20031488 Ver 1_COMPLETE FILE_20031125

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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
December 4, 2003
DWQ# 03-1488
Haywood County
Mr. John M. Queen, III
Pink Fields LLC, c/o John Queen Farms
114 Highland Road
Waynesville, NC, 28786
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Queen:
You have our approval, in accordance with the attached conditions, to stabilize 2,700 linear feet of Raccoon Creek
using natural channel design methodologies, as described in your application received by the Division of Water Quality on
November 25, 2003. After reviewing your application, we have determined that this fill is covered by General Water Quality
Certification Number 3399 which can be downloaded from our web site at http://h2o.enr.state.nc.us. This Certification
allows you to use Nationwide Permit Number 27 when issued by the U.S.. Army Corps of Engineers. 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 Control, Non-Discharge and Water Supply Watershed regulations. You should send an application to the
Division of Land Resources for their review of your project under dam safety rules as well as erosion and sediment control.
Also this approval will expire when the accompanying 404 permit expires unless otherwise specified in the General
Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification and the additional conditions listed below:
1. Equipment used in the streams shall be in good working order and be free of oil leaks and drips. Equipment
shall be checked daily for leaks and drips;
2. Dredged material shall be disposed of in uplands;
3. Erosion and sediment control practices must be in full compliance with all specifications governing the proper
design, installation and operation and maintenance of such Best Management Practices in order to protect
surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed, operated, and
maintained in accordance with the most recent version of the North Carolina Sediment and Erosion. Control
Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control measures must be
such that they equal, or exceed, the requirements specified in the most recent version of the North Carolina
Sediment and Erosion Control Manual. The devices shall.be maintained on all construction sites, borrow
sites, and waste pile (spoil) projects, including contractor-owned or leased borrow pits associated with the
project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed, operated, and
maintained in accordance with the most recent version of the North Carolina Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in accordance with the
requirements of the Sedimentation Pollution Control Act;
5UDI=
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands)
Customer Service #: 1-877-623-6748
Mr. John M. Queen, III
Page 2 of 2
December 4, 2003
4. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the footprint of
the impacts depicted in the Pre-construction Notice Application. All construction activities, including the design,
installation, operation, and maintenance of sediment and erosion control Best Management Practices, shall be
performed so that no violations of state water quality standards, statutes, or rules occur;
5. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum extent
practicable. If placement of sediment and erosion control devices in wetlands and waters is unavoidable, they
shall be removed and the natural grade restored within six months of the date that the Division of Land Resources
has released the project;
6. If in the future you propose to utilize the work approved herein as stream mitigation for another project, you will
need to submit an application for 401 Certification along with the applicable fee;
7. You are required to return the attached Certification of Completion form to notify DWQ when all work included in
the 401 Certification has been completed.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have
any questions, please telephone Kevin Barnett in our Asheville Regional Office at 828-251-6208 or Cyndi Karoly in Raleigh
at 919-733-1786.
Sincerely,
Alan W. Klimek, P.E.
AW K/cbk
Attachments
cc: Corps of Engineers Asheville Regulatory Field Office
Asheville DWQ Regional Office
Central Files
File Copy
Dave Penrose
Leslie Smathers, 589 Raccoon Road, Suite 203, Waynesville, NC, 28786-3429
031488

Office Use Only:
USACE Action ID No.
DWQ
(If any particular item is not applicable to this project, please
1. Processing
II.

Form Version May 2002
or "N/A".)
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested
Nationwide #27
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 (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
Applicant Information
Owner/Applicant Information
Name: Pink Fields LLC c% John Queen Farms
Mailing Address: 114 Highland Road
Waynesville, NC 28786
Telephone Number: 828-452-3873 Fax Number:
E-mail Address:
2. Agent/Consultant 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: Leslie Smathers
Company Affiliation: Haywood County Soil and Water Conservation District
Mailing Address: 589 Raccoon Road. Suite 203
Waynesville, NC 28786-3429
Telephone Number: 828-456-5132 Fax Number: 828-452-7031
E-mail Address: leslie-smathersgnc.nacdnet.org
x91401 GROUP
Nov 2 5 2003
F I L
WATER (QUALITY SECTION
Page 5 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: Raccoon Creek Stabilization Using Natural Channel Design
Methodologies
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 8625084616
4. Location
County: Haywood Nearest Town: Waynesville, NC
Subdivision name (include phase/lot number): n/a
Directions to site (include road numbers, landmarks, etc.): From US 23174, take Business
US 23 south towards Waynesville. Turn left onto Raccoon Road. Property is on the rim
(see attached vicinity map)
5. Site coordinates, if available (UTM or Lat/Long): 035°29'43.79"N 082°57'45.60"W
(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. Property size (acres): >57 acres
7. Nearest body of water (stream/river/sound/ocean/lake): Raccoon Creek
8. River Basin: French Broad River Basin
(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/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Cattle operation with pasture along both sides of the stream
channel. No riparian buffers exist. For more information, see attached Stabilization Plan
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used: See
attached Stabilization Plan for project description. Equipment will include one excavator,
one bulldozer, and one loader.
11. Explain the purpose of the proposed work: Stabilize eroding streambanks along Raccoon
Creek reduce overall sedimentation, and enhance aquatic habitats.
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.
Not applicable
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Not applicable
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 7 of 12
1. Provide a written description of the proposed impacts: Temporary impacts will result from
the construction and installation of rock vanes, cross vanes, and rootwads. The structures
will ultimately enhance the overall condition of Raccoon Creek.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on map)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/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.fenia.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.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: n/a
Total area of wetland impact proposed: n/a
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please secify)
Raccoon Creek Temporary 2,700 Raccoon Creek Wbkf -19 feet 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
w-1n-1A,-.uses. ov. Several internet sites also allow direct download and printing of USGS maps (e.g., w ww.topozone.com,
www.niapguest.con-i, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: Approx. 2,700 linear feet
Page 8 of 12
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) 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.
5. 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.): not applicable
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): not applicable
Size of watershed draining to pond: n/a Expected pond surface area: n/a
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.
Stream stabilization will onlv be conducted in areas exhibitinz active erosion. Due to the vallev
constraints, landowner stipulations, and existing channel morphology at the project site, stream
channel relocation is not feasible. Construction access roads are proposed in predetermined
areas to minimize the impact effects o heavy equipment on the channel and existing riparian
zones. Construction will be conducted durinz low flow events. Any rises or increases in flows
will require that equipment exit the channel. Streambanks disturbed via stabilization activities
will be seeded and covered immediately.
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
Page 9 of 12
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.Lis/ncwetlands/strmg.i.de.h.tmi.
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.
Not annlicable
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wr2/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): n/a
Amount of buffer mitigation requested (square feet): n/a
Amount of Riparian wetland mitigation requested (acres): n/a
Amount of Non-riparian wetland mitigation requested (acres): n/a
Amount of Coastal wetland mitigation requested (acres): n/a
Page 10 of 12
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) 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 (required by DWQ)
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
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
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.
Page 11 of 12
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.
Not applicable
XI. Stormwater (required by DWQ)
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.
Impervious acreage at the site is limited to mainly the farm structures, driveway, and ad/acent
roadway associated with Raccoon Road. Stormwater controls will include the placement of silt
fencing and geotextile fabric in construction and access areas, and the application of coin fiber
(excelsior matting along all sloping areas. Geotextile fabric will also be placed along the
upstream side of each rock structure.
XII. Sewage Disposal (required by DWQ)
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.
Not applicable
XIII. Violations (required by DWQ)
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
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
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Proposed construction is planned during December 2003 and January 2004 in order to take
advanta ee of the vegetation dormancy season and meet funding requirements. According to the
NC Division o Water ualib, Raccoon Creek was issued a "B " classification in 1958. Based
on the overall watershed changes in the east 45 vears. it is unlikelv that Raccoon Creek has

I 11.41?,
Applicant/Agent`s Signature DAte '
s signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
RACCOON CREEK STABILIZATION PLAN
John Queen Property
Haywood County, North Carolina
For the Haywood County Soil and Water Conservation District
and the Natural Resources Conservation Service
589 Raccoon Road, Suite 203
Waynesville, North Carolina
October 13, 2003
Prepared by
MULKEY
E t? u i N E E R S & C O N S U LTA N T S
TABLE OF CONTENTS
1.0 Introduction ...................................................................................1
2.0 Objective .......................................................................................1
3.0 Existing Conditions ...........................................................................2
3.1 Current Stream Classification ......................................................2
3.2 Available Discharge Data ...........................................................2
3.3 Existing Condition of Raccoon Creek .............................................2
3.4 Stability Assessments ...............................................................4
3.5 Reference Reach Comparison ......................................................5
4.0 Design Recommendations ..................................................................6
5.0 Design Implementation .....................................................................7
6.0 References ....................................................................................8
Figure 1. Vicinity Map
Figure 2. Cross Section Locations
Appendix A. Longitudinal Profile and Cross Section Data
Appendix B. Shear Stress, Entrainment, and Velocity Calculations
Appendix C. Photos - July/August 2003
1.0 INTRODUCTION
This stabilization plan addresses channel improvements to be implemented by the Natural
Resources Conservation Service (MRCS) along Raccoon Creek. The project includes a 2,700
linear-foot section of stream along the John Queen Farm, immediately east of Waynesville in
Haywood County (Figure 1). Mulkey Engineers and Consultants (MULKEY) was retained
by the NRCS to design and oversee the implementation of stabilization techniques using
natural channel design methodologies. Implementation is planned for the winter of
2003/2004.
:,
7 -?
E
Raccoon Creek is situated within the
French Broad River Basin in western
North Carolina. It is part of Subbasin 04-
03-05, including the Pigeon River, East
and West Fork Pigeon Rivers, Richland,
Jonathans, Crabtree, and Cataloochee
Creeks. Raccoon Creek originates
approximately two miles southeast of
Waynesville near Wolfpen Mountain. It
flows in a northerly direction along the
eastern edge of Waynesville through the
John Queen Farm and ultimately into
Richland Creek at bake Junaluska.
According to the North Carolina Division of Water Quality (NCDWQ, 2002), water quality
in this subbasin has shown improvement over the past several years. The headwaters of
Raccoon Creek continue to experience problems with non-point source pollution, mostly
from agriculture. Based on map reviews, the stream has also been channelized in several
areas. Very little riparian buffer is present throughout the lower portion of the creek. The
overall Raccoon Creek channel has no riparian buffer and exhibits signs of channelization
through a major portion of the John Queen project site.
2.0 OBJECTIVE
The objective of this project is to
reduce erosion and sedimentation
originating through this reach and
improve the overall habitat values,
both aquatic and terrestrial. This
objective will be met by establishing
rock structures (referred to as
vanes) within noted problem areas
to divert the shear stresses away
from the eroding streambanks.
This project is classified as
stabilization rather than restoration
due to several reasons: landowner

constraints; overall project costs; and existing land uses. Natural channel design
methodologies are preferred over traditional engineering approaches for this type of
stabilization. These methodologies will be implemented throughout the stabilization process
to ensure the channel dimension, pattern, and profile remain consistent and the reach does
not aggrade or degrade.
3.0 EXISTING CONDITIONS
Overall, this 2,700 linear-foot reach of Raccoon Creek appears moderately unstable. The
stream lacks overall sinuosity, which
denotes prior channelization. A
small levee existing along the left
streambank (facing downstream) at
the beginning of the project also
reveals evidence of previous
dredging. Vertical, eroding banks
exist along major portions of the
stream, especially around the
outsides of the confined meander
bends. Active scouring was evident
throughout most of these areas.
Bankfull indicators were difficult to
recognize in most cases, further
denoting the overall instability of
the channel. No riparian buffer
exists along the project.
3.1 Current Stream Classification
Raccoon Creek, from it source to Richland Creek, is designated as Class B waters. Class B
waters are suitable for primary recreation and other uses consistent with Class C standards.
Primary recreational activities include swimming, skin diving, water skiing, and similar uses
involving body contact with water where such activities take place in an organized manner or
on a frequent basis. There are no restrictions on watershed development or types of
discharges. The designation was given in April 1958 (NCDWQ, 2003). Existing site
conditions demonstrate that the watershed, including this reach of Raccoon Creek, has
undergone significant changes through the past decades. These changes include the
introduction of livestock and the removal of riparian vegetation. Therefore, this
classification is not an accurate reflection of the current conditions of the stream. Class C
waters are protected for secondary recreation, fishing, wildlife, fish and aquatic life
propagation and survival. These uses include wading, boating, and other aspects involving
human contact in an infrequent, unorganized, or incidental manner. Richland Creek,
downstream of Raccoon Creek, is designated as Class B waters upstream of Lake Junaluska
and Class C waters from the dam to the Pigeon River. These classifications were issued in
1958 and 1974, respectively.
3.2 Available Discharge Data
Discharge data for the West Fork Pigeon River was obtained from the United States
Geological Survey (USGS) Stream Gage approximately eight miles south of the project. No
Stream Gage data was available for Raccoon Creek. Daily discharges from October 2001 to
September 2003 are shown in the chart below. These discharges represent an increase in
rainfall and surface runoff for the period beginning October 2002 through the present time.
Evidence of additional bank destabilization along Raccoon Creek has confirmed this
analysis.
c
2000
y
1000
a
m
a?
cs
a
? 100
a:
ao
m
L
V
Vi
O
y- 10
J
H
x
0
USGS 03455500 N F PIGEON R ABOVE LAKE LOGAN HR HAZELWOOD, HE
Oct Jan Apr Jul Oct Jan Apr Jul
2001 2002 2002 2002 2002 2003 2003 2003
DATES: 09/03/2001 to 09/03/2003 23:59
EXPLANATION
- DAILY MEAN DISCHARGE
- MEDIAN DAILY STREAHFLOW BASED ON 48 YEARS OF RECORD
X MEASURED Discharge
3.3 Existing Condition of Raccoon Creek
Longitudinal profile and cross section surveys were conducted along the reach during July
and August 2003. These surveys were confined to the main channel since work outside of
the existing streambanks was not part of the project. Longitudinal surveys were taken at the
head of each feature (riffle, run, pool, and glide) and at the maximum pool depths. A total
of five detailed cross sections were taken at predetermined locations along the reach (Figure
2). These cross sections were taken near areas where bank stabilization measures were
anticipated. Reference reach data is provided for comparison purposes only. This reference
reach survey was completed by the NRCS and covers a section of Raccoon Creek upstream
of the project area.
Based on the surveys, Raccoon Creek is characteristic of a manipulated "E4" stream type.
According to the morphological description presented in Applied Fluvial Geomorphology
(Rosgen, 1996), E4 stream types are channel systems with low to moderate sinuosity, gentle
to moderately steep channel gradients, very low width/depth ratios, gravel-dominated
channels with well developed floodplains. The E4 stream types are hydraulically efficient
channel forms which maintain a high sediment transport capacity. The narrow and relatively
deep channels maintain a high resistance to plan form adjustment which results in channel
stability without significant down-cutting. These channels are very stable unless the
streambanks have been disturbed, such as the John Queen Site. As a result, changes in
sediment supply and streamflow have occurred. This channel type is susceptible to
accelerated bank erosion due to the absence of riparian vegetation. Specific information
pertaining to the channel is presented in the abbreviated morphological table at the end of
this section. Surveys of the longitudinal profile and cross sections are shown in Appendix A.
A pavement/sub-pavement sample was taken near Station 22+00 to compare with pebble
counts conducted at each cross section. Based on the information collected, MULKEY was
able to calculate shear stress, velocities, and entrainment (point of incipient motion). The
results of the pebble counts and pavement/sub-pavement sample are presented in the chart
at the end of this section.
Cross Section No. 2 was used in the calculations for shear stress, entrainment, and velocity.
This section was chosen based on its relation to the overall assessment of the reach. The
entrainment of Raccoon Creek through this segment substantiated that the reach is unstable.
The required shear stress appears adequate to move the large particles; however, the duration
required to keep the particles moving downstream are not present due to the flashy flows of
the water course. Bankfull velocities were calculated using five different methodologies at
the cross section. Velocities averaged 6.73 feet per second (fps). Bankfull discharge was
estimated at 196.5 cubic feet per second (cfs). Detailed information regarding each of the
calculations is presented in Appendix B.
Raccoon Creek, Haywood County, NC
100%
90%
80%
70%
60%
50%
E 40%
U
30%
20%
10%
0% 1-
0.1
Particle Size - Millimeter
100 1000
Combined --- X-Sect. 1- X-Sect. 2 X-Sect . 3 X-Sect. 4 X-Sect, 5 X- Sect. 6---- Pavement/Sub-Pavement Sample
Abbreviated Morphological Summary (Adapted from Rosgen, 1996)
Stabilization Site: Raccoon Creek, \C.nncsville, North Carolina
Reference Reach: Raccoon Creel, Hay-od County, North Carolina
Surveyors: L. Sauls, J. Fleming - \IL'LKI?S July 2003
Variables Existing Channel Proposed Reach Reference Reach
1. Stre.un I' Pe 1,4 114 1 3
2. Dmiatge _Arc.i (,q. 4.33 s . _.9 s q.
3. Banktull Aeldrh (\Abkt) ft VIcn: 19.0 ft Mean: 19-0 K Mcan: 13.67 it
Id.mac: 19.0 - 31.1 ft Rmge: 19.0 - 31.1 tt Rangc 15.44 - 13.90 tr.
4. Bankfull ]Ivan Depth (dbkt) Ft Mc ,u: 20 ft ]lean: 2.0 Ft Mran: 1.52 ti.
Rangc: 1.03 - 2.0 tt. Range: 1.04 - 2.0 ft- Rmge: 1.39 - 1.33 ft.
5. vvidth/Depth Ratio (Abkf/dbkt) Mcaa 95 Vle:m: 95 Vlcan: 10.35
Ranee 9.5 -23.8 Range: 9.5 -23.8 h.,n e: 10.03 - 10.67
6. Bankfull Cross-Sectional Area (Abkt) sq tt Mcan: 38.0 sq. ft. Mean: 38.0 sq. ft. ]lean: 23.73 sq. k.
I2.mge: 25.8 - 33.4 sr, ft. Rangc 23.8 - 411 s 1. fr. It.mgc 23.73 - 23'6 , . ft.
7. Bankfull Mcan A'cloelty (\bkf) fps Mcan: 5.2 fps .Mean: 5.2 fps Mo:m: 5.53 ft/,
h,ng : 3.7 - 5.2 h/s R:utgc 3.7 - 52 ft/s R.uagc
8. B.uiktull Discharge, cfs (Qbkt) Mcan: 197.6 ch Mcan: 197.6 cis VI-n: 131.3 cts
Range: 160 - 200 cfs R:uige: 160 - 200 cts R.tngc:
9. M -n-num Bankfull Depth (dmax) ft ]lean: 3.60 ft Alean: 3.60 ft Mcan: 2.55 R.
Rangc: 2.71 It. Rmge: 271 - 3.S tt Rangc 2.30 - ' 70 tr.
10. Rua of Low Bank Height to \(aa". Bankfull Mcan: L3 Mean: 1.0 %1-n: 1.23
Depth Bh1ow/dmax Range: 1.0 - 15 R."' g,
11. AC idth of Flood Prone Area (\Cfpa) k Mean: 111 ft ]Iran: I10 ft. Mein: 100.00 ft.
R.ingc: 42 ft. - 130 It. R;mgc Rangc:
12. Entrenchment Rnio (\A'tpa/AAbkt) `teat: 5.8 Mean: 5.8 Mran: 6.38
Itangc: 1.7-7.6 Ringe: Ran e: 6.29 - 6.48
13. Meander Length (Lm) ft Mcan: 180 ft. .Mein: 180 ft. ]Iran: 57.00 ft.
R.mgc 102 - 280 ft. Ran >c 102 - 280 ft. Range: 30.00 - 84.00 Ft.
14. Rino of ](cinder length to B,mkfull Width %1can: 9.47 .]Iran: 9.47 Mc n: 3.61
-1_m/A7bkt) Ii:mgc: 3.36 - 14]3 Range: 5.36 - 14.73 R urge: 1.94- 5.28
15. Ridms of Cun-amre (Rc) ft Mcan. 65 ft. ]lean. 65 ft. AIcm. 12.13 tt.
R.mac 7.2 - 186 h. Ran e: 7.2 - 186 ft. Binge: 850 - 15.80 ft
16- Ratio of Radius of Cun-.tture to Banktull \C'idth Mcan: 3.4 Mean: 3.4 Mem. 0.77
Rc/Vbk[) R.tnge: 0.38 - 9.8 Range: 0.38 -9.8 Range: 0. - 0.99
17. Belt Width (\Ablt) ft AIcm: 60 ft. Moan: 60 ft. Mcm: 3200 ft
li.mvu: 53 - 103 ft. Range: 53 - 105 Ft Range: 52.00 - 52.00 fr.
18. Meander Width Ratio (\Cblt/ANbkt) Mein: 3.15 N(c-an: 3.13 AIcm: 332 ?
R,m,g, 2.8- 5_5 Range: 2.8- 5.5 K.ingc: 3.27 - 3.37
19. Sinuosity (Stream Icngth/valley distmee) (L) Mc.m: 1.02 VIrm: 1.02 Mcm: 1.30
51.=2640 tt./ A'L=2390 ft. SL: 2640 @./ Al: 2590 Il. Range
20. Valley Slope (ft/ft) Mcan: 0.00714 ft/ft Mcan: 0.00714 tt/it ](can: 0.014 ft/-.
R.:nco: Rangc: 'iar.cr:

Materials:
Particle Size Distribution of Channel Material (mm)
D16 0.16 mna F1 ectcd m 0.12 rnm
D35 0.60 nvn Remain Constant 0.3 t
D50 10 mm 0.75 mm
D84 58 nmi 64 nun
D93 98 mm 130 mm
Panicle Size Distribution of Pavement/Sub-pavement Material
D1(. 3.1 n F-< acted n. Not Aleasurcd
D33 13 nm, Rcm,un C,nsunt N- M--td
D5o 23 mm Not Ale.uurcd
D84 61) mm Not Me.tsurcd
D93 ?8 nvn Sot Mc.curcd
L.tr?- Sizc Par96c 90 mm Sot \L-ad
Sediment Transport:
Sediment Transport Validation (Based on Bankfull Shear
Stress) Existing Proposed
C,, :urcd nduc mm from ctin"e 1 un n
? 100 n
\ ai, fc,m Modified Shields Cun"e (Ib/ft2' u.48 lb?
fi3 0.38 1, ti'
C7 Idim ,nlc" shca stress O.?i3GI 0.0361
MI ::-It main I,kf ;ft) e.0 vLued using critical dimensnnaless
yn abets
3.4 Stability Assessments
Two methods were used to analyze channel stability along this reach of Raccoon Creek:
Pfankuch and Bank Erosion Hazard Index (BEHI).
Pfankuch (1975) developed a system to rate channel stability which has been widely used by
stream restoration professionals. This system is used to quantitatively describe the potential
for sediment material detachment and changes in sediment supply due to changes in
streamflow and/or changes in watershed condition. It has also been used to generally assess
fisheries habitat conditions, and to indirectly assess streambank damage resulting from cattle
grazing. Since this method was developed prior to the stream classification system, the
good, fair, and poor rating values have been adjusted by stream type (Rosgen, 1996). The
overall rating for this reach was 100, which falls within the "poor" category.
Streambank erosion rates were
calculated using the BEHI method
as described and taught by Dave
Rosgen, Wildland Hydrology, Inc.
Bank erosion occurs as a result of a
number of processes, including dry
ravel, mass wasting, surface erosion,
hquification, freeze-thaw, fluvial
entrainment, and ice scour. The
ability of streambanks to resist
erosion is primarily determined by
the following factors:
? the ratio of streambank height
to bankfull stage;

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ii
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.
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rh .?``; Sl it i SQL II4:T -
? the ratio of riparian vegetation rooting depth to streambank height;
? the degree of rooting density;
? the composition of streambank materials;
? streambank angle (i.e., slope);
? bank material stratigraphy and presence of soil lenses; and
? bank surface protection afforded by debris and vegetation.
The vertical streambank at Station 7+00 was measured to determine an approximate erosion
rate per year. This vertical streambank provides an overall representation of the
streambanks through the project area. It was considered based on its anticipated sediment
contribution during high-flow events. The BEHI rating was 47.7, indicative of extreme bank
erosion potential. Based on this number, erosion rates could reach approximately 7 feet' per
year. This measurement was taken along the outside of a meander bend throughout an
unstable area. Overall, Raccoon Creek should exhibit a BEHI rating of very high, with
erosion rates averaging approximately 1 foot' per year per linear foot, or approximately 125
tons of sediment per year.
3.5 Reference Reach Comparison
Since this project is considered stabilization rather than restoration, reference reach data is
not generally required for design and implementation. However, MULKEY was able to
obtain reference reach data from the NRCS covering a short segment of Raccoon Creek
upstream of the project area. This data was used as a comparison between bankfull cross-
sectional area, width, depth, and discharge of Raccoon Creek and the North Carolina Rural
Mountain Regional Curves (NCSU SRI, 2003). Based on field surveys and bankfull
verifications, the data associated with bankfull cross-sectional area and bankfull width were
significantly below the 95% confidence intervals of the calculations. MULKEY compared
the findings with those associated with the existing reference reach data and noted the same
discrepancies. Ratios were calculated noting the differences with the reference reach data
and the regional curves. Based on these ratios, which were 0.53 for bankfull cross-sectional
area and 0.54 for bankfull width, the field determined cross-sectional areas and bankfull
widths at the five cross sections distinctly compare with the existing reference reach data.
Therefore, the determined locations of bankfull are justified, although they do not agree with
the regional curve data.
4.0 DESIGN RECOMMENDATIONS
Based on the existing condition surveys and interpretation of the data, this reach of Raccoon
Creek is unstable. Aggradation processes are associated with the following channel
adjustments: increase in width/depth ratio; increase in sediment storage; increase in bank
erosion rates; decrease in pool quality and other fishery habitat features; increase in the loss
of riparian land and associated sediment availability from bank erosion and lateral migration;
and increase in over-bank flooding. Most of these processes were observed along the 2,700
linear-foot reach. Photos are presented in Appendix C.
MULKEY offers the following recommendations for stabilizing this reach of Raccoon
Creek:
1. Construct cross vanes in pre-determined locations along the 2,700 linear-foot reach
to help maintain and possibly decrease the width/depth ratio. These structures will
be placed only in riffle sections and will provide bank stability, grade control, and
habitat for aquatic organisms.
2. Construct rock vanes along the outside of meander bends requiring stabilization.
These vanes will help redirect flows away from the outside banks, provide limited
bank stabilization, and enhance habitat for aquatic organisms.
3. Reduce existing levee heights and re-shape the stream banks. This recommendation
is feasible only in a limited number of locations. The levee along the western side of
the channel is approximately 150 feet in length. The vertical banks along both sides
of the channel will be reshaped from the bankfull elevation upward. This material
will act as additional fill required in areas associated with the installation of the cross
vanes.
4. Access roads will be placed along the western bank of the stream to allow
construction equipment and personnel to enter the reach with minimal disturbance.
The locations of these roads will be determined at the onset of construction to
minimize overall impacts to existing riparian areas. These roads will be re-graded
and planted upon completion of the in-stream work.
5. Enhance riparian buffers in areas where little to no buffers currently exist. These
buffers will be planted with native tree species.
Erosion and sediment control issues exist along this project. Special precautions will be
taken during construction to minimize unnecessary sedimentation into the stream. Sediment
control fencing may be established along the affected edges of the pasture. This fencing will
direct any loose sediments resulting from sheet flow into a storage area away from the
stream. Any areas excavated or voided of vegetation will be seeded and matted upon exit
from the area. Since in-stream work is required for this stabilization, all equipment will be
inspected for fluid leakage on a daily basis. Work will not be conducted during rain events
or when water levels are above average. All equipment will be stored outside of the stream
and its associated riparian area when not in use. The construction supervisor will oversee all
activities relating to in-stream work.
5.0 DESIGN IMPLEMENTATION
Implementation will follow the design sequence listed on the plan sheets. The installation of
structures will proceed from upstream to downstream. As a result, shifts or changes in the
flows can be addressed with the placement of structures downstream. The actual locations
of the structures may be adjusted, depending on site conditions. Implementation will follow
the proposed sequence listed below.
1. Staging areas for equipment and materials and access roads will be identified and
located in the existing pastures.
2. Access Point #1 from Sunnyside Road (SR 1809) will be constructed for upstream
work between Stations 0+00 and 15+00. A temporary culvert will be installed in the
roadside ditch to allow access for equipment and the staging of materials.
Contractor will place geotextile material and gravel for the roadways leading to and
from the construction areas. The fences adjacent to the creek on the John Queen
Property will be removed.
3. Access Point #2 from Ratcliffe Cove Road (SR 1818) will be constructed
downstream work between Stations 15+00 and 28+53. Contractor will place
geotextile material and gravel for the roadway leading to and from the construction
areas. The remaining fences adjacent to the creek on the John Queen Property will
be removed.
4. Contractor will begin stockpiling materials.
5. Approximate structure locations will be field located.
6. Structure Nos. 1 through 10 will be constructed and the banks associated with the
Queen property will be graded to the bankfull elevation, where necessary. Impacts
to existing vegetation will be minimized to the extent practicable. Excess soil will be
taken to Station Nos. 6+93, 12+37, 13+75, 21+10, and the wet area in the pasture.
The contactor will utilize the existing cattle crossing at Station 15+00 as a permanent
stream crossing.
7. The radius at Station 6+93 will be increased and Structure Nos. 11 through 13 will
be installed. A bankfull bench will be constructed throughout the area associated
with the old channel. The bench will be graded at a slope determined by the on-site
construction engineer and connected with existing ground.
8. Structure Nos. 14 through 17 will be constructed and the banks associated with the
Queen Property will be graded to the bankfull elevation, where necessary. Impacts
to the existing vegetation will be minimized to the extent practicable. Excess soil will
be taken to Station Nos. 12+37, 13+75, 21+10, and the wet area in the pasture.
9. The fence along the right bank facing downstream at Station 10+50 will be repaired.
10. Structure Nos. 18 and 19 will be constructed and the banks associated with the
Queen Property will be graded to the bankfull elevation, where necessary. Impacts
to the existing vegetation will be minimized to the extent practicable. Excess soil will
be taken to Station Nos. 12+37,13+75, 21+10, and the wet area in the pasture.
11. The existing center bar at Station No. 12+37 will be moved to the right side of the
channel. Structure No. 20 will be constructed and the banks associated with the
Queen Property will be graded to the bankfull elevation, where necessary. Impacts
to the existing vegetation will be minimized to the extent practicable.
12. Structure Nos. 21 through 23 will be constructed and the banks associated with the
Queen Property will be graded to the bankfull elevation, where necessary. The
radius at Station No. 13+80 will be increased and a bankfull bench will be
constructed throughout the area associated with the old channel. Impacts to the
existing vegetation will be minimized to the extent practicable. Excess soil will be
taken to Station No. 21+10 and the wet area in the pasture.
13. NRCS and Haywood County Soil and Water Conservation District personnel will
review the structures and associated earthwork between Station Nos. 0+00 and
15+00.
14. Access Point #1 will be seeded, covered with erosion control material, and planted
with native vegetation. The temporary culvert will be removed upon exit from this
area. All geotextile material and gravel associated with roadway access to the
construction areas will be removed.
15. Structure Nos. 24 through 32 will be constructed and the adjacent stream banks will
be graded to the bankfull elevation, where necessary. Impacts to the existing
vegetation will be minimized to the extent practicable. Excess soil will be taken to
Station No. 21+10 and the wet area in the pasture and Station No. 28+53.
16. The old channel at Station No. 21+10 will be filled and Structure No. 33 will be
installed.
17. Farm drains and two swales will be constructed to provide additional drainage for
the wet area in the pasture near Station No. 22+00.
18. Structure Nos. 34 through 44 will be constructed and the adjacent stream banks will
be graded to the bankfull elevation, where necessary. Impacts to the existing
vegetation will be minimized to the extent practicable. Excess soil will be taken to
Station No. 28+53 and stockpiled in a suitable location for the landowner's use.
Existing debris, rip rap, and rubble will be removed from the existing channel and
either buried on site or taken to a proper disposal facility.
19. The radius at Station 28+50 will be increased and Structure Nos. 45 and 46 will be
installed. A bankfull bench will be constructed throughout the area associated with
the old channel. The bench will be graded at a slope determined by the on-site
construction engineer and connected with existing ground.
20. NRCS and Haywood County Soil and Water Conservation District personnel will
review the structures, drainage, and associated earthwork between Station Nos.
15+00 and 28+53.
21. Access Point #2 will be seeded, covered with erosion control material, and planted
with native vegetation. All geotextile material and gravel associated with roadway
access to the construction areas will be removed.
22. The NRCS and Haywood County Soil and Water Conservation District personnel
will reserve the right to conduct periodic reviews of progress throughout the length
of the project.
23. The as-built report will be submitted to the NRCS.
6.0 REFERENCES
NC Division of Water Quality (NCDWQ), 2000. French Broad River Basinwide Water
Quality Plan, May 2000. htt2://h2o.enr.state.nc.us/basinwide/fench/
frenchbroad wq management plan.htm
NC Division of Water Quality (NCDWQ), 2003. Basinwide Information Management
System. http://h2o.enr.state.nc.us/bims/reports/basinsandwaterbodies/04-03-
05.pdf
North Carolina State University Stream Restoration Institute (NCSU SRI), 2003. NC Rural
Mountain Regional Curve. httg://www.bae.ncsu.edu/programs/extension/wqg/
sri/regional.htm
Pfankuch, D .J., 1975. Stream Reach Inventory and Channel Stability Evaluation. USDA
Forest Service, R1-75-002. Government Printing Office #696-260/200,
Washington, DC: 26 pp.
Rosgen, D.L., 1996. Applied River Morphology. Wildland Hydrology, Inc.
US Geological Survey (USGS), 2003. USGS 03455500 West Fork Pigeon River above Lake
Logan near Hazelwood, NC Discharge Data. httg://waterdata.usggs.gov/nc/nwis/
current

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Raccoon Creek Stabilization
Figure No.

ENGINEERS & CONSULTANTS John Queen Farm
Haywood County, North Carolina
1
Source: USGS 7.5-Minute Topographic Quadrangles: Clyde and Waynesville, NC. Contour Interval 40 Feet.

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APPENDIX A. LONGITUDINAL PROFILE AND CROSS SECTION DATA
Cross Section Data: Raccoon Creek Stabilization (Looking Downstream)
Cross Section #1 at Station 1+35
cnee-s®ad. i
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ean-?eea??s• i
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Cross Section #3 at Station 12+37
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ameuis?v?oe . ?
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APPENDIX B. SHEAR STRESS, ENTRAINMENT, AND VELOCITY
CALCULATIONS
Project: John Queen Property
Stream: Raccoon Creek
Date: 9/3/2003
Location: Waynesville, NC
Reach: Queen Site (Section #2)
Observers: JSF, GLS
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)"-0.872
Value Variable Definition
60. di mm D50 from Riffle or Pavement* d s_
d50 mm D50 from Bar Sample or Sub Pavement*
0.0361 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci*1.65*Di)/Se 1.65 = submerged specific weight of sediment
X90; mm Largest Bar Sample Particle in mm
0.30 Di ft Largest Bar Sample Particle in ft
a )7(i Se ft/ft Bankfull Water Surface Slope
52 dr ft Bankfulll Mean Depth Required
i.; ?. de ft Bankfull Mean Depth (From Rzj7e Cross Section)
de/dr= 0.80 if = 1 <1 >1
Cfioos Stable Aggrading Degrading
Banldall Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci*1.65*Di)/de 1.65 = submerged specific weight of sediment
0.30 Di ft Largest Bar Sample Particle
2.00 de ft Bankfull Mean Depth From Riffle Cross Section
0.0088 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 0.80 if = 1 <1 >1
J h ><> e?p?n ?`: Stable Aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 lbs/cu ft Density of water
1.65 R=A/W
As ft Bankfull Cross-Sectional Area
A- '3 W Wetted parameter
0.0070 S ft/ft Bankfull Water Surface Sloe 2*1.1 +14
0.72166957 Tc lb/s r ft Tc = RS
90 Di mm Lax est Bar Sam le Particle mm
Moveable Particle size mm at Bankfull Shear Stress
'` - P_ . mm* predicted b the Sheilds diagram, Red field book: .190; Blue: .238

1 is ,.
lb/ft2* Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238
*Modified Shields Curve data from Rosgen 2001
Project: John Queen Property
Stream: Raccoon Creek
Date: 9/3/2003
Location: Waynesville, NC
Reach: Queen Site (Section #5)
Observers: JSF, GLS
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
c , ;+6 di mm D50 from Riffle or Pavement*
d50 mm D50 from Bar Sample or Sub Pavement*
i61 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment '
of largest particle in Bar Sample:
dr = (Tci*1.65*Di)/Se 1.65 submerged specific weight of sediment
- mm Largest Bar Sample Particle in mm
.30 Di ft Largest Bar Sample Particle in ft
1)00 Se ft/ft Bankfull Water Surface Slope
-.52 dr ft Bankfulll Mean Depth Required
de ft Bankfull Mean Depth From Riffle Cross Section
de/dr= 0.41 if = 1 <1 >1
Stable Aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci*1.65*Di)/de 1.65 = submerged specific weight of sediment
0.30 Di ft Largest Bar Sample Particle
1.03 de ft Bankfull Mean Depth Fmm Ri e Cross Section
0.0171 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 0.41 if = 1 <1 >1
Stable Aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS "
62.4 lbs/cu ft Density of water
0.96 R=A/W
28` A s ft Bankfull Cross-Sectional Area
W Wetted parameter
0.0070 S ft/ft Bankfull Water Surface Sloe 2*1.1 +14
0.41849102 Tc lb/s r ft Tc = RS
90 Di mm Largest Bar Sample Particle mm
Moveable Particle size mm at Bankfull Shear Stress
'74 mm* predicted b the Sheilds diagram, Red field book: .190; Blue: .238

_..(?$
lb/ft2* Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Red field book: .190; Blue: p.238
*Modified Shields Curve data from Rosgen 2001
Velocity Comparison Form
Project:
Stream:
Date:
John Queen Property
Raccoon Creek
9/3/2003
Location:
Reach:
Observers:
Waynesville, NC
Section #2
JSF
Input Variables Output Variables
Bankfull X-Sec Area Abk Bankfull Mean Depth bk
Bankfull Width k Wetted Parameter
D84 (Riffle or pavement) ?' C8p"mxn _ D84 mm/304.8 0.22 ft
Bankfull Sloe S 07 f Hydraulic Radius 1.65 ft
Gravitational Acclerat{on

1 22t

e
LI-

Dbkf/D84 use D84 in ft

8.96 ft/ft
Max. Bankfull Depth (dmax) ,JXffW,,'337fE (use D84 in ft) 7.41 ft/ft
Dbkf/D84 u/u*, Mann' s n
u/u* sin Dbkf/D84 Red Book: 188; Blue 233 l ;=
Mann' s n (Red Book: 189; Blue : 236
Velocity (From Mannings' equation: u=1.4865 * (R^2/3)(S^1/2)/n) 5.43 ft/s
u/u*=2.83+5.71o R/D84
u* u* = RS ^.5 0.61 ft/s
elocity: u = u*(2.83+5.7log(R/D84)) 4.75 ft/s
Ma s n b StreamT e
Stream type
_;.vo C
Mann' s n (Red Book: 187; Blue : 23 ;018
Velocity (From Mann ings' equation: u=1.4865 * (R^2/3) (S^1/2)/n) 9.66 ft/s
Continui Equation
IQ bkf cfs or final curve or stream gage h draulic geometry
3Qcf
elocity (u=Q/A) or from stream gage hydraulic geometry 8.68 ft/s
Dr. Richard He
Velocity ft/s from He 's Method u= 8 RS/ ^0.5 5.17 ft/s
Discharge (cfs) Q=AU 196.5 cfs
Velocity Comparison Form
Project:
Stream:
Date:
John Queen Property
Raccoon Creek
9/3/2003
Location:
Reach:
Observers:
Waynesville, NC
Section #5
JSF
Input Variables Output Variables
Bankfull X-Sec Area (Abk?
Bankfull Width k WE 44:.._ ;f °
1]f Bankfull Mean Depth bk
Wetted Parameter 1: 4(
?' =#
.,
D84 (Riffle or pavement) a9.5' D84 mm/304.8 0.34 ft
Bankfull Sloe S 0 OQ7ft h Hydraulic Radius 1.28 ft
Gravitational Accleration r?t/s,,, < Dbkf/D84 use D84 in ft 4.06 ft/ft
Max. Bankfull Depth (dmax) r 3 26a R/1384 (use D84 in ft) 3.72 ft/ft
DbWD84, u/u*, Manni s n
u/u* sin Dbkf/D84 Red Book: 188; Blue p233) MW
Manni s n (Red Book: 189; Blue : 236
Velocity (From Mannings' equation: u=1.4865 * (R^2/3)(S^1/2)/n) 3.86 ft/s
u/u*=2.83+5.71o R/D84
u* u* = RS ^.5
T 0.54 ft/s
Velocity: u = u*(2.83+5.71og(R/D84)) -3.27 ft/s
Manni s n b StreatuType
Stream type
Mannin s n (Red Book: 187; Blue : 23 1'w
Velocity (From Mannings' equation: u=1.4865 * (R^2/3) (S^ 1 /2) /n)
8.15 ft/s
Continuity Equation
Qbkf cfs original curve or stream gage hydraulic geometry
Velocity (u=Q/A) or from stream gage hydraulic geometry 7.60 ft/s
Dr. Richard He
Velocity ft/s from He 's Method u= 8 RS/ ^0.5 3.7 ft/s
F
Discharge (cfs) Q=AU -160.5 cfs

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INDEX OF SHEETS
SHEET NUMBER SHEET
1 TITLE SHEET
2 CONSTRUCTION SEQUENCE
LEGEND
SUMMARY OF QUANTITIES
3-6 DETAILS
7 -11 PUN, PROFILE, & CROSS-SECTION SHEETS
REVISIONS SCALE PLANS PREPARED BY: PROJECT ENGINEER PLANS PREPARED FOR IN COOPERATION WITH
AS SHOWN PROJECT MANAGER
uroATEnT¢s oah ID/K/03 G. LANE SAULS P?NC?«?4 HAYWOOD COUNTY
---- I ??e?SSW,
'sy9 SOIL & WATER CONSERVATION DISTRICT 4,? N R C C Natural Resources
11ESKIEM ? ' MULKEY sEAL4?a NORTH CAROLINA J Conservation Service
DRAW% JTD„?„5ry SENIOR SCIENTIST 206 1z
QED, ENGINEERS & CONSULTANTS G.LANE SAULS ,a SOIL & WATER
589 Raccoon Road, Suite 203
APPRBVEU GS P13 Box 33137 ar._ District Conservationist: Lynne Newton
RALEIGH, N.C. 37636 l? Waynesville, NC 28788-3429
(919) 851.191 z PROJECT ENGINEER
(91 91 851.1918 (FAX) S [phone]
WWW.MLILKEYINC.CDM JENNY S.FLEMING,PE Rl2?los ' ?? TITLE SHEET ( SOFT II
200.T2MA0
PRWEU EHGeEER PROJECT REFERENCE N0. SHEET NO.
?d RACCOON CREEK STABILIZATION 2
Q
??6e°?exar CONSTRUC77ON SEQUENCE,
LEGEND, & QUAMMES
QUANTITIES 4? K
"
*MUL
4
ER
L
4?G;
t( _
E
Y
_
IX ENGINE ERS & CONSULTANTS
ITEM QUANTITY
'
'
' LEGEND
BOULDERS (AVG. 4
x 2
)
x 3 950 EACH
COIR FIBER (EXCELSIOR) MATTING 8800 SQUARE YARDS
EXISTING CONTOUR _....._..._.....
---261E---
GEOTF-XTILE FABRIC- FARM DRAIN 340 SQUARE YARDS EXISTING STREAM EDGE .............
GEOTEXfILE FABRIC- ROCK STRUCTURES 1650 SQUARE YARDS
FLOW ARROW ........ ......... _.......
->
EXISTING THALWEG....................
GEOTEXTILE FABRIC- STAGING AREAS 2160 SQUARE YARDS
EXISTING BANKFULL .................. --------
GEOTEXTILE FABRIC-TEMPORARY CONSTRUCTION ACCESS ROADS 1800 SQUARE YARDS
_ EXISTING TOE OF BANK .............. -
ROOTWADS APPROXIMATELY 20 EACH
a EXISTING TOP OF BANK .............. -------
SILT FENCING 1400 LINEAR FEET
EXISTING LEVEE .........................
EXISTING DITCH /OLD CHANNEL.. - -
SOIL EXCAVATION AND PLACEMENT 900 CUBIC YARDS
WET AREA PERIMETER
TEMPORARY SEEDING 335 POUNDS
EXISTING FENCE ....................... -X--X-
TEMPORARY 48' CORRUGATED METAL PIPE 30 LINEAR FEET PROPOSED FENCE .....................
2' - 3' WASHED STONE 1070 TONS EXISTING POWER POLE ............... 41
6' DIAMETER FARM DRAIN PIPE 500 LINEAR FEET SINGLE TREE........... _ ............... l • J
# 57 STONE FOR UNDERDRAIN 70 TONS WOODS LINE ...........................
EXISTING LOG ..........................
DEBRIS ............. ..............
._....
EXISTING CONCRETE_ .....
..........
;
CONSTRUCTION SEQUENCE EXISTING SAND'GRAVEL BAR......
UNDERCUT /SLOUGHING BANK.....
EXISTING BOULDER.. ..................
1. Staging areas for equipment and materials and access roads 9. The fence along the right bank facing downstream at Station 10+50 will be repaired. 18. Structure Nos. 34 through 44 will be constructed and the adjacent stream banks will be
will be ideudfied and located in the existing pastures. 10. Structure Nos 18 and 19 will be constructed and the banks associated with the Queen graded to the bankfuti elevation, where necessary. Impacts to the existing vegetation PROPOSED BOULDER .................. 4
2. Access Point #1 from Sunnyside Road (SR 1809) will be Property will be graded to the bankfuil elevation, where necessary. Impactsto will be minimized to the extent practicable. Excess soil will be taken to Station
constructed far upstream work between Stations 0+00 and 15+00.
A temporary culvert will be installed in the roadside ditch to the existing vegetation will be minimized to the extent practicable. Excess soil
will be taken to Station Nos. 12+37,13+75, 21+10, and the wet area in the pasture. No. 28+53 and stockpiled in a suitable location for the landowners use. Existing
debris, rip rap, and rubble will be removed from the existing channel and either buried
allow access for equipment and the staging of materials. 11. The existing center bar at Station No. 12+37 will be moved to the right side of on site or taken to a proper disposal facility. CROSS VANE- .......................
Contractor will place geoteAle material and gravel for the the channel. Structure No. 20 will be constructed and the banks associated with 19. The radius at Station 28+50 will be increased and Structure Nos. 45 and 46 will be
roadways leading to and from the construction areas. The fences the Queen Property will be graded to the bankfull elevation, where necessary. installed. A bankfull bench will be constructed throughout the area associated with
adjacent to the creek on the Jahn Queen Property will be removed. Impacts to the existing vegetation will be minimized to the extent practicable. the old channel. The bench will be graded at a slope determined by the on-site
3. Access Point #2 from Ratcliffe Cove Road (SR 1818) will be 12. Structure Nos. 21 through 23 will be constructed and the banks associated with construction engineer and connected with existing ground.
constructed downstream work between Stations 15+00 and 28+53. the Queen Property will be graded to the bankfuti elevation, where necessary. 20. NRCS and Haywood County Soil and Water Conservation District personnel will review ROCK VANE ...........................
Contractor will place geotextile material and gravel for the roadway The radius at Station No. 13+80 will be increased and a bankfull bench will be the structures, drainage, and associated earthwork between Station Nos. 15+00 and 28+53.
leading to and from the construction areas. The remaining fences constructed throughout the area associated with the old channel. Impacts to 21. Access Point #2 will be seeded, covered with erosion control material, and planted with
adjacerd to the creek on the John Queen Property will be removed. the existing vegetation will be minimized to the extent practicable. Excess soil native vegetation. Al geotextile material and gravel associated with roadway access ROOTWAD ...............................
4. Contactor will begin stockpiling materials. will be taken to Station No. 21+10 and the wet area in the pasture. to the construction areas will be removed.
5. Approximate structure locations will be field located. 13. NRCS and Haywood County Soil and Water Conservation District personnel will review 22. The NRCS and Haywood County Soil and Water Conservation District personnel will reserve
6. Structure Nos.1 through 10 will be constructed and the banks associated the structures and associated earthwork between Station Nos. 0+00 and 15+00. the right to conduct periodic reviews of progress throughout the length of the project

wRh the Queen property will be graded to the bankfull elevation, where
14. Access Point #1 will be seeded, covered with erasion control material, and planted -
23. The as-built report will be submitted to the NRCS. MINOR GRADING AREA LIMIT....... ---°°-------
necessary. Impacts to existing vegetation will be minimized to the extent with native vegetation. The temporary culvert will be removed upon exit from this
practicable. Excess soil will be taken to Station Nos. 6+93,12+37,13+75, area. All geotextile material and gravel associated with roadway access to the CONSTRUCTION ACCESS ROAD..... ' Q,
21+10, and the wet area in the pasture. The contactor will utilize the construction areas will be removed.
existing cattle crossing at Station 15+00 as a permanent stream crossing. 15. Structure Nos. 24 through 32 will be constructed and the adjacent stream banks will CONSTRUCTION STAGING AREA ...
7. The radius at Station 6+93 will be increased and Structure Nos. 11 through 13 be graded to the bankfull elevation, where necessary. Impacts to the existing vegetation
will be installed. A bankfull bench will be constructed throughout the area will be minimized to the extent practicable. Excess soil will be taken to Station
associated with the old channel. The bench will be graded at a slope No. 21+10 and the wet area in the pasture and Station No. 28+53. SILT FENCE . _ .......................... -?
determined by the on-site construction engineer and connected with existing ground. 16. The old channel at Station No. 21+10 will be filled and Structure No. 33 will be installed.
8. Structure Nos. 14 through 17 will be constructed and the banks associated with 17. Farm drains and two swales will be constructed to provide additional drainage for the
the Queen Property will be graded to the bankfull elevation, where necessary. wet area in the pasture near Station No. 22+00.
Impacts to the existing vegetation will be minimized to the extent practicable.
Excess soil will be taken to Station Nos. 12+37,13+75, 21+10, and the wet area
in the pasture.
UNDERDRAIN DETAIL
NATURAL
GROUND
........
--------
BACKFILL WITH 777
NATIVE SOIL
goon 0 00°° o=°oo°° oooo°°dg0ob°,oooo°o°oooo oo
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L5'

R001 WAD DETAILS
ROOT FANS SHALL LAP OVER
ANGLE ROOT WADS 30 A MINIMUM OF 2 ft.
UPSTREAM TOWARDS THE PGL
?yo ROM EAN- -?
30
0 /0 -12 ft
FOOTER LOG FOOTER LOG
(1.0 ft. DIA.) (LO ft DIA°)
BOULDERS ROOT WAD LOGS
(1.0 ft - 1.5 ft DIA.)
WHEN BACKFILLING OVER AND AROUND
BOTTOM FOOTER LOGS, ROOT WAD LOGS AND
ANCHOR LOGS, PACK ROCK AND LOGS
IN BETWEEN ALL WADS TO FIRMLY SECURE
ALL COMPONENTS INCLUDING JOINTS,
CONNECTIONS AND GAPS.
ROOTWADS - PLAN VIEW
NATURAL FIBER MATTING WITH
LIVE STAKESI SEE PLANTING PLAN FOR
STABILIZATION MEASURES
BANKFULL IF
ELEVATION MINIMUM BOULDER 24"x24"x24"
( VARIES) BOULDERS TO REST
ON TOP OF ROOT WAD.
ROOT WAD HORIZONTAL
INVERT ELEV. TO INVERT
FOOTER LOG
(PLACE 2/3 DIA. BELOW
INVERT ELEV.) ANCHOR FOOTER LOG ROCKS TO BE
PLACED ON THE DOWNSTREAM END
OF EACH FOOTER LOG SO THAT IT
IS LEANING AGAINST THE LOG ON
THE SIDE AWAY FROM THE CHANNEL.
ROOTWADS - CROSS SECTION ( CUT )
1. A TRENCH SHALL BE DUG ALONG THE TOE OF THE BANK
TO A DEPTH OF TOE DIAMETER OF THE FOOTER LOG. A
PRUNED FOOTER LOG IDIA.12-249 SHALL BE PLACED AT
THE TOE OF THE CHANNEL AND THE ROOTWAD IMIN.BASAL
DIA.12'. LENGTH 10-129 SHALL BE PLACED DIRECTLY ABOVE
IT. THE ROOT MASS SHALL BE ORIENTED IN SUCH A WAY
THAT THE VELOCITY VECTORS OF THE WATER ARE ALLIGNED
WITH THE TRUNKS LONGITUDINAL AXIS AND WILL INTERSECT
THE ROOT MASS AT A 90'ANGLE. THERE SHALL BE NO VOID
BETWEEN THE ROOT MASS AND THE BANK ON THE UPSTREAM
SIDE OF THE CHANNEL. A BOULDER MAY BE PLACED ON THE
DOWNSTREAM SIDE, ON TOP OF, AND ON THE UPSTREAM SIDE
BETWEEN THE ROOT MASS AND THE BANK TO PROVIDE
EROSION CONTROL AS DIRECTED BY THE ENGINEER. BOULDERS
FOR THE ROOTWAD STRUCTURES SHALL BE LARGER THAN 0.66
TON (OR APPROX.24'X24'X249 AS APPROVED BY THE ENGINEER.
2. THE PREFERRED METHOD FOR INSTALLATION OF A ROOTWAD
IS TO DRIVE THE SHARPENED TRUNK OF THE ROOTWAD INTO
THE STREAMBANK USING AN EXCAVATOR CONTAINING A HYDRAULIC
THUMB. IF IT IS DEEMED NOT POSSIBLE TO DRIVE THE TRUNK INTO
THE BANK,A TRENCH SHALL BE DUG IN THE BANK AND THE TRUNK
SHALL BE PLACED IN THE TRENCH. THE TRENCH SHALL BE
BACKFILLED AND COMPACTED.
3. ALL DISTURBED OR FILL MATERIAL SHALL BE COMPACTED
TO A DENSITY COMPARABLE TO THE ADJACENT UNDISTURBED
MATERIAL UNLESS OTHERWISE APPROVED BY THE ENGINEER.
4. ALL MATERIALS FOR THIS STRUCTURE SHALL BE APPROVED BY
THE ENGINEER PRIOR TO INSTALLATION.
5. STATIONING OF ROOTWADS SHALL BE AS SHOWN ON THE
PLANS OR AS DIRECTED BY THE ENGINEER. THE ACTUAL
NUMBER OF ROOTWADS NECESSARY WILL DEPEND ON THE
SZE OF THE ROOT FAN AND THE ACTUAL CONDITION OF THE
SITE AT THE TIME OF CONSTRUCTION.
ROCK VANE DETAILS
MODIFIED ROCK VANE DETAILS
FLOW
'b
1 gC
BEOKNIALTEAIAL
2' IN
?
m 0 8?`r P S, GEOTEXTILE FABRIC STREAM BED
DETAIL OF GEOTEXTILE FABRIC

APAIROx'W SHRUB PLANTINGS
BOULDERS FOOTER ROCKS
/k-- SHRUB PLANTINGS EXISTNG BLACK
CHERRY
m

EXISTINO BLACK ?
CHERRY __-_ _!
P G.9 dmax
r

SHRUB PLANTINGS
SECTION B-B
NOTE: Boulders should be native quarried rock
or locally shot rock, angular and oblong with
appproximate minimum dimensions of 4'x 3'x 2' and
weighing approximately (2000 W)
Rocks should fit tightly with minimalspaces
Footer rocks should be a minimum
of 6 tVB 'H'In send bed streams and
3 times 'H' for cobble/ grovel bed streams.
SHRUB PLANTINGS -\
FLOW- \MJt
2Y- X2-----
x
SECTION A-A
Geotextile fabric hould be paced on a Cream
side of boulders. Fgabric hau?d be o"erradmmn on
depthasbdirected band y onrdsdd ite englneermuFabrlc
should extend upstream a minimum length of
??'r 6 tt.or as a(rectea by on site engineer.
bedimaferlaltl be backfilled with existing
H = TO BE DETERMINED BY CONSTRUCTION ENGINEER
gpC FL W FLOW -a
,`'ti BEONMIAYERIAC.?
MW
0 3A'r P ??? GEOTEXTILE FABRIC STREAM BED
DETAIL OF GEOTEXTILE FABRIC
APPMX.27 / mt
BOULDERS FOOTER ROCKS rSHRUB PLANTINGS SHRUB PLANTINGS
?-- II
I m
I
-y o.9 dmax
1 , }c
SWL , t I
SHRUB PLANTINGS \
SECTION B-B
NOTE: Boulders should be native quarried rods
or locally shot rock, angular and oblong with
approximate minimum dimensions of 4' x 3'x 2' and
weighing approximately (2000 lb)
Rocks should fit tightly with minimalspaces
Footer rocks should be a minimum
f 6 tim s 'H'In and bed streams and
d times ?' for co?ble/ graveibed streams.
Geotextle fabric s ?hould be placed on u stream
side of ulders. Fabrc should be ovagroin on
exposed oulders and burled to a minlmu
depth as directed by on site engineer. Fabric
should extend uppsstreom a minimum length of
of 6 ft. or as direct}ed b j site 99ngineer.
Fabric should be bac fille? with extsitng
bed material.
H = TO BE DETERMINED BY CONSTRUCTION ENGINEER
SHRUB PLANTINGS
FLOWS WV
N ?
SECTION A-A
GED-TEXTILE FABRIC
CROSS VANE ROCK WEIR DETAILS
PLAN
lelve WanNlgs
M SECTION A-A
?i _"v pladings
Proecsa7 tan of
? wrw wing
H ?SLOP& 2 - 157
Lp?lders
2'Mm. O
'B.
9
a s raps
GEO-TE IIE FABRIC
H = TO BE DETERMINED BY CONSTRUCTION ENGINEER
BANAFULL DEPTH
NOTE: Boulders should be native quarried rock
or locally shot rock, angular and oblong with
approximate minimum dimensions of 4' x 3' x 2' and
weightng approximately (2000 Ib)
Rocks should fit tightly with minimalspaces
Footer rocks should be a minimum
of 6 times 'H' In sand bed streams and
3 times 'H' for cobble/ gravel bed streams.
Geotextile fabric should be paced on a Cream
side of boulders. Fabric shoud be overPadn on
exposed boulders and buried to a minimum
depth as directed by on site engineer. Fabric
should extend stream a minimum length of
of 6 ft. or asrected b j site engineer.
Fabric should be backfllledv with existing
bed material.
I' SPACING ALONG EDGES MIN. 1' OVERLAP
) 'z I
X X X X X X X X X X X X X X X X X X X X X X
2' TYP.I2' TYP. X
X X X- X X X X X X X X X
2' TYP, x FLO 6' 6' TYP I CAL
X X X X X X X X X X X X
i
X X X _X_ X X X X X X X X
X X X X X X X X X X X X X X X X X X X X X X
MIN. 6' OVERLAP
FOR PARALLEL ROLLS
MIN. 1' OVERLAP
ILE0
STAPLES
1 I I I I I 1 ?.12' MIN. DEPTH
---------------------------------------- - - -
NOTES:
1. INSTALL COIR FIBER (EXCELSIOR) MATTING
ACCORDING TO MANUFACTURER'S GUIDELINES.
2. PLACE PARALLEL ROLLS IN SHINGLE
FASHION (UPPER ROLL LAPS OVER
LOWER ROLL). LAP UPPERMOST ROLL
AT LEASTI/ZROLL WIDTH BEYOND TOE
OF TERRACE SLOPE (ABOVE BANKFULL BENCH).
3. UPPER ROLL SHOULD BE KEYED IN
ALONG TERRACE TO PREVENT UNDERMINING
FROM SHEET FLOWS FROM SLOPE.
COIR FIBER (EXCELSIOR) STAPLE PATTERN
PHYSICAL SPECIFICATION (ROLL)
MATERIALS
GEOTEXTILE FABRIC
CONTRACTOR WILL PROVIDE FABRIC TO MEET
OR EXCEED TI-E FOLLOWING SPECIFICATIONS.
THE ABOVE SPECIFICATIONS ARE CONSISTENT
WITH AMOCO BRAND STYLE 4551, A
POLYPROPYLEI`E NONWOVEN NEEDLE-
PUNCHED FABRIC.
ENGINEER RECOMMENDS GRAY-COLORED FABRIC
FOR USE WITH VANE STRUCTURES.
PROPERTY MINIMUM AVERAGE
ROLL VALUE
GRAB TENSILE 160 LBS.
CRAB ELONGATION 50%
MAJ-EN BURST 315 PSI
PUNCTURE 90 LBS.
TRAPEZOIDAL TEAR 65 LBS.
UV RESISTANCE 70% AT 500 HOURS
AIDS 70 SIEVE
PERMITTIVITY 1.5 SEC.

FLOW RATE z
110 GAL./MIN./FT.
NOTES.
1. PLANT IN AREAS OF EXISTING 4. PLANTS DUG WITH ROOTBALLS SHOULD
VEGETATION AS NEEDED TO BE RESET WITH THE ROOT COLLAR AT
AUGMENT HEALTHY,WELL-ROOTED PLANTS. OR JUST ABOVE THE SOIL SURFACE.
2. TRANSPLANTS CAN BE SITED ANYWHERE 5. ALL TRANSPLANTS SHOULD BE WATERED
ABOVE THE BANKFULL ELEVATION THAT HEAVILY AT THE TIME OF INSTALLATION.
IS APPROPRIATE TO THEIR HABITAT
REQUIREMENTS. 6. TRANSPLANTS LOCATIONS SHOULD BE
SITED BY ENGINEER PRIOR TO MOVEMENT.
3. WOODY STUMPS OF LARGER PLANTS
BANKFL
ELEVAT
7
WETTED SURFACE
ELEVATION
(EXCELSIOR) MATTING
LIVE STAKES AND BARE ROOT PLANTINGS
TREE
0. C.
MATERIALS
COIR FIBER (EXCELSIOR) MATTING
- CONTRACTOR WILL PROVIDE MATTING TO MEET OR EXCEED
TI-E FOLLOWING SPECIFICATIONS.
- CONTRACTOR SHALL USE MATTING CONSISTING OF STRING
RATHER THAN NYLON, IF AVAILABLE.
- SPECIFICATIONS FOLLOW WESTERN EXCELSIOR SUPER
DUTY EXCELSIOR SD-3 EROSION CONTROL BLANKET OR
WESTERN EXCELSIOR 109/ COCONUT CC-4 EROSION
CONTROL BLANKET.
STAPLESs
WIDE NOT SMALLER THAN 11-GAUGE, FORMED INTO A
'U' SHAPE WITH LEGS AT LEAST 12' IN LENGTH AND A
CROWN 1' IN WIDTH SHALL BE USED. STAPLES SHALL
BE OF SLIFICIENT THICKNESS FOR SOIL PENETRATION
WITHOUT UNDUE DISTORTION.
PHYSICAL SPECIFICATION (ROLL)
MATERIAL ESUPER LCE DUTY
IOR 100'/. COCONUT
MATRIX ELCELSIOR COCONUT
Y. CONTENT 100% 100'/.
WIDTH 8 FEET 7.5 FEET
LENGTH 50 FEET 120 FEET
WEIGHT
(LBS. -SQ YDS) 1.35 0.50
BLANKET LIFE
(AVG. MONTHS) 24-30 36
TOP LETTING HEAVY WT. MEDIUM WT.
BOTTOM NETT I ND MED I UM WT. MED I UM WT.
FLOW VELOCITY 10-12 FPS OBSERVED 11 FPS
STITCHING PHOTODEGRADABLE PHOTODEGRADABLE
STITCHING ON 2' CENTERS ON 2" CENTERS
TERRACE ELEVATION
10' MAX. WITH WIRE
- ( 6' MAX. W I THOIJi W I RE)
DDLE AND VERTICAL WIRES
SHALL BE 12 1/2 GAUGE MIN. NOTES:
12" TO 3' WASHED COURSE AGGREGATE 4, MUST BE MAINTAINED IN A CONDITION
TOP AND BOTTOM STONE SHALL BE USED. ENTRANCE TO BE WHICH WILL PREVENT TRACKING OR
SHALL BE 10 GAU 5011 X 17.5'W X 6'D AT A MINIMUM. DIRECT FLOW OF MUD ONTO STREETS.
* PROPERTY OWNER WILL DETERMINE THE PERIODIC TOPDRESSING WITH STONE
LENGTH OF ROADWAY TO BE NEEDED FOR WILL BE NECESSARY;KEEP SOME AVAILABLE.
; CONSTRUCTION ACCESS.
5. ANY MATERIAL WHICH STILL MAKES IT
2. TURNING RADIUS SUFFICIENT TO ONTO THE ROAD MUST BE CLEANED UP
ACCOMMODATE LARGE TRUCKS IS TO BE IMMEDIATELY.
PROVIDED.
WI
RE BRIC
FILTER 6. TEMPORARY C ONSTRUCTION ENTRANCE/
3. ENTRANCE(S) SHOULD BE LOCATED TO EXIT AND ROADWAY WILL BE REMOVED
PROVIDE FOR MAXIMUM UTILITY BY ALL FOLLOWING CONSTRUCTION PER PROPERTY
NOTES: CONSTRUCTION VEHICLES. OWNER'S DIRECTION.
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD
STRENGTH OR EXTRA STRENGTH FILTER FABRIC.
2. WIRE SHALL BE A MINIMUM OF 32'
IN WIDTH AND SHALL HAVE A MINIMUM
OF 6 LINE WIRES WITH 12" STAY SPACING.
3. FILTER FABRIC SHALL BE A MINIMUM OF 36'
IN WIDTH AND SHALL BE FASTENED ADEOUATELY
TO THE WIRE AS DIRECTED BY THE ENGINEER.
ENSURE THAT THE HEIGHT OF THE SEDIMENT
FENCE DOES NOT EXCEED I8'ABOVE THE
GROUND SURFACE (HIGHER FENCES MAY IMPOUND
VOLUMES OF WATER SUFFICIENT TO CAUSE
FAILURE OF THE STRUCTURES).
4. STEEL POST SHALL BE 5'-0' IN HEIGHT AND
BE OF THE SELF-FASTENER ANGLE STEEL TYPE.
5. WOOD POST SHALL BE 6'-0" IN HEIGHT
AND 3']N DIAMETER.
6. EXTRA STRENGTH FILTER FABRIC WITH 6'
POST SPACING DOES NOT REQUIRE WIRE MESH
SUPPORT FENCE. STAPLE OR WIRE THE FILTER
FABRIC DIRECTLY TO POSTS.
7. EXCAVATE A TRENCH APPROXIMATELY 4' WIDE
AND 8' DEEP ALONG THE PROPOSED LINE OF
POSTS AND UPSLOPE FROM THE BARRIER.
8. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.

2' to 3' WASHED STOI\E
ILE FABRIC
TEMPORARY CONSTRUCTION ACCESS
W = 17.5' MIN. AT ENTERANCE/ EX I T
W = 12' MIN. ALONG ACCESS ROAD
SILT FENCE DETAIL
EXTENSION OF FABRIC AND
WIRE INTO TRENCH
? I ?IJI
I I III
BEGIN PROJECT

III TIE PROPOSED
TO EXISTING

`1 11 111 TEMP 4B'CMP
. 1
r
PASTURE
X
h sns

r ri.?X x- x_?
?. x
?rA° \ 5 j (ROCK A
W ` X
F_U NA • 3)
AD K VANE I RCII( VANE W/ AWT
F +\ (STRUCTURE • PJ y (STRUCTURE • 5)
/ \\ +\ ROCK VANE
s°?, sq \\ (STRUCTURE • I) CROSS VANNEE

20 0 40 PROJECT ENGINEER
s.a CANn".i
PLAN, PROFILE, & CROSS-SECTION
F
*-MUL-KE-Y
03 ENGINEERS & CONSULTANTS
APPROx LOCNTON OF
CWSTRUCTNOI ACCESS ROAD
a ?sa
CROSS
-10) Am
LOWSTTREES (3)
\L E \ ` \?\ Syr k R
JJJJ
k k r \\? \ _' ' - V
CROSS VANE
(STALCNRE 16) \k 1 x? ?\_,_ x?=x / X r X__-X S
RETAIN EXISTING ROCK VANE -J
BLACK WALNUT (STAUCTURE • 71
FAWNG FENCE TO BE REPNRED AS PART
OF GOOD FAITH EFFORTS BETWEEN
NCRS AND PROPERTY OWNER ROCK VANE W/ ROOT
(STRUCTURE • 8)
AGRICULTURAL FIELD
LOCATION APPROXIMATE

t r

-
7 7-

_ i+

L - = -t

L
2626

201

Y 7- 4-

I

_ ....

SNKY OOQY(=
RETAIN EXISTING
SNXY DOQVOOO
8? WAD
NUTES Al AOCK VANE, CROSS VANE, AND ROOT WAD STRUCTURES ARE SHOWN AT APPROXIMATE
LOCATIONS AU STld1CTURES WILL BE LOCATED ON SITE BY THE CONSTRZTION ENGINEER
COIR FIBER (EXCEISIMSHNI BE INSTALLED OVER Al AREAS OF MINOR GRADING
SLOMING BANKS WIL BE GRADED TO SLOPE AS SR'ECIFIED BY CONSTRCTION ENGINEER.
A007WAD LOCATIONS WILL INVOLVE THE PLACEMEAT OF
AT LEAST TWO L2JR0AW4OS ANCHORED BY BOULDERS.
ACTUAL PRO'OSED FENCE LOCATION WILL BE DETERMINED AFTER CONSTRUCTION
THRMIGH COaRDINATXON BETWEEN NRCS AND PROPERTY CWNER.
EXISTING FENCE ALUACENT TO STREAM ON QUEEN PROPERTY WILLIE REMOVED PRIOR
TO CONSTRUCTION.
0+00 1+00 2+00 3+00 4+00 5+00
}..

2624 2624

} J
r
?I
l
a'
-t r
i -r
2622 z . _ 2622

zs2o T 1 +
zs2o
-' - - - ?- -I- -
2618 y_..-.. - --`- ?-?- ? ? -i-- 2618
T_ I

PASTURE ROCK VANE W/ ACOT WAD ^ I+ z? z
(STIKJCTURE'11) k b
APPROX TIONAC OF
??VSTAUCTlOA' ACCESS ROAD ? ,..
CONSTRUCTION
T i- k 1 X j/.
.44
RAC C-
ALDER
rr_
x
x
Op
= eP
MINIMIZE IMPACT ON VEGETATKN
REMOVE DSBMW MINIMIZE IMPACT ON VEGETATNIN-
WREASE Ra TO 49
CONSTRUCT BENCH ON OUTSIDE OF BEND
AREA TO BE FILLED TO
BANKFULL ELEVATION
O
VEER PROJECT REFERENCE NO. SHEET NO.
RACCOON CREEK STABILIZATION 8
PLAN, PROFILE, & CROSS-SECTION
49- MULKEY
'o`I?O? ENCINEERS & CONSULTANTS
,0111111111111111..--?
.AREA • 2
...'.,N ROCK VANE W/ BANKFULL SILL 1E, ROOT WAD PASTURE
r' (STRUCTURE • 0
_ROCK VANE W/ ROOT WAD
(STRUCTURE • 13) APPROX LOCATION OF
_ CONSTRUCTION ACCESS
ROAD ? t
-T
k\ E-
at \` r k? j ° ' Ex?srINEWIIL SS09E !? = 0
.777 k-? FOR
USED CUTTG4D5 . N
x _
JJvJ - O
r o 0
k x
BLACK
E ROCK VINE WALNUT
oq\ (STRUCTURE ' 16)
CROSS;
W a\
(STRIXT V. RE .15) TNN EXISTING
DOGNIOOD OF FALLING GLUDFFMHTEFFORTS BETWEEN PART
ROCK VANE W/ ROOT WAD MORS AND PROPERTY OWNER
(STRUCTURE -14)
MODIFIED AM VANE FOR LAY FLOW
(STRUCTURE •TI)
RETAIN EXISTING BLACK CHERRY
AGRICULTURAL FIELD TIE RXK VANE TO BASE OF BLACK CHERRY
NOTES: ALL ROCK VANE, CROSS VANE AND ROOT WAD STRUCTURES ARE SHOWN AT APPROXIMATE
LOCATIONS. ALL STF&MAES WILL BE LOCATED ON SITE BY THE CONSTRWTKNN ENGINEER
CWR FIBER (EXCELSM SHALL BE INSTALLED OVER ALL AREAS OF MINOR ~M
SLOWHW6 BANKS WILL BE GRADED TO SLOPE AS SPECIFIED BY CONSTRUCTION ENWNEER.
ROTWAO LOCATIONS WILL INVOLVE THE PLACEMENT OF
AT LEAST TWO (2)WOTWAOS ANCHORED BY BOW DER&
ACTUAL PROPOSED FENCE LOCATION WILL BE DETERMINED AFTER CON57)KICTIN
THFVJGH COORDINATION BETWEEN NRCS AND PROPERTY AYNER.
EXISTING FENCE AWIACENT TO STREAM ON QUEEN PROPERTY WILL BE REMOVED PRIOR
TO CONSTAUCTION.
LOCATION APPROXIMATE
20 0 40
5+00 6+00 7+00 8+00 9+00 10+00 11+00
20 0 40 Pe xeER PROJECT REFERENCE NO. SHEET NO.
RACCOON CREEK STABILIZATION 9
PLAN, PROFILE, & CROSS-SECTION
4*-MUL
KEY
.
ENGINEERS & CONSULTANTS
MOVE CENTER BAR RIGHT BANK TO FORA POINT BAR x
x
MOVE CHANNEL AWAY FROM ERODING BANK I I

CQNSTRV.TAX STAWNG AREA • 2 AREA TO BE FILLED TO ROCK VANE PASTURE
(STRUCTURE • W x x
PASTURE BANKFULL ELEVATION AREA TO BE FILLED TO I
CROSS VANE B4NKFULL ELEVATION I
^ (STRUCTURE • 20) x TIE PROPOSED TO x I I x TIE PROPOSED TO EXISTING
CROSS VANE
(STRUCTU RE ' 24)

X PASTURE
X
I
VAN(:`
CROSS
T ..
UCfURE 211
R
X? (S
?%? ?- f „? / .i
??X---X_?-'X"\k?\k \,." _ .?
-_? ??.
X _=X x_---X-_.X C)
?O
Wp ??- _ x
x-, X-x i _ - Ae A[oERS - x - ? "x CROSS WANE
(STRUCTURE23) p

W C)
X-=_XsX x__ k W +

4 _ NEW FDINT BAR SHIFT CHANNEL TO RIGHT -. N
a
- ?
CREATE BENCH AT OUTSIDE OF BEND ? TIE PROPOSED TO EXISTING c
0
MINIMIZE EXISTING
I' 1-- i TAG ALDER & BACK WALNUT
1,
-
-
p
uouc?NC BANKS F-
__ --
CATTLE CAOSSMG
i
7- 1
N
j RETAIN EXISTING TO BE MNNTAWED

U ?
F
`Z I =R?
TAG ALDER ?
I CROSS VANE
(STRUCTURE • 251 Q
CROSS VANE
(STRUCTURE •IS) ROCK VANE
(STRUCTURE • 19)
AGRICULTURAL FIELD
EXISTING WILLOWS TO BE USED FDIC CUTTINGS
I

LOCATION APPROXIMATE
-_?---55-__ 55--'--
A
I
I ---t?-
1-4- 4
NOTES, ALL ROCK VANE, CROSS VANE AND ROOT WAD STRUCTURES ARE SHOWN AT APPROXIMATE
LOCATI N& ALL STRUCTURES WILL BE LOCATED ON SITE BY THE CONSTRUCTION ENGINEER -
-+-
T
"
MR FIRER (EXCELSIOR) SHALL BE INSTATED OVER ALL AREAS W M1NOR GRAUNG
r
- Y -
f-
- -1-- --t
.. f ?_

SLOMING BANKS WILL BE GRADED TO SLOPE AS SPECIFIED BY CONSTRUCTION ENGNEER r:.=
j r T
i- t? a
r
-

ROOTWAD LOCATIONS WILL IWWE THE PLACEMENT OF AT LEAST TWO (2)ROOTWA0S ANCHORED BY BOULDERS
2618
-
f 2616 y - t
2618
r-l r 2616
ACTUAL PROPOSED FENCE LOCATION WILL BE DETERWNED AFTER CONSTRUCTIN
TNRDLGif CL'ORdNA1I0N BETWEEN ARCS AND PROPERTY OWNER.
2614 -?- ' --1- -' - I - -'- h' i - -- - -
*_, •- .

T
*- 2614
-

EXISTING FENCE AOIACENI TO STREAM ON WEEK PROPERTY WILL BE ItEYWEO PRNL4 = - ;-
TO CONSTRUCTION. r .y.
a T _ _ .._ _
T??!
.. r T
11 11 14 11 t il l! Il il
2619 -
19

2617
-
2616 -T n?
m wz
I

I
2613 +
i

2612 2612

?
f 2611
3 -

It
it
Y T F FF

11+00
12+00 13+00
14+00 15+00 it
16+00 -am
17+00
Cl) CROSS VANE 20 0 40 PROJECr ENGIVEER PROJECT REFERENCE NO. SHEET NO.
(STRUCTURE 'MJ
T`O + CAq RACCOON CREEK STABILIZATION 10
tM
\
O ~?? +
407
?.?
yy PLAN, PROFILE tti CROSS SECTION

---MULKEY

?
` 1403 ENGINEERS & CONSULTANTS
?
?Q I k\\
\k PASTURE
'
\+?+\? \ +\ \

`

IA
ROCK VANE
PoXTURE •351 /X?x (I
1(?
(

ROCK VANE \ .. '` +\\
STRUCT(NLE
°p1
a CROSS
(S7*NMuVrrr • 311
0
\\ FILL ND CHANNEL TO BAHNFU(L R
ELEVATION & CREATE BENCH X i ,X1
? ?'

CROSS VANE WITH [:VWKF(IL. SILL ACROSS 4D CHA
•
NNEL .-.. ,
9
x x_
-x
\ fSTRLACRIRE
331 - I ' --X _
- ?
VANE \\\+

.` \
881 \
DRE

VANE

-
/X
ROCK OCK VANE
-
R
• _
\
, \\

AGAICUL7URAL FIELD

x
utu
321 ?/

N

`

\ \+? X? - VANE
TR MRE •301
ROCK VANE
? - --- x ,
+\? A ?? `;r fS7`ALL7URE'/30?/?/ ?
? --- -

A s
OOAT'o 4 x'?? -? , .. ?r'/f ?0 TION APPftO
-
ROCK VANE
\
•
--

=s f5TRUCNRE
291 - -----------
/`
s s
r y
AGRICULTURAL FIELD
ss ? r `

W 47 W 264 + 1 `1 t -r-4-I, ir- j m F a 1-,=.=
2614
i
?
I r r
?? j 1
tr{ 1
r
h

? 2612 I
r
7 2612 I
Ar '
I
WET AREA
44 I, rt 1
L6-10

p 1,.
C
?r
V

-}
-1-
- +
? L A 1
1 -0 L?

VIY 7
!
L
44 Yy / s - y M ? 7 t
t - T

NOTES, ALL ROCK VANE CROSS VANE, AND ROOF WAD SrffX ORES ARE SHOWN AT APPROXIMATE t 1 ;- Lrt i._ T L a E

r y f T?
-
LOCATIONS ALL STRUCTURES WILL BE LOCATED ON SITE LW THE CONSTRUCTION ENGINEER
i .
T-
-1
CTNR FIBER (fXCELSIMSHALL BE INSTALLED OVER ALL AREAS OF MINOR GRAOIN& SEE DETAIL SHEET 3 J

SLOUGHING BANKS WILL BE GRADED TO SLOPE AS SPECIFIED Br' CONSTRCTAON ENCNEER
2612 - =' S i?
t } - ? -? Z - 2612
R007WAD LOCATIONS WILL MNIXVE THE PLACEMENT OF

AT LEASE OWD I21 AOONWADS ANCHORED BY BOULDERS
.

DETAIL
SWALE

260
-- - - - 2610
-' I - _; - - -
ACTUAL PROPOSED FENCE LOCATION WILL BE DETERMINED AFTER COISTRUCTKW
THRMH COORDINATION BETWEEN NRCS AND PROPERTY OWNER t0'
NOURAL
GROLM 2608 -t - i 2608
-
EXISTING FENCE ADJACENT TO STRfNf ON QUEEN PROPERTY WILL BE RElIOVEO PRIOR 6N
EROSION CtNIROI FABRIC ,
TO CONSTRUCTION.

2615
T

2614 614

-613 2613

2612 _6
r -
2611
-
r
- 2611

2610

2609 2609
-
1

2bM 108
- -- 7 -
t -- - - -- t H
2607 a-
F
2

17+00 18+00 19+00 20+00 21+00 22+00 23+00
20 0 40 a SNEER PROJECT REFERENCE NO. SHEET NO.
Q??tBM RACCOON CREEK STABILIZATION 11
?
PLAN & PROFILE

4?-muucEy
\
\
0405
\\ \,F 1
ENGINEERS & CONSULTANTS
?'\ \ PASTURE
O PASTURE R= VANE W? EXTENDED BANKFULL SILL x
+ (STRUCTURE 46l
x

? 0 * \
`' X
ESD ASf 28+53A6
_---x x
\ a \\
x
y
`
?
REMOVE EXISTING \
?.NdEA'f(ftiG FILLED TO BANKFUIL ELEVATION
r i CONSTRUCT BENCH ON OUTSIDE OF BEND
(
t E
Q ?.\ \
N
REMOVE EXISTING RPW
\\ \ ROCK VANE W/ ROOT WADS
\ ?.?
\
C
A
• TIE PROPOSED i-\ \(STRUCTURE X151
3G1
-j \
RE
?Ci y? \ ROCK VANE
(STRUCTURE • 421 1O EXISTING \ \

\ CROSS VANE CROSS VANE
(STRUCTURE • 41) -------__.x- 0"?
x
(STRUCTURE •371 _- x
l\
X
CHNEL AND
?? TH
OROUGH BRIDGE
\ `\ REMOVE
EXISTING DEBRfS
\ y
\\
_
-x R= VANE

1
' x
X? /TTE PROPOSED %
L-IM VANE

TO EXISTING /
431
(STRUMRE
----------- k?\

F X
ROCK(STRVANE
UCTURE •40) ss /?/ //
- CROSS VANE
0 ROCK VANE (STRUCTURE 39)
?
°vq RETN INGTVALDE
AGRICULTURAL FIELD RMnTE
Gx ?
a?of LOCATION
bye mss/ // /
/./
?
AGRICULTURAL FIELD /
// P ,AiB E s0v /

CDNSTRIRTNNI
STAGING AREA •3 /

NOTES, ALL ROCK VANE, CROSS VANE, AND ROT WAD STRUCTURES ARE SHOWN AT APPROXIMATE
LOCATIONS ALL STRUCTURES WILL BE LOCATED ON SITE BY THE CONSTRUCTION ENGINEER
COIR FIBER (EXCELSIOR) SHALL BE INSTALLED OVER ALL AREAS OF MINOR GRADING.
/
SLOMIN49 BANKS WILL BE GRADED TO SLOPE AS SPECIFIED BY CONSTRUCTION ENGINEER

-- -- - _ \ - '-? /
/ ROOTWAD LOCATKONS WILL INVOLVE THE PLACEMENT OF
AT LEAST TWO (2) ROOTWADS ANCHORED BY BOULDERS.

? ACTUAL PROPOSED FENCE LOCAT'KIN WILL BE DETERMINED AFTER CONSTRICTION
N),4
`?p'RAOUS THROUGH COORDINATION BETWEEN NRS AND PROPERTY OWNER.
ENTR4WE /
EXISTING FENCE ADJACENT TO STREAM ON OVEEN PROPERTY WILL BE REMOVED PRIOR
---------------_? _ TO CONSTRUCTION.
1
t

r

2609 T F:
4
2602
1 a

2606

7 -
2605 + It L
i
i
6
U
2
-
-
t 2ZiQA
2603 2603

r -

23+00 24+00 25+00 26+00 27+00 28+00
z?
U L K E Y WETLANDS / 401 GROUP
ENGINEERS & CONSULTANTS
PO Box 331 27 NOV 2 5 2003
S?
RALEIGH, NC 27636
PHONE: [phone] ?Yl??,kU?YLV1?+TION
FAX: [phone]
LETTER OF TRANSMITTAL
To: NC DENR/ Division of Water Quality, Date: November 25, 2003
Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650 HAND DELIVER
Re: Courtesy Copy for Stream Stabilization
Job No.: 2003241.00
along Raccoon Creek
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
3 11/25/03 Raccoon Creek Stabilization Plan, Design, and Pre-
Construction Notifications

These are transmitted as checked below:
® As requested
? For approval
? For review and comment
® For your use
? For Signatures
Remarks:
Attached are three courtesy copies of the Pre-Construction Notification for the stabilization of Raccoon
Creek near Waynesville, NC. This stabilization follows natural channel design methodologies and covers
only the installation of structures to reduce overall bank erosion along several pre-determined areas. If
you have any questions or concerns, please do not hesitate to call me at [phone].
Copy to: Haywood County Soil &
Water Conservation District
File
Signed:
/Lane S Is, Program Dir ctor
A