority based on
ite-specific conditions that make compliance practicable.
Erosion Control Measures shall be inspected once per 7 calendar days and within
24 hours of a rainfall event greater than >_ 1.0" per 24 hour period. Corrective
actions shall be performed as soon as possible before the next storm event.
Records must be kept on -site and available for review during construction and must
be maintained for 3 years and available upon request. A rain gauge must be
installed at the site.
LOD = 51.11 ACRES
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oLA

PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event> 1.0 inch in
properly,
24 hours
S. Description of maintenance needs forthe measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 Inch in
sheen, floating or suspended solids or discoloration,
24 hours
S. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to clean up or stabilize the se limentthat has left
hours of a rain
the site limits,
event, 1.0 inch in
2. Description, evidence, and date ofcorrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
Ifthe stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event> 1.0 inch in
2. Records ofthe required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the e-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
. Within 24 hours, an oral or electronic notification.
deposition in a
. Within 7 calendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the INC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
. Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
• A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
. Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
. Within 7 calendar days, a report that includes an evaluation of the
122.41(1
quality and effect of the bypass.
(e) Noncompliance
• Within 24 hours, an oral or electronic notification.
with the conditions
• Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(I)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(I)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING I EFFECTIVE: 04/01/191
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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Im lementin the details and specifications on this Ian sheet will result in the construction
p g p p
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
A
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1E 1,n ,xE 1-1xE�"" n.
PLnry Ems. x�x� .m sa„rE xon®"Eu�
BELOW GRADEWASHHOOUT STRUCTURE
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
x.cs aw.,
0 0 0 usk� x
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0 0
GO sEcnory a-e
Trall
PLpry ixwEs ar nemoum.
cE.
ABOVE GRADE WASHOUT STRUCTURE
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19
IN
U

TOP OF BANK (TYP)
z
HEAD OF RIFFLE TAIL OF RIFFLE
RIFF E
POOL
SEE NOTE 3 FOR DEPTH
OF RIFFLE MATERIAL
Profile A -A'
RIFFLE MATERIAL TABLE
REACH
BOTTOM WIDTH
(FT)
RIFFLE THICKNESS
(IN)
RIFFLE MATERIAL STONE SIZE
(% OF MATRIX)
CEDAR CREEK REACH 1 &
REACH 2
7.2
24
CLASS A (70%), CLASS B (30%)
CEDAR CREEK REACH 3
16.3
24
CLASS A (30%), CLASS B (50%), CLASS 1 (20%)
T1
2.8
6
CLASS A (60%), #57 STONE (40%)
T2
5.0
12
CLASS A (50%), CLASS B (30%), #57 STONE (20%)
NOTES:
1. ALL RIFFLE MATERIAL SHALL BE COMPACTED IN LIFTS AT A THICKNESS NOT TO EXCEED DMAX.
MICRO POOL HABITAT DOWNSTREAM
TOLERANCE IN NOTE 2
NOTES:
OF LARGER WOODY DEBRIS
3" TO 6" DIAMETER WOODY
1. WOOD SHALL COMPRISE 20% TO 50% OF THE
DEBRIS WORKED INTO RIFFLE
REMAINDER OF ROCK
RIFFLE SURFACE AREA.
SUBSTRATE
TO RIFFLE ELEVATION
2. BRUSH SHOULD BE PLACED PERPENDICULAR TO
Q
y
CHANNEL UP TO A 15° ANGLE DOWNSTREAM.
Z 0
o m
3. ANY MATERIAL GREATER THAN 1" DIAMETER
Z
HEAD OF RIFFLE
THAT IS NOT PERPENDICULAR TO THE CHANNEL
TOP OF BANK (TYP)
SHALL BE INSTALLED SUCH THAT THE EXPOSEDIL
END IS POINTING DOWNSTREAM.
GLIDE RIFFLE
TAIL OF RIFFLE
4. WOODY MATERIAL SHOULD NOT PROTRUDE
Z
H a
RUN
GREATER THAN 3" ABOVE RIFFLE BED.
5. BRUSH CUTTERS OR OTHER DEVICE MUST BE
m
SEE NOTE FOR DEPTH
OF RIFFLE MATERIAL
USED TO ENSURE PROTRUSION LIMITED TO
5 MIN WOVEN
FILTER FABRIC i A PP nF Wr)nn 6. SEE TABLES ON SHEET 5.1 FOR RIFFLE MATERIAL
SEE PROFILE RECOMMENDED LOG MATERIAL TABLE - ALL LOG STRUCTURES SIZING.
FOR LENGTH OF RIFFLE REACH MINIMUM REQUIRED LOG DIAMETER (IN)
B Profile A -A'
CEDAR CREEK 18
A A' T1 12
T2 12 3" TO 6" DIAMETER WOODY I� r^n SEE PROFILE
aunt rcirrLt rcury DEBRIS VVORKEU iry O rcirrLt I
SUBSTRATE, G
IFFLE BOTTOM REMAINDER OF PREDOMINANTLY LOCALLY MINED PEA
FLOW !-_4
THALWEG 0.1-0.2' DEEPER GRAVEL/COBBLE MIXTURE
WIDTH PER ROCK TO RIFFLE THAN REST OF RIFFLE TO PERPENDICULAR TO FLOW BTHALWEG HEAD OF PICAL SECTIONS ELEVATION 3" TO 6" BRUSHY MATERIAL APROVIDE LOW FLOW PATHRIFFLE ELEVATION TOE OF SLOPE (TWORKED INTO ROCKY GLIDE RIFFLE RUN
POINT PER PROFILE THALWEG TAIL OF RIFFLE ELEVATION THALWEG 0.1-0.2' DEEPER SUBSTRATE
POINT PER PROFILE THAN REST OF RIFFLE TO
PROVIDE LOW FLOW PATH TOP OF BANK
TOP OF BANK (TYP) RIFFLE BOTTOM
LOCALLY MINED PEA FLOW
THALWEG 0.1-0.2' DEEPER B GRAVEL/COBBLE MIXTURE iT WIDTH PER
TOP OF BANK (TYP) TYPICAL SECTIONS
THAN REST OF RIFFLE TO LOG EXPOSED
PROVIDE LOW FLOW PATH Plan View
F 1" TO 3"
i ,i i X P TR 0 ABOVE TOE OF SLOPE (TYP)
��• { RIFFLE MATERIAL TO EXTEND MAX 3" PROTRUSION FINISHED
3" UP TOE OF BANK AT TOE OF RIFFLE
NOTES: ` F ANCHOR 5' ELEVATION g� TOP OF BANK (TYP)
A DEPTH OF 4" SLOPE
1. RIFFLE MATERIAL MASHED INTO BANK AND Section B-B' INTO STREAM HEAD OF RIFFLE
OVERLAPS MATTING. MICRO POOL H
BANK ELEVATION POINT MICABITAT
2. SEE DETAIL 4, SHEET 5.1 FOR DEPTH OF RIFFLE Section B-B' PER PROFILE DOWNSTREAM OF LARGE O
MATERIAL. WOODY DEBRIS,
3. THE MINIMUM INTERMEDIATE AXIS OF THE b U
RIFFLE MATERIAL SHALL MEET THE DIMENSIONS �NatiVe Material Riffle CR-NM cR-wD 2 Wood Riffl
e Plan View
SPECIFIED IN THE TABLE ON SHEET 5.1. 5.1 Not to Scale
5.1 Not to Scale
CR-ALR CR-CH O
BURY INTO BANK 3' MIN. (TYP) A SEE PLAN/PROFILE FOR LENGTH O I -I
o 55° TO 65° ,� U
(TYP)
THALWEG LOCALLY MINED PEA TOP OF BANK (TYP) B
TOP OF BANK NORMAL WATER GRAVEL/COBBLE MIXTURE BANKFULL
FLOW SURFACE
0.5' MAX. NOTES:
12" DIAMETER OR
GREATER (TYP) 1. LARGER MATERIAL SHALL CONSIST OF CLASS 1 HEAD OF RIFFLE TAIL OF RIFFLE
STONE OR SALVAGED ONSITE BOULDERS OF ELEVATION _ ELEVATION
0.3' MINIMUM SIZE 0.5'X1.0'X1.5'. PER PROFILE -t-9-
- PER PROFILE Q
5' MIN. 2. THE MAXIMUM DIMENSION OF THE BOULDER
WOVEN HERBACEOUS PLUG (TYP) FLOWU
(TYP) FILTER FABRIC SHALL NOT EXCEED THREE TIMES THE MINIMUM - - -
DIMENSION. A -- A'
LOCALLY MINED PEA 3. THE LAYOUT OF THE BOULDERS IS SHOWN IN THE
Profile View A -A' DETAIL. MAXIMUM 3" OF BOULDER SHALL BE TOE OF SLOPE (TYP) V
GRAVEL/COBBLE MIXTURE
PLACED ABOVE THE RIFFLE BED MATERIAL TO
CREATE CONCENTRATED FLOW PATHS AND
EXCAVATE SMALL POOLS MICRO -POOLS THROUGH THE RIFFLE TO MICRO -POOL
1/2 TO 2/3 0.3' IN DEPTH DOWNSTREAM ENHANCE INSTREAM HABITAT. FORMATION
OF IMBEDDED LOGS / -' ONSITE SALVAGED STONE
TOE OF BANKFULL 4. SEE SHEET 5.1 FOR RIFFLE STONE SIZING AND DOWNSTREAM OF g
SLOPE TOP OF BANK THICKNESS. LARGER MATERIAL Plan View
5. COBBLE/GRAVEL CAN BE SALVAGED ON -SITE OR
CONSIST OF ROUGH UNHEWN QUARRY STONE.
mNk/ 2% - 4%
3
B THALWEG 0.1-0.2' DEEPER EXTEND RIFFLE MATERIAL TOE OF SLOPE (TYP)
o THAN REST OF RIFFLE TO 0.3' UP BANK
3' MIN. 3' MIN. OR TO PROVIDE LOW FLOW PATH ONSITE SALVAGED SEE NOTE FOR SEE PLAN/PROFILE FOR RIFFLE
(TYP) Log Section B-B' BANKFULL ELEVATION, - STONE LARGER MATERIAL ELEVATION
WHICHEVER IS ` SIZE TOP OF BANK (TYP)
GREATER. (TYP) HERBACEOUS PLUG (TYP)',\ FLOW
+ 3 A B'
PLACE LOG AT END OF RIFFLE 3" MAX RIFFLE MATERIAL: PLACE LARGER MATERIAL
o O TO N < z
NOTES: WHERE THERE IS A DROP OVER MAINTAIN THALWEG MIN. 1' FROM N R,
DOWNSTREAM POOL. TOE OF SLOPE
WITHIN CENTRAL 2/3 OF
1. MINIMUM THREE LOGS PER STRUCTURE. Plan View Profile View A -A' CHANNEL Section B-B' •
2. JUNCUS PLUGS TO BE PLACED DOWNSTREAM OF
EACH LOG ON LOW SIDE AT TOE OF SLOPE.
3. SEE TABLES ON SHEET 5.1 FOR MINIMUM LOG 3 Angled LO Riffle q Chunk Riffl
e
1 -
DIAMETER. 5.NottoScale 5.1 Not
x 4. SEE TABLES ON SHEET 5.1 FOR RIFFLE MATERIAL
SIZING. a u y
0 0` us

z
10° - 15°ANGLE
SILL ELEVATION
PER PROFILE (TYP) I'
FLOW POOL
BACKFILL �` "
OE
EXTEND FILTER FABRIC TOP
ENTIRE LENGTH OF LOG A'
NOTES
LOCALLY MINED PEA
GRAVEL/COBBLE MIXTURE
TO DEPTH OF FOOTER LOG
EXCAVATE BANK AROUND
POOL 25% OF BAN KFULL
WIDTH AND INSTALL SOD
MAT ON SLOPE STREAK
A WOVEN FILTER FABRIC
HERBACEOUS PLUG (TYP)
OF SLOPE (TYP)
RIFFLE BOTTOM WIDTH
PER TYPICAL SECTIONS
SILL ELEVATION
`PER PROFILE
FLOW / EXCAVATED
SCOUR POOL
EXTEND FILTER
FABRIC 5' MIN.
•
UPSTREAM
EXTEND FILTER FABRIC
Profile A -A'
5' MIN. UPSTREAM
SOD MAT
0.2'
• HEADER LOG - SEE NOTE FOR LOG SIZE
EMBED LOG SILL ELEVATION FOOTER LOG - SEE NOTE FOR LOG SIZE
5' (MIN.) PER PROFILE (TYP)
Section A - A'- FACING DOWNSTREAM
1. SEE DETAIL 4, SHEET 5.1 FOR MINIMUM LOG DIAMETER.
2. ONE 24"-30" LOG MAY BE USED IN PLACE OF TWO 12" LOGS.
3. LOG IS TO BE AT GRADE IN CENTER OF CHANNEL.
4 JUNCUS PLUGS TO DOWNSTREAM OF BE
DROP ABUTTING LLOGLOPE UP AND Angled Log Sill
5. TOP EDGE OF FILTER FABRIC SHALL BE FOLDED OVER AND / 5.2 , Not to Scale
NAILED TO HEADER LOG.
EXTEND FILTER FABRIC
ENTIRE LENGTH OF LOG
HERBACEOUS PLUGS IN AREAS
WITH NO ROOT WAD (TYP)
SILL ELEVATION
PER PROFILE (TYP)
FLOW
LOCALLY MINED PEA
GRAVEL/COBBLE MIXTURE
SEE NOTE 1 FOR LOG SIZ
LOCALLY MINED PEA
GRAVEL/COBLE MIXTURE
TOP OF BANK (TYP)
PSTREAMBED
p f TOE OF SLOPE (TYP)
A'
EXCAVATE BANK AROUND
POOL 25% OF BANKFULL
WIDTH AND INSTALL SOD MAT
ROOT WAD
Plan View
0
u
NOTES:
❑'
1. SEE DETAIL 4, SHEET 5.1 FOR MINIMUM LOG
DIAMETER.
2. ON STREAMS WITH BOTTOM WIDTH LESS THAN 5',
BRUSH SHOULD BE USED IN PLACE OF ROOT WAD.
BRUSH SHOULD BE EMBEDDED AT A MINIMUM OF 3'
INTO BANK.
3. TOP EDGE OF FILTER FABRIC SHALL BE FOLDED OVER
x AND NAILED TO HEADER LOG.
SILL ELEVATION PER PROFILE
FLOW
POOL LENGTH PER PROFILE
POOL DEPTH PER PROFILE
WOVEN FILTER FABRIC
EXTEND FILTER FABRIC
5' MIN. UPSTREAM
RIFFLE BOTTOM WIDTH
SOD MAT PER TYPICAL SECTIONS
SILL ELEVATION
PER PROFILE (TYP)
SEE NOTE 1 FOR LOG SIZE
EMBED LOG EMBED LOG
5' (MIN.) 5' (MIN.)
n Log Sill With Root Wad
5.2 Not to Scale
LOCALLY MINED
COBBLE/GRAVEL MATERIAL
SIMILAR IN SIZE TO ABC,
CLASS A AND CLASS B MIX.
FILTER FABRIC
F
B'
HERBACEOUS PLUG
SILL ELEVATIC
PER PROFILE
Y
Z 2
O (Y) 1
`^ �OF LOG p\
O
O
EXTEND SALVAGED ONSITE ~
COBBLE/GRAVEL BED MATERIAL g B
TOWARDS BANK PARALLEL
WITH LOG ELEVATION ,Z
A
1
I
�mJ�O
!B,
DIMENSIONS (TYP)
DIMENSIONS
CEDAR CREEK
T2
X (FT)
14.8
13.9
Y (FT)
3.6
3.3
H (FT)
0.6
0.5
B (DEGREE)
25
25
S (%)
VARIES 3.0 - 5.0
MINIMUM REQUIRED LOG DIAMETER
DIMENSIONS
CEDAR CREEK
T2
(INCHES)
18
12
SCOUR
POOL
HERBACEOUS PLUG
TOP OF BANK SILL ELEVATION
HEADER ROCK
PER PROFILE
FOOTER ROCK
2 MIN, _
IFFOOTERE
} EMBED 5'
INTO
BANK (TYP)
Section B-B'
2 Boulder Sill
5.2 J Not to Scale
BURY LOG INTO
STREAMBED
BACKFILL (LOCALLY MINED
PEA GRAVEL/COBBLE MIXTURE)
STABILIZE VANE
\ WITH ONE BOULDER
ON EACH SIDE
EXCAVATE POOL
PER PROFILE
MINIMUM BOULDER
REACH
DIAMETER (IN.)
CEDAR CREEK
18
T1
9
T2
12
NOTES:
b U
1. REFER TO TABLE FOR SILL MATERIAL
SIZING.
c
0
o^
-�
U
rl
HEADERLOG
FOOTER LOG
WOVEN FILTER FABRIC
EXTEND FILTER FABRIC
U
5' MIN. UPSTREAM
INVERT ELEVATION
PER PROFILE TOP OF BANK
FLOW *o/o
TOE OF
SLOPE SEE NOTE FOR
HEADER LOG LOG SIZE
FOOTER LOG c
LogVane NOTES:
4
5.2 Not to Scale 1. SEE TABLE FOR SIZING.
2. ON SMALLER STREAMS THE STABILIZATION BOULDERS
MAY BE REMOVED PER ENGINEER'S DISCRETION
'Ti
N
u J
L

ELEV. 0.3' ABOVE
DOWNSTREAM
RIFFLE INVERT
ELEV.0.5' BELOW
POOL DEPTH
BACKFILL
EROSION CONTROL MATTING
TOP WITH SOD MAT IF AVAILABLE
DENSELY PACKED BRUSH, WOODY DEBRIS AND SOIL
',- NATIVE SOIL
Section A -A'
NOTES:
1. OVEREXCAVATE 3' OUTSIDE OF TOP OF BANK (BANKFULL).
2. INSTALL A LAYER OF BRUSH/WOODY DEBRIS, WHICH SHALL
CONSIST OF SMALL BRANCHES AND ROOTS COLLECTED
ON -SITE. LIGHTLY COMPACT BRUSH/WOODY DEBRIS LAYER.
3. BRUSH SHOULD BE ALIGNED SO STEMS ARE ROUGHLY
PARALLEL AND IS INSTALLED POINTING SLIGHTLY
UPSTREAM.
4. LAY EROSION CONTROL MATTING OVER BRUSH/WOODY
LAYER.
5. INSTALL EARTH BACKFILL OVER MATTING ACCORDING TO
TYPICAL SECTION DIMENSIONS.
6. WRAP MATTING AROUND COMPACTED SOIL AND
STABILIZE.
7. TRIM BRUSH SUCH THAT IT IS FLUSH WITH BANK.
8. TOP MATTING WITH SOD MAT IF SOD MAT AVAILABLE.
TC
Ll
FL(
(a:) Brush Toe
5.3 Not to Scale
SOIL BACKFILL
LOG SILL
ANCHORE
OPPOSITE
LOG SILL INVERT ELEVATIOI
PER PROFIL
FLO'
21
c BACKFILL BEHIND LOGS
Section B-B'
WITH SALVAGED ONSITE
COBBLE/GRAVEL
MIN. 18" LOG DIAMETER
- BED MATERIAL
FOOTERLOG
ti
NOTES:
1. LUNKER STRUCTURE MADE FROM LOGS
2. SEE DETAIL 4, SHEET 5.1 FOR MINIMUM LOG DIAMETER.
3 Log J-Sill With Lunker Structure
3. FOOTER LOG NOT NEEDED IF LOG SILL IS 24" OR GREATER
5.3 Not to Scale
4. WHEREVER POSSIBLE, USE SOD MATS ABOVE STRUCTURE
5. IF SOD MAT UNAVAILABLE, USE SOIL LIFT WITH COIR FIBER
MATTING
Plan View
TOP OF BANK (BANK
OL MATTING
'ACKED WOODY DEBRIS
MATERIAL TO BE
LED FLUSH WITH BANK
XCAVATE POOL
'ER PROFILE
EMBED
5' INTO
BANK
COMPACT ANY BACKFILL
IN OVER -EXCAVATED
PORTION OF BANK
COVERLOG
FOOTER LOG
BURIED 6" BELOW -
MAX POOL DEPTH
WOVEN FILTER FABRIC
Plan View
2 Lunker Log
5.3 Not to Scale
USE SOD MAT WHEREVER AVAILABLE
TOP OF COVER LOG TO BE PLACED
0.3' ABOVE DOWNSTREAM RIFFLE
TRANSPLANT/
BRUSH TOE
C H A N N E L
�O
OS
Q
O
f
Q
FLOW ice. ABBANDAND ONE
ED
i..�CHAN NEL
EROSION CONTROL MAT COMPACTED SELECT
MATERIAL
SIDE SLOPE PER
TYPICAL SECTION
... . . . . ... . . . . ... . . . . .. . . .
Section A -A'
4 Channel Plug
5.3 Not to Scale
Q
zzo
s
1
Qz
0
0 � v
HW
m
1�j
CP
NOTES:
O
1. SEE DETAIL 4, SHEET 5.1 FOR MINIMUM
LOG DIAMETER.
O
U
2. WHEREVER AVAILABLE, USE SOD MATS
ABOVE LUNKER LOG.
3. IF SOD MAT UNAVAILABLE, USE A SOIL
LIFT WITH COIR FIBER MATTING
O
�o
�U
NEL BACKFILL

BUFFER WIDTH
DIBBLE BAR
VARIES
BANKFULL '
PLANTING BAR SHALL HAVE
BLADE WITH A TRIANGULAR
CROSS-SECTION, AND SHALL BE 12
NOTES:
w
o 'z z
INCHES LONG, 41NCHES WIDE AND
RESTORED
11 NCH THICK AT CENTER.
1. ALL SOILS WITHIN THE BUFFER
Q�
-2.?o_
CHANNEL
PLANTING AREA SHALL BE DISKED, AS
w
—
_
REQUIRED, PRIOR TO PLANTING.
2. ALL PLANTS SHALL BE PROPERLY
�^
HANDLED PRIOR TO INSTALLATION TO
ROOTING PRUNING
INSURE SURVIVAL.
SPACING PER
ALL ROOTS SHALL BE PRUNEDTO
PLANTING PLAN
AN APPORIATE LENGTH TO
Section View
PREVENT J-ROOTING.
O
INSERTTHE DIBBLE, OR
REMOVE THE DIBBLE, OR
INSERTTHE DIBBLE, OR
SHOVEL, STRAIGHT DOWN
SHOVEL, AND PUSH THE
SHOVEL, SEVERAL I NCHES IN
INTOTHE SOILTOTHEFULL
SEEDLING ROOTS DEEP INTO
FRONTOF THE SEEDLING
DEPTH OF THE BLADE AND
THE PLANTING HOLE. PULLTHE
AND PUSH THE BLADE
PULL BACK ON THE HANDLE
SEEDLING BACK UP TO THE
HALFWAY INTO THE SOIL.
TO OP EN THE PLANTING
CORRECT PLANTING DEPTH
TWISTAND PUSH THE
HOLE. (DO NOT ROCK THE
(THE ROOTCOLLAR SHOULD BE
HANDLE FORWARD TO
SHOVEL BACK AND FORTH
1 TO 3 INCHES BELOWTHE SOIL
CLOSE THE TOP OF THE SLIT
AS THIS CAUSES SOIL IN THE
SURFACE). GENTLY SHAKE THE
TO HOLD THE SEEDLING IN
PLANTING HOLE TO BE
SEEDLING TO ALLOW THE
PLACE.
COMPACTED, I NHIBITING
ROOTS TO STRAIGHTEN OUT.
ROOTGROWTH.
DO NOTTWIST OR SPIN THE
SEEDLING OR LEAVE THE ROOTS
J-ROOTED.
For Stream Top Width > 8'
TOP OF BANK
X TOE OF SLOPES AV
LINEAR SPACING vp
6' SPACING FOR LIVE STAKES
HERBACEOUS PLUGS INSTALLED
_
ACCORDING TO STRUCTURE DETAIL
3' SPACING FOR LIVE STAKES
3' SPACING FOR HERBACEOUS PLUGS
Plan View
EVERY OTHER LIVE
STAKE AT HALF -
RIFFLE DEPTH
EROSION CONTROL MATTING
(SEE DETAIL 3, SHEET4.6)
TOE OF SLOP[
Section View - RIFFLE
EROSION CONTROL MATTING
(SEE DETAIL 3, SHEET4.6)
JUNCUS PLUG
ATNORMAL
BASEFLOW TOE (TYP)�
TOE OF SLOPE
BASEFLOW W.S.
EVERY OTHER
LIVE STAKE AT
TOP OF BANK
LIVE STAKE AT
TOP OF BANK
PUSH THE DIBBLE, OR
SHOVEL, DOWN TO THE
FULL DEPTH OF THE BLADE.
Bare Root Planting
5.4 Not to Scale
PULL BACK ON THE HANDLE TO
CLOSE THE BOTTOM OF THE
PLANTING HOLD. THEN PUSH
FORWARD TO CLOSE THE TOP,
ELIMINATING AIR POCKETS
AROUNDTHE ROOT.
For Stream Top Width < 8'
TOE OF SLOPE
Plan View
TOP OF
LINEAR SPACING
6' SPACING FOR LIVE STAKES
HERBACEOUS PLUGS INSTALLED _
ACCORDING TO STRUCTURE DETAIL
3' SPACING FOR LIVE STAKES
EROSION CONTROL MATTING
(SEE DETAIL 3, SHEET4.6)
TOE OF
LIVE STAKE
ATTOP OF
BANK
Section View - RIFFLE and POOL
� Streambank Planting
S A Not to Scale
L
REMOVE THE DIBBLE, OR
SHOVEL, AND CLOSE AND FIRM
UP THE OPENING WITH YOUR
HEEL. BE CAREFULTOAVOID
DAMAGING THE SEEDLING.
BUDS (NODES)
POINTED
U
UPWARD
TO
DIAMETER
DIA
I
LIVE STAKE
BASE CUT
TAPERED ATBOTTOM
AT 45'
NOTE:
1. CONTRACTOR RESPONSIBLE TO FOLLOW PLAN VIEW DETAILS BY REACH
SHOWN ABOVE.
2. REFER TO SPECIFICATIONS FOR PROPER STORAGE, HANDLING AND
INSTALLATION.
3. FORM PILOT HOLE IN HARD SOIL OR STONY CONDITIONS TO PREVENT
DAMAGE TO LIVE STAKES.
4. LIVE STAKES TO BE PLANTED IN AREAS AS SHOWN ON PLANS AND
DIRECTED BY THE ENGINEER.
5. INSTALL DORMANT PRIORTO LEAF OUT. DEPICTED CONDITION WITH
LEAVES NOT REPRESENTATIVE OF STAKES ATTIME OF INSTALLATION.
6. ALL HERBACEOUS PLUGS ARE TO BE INSTALLED IN LOCATIONS
REFERENCED IN INDIVIDUAL IN -STREAM STRUCTURE DETAILS.
T
v
Q

NOTES:
1. USE WIRE A MINIMUM OF 32" IN WIDTH AND WITH A MINIMUM
OF 6 LINES OF WIRES WITH 12" STAY SPACING.
2. USE FILTER FABRIC A MINIMUM OF 36" IN WIDTH AND FASTEN
ADEQUATELY TO THE WIRES AS DIRECTED BY THE ENGINEER.
3. FILTER FABRIC WILL BE BURIED A MINIMUM OF 8" IN THE
GROUND WITH A 4" SKIRT.
4. PROVIDE 5' STEEL POST OF THE SELF -FASTENER ANGLE STEEL
TYPE.
5. INSPECT AFTER EACH RAIN EVENT AND MAINTAIN ACCORDING
TO NCDEQ DESIGN MANUAL.
A. SHOULD FABRIC COLLAPSE, TEAR, DECOMPOSE, OR
BECOME INEFFECTIVE, REPLACE IMMEDIATELY.
B. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE
ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND
TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO
AVOID UNDERMINING THE FENCE DURING CLEAN OUT.
C. REMOVE ALL FENCING MATERIALS AND UNSTABLE
SEDIMENT DEPOSITS AND BRING AREA TO GRADE AND
STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA
HAS BEEN PROPERLY STABILIZED.
6' MAX.
FILTER FABRIC
u u
FILTER FABRIC
COMPACTED FILL
FLOW
8„
� I I
III
EXTEND FABRIC 4" rI�I��ST�EEEL POST
INTO TRENCH �DEPTH
1 Temporary Silt Fence
5.5 Notto Scale
EXISTING GROUND
MATERIAL SPECIFICATIONS
PHYSICAL PROPERTY
TESTS
REQUIREMENTS
MATERIAL
N/A
POLYETHYLENE
RECOM MEN DE D COLOR
N/A
"INTERNATIONAL ORANGE"
TENSILE YIELD
ASTM D638
AVE. 2000 LBS. PER 4' WIDE
ULTIMATE TENSILE STRENGTH
ASTM D638
AVE. 2900 LBS. PER 4' WIDE
ELONGATION AT BREAK 1%)
ASTM D638
GREATER THAN 1000%
CHEMICAL RESISTANCE
N/A
INERTTO MOST CHEMICALS AND ACIDS
6' MAX. WITH WIRE
ATTACH SAFETY FENCE
TO METAL POSTS USING
METAL WIRE TIES
ORANGE SAFETY FENCE
"T" OR"U" POST ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑
DRIVEN MININ IMUM OF
18"INTOGROUND ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑
❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑
❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑
❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑
II II
II II
u u
-,
Tree Protection Fencing
5.5 Not to Scale
FILTER OF 1" FLOW
DIA. WASHED STONE
3 SILT FENCE
END OF FILTER FABRIC
Plan View
STEEL FENCE POST
WIRE FENCE
HARDWARE CLOT
FILTER OF 1" DIA.
WASHED STONE
FILTER FABRIC
FLOW
ON GROUND
BURY WIRE FENCE
AND HARDWARE CLOTH
INSTALLATION
REFER TO THE PLANS FOR LOCATIONS AND SPECIFICATIONS. DURING INSTALLATION OF THE SILT BARRIER
OR SILT FENCE, INSPECTTHE INSTALLATION TO DETERMINE IF OUTLETS ARE NEEDED ACCORDING TO THE
CRITERIA SET FORTH IN THE SPECIFICATIONS FOR THE BARRIER AND FENCE. IF THERE ARE QUESTIONS OR
PROBLEMS WITH THE LOCATION, EXTENT, OR METHOD OF INSTALLATION, CONTACTTHE ENGINEER,
ARCHITECT, OR RESPONSIBLE PERSONNEL ON THE SITE FOR ASSISTANCE. EROSION CONTROL PERSONNEL
HAVE COPIES OF INSTRUCTIONS AND MAY HAVE PHOTOGRAPHS OF PROPERLY INSTALLED OUTLETS AS AN
AID TO INSTALLATION.
IF THE SILT FENCE OUTLET IS NOT INSTALLED CORRECTLY THE FIRSTTIME, IT WILL HAVE TO BE REBUILT
DETERMINE THE EXACT LOCATION ON THE GROUND BEFORE COMPLETING INSTALLATION OF THE SILT
FENCE, TAKING INTO CONSIDERATION:
INSTALLTHE OUTLETATTHE LOWEST POINT (S) IN THE BARRIER OR FENCE WHERE WATER WILL POND.
INSTALLTHE OUTLET WHERE IT IS ACCESSIBLE FOR INSTALLATION, MAINTENANCE, AND REMOVAL.
ALLOW AT LEAST:
15 FEET BETWEEN THE BARRIER OR FENCE AND SINGLE -STORY BUILDINGS.
25 FEET FOR FORK LIFTS BETWEEN THE BARRIER OR FENCE AND MULTIPLE -STORY BUILDINGS.
10 FEET BETWEEN THE BARRIER OR FENCE AND THE TOE OF FILL SLOPES.
FOR A SILT BARRIER:
FOR A SILT FENCE:
JUST BELOW THE GAP IN THE BARRIER, PLACE A LAYER OF
JUST BELOW THE GAP IN THE BARRIER, PLACE A LAYER
FILTER FABRIC ON THE GROUND TO PROTECTTHE SOIL
OF FILTER FABRIC ON THE GROUND TO PROTECTTHE
FROM EROSION BY OUTFLOW FROM THE OUTLET, PLACE
SOIL FROM EROSION BY OUTFLOW FROM THE OUTLET
61NCHES OF THE UPPER EDGE IN THE TRENCH. STAKE THE
PLACE 61NCHES OF THE UPPER EDGE IN THE TRENCH.
REMAINING EDGES OF THE FABRIC TO HOLD IT IN PLACE.
STAKE THE OTHER EDGES OF THE FABRIC TO HOLD IT
IN PLACE.
ALONG THE GAP WHERETHE OUTLET WILLGO, PLACE
STEEL FENCE POSTS FOR STRENGTH. THE POSTS MUST BE
ALONG THE GAP WHERE THE OUTLET WILL GO, PLACE
A MAXIMUM OF 2 FEETAPARTAND DRIVEN INTO SOLID
ADDITIONAL STEEL FENCE POSTS FOR STRENGTH. THE
GROUND AT LEAST 181N CH ES.
POSTS MUST BE A MAXIMUM OF 2 FEETAPARTAND
DRIVEN INTO SOLID GROUN D AT LEAST 18 INCHES.
PLACE HARDWARE CLOTH (WELDED GALVANIZED SCREEN
WITH SQUARE I/4-1/2-INCH HOLES) ON THE UPHILL SIDE
PLACE HARDWARE CLOTH (WE LDE D GALVAN IZED
OF THE POSTS TO HOLD THE WASHED STONE IN PLACE.
SCREEN WITH SQUARE 1/4- 1/2-INCH HOLES) ON THE
PUT 6 INCHES OF THE BOTTOM OF THE CLOTH IN THE
UPHILL SIDE OF THE POSTS TO HOLDTHE WASHED
TRENCH AND FASTEN ITTO THE POSTS WITH LENGTHS OF
STONE IN PLACE. PUT6 INCHES OF THE BOTTOM OF
WIRE.
THE CLOTH IN THE TRENCH AND FASTEN IT TO THE
POSTS WITH LENGTHS OF WIRE.
BURY THE BOTTOM OF THE HARDWARE CLOTH AND THE
UPPER EDGE OF THE FILTER FABRIC BELOW THE OUTLET
BURY THE BOTTOM OF THE HARDWARE CLOTH, THE
IN THE TRENCH AND COMPACTTHE FILL.
UPPER EDGE OF THE FILTER FABRIC BELOW THE
OUTLET, AND THE WIRE FENCE IN THE TRENCH AND
PLACE THE OUTLET SO THAT WATER FLOWING THROUGH IT WILL NOT CREATE AN EROSION HAZARD
PLACE A FILTER OF I -INCH DIAMETER WASHED STONE ON
COMPACTTHE FILL.
BELOW: AVOID STEEP SLOPES BELOW THE OUTLETANDAREAS WITHOUT PROTECTIVE VEGETATION. USE
THE UPHILLSIDE OFTHE OUTLET. PILE THE STONE UP TO
SLOPE DRAINS IF NECESSARY.
THE TOP OFTHE HARDWARE CLOTH AND OVERTHE JOINT
PLACE A FILTER OF I -INCH DIAMETER WASHED STONE
BETWEEN THE OUTLETANDTHE BARRIER.
ON THE UPHILLSIDE OFTHE OUTLET. PILE THE STONE
DETERMINE THE LOCATION OFTHE OUTLET: FORA SILT BARRIER, WHEN THE TRENCH IS DUG TO BURY THE
UP TO THE TOP OFTHE HARDWARE CLOTH AND OVER
BOTTOM OF THE FABRIC BECAUSE THE BARRIER WILL BE OMITTED AT THE OUTLET, FOR A SILT FENCE,
THE JOINT BETWEEN THE OUTLETAND THE SILT
WHEN THE WIRE FENCE IS IN PLACE BECAUSE THE FILTER FABRIC WILL BE OMITTEDATTHE OUTLET.
FENCE.
REFER TO THE ILLUSTRATIONS OFTHE OUTLET IN THE PLAN.
CLEAR STUMPS AND ROOTS FROM THE LOCATION OFTHE OUTLET. CLEAR ADEQUATE ACCESS FOR THE
EQUIPMENT NEEDED FOR INSTALLATION, MAINTENANCE, AND REMOVAL.
[X]
SAF
NOTES:
GTemporary Silt Fence Gravel Outlet
Not to Scale
12" 0 MIN. SUPPORT LOG
OR MUD MAT PLACED
PARALLEL TO BANKS
1. CONSTRUCT STREAM CROSSING WHEN FLOW IS AT NORMAL BASEFLOW.
2. MINIMIZE CLEARING AND EXCAVATION OF STREAMBANKS. DO NOT
EXCAVATE CHANNEL BOTTOM.
3. INSTALL STREAM CROSSING PERPENDICULAR TO THE FLOW.
4. MAINTAIN CROSSING SO THAT RUNOFF IN THE CONSTRUCTION ROAD
DOES NOT ENTER EXISTING CHANNEL.
5. STABILIZE AN ACCESS RAMP OF CLASS B STONE TO THE EDGE OF THE
TIMBER MAT.
6. CONTRACTOR SHALL DETERMINE AN APPROPRIATE RAMP ANGLE
ACCORDING TO EQUIPMENT UTILIZED.
7. TIMBER MAT IS TO BE WIDER THAN BIGGEST PIECE OF EQUIPMENT
CROSSING IT WITH A SOLID DECK & SIDEBOARD TO PREVENT SEDIMENT
LOSS TO STREAM.
8. ALL MATS SHALL HAVE NO GAPS BETWEEN TIMBERS.
9. SILT FENCE TO BE INSTALLED AT 45° ANGLE TO THE ROAD WITH STONE
OUTLET AT EACH CORNER OF THE TEMPORARY CROSSING TO FILTER ANY
SEDIMENT AND DEBRIS FROM HAUL ROAD FROM ENTERING THE
STREAM.
TIMBER MATS
CLASS B STONE
n— c ".,tin Vi.­
[X]
MAINTENANCE:
CHECK OUTLET FOR EROSION, PIPING, AND ROCK
DISPLACEMENT WEEKLY AND AFTER EACH
SIGNIFICANT (2' INCH OR GREATER) RAINFALL AND
REPAIR IMMEDIATELY.
REMOVE THE STRUCTURE AND ANY UNSTABLE
SEDIMENT IMMEDIATELY AFTER CONSTRUCTION SITE
HAS BEEN PERMANENTLY STABILIZED.
&' WATER DIVERSION
CHANNEL
FILTER FABRIC
SILT FENCE INSTALLED
ATTOP OF BANKON
ALL CORNERSNERS OF OF
TIMBER MATS
X X
[XI
TIMBER MATS
Plan View
TOP OF
STREAM BANK
InPI
[X] [X1
X X
Temporary Stream Crossing with Silt Fence - Timber Mat
Not to Scale
Q
Z
�
Qz
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HW
m
IN
U
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N
Q

HIGH STRENGTH
INTAKE HOSE DOUBLE STITCHED
"J"TYPE SEAMS.
2"-3" DIAMETER COARSE AGGREGATE STONE
8" MIN. DEPTH
NOTES:
1. PRO VIDE TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE TRUCKS.
2. LOCATE CONSTRUCTION ENTRANCE ATALL POINTS OF INGRESS AND EGRESS UNTIL SITE
IS STABILIZED. PROVIDE FREQUENT CHECKS OF THE DEVICE AND TIMELY MAINTENANCE.
3. MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENTTRACKING OR DIRECT
FLOW OF MUD ONTO STREETS. PERIODIC TOP DRESSING WITH STONE WILL BE
N ECESSARY.
4. ENTRANCE WILL BE EXTENDED AS NEEDED TO PROVIDE ADEQUATE SEDIMENT
REMOVAL.
5. ANY MATERIAL TRACKED ONTO THE ROADWAY MUST BE CLEANED IM MEDIATELY.
6. USE CLASS A STON E OR OTHER COARSE AGGREGATE APPROVED BY THE ENGINEER.
7. PLACE FILTER FABRIC BENEATH STONE.
8. AFTER EACH RAINFALL, INSPECTANY STRUCTURE USED TO TRAP SEDIMENTAND CLEAN
IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED,
WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
9. REMOVE CONSTRUCTION ENTRANCE UPON COMPLETION OF THE PROJECTAND RETURN
TO PRE -PROJECT GRADES, ELEVATIONS, AND CONDITIONS, UNLESS DIRECTED TO KEEP
CONSTRUCTION ENTRANCE BY LANDOWNER.
Materials
Coir Fiber Matting is to be machine -produced mat made of 100%
c.con
utfiberand must adhere to the specifications listed in the table
above. A hardwood Eco-STAKET" or similar biodegradable stakes shall
be used to secure matting. No metal staples will be used on this
project.
Construction Methods
The Contractor will install Coir Fiber Matting in locations and to the
widths and lengths as shown on the plans and details or as directed.
Coir Fiber Matting will be secured with wooden stakes and installed at
three (3) feet on center in offset rows to affect a diamond pattern.
Overlap the Coir Fiber Matting at seams a minimum of six inches. Coir
Fiber Matting will be overlapped so that the upstream mat end is on
top of the downstream mat start. Stakes will secure matting at three
foot spacing on the overlapping seams. Coir Fiber Matting will be dry
when installed placed on slopes not too loosely but not in tension.
Prior to mat placement, proposed grades shall be achieved and no
voids will occur in the slope. The area will be treated with soil
amendments and seeding as specified elsewhere in the plans and
specifications. Straw mulch will be used to cover the finished grade to
achieve a 60%coverage on the soil.
/ IMPERVIOUS DIKE �
(SEE INSET "B"�/O//'
12'
Maintenance
1. Inspect coir fiber matting at least weekly and after each
sign:icant I inch rain event and repair immediately.
2. Good contact with the ground must be maintained and erosion
must not occur beneath the matting
3. Any areas of the matting that are damaged or not in close
contact with the ground shall be repaired and staked.
4. If erosion occurs due to poorly controlled drainage, the problem
shall be fixed and the eroded area protected.
5. Monitor and repair matting as necessary until ground cover is
established.
3 Erosion Control Matting
5.6 Not to Scale
Typical Stake
ACTIVE WORK AREA
1000000:
I 000000
ON\
SEWN -IN SPOUT Q DEWATERING BAG
HIGH STRENGTH �i �9 ❑ o m
STRAPPING EXISTING TERRAIN STREAM BE
FOR HOLDING HOSE _ °� w
0 DEWATERING IN PLACE w Y
BAG ^ Z L s a
15' WATER FLOW FILTER FABRIC ~ w
FROM PUMP m
FLEXIBLE B" of CLASS B RIPRAP
DISCHARGE HOSE 15'to 20'
Inset "An NOTE:
Dewatering Bag 1. PROVIDE STABILIZED OUTLET TO
STREAMBED.
2. DEWATERING BAG SHALL BE INSPECTED
3' MIN TOP WIDTH AFTER 1/2" OR GREATER RAINFALL EVENT —�
SAND BAG
(24" X 12" X 6")
ORSTONE. 0�'�O�
IMPERVIOUS ��0����
SHEETING
FLOW
IMPERVIOUS DIKE Inset "B"
(SEE INSET "B")
I I Impervious Dike
10' X 5STABILIZED OUTLET
USING CLASS B RIPRAPAND 10' MIN.
DISCHARGE HOS NCDOTTYPE 2 FILTER FABRIC.
DEWATERING BAG (SEE INSET "C")
(SEE INSET "A")
Plan View \
FILTER FABRIC
a a,a fi/ Inset "C"
2 Pump Around System Stabilized Outlet
5.6 Not to Scale
zt.
Plan View
INSTALL AND MAINTAIN THREE
CHECK DAMS LOCATED AT
DOWNSTREAM LIMITS OF
DISTURBANCE
20' 20'
WORK FLOW
AREA ti
CONTRACTOR SHALL REMOVE
Profile View SEDIMENT WHEN DEPTH
REACHESI2"
NOTES:
1. CHECK DAM TO BE INSTALLEDAS DIRECTED BY ENGINEER,
DEPENDING ON FLOW CONDITIONS IN THE CHANNEL.
2. INSPECT CHECK DAM WEEKLY AND AFTER 1/2" OR GREATER
RAINFALL EVENT. REMOVE ANY ACCUMULATED SEDIMENT, STRAW,
LIMBS, OR OTHER DEBRIS.
3. USE PROTECTIVE RIP RAP LINER TO REPAIR EROSION FROM HIGH
FLOWS AROUND THE EDGES OF THE DAM
4. ADD MATERIAL, AS NECESSARY, TO MAINTAIN DESIGN HEIGHTOF
DAM
STABILIZE OUTLET USING CLASS B
RIPRAP TRENCHED INTO EXISTING
GROUND MINIMUM OF6". SIZE AND
LOCATION TO BE DETERMINED IN THE
FIELD BY THE ENGINEER.
FLEXIBLE DISCHARGE HOSE FROM
PUMP AROUND PUMP HELD IN PLACE
WITH SANDBAGS AS NEEDED.
Plan \/i.-
SPILLWAY CREST
1.5' MIN.
NO.57STONE4 INCHES
WIDE ON UPSTREAM FACE
FLOW r> CLASS B RIPRAP
I Z�1
TOP OF BANK Section A -A'
9" MIN.
FILTER CLOTH 2'
CLASS B RIPRAP MAX.
Section B-B' TOE OF SLOPE
Temporary Rock Sediment Dam
5.6 Not to Scale
IN
U
T
v
Q

Q
zZo
Z
COBBLE/GRAVEL MATERIAL �'"� Z r v
TO BE APPROVED BY THE
ENGINEER. H a
6, H W
TOP OF EMBANKMENT FLOW m
(EXISTING) �A
PROPOSED GRADE
LENGTH VARIES _
4.1 SEE PLAN SHEETS
_ ____— /
. -" . --- Section A -A'
�COMPACTED FILL COBBLE/GRAVEL MATERIAL
MATERIAL TO BE APPROVED BY THE �-
ENGINEER.
EXISTING GRADE COBBLE/GRAVEL Q`�
LENGTH VARIES MATERIAL TO BE 0 Q�-'S�O
SEE PLAN SHEETS APPROVED BY THE
�'��
ENGINEER.-
Cross Section View B B'
VARIES GQ
0.5' PLANS
NONWOVEN
FILTER
FABRIC
NOTES: A' Section B-B'
1. FILL MATERIAL SHOULD COME FROM ON SITE DAM REMOVAL AREAS
Plan View
k1 Embankment Stabilization Rock Floodplain Outlet b U
5.7 Not to Scale c
5.7 Not to Scale
USE A USE A MINIMUM U
MINIMUM OF 2 OF 4 STAKES ON
STAKES ON B
DOWNSLOPE
UPSLOPE SIDE
SIDE
MIN. 2 STAKES ON UPSLOPE MINIMUM 4 STAKES ON
DOWNSLOPE ^�
GROUND
FLOW ` DOWNSLOPE "'�1=III-ICI L�� _ ICI=III=III-III-1' STABILIZE EXCAVATED MATERIAL U
CHANNEL
— — — — — — — — — — ------- _
11=III' 11=1 i' DIVERSION
MATTING TEMPORARY SILT FENCE
SEE DETAIL 1, SHEET 5.5
GROUND Section B-B' TOP OF BANK (TYP) \T7
MATTING
Plan View 1310 MM
WATTLE POLYETHYLENE PROPOSED
PLASTICLINER CHANNEL
CHANNEL
NOTES:
1. USE A MINIMUM 121NCH DIAMETER WATTLE
2. WATTLES SHALL BE FILLED WITH STRAW OR OTHER APPROVED MATERIAL. NOTES:
3. USE 241NCH LONG WOODEN STAKES WITH A 2"X2" NOMINAL CROSS SECTION 1. LINE THE CHANNEL DIVERSION WITH LINER UNROLLED IN THE DIRECTION OF FLOW
4. INSTALL WATTLES TO HEIGHT OF SLOPE SO FLOW WILL NOT WASH AROUND WATTLE AND SCOUR SLOPES 2. OVERLAP LINER MINIMUM OF 16 INCHES LONGITUDINALLY ON THE UPGRADIENTAND
-_
5. SPACING FOR WATTLES SHALL BE DETERMINED BY THE ENGINEER. DOWNGRADIENT ENDS.
S WATTLE IN DITCH, GRADE OF DITCH MUST BE . INCHES DEEP AND TAMPED SECURELY
3. BURY THE LINER EDGES IN ATRENCH (PARALLELTO DIRECTION OF FLOW)A MINIMUM OF 5
6. FOR USE
7. WATTLES SHALL BE INSPECTED AFTER AN 1/2" OR GREATER RAINFALL EVENT. 4. SECURE THE LINER WITH 11 GAUGE WIRE STAPLES. STAPLES SHOULD BE U-SHAPED WITH A
MINIMUM LENGTH OF 61NCHES AND MINIMUM THROAT WIDTH OF 11NCH
5. 1-1 NER STAPLES ALONG OUTER EDGES AND THROUGHOUTTHE LINER ATA MAXIMUM OF 3 z
FEET LATERALLY AND LONGITUDINALLY
6. EXCAVATED MATERIAL SHOULD BE STABILIZED IMMEDIATELY I�
7. SILT FENCE SHALL BE INSTALLED WHERE CHANNEL DIVERSION IS CLOSE TO PROPOSED L \
GRADING ACTIVITI ES OR AS DIRECTED BYTHE ENGINEER ' ^•
u /
3 Wattle 4 Tem orar y Channel Diversion m
53 Not to Scale 5.7
Not to Scale
-'