20020098 Ver 1_COMPLETE FILE_20020122

BUCK
E N G I N E E R I N ?
January 16, 2002
54 1a I,JO
8 0 00 Re g e n c y P a r k way, S a it o 2 0 0
C a r y, N o r t h Carolina 275 1 1
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402202
To: David Baker, US Army Corps of Engineers
Todd St. John, NC Division of Water Quality
Owen Anderson, NC Wildlife Resources Commission
Beth McGee, Clean Water Management Trust Fund
Jason Wheatley, Natural Resources Conservation Service
Lucy Cole Gratton, Hiawassee River Watershed Coalition, Inc
From: Daniel Taylor, Buck Engineering
Re: Permit application for the Brasstown Creek Streambank Stabilization Project
Please find enclosed a Pre-Construction Notification Application and a streambank
stabilization design for Brasstown Creek, located in Clay County North Carolina. The
purpose of the project is to improve water quality and aquatic habitat by reducing
sedimentation due to streambank erosion. The project is funded by the NC Clean Water
Management Trust fund through a grant to the Hiawassee River Watershed Coalition,
Inc. therefore a permitting fee has not been included with this package. This is not a
stream mitigation project.
If you have questions about this project, please call Lucy Cole Gratton at [phone].
If you have questions about the design, please contact Daniel Taylor at [phone].
Enclosure
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Pre-Construction Notification (PCN) Application Form
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
hqp://www.saw.usace.anny.mil/wetiands/Perm pp.htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at http://www.saw.usace.army.mil/wetlands/regtour.htm, or contact one of the field
offices listed at the end of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://h2o.enr.state.nc.us/ncwetiands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for some General Certifications is not required,
provided that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet
should contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is also required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on the last page of this application).
Page 1 of 12
CAMA Coordination - If the project occurs in any of North Carolina's twenty coastal counties (listed on
the last page of this application) the applicant should also contact the North Carolina Division of Coastal
Management (DCM) at [phone]. DCM will determine whether or not the project involves a
designated Area of Environmental Concern, in which case DCM will act as the lead permitting agency.
In such cases, DCM will require a Coastal Area Management Act (LAMA) Permit and will coordinate
the 404/401 Permits.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office (addresses are listed at the end of this
application). Upon receipt of an application, the USACE will determine if the application is complete as
soon as possible, not to exceed 30 days. This PCN form is designed for the convenience of the applicant
to address information needs for all USACE Nationwide, Regional or General permits, as well as
information required for State authorizations, certifications, and coordination. Fully providing the
information requested on this form will result in a complete application for any of the USACE
Nationwide, Regional or General permits. To review the minimum amount of information that must be
provided for a complete PCN for each USACE Nationwide permit, see Condition 13, 65 Fed.Reg. 12893
(March 9, 2000), available at http://www.saw.usace.army.mil/wetlands/nwpfinalFedReg.pd .
Processing times vary by permit and begin once the application has been determined to be complete.
Please contact the appropriate regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http://h2o.ehnr.state.nc.us/ncwetlands/fees.html. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 12
Office Use Only: Form Version April 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit
? Section 10 Permit
® 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: NW 13
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Ms. Lucv Cole Gratton
Mailing Address: Hiawassee River Watershed
1467 Mining Gap Trail
Young Harris, GA 30582
Telephone Number: 706-896-8091 Fax Number: 706-896-8091
E-mail Address:
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name:
Company Affiliation:
Mailing Address:
Telephone Number: Fax Number:
E-mail Address:
Page 3 of 12
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Brasstown Creek Stream Stabilization Plan
2. T.I.P. Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): N/A
4. Location
County: Clay Nearest Town: Murphy
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.):From Murphy, NC take 64 West to
Old 64. Travel South on Old 64 for approximately 5 miles. The three projects are in this
vicinity.
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this
application:Agriculture.
7. Property size (acres):
8. Nearest body of water (stream/river/sound/ocean/lake): Brasstown Creek
9. River Basin: Hiawassee
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at httQ//h2o.enr.state.nc.us/admin/maps/.)
Page 4 of 12
10. Describe the purpose of the proposed work: To improve water quality and aquatic habitat
by reducing sedimentation; improve stream stability; and improve riparian and flood lain
functionality. This is not a mitigation project.
11. List the type of equipment to be used to construct the project: Trackhoe Excavator;
Loader; Dump Truck; Hand Labor.
12. Describe the land use in the vicinity of this project: Undeveloped
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
N/A
V. Future Project Plans
Are any additional permit requests anticipated for this project in the future? If so, describe the
anticipated work, and provide justification for the exclusion of this work from the current
application: N/A
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 5 of 12
1. Wetland Impacts
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: N/A
Total area of wetland impact proposed: N/A
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
(please secif )
Bell Reach Stabilization 3,900 Brasstown Creek 50 ft Perennial
Hyatt Reach Stabilization 2700 Brasstown Creek 50 ft Perennial
Wood Reach Stabilization 400 Brasstown Creek 50 ft Perennial
Gumlog Creek Stabilization 75 Gumlog Creek 15 ft Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 7.120
Page 6 of 12
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbod
(if applicable) y Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

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i i i i
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The nroiect will enhance stream stabilitv by urotectina streambanks, nrovidins grade control,
improving bed features, and reducing sediment concentrations in the stream.
Page 7 of 12
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed. on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
htlp:Hh2o.enr.state.nc.us/ncwetlands/strmgide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
Page 8 of 12
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Page 9 of 12
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
N/A
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
Page 10 of 12

XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
'T'hreatened Species, accessibility problems, or other issues outside of the applicant's control).
Hiawassee River Watershed Coalition, Inc.
By
nt/ nt' Signature Date
's si ature is valid only if an authorization letter firom the applicant is provided.)
VS Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Cherokee Iredell Mitchell Union
US Army Corps of Engineers Avery Clay Jackson Polk Watauga
151 Patton Avenue Buncombe Cleveland Lincoln Rowan Yancey
Room 208 Burke Gaston Macon Rutherford
Asheville, NC 28801-5006 Cabarrus Graham, Madison Stanley
Telephone: [phone] Caldwell Haywood McDowell Swain
Fax: [phone] Catawba Henderson Mecklenburg Transylvania
Raleigh Regulatory Field Office Alamance Durham Johnston Rockingham Wilson
US Army Corps Of Engineers Alleghany Edgecombe Lec Stokes Yadkin
6508 Falls of the Neuse Road Ashe Franklin Nash Surry
Suite 120 Caswell Forsyth Northampton Vance
Raleigh, NC 27615 Chatham Granville Orange Wake
Telephone: [phone] Davidson Guilford Person Warren
Fax, [phone] Davie Halifax Randolph Wilkes
Washington Regulatory Field Office Beaufort Currituck Jones Pitt
US Army Corps Of Engineers Bertie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone. [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
Page llof12
US Fish and Wildlife Service / National Marine Fisheries Service
US Fish and Wildlife Service US Fish and Wildlife Service National Marine Fisheries Service
Raleigh Field Office Asheville Field Office Habitat Conservation Division
Post Office Box 33726 160 Zillicoa Street Pivers Island
Raleigh, NC 27636-3726 Asheville, NC 28801 Beaufort, NC 28516
Telephone: [phone] Telephone: [phone] Telephone: [phone]
North Carolina State Agencies
Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Telephone: [phone]
Fax: [phone]
Division of Water Quality
Wetlands Restoration Program
1619 Mail Service Center
Raleigh, NC 27699-1619
Telephone: [phone]
Fax: [phone]
State Historic Preservation Office
Department Of Cultural Resources
4617 Mail Service Center
Raleigh, NC 27699-4617
Telephone: [phone]
Fax: [phone]
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
Page 12 of 12

1

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Brasstown Creek
Streambank Stabilization Plan
Prepared For:
Hiawassee River Watershed Coalition, Inc.
BUCK
January 2002

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Brasstown Creek
Streambank Stabilization Plan
Prepared For:
Hiawassee River Watershed Coalition, Inc.
January 2002
Design Report Prepared By Buck Engineering PC:

Daniel M. Taylor
Project Manager
t '
' Andrew D. Bick, P.E.
Project Engineer

11

TABLE OF CONTENTS
INTRODUCTION ........................................................................................................................... I
PROJECT OBJECTIVES ...............................................................................................................1
EXISTING CONDITION ............................................................................................................... 6
Bell Reach ................................................................................................................................... 6
Hyatt Reach ................................................................................................................................. 7
Wood Reach ................................................................................................................................ 8
Gumlog Creek ............................................................................................................................. 8
Vegetation ................................................................................................................................... 8
BANKFULL VERIFICATION .......................................................................................................9
NATURAL CHANNEL DESIGN ..................................................................................................9
General Description .................................................................................................. 9
Bell Reach .................................................................................................................................11
Hyatt Reach ...............................................................................................................................11
Wood Reach ..............................................................................................................................11
Gumlog Creek ...........................................................................................................................12
SEDIMENT TRANSPORT AND SHEASHEAR STRESS .........................................................12
CONSTRUCTION ........................................................................................................................15
Sediment and Erosion Control ..................................................................................................15
Construction Materials and Estimates .......................................................................................15
REFERENCES ..............................................................................................................................16
List of Figures

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Figure 1: Project Location Map ..............................................................................2
Figure 2: Bell Reach Watershed Map ......................................................................3
Figure 3: Hyatt Reach Watershed Map ........................................................... ..........4
Figure 4: Wood Reach Watershed Map .......................................................... ...........5
Figure 5: Brasstown Bankfull Cross Sectional Area Points Overlaid with the Mountain
Regional Curve ........................................................................... ..........9
Figure 6: Bell Reach Design Plan .................................................................. ..Plan Set
Figure 7: Hyatt Reach Design Plan ..................................................... ......... ..Plan Set
Figure 8: Wood Reach Design Plan ................................................................ ..Plan Set
Figure 9: Bell Reach Shear Stress vs. Stage ....................................................... .........13
Figure 10: Hyatt Reach Shear Stress vs. Stage .................................................... ........13
Figure 11: Wood Reach Shear Stress vs. Stage ................................................... .........14
BUCK
i Brasstown Creek
1
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' Brasstown Creek
Streambank Stabilization Plan
t INTRODUCTION
' Brasstown Creek is a tributary to the Hiawassee River and is listed on the North Carolina Clean
Water Act Section 303(d) list as partially supporting its designated use. According to the
Hiawassee River Basinwide Water Quality Management Plan, water quality is degraded from
sedimentation and bacteria. Sources of sedimentation include agriculture, mining operations,
development, and silviculture. The Hiawassee River Basin as a whole has a large number of high
quality and outstanding resource water classifications and is well known for its trout fishery.
' There are eleven aquatic species listed by North Carolina as Endangered, Special Concern, or
Significantly Rare.
1

The Brasstown Creek streambank stabilization project is broken into four reaches based on
stream classification, reach drainage area, and construction sequence. The project reach lengths
and drainage areas are listed in Table 1 and reach locations are shown graphically on Figures 1
through 4.
Table 1. Project Reach Lengths and Drainage Areas
Reach Name and Location Reach
Length (ft) Drainage Area
(mil)
Bell Reach 3,900 51
Bass Reach 2,700 62
Wood Reach 400 44
Gumlo Creek 300 14
Total 7,300
PROJECT OBJECTIVES
The objectives of the Brasstown Creek streambank stabilization project are to:
1. Improve water quality and aquatic habitat by reducing sedimentation
2. Improve stream stability
3. Improve riparian and floodplain functionality
4. Improve the natural aesthetics of the stream corridor.
BUCK
Brasstown Creek
;Jl
Bell Reach

6AW
River
Hyatt Reach
e
i j
r
Wood Reach
Hiawassee River Watershed Coalition
Clay County
North Carolina
Figure 1
Project Location Map
1 0 1 2 Miles
2

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BANKFULL VERIFICATION

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1 General Description
NATURAL CHANNEL DESIGN
Restoration efforts along Brasstown Creek will primarily involve the use of in-stream structures
1 for stabilizing eroding banks. In addition, riparian buffers will be established. In-stream
structures such as cross vanes, J-hook vanes, double wing deflectors, root wads and boulder
clusters will be used in conjunction with bankfull benches.
1 guc?c?
9 Brasstown Creek
The bankfull indicators for Brasstown Creek were observed to be the back of a depositional
bench and a scour line. Bankfull cross sectional areas for the surveyed cross sections match well
with the cross sectional areas on the rural Mountain Regional Curve, indicating bankfull was
identified correctly. The bankfull cross sectional areas measured in the field are overlaid with the
Mountain Regional Curve (Harman et al, 2001) in Figure 5. The Brasstown Creek points were
not used in the power function regression equation used to create the best-fit line.
Figure 5. Brasstown Creek Bankfull Cross Sectional Area Points Overlaid with the
Mountain Regional Curve
NC Rural Mountain Regional Curve
1000 _

as

i •
Q ? Regional Data
W 100 ¦ Bass XSEC 14+50
N X Bass XSEC 4+25
x • Bell XSEC 17+67
3 + Bell XSEC 20+75
-Woods XSEC 0+80
]if
m A Valley River Gage
10 I
1 10 100 1000
Y = 21.61 X0'68 Drainage Area (Sq. mi)
R2 = 0.89
Bankfull indicators were further verified by surveying the Valley River gage station at Tomotla
(USGS gage number 03550000). The bankfull cross sectional area for the Valley River gage was
close to the regression line for the mountain regional curve and is also shown in Figure 5.

The majority of Brasstown Creek is in Stages IV and V of the Simon Channel Evolution Model.
' The stream has incised to bedrock and is now in the process of widening, forming bars and
eroding the streambanks. In-stream structures will help establish benches near the toe of the
banks, protecting the banks from erosion and developing a new floodplain at a lower elevation.
' The structures will also establish a narrow, stable thalweg, which will prevent mid-channel bars
from forming.
' Cross vanes and J-hook vanes will direct flow away from the banks, which will reduce near bank
shear stress, center the channel thalweg, and create scour pools. The following photographs show
a cross vane at low flow and at inner berm flow.

Double wing deflectors center the channel thalweg, narrow the low flow channel and provide
some bank protection. A double wing deflector is shown below on the left. On the right is the
same structure at a higher flow.
Double Wing Deflector (30 mi Drainage Area) Same Double Wing at Higher Flow
1 BucK
to

Brasstown Creek
Same Cross Vane at Higher Flow
t,ross vane t.su mi Drainage Area)
1

r-?
Root wads provide bank protection, create isolated scour pools and enhance habitat. The
primary function of boulder clusters is to enhance aquatic habitat. Bankfull benches provide a
floodplain, which will allow the stream to dissipate energy at high flow. Planting of riparian
vegetation along the bankfull benches will increase root mass and enhance bank stability. Areas
of actively eroding banks will be graded and stabilized using a combination of erosion matting
and bioengineering practices, such as live staking, transplants, bare root planting, fascines, and
brush mattresses. Together, these measures will act to stabilize the banks as well as improve
aquatic habitat and fisheries.
Bell Reach
Figure 6 shows the proposed design for the Bell Reach. Several J-hooks will be constructed in
the Bell Reach. In areas such as station 4+00 and 32+00 where the thalweg of the channel is
close to the bank, J-hook vanes will be placed to move the thalweg away from the bank, resulting
in reduced near bank stress and bank erosion. Double wing deflectors are planned at stations
6+70, 29+60 and 35+20. A single wing deflector is proposed at station 21+50 to move the
thalweg away from the right bank and prevent a bar from forming in the center of the channel. A
W weir is planned 75 feet upstream of the Pine Log Road bridge at station 25+20. The W weir
will split the thalweg of the channel to prevent scour at the base of the piers. The bridge at Pine
Log road is to be replaced before the year 2008. Although the W weir will have little effect on
the current bridge, it will benefit the new bridge assuming it will include a center pier. A rock
vane will be placed just downstream of the bridge on the left bank to reduce bank erosion.
Bankfull benches will be excavated in areas where bank height ratios are greater than 1.5 and no
established buffer exists. In these areas, mature trees will remain in place and smaller trees may
be transplanted. Root wads will be installed throughout the reach.
Hyatt Reach
Figure 7 shows the proposed design for the Hyatt Reach. Two cross vanes will be installed in
the Hyatt Reach at stations 2+90 and 11+80. These cross vanes are designed to stabilize eroding
streambanks and center the thalweg of the channel to prevent mid channel bars from forming and
to narrow the low flow channel. The double wing deflector at station 7+50 will narrow the low
flow channel and keep the thalweg in the center of the channel. J-hook vanes will be placed at
stations 0+70, 5+50, and 13+40. A large log debris jam at station 22+40 will be removed. Any
area of the channel that is disturbed as the debris is removed will be properly stabilized. Root
wads are planned throughout the reach. Due to the presence of vegetation along both sides of the
channel, bankfull benches will not be constructed along the Hyatt Reach.
Wood Reach
' Figure 8 shows the proposed design of the Wood Reach. A J-hook vane will be placed at station
0+85 to stabilize eroding banks on the left side of the channel. A double wing deflector will be
placed at station 1+40 to narrow the low flow channel. A large mid channel bar that has formed
' at station 3+00 will be excavated and a cross vane will be constructed. The cross vane will
stabilize the severely eroding right bank as well as prevent the mid channel bar from re-forming
in the channel. A J-hook vane will be placed downstream of the cross vane at station 3+90 on
the left bank to stabilize eroding banks and protect existing trees along the bank. A bankfull
bench is proposed on the left bank for the entire length of the reach.
? BUCK
ti E:
11 Brasstown Creek

Gumlog Creek
' The areas of Gumlog Creek with active bank erosion will be stabilized by using root wads and
sloping and matting the banks. Root wads will be placed along the outside of the bend in the
upstream section of the reach. In the area of the confluence with Brasstown Creek, a cross vane
' will be constructed at the bedrock outcrop to protect the banks from erosion and to center the
thalweg of the channel.
SEDIMENT TRANSPORT AND SHEAR STRESS
The primary goal of this project is to improve bank stability. Overall, the bankfull dimension,
pattern, and profile of Brasstown Creek are stable. Local instability is present where there are
high banks with sparse vegetation. We did not perform sediment transport competency and
capacity analyses because the design does not change pattern or profile. The bankfull cross
sectional area, width and depth will change only in areas where in-stream structures and bankfull
benches are placed.
' Cross vanes and double wing deflectors will improve the competency and capacity of the stream
at low flow and encourage deposition along the bank toe rather than the center of the channel.
However, the overall sediment transport capacity and competency of Brasstown Creek, which we
judge to be adequate for its sediment load, will not change.
Shear stress is defined as: (unit weight of water) x (hydraulic radius) x (channel slope).
Bankfull benches will be installed in areas with high streambanks and sparse vegetation. The
' addition of benches will decrease the hydraulic radius of the cross section, thereby decreasing
shear stress on the banks at bankfull stage and above. Figures 9, 10 and 11 below show the shear
stress comparison graphically.

' 12 Brasstown Creek
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Figure 9. Bell Reach Shear Stress vs. Stage
Bell Reach
Shear Stress vs Stage
0.s
o.s - -- ---- -- --
Bankfull Stage
?(n- 0.6 --- ----------- - - -
Cn
-- ------ - -- - --
N 0.5--
Cn 0.4 - -- - -
L
N 0.3-
_r_
ith Bench
(A 0 2 r-Existing
0.1
0
0 1 2 3 4 5 6 7 8 9 10
Stage (ft)
Figure 10. Hyatt Reach Shear Stress vs. Stage
Hyatt Reach
Shear Stress vs Stage
0
9-
.
0
8
.
-
0
7 Bankfull Stage
. _
w
CL 0
6
.
0
5
.
d
L
.h+
4
n 0
.
f - - - - - --- -- -- --- -
co
0.3
-With Bench
cn 0.2 - Existing
0.1
0
-
0 1 2 3 4 5 6 7 8 9
Stage (ft)
P,.%UCKA
13
Brasstown Creek
I Figure 11. Wood Reach Shear Stress vs. Stage

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Wood Reach
Shear Stress vs Stage
0
4
.
-
0
35
---- - - - - --
. - - --- - -- - -
0
3 - ----- --
fl . - -
V) 25
0 - - - ---
. - -- ------
0
2 - -- - ----- - --
. - - -

0
15-
i
ca .

0
1 -With Bench
. - Existing
0
05-
.
0 lz
_ I I
0 2 4 6 8 10 12
Stage (ft)
BUCK
14
Brasstown Creek

CONSTRUCTION
Sediment and Erosion Control
All appropriate erosion and sediment control practices should be installed, including but not
limited to the following:
' • A temporary gravel construction entrance should be installed in accordance with practice
6.06.
• Silt fence (Practice 6.62) should be installed around all stockpiles.
' • Install temporary stream crossings (Practice 6.70) as needed. Crossings should make use
of filter fabric, boulders, and class A stone.
Design specifications for each practice can be found in the North Carolina Erosion and Sediment
Control Planning and Design Manual and in Appendix 4. The practice number is included for
each practice listed.
Construction Materials and Estimates

The estimate of construction materials is provided in Table 5.
Table 5: Construction Materials Estimate

Item Quantity
Bell) Quantity
(Hyatt) Quantity
Woods Quantity
(Total)
Units
Description
Silt Fence 00 00 00 1000 LF See Appendix
Gravel 5 5 5 75 TONS 2-3 inch washed stone
Class A Stone 0 0 0 180 TONS 2" to 6"
Root Wads 100 50 0 170 See Details
Boulders ,400 1,350 50 4,500 TONS 6ft X 4ft X aft
Filter Fabric 1 1 1 3 ROLLS For practice 6.06
Erosion Mat 5 5 65 ROLLS C125BN
Rye rain 100 100 50 250 LBS Apply at 130 Ibs/ac
Fertilizer 20 20 160 800 LBS Apply at 435 Ibs/ac
Mulch 100 100 0 250 BALES Apply at 130bales/ac
The following equipment will be required to efficiently construct the project:
• 2 track hoes, at least one with a hydraulic thumb
• Track loaders
• Dump trucks for hauling stone and other materials
• Chain saws
• All other equipment and materials necessary to complete the job as described in this
report.
BUCK
f t
15
Brasstown Creek

REFERENCES
Harman, W.A., D.E. Wise, M.A. Walker, R. Morris, M.A. Cantrell, M. Clemmons, G.D.
Jennings, D. Clinton, and J. Patterson, 2000. Bankfull Regional Curves for North Carolina
Mountain Streams. AWRA Proceedings: Water Resources in Extreme Environments.
Edited By D. L. Kane. May 1-3,2000. Pp185-190.
North Carolina Division of Water Quality. 1997. Hiwassee River Basinwide Water Quality
Management Plan. North Carolina Department of Environment, Health, and Natural
Resources, Raleigh, NC.
Rosgen, D.L. 1994. A classification of natural rivers. Catena 22:169-199.
Rosgen, D.L., 1996. Applied River Morphology. Wildland Hydrology Books, Pagosa Springs,
Colo.
BUCK
16
Brasstown Creek
APPENDIX 1
' EXISTING VERSUS DESIGN CROSS SECTIONS
LONGITUDINAL PROFILES

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APPENDIX 3
I EROSION AND SEDIMENT CONTROL SPECIFICATIONS

t

Practice Standards and Specifications
' 6.06 • • • • .
Definition A graveled area or pad located at points where vehicles enter and leave a con-
struction site.
' Purpose To provide a buffer area where vehicles can drop their mud and sediment to
avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust.
1
Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
' Practice Applies public road or other paved off-site area. Construction plans should limit traffic
to properly constructed entrances.
' Design Criteria Aggregate Size-Use 2-3 inch washed stone.
Dimensions of gravel pad-
' Thickness: 6 inches minimum
Width: 12-ft minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length: 50-ft minimum
' Location-Locate construction entrances and exists to limit sediment from
leaving the site and to provide for maximum utility by all construction vehicles
' (Figure 6.06a). Avoid steep grades and entrances at curves in public roads.
2-3 "
coarse aggregate
Figure 6.06a Gravel entrance/exit keeps sediment from leaving the construction site (modified from Va MCC).

J 6.06.1
0
Washing-If conditions at the site are such that most of the mud and sediment
are not removed by vehicles traveling over the gravel, the tires should be
washed. Washing should be done on an area stabilized with crushed stone that
drains into a sediment trap or other suitable disposal area. A wash rack may also
be used to make washing more convenient and effective.
Construction 1. Clear the entrance and exit area of all vegetation, roots, and other objec-
Specifications tionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans, and
smooth it.
¦ 3. Provide drainage to carry water to a sediment trap or other suitable outlet.
' 4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from leav-
ing the construction site. This may require periodic topdressing with 2-inch
stone. After each rainfall, inspect any structure used to trap sediment and clean
' it out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked onto public roadways.
' References Runoff Conveyance Measures
6.30, Grass-lined Channels
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
6.06.2
Practice Standards and Specifications
11111
ki 1, 1 ? ii ?? 11 11, ?? 41 am
6.62
•
Definition A temporary sediment barrier consisting of filter fabric buried at the bottom,
stretched, and supported by posts.
Purpose To retain sediment from small disturbed areas by reducing the velocity of sheet
flows to allow sediment deposition.
Conditions Where Below small disturbed areas less than 1/4 acre per 100 ft of fence.
Practice Applies
Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not install sediment fences across streams, ditches, or waterways.
Planning A sediment fence is a permeable barrier that should be planned as a system to
Considerations retain sediment on the construction site. The fence retains sediment primarily
by retarding flow and promoting deposition. In operation, generally the fence
becomes clogged with fine particles, which reduce flow rate. This causes a pond
to develop more quickly behind the fence. The designer should anticipate pond-
ing and provide sufficient storage areas and overflow outlets to prevent flows
from overtopping the fence. S ince sediment fences are not designed to withstand
high heads, locate them so that only shallow pools can form. Tie the ends of a
sediment fence into the landscape to prevent flow around the end of the fence
before the pool reaches design level. Provide stabilized outlets to protect the
fence system and release stormflows that exceed the design storm.
Deposition occurs as the storage pool forms behind the fence. The designer can
direct flows to specified deposition areas through appropriate positioning of the
fence or by providing an excavated area behind the fence. Plan deposition areas
at accessible points to promote routine cleanout and maintenance. Show deposi-
tion areas in the erosion and sedimentation control plan. A sediment fence acts
as a diversion if placed slightly off the contour. This may be used by the design-
er to control shallow, uniform flows from small disturbed areas and to deliver
sediment-laden water to deposition areas.
Sediment fences serve no function along ridges or near drainage divides where
there is little movement of water. Confining or diverting runoff unnecessarily
with a sediment fence may create erosion and sedimentation problems that
would not otherwise occur.
Design Criteria Ensure that the drainage area is no greater than 1/4 acre per 100 ft of fence.
Make the fence stable for the 10-yr peak storm runoff.
Where all runoff is to be stored behind the fence, ensure that the maximum slope
length behind a sediment fence does not exceed the specifications shown in
Table 6.62a.
6.62.1
d

1
I
7

0
Ensure that the depth of impounded water does not exceed 1.5 ft at any point
along the fence.
Table 6.62a
Maximum Slope Length and
Slope for which Sediment
Fence Is Applicable
Construction MATERIALS
Specifications 1. Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which is certified by the manufacturer or sup-
plier as conforming to the requirements shown in Table 6.62b.
If nonerosive outlets are provided, slope length may be increased beyond that
shown in Table 6.62a, but runoff from the area should be determined and by-
pass capacity and erosion potential along the fence must be checked. The
velocity of the flow at the outlet or along the fence should be in keeping with
Table 8.05d, Appendix 8.05.
Slope Slope Length (ft)
< 2% 100
2 to 5% 75
5 to 10% 50
10 to 20% 25
>20% 15
Provide a riprap splash pad or other outlet protection device for any point where
flow may overtop the sediment fence, such as natural depressions or swales. En-
sure that the maximum height of the fence at a protected, reinforced outlet does
not exceed 1 ft and that support post spacing does not exceed 4 ft.
The design life of a synthetic sediment fence should be 6 months. Burlap is only
acceptable for periods up to 60 days.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120° F.
Table 6.62b
Specifications For
Sediment Fence Fabric
2. Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch
diameter oak, or 1.33 lb/linear ft steel with a minimum length of 4 ft. Make sure
that steel posts have projections to facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Physical Property
Filtering Efficiency
Tensile Strength at
20% (max.) Elongation
Requirements
85% (min)
Standard Strength-
30 Ib/lin in (min)
Extra Strength-
50 Win in (min)
0.3 gal/sq ft/min (min)
Slurry Flow Rate
6.62.2

t

Practice Standards and Specifications
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength synthetic
filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 18 inches above
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)
3. Construct the filter fabric from a continuous roll cut to the length of the bar-
rier to avoid joints. When joints are necessary, securely fasten the filter cloth
only at a support post with overlap to the next post.
4. Support standard strength filter fabric by wire mesh fastened securely to the
upslope side of the posts using heavy duty wire staples at least 1 inch long, or
tie wires. Extend the wire mesh support to the bottom of the trench.
5. When a wire mesh support fence is used, space posts a maximum of 8 ft apart.
Support posts should be driven securely into the ground to a minimum of 18 in-
ches.
6. Extra strength filter fabric with 6-ft post spacing does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
7. Excavate a trench approximately 4 inches wide and 8 inches deep along the
proposed line of posts and upslope from the barrier (Figure 6.62x).
8. Backfill the trench with compacted soil or gravel placed over the filter fabric.
9. Do not attach filter fabric to existing trees.
Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence,collapse, tear, decompose or become in-
effective, replace it promptly. Replace burlap every 60 days.
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 undermin-
ing the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize it after the contributing drainage area has been properly
stabilized.
6.62.3
F6-] Figure 6.62a Installation detail of a sediment
fence.
Backfill min 8"
thick layer of gravel
A
8"
r
4 14
Extension of fabric and wire
into the trench
Filter fabric
Filter fabric
A ?E- wire
111=?4 „>IIl\ ? = I
References Runoff Control Measures
6.20, Temporary Diversions
Outlet Protection
6.41, Outlet Stabilization Structure
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
6.61, Sediment Basin
Appendix
8.03, Estimating Runoff
6.62.4
Compacted fill
Practice Standards and Specifications
' 6.70 •. - , - -.
' T Definition Abridge, ford, or temporary structure installed across a stream or watercourse
for short-term use by construction vehicles or heavy equipment.
I
E

I
I
I

I

Purpose To provide a means for construction vehicles to cross streams or watercourses
without moving sediment into streams, damaging the streambed or channel, or
causing flooding.
Conditions Where Where heavy equipment must be moved from one side of a stream channel to
Practice Applies another, or where light-duty construction vehicles must cross the stream chan-
nel frequently for a short period of time.
Planning Careful planning can minimize the need for stream crossings. Try to avoid cross-
Considerations 'ng streams. Whenever possible, complete the development separately on each
side and leave a natural buffer zone along the stream. Temporary stream cross-
ings are a direct source of water pollution; they may create flooding and safety
hazards; they can be expensive to construct; and they cause costly construction
delays if washed out.
Select locations for stream crossings where erosion potential is low. Evaluate
stream channel conditions, overflow areas, and surface runoff control at the site
before choosing the type of crossing. When practical, locate and design tem-
porary stream crossings to serve as permanent crossings to keep stream distur-
bance to a minimum.
Plan stream crossings in advance of need and, when possible, construct them
during dry periods to minimize stream disturbance and reduce cost. Ensure that
all necessary materials and equipment are on-site before any work is begun.
Complete construction in an expedient manner and stabilize the area immediate-
ly.
When construction requires dewatering of the site, construct a bypass channel
before undertaking other work. If stream velocity exceeds that allowed for the
in-place soil material, stabilize the bypass channel with riprap or other suitable
material. After the bypass is completed and stable, the stream may be diverted
(Practice 6.15, Riprap).
Unlike permanent stream crossings, temporary stream crossings may be allowed
to overtop during peak storm periods. However, the structure and approaches
should remain stable. Keep any fill needed in flood plains to a minimum to
prevent upstream flooding and reduce erosion potential. Use riprap to protect
locations subject to erosion from overflow.
Where appropriate, install in-stream sediment traps immediately below stream
crossings to reduce downstream sedimentation. When used, excavate the basin
a minimum of 2 ft below the stream bottom and approximately two times the
cross-sectional flow area of the existing channel. Ensure that the flow velocity
through the basin does not exceed the allowable flow velocity for the in-place
soil material; otherwise, the basin should not be excavated. In locations where
6.70.1

0
trees or other vegetation must be removed, the sediment trap may be more
damaging to the stream than if it were not installed.
Stream crossings are of three general types: bridges, culverts and fords. Con-
sider which method best suits the specific site conditions.
Bridges-Where available materials and designs are adequate to bear the ex-
pected loadings, bridges are preferred for temporary stream crossing.
Bridges usually cause the least disturbance to the stream bed, banks, and sur-
rounding area. They provide the least obstruction to flow and fish migration.
They generally require little maintenance, can be designed to fit most site con-
ditions, and can be easily removed and materials salvaged. However, bridges
are generally the mostexpensive to design and construct. Further, they may offer
the greatest safety hazard if not adequately designed, installed, and maintained,
and if washed out, they cause a longer construction delay and are more costly
to repair.
In steep watersheds it is recommended to tie a cable or chain to one corner of
the bridge frame with the other end secured to a large tree or other substantial
object. This will prevent flood flows from carrying the bridge downstream
where it may cause damage to other property.
Culvert crossings--Culverts are the most common stream crossings. In many
cases, they are the least costly to install, can safely support heavy loads, and are
adaptable to most site conditions. Construction materials are readily available
and can be salvaged. However, the installation and removal of culverts causes
considerable disturbance to the stream and surrounding area. Culverts also offer
the greatest obstruction to flood flows and are subject, therefore, to blockage
and washout.
Fords-Fords made of stabilizing material such as rock are often used in steep
areas subject to flash flooding, where normal flow is shallow (less than 3 inches
deep) or intermittent. Fords should only be used where crossings are infrequent.
Fords are especially adapted for crossing wide, shallow watercourses (Figure
6.70a).
When properly installed, fords offer little or no obstruction to flow, can safely
handle heavy loadings, are relatively easy to install and maintain, and, in most
cases, may be left in place at the end of the construction.
Problems associated with fords include the following. (1) Approach sections are
subject to erosion. Generally do not use fords where bank height exceeds 5 ft.
(2) Excavation for the installation of the riprap-gravel bottom and filter material
causes major stream disturbance. In some cases, fords may be adequately con-
structed by shallow filling without excavation. (3) The stabilizing material is
subject to washing out during storm flows and may require replacement. (4)
Mud and other contaminants are brought directly into the stream on vehicles
unless crossings are limited to no flow conditions.
6.70.2
I

I
I
I
I

I

Practice Standards and Specifications
5' max
bank height ..
,..,• Moto
J M e o? e
.moo
e
#4

Stream channel
Surface flow

ex diversion
o

I o '?a o _ ..

Stone over
filter cloth
Stone approach section
5:1 max, slope on road }
Surface flow
diversion
Original streambank

I

11,
Stone Temporary access
?-----------
Filter cloth
Figure 6.70a A well constructed ford offers little obstruction to flow while safely handling heavy loadings.
Design Criteria In addition to erosion and sedimentation control, structural stability, utility, and
safety must also be taken into consideration when designing temporary stream
crossings. Bridge designs, in particular, should be undertaken by a qualified en-
gineer.
• The anticipated life of a temporary stream crossing structure is usually
considered to be 1 year or less. Remove the structure immediately after it
is no longer needed.
• As a minimum, design the structure to pass bankfull flow or peak flow,
whichever is less, from a 2-yr peak storm, without over topping. Ensure
that no erosion will result from the 10-yr peak storm.
• Ensure that design flow velocity at the outlet of the crossing structure is
nonerosive for the receiving stream channel (References: Outlet Protec-
tion).
• Consider overflow for storms larger than the design storm and provide a
protected overflow area.
6.70.3
i v
• Design erosion control practices associated with the stream crossing to
' control erosion from surface runoff at the crossing and during a 10-yrpeak
storm runoff.
Construction 1. Keep clearing and excavation of the stream banks and bed and approach sec-
Specifications tions to a minimum.
2. Divert all surface water from the construction site onto undisturbed areas ad-
joining the stream. Line unstable stream banks with riprap or otherwise ap-
propriately stabilize them.
I3. Keep stream crossings at right angles to the stream flow. This is particular-
ly important when culverts are used.
4. Align road approaches with the center line of the crossing for a minimum
distance of 30 ft. Raise bridge abutments and culvert fills a minimum of 1 ft
above the adjoining approach sections to prevent erosion from surface runoff
and to allow flood flows to pass around the structure.
S. Stabilize all disturbed areas subject to flowing water, including planned over-
flow areas, with riprap or other suitable means if design velocity exceeds the al-
lowable for the in-place soil (Table 8.05a, Appendix 8.05).
6. Ensure that bypass channels necessary to dewater the crossing site are stable
before diverting the stream. Upon completion of the crossing, fill, compact, and
stabilize the bypass channel appropriately.
7. Remove temporary stream crossings immediately when they are no longer
' needed. Restore the stream channel to its original cross-section, and smooth and
appropriately stabilize all disturbed areas.
' 8. Leave in-stream sediment traps in place to continue capturing sediment.
Maintenance Inspect temporary stream crossings after runoff-producing rains to check for
' blockage in channel, erosion of abutments, channel scour, riprap displacement,
or piping. Make all repairs immediately to prevent further damage to the instal-
lation.
t References Surface Stabilization
6.11, Permanent Seeding
' 6.15, Riprap
Runoff Control Measures
t 6.20, Temporary Diversions
Outlet Protection
6.4 1, Outlet Stabilization Structure
6.70.4
Effective 1/1/2000
' MATERIAL SPECIFICATION
' AMMCH
GREEN` C125B N
' The coconut fiber channel lining shall be a machine-produced 100% biodegradable mat
with a 100% coconut fiber matrix.
The blanket shall be of consistent thickness with the coconut fiber evenly distributed
over the entire area of the mat. The blanket shall be covered on the top and bottom sides
' with 100% biodegradable woven, natural, organic fiber netting. The netting shall consist
of machine directional strands formed from two intertwined yarns with cross
directional strands interwoven through the twisted machine strands (commonly
referred to as a Leno weave) to form an approximate 0.50 x 1.00 inch (1.27 x 2.54 cm)
mesh. The blanket shall be sewn together on 1.50 inch (3.81 cm) centers (50 stitches per
' roll width) with biodegradable thread.
The blanket shall be manufactured with a colored line or thread stitched along both
' outer edges (approximately 2-5 inches [5-12.5 cm] from the edge) to ensure proper
material overlapping.
' The coconut fiber channel lining shall be C125 BN as manufactured by North American
Green, or equivalent. The coconut fiber channel lining shall have the following
properties:
Material Content
' Matrix 100% coconut fiber
' (0.501b/yd2) (0.27 kg/m)
Netting Both sides, Leno woven 100% biodegradable organic jute fiber
' (9.30 lbs/1,000 ft2 [4.50 kg /100 m2] approximate weight)
Thread Biodegradable
' Physical Specifications (per roll)
' English Metric
Width 6.67 ft +5% 2.03 m
Length 108.00 ft +5% 32.92 m
' Weight 53.50 lbs +10% 28.80 kg
Area 80 yd2 66.89 m2
' Stitch Spa cing 1.50 inches 3.81 cm

APPENDIX 4

I
I
I

1

PHOTO LOG

(A) Bell Station 0+00 - Downstream View
(C) Bell Station 10+00 - Downstream View
(E) Bell Station 13+00 - Left Bank
(B) Bell Station 5+50 - Left Bank
(G) Bell
of
15+80 Downstream View

(H) Bell Station 17+85 - Confluence with
Winchester Creek
(1) Bell Station 28+00 - Downstream View
(K) Bell Station 35+50 - Downstream View
(F) Bell Station 19+00 - Upstream View
(J) Bell Station 32+00 - Upstream View
(L) Bell Station 38+00 - Downstream View
(M) Hyatt Station 0+00 - Downstream View
(O) Hyatt Station 3+00 - Right Bank
(P) Hyatt Station 6+50 - Downstream View
(Q) Hyatt Station 10+00 - Downstream View (R) Hyatt Station 10+80 - Downstream View
(N) Hyatt Station 1+50 - Downstream View

(S) Hyatt Station 13+50 - Downstream View
(U) Hyatt Station 15+00 - Right Bank
(W) Hyatt Station 16+50 - Downstream View
(T) Hyatt Station 14+50 - Right Bank
(V) Hyatt Station 16+00 - Downstream View
(X) Hyatt Station 20+50 - Left Bank

(Y) Hyatt Station 21+50 - Left Bank (Z) Hyatt Station 22+00 - Downstream View
(AA) Wood Station 0+50 - Downstream View (BB) Wood Station 2+50 - Downstream View
(CC) Wood Station 3+80-Downstream View
APPENDIX 5
PLANTING SPECIFICATIONS
I

J
J

Permanent Seeding Specifications
' Permanent seeding will be used in combination with woody plantings for riparian areas along the
restored reaches. Permanent seeding will occur in conjunction with temporary seeding where
applicable. This mixture will also be used in any terrestrial (areas not inundated) riparian area
' that has been disturbed by construction and/or is designated for wetland and/or riparian
enhancement. This mixture shall be planted in the fall in combination with woody plant
' installations. Seeding should be done evenly over the area using a mechanical or hand seeder. A
drag should be used to cover the seed with no more than 1/2 inch of soils. Where a drag cannot
safely be utilized, the seed should be covered by hand raking.
Seedbed Preparation
I On sites where equipment can be operated safely, the seedbed shall be adequately loosened.
Discing may be needed in areas where soil is compacted. Steep banks may require roughening,
' either by hand scarifying or by equipment, depending on site conditions. If seeding is done
immediately following construction, seedbed preparation may not be required except on
compacted, polished or freshly cut areas. If permanent seeding is performed in conjunction with
' temporary seeding, seedbed preparation only needs to be executed once.
Fertilizing/Liming
' Areas fertilized for temporary seeding shall be sufficiently fertilized for permanent seeding;
additional fertilizer is not required for permanent seeding.
Seeding
' A riparian seed mix at the rate of 1/a lb per 1,000 sq ft or 10 lbs per acre shall be used for seeding.
The following table lists herbaceous, permanent seed mixture labeled "riparian seed mix."
Species listed below are subject to availability and cost.
Common Name ` Scientific Name %
Soft Rush Juncus effusus 20
Deertongue Panicum clandestinum 20
Switch ass Panicum virgatum 10
Ironweed Vernonia noveboracensis 10
Ho Sedge Carex lu ilina 10
Fox Sedge Carex vulpinoidea 10
Joe Pye Weed Eupatorium fistulosum 10
I WOODY VEGETATION PLANTINGS
I SCOPE
' Woody vegetation, including live stakes, transplants, and bare root vegetation shall be used in all
areas designated as "Floodplain Restoration Area". The work covered in this section consists of
furnishing, installing, maintaining, and replacing vegetation as shown in the plans or in locations
' as directed by Engineer/Project Manager.
I LIVE STAKING
Live stake materials should be dormant and gathered locally or purchased from a reputable
commercial supplier. Stakes should be 1/2 to 2 inches in diameter, 2 to 3 feet in length, and living
based on the presence of young buds and green bark. Stakes shall be angled on the bottom and
' cut flush on the top with buds oriented upwards. All side branches shall be cleanly trimmed so
the cutting is one single stem. Stakes should be kept cool and moist to improve survival and to
maintain dormancy.
1 Live staking plant material shall consist of a random assortment of materials selected from the
following:
' Silky Dogwood (Corpus amomum)
Black Willow (Salix nigra)
' Silky Willow (Salix sericea)
Elderberry (Sambucus canadensis)
1 Other species may be substituted upon approval of Engineer/Project Manager.
Planting shall take place in the early. Stakes should be installed randomly 2 to 3 feet apart using
' triangular spacing or at a density of 160 to 360 stakes per 1,000 sq ft along the stream banks
above bankfull elevation. Site variations may require slightly different spacing. Stakes shall be
driven into the ground using a rubber hammer or by creating a hole and slipping the stake into it.
' The stakes should be tamped in at a right angle to the slope with 4/5 of the stake installed below
the ground surface. At least two buds (lateral and/or terminal) shall remain above the ground
surface. The soils shall be firmly packed around the hole after installations. Split stakes shall
' not be installed. Stakes that split during installations shall be replaced.
I BARE ROOT VEGETATION
' Bare root vegetation to be planted along both sides of the new channel stream banks above
bankfull elevation and in the floodplain restoration area shall consist of a random assortment of
shrub and tree species including, but not limited to the following:

I
Common Name Scientific Name
Sycamore Platanus occidentalis
Silverbell Halesia carolinana
Persimmon Dios ros vir iniana
Black um N ssa s lvatica
Witch-hazel Hamamelis vir iniana
S icebush Lindera benzoin
Tag alder Alnus serrulata
Hornbeam Ca inus caroliniana
Beaked Hazel-nut Corylus cornuta
' Planting shall take lace in the fall. Listed species are subject
p s ? to availability and cost.
' Immediately following delivery to the project site, all plants with bare roots, if not promptly
planted, shall be heeled-in in constantly moist soil or sawdust in an acceptable manner
corresponding to generally accepted horticultural practices.
' While plants with bare roots are being transported to and from heeling-in beds, or are being
distributed in planting beds, or are awaiting planting after distribution, the contractor shall
' protect the plants from drying out by means of wet canvas, burlap, or straw, or by other means
acceptable to Engineer/Project Manager and appropriate to weather conditions and the length of
time the roots will remain out of the ground.
' Soil in the area of shrub and tree plantings shall be loosened to a depth of at least 5 inches. This
is necessary only on compacted soil. Bare root vegetation may be planted in holes made by a
' mattock, dibble, planting bar, or other means approved by Engineer/Project Manager. Rootstock
shall be planted in a vertical position with the root collar approximately 1/2 inch below the soil
surface. The planting trench or hole shall be deep and wide enough to permit the roots to spread
out and down without J-rooting. The plant stem shall remain upright. Soil shall be replaced
' around the transplanted vegetation and tamped around the shrub or tree firmly to eliminate air
pockets.
' The following spacing guidelines of rooted shrubs and trees are provided in the following table.
Type Spacing # Per :1,000 s ft
Shrubs (<10 ft tall) 3 to 6 ft 25 to 110
Shrubs and trees (10-25 ft) 6 to 8 ft 15 to 25
Trees (>25 ft tall) 8 to 15 ft 4 to 15
Shrub and Tree Transplants
Shrub and trees less than 3 inches in diameter shall be salvaged onsite in areas designated for
construction, access areas, and other sites that will necessarily be disturbed. Vegetation to be
transplanted will be identified by the Engineer/ Project Manager personnel. Transplanted
' vegetation shall carefully be excavated with root balls and surrounding soil remaining intact.
Care shall be given not to rip limbs or bark from the shrub and tree transplants. Vegetation
should be transplanted immediately, if possible. Otherwise, transplanted vegetation shall be
' carefully transported to designated stockpile areas and heeled-in in constantly moist soil or
sawdust in an acceptable manner appropriate to weather or seasonal conditions. The solidity of
the plants shall be carefully preserved.
Installation of shrub and tree transplants shall be located in designated areas along the stream
bank above bankfull elevation or in floodplain restoration areas as directed by Engineer/Project
' Manager. Soil in the area of vegetation transplants shall be loosened to a depth of at least 1 foot.
This is only necessary on compacted soil. Transplants shall be replanted to the same depth as
they were originally growing. The planting trench or hole shall be deep and wide enough to
' permit the roots to spread out and down without J-rooting. The plant stem shall remain upright.
Soil shall be replaced around the transplanted vegetation and tamped around the shrub or tree
firmly to eliminate air pockets.
OF WATF9 Michael F. Easley, Governor
William G. Ross Jr., Secretary
O? pG North Carolina Department of Environment and Natural Resources
T
> Gregory J. Thorpe, Ph.D.
0 Acting Director
Division of Water Quality
January 27, 2002
Clay County
DWQ Project #: 02-0098
APPROVAL OF 401Quality Certification
Ms. Lucy Cole Gratton
Hiawassee River Watershed
1467 Mining Gap Trail
Young Harris, GA 30582
Dear Ms. Gratton:
You have our approval, in accordance with the attached conditions and that: fisted below, to impact 7,120 linear feet
of streams for the purpose of completing the Brasstown Creek stream stabilization projectas you described in your
application dated January 16, 2002. After reviewing your application- we have derided that this fill is covered by General
Water Quality Certification Number 3257. This certification allows you to use Nationwide Permit Number 13 when the
Corps of Engineers issues it. In addition, you should get any other federal, state or local permits before you go ahead with
your project including (but not limited to) Sediment and Erosion Conml, Coate Stormwater, Non-Discharge and Water
Supply Watershed regulations. This approval will expire when the accompan?irtg 404 or CAMA permit expires
unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you descrbz?d in y= application except as modified below. If
you change your project, you must notify us and you may be required to send us a new application.. If the property is
sold, the new owner must be given a copy of this Certification and approval lea-_7 and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in tbe future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H.0506 (h) (6) and (7? This approval shall expire when the
corresponding Nationwide Permit expires or as otherwise provided in the Gea?1 Certification. For this approval to be
valid, you must follow the conditions listed in the attached
If you do not accept any of the conditions of this certification- vou may ask for an adjudicatory hearing. You must
act within 60 days of the date that you receive this letter. To ask for a heearinc, se al a written petition, which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Adminiatra ve Hearings, P.O. Box 27447, Raleigh,
N.C. 27611-7447. This certification and its conditions are final and lading ua>ale_s you ask for a hearing.
This letter completes the review of the Division of Water Quality under Sec-Sa3n 401 of the Clean Water Act. If you
have any questions, please telephone Dave Penrose at 919-733-1786 or Mike Parker at our Asheville Regional Office at
828-251-6208.
Attachment
cc:
Corps of Engineers Asheville Field Office \i
Asheville DWQ Regional Office
File copy
Central Files
Daniel Taylor, Buck Engineering, 800 Regency Parkway, Suite 200, Carv NC 27511
MUM
Wetlands/401 Unit 1650 Mail Service Center Raleigh, NC 27699-16x0 ? (9!?j ???rt5 Fa;c [phone] Customer Service
1 800 623-7748
BUCK,
E N G IN E E R IN G
8 0 0 0 Re g e n c y P a r k w a y, S u it e 2 0 0
C a r y, N o r i h C a r o l i n a 2 7 5 1 1
Phone: [phone]
F ax 91 9.463. 5 4 9 0
January 16, 2002 FILE COPY
To: David Baker, US Army Corps of Engineers
Todd St. John, NC Division of Water Quality
Owen Anderson, NC Wildlife Resources Commission
Beth McGee, Clean Water Management Trust Fund
Jason Wheatley, Natural Resources Conservation Service
Lucy Cole Gratton, Hiawassee River Watershed Coalition, Inc
From: Daniel Taylor, Buck Engineering
A22Me
"ISSUED
Re: Permit application for the Brasstown Creek Streambank Stabilization Project
Please find enclosed a Pre-Construction Notification Application and a streambank
stabilization design for Brasstown Creek, located in Clay County North Carolina. The
purpose of the project is to improve water quality and aquatic habitat by reducing
sedimentation due to streambank erosion. The pro' ct 's funded by the NC Clean Water
Management Trust fund through a grant to the aw ssee River Watershed Coalition,
Inc. therefore a permitting fee has not been incl d with this package. This is not a
stream mitigation project.
If you have questions about this project, please call Lucy Cole Gratton at [phone].
If you have questions about the design, please contact Daniel Taylor at [phone].
Enclosure
w A, w. b u c k e n g i n e e r i n g.coin
?Srt Iti i
?0, wAT ??O
?O Gy
?? r
>
o -c
Pre-Construction Notification (PCN) Application Form
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USAGE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
http://www.saw.usace.army.mil/wetlands/Penlla pp.htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at http://www.saw.usace.army.mil/wetlands/regtour.htm, or contact one of the field
offices listed at the end of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://h2o.enr.state.nc.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for some General Certifications is not required,
provided that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet
should contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is also required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on the last page of this application).
Page 1 of 12
CAMA Coordination - If the project occurs in any of North Carolina's twenty coastal counties (listed on
the last page of this application) the applicant should also contact the North Carolina Division of Coastal
Management (DCM) at [phone]. DCM will determine whether or not the project involves a
designated Area of Environmental Concern, in which case DCM will act as the lead permitting agency.
In such cases, DCM will require a Coastal Area Management Act (LAMA) Permit and will coordinate
the 404/401 Permits.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office (addresses are listed at the end of this
application). Upon receipt of an application, the USACE will determine if the application is complete as
soon as possible, not to exceed 30 days. This PCN form is designed for the convenience of the applicant
to address information needs for all USACE Nationwide, Regional or General permits, as well as
information required for State authorizations, certifications, and coordination. Fully providing the
information requested on this form will result in a complete application for any of the USACE
Nationwide, Regional or General permits. To review the minimum amount of information that must be
provided for a complete PCN for each USACE Nationwide permit, see Condition 13, 65 Fed.Reg. 12893
(March 9, 2000), available at http://www.saw.usace.army.mil/wetlands/nwpfinalFedReg.pdf.
Processing times vary by permit and begin once the application has been determined to be complete.
Please contact the appropriate regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http://h2o.ehnr.state.nc.us/ncwetlands/fees.html. The fee must be
attached with-the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 12
Office Use Only: Form Version April 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit
? Section 10 Permit
® 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested:
NW 13
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Ms. Lucv Cole Gratton
Mailing Address: Hiawassee River Watershed
1467 Mining Gap Trail
Young Harris GA 30582
Telephone Number: 706-896-8091 Fax Number: 706-896-8091
E-mail Address:
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name:
Company Affiliation:
Mailing Address:
Telephone Number:
E-mail Address:
Fax Number:
Page 3 of 12
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Brasstown Creek Stream Stabilization Plan
2. T.I.P. Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): N/A
4. Location
County: Clay Nearest Town: Murphy
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.):From Murphy, NC take 64 West to
Old 64. Travel South on Old 64 for approximately 5 miles. The three projects are in this
vicinity.
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this
application:Agriculture.
7. Property size (acres):
8. Nearest body of water (stream/river/sound/ocean/lake): Brasstown Creek
9. River Basin: Hiawassee
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/,.)
Page 4 of 12
10. Describe the purpose of the proposed work: To improve water qualit amend aquatic habitat
by reducing sedimentation; improve stream stability; and improve riparian and floodplain
functionality. This is not a mitigation project.
11. List the type of equipment to be used to construct the project: Trackhoe Excavator;
Loader; Dump Truck; Hand Labor.
12. Describe the land use in the vicinity of this project: Undeveloped
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
V. Future Project Plans
Are any additional permit requests anticipated for this project in the future? If so, describe the
anticipated work, and provide justification for the exclusion of this work from the current
application: N/A
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 5 of 12
1. Wetland Impacts
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: N/A
Total area of wetland impact proposed: N/A
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
specify)
Bell Reach Stabilization 3,900 Brasstown Creek 50 ft Perennial
Hyatt Reach Stabilization 2700 Brasstown Creek 50 ft Perennial
Wood Reach Stabilization 400 Brasstown Creek 50 ft Perennial
Gumlog Creek Stabilization 75 Gumlog Creek 15 ft Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.map_(juest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 7,120
Page 6 of 12
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbod
(if applicable) y Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The moiect will enhance stream stabilitv by nrotectina streambanks. Drovidin2 grade control.
improving bed features, and reducing sediment concentrations in the stream.
Page 7 of 12
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
Page 8 of 12
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Page 9 of 12
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet)
Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
Page 10 of 12
Alii.?<<uuc r.1u ruuujuoujl "Kwu! rIAM- U/
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
'T'hreatened Species, accessibility problems, or other issues outside of the applicant's control).
Hiawassee River Watershed Coatitiart, Inc.
7 BY
0001) rxecutive.Dimaor 012
Intl nt' Signature Date JI to
's si ature is valid only if an authorization letter from the applicant is provided.)
VS Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Cherokee Iredell Mitchell Union
US Army Corps of Engineers Avery Clay Jackson Polk Watauga
151 Patton Avenue Buncombe Cleveland Lincoln Rowan Yancey
Room 208 Burke Gaston Macon Rutherford
Asheville, NC 28801-5006 Cabarrus Graham Madison Stanley
Telephone: [phone] Caldwell Haywood McDowell Swain
Fax: [phone] Catawba Henderson Mecklenburg Transylvania
Raleigh Regulatory Field Office Alamancc Durham; Johnston Rockingham . Wilson
US Army Corps Of Engineers Allegbany Edgecombe Lee Stokes Yadkin
6508 Falls of the Neuse Road Ashe Franklin Nash Surry
Suite 120
Raleigh
NC 27615 Caswell Forsyth Northampton Vance
,
Telephone: [phone] Chatham
Davidson Granville
Guilford Orange
Person Wake
Warren
Fax: [phone] Davie Halifax Randolph Wilkes
Washington Regulatory Field Office Beaufort Currituck Jones Pitt
US Army Corps Of Engineers Berrie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corks Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
Page 11 of 12
US Fish and Wildlife Service / National Marine Fisheries Service
US Fish and Wildlife Service US Fish and Wildlife Service National Marine Fisheries Service
Raleigh Field Office Asheville Field Office Habitat Conservation Division
Post Office Box 33726 160 Zillicoa Street Pivers Island
Raleigh, NC 27636-3726 Asheville, NC 28801 Beaufort, NC 28516
Telephone: [phone] Telephone: [phone] Telephone: [phone]
North Carolina State Agencies
Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Telephone: [phone]
Fax: [phone]
Division of Water Quality
Wetlands Restoration Program
1619 Mail Service Center
Raleigh, NC 27699-1619
Telephone: [phone]
Fax: [phone]
State Historic Preservation Office
Department Of Cultural Resources
4617 Mail Service Center
Raleigh, NC 27699-4617
Telephone: [phone]
Fax: [phone]
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
Page 12 of 12

1

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Streambank Stabilization Plan
Prepared For:
Hiawassee River Watershed Coalition, Inc.
t BUCKX,
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Brasstown Creek
Streambank Stabilization Plan
Prepared For:
Hiawassee River Watershed Coalition, Inc.
January 2002
Design Report Prepared By Buck Engineering PC:
Daniel M. Taylor
Project Manager
" 4rc?
Andrew D. Bick, P.E.
Project Engineer
i

' TABLE OF CONTENTS
INTRODUCTION ...........................................................................................................................1
1 PROJECT OBJECTIVES ...............................................................................................................1
EXISTING CONDITION ............................................................................................................. ..6
Bell Reach ................................................................................................................................. .. 6
1 Hyatt Reach ............................................................................................................................... .. 7
Wood Reach .............................................................................................................................. .. 8
Gumlog Creek ........................................................................................................................... .. 8
1 Vegetation ................................................................................................................................. .. 8
BANKFULL VERIFICATION ..................................................................................................... ..9
..........................................................
..
NATURAL CHANNEL DESIGN .. 9
.................................
...
General Description ........................................ 9
Bell Reach ................................................................................................................................. 11
Hyatt Reach ............................................................................................................................... 11
1 Wood Reach .............................................................................................................................. 11
Gumlog Creek ........................................................................................................................... 12
1 SEDIMENT TRANSPORT AND SHEASHEAR STRESS .........................................................
CONSTRUCTION ...................... .............................................................................................. 12
15
Sediment and Erosion Control .................................................................................................. 15
1 Construction Materials and Estimates .......................................................................................
REFERENCES 15
16
..............................................................................................................................
List of Figures
..2
Figure 1: Project Location Map ...........
1 .................................................................
Figure 2: Bell Reach Watershed Map.... ..3
Figure 3: Hyatt Reach Watershed Map ........................................................... ..........
Figure 4: Wood Reach Watershed Map .......................................................... ...........5
1 Figure 5: Brasstown Bankfull Cross Sectional Area Points Overlaid with the Mountain
Regional Curve ........................................................................... ..........9
............................
.........................
Figure 6: Bell Reach Design Plan ........ ..Plan Set
1 :
:
Figure 7: Hyatt Reach Design Plan.... ..Plan Set
Figure 8: Wood Reach Design Plan ................................................................ ..Plan Set
1 ..............
......
Figure 9: Bell Reach Shear Stress vs. Stage ................................ .........13
:
:
Figure 10: Hyatt Reach Shear Stress vs. Stage ......................... 13
Figure 11: Wood Reach Shear Stress vs. Stage ................................................... .........14
1

1 BUCK
i Brasstown Creek
I
' Brasstown Creek
Streambank Stabilization Plan
I INTRODUCTION
' Brasstown Creek is a tributary to the Hiawassee River and is listed on the North Carolina Clean
Water Act Section 303(d) list as partially supporting its designated use. According to the
Hiawassee River Basinwide Water Quality Management Plan, water quality is degraded from
' sedimentation and bacteria. Sources of sedimentation include agriculture, mining operations,
development, and silviculture. The Hiawassee River Basin as a whole has a large number of high
quality and outstanding resource water classifications and is well known for its trout fishery.
' There are eleven aquatic species listed by North Carolina as Endangered, Special Concern, or
Significantly Rare.
' The Brasstown Creek streambank stabilization project is broken into four reaches based on
stream classification, reach drainage area, and construction sequence. The project reach lengths
and drainage areas are listed in Table 1 and reach locations are shown graphically on Figures 1
through 4.
Table 1. Project Reach Lengths and Drainage Areas
Reach Name and Location Reach
Length (ft) Drainage Area
(mil)
Bell Reach 3,900 51
Bass Reach 2,700 62
Wood Reach 400 44
Gumlo Creek 300 14
Total 7,300

PROJECT OBJECTIVES
The objectives of the Brasstown Creek streambank stabilization project are to:
' 1. Improve water quality and aquatic habitat by reducing sedimentation
2. Improve stream stability
3. Improve riparian and floodplain functionality
' 4. Improve the natural aesthetics of the stream corridor.
2
? BUCK,
Brasstown Creek

1I/ I /i
Yi a fee River

m
l ?.
\- Bell Reach
1
e
?G o
Reach
Wood Reach
. \ .
Hiawassee River Watershed Coalition
Clay County
North Carolina
Figure 1
Project Location Map
1 0 1 2 Miles
2

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1

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4

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I
EXISTING CONDITION
Brasstown Creek is a gravel bed stream that flows primarily through Hiawasee agricultural land
on its way to the Hiawassee River. Unlike many of the smaller streams in the watershed, it is
' unlikely that the channel was ever moved from its original location. The source of sedimentation
in Brasstown Creek is most likely erosion from agricultural activities that do not use Best
Management Practices (BMPs), and especially unrestricted cattle access, which has left little to
no riparian buffer.
Buck Engineering quantified the current dimension, pattern and profile of the project reaches
' through a detailed survey of the stream corridor. From this information, we assessed the
departure of the stream from its natural stable form. Cross sectional surveys were taken in riffles
and pools along each project reach. The cross sections were used to determine bankfull cross
' sectional area, width/depth ratio, maximum depth, mean depth, floodprone width, and
entrenchment ratio. The longitudinal profile was measured to determine channel slopes and
feature lengths along each reach. Pebble counts were performed to quantify the channel
substrate particle distribution. The riparian vegetation was evaluated for the existing stream. A
detailed photo log showing existing channel condition was also prepared.
r Estimates of streambank erosion potential were conducted using the bank erosion hazard index
(BEHI) as described by Rosgen, 2001. An increase in bank erosion potential (higher BEHI)
equates to an increase in the lateral erosion rate (ft/yr). The erosion rate is used along with
measurements of bank height and length to calculate sediment load to the stream.
' Bell Reach
The Bell Reach of Brasstown Creek is 3,900 feet in length and has a drainage area of 51 square
miles. The project location is shown in Figure 1 and the watershed boundary is shown in Figure
2. The Rosgen stream classification. is C4/F4 with bank height ratios ranging from 1.5 to 2.1.
Because of channel incision, the floodplain is only accessible during extreme flood events. Due
to extensive agricultural practices, little to no established riparian buffer exists in some areas
along the Bell Reach. This has resulted in high bank erosion, which in turn has led to increased
sedimentation within the channel, and in some areas, to the channel becoming overly wide. The
increase in bankfull width has reduced sediment transport capacity, resulting in mid-channel bar
formations. The mid-channel bars further accelerate bank erosion, alter riffle-pool sequences,
and decrease the quality of aquatic habitat.
' BEHI scores for the Bell Reach range from very low to extreme, as shown in Table 2. Very low
BEHI scores are in areas such as station 10+00 where the left bank is bedrock. High and very
high scores are in areas with little or no vegetation along the banks. The right bank at station
30+00 has a BEHI score of very high because of high bank height ratios and a lack of vegetation.
The right bank at station 18+00 is an example of extreme BEHI score due to high vertical banks
' and no vegetation. The total estimated soil lost from the Bell Reach is 1,300 tons per year. The
average rate of erosion is 680 lb/ft/yr. A detailed summary of erosion rates is presented in
Appendix 3.
BUCK,
F. F
6 Brasstown Creek
Table 2. BEHI Range for the Bell Reach.
BEHI Result Length (ft) Percent of Total Length
Very Low 700 9.0%
Low 1,200 15.5%
Moderate 2,600 33.0%
High 1,750 22.5%
Very High 1,350 17.5%
Extreme 200 2.5%
Total 7,800 100%
I Hyatt Reach
The Hyatt Reach of Brasstown Creek is 2,700 feet in length and has a drainage area of 62 square
miles. The Rosgen stream classification is C4 with bank height ratios ranging from 1.5 to 1.7.
There is active bank erosion along most of the reach, particularly from station 0+00 to 14+50
where pasture is on both sides of the channel. Grazing in the pastures has resulted in little to no
riparian buffer. The downstream section has a more established buffer than the upstream section,
and there is less bank erosion. Some areas of the Hyatt Reach have become overly wide due to
excessive bank erosion. This has resulted in the formation of several mid-channel bars.
BEHI results for the Hyatt Reach range from very low to extreme. The majority of the BEHI
results are low to moderate. Areas of high BEHI scores are a result of high bank height ratios and
little or no riparian buffer. Areas of very high and extreme BEHI exist near station 14+00 on the
outside of a bend where the stream makes a sharp turn, and station 24+00 where there is no
buffer and banks are vertical with no vegetation. The total estimated soil lost from the Hyatt
Reach is 830 tons per year. The average rate of erosion is 876 lb/ft/yr. A detailed summary of
erosion rates is presented in Appendix 3.
¦ Table 3. BEHI Range for the Hyatt Reach.
BEHI Result Length (ft) Percent of Total Length
Very Low 300 5.5%
Low 1000 18.5%
Moderate 2300 42.5%
High 1350 25.0%
Very High 300 5.5%
Extreme 150 3.0%
Total 5400 100
? BUCK
7
Brasstown Creek
14
' Wood Reach
The Wood Reach is 400 feet in length with a drainage area of 44 square miles.
' two project reaches, the Wood Reach lacks an established riparian buffer and
becoming overly wide. A large mid channel bar has formed near station 3+00
stream classification is C4 with bank height ratios ranging from 1.4 to 1.7.
Like the other
shows signs of
. The Rosgen
BEHI scores for the Wood Reach were in the low, moderate and high ranges. BEHI results are
highest along the right bank due to a lack of an established riparian buffer. We estimate 130 tons
of soil is lost per year from the Wood Reach. The average rate of erosion is 386 lb/ft/yr. A
detailed summary of erosion rates is presented in Appendix 3.
Table 4. BEHI Range of the Woods Reach.
BEHI Length (ft) Percent of Total Length
Very Low 0 0.0%
Low 300 37.5%
Moderate 200 25%
High 300 37.5%
Very High 0 0.0%
Total 800 100%
Gumlog Creek
Gumlog Creek is a small tributary that flows into the Bell Reach of Brasstown Creek at station
34+70. A reach extending approximately 300 feet upstream of the confluence has been
previously affected by beaver dams. Water flowing along the sides of the beaver dams has
caused bank erosion. The right bank is severely eroded for approximately 75 feet along the
outside of the bend. At the confluence of Gumlog Creek and Brasstown Creek, a small bedrock
outcrop is directing the flow into the section of the Gumlog Creek right bank that separates the
two creeks, and a chute cutoff appears imminent.
Vegetation
The predominant woody and herbaceous species found in the riparian zone of the four project
' reaches include sycamore (Platanus occidentalis), black walnut (Juglans nigra), river birch
(Betula nigra), box elder (Acer negundo) tag alder (Alnus serrulata), sumac (Rhus sp.), cane
(Arundinaria gigantean), rhododendron (Rhododendron maximum) blackberry (Rubus sp.),
' poison ivy (Toxicodendron radicans), privet (Ligustrum spp.) and multiflora rose (Rosa
multiflora). The riparian zone varies in width from zero to greater than fifty feet, with pasture
and cropland extending to the top of bank in some areas along the stream.
,K
1 BUCK
8 Brasstown Creek
BANKFULL VERIFICATION

The bankfull indicators for Brasstown Creek were observed to be the back of a depositional
bench and a scour line. Bankfull cross sectional areas for the surveyed cross sections match well
with the cross sectional areas on the rural Mountain Regional Curve, indicating bankfull was
identified correctly. The bankfull cross sectional areas measured in the field are overlaid with the
Mountain Regional Curve (Harman et al, 2001) in Figure 5. The Brasstown Creek points were
not used in the power function regression equation used to create the best-fit line.
Figure 5. Brasstown Creek Bankfull Cross Sectional Area Points Overlaid with the
Mountain Regional Curve
NC Rural Mountain Regional Curve
1000

a
N

d ?
Q ? Regional Data
W 100 ¦ Bass XSEC 14+50
X Bass XSEC 4+25
X ? Bell XSEC 17+67
+ Bell XSEC 20+75

ods XSEC 0+80
W(
W -
M Valley River Gage
7
10
1 10 100 1000
Y = 21.61 X0'68 Drainage Area (Sq. mi)
R2 = 0.89
Bankfull indicators were further verified by surveying the Valley River gage station at Tomotla
(USGS gage number 03550000). The bankfull cross sectional area for the Valley River gage was
close to the regression line for the mountain regional curve and is also shown in Figure 5.
NATURAL CHANNEL DESIGN
1 General Description
Restoration efforts along Brasstown Creek will primarily involve the use of in-stream structures
1 for stabilizing eroding banks. In addition, riparian buffers will be established. In-stream
structures such as cross vanes, J-hook vanes, double wing deflectors, root wads and boulder
clusters will be used in conjunction with bankfull benches.
1 BUCK
f
9 Brasstown Creek
1
The majority of Brasstown Creek is in Stages IV and V of the Simon Channel Evolution Model.
' The stream has incised to bedrock and is now in the process of widening, forming bars and
eroding the streambanks. In-stream structures will help establish benches near the toe of the
banks, protecting the banks from erosion and developing a new floodplain at a lower elevation.
The structures will also establish a narrow, stable thalweg, which will prevent mid-channel bars
' from forming.
' Cross vanes and J-hook vanes will direct flow away from the banks, which will reduce near bank
shear stress, center the channel thalweg, and create scour pools. The following photographs show
a cross vane at low flow and at inner berm flow.
I
I

i

Double wing deflectors center the channel thalweg, narrow the low flow channel and provide
some bank protection. A double wing deflector is shown below on the left. On the right is the
same structure at a higher flow.
Double Wing Deflector (30 mt Drainage Area) Same Double Wing at Higher Flow
1 BUCK.
10
Brasstown Creek

l.ross vane pu mi tirainage Area)
Same Cross Vane at Higher Flow
I
I
J
I
Root wads provide bank protection, create isolated scour pools and enhance habitat. The
primary function of boulder clusters is to enhance aquatic habitat. Bankfull benches provide a
floodplain, which will allow the stream to dissipate energy at high flow. Planting of riparian
vegetation along the bankfull benches will increase root mass and enhance bank stability. Areas
of actively eroding banks will be graded and stabilized using a combination of erosion matting
and bioengineering practices, such as live staking, transplants, bare root planting, fascines, and
brush mattresses. Together, these measures will act to stabilize the banks as well as improve
aquatic habitat and fisheries.
Bell Reach
d
I

Figure 6 shows the proposed design for the Bell Reach. Several J-hooks will be constructed in
the Bell Reach. In areas such as station 4+00 and 32+00 where the thalweg of the channel is
close to the bank, J-hook vanes will be placed to move the thalweg away from the bank, resulting
in reduced near bank stress and bank erosion. Double wing deflectors are planned at stations
6+70, 29+60 and 35+20. A single wing deflector is proposed at station 21+50 to move the
thalweg away from the right bank and prevent a bar from forming in the center of the channel. A
W weir is planned 75 feet upstream of the Pine Log Road bridge at station 25+20. The W weir
will split the thalweg of the channel to prevent scour at the base of the piers. The bridge at Pine
Log road is to be replaced before the year 2008. Although the W weir will have little effect on
the current bridge, it will benefit the new bridge assuming it will include a center pier. A rock
vane will be placed just downstream of the bridge on the left bank to reduce bank erosion.
Bankfull benches will be excavated in areas where bank height ratios are greater than 1.5 and no
established buffer exists. In these areas, mature trees will remain in place and smaller trees may
be transplanted. Root wads will be installed throughout the reach.
Hyatt Reach
Figure 7 shows the proposed design for the Hyatt Reach. Two cross vanes will be installed in
the Hyatt Reach at stations 2+90 and 11+80. These cross vanes are designed to stabilize eroding
streambanks and center the thalweg of the channel to prevent mid channel bars from forming and
to narrow the low flow channel. The double wing deflector at station 7+50 will narrow the low
flow channel and keep the thalweg in the center of the channel. J-hook vanes will be placed at
stations 0+70, 5+50, and 13+40. A large log debris jam at station 22+40 will be removed. Any
area of the channel that is disturbed as the debris is removed will be properly stabilized. Root
wads are planned throughout the reach. Due to the presence of vegetation along both sides of the
channel, bankfull benches will not be constructed along the Hyatt Reach.
Wood Reach
' Figure 8 shows the proposed design of the Wood Reach. A J-hook vane will be placed at station
0+85 to stabilize eroding banks on the left side of the channel. A double wing deflector will be
placed at station 1+40 to narrow the low flow channel. A large mid channel bar that has formed
' at station 3+00. will be excavated and a cross vane will be constructed. The cross vane will
stabilize the severely eroding right bank as well as prevent the mid channel bar from re-forming
in the channel. A J-hook vane will be placed downstream of the cross vane at station 3+90 on
' the left bank to stabilize eroding banks and protect existing trees along the bank. A bankfull
bench is proposed on the left bank for the entire length of the reach.
BUCK
11 Brasstown Creek
Gumlog Creek
' The areas of Gumlog Creek with active bank erosion will be stabilized by using root wads and
sloping and matting the banks. Root wads will be placed along the outside of the bend in the
upstream section of the reach. In the area of the confluence with Brasstown Creek, a cross vane
' will be constructed at the bedrock outcrop to protect the banks from erosion and to center the
thalweg of the channel.
SEDIMENT TRANSPORT AND SHEAR STRESS
The primary goal of this project is to improve bank stability. Overall, the bankfull dimension,
pattern, and profile of Brasstown Creek are stable. Local instability is present where there are
high banks with sparse vegetation. We did not perform sediment transport competency and
capacity analyses because the design does not change pattern or profile. The bankfull cross
sectional area, width and depth will change only in areas where in-stream structures and bankfull
benches are placed.
Cross vanes and double wing deflectors will improve the competency and capacity of the stream
at low flow and encourage deposition along the bank toe rather than the center of the channel.
However, the overall sediment transport capacity and competency of Brasstown Creek, which we
judge to be adequate for its sediment load, will not change.
Shear stress is defined as: (unit weight of water) x (hydraulic radius) x (channel slope).
Bankfull benches will be installed in areas with high streambanks and sparse vegetation. The
addition of benches will decrease the hydraulic radius of the cross section, thereby decreasing
shear stress on the banks at bankfull stage and above. Figures 9, 10 and 11 below show the shear
stress comparison graphically.
BUCK
12
Brasstown Creek
i
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t
i
Figure 9. Bell Reach Shear Stress vs. Stage
Bell Reach
Shear Stress vs Stage
0.s
0.8 -- - -
Bankfull Stage
0.7 -- - - -- - - - -- -
CO)
Q 0.6 ----- -- - -- - - - - -- - - --- -
Cn
N 0.5 ---- -- - --- - - ---- - ---- ---
(D 0.4 - - - -
L-
a) 0.3 --- --- - ---------
t
0 2 -With Bench
- Existing
0.1 - 0-
0 1 2 3 4 5 6 7 8 9 10
Stage (ft)
Figure 10. Hyatt Reach Shear Stress vs. Stage
Hyatt Reach
Shear Stress vs Stage
0
.9
0
.8
Bankfull Stage

0
6
C -
.
L
%
0
5 - --- --
. - - - --
L
0
4
--- - -- -
.
N ------ --- - -- _.._.._. ----
L
0
3
. With Bench
N 0.2 - Existing
0.1 -- -- --- --- --- --
I ?
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0
0 1 2 3 4 5 6 7 8 9
Stage (ft)
BUCK
13
Brasstown Creek

Figure 11. Wood Reach Shear Stress vs. Stage
I

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Wood Reach
Shear Stress vs Stage
0
4-
.
35
0 -
. - --- - -- ---- - --- ---- -
0
3- -----
-- ---
- - ----
Q.
CL . -
-
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25 -------

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0
2 - -- -
. -- - ------- ----
U)
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15
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0
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. - -
0

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Stage (ft)
1 BUCK
?t.
14
Brasstown Creek
I
CONSTRUCTION

I

1

Sediment and Erosion Control
All appropriate erosion and sediment control practices should be installed, including but not
limited to the following:
• A temporary gravel construction entrance should be installed in accordance with practice
6.06.
• Silt fence (Practice 6.62) should be installed around all stockpiles.
• Install temporary stream crossings (Practice 6.70) as needed. Crossings should make use
of filter fabric, boulders, and class A stone.
Design specifications for each practice can be found in the North Carolina Erosion and Sediment
Control Planning and Design Manual and in Appendix 4. The practice number is included for
each practice listed.
Construction Materials and Estimates
The estimate of construction materials is provided in Table 5.
Table 5: Construction Materials Estimate

Item Quantity
Bell Quantity
Hatt Quantity
Woods Quantity
Total
Units
Description
Silt Fence 00 00 00 1000 LF See Appendix
Gravel 5 5 5 75 TONS 2-3 inch washed stone
Class A Stone 0 0 0 180 TONS 2" to 6"
Root Wads 100 0 0 170 See Details
Boulders ,400 1,350 50 4,500 TONS 6ft X 4ft X aft
Filter Fabric 1 1 1 3 ROLLS For practice 6.06
Erosion Mat 5 5 65 ROLLS C125BN
Rye rain 100 100 0 250 LBS Apply at 130 Ibs/ac
Fertilizer 20 20 160 800 LBS Apply at 435 Ibs/ac
Mulch 100 100 50 250 BALES Apply at 130bales/ac
The following equipment will be required to efficiently construct the project:
• 2 track hoes, at least one with a hydraulic thumb
• Track loaders
• Dump trucks for hauling stone and other materials
• Chain saws
• All other equipment and materials necessary to complete the job as described in this
report.
BUCKS
15
Brasstown Creek

REFERENCES
Harman, W.A., D.E. Wise, M.A. Walker, R. Morris, M.A. Cantrell, M. Clemmons, G.D.
Jennings, D. Clinton, and J. Patterson, 2000. Bankfull Regional Curves for North Carolina
Mountain Streams. AWRA Proceedings: Water Resources in Extreme Environments.
Edited By D. L. Kane. May 1-3,2000. Pp185-190.
North Carolina Division of Water Quality. 1997. Hiwassee River Basinwide Water Quality
Management Plan. North Carolina Department of Environment, Health, and Natural
Resources, Raleigh, NC.
Rosgen, D.L. 1994. A classification of natural rivers. Catena 22:169-199.
Rosgen, D.L., 1996. Applied River Morphology. Wildland Hydrology Books, Pagosa Springs,
Colo.
BUCK
16 Brasstown Creek
APPENDIX 1
' EXISTING VERSUS DESIGN CROSS SECTIONS
LONGITUDINAL PROFILES

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APPENDIX 2
BANK EROSION HAZARD INDEX

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APPENDIX 3
I EROSION AND SEDIMENT CONTROL SPECIFICATIONS

1

F?,'

Practice Standards and Specifications
' 6.06 • • • •
l Definition A graveled area or pad located at points where vehicles enter and leave a con-
struction site.
t Purpose To provide a buffer area where vehicles can drop their mud and sediment to
avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust.
' Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
Practice Applies public road or other paved off-site area. Construction plans should limit traffic
to properly constructed entrances.
' Design Criteria Aggregate Size-Use 2-3 inch washed stone.
Dimensions of gravel pad-
Thickness: 6 inches minimum
Width: 12-ft minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length: 50-ft minimum
i Location-Locate construction entrances and exists to limit sediment from
leaving the site and to provide for maximum utility by all construction vehicles
' (Figure 6.06a). Avoid steep grades and entrances at curves in public roads.

2-3 "
coarse aggregate
I Figure 6.06a Gravel entrance/exit keeps sediment from leaving the construction site (modified from Va SWCC).

6.06.1

7

r
13
Washing-If conditions at the site are such that most of the mud and sediment
are not removed by vehicles traveling over the gravel, the tires should be
washed. Washing should be done on an area stabilized with crushed stone that
drains into a sediment trap or other suitable disposal area. A wash rack may also
be used to make washing more convenient and effective.
Construction 1. Clear the entrance and exit area of all vegetation, roots, and other objec-
Specifieations tionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans, and
smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from leav-
ing the construction site. This may require periodic topdressing with 2-inch
stone. After each rainfall, inspect any structure used to trap sediment and clean
it out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked onto public roadways.
References Runoff Conveyance Measures
6.30, Grass-lined Channels
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
6.06.2
Practice Standards and Specifications

6.62
!?M
Definition A temporary sediment barrier consisting of filter fabric buried at the bottom,
stretched, and supported by posts.
Purpose To retain sediment from small disturbed areas by reducing the velocity of sheet
flows to allow sediment deposition.

J
Conditions Where Below small disturbed areas less than 1/4 acre per 100 ft of fence.
Practice Applies
Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not install sediment fences across streams, ditches, or waterways.
Planning A sediment fence is a permeable barrier that should be planned as a system to
Considerations retain sediment on the construction site. The fence retains sediment primarily
by retarding flow and promoting deposition. In operation, generally the fence
becomes clogged with fine particles, which reduce flow rate. This causes a pond
to develop more quickly behind the fence. The designer should anticipate pond-
ing and provide sufficient storage areas and overflow outlets to prevent flows
from overtopping the fence. S ince sediment fences are not designed to withstand
high heads, locate them so that only shallow pools can form. Tie the ends of a
sediment fence into the landscape to prevent flow around the end of the fence
before the pool reaches design level. Provide stabilized outlets to protect the
fence system and release stormflows that exceed the design storm.
Deposition occurs as the storage pool forms behind the fence. The designer can
direct flows to specified deposition areas through appropriate positioning of the
fence or by providing an excavated area behind the fence. Plan deposition areas
at accessible points to promote routine cleanout and maintenance. Show deposi-
tion areas in the erosion and sedimentation control plan. A sediment fence acts
as a diversion if placed slightly off the contour. This may be used by the design-
er to control shallow, uniform flows from small disturbed areas and to deliver
sediment-laden water to deposition areas.
Sediment fences serve no function along ridges or near drainage divides where
there is little movement of water. Confining or diverting runoff unnecessarily
with a sediment fence may create erosion and sedimentation problems that
would not otherwise occur.
Design Criteria Ensure that the drainage area is no greater than 1/4 acre per 100 ft of fence.
Make the fence stable for the 10-yr peak storm runoff.

1
Where all runoff is to be stored behind the fence, ensure that the maximum slope
length behind a sediment fence does not exceed the specifications shown in
Table 6.62x.
6.62.1

13
Table 6.62a
Maximum Slope Length and
Slope for which Sediment
Fence Is Applicable
t
6.62.2
Construction MATERIALS
Specifications 1. Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yam, which is certified by the manufacturer or sup-
plier as conforming to the requirements shown in Table 6.62b.
Ensure that the depth of impounded water does not exceed 1.5 ft at any point
along the fence.
If noncrosive outlets are provided, slope length may be increased beyond that
shown in Table 6.62a, but runoff from the area should be determined and by-
pass capacity and erosion potential along the fence must be checked. The
velocity of the flow at the outlet or along the fence should be in keeping with
Table 8.05d, Appendix 8.05.
Slope Slope Length (ft)
<2% 100
2 to 5% 75
5 to 10% 50
10 to 20% 25
>20% 15
Provide a riprap splash pad or other outlet protection device for any point where
flow may overtop the sediment fence, such as natural depressions or swales. En-
sure that the maximum height of the fence at a protected, reinforced outlet does
not exceed 1 It and that support post spacing does not exceed 4 ft.
The design life of a synthetic sediment fence should be 6 months. Burlap is only
acceptable for periods up to 60 days.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 120° F.
2. Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch
diameter oak, or 1.33 lb/linear ft steel with a minimum length of 4 ft. Make sure
that steel posts have projections to facilitate fastening the fabric.
Table 6.62b
Specifications For
Sediment Fence Fabric
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Physical Property
Filtering Efficiency
Tensile Strength at
20% (max.) Elongation
Requirements
85% (min)
Standard Strength-
30 Ib/lin in (min)
Extra Strength-
50 Ib/lin in (min)
0.3 gal/sq ft/min (min)
Slurry Flow Rate
Practice Standards and Specifications

CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength synthetic
filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 18 inches above
the ground surface. (Higher fences may impound volumes of water sufficient to
cause failure of the structure.)

3. Construct the filter fabric from a continuous roll cut to the length of the bar-
rier to avoid joints. When joints are necessary, securely fasten the filter cloth
only at a support post with overlap to the next post.
4. Support standard strength filter fabric by wire mesh fastened securely to the
upslope side of the posts using heavy duty wire staples at least t inch long, or
tie wires. Extend the wire mesh support to the bottom of the trench.
5. When a wire mesh support fence is used, space posts a maximum of 8 ft apart.
Support posts should be driven securely into the ground to a minimum of 18 in-
ches.
6. Extra strength filter fabric with 6-ft post spacing does not require wire mesh
support fence. Staple or wire the filter fabric directly to posts.
7. Excavate a trench approximately 4 inches wide and 8 inches deep along the
proposed line of posts and upslope from the barrier (Figure 6.62a).
8. Backfill the trench with compacted soil or gravel placed over the filter fabric.
9. Do not attach filter fabric to existing trees.
Maintenance Inspect sediment fences at least once a week and after each rainfall. Make any
required repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become in-
effective, replace it promptly. Replace burlap every 60 days.
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 undermin-
ing the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize it after the contributing drainage area has been properly
stabilized.
6.62.3
i
i
?I
Figure 6.62a Installation detail of a sediment
fence.
Backfill min 8"
thick layer of gravel
A
8
Filter fabric
F- 14" -- N
Extension of fabric and wire
into the trench
ltz_ Filter fabric
i
i
wire
811
References RunoffCoun•ol Measures
6.20, Temporary Diversions
Outlet Protection
6.4 1, Outlet Stabilizafion Structure
Sediment Traps and Barriers
6.60, Temporary Sediment Trap
6.61, Sediment Basin
Appendix
8.03, Estimating Runoff
6.62.4
Compacted fill
Practice Standards and Specifications
t 6.70 - •-. - -•
' T Definition Abridge, ford, or temporary structure installed across a stream or watercourse
for short-term use by construction vehicles or heavy equipment.

I

I

I

Purpose To provide a means for construction vehicles to cross streams or watercourses
without moving sediment into streams, damaging the streambed or channel, or
causing flooding.
Conditions Where Where heavy equipment must be moved from one side of a stream channel to
Practice Applies another, or where light-duty construction vehicles must cross the stream chan-
nel frequently for a short period of time.
Planning Careful planning can minimize the need for stream crossings. Try to avoid cross-
Considerations ing streams. Whenever possible, complete the development separately on each
side and leave a natural buffer zone along the stream. Temporary stream cross-
ings are a direct source of water pollution; they may create flooding and safety
hazards; they can be expensive to construct; and they cause costly construction
delays if washed out.
Select locations for stream crossings where erosion potential is low. Evaluate
stream channel conditions, overflow areas, and surface runoff control at the site
before choosing the type of crossing. When practical, locate and design tem-
porary stream crossings to serve as permanent crossings to keep stream distur-
bance to a minimum.
Plan stream crossings in advance of need and, when possible, construct them
during dry periods to minimize stream disturbance and reduce cost. Ensure that
all necessary materials and equipment are on-site before any work is begun.
Complete construction in an expedient manner and stabilize the area immediate-
ly.
When construction requires dewatering of the site, construct a bypass channel
before undertaking other work. If stream velocity exceeds that allowed for the
in-place soil material, stabilize the bypass channel with riprap or other suitable
material. After the bypass is completed and stable, the stream may be diverted
(Practice 6.15, Riprap).
Unlike permanent stream crossings, temporary stream crossings may be allowed
to overtop during peak storm periods. However, the structure and approaches
should remain stable. Keep any fill needed in flood plains to a minimum to
prevent upstream flooding and reduce erosion potential. Use riprap to protect
locations subject to erosion from overflow.
Where appropriate, install in-stream sediment traps immediately below stream
crossings to reduce downstream sedimentation. When used, excavate the basin
a minimum of 2 ft below the stream bottom and approximately two times the
cross-sectional flow area of the existing channel. Ensure that the now velocity
through the basin does not exceed the allowable flow velocity for the in-place
soil material; otherwise, the basin should not be excavated. In locations where
6.70.1

trees or other vegetation must be removed, the sediment trap may be more
damaging to the stream than if it were not installed.
Stream crossings are of three general types: bridges, culverts and fords. Con-
sider which method best suits the specific site conditions.
Bridges-Where available materials and designs are adequate to bear the ex-
pected loadings, bridges are preferred for temporary stream crossing.

Bridges usually cause the least disturbance to the stream bed, banks, and sur-
rounding area. They provide the least obstruction to flow and fish migration.
They generally require little maintenance, can be designed to fit most site con-
ditions, and can be easily removed and materials salvaged. However, bridges
are generally the most expensive to design and construct. Further, they may offer
the greatest safety hazard if not adequately designed, installed, and maintained,
and if washed out, they cause a longer construction delay and are more costly
to repair.
In steep watersheds it is recommended to tie a cable or chain to one corner of
the bridge frame with the other end secured to a large tree or other substantial
object. This will prevent flood flows from carrying the bridge downstream
where it may cause damage to other property.
Culvert crossings-Culverts are the most common stream crossings. In many
cases, they are the least costly to install, can safely support heavy loads, and are
adaptable to most site conditions. Construction materials are readily available
and can be salvaged. However, the installation and removal of culverts causes
considerable disturbance to the stream and surrounding area. Culverts also offer
the greatest obstruction to flood flows and are subject, therefore, to blockage
and washout.
Fords-Fords made of stabilizing material such as rock are often used in steep
areas subject to flash flooding, where normal flow is shallow (less than 3 inches
deep) or intermittent. Fords should only be used where crossings'are infrequent.
Fords are especially adapted for crossing wide, shallow watercourses (Figure
6.70a).
When properly installed, fords offer little or no obstruction to flow, can safely
handle heavy loadings, are relatively easy to install and maintain, and, in most
cases, may be left in place at the end of the construction.
Problems associated with fords include the following. (1) Approach sections are
subject to erosion. Generally do not use fords where bank height exceeds 5 ft.
(2) Excavation for the installation of the riprap-gravel bottom and filter material
causes major stream disturbance. In some cases, fords may be adequately con-
structed by shallow filling without excavation. (3) The stabilizing material is
subject to washing out during storm flows and may require replacement. (4)
Mud and other contaminants are brought directly into the stream on vehicles
unless crossings are limited to no flow conditions.
6.70.2

Practice Standards and Specifications
5' max
bank height 4 .. `Stream channel

f 4N'?. JIB n? ?°?
'iwJ? 4 ?? ' ?,
t?
Stone over
filter cloth
Surface flow
diversion
Original streambank
Stone Temporary access
Filter cloth
Figure 6.70a A well constructed ford offers little obstruction to flow while safely handling heavy loadings.
Design Criteria In addition to erosion and sedimentation control, structural stability, utility, and
safety must also be taken into consideration when designing temporary stream
crossings. Bridge designs, in particular, should be undertaken by a qualified en-
gineer.
• The anticipated life of a temporary stream crossing structure is usually
considered to be 1 year or less. Remove the structure immediately after it
is no longer needed.
• As a minimum, design the structure to pass bankfull flow or peak flow,
whichever is less, from a 2-yr peak storm, without over topping. Ensure
that no erosion will result from the 10-yr peak storm.
• Ensure that design flow velocity at the outlet of the crossing structure is
nonerosive for the receiving stream channel (References: Outlet Protec-
tion).
• Consider overflow for storms larger than the design storm and provide a
protected overflow area.
6.70.3
/ Surface flow
?- u diversion
Stone approach section
5:1 max, slope on road
1 v
1
• Design erosion control practices associated with the stream crossing to
' control erosion from surface runoff at the crossing and during a 10-yr peak
storm runoff.
Construction 1. Keep clearing and excavation of the stream banks and bed and approach sec-
Specifications tions to a minimum.
2. Divert all surface water from the constriction site onto undisturbed areas ad-
joining the stream. Line unstable stream banks with riprap or otherwise ap-
propriately stabilize them.
3. Keep stream crossings at right angles to the stream flow. This is particular-
ly important when culverts are used.
4. Align road approaches with the center line of the crossing for a minimum
distance of 30 ft. Raise bridge abutments and culvert fills a minimum of 1 ft
above the adjoining approach sections to prevent erosion from surface runoff
and to allow flood flows to pass around the structure.
5. Stabilize all disturbed areas subject to flowing water, including planned over-
flow areas, with riprap or other suitable means if design velocity exceeds the al-
lowable for the in-place soil (Table 8.05a, Appendix 8.05).
6. Ensure that bypass channels necessary to dewater the crossing site are stable
before diverting the stream. Upon completion of the crossing, fill, compact, and
' stabilize the bypass channel appropriately.
7. Remove temporary stream crossings immediately when they are no longer
' needed. Restore the stream channel to its original cross-section, and smooth and
appropriately stabilize all disturbed areas.
' 8. Leave in-stream sediment traps in place to continue capturing sediment.
Maintenance inspect temporary stream crossings after runoff-producing rains to check for
' blockage in channel, erosion of abutments, channel scour, riprap displacement,
or piping. Make all repairs immediately to prevent further damage to the instal-
lation.
t
References Surface Stabilization
6.11, Permanent Seeding
6.15, Riprap

Runoff Control Measures
6.20, Temporary Diversions
Outlet Protection
6.41, Outlet Stabilization Structure
1 6.70.4
Effective 1/1/2000
NOF"
AAMEFUCAN
GREEN

The coconut fiber channel lining shall be a machine-produced 100% biodegradable mat
with a 100% coconut fiber matrix.
The blanket shall be of consistent thickness with the coconut fiber evenly distributed
over the entire area of the mat. The blanket shall be covered on the top and bottom sides
with 100% biodegradable woven, natural, organic fiber netting. The netting shall consist
of machine directional strands formed from two intertwined yarns with cross
directional strands interwoven through the twisted machine strands (commonly
referred to as a Leno weave) to form an approximate 0.50 x 1.00 inch (1.27 x 2.54 cm)
mesh. The blanket shall be sewn together on 1.50 inch (3.81 cm) centers (50 stitches per
roll width) with biodegradable thread.
The blanket shall be manufactured with a colored line or thread stitched along both
outer edges (approximately 2-5 inches [5-12.5 cm] from the edge) to ensure proper
material overlapping.

1

The coconut fiber channel lining shall be C125 BN as manufactured by North American
Green, or equivalent. The coconut fiber channel lining shall have the following
properties:
Material Content
Matrix 100% coconut fiber
(0.50 lb/yd2) (0.27 kg/m2)
Netting Both sides, Leno woven 100% biodegradable organic jute fiber
(9.30 lbs/1,000 ft2 [4.50 kg/100 mZ] approximate weight)
Thread Biodegradable
Physical Specifications (per roll)
En lg ish Metric
Width 6.67 ft +5% 2.03 m
Length 108.00 ft +5% 32.92 m
Weight 53.50 lbs +10% 28.80 kg
Area 80 yd2 66.89 mZ
Stitch Spacing 1.50 inches 3.81 cm

APPENDIX 4
PHOTO LOG

' Permanent Seeding Specifications
' Permanent seeding will be used in combination with woody plantings for riparian areas along the
restored reaches. Permanent seeding will occur in conjunction with temporary seeding where
' applicable. This mixture will also be used in any terrestrial (areas not inundated) riparian area
that has been disturbed by construction and/or is designated for wetland and/or riparian
enhancement. This mixture shall be planted in the fall in combination with woody plant
' installations. Seeding should be done evenly over the area using a mechanical or hand seeder. A
drag should be used to cover the seed with no more than 1/2 inch of soils. Where a drag cannot
safely be utilized, the seed should be covered by hand raking.
Seedbed Preparation
On sites where equipment can be operated safely, the seedbed shall be adequately loosened.
Discing may be needed in areas where soil is compacted. Steep banks may require roughening,
' either by hand scarifying or by equipment, depending on site conditions. If seeding is done
immediately following construction, seedbed preparation may not be required except on
compacted, polished or freshly cut areas. If permanent seeding is performed in conjunction with
' temporary seeding, seedbed preparation only needs to be executed once.

Fertilizing/Liming
' Areas fertilized for temporary seeding shall be sufficiently fertilized for permanent seeding;
additional fertilizer is not required for permanent seeding.

Seeding
' A riparian seed mix at the rate of 1/a lb per 1,000 sq ft or 10 lbs per acre shall be used for seeding.
The following table lists herbaceous, permanent seed mixture labeled "riparian seed mix."
Species listed below are subject to availability and cost.

Common Name ' Scientific Name %
Soft Rush Juncus effusus 20
Deertongue Panicum clandestinum 20
Switch grass Panicum vir atum 10
Ironweed Vernonia noveboracensis 10
Ho Sedge Carex lupilina 10
Fox Sedge Carex vulpinoidea 10
Joe Pye Weed Eupatorium fistulosum 10

I WOODY VEGETATION PLANTINGS
I SCOPE
' Woody vegetation, including live stakes, transplants, and bare root vegetation shall be used in all
areas designated as "Floodplain Restoration Area". The work covered in this section consists of
furnishing, installing, maintaining, and replacing vegetation as shown in the plans or in locations
' as directed by Engineer/Project Manager.
I LIVE STAKING
' Live stake materials should be dormant and gathered locally or purchased from a reputable
commercial supplier. Stakes should be 1/a to 2 inches in diameter, 2 to 3 feet in length, and living
based on the presence of young buds and green bark. Stakes shall be angled on the bottom and
' cut flush on the top with buds oriented upwards. All side branches shall be cleanly trimmed so
the cutting is one single stem. Stakes should be kept cool and moist to improve survival and to
maintain dormancy.
' Live staking plant material shall consist of a random assortment of materials selected from the
following:
Silky Dogwood (Comus amomum)
Black Willow (Salix nigra)
' Silky Willow (Salix sericea)
Elderberry (Sambucus canadensis)
' Other species may be substituted upon approval of Engineer/Project Manager.
Planting shall take place in the early. Stakes should be installed randomly 2 to 3 feet apart using
' triangular spacing or at a density of 160 to 360 stakes per 1,000 sq ft along the stream banks
above bankfull elevation. Site variations may require slightly different spacing. Stakes shall be
driven into the ground using a rubber hammer or by creating a hole and slipping the stake into it.
t The stakes should be tamped in at a right angle to the slope with 4/5 of the stake installed below
the ground surface. At least two buds (lateral and/or terminal) shall remain above the ground
surface. The soils shall be firmly packed around the hole after installations. Split stakes shall
' not be installed. Stakes that split during installations shall be replaced.
' BARE ROOT VEGETATION
' Bare root vegetation to be planted along both sides of the new channel stream banks above
bankfull elevation and in the floodplain restoration area shall consist of a random assortment of
shrub and tree species including, but not limited to the following:
1

Common Name Scientific Name
Sycamore Platanus occidentalis
Silverbell Halesia carolinana
Persimmon Dios ros vir iniana
Black um N ssa s lvatica
Witch-hazel Hamamelis vir iniana
S icebush Lindera benzoin
Tag alder Alnus serrulata
Hornbeam Ca inus caroliniana
Beaked Hazel-nut Corylus cornuta
Planting shall take place in the fall. Listed species are subject to availability and cost.
Immediately following delivery to the project site, all plants with bare roots, if not promptly
planted, shall be heeled-in in constantly moist soil or sawdust in an acceptable manner
corresponding to generally accepted horticultural practices.
' While plants with bare roots are being transported to and from heeling-in beds, or are being
distributed in planting beds, or are awaiting planting after distribution, the contractor shall
' protect the plants from drying out by means of wet canvas, burlap, or straw, or by other means
acceptable to Engineer/Project Manager and appropriate to weather conditions and the length. of
time the roots will remain out of the ground.
' Soil in the area of shrub and tree plantings shall be loosened to a depth of at least 5 inches. This
is necessary only on compacted soil. Bare root vegetation may be planted in holes made by a
' mattock, dibble, planting bar, or other means approved by Engineer/Project Manager. Rootstock
shall be planted in a vertical position with the root collar approximately '/2 inch below the soil
surface. The planting trench or hole shall be deep and wide enough to permit the roots to spread
' out and down without J-rooting. The plant stem shall remain upright. Soil shall be replaced
around the transplanted vegetation and tamped around the shrub or tree firmly to eliminate air
pockets.
The following spacing guidelines of rooted shrubs and trees are provided in the following table.
I
I
Type Spacing #,Per 1,000 s ft
Shrubs (<10 ft tall) 3 to 6 ft 25 to 110
Shrubs and trees (10-25 ft) 6 to 8 ft 15 to 25
Trees (>25 ft tall) 8 to 15 ft 4 to 15
I

(A) Bell Station 0+00 - Downstream View
(C) Bell Station 10+00 -Downstream View
(E) Bell Station 13+00 - Left Bank
(B) Bell Station 5+50 - Left Bank
(D) Bell Station 12+00 - Upstream View
(H) Bell Station 17+85 - Confluence with
Winchester Creek
(1) Bell Station 28+00 - Downstream View
(K) Bell Station 35+50 - Downstream View
(J) Bell
32+00 - Upstream View
(M) Hyatt Station 0+00 - Downstream View
(O) Hyatt Station 3+00 - Right Bank
(Q) Hyatt Station 10+00 -Downstream View
(N) Hyatt Station 1+50 - Downstream View
(P) Hyatt Station 6+50 - Downstream View
(R) Hyatt Station 10+80 - Downstream View
(S) Hyatt Station 13+50 - Downstream View
(U) Hyatt Station 15+00 - Right Bank (V) Hyatt Station 16+00 - Downstream View
(W) Hyatt Station 16+50 - Downstream View (X) Hyatt Station 20+50 - Left Bank
(T) Hyatt Station 14+50 - Right Bank
(Y) Hyatt Station 21+50 - Left Bank
(AA) Wood Station 0+50 - Downstream View
(CC) Wood Station 3+80 - Downstream View
(Z) Hyatt Station 22+00 - Downstream View
(BB) Wood Station 2+50 - Downstream View
APPENDIX 5
PLANTING SPECIFICATIONS

Shrub and Tree Transplants
' Shrub and trees less than 3 inches in diameter shall be salvaged onsite in areas designated for
construction, access areas, and other sites that will necessarily be disturbed. Vegetation to be
transplanted will be identified by the Engineer/ Project Manager personnel. Transplanted
' vegetation shall carefully be excavated with root balls and surrounding soil remaining intact.
Care shall be given not to rip limbs or bark from the shrub and tree transplants. Vegetation
should be transplanted immediately, if possible. Otherwise, transplanted vegetation shall be
' carefully transported to designated stockpile areas and heeled-in in constantly moist soil or
sawdust in an acceptable manner appropriate to weather or seasonal conditions. The solidity of
the plants shall be carefully preserved.
Installation of shrub and tree transplants shall be located in designated areas along the stream
bank above bankfull elevation or in floodplain restoration areas as directed by Engineer/Project
' Manager. Soil in the area of vegetation transplants shall be loosened to a depth of at least 1 foot.
This is only necessary on compacted soil. Transplants shall be replanted to the same depth as
they were originally growing. The planting trench or hole shall be deep and wide enough to
' permit the roots to spread out and down without J-rooting. The plant stem shall remain upright.
Soil shall be replaced around the transplanted vegetation and tamped around the shrub or tree
firmly to eliminate air pockets.

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