20051616 Ver 1_Complete File_20050824

a? F o GC?C a?IC? ?p
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vv?u?.rk.. q a_ ?5 Certification of Completion
JAN 6 -,2006
DWQ Project No.: 05-1616 County: Madison DENR W TER ^UALITY
D STDRAtIM1(ATER BRANCH
Applicant: Mr. Ricky McDevitt, Madison County Manager/ agent BuccT`ri i neenn? PC
Project Name: EWP DSR - 8; Spring Creek (sites lb & 2b) & Friezeland Creek (sites 2 through 8)
Date of Issuance of Isolated Wetland Permit: September 2, 2005
Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification and Buffer Rules, and any
subsequent modifications, the applicant is required to return this certificate to the 401/Wetlands Unit, North
Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NC 27699-1650. This form may be
returned to DWQ by the applicant, the applicant's authorized agent or the project engineer. It is not necessary to
send certificates from all of these.
Applicant's Certification
I hereby state that, to the best of my abilities, due care and diligence was
used in the observation of the construction such that the construction was observed to be built within substantial
compliance and intent of the 401 Water Quality Certification and Buffer Rules, the approved plans and
specifications, and other supporting materials.
Signature: Date:
Agent's Certification
I ' h1, dJ Ck e k v1ns hereby state that, to the best of my abilities, due care and diligence was
used in the bservation of the construction such that the construction was observed to be built within substantial
compliance and intent of the 401 Water Quality Certification and Buffer Rules, the approved plans and
specifications, and other supporting materials.
Signature: _ Date:
If this project was designed by a Certified Professional
I , as a duly registered Professional (i.e., Engineer,
Landscape Architect, Surveyor, etc.) in the State of North Carolina, having been authorized to observe
(periodically, weekly, full time) the construction of the project, for the Permittee hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the construction such that the construction was
observed to be built within substantial compliance and intent of the 401 Water Quality Certification and Buffer
Rules, the approved plans and specifications, and other supporting materials.
Signature: Date:
a-c >DS - I U I (_O
Q[R@NVP=5
NOV 4 - 2005
Certification of Completion DENrt wA1&UAUAL'9
y 1!Dr S AND STRMWAMR BRASJCN
DWQ Project No.: 05-1616 County: Madison
Applicant: Mr. Ricky McDevitt, Madison County Manager / agent Buck Engineering PC
Project Name: EWP DSR - 8; Spring Creek sites lb & 2b) & Friezeland Creek (sites 2 through 8)
Date of Issuance of Isolated Wetland Permit: September 2, 2005
Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification and Buffer Rules, and any
subsequent modifications, the applicant is required to return this certificate to the 401/Wetlands Unit, North -
Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NC 27699-1650. This form may be
returned to DWQ by the applicant, the applicant's authorized agent or the project engineer. It is not necessary to
send certificates from all of these.
Ap'plicant's Certification
I hereby state that, to the best of my abilities, due care and diligence was
used in the observation of the construction such that the construction was observed to be built within substantial
compliance and intent of the 401 Water Quality Certification and Buffer Rules, the approved plans and
specifications, and other supporting materials.
Signature: Date:
Agent's Certification
I ftli C V-v Lie mmo,'s hereby state that, to the best of my abilities, due care and diligence was
used in the o servation of the construction such that the construction was observed to be built within substantial
compliance and intent of the 401 Water Quality Certification and Buffer Rules, the approved plans and
specifications, and other supporting materials.
Signature:.`
Date: 16 IA? IOS
If this project was designed by a Certified Professional
I , as a duly registered Professional (i.e., Engineer,
Landscape Architect, Surveyor, etc.) in the State of North Carolina, having been authorized to observe
(periodically, weekly, full time) the construction of the project, for the Permittee hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the construction such that the construction was
observed to be built within substantial compliance and intent of the 401 Water Quality Certification and Buffer
Rules, the approved plans and specifications, and other supporting materials.
Signature: Date:
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
September 2, 2005
DWQ Project # 05-1616
Madison County
Ricky McDevitt, County Manager
Madison County
Post Office Box 579
Marshall, NC 28753
Subject Property: Spring & Friezeland Creeks EWP (DSR - 8)
Approval of 401 Water Quality Certification with Additional Conditions
Dear Mr. McDevitt:
You have our approval, in accordance with the attached conditions and those listed
below, to place fill within or otherwise impact 2,500 feet of streams for the purpose of
streambank stabilization and woody debris removal / trash removal at the subject
properties, as described within your application received by the N.C. Division of Water
Quality (DWQ) on July 1, 2005. After reviewing your application, we have decided that
the impacts are covered by General Water Quality Certification Number(s) 3367 (3367).
The Certification (s) allows you to use Nationwide Permit(s) 37 when issued by the US
Army Corps of Engineers (USACE). In addition, you should obtain or otherwise comply
with any other required federal, state or local permits before you go ahead with your
project including (but not limited to) Erosion and Sediment Control, Non-discharge, and
stormwater regulations. Also, this approval to proceed with your proposed impacts
or to conduct impacts to waters as depicted in your application shall expire upon
expiration of the 404 or CAMA Permit.
This approval is for the purpose that you described in your application. (Nothing in this
approval should be interpreted as giving permission to remove bedload material
form the existing channel, nor allowing for the construction of berms which
would not allow the stream access to it's floodplain.) If you change your project
beyond the approval here, 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 letter and is thereby responsible for complying with all
conditions. If total fills for this project (now or in the future) exceed one acre of wetland
or 150 linear feet of stream, compensatory mitigation may be required as described in
15A NCAC 2H .0506 (h). -This approval requires you to follow the conditions listed in
the attached certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone]/ Internet http:l/h2o.enr.state.ne.us/ncwetlands
NZ?L1 EPA
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Madison County:
Page 2 of 6
September 2, 2005
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific
and general conditions of this Certification (or Isolated Wetland Permit) are met.
No other impacts are approved including incidental impacts:
Amount
Approved (Units) Plan Location or Reference
Stream 2,500 (feet) S rin & Friezeland Creek
2. Erosion & Sediment Control Practices
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.
3. No Waste, Spoil, Solids, or Fill of Any Kind
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
Notification. 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.
Madison County:
Page 3 of 6
September 2, 2005
4. No Sediment & Erosion Control Measures w/n Wetlands or Waters
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.
5. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification
or applicable Buffer Rules, and any subsequent modifications, the applicant is
required to return the attached certificate of completion to the 401/Wetlands Unit,
North Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NC,
27699-1650.
6. Construction in this creek and disturbance within a 25-foot trout buffer should be
avoided during the October 15 to April 15 trout spawning period to avoid adverse
effects of sediment on eggs and larvae, where applicable. However, Wildlife
Resources Commission will not object to construction of Natural Resources
Conservation Service "urgent and compelling" sites during the spawning period
provided these projects are, to the extent appropriate and practical, constructed by:
(1) using flow diversion structures such as sand bags, (2) placing large-sized rock
toes and filter cloth backing for stabilization sites before backfilling, and (3)
excavating new channel alignments in dry areas. Construction at the other non-
"urgent and compelling" sites should not occur during the spawning period to
minimize the potential adverse effects of multiple construction activities on trout
resources in this creek.
7. Sediment and erosion control measures must be implemented prior to construction
and maintained on the sites to minimize sediment in downstream areas. Seeding for
a temporary cover of wheat, millet, or similar annual grain or permanent herbaceous
cover should occur on all bare soil within five (5) days of ground disturbing activities
to provide long-term erosion control. The projects should be accomplished in stages
instead of leaving large tracts exposed to further storm events. Erosion control
matting should be used in conjunction with appropriate seeding on disturbed soils in
steep slope and riparian areas. Matting should be secured in place with staples,
stakes, or, wherever possible, live stakes of. native trees. Straw mulch and tall
fescue should not be used in riparian areas. In addition, because of an anticipated
difficulty in establishing ground cover during the winter, reseeding should be
conducted, as necessary, in the spring-time with a native annual -and perennial seed
mix with a temporary nursery crop of wheat, millet or other grain.
Madison County:
Page 4 of 6
September 2, 2005
8. Only clean, large, angular rock, large woody material, or other natural stream design
materials and techniques should be used-For bank stabilization. Rock should not be
placed in the stream channel in a manner that constricts stream flow or that will
impede aquatic life movements during low flow conditions. Filter cloth should be
placed behind large rock that is used for bank stabilization. Properly designed rock
vanes should be constructed wherever appropriate on bank stabilization and
channel realignment stream reaches to improve channel stability and to improve
aquatic habitat. Root wads should be installed low enough in the bank so that a
significant portion (at least one-third) the root wad is inundated during normal flows.
9. The channel should be restored to a more stable condition. However, under no
circumstances should river rock, sand or other materials be dredged from the
stream channel under authorization of this permit except, if necessary, in the
immediate vicinity of the eroding banks for the explicit purpose of anchoring
stabilizing or flow/grade control structures or for reestablishing the natural
-and more stable stream channel dimensions. Stream bed materials are unstable
in flowing-water situations and are unsuitable for bank stabilization. In stream
dredging has catastrophic effects on aquatic life and disturbance of the natural form
of the stream channel can cause downstream erosion problems. The natural
dimension, pattern, and profile of the stream upstream and downstream of the
permitted area should not be modified by widening the stream channel or changing
its depth.
10. Stabilization measures should only be applied on or near existing erosion sites,
leaving other stable stream bank areas in a natural condition. Grading and
backfilling should be minimized and tree and shrub growth should be retained where
possible to ensure long term availability of stream bank cover for aquatic life and
wildlife. Backfill materials should be obtained from upland sites except in cases
where excess stream bed materials are available. Berms should not be permitted
because they block the floodplain, constrict and accelerate flood flows, and often fail
and sometimes impede drainage during large flood events.
11. Repairs to eroded banks should be conducted in a dry work area where possible.
Sandbags or other clean diversion structures should be used where possible to
minimize excavation in flowing water. Channel realignments should be constructed
by excavating the new channel from downstream to upstream before connecting it to
the old channel.
12. Heavy equipment should be operated from the bank whenever possible. All
mechanized equipment operated near surface waters should be inspected and
maintained regularly to prevent contamination of stream waters from fuels,
lubricants, hydraulic fluids or other toxic materials. Equipment used in stream
channel must be clean, new or low hour equipment.
13. Disturbed stream banks and a 25-foot vegetated zone, or the widest width that is
practical under, the site conditions, should be restored where possible along the
construction sites to natural riparian conditions with native trees and shrubs (e.g.,
silky dogwood, rhododendron, dog hobble, red maple, silky willow, tag alder, black
willow, sycamore) to provide long-term bank stability and stream shading. Note,
silky dogwood, silky willow and black willow can be planted as live stakes collected
Madison County:
Page 5 of 6
September 2, 2005
during the dormant growing season. Cuttings should be randomly planted on four
(4) foot centers from the waters edge to the top of the bank. Trees should be planted
on ten (10) to twelve (12) foot centers. Stream banks in these areas should also be
seeded with a native annual and perennial seed mix with a temporary nursery crop
of wheat, millet or other grain.
14. If pasture along the stream is to be used for grazing, a fence must be constructed
outside of the riparian zone and the stream to prevent livestock from entering these
areas.
15. Diffuse Flow
All constructed stormwater conveyance outlets shall be directed and maintained
as diffuse flow at non-erosive velocities through the protected riparian zones
such that it will not re-concentrate before discharging into a stream. If this is not
possible, it may be necessary to provide stormwater facilities that are considered
to remove nitrogen. This may require additional approval from this Office.
16,Riparian Zone Replanting
Replanting of vegetation within disturbed areas located within 25 feet of the
streambank associated with any land disturbing activity, repair, replacement
and/or maintenance must be done in a manner consistant with the Guidelines
for Riparian Buffer Restoration immediately following construction. (Please
see attached.)
17. Deed Notifications
Deed notifications or similar mechanisms shall be placed on all retained
jurisdictional wetlands, waters and protective woody riparian zones in order to
assure compliance for future wetland, water and buffer impact. These
mechanisms shall be put in place prior to impacting any wetlands, waters and/or
buffers approved for impact under this Certification Approval and Authorization
Certificate. A sample deed notification can be downloaded from the
401M/etlands Unit web site at http://h2o.enr.state.nc.us/ncwetiands. The text of
the sample deed notification may be modified as appropriate to suit to this
project.
18. Turbidity Standard
The turbidity standard of 10 NTUs (Nephelometric Turbidity Units) shall not be
exceeded as described in 15 A NCAC 26. .0200. Appropriate sediment and
erosion control practices must be used to meet this standard.
19. No Sediment and Erosion Control Measures in Wetlands
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 or locally delegated program has released the project.
Madison County: ?
Page 6 of 6
September 2, 2005
Violations of any condition herein set forth may result in revocation of this Certification
and may result in criminal and/or civil penalties. The authorization to proceed with your
proposed impacts or to conduct impacts to waters as depicted in your application and
as authorized by this Certification, shall expire upon expiration of the 404 or CAMA
Permit.
If you do not accept any of the conditions of this Certification (associated with the
approved wetland or stream impacts), 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
asrfor 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 Cyndi Karoly in the
Central Office in Raleigh at 919-733-9721 or Mr. Kevin Barnett in the DWQ Asheville
Regional Office at 828-296-4657.
Sincerely,
Alan W. Klimek, P.E., Director
Division of Water Quality
AW Klkhb
Enclosures: GC 3367
Certificate of Completion
Guidelines for Riparian Buffer Restoration
cc: Micky Clemmons, Senior Scientist
Buck Engineering
797 Haywood Road
Suite 201
Asheville, NC 28806
USACE Asheville Regulatory Field Office
DWQ 401 Central Office
DLR Asheville Regional Office
File Copy
Central Files
Filename: 05-1616.EWP.SpringandFriezelandCreek.Approval
Triage Check List
11 t: lt;^i ?
Date: 08/25/05
Kevin Barnett, Asheville Regional Office
To:
60-day Processing Time: 8/24/05 to 10/22/05
From: Cyndi Karoly Telephone: [phone]
DWQ #:05-1616
County: Madison
The file attached is being forwarded to you for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Neuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
Is the application consistent with pre-application meetings?
? Cumulative impact concern
1-1
Comments: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks!
Project Name: Madison EWP
DSR8 Spring & Friezeland Creeks

Office Use Only: Form Version May 2002
2 0 0 5 1 6 1 8
USACE Action ID No. DWQ No.
(It any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1.
II.
Processing
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 37
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
sC1:?$
,_
Y
1. Owner/Applicant Information AUG 2 4 2005
Name: Mr. Ricky McDevitt, Madison County Manager
Mailing Address: Madison County Courthouse, cE''R `Y% ?u' QTY
Main Street
PO Box 579,
Marshall NC 28753
Telephone Number: 828-649-2854 Fax Number: 828-649-1021
E-mail Address: rmcdevitt(Z)madisoncountync.org
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: Micky Clemmons, Senior Scientist
Company Affiliation: Buck En ngieering PC
Mailing Address: 797 Haywood Road
Suite 201
Asheville NC 28806
Telephone Number: 828-350-1408 Fax Number: 828-350-1409
E-mail Address: mclemmonsna,bucken ink eering.com
i
Page 1 of 9
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: Madison County EWP, DSR 8 - Spring Creek and Friezeland Creek,
Sites: Friezeland Cr. - 2, 3, 4, 5, 6, 7, 8, and Spring Cr. - lb and 2b.
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): See attached Table 1.
4. Location
County: Madison Nearest Town: Hot Springs
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): The location of each site is
attached on the EWP Index Map and provided in each individual site repair plan.
5. Site coordinates, if available (UTM or Lat/Long): Attached in site repair plan
(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): N/A
7. Nearest body of water (stream/river/sound/ocean/lake): Friezeland Creek and Spring Creek
8. River Basin: French Broad River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at hqp://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: A site specific description is in each site plan. All of these
sites except lb. are in the vicinitv of agricultural lands. Site lb is on residential land and the
banks are a part of the yard and mowed. The land use on these sites is some combination of
agricultural, residential, and road shoulder.
Page 2 of 9
10. Describe the overall project in detail, including the type of equipment to be used: Specific
repair activities for each site are provided in the site repair plans which are attached Repair
activities proposed for these sites include: removing coarse sediment deposits (rocky debris)
from the channel to return the channel to the proper dimension and profile installing vane
structures to protect unstable stream banks, grading bankfull benches in areas where the
channel can no longer access its floodplain, removing unstable woody debris and grading
and planting unstable stream banks to provide long-term stability. This work will require the
use of a trackhoe with hydraulic thumb and a dump truck to haul boulders to the site and to
remove rock debris from the site. A bulldozer may be needed for some of the grading work.
11. Explain the purpose of the proposed work: This work is being done as part of the
Emergency Watershed Protection program that counties impacted by 2 Hurricanes in the Fall
of 2004 are carrying out. The purpose of the work is to repair damaged stream reaches that
are unstable and continuing to cause losses to personal and public property and to public
resources by degrading water quality and other natural resources.
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.
To our knowledge permits have not been issued for work at these sites in the past.
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.
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
Page 3 of 9
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.
1. Provide a written description of the proposed impacts: Impacts from this work will be
minimized whenever possible. However to accomplish these needed repairs impacts may be
realized from temporary increased turbidity, removal of aggraded bed material and temporary
loss of herbaceous vegetation. Long-term impacts will be an increase in stream bank
stability, stable dimension and profile, and improved vegetative cover.
2. Individually list wetland impacts below:
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.) 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: 0
Total area of wetland impact proposed: 0
3. Individually list all intermittent and perennial stream impacts below:
Length
Stream Impact of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name* * of Stream Intermittent?
(indicate on map) (linear Before Impact (please specify)
feet)
Stream bank
FC 2 stabilization & removal 150' Friezeland Creek 26' Perennial
of aggraded rock debris
Stream bank
FC 3 stabilization & removal 100' Friezeland Creek 26' Perennial
of aggraded rock debris
Page 4 of 9
Stream bank
FC 4 stabilization & removal 400' Friezeland Creek 26' Perennial
of aggraded rock debris
Stream bank
FC 5 stabilization & removal 700' Friezeland Creek 27' Perennial
of aggraded rock debris
FC 6 Stream bank 100' Friezeland Creek 32' Perennial
stabilization
FC 7 Channel Grading 50' Friezeland Creek 29' Perennial
Stream bank
FC 8 stabilization & removal 100' Friezeland Creek 23' Perennial
of aggraded rock debris
SP/FR lb Installation of3 cross 400' Friezeland 45' Perennial
vanes Creek/Spring Creek
Stream bank
SP 2b stabilization & removal 500' Spring Creek 45' Perennial
of aggraded rock debris
* 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 intemet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 2500'
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 Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.
N/A

* 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.):
Page 5 of 9
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.
Access to each site will be over the most stable route possible and movement of vehicles over
access routes will be minimized. Wherever possible equipment work will be done from the
stream bank. Operating equipment within the channel will be done when this is the only way to
accomplish needed work. Excavated material will be moved directly to trucks for hauling to
disposal sites when it will not be used on site. When excavated material will be used on site it
will be handled as few times as possible. Work at each site will be accomplished as quickly as
possible and the site will be stabilized with erosion control matting and seeding within 5 days of
site completion. Trees will be planted during the next dormant season. Equipment leaking any
fluids will not be used and if leaks occur during construction the equipment will be replaced or
repaired immediately. Sediment and erosion control measures, including silt fence, stoned
entrances, protected stock pile areas, diversions and check dams, will be employed to minimize
sediment movement off site.
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
Page 6 of 9
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
hgp://h2o.enr.state.nc.us/ncwetlands/strrngide.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
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/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): 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
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 E] No
Page 7 of 9
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 2B .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* s uImpct are feet) Multiplier MiRequired
tigation
1 3
2 1.5
Total
Gone l extends out jU teet perpendicular trom near bank of channel; Gone 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 (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.
Page 8 of 9
There will be no change in impervious acreage. Existing project sites are residential or
agricultural lands and will remain in this land use. Proposed repair work will not alter runoff of
s_tormwater from each site. The end result of this proposed work will be stream banks that are
better able to withstand the erosive forces generated by storm flows.
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.
N/A, waste water will not be generated by this project
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 211.0500) 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).
N/A
8 /.?P 105
Appli(?nt/Agent's Signature bate
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 9 of 9
6

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B?C K . LEGEND Madison County EWP
nsx sites bq Gaup • 7 • 6 IO Index Map of DSR Groups
1 • • !?
Field Crew 4 a ti O 0.5 1 2
TimNDate: • 2 C? 5 • 9 0 12 •4 ®Miles
Lat. & Long (dd.dddd)
DSR SITE PIN NAME 1 ADDRESS CITY/STATE ZIPCODE North West
Friezeland Creek Group
FR2 8754697362 HIPPS, RAY LEWIS & DALE 439 JENNY GAP ROAD CLYDE, N.C. 28721 35.7455 82.859
FR3 8754772547 WEBB, HATTIE & CLYDE P.O. BOX 35 MOUNTAIN HOME, TENN 37684 35.7421 82.8554
FR4 8754772547 WEBB, HATTIE & CLYDE P.O. BOX 35 MOUNTAIN HOME, TENN 37684 35.7392 82.8534
FR5 8754843880 BUCKNER, PATSY 1616 NC HWY 63 HOT SPRINGS, N.C. 28743 35.7378 82.8511
FR5 8754642310 DAIGLE, PAUL R. & MARJORIE 1511 HONEY SUCKLE LANE SUGAR LAND, TX 77479 35.7382 82.8529
FR6 8754843880 BUCKNER, PATSY 1600 NC HWY 63 HOT SPRINGS, N.C. 28743 35.7391 82.8489
FR7 8754964639 BARLOW, WILLIAM J. & ROBERTA S. 1916 NC 63 HWY HOT SPRINGS, NC 28743 35.7413 82.8474
FR8 8754964639 BARLOW, WILLIAM J. & ROBERTA S. 1916 NC 63 HWY HOT SPRINGS, NC 28743 35.7414 82.8424
SP/FR1b 8755203253 EAKES FAMILY, LP (TODD GLASSER & CARMEN EAKES) 170 N.C.HWY 63 HOT SPRINGS, N.C. 28743 35.7506 82.8693
SP 26 8756014272 BURWELL, JOHN 682 ROCKHOUSE RD. HOT SPRINGS, N.C. 28743 35.7739 82.8731
SP 213 8755290423 DECKER, ADA 3106 HWY 66 SOUTH ROGERSVILLE, TN 37857 35.7736 82.8729
SP 26 8755183428 ETHEL KIRKPATRICK 16275 NC HWY 209 HOT SPRINGS, N.C. 28743 35.7719 82.8729
SP 213 8755281403 PRICE, LUCILLE S. 120 FOX TOWN ROAD HOT SPRINGS, N.C. 28743 35.7727 82.8733
To Whom It May Concern:
I, Ricky McDevitt, County Manager for Madison County, attest to the fact that Madison Count has
entered into a contract with Buck Engineering PC, a North Carolina professional corporation, to
provide engineering services for carrying out the Emergency Watershed Protection Program.
Relative to this contractual relationship Buck Engineering will act as the Counties agent for the
purpose of accomplishing this work. Specifically, Buck Engineering's employees may take those
actions necessary to obtain environmental permits from the U. S. Army Corps of Engineers, N. C.
Division of Water Quality, and N. C. Division of Land Quality.
C
G'
Ricky McDevitt , County Manager for Madison County
Date:
Office: Madison County Courthouse, Main Street, PO Box 579, Marshall, NC 28753
RUU-19-2005 11:36 FROM:MROISON FSR OFFICE 828-649-3124 TU:3501409 P:1/1
Plan Review Checklist
EWP-Madison County, North Carolina
DSR 8 - Friezeland Creek, Sites, 2, 3, 4, 5, 6, 7, 8
and Spring Creek, Sites lb(F.C. & S.Q and 2b
French Broad River Basin
1 Russell Blevin.s , the Natural Resource Conservation Service Agent for
Madison County, have reviewed the stream repair plans listed below. These plans have
been prepared by Buck Engineering PC to accomplish stream repair under the Emergency
Watershed Protection Program being administered by Madison County. The following
table summarizes my comments on these plans:
DSR 8 -- Friezeland Creek and S ring Creek
Site Approve Disapprove Approve with Modifications
CR/SC-lb
FR- 2
FR-3
F.RA ?
FR-5 ?
FR-6 ?
FR-7 ?
FR-8 ?
SC - 2b

Natural Resource Conservation Service Agent
Agenl s Signam?
° USDA/NRCS
4388 Hwy 25/70, Suite 2
Marshall, NC 28753
Subject: Cultural Resources Literature Search and Survey Results for Madison County NRCS Planned
EWP Undertakings
To: Russell C. Blevins, NRCS District Conservationist
From : Jim Errante
USDA-NRCS, CRS SC & NC 1835 Assembly St., Rm 950
Columbia SC 29201
Phone: [phone]
The following list of DSR's were reviewed by Jim Errante, NRCS Cultural Resources Specialist (CRS). A
literature search for each planed practice location took place in the Archaeological Map room of the NC Office
of State Archaeology. Each location was reviewed for the potential of NRCS planned activities to effect
cultural resources (CR's). In addition, photographs of the APE's were often reviewed and discussions were
held with knowledgeable field office staff and/or the engineering staff in order to determine the potential of
planned activities to effect CR's at each EWP practice location. Each practice location received a ranking of
a low, medium or high potential to effect CR's.
All EWP practice locations receiving a medium or high ranking to effect cultural resources were
archeologically surveyed by the NRCS CRS. Archaeological survey procedures included reconnaissance
survey of all visible soils in the area including river bank profiles and shovel testing. All shovel tested soils
were screened through'/4 inch hardware mesh. The following Excel file list of EWP locations includes a
statement describing the results of this survey work. The NRCS CRS maintains the field work details of the
archaeological survey at each APE. Any questions concerning the results of these survey results as listed
below should contact the NRCS CRS for further explanation.
DSR # Topo Comments
1 Spring Creek No previously recorded CR's along this planned APE. NRCS planned
assistance along this APE appears to have a Low Potential to effect CR's.
Recommendation: F.O. to survey this location.
2 Marshal Three areas associated with this DSR were surveyed by CR Specialist on
4/28/05. No CR's were observed. No high probability landforms are in these
APE's. The locations have been very disturbed by agricultural practices and
reveal no evidence of cultural resources.
3 Marshal Location has a low potential for CR's to exist. F.O. to survey this location
4 Spring Creek Location has a low potential for CR's to exist. F.O. to survey this location
5 Spring Creek Location has a low potential for CR's to exist. F.O. to survey this location
6 Spring Creek Location has a low potential for CR's to exist. F.O. to survey this location
7 Spring Creek Location has a low potential for CR's to exist. F.O. to survey this location
8
f Spring Creek Location has a low potential for CR's to exist. F.O. to survey this location
9 Sandy Mush Five location associated with this DSR were surveyed by CR Specialist on
4/28/05. No CR's were observed. No high probability landforms are in these
APE's
10 Sandy Mush Several areas associated with this DSR were surveyed by CR Specialist on
4/28/05. No CR's were observed. No high probability landforms are in these
APE'S. The location is has been extrememly disturbed by past flooding
episodes and agricultural activities.
11 Leicester Location has a low potential for CR's to exist. F.O. to survey this location
12 Marshal This location was surveyed by CR Specialist on 4/28/05. This APE has a very
low potential to effect CR's.
ow
Madison SWCD
4388 US Hwy.25/70, Suite 2
Marshall, NC 28753
[phone]
Subject: Cultural Resources Survey Results for Madison County EWP Undertakings
Bailey Mundy, Soil Conservationist, Madison County reviewed available information on
DSR sites on 4-28-05 with Jim Errante, USDA-NRCS CRS SC & NC.
On 5-2-05 and 5-3-05, Bailey Mundy, inspected DSR's 1, 3, 4, 5, 6, 7, 8, 11. The visual
inspection and on site survey of all visible soils in the area including river bank profiles
found no evidence of cultural resources at any location.
Bailey Mundy or SWCD representative will continue to monitor sites as EWP projects
are undertaken.
-S? 0'd M ur?
Bailey Mundy
Soil Conservationist
Madison County SWCD
United States Department of the Interior
FISH AND WILDLIFE SERVICE
Asheville Field Office
160 Zillicoa Street
Asheville, North Carolina 28801
June 16, 2005
Mr. Bailey Mundy
Madison County Office
Natural Resources Conservation Service
4388 Highway 25/70, Suite2
Marshall, North Carolina 28753
Dear Mr. Mundy:
On June 1, 2005, we received the Emergency Watershep Protection (EWP) Site Environmental
Review Checklists for the following sites in Madison County:
Sites
BB1 -BP7 - LP4 - SM7
BB2 - BP8 - LPS SP1
BB3 - - BP9 LP6 SP2
BPI CFl LP7 SP3
BP10 CF2 LP8 SP4
BP11 CF3 LS1 SP5
BP 12 CF4 LS2 WL1
BP13 CF5 LS3 WL10
BP14 FRI LS4 WL11
BP 15 FR2 RBI WL12
BP 16 FR3 RB2 WL 13
BP 17 FR4 RB3 WL2
BP 18 FR5 RB4 WL3
BP 19 FR6 RB5 WL4
BP2 FR7 SM 1 WL5
BP20 FR8 SM2 WL6
BP3 FR9 SM3 - - WL7
BP4 LP1 - SM4 WL8
BP5 LP2 SM5 WL9
BP6 LP3 SM6
We have reviewed the site locations and discussed the EWP measures with design consultants at
Buck Engineering. The following comments are provided in accordance with the Migratory Bird
Treaty Act (16 U.S.C. 703, et seq.); section 7 of the Endangered Species Act of 1973, as
amended (16 U.S.C. 1531-1543) (Act); and the Fish and Wildlife Coordination Act (16 U.S.C.
661 et seq.).
Emergency Watershed Protection. Flood damage to stream banks and channels occurred in
the watersheds of several streams in western North Carolina from extreme flows during and
following extensive rainfall associated with two storms in September 2004. Assistance to North
Carolina counties is proposed under the EWP Program of the Natural Resources Conservation
Service (MRCS). According to 7 CFR, Part 624.2, "The objective of the EWP program is to
assist in relieving imminent hazards to life and property from floods and the products of erosion
created by natural disasters that cause a sudden impairment of a watershed."
We previously provided the following recommendations to minimize and avoid potential adverse
impacts to fish and wildlife resources:
• Stream Channel and Bank Reconstruction/Restoration Activities. These
guidelines are the criteria that we believe need to be met in order to minimize
environmental impacts. If an applicant agrees to follow these guidelines, this
letter may serve as evidence of consultation under the FWCA, and further
consultation with us under the FWCA will not be necessary (unless the NRCS
desires additional input).
• Recommended Native Plant Species for Stream Restoration in North Carolina.
We recommend the use of native plants in restoration and erosion-control
efforts. This document provided a list of suitable species and sources.
We found the maps helpful for pinpointing the location of each proposed EWP project site. We
do note that each of the sites is located within the French Broad River basin.
Endangered Species. According to our records and a review of the information you provided,
no listed species or their habitats occur on the sites described. We concur with the determination
that the activities proposed at these sites will not affect endangered or threatened species or their
habitats. Therefore, we believe the requirements under section 7 of the Act are fulfilled.
However, obligations under section 7 of the Act must be reconsidered if. (1) new information
reveals impacts of this identified action that may affect listed species or critical habitat in a
manner not previously considered, (2) this action is subsequently modified in a manner that was
not considered in this review, or (3) a new species is listed or critical habitat is determined that
may be affected by the identified action.
If we can be of assistance or if you have any questions, please do not hesitate to contact
Mr. Mark A. Cantrell of our staff at 828/258-3939, Ext. 227. In any future correspondence
concerning this project, please reference our Log Number 4-2-05-236.
Sinc rely,
Brian P. Cole
Field Supervisor
cc:
Mr. Scott McLendon, Chief, Asheville Regulatory Field Office, U.S. Army Corps of Engineers,
151 Patton Avenue, Room 208, Asheville, NC 28801-5006
Mr. David McHenry, Mountain Region Reviewer, North Carolina Wildlife Resources
Commission, 20830 Great Smoky Mtn. Expressway, Waynesville, NC 28786
Mr. Michael J. Hinton, EWP Program Manager, Natural Resources Conservation Service,
4405 Bland Road, Suite 205, Raleigh, NC 27609
Mr. Mickey Clemmons, Buck Engineering, 797 Haywood Road, Suite 201, Asheville, NC 28806
4 A
EWP-Madison County, North Carolina
DSR 8 -Friezeland Creek - Sites 2, 3, 6, 7 & 8
French Broad River Basin
28 to5.4 square mile watershed 2 0 0 5 1 g ? s
Scope of Work
These sites are on Friezeland Creek and are located along a 1.5 mile length of N.C. Highway 63
between the community of Trust and the top of Doggett Mountain. These sites are being
described together in one design plan because they are all small sites (impacting less than 100
linear feet) and the needs and repair proposals are similar for each site.
Site 2 is located .85 miles from Trust on NC Highway 63 and is on the property of Ray L. and
Dale Hipps (35.7455°N, 82.8590°W). This site consists of an eroding meander bend that is
slightly over wide (Figure 1). Some sand and cobble have been deposited at this site and the
deposition is causing erosion of the left bank. To repair this site we plan to excavate the
aggraded material and develop the proposed cross-section that is attached. Some of the
excavated material will be placed on the right bank to better define the point bar and the
remaining material will be hauled to a high ground disposal site. The left bank will be protected
by installing a vane at the lower end of the eroding bend. The banks shall be smoothed, seeded,
and matted. Woody vegetation shall be installed during the dormant season.
Site 3 is located 1.17 miles from Trust on NC Highway 63 and is on the property of Mrs. Hattie
Webb (35.7421°N, 82.8554°W). This site consists of an over wide reach of approximately 60
feet in length which appears to have been a riffle prior to the storm (Figure 2-3). There were
trees above and below this site, which indicates that the channel widened during the storm due to
the lack of stabilizing tree roots in the right bank. Once it became over wide, bed material was
deposited causing the channel to aggrade. To repair this site we plan to excavate the sand and
cobble and develop the proposed cross-section that is attached. Some of the excavated material
will be placed on the right bank to narrow the channel, to back fill the constructed riffle and the
remaining material will be hauled to a high ground disposal site. We propose to build a
constructed riffle at this site to narrow the channel to the proper width and to provide grade
control. The banks shall be smoothed, seeded, and matted. Woody vegetation shall be installed
during the dormant season.
Site 6 is located 1.73 miles from Trust on NC Highway 63 and is on the property of Ms. Patsy
Buckner (35.7391°N, 82.8489°W). This site consists of a slight bend where the channel is very
close to the road and has eroded into the road shoulder (Figure 4-6). Some cobble and small
boulders have been deposited in the eroded area. Just downstream of the eroded area is an
accumulation of woody debris. This debris may have blocked the channel during the storm and
caused storm flows to be directed into the left bank causing erosion. To repair this site we plan
to install a vane at the upper end of the eroding bend and to place a boulder toe along the eroding
road shoulder. Fill material will placed between the boulders and existing road shoulder to
develop a flatter slope. The woody debris will also be removed to open the channel and reduce
the potential for a future channel blockage. The banks shall be smoothed, seeded, and matted.
Woody vegetation shall be installed during the dormant season.
Site 7 is located 1.93 miles from Trust on NC Highway 63 and is on the property of William J.
and Roberta S. Barlow (35.7413°N, 82.8474°W). This site consists of a wide meander bend that
has excessive deposition of sand and cobble through the bend (Figure 7-8). This has resulted in
at least three separate channels through the bend. To repair this site we plan to excavate the
aggraded material and develop the proposed cross-section that is attached. Some of the
excavated material will be placed on the right bank to better define the point bar and the
remaining material will be hauled to a high ground disposal site. The banks at this site are well
vegetated and will not be disturbed by these repair plans.
Site 8 is located 2.36 miles from Trust on NC Highway 63 and is on the property of William J.
and Roberta S. Barlow (35.7414°N, 82.8424°W). This site consists of a short reach were woody
debris caused a blockage in the channel (Figure 9-12). Sand and cobble were deposited upstream
of the blockage as water backed up. To repair this site we plan to excavate the aggraded material
and develop the proposed cross-section that is attached. The excavated material will be hauled to
a high ground disposal site. Existing banks are well vegetated and every effort will be made to
avoid damaging bank vegetation in this area. Where vegetation has to be removed the banks
shall be smoothed, seeded, and matted. Woody vegetation shall be installed during the dormant
season.
Quantities
Item Unit Quantity
Boulders 2x3x4 in size tons 130
Boulders lx2x3 tons
100% Coconut fiber coir matting yds 140
Seeding ft 1500
Trees ea 12

77
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Site 7 Site 8
?. r.. Site 6 " .
General location of five small sites on Friezeland Creek, Madison County. Site repair plans are attached.

a
Overwide
area to be
repaired with
a vane and
boulder toe.
7Hwv c`
a
1
Brief description of need and location of problem at each site on Friezeland Creek, Madison County. Detail descriptions of problems
and repair plans are included in this plan.

0
IVVJ.V
1002.0
1001.0
0
.m
m 1000.0
w
999.0
998.0

BKF Area BKF
Width
BKF Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
50.117 26.1 1.9 2.4 13.6 1.000 2.8 1001.0 1001.6
Proposed Cross-section for site 2 on Friezeland Cr.

10
20
30 40 50 60 70
Station (ft)

Overwide meander bend with deposited
Yt _r sand and cobble causing erosion of the
left bank. Deposited material will be
removed or graded to the proposed
cross-section and a cross-vane installed
m to protect the left bank. The proposed
.. cross-section is based on reference
z
, conditions measured at site 3 which is
x'._,n r a short distance upstream.

ocation of vane.

t?

BKF Area BKF
Width
BKF Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
52.347 26.1 2.0 2.5 13.0 1.001 2.7 1001.0 1001.6
Proposed Typical Cross-section overlaid on Cross-section 1 at site 3, Friezeland Cr.
IUVd U
1002.0
1001.0
Y0
_y 1000.0
W
999.0
998.0
0 10
20 30 40 50 60 70
Station (ft)

r =A Depostional area at site 3 on Friezeland
`y
` Creek. The sand and cobble will be
removed from this area. A constructed
` riffle will be built at this site to narrow the
channel and to provide grade control on
n- `K? _ the new channel.

(a
C
I
(D
N

Longitudinal Profile for Site 3 on Friezeland Creek
1003 -- --- - - -
1002
1001
0
1000
a)
w
999
998
997
+TWG
-? LTB
RTB
WSF
Sinuosity = 1.03
WS Slope = 0.0142
Valle Slope = 0.0147
TW Length = 175.52
Valle Length = 169.79

c?
c
rn
w
0 50 100 150
Station
Figure 4
'Eras ?''?

:• 4:
;.
QL_

I.
?r
,r a ?(+' ? . l *?.,.L` ? E ?`?? ` . ?? - `•- \? _ T ,/ y^?j,: s'' :``_ °'
Photo 1. Looking upstream from the lower end of site 6 on Friezeland Creek, showing the
location of one vane to be installed to protect the bank in this area.
Debris to be removed.
Alew
jo;
. Boulder toe will be
constructed in this area ?t5,
, 4z.
srs , r . , .r. ,
s
? ?. t. C4 .: , 1', 4 "i . vdd,.... ?,?.' -i: Q i3`.+ar rt ="_' ^e+. : •av, Y r? a ".? . 'ai 1
Photo 2. Looking downstream from the upper end of site 6 on Friezeland Creek showing
the location of the boulder toe to be installed and woody debris to be removed.
Vane location
Longitudinal Profile of site 6 on Friezeland Creek
Sinuosity = 1.15
WS Slope = 0.043
Valle Slope = 0.0494
TW Length = 74.4
Valle Length = 64.74

Stream BKF Max BKF
Feature Type BKF Area BKF Width Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
Riffle Fb 40.9 32.1 1.27 2.08 25.18 2 1.2 996.1 998.21
l
d C
k
C
ti
1
t
it
6
F
i
ross-sec
o n
a
s
e
,
r
e an
ree
ze
1000
999
998 ---------------------------------- ----------------- ---------------- --------------

997
c?

996
----------------------
-------------- --
----------------
----
w
995
Water Surface
994
993

0 5 10 15 20 25 30 35 40 45
Repair site by placing boulders at toe of eroding slope Station o - Bankfull o Floodprone
and backfilling with rock and cover with soil. _-_-
T
(Q'
c
fD
rn
Figure 7

View downstream to overw ue uenu in c id[)jici where aepositiun i a5 uiaiueu at Site ezelari id Cr. I.j *,

AV `• T. r
Y 4'• f ?.

View upstream to overwide bend in channel where deposition has braided at site 7, Friezeland Cr.

1003.0
$ 999.0
0
ca
997.0
J
Proposed Typical Cross-section overlaid on Cross-section 1 at site 7, Friezeland Cr.

BKF Area BKF
Width
BKF Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
50.252 29.0 1.7 4.0 16.7 1.0 >2.5 997.5 999.4
993.0 4
0
Station (ft)
(D
CO
Figure 9

-.IA
Depositional area as seen from NC 63.

y
View upstream at area where the reference cross-section was surveyed.

View downstream at deposition from the
reference cross-section.
View upstream at deposited material.
View of deposition showing that the banks
are now being flooded due to the channel
aggrading.
Longitudinal Profile of Site 8 on Friezeland Cr.
1010
1008 XS ref
1006 xs1
1004
.2 1002
1000
998 -
996
Deposition to be removed
994
992 -
0 20 40 60
Station
- TWG
- LTB
RTB
WSF

80 100 120
Sinuosity = 1.15
WS Slope = 0.067
Valle Slope = 0.0755
TW Length = 110.23
Valle Length = 95.77
cnc
m
0
1012
1010
c 1008
1006
> 1004
W 1002
1000
998
0
ream bKl- BKF Max BKF
ype BKF Area Width Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
Ba 25.5 31.52 0.81 2.05 39.03 1.3 1.4 1001.87 1002.53
Cross-section 1 over deposition at site 8, Friezeland Cr.
------------------------------------------------------------------o
L% -----------_ ----- ---- ---- -
10 20 30 40 50 60
Station o Bankfull - o Floodprone
B
Reference cross-section, 58 feet upstream of deposition
1009
1008
r 1007 ------------------------ ------------ ----------- -------------------a
1006
1005
°-' 1004
w 1003 - water surface
1002
Ate,
i
0 10 20 30 40 50 60
Station F- -<>- - Bankfull - o Floodprone m

BKF Area BKF
Width
BKF Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
37.0 23.0 1.6 3.1 14.3 1.0 >2.5 1001.9 1003.1
Proposed Typical Cross-section overlaid on Cross-section 1 from site 8, Freezeland Cr.
1012.0
1010.0
XII
1008.0
c 1006.0
> 1004.0
m
w
1002.0
1000.0
998.0 rF -T
0 10 20 30 40 50
Station (ft)
60

c?
(D
N

EWP-Madison County, North Carolina
DSR 8 - Friezeland Creek - Site 4
French Broad River Basin
4.7 square mile watershed
35.7392°N, 82.8534°W n 5
Scope of Work
This site is on Friezeland Creek, 1.33 miles upstream of the confluence of Friezeland Creek and
Spring Creek. The site can be accessed from N.C. Highway 63 which runs beside the stream for
its entire length. This property belongs to Mrs. Hattie Webb who lives in Mountain Home,
Tennessee. The right stream bank has been a pasture in the past but presently is undergoing
secondary secession. The top of the left stream bank is forested for a part of the reach and is a
pasture for the remaining length.
During the fall 2004 floods, the channel became blocked by large woody debris and cobble. The
right bank height was at or just above the bankfull elevation. When the channel became blocked,
an avulsion occurred that caused water to flow out of the existing channel and across the
floodplain. This has continued since the storms and the channel is now braided over a wide area,
causing a number of headcuts. The abandoned channel has only a small amount of water
flowing through it. The initial large blockage remains and a second depositional area exists
approximately 200 feet downstream. Upstream of the first blockage is a short 50 foot reach of
eroding, vertical left bank that may have been the result of water pooling upstream of the
blockage.
The repair approach at this site will be to remove the aggraded sand and cobble, and stabilize the
stream riparian zone so that it resists future flood damage. Access will be difficult at this area,
but will be gained from the upstream pasture along the right bank to those areas that need repair.
The aggraded material will be removed to increase channel capacity. Channel dimension will be
adjusted to match the cross-section shown on the attached proposed typical cross-section. This
should reduce the width/depth ratio from the existing high values of 245 (XS2) and 31(XS4) to
the more stable range of 16 to 14, respectively.
Cross vanes will be constructed in both areas to protect the repaired banks, drop grade, move
flows to the center of the channel and provide grade control. Where gullies or areas lower than
the bankfull elevation have developed in the floodplain, excavated material will be graded into
these areas to increase the elevation to at least the bankfull elevation. Disturbed stream banks
will be sloped to match existing banks, seeded and matted with coir matting. Coir matting may
not be used if existing trees do not allow. In this case disturbed ground will only be mulched
with straw. Barerooted trees and live-stake vegetation will be planted during the dormant
season.
Quantities
Item Unit Quantity
Boulders 2x3x4 in size tons 112
100% Coconut fiber coir matting yds 1000
Mulch bales 15
Seeding ft 10,000
Live stakes ea 300
Trees ea 80

T }
Location of Site 4 C ,
ViWW6
111???"' At site 4 on Friezeland
Location of site 4 on Friezeland Creek, Madison County. Creek the channel is
completely blocked by
woody debris and rock that 7N
aggraded in the channel f
during the fall 2004 floods.
Stream flow is now running`
across the floodplain and
is cutting many small
channels. We propose to
excavate the aggraded :4
material and to install
cross vanes to center the
thalwag and improve
channel capacity. Access
will be along the stream Sand and
deposits t
bank from the upstream removed.
pasture.

.!
'.,

Double drop cross-vanes installed
10

Pasture
111.

View upstream from blockage.
View of blocked channel.
View upstream through bypass channel to breach.
Sand and cobble deposited in the channel blocking
fl
Ddplain.
A headcut that is moving across the floodplain as
stream flow, diverted out of the channel, is braiding
and cutting several new channels.
View of floodplain at site 4 showing cobble
Surveyed Planview of Site 4 on Friezeland Creek
--f-LTB blocked channel
RTB blocked channel
-0 thalwag blocked channel
+ braid 1
+braid 2
braid 3
• braid 4
-• -XS1
-31E-XS2
XS3
XS4
are
on
DOWNST /
ii
STREAM
10040
10020
10000
9980
9960
9940
9920
9900
9880
9860
20
10350 10300 10250 10200 10150 10100 10050 10000
Longitudinal Profile of site 4 on Friezeland Creek
1010
1008
1006
1004
1002
1000
0 998
996
M 994
992
990
988
986
984
982
0 50 100 150 200 250 300 350
Station
-?- TWG
-?- LTB
RTB
-- WSF
Sinuosity = 1.25
WS Slope = 0.0357
Valle Slope = 0.0446
TW Length = 388.11
Valle Length = 310.35

Stream BKF BKF Max BKF
Feature Type BKF Area Width Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
1010
1008
C 1006
1004
1002
W 1000
998
996
26.51 1.75 2.17 15.11 1.1 1.8 1000.4 1000.69
Cross-section 1 above the channel blockage at site 4, Friezeland Cr.

0 10 20 30 40 50 60 70
Station - - o - - Bankfull - - o - - Floodprone

Feature Stream
Type
BKF Area BKF
Width BKF
Depth Max BKF
Depth
W/D
BH Ratio
ER
BKF Elev
TOB Elev
Blockage Db 45.2 107 0.4 1.8 251 >2.2 995.85 995.68

1006 Cross-section 2 at 102.2, across the aggraded channel
1004
C 1002
1000
998
w 996

994 -
992
0 20 40 60 80 100 120 14
Station - - o - - Bankfull - - o - - Floodprone 0
Feature
998
996
994
992
W
990
988
BKF BKF Max BKF
BKF Area Width Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
30.8 23.63 1.3 2.3 18.11 1 1.1 992.4 992.41
Cross-section 3 at 199.5 between the two blockages at site 4, Friezeland Cr.

0
Feature
994
993
c 992
991
> 990
w 989
988
987
5 10 15 20 25 30 35
Station - o - - Bankfull - - o - - Floodprone
BKF Area Width Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
45.5 37.6 1.21 1.9 31.05 1.1 1.2 989.65 989.9
Cross-section 4 at 306.7 across the lower blockage at site 4, Friezeland Cr.
----------------------------------------------------------------------- o
0 10 20 30 40 50 _ 60
Station - - o - - Bankfull - o Floodprone
Proposed Typical Cross-section overlaid on Cross-section 2 at site 4, Freezeland Cr.
1004.0
1003.0
1002
0
.
1001
0-
.
1000
0
.
999
0
0 .
998
0
:.
> .
997
0
w .
996.0
995
0
.
994
0
.
993
0
.
992.0
0 10 20 30 40 50 60 70 80 90 100 110
Station (ft)
BKF Area I Width I BKF Depth I Depth W/D I BH Ratio I ER I BKF Elev I TOB Elev
47.595 26.3 1.8 2.5 14.5 1.004 1.6 989.0 989.9
Proposed Typical Cross-section overlaid on Cross-section 4 at site 4, Freezeland Cr.
994
0
.
993
0
.
992
0
.
991
0
.
c 990.0
989.0
W 988.0-
987
0
.
986
0
.
985.0
0 10 20 30 40 50
Station (ft)
k ___.
EWP-Madison County, North Carolina
DSR 8 - Friezeland Creek - Site 5
French Broad River Basin
4.6 square mile watershed
35.7378°N, 82.8511-W ? 10
Scope of Work
This site is on Friezeland Creek, 1.5 miles upstream of the confluence of Friezeland Creek and
Spring Creek. The site can be accessed from N.C. Highway 63 which runs beside the stream for
its entire length. This site encompasses property owned by two separate landowners with the
right bank being owned by Ms. Patsy Buckner who lives on site and the left bank being owned
by Paul R. and Marjorie Daigle of Sugar Land, Texas. The right bank is used to pasture cattle
during the winter and the left bank is forested.
During the fall 2004 floods, the channel at this site experienced erosion and deposition as flood
waters eroded stream banks. The project reach measures approximately 1000 linear feet;
however, only the upstream 300 feet and the downstream 300 feet require repair. In both of
these areas existing land uses had removed stabilizing vegetation. In each case the storm flows
began eroding and cutting back these unprotected banks and the cobble and sand that were major
components of the banks were deposited downstream. Additionally, as the stream became
overly wide, additional sand and cobble that the stream had been transporting was deposited. At
the upstream area this resulted in an eroding left bank and a long depositional bar on the right
bank. Towards the end of this reach, the thalwag transitions to the right bank causing some
minor erosion, with deposition on the left bank. Below this upper area the channel goes through
a forested reach where the channel is stable. Below this forested reach the left bank has eroded
back several feet and the cobble eroded from this bank has been deposited in mid-channel.
Flows off of this deposition have eroded the right bank back a few feet into the existing pasture
and left the lower reach as one long riffle with a high width/depth ratio.
The repair approach at this site will be to remove the aggraded sand and cobble, and stabilize the
stream riparian zone so that it resists future flood damage. Channel dimension will be adjusted
to match that shown on the proposed typical cross-sections. The aggraded material will be
removed from the proposed channel to increase channel capacity and used to create the bankfull
floodplain. This will reduce the width/depth ratio from the existing high values (>30) to a more
stable 15 (average). Vanes will be used to protect repaired stream banks and move higher flows
to the center of the channel. At the downstream area a constructed riffle will be built over the
steeper reach below the eroding left bank. This will reduce the amount of material that will need
to be excavated, stabilize the grade, narrow the channel and protect the banks. At the
downstream end of this area a cross vane will be installed to protect the repaired banks, to center
the thalwag and to reduce energy through creation of pool habitat. Disturbed stream banks will
be sloped to match existing banks, seeded and matted with coir matting. Barerooted trees and
live-stake vegetation will be planted during the dormant season.
Quantities
Item Unit Quantity
Boulders 2x3x4 tons 200
Boulders 1 x2x3 tons 15
100% Coconut fiber coir matting yds 1000
Mulch bales 15
Seeding ft 15,000
Live stakes ea 500
Trees ea 90
p Trust Community
NC highway b.l
N ,
t „fi. ' ? t,. wr a
NC Highway 209 ti
o. '
?r t +7i Location of Site 5 fir
Location of site 5 on Friezeland Creek, Madison Creek. * LToding Bar
NC Highway 63 ., w
At site 5 on Friezeland Creek the ' •,?
channel has aggraded at 2 :N
m.
locations, the upper 300 feet Lower ropair area
below Hwy.63 and the lower 300 ` Access
feet just before it flows off of the ,? _ • ? '
property. The area in between is
wooded and in good shape. The ,, M r
deposited material caused the " . ' .. cabbie &
storm flow to erode the banks sand
forming an overwide condition. In 'a - Deposition y
both areas the channel will be
narrowed to the bankfull * Eroding Bank
dimension and vanes installed to
W.,
protect the repaired banks. ?. € upper iepair area
AJ*
Deposited sand and
cobble will be excavated
to the bankfull dimension
represented in the typical
cross-sections which are
.-? i.
g!.
00
Linstalled to turn J"••
off of the
ired banks.
Proposed repairs for the upper reE
R.-••
•

Proposed repairs for the lower reach.
A crossvane will be used to protec
banks and reduce energy through
pool formation.
cobble will be excavated
?• to the bankfull dimension
•, represented in the typical
'. cross-sections which are
•
attached.
Vanes will be '.
installed to turn
flows off of the
repaired banks.
constructed riffle will
ovide stability at this point
i the channel where grade
rapidly changing and it
11 also provide grade
This series of photos is from the lower reach at Site
5 on Friezeland Creek and the photos show the
beginning of this reach in front of an old house and
continue downstream to the property line. Photo A
shows the deposition at the beginning of the reach.
Photo B is oriented upstream at the beginning of this
reach and shows the deposition. Photo C shows the
same view later in the summer. Photo D is oriented
downstream showing the end of the deposition and
how overwide the channel became and how the
channel has turned into the right bank. Photo E
shows the right bank and the lower end of the project
site. This summer photo shows weeds covering the
right bank but it is a vertical and eroding.
This series of photos is from the upper reach at Site
5 on Friezeland Creek and the photos show from the
road downstream 300 feet. Photo A shows the area in
front of the barn, and just below the road, where the
erosion begins. Photo B is a view downstream from
the beginning of a side channel bar. Photo C shows
the middle of the reach. Photo D shows the lower end
of the reach where the channel becomes stable again.
Photo E taken upstream from the right bank at the
point where the channel becomes stable again.
Surveyed Planview of Site 5 on Friezeland Creek
-?- LTB
-E-R
tv
- w
- ( x
-0 x
-+- x
10300
10200
10100
10000
9900
9800
9700
9600
--? 9500
10500 10400 10300 10200 10100 10000 9900 9800
1015
1010
1005
1000
c 995
cu
°-' 990
w
985
980
975
970
Longitudinal Profile of Friezeland Creek at Site 5
0 200 400 600
Station
800
-?-- LTB
RTB
- x WSF
- K TWG
Sinuosi = 1.08
WS Slope = 0.0325
Valle Slope = 0.0351
TW Length = 898.32
Valle Length = 832.34
1012
1010
1008
1006
c
1004
ea
a 1002
w 1000
998
996
994
Longitudinal Profile of upper aggraded area at Friezeland Creek Site 5
-f- LTB
RTB
- WSF
-TWG
0 50 100 150 200 250 300 350
Station
990
988
986
c 984
982
d
w 980
978
976
974
Longitudinal Profile of lower aggraded area at Friezeland Creek Site 5
600 650 700 750 800
Station
-f- LTB
RTB
T WSF
-* TWG
850 900
Stream 11 1, - BKF _ BKF_, - Max BKF
Feature Type BKF Area Width Depth Depth W/D _ BH Ratio ER BKF Elev TOB Elev
Riffle B 47 41.95 1.12 2.16 37.44 1.9 1.4 1004.04 1005.98
Cross-section 1 across the upper aggraded area
1007
1006 ---------------------------------------------------------------
0 1005
1004 ............. .......-----...........
w 1003
1002
1001
0 10 20 30 40 50 60 70
Station - a - - Bankfull - - o - - Floodprone
Stream BKF BKF Max BKF
Feature Type BKF Area Width Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
Riffle B 45.1 38.46 1.17 2.85 32.82 1.9 1.4 984.09 986.72
Cross-section 2 across the lower aggraded area.
988

987 ----- ----------------------------------- ---------------------
r 986
985
984 .... .-- ------------------ ------------
983
w 982
981
980

0 10 20 30 40 50 60
Station F - 0 - - Bankfull - - o - - Floodprone
Stream BKF - - Max BKF
Feature Type BKF Area Width BKF Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
Riffle B 47.050 26.0 1.8 2.5 14.4 1.003 2.25 1003.5 997.0
Proposed Typical Riffle Cross-section overlaid on Cross-section 1 at site 5, Freezeland Cr.
1007
0-
.
1006.0
1005
0
.
1004
0
.
c
> 1003.0-
2
w 1002.0-
1001
0
.
-
1000
0
.
0 10 20 30 40 50 60 70
Station (ft)
Stream BKF Max BKF
Feature Type BKF Area Width BKF Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
Pool B 50.312 28.0 1.8 3.3 15.6 1.003 2.2 984.6 997.0
Proposed Typical Pool Cross-section overlaid on Cross-section 2 at site 5, Freezeland Cr.
988
0
.
987
0
.
986
0
_ .
985
0
c
.
984
0
m
.
983.0
w
982
0
.
981
0
. F- H
980
0
.
0 10 20 30 40 50 60 70
Station (ft)
EWP-Madison County, North Carolina
DSR 8 - Spring Creek & Friezeland Creek, Site lb
French Broad River Basin
6.3(F.C) 11.3(S.C) and 17.6 (below confluence) square mile watershed
35.7506°N, 82.8693°W
Scope of Work ? 0,,5 a^ 1
This site is at the confluence of Friezeland Creek and Spring Creek and includes a 250 foot reagh
on Spring Creek and a 200 foot reach on Friezeland Creek. The site can be accessed from either
N.C. Highway 63 or N.C. Highway 209. This site is on property owned by the Eakes Family,
LP; represented by family members living on the property, Todd Glasser and Carmen Eakes
Glasser. Their parcel includes both stream banks for the two reaches where work is proposed.
Both streams and their confluence are within the landowner's yard and the banks are grassed and
mowed.
This site includes a reach along Friezeland Creek and a reach along Spring Creek which extends
upstream and slightly downstream of the confluence with Friezeland Creek. The Spring Creek
reach is relatively flat and somewhat over wide. During the fall 2004 floods, the Spring Creek
channel at this site experienced aggradation as flood waters deposited sand and cobble along the
stream bed. Past floods have also had this result and previous landowners have dredged the
channel and deposited cobble on the banks throughout this project reach. This reach has a low
slope (1%) compared to Friezeland Creek (3%) and the Spring Creek channel above and below
this site (app. 2 to 3%). The Friezeland Creek reach has a greater slope and is causing scouring
around the foundation of the landowners access bridge.
The repair approach at this site will be to install vanes and adjust the cross-section dimension to
increase sediment transport competency on this reach of Spring Creek and to raise the grade
along the bridge foundation on Friezeland Creek. Two cross vanes will be installed on Spring
Creek as shown on the attached site map. One will be placed upstream of the confluence and
one will be placed below the confluence. These structures, combined with cross-section shaping,
should reduce channel aggradation. A third cross vane will be installed just below the bridge on
Friezeland Creek. The invert of the cross vane will be set just above the foundation of the
bridge. The channel upstream of this structure will be filled with native channel material
removed from other EWP sites and brought to grade with the cross vane and bridge foundation.
Disturbed stream banks will be sloped to match existing banks, seeded and mulched. Barerooted
trees and live-stake vegetation will be planted during the dormant season.
Quantities
Item Unit Quantity
Boulders 2x3x4 tons 226
Mulch bales 4
Seeding ft 2000
Live stakes ea 50
Trees ea 20
44
. --
fr. lYust Coininunity `Am
rn
• Y!`
w f µ, f ,1
A"
_ NC I iighway 63
if
At site 1 b the channel on
Friezeland Creek has
downcut and exposed the
foundation of the bridge.
On Spring Creek the
channel is overly wide and
aggrading. We propose to
install cross vanes to
center the thalwag and
improve channel capacity.
On Friezeland Creek the
invert of the cross vane will
be set to cause
aggradation of material
upstream of the structure
to cover and protect the
bridge foundation.
I
Location of site 1 b at the confluence of Friezeland
Creek and Spring Creek, Madison Creek.
x
?? a it f
r , ? e rr
al Y ?6 4 y?
b
_ ? ...
41
CI oss vi
y
AY)
NC; I liE hwa 63
'law
Ii111?6 R __ - _
nes
House !'.:
)to A at left shows
ing Creek just above
confluence. The tree
he left bank looking
tream is in the area
ross-section 1. Photo
hows cross-section 1.
e the long riffle and
cobble that has been
dged from the channel
n attempt to deepen
channel.
Photo C shows the area
where cross-section 2
was taken on Friezeland
Creek. Photo D shows
cross-section 2
Photo A shows the bridge abutment on Friezeland Creek that
Photo C is oriented looking down Spring Creek to the confluence
with Friezeland Creek. Note the long riffle.
Surveyed Planview of Site 1 b on Friezeland and Spring Creek
-?- LTB-FR
UPSTREAM 10180
RTB-FR 10160
LTB-SC
- RTB-SC 10140
- -twg-fr 10120
-?fwg-56 XS2 10100
-+-wsf-fr
wsf-sc XS3 100V80
X' 10060
X2 bridge
i
X3 10040
10020
DOWNSTREAM
xsl 10000
9980
9960
Ii 9940
I- -?--- ---- -- -- - 9920
10100 10050 10000 9950 9900 9850 9800
Longitudinal Profile of Spring Creek at site 1b
1008
1006
1004
0 1002
.2
?a
d
w 1000
998
996
994

XS1
XS3
0
50 100
Station
Sinuosity = 1.09
WS Slope = 0.0117
Valle Slope= 0.0128
TW Length= 215.04
Valley Length =. 196.47
150
200
LTB-SC
-#- RTB-SC
-WSF-SC
-s TWG-SC
1012
1010
1008
1006
o 1004
e?
w 1002
1000
998
996
994
Longitudinal Profile of Friezeland Creek at site 1 b
0 20 40 60 80 100
Station
Sinuosity = 1.01
WS Slope = 0.0307
Valle Slope = 0.0312
TW Length = 175.15
Valley Lenqth = 172.56
120 140 160 180
+TWG-FR
-?- LTB-FR
?- RTB-FR
-- WSF-FR
Stream _ BKF_,_ .. BKF IMaxBKFj
Feature Type BKF Area Width Depth - Depth W/D.: _BH Ratio ER BKF Elev TOB Elev
Riffle Bc 88.9 37.17 2.39 3.84 15.53 1.1 1.5 1001.7 1002.2
Cross-section 1 on Spring Creek, Site 1b
1006
1004
1002
d 1000
w
998
996
0 10 20 30 40 50 60
Station - - > - - Bankfull -- a - - Floodprone
Feature
ream BKF BKF Max BKF
e BKF Area Width Depth Depth W/D BH. Ratio ER BKF Elev TOB Elev
Bc 63.3 33.56 1.89 3.14 17.8 1.9 1.7 1004.61 1007.46
Cross-section 2 on Friezeland Creek, Site lb
I --------------------------------------------------------------------- -----o
0 10 20 30 40 50 60 70
Station - - o - - Bankfull - - o - - Floodprone
Riffle
1009
1008
= 1007
1006
1005
1004
w 1003
1002
1001
Stream BKF BKF Max BKF
Feature Type I BKFArea Width Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
Riffle Bc 117.3 46.33 2.53 3.91 18.3 1 1.5 999.4 999.56
Cross-section 3 on Spring Creek (below confluence), Site 1b

1004
----------------------------------------------------------------- ----------------o
1002
c
1000
.............
998
w
996

994
0 10 20 30 40 50 60 70 8 0
Station - o - - Bankfull 0 - - Floodprone
EWP-Madison County, North Carolina
DSR S - Spring Creek - Site 2b
French Broad River Basin
24.6 square mile watershed
35.7739°N, 82.8731 ° W
Scope of Work
5
This site is on Spring Creek off of NC 209 approximately 200 feet north (downstream) of
Caldwell Mountain Road (SR 1165). The left bank of the main problem area of the reach
belongs to John Burwell of Madison County and the right bank belongs to Ada Decker of
Rogersville, TN. The right bank of the very upper section of the reach belongs to Jack Price and
the left to Ethel Kirkpatrick. The right side of the stream is wooded and the left side is grown up
with tall grass. Coarse sediment deposits from the hurricanes of 2004 have reduced the capacity
of this section of stream so that during less than bankfull storm events water flows into the flood
plain and onto NC 209.
The design approach at this site is to remove the coarse sediment deposits and adjust channel
dimensions to provide a cross-sectional area typical of a stream with this size watershed. A J-
hook shall be installed to protect the left bank and direct flows through the meander. All
disturbed banks shall be seeded and matted. Deep rooted woody vegetation shall be planted
during the dormant season.
Quantities
Item Unit Quantity
Channel cut c 975
Channel fill c 260
Boulders 2x3x4 in size tons 60
100% Coconut fiber coir matting ds 1000
Fabric filter cloth ds 600
Seeding S .ft. 10,000
Trees - bare root or containerized ea 100
Site 2b
Plan View
11060m

1
Apply Typical
Cross-section 1
Apply Typical
Cross-section 2
Existing banks
Profile Chart
1004
1002
1000
-?- TWG
o 998 --W- LTB
-- ' - -7--r - ? - -r -r--I I---I ?--
RTB
w 996 -
X WSF
994
992
I-- L
990
100 200 300 400 500 600 700
Station
--?---I--?--?--L--?--?---?--?--J--
I I I I I I I I I I
----------- --------------- Remove high bank --?--?--
I I
-------- --I--J-- I--A--?--?---I---?--,--
I I 1 I I I I I 1
-----

I I 1 4. I I 1 I I I
---I---I---1---r--r--r -I--?--1--
1 I
r--r--r--r--I--?--7--r-r-- -
------ --- --
I I I 1 I -, --,---,-- ,
---I--'?---f--r -r--r--I---I--'1--
I I I I I I I I I I I I I I I 1 I I 1 I I t I I I
I 1
1 1 ? 1 I I I I I I I I 1 I I I I I 1
I _ I _ -I I I I I _ I I I I- - I 1 I 1 I
--I---I-?--r--r--r-r -I--, -r-- r--r --r--I--?--

--
-I--- t4.--t- --
-I -- i
-r-----------
_I L
_ _ _1__L _
I I I I I I I t I I

I I I I I I I 1
f 1 I
I I I I
I
I I I I
I---1-- -I-- ?--! --! --'- -I---I-- ?-
I 1 I I I I I I - --I --I---I---I--
I I I I I I I I
, 1 1 ?

X1 I I
1 1 I I I I 1 I 1 1 I I 1 I I I I
'
---r--I---I---r--r--r--r - I---I-- '

2

X - Remove sediment '
?--I--7---t -. --r----7
-
? --7--
-?--
3
I I I I I I I I
--I---,---I--,-- ?--,---I---I---I-- = deposits X4 _
,--,- I I I I--
BKF Max BKF
BKF Area Width BKF Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
151.7 44.5 3.4 4.3 13.0 1.002 >2.2 998.4 1000.0
Proposed Typical Cross-section 1 (blue) overlaid on Cross-section 2 (pink)
1005
1004
1003
1002
1001
1000
999
998
W 997
996
995
994
993
Bankfull
100 105 110 115 120 125 130 135 140 145 150 155 160
Station (ft)
BKF Max BKF
BKF Area Width BKF Depth, Depth W/D BH Ratio ER BKF Elev TOB Elev
151.7 44.5 3.4 4.3 13.0 1.002 >2.2 998.4 1000.0
Proposed Typical Cross-section 1 (blue) overlaid on Cross-section 2 (pink)
1005
1004
1003
1002
1001
1000
999
998
W 997
996
995
994
993
Bankfull
100 105 110 115 120 125 130 135 140 145 150 155 160
Station (ft)
BKF Max BKF
BKF Area Width BKF Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
153.7 52.9 2.9 4.6 18.2 1.001 >2.2 998.1 998.8
Proposed Typical Cross-section 2 (blue) overlaid on Cross-section 3 (pink)
1002
1001 Excavate 10 ft wide
bench, then slope at 3:1
1000 to meet existing grade. Bankfull
999
998 ........................................... .........
997
w 996
995 3:1-
5:1
994
993
100 105 110 115 120 125 130 135 140 145 150 155 160 165 170 175 180
Station (ft)
---------- -----
BKF Max BKF
BKF Area Width BKF Depth Depth W/D, BH Ratio ER 75 TOB Elev
1537 52.9 2.9 4.6 18.2 1.000 >2.2 997.8 998.2
Proposed Typical Cross-section 2 (blue) overlaid on Cross-section 4 (pink)
1002
at 3:1 to meet
1001 existing grade.
Bankfull
?EBa n Ik f =ul 1
1000
999
V- 998
w 997
M
996
W
995
994
993
992
90 95 100 105110 115120 125 130 135140 145 150 155160 165 170 175
Station (ft)
BKF Max BKF
BKF Area. Width BKF Depth Depth W/D BH Ratio ER BKF Elev TOB Elev
151.7 44.5 3.4 4.3 13.0 1.002 >2.2 996.2 997.8
Proposed Typical Cross-section 1 (blue) overlaid on Cross-section 5 (pink)
1000
999
998
997
996
995
994
W
993
992
991
990
Bankfull
85 90 95 100 105 110 115 120 125 130 135 140 145
Station (ft)

Looking upstream through X2
Looking upstream through X1
Looking downstream from X4 through X5
Looking upstream at the right bank of X3
Looking upstream at the right bank of X4
Looking upstream through X5
Erosion and Sediment Control Plan
Emergency Watershed Protection Program
Madison County
The following erosion and sediment control measures will be incorporated into all stream
repair sites.
1. The Contractor shall minimize vegetation disturbance by only working on the
stream bank and channel that is in need of repair. Existing buffers shall not be
disturbed unless directed by the designer.
2. The Contractor shall only enter the stream channel as shown on the plans or
directed by the designer. These stream accesses shall conform to the design
standards shown in the attached detail drawings. Timber mats may be used as a
substitute for rock per the approval of the designer.
3. The Contractor shall limit all bank and channel disturbance to activities that can
be completed by the end of each working day such that the work would remain in
place during an overnight storm event.
4. All equipment and uninstalled materials shall be removed from the channel at the
end of each working day and secured safely from potential out-of-bank flow
events that may occur prior to performing additional work.
5. Graded stream banks shall be stabilized with temporary and permanent seed and
coir fiber matting at the end of each working day. Seeding and coir fiber
matting specifications are included with this plan.
6. Stockpiles shall remain at least fifteen feet from flowing water and outside of the
top of bank. Silt fence shall be placed at the base of the stockpile between the
stockpile and the channel and must function to receive stockpile runoff before
entering the channel. Silt fence shall conform to design standards shown in the
detail drawings.
7. Temporary vegetation and permanent herbaceous vegetation shall be established
on all disturbed areas not already stabilized with matting, within five days after
construction is completed.
8. Permanent woody vegetations species are listed in the vegetation specifications;
planting details are also included.
Buck Engineering 1 of 8 River Works
TECHNICAL SPECIFICATION
Vegetation Planting
General Seeding
Seeding should be done immediately upon completion of final grading. Apply seed prior
to installing matting. Prepare the soil surface so that it is smooth and free from stones,
clods, or debris that will prevent the contact of the matting with the soil. Fertilizer and
lime are generally not necessary on most projects, particularly not on sites that have been
used for agriculture production or cattle grazing. Urban soils may require amendments.
Seed should be broadcast with a centrifugal seeder or by hand, at the full rate along
stream banks and in stockpile areas. In all areas where permanent seeding is used in
addition to the temporary seed, mixing of the seed for broadcasting is acceptable. Seed
and amendments (if needed) should be covered to a depth of 1/2 to 1 inch with soil by
using a hand rake, drag or other tillage equipment.
Seeding may also be done with a hydroseeder. Wood cellulose fiber will not be
acceptable as a substitute for straw mulch. A suitable tracer shall be used to clearly
identify areas hydroseeded. A minimum of 500 lbs. per acre of wood cellulose fiber or a
non-toxic water base dye may be used as a tracer. Seed shall not remain in water
containing fertilizer more than 45 minutes before being used. All products used to
hydroseed shall be non-toxic to aquatic organisms.
Temporary Seeding
For temporary seeding, apply the following vegetation at the listed rates and times.
Temporary Seeding (September to March):
Rye grain 3 lbs per 1,000 sq ft or 130 lbs per acre
Temporary Seeding (April to August):
Foxtail Millet 1 lb per 1,000 sq ft or 401bs per acre
A combination of the two temporary seed types shall be used during the boundary months
of March, April, August and September to ensure survival. In all disturbed areas where
no permanent seed is being used (i.e. yard or agricultural field) and temporary seed is not
desired at the higher rate, broadcast temporary seed at the lower rate of approximately 1/2
the full lbs/acre stocking rate. When used in conjunction with permanent seed mix, apply
at %i the full lbs/acre rate.
Permanent Seeding
Permanent seeding will be accomplished using the mix listed below:
Buck Engineering 2 of 8 River Works
Riparian Seed List
Scientific name
Agrostis alba
Carex vulpinoidea
Elymus virginicus
Juncus ejfzsus
Panicum clandestinum
Polygonum pennsylvanicum
Bidens frondosa
Coreopsis lancolata
Cassia fasciculata
Verbesina alternifolia
Common Name % of Mix
Redtop 15%
Fox Sedge 10%
Virginia Wild Rye 20%
Soft Rush 5%
Deer Tongue 15%
Smartweed 5%
Beggers Ticks 5%
Lance leafed Coreopsis 15%
Partridge Pea 5%
W ingstem 5%
Seed at full rate of 15 lbs/acre along stream banks and in any stream buffer and wetland
areas.
Riparian Buffers
Trees and Shrubs
Trees and shrubs will be used to provide permanent vegetation for EWP repair sites.
Species used shall be selected from the following list:
Shrub and Small Trees
Scientific name Common name
Salix sericea Silky Willow
Xanthorhiza simplicissima Yellowroot
Physocarpus opulifolius Ninebark
Cornus amonum Silky Dogwood
Hamamelis virginiana Witch-hazel
Carpinus caroliniana Ironwood
Corylus americana Hazel-nut
Alnus serrulata Tag Alder
Ostrya virginiana Hornbeam
Spirea tomentosa Hardback
Rhododendron arborescens Smooth Azalea
Rhododendron maximum Rosebay Rhododendron
Cephalanthus occidentalis Button Bush
Itea virginica Virginia Sweetspire
Calycanthus floridus Sweet Shrub
Leucothoe axillaris var, editorum Dog Hobble
Hydrangea arborescens Mountain Hydrangea
Sambucus canadensis Elderberry
Buck Engineering 3 of 8 River Works
LargeTrees
Scientific name Common name
Aesculus octandra Buckeye
Tsuga canadensis Canadian Hemlock
Platanus occidentalis Sycamore
Acer rubrum Red Maple
Quercus alba White Oak
Quercus rubaa Red Oak
Liriodendron tulipifera Tulip Poplar
Tsuga carolinianum Carolina Hemlock
Betula lenta Cherry Birch
Trees shall be planted as either bare rooted or containerized material. Trees should be
planted at a rate of 400 stems/acre (roughly 10 feet on center) where EWP repairs have
been accomplished. Planting of this material will be done during the dormant season
(late fall and winter of 2005-2006). Refer to the attached details and specifications for
more information.
Stream banks
Live Staking
Species used for live staking shall be taken from the following species:
Scientific name Common name
Cornus amomum Silky Dogwood
Salix sericea Silky Willow
Sambucus canadensis' Elderberry
Cephalanthus occidentalis Buttonbush
Salix nigra Black Willow
Stake at 2-3 foot spacing on the outside of all meander bends. Stake at 6-7 foot spacing
on the inside of meander bends and all tangent sections. Note this is appropriate for most
rural systems. Urban or flashy systems should be staked at higher rates. Utilize as
diverse a species group as feasible and make sure that black willow constitutes less than
25% of total stakes used.
Containerized Plants:
Containerized shrub material may also be used on the stream banks to increase the
diversity. Applications and spacing should reflect that of live stake material.
Mulching
Mulching shall be used to provide temporary protection of soil surfaces from erosion.
Mulching should be performed within 48 hours of seeding. Grain straw mulch should be
applied on seeded areas at a rate of 75 bales per acre. Apply mulch uniformly.
Buck Engineering 4 of 8 River Works
Erosion Control Matting
Ecostakes
Provide wooden stake not less than 12 in. (300 mm) in length with a notch cut 1 in. (25
mm) from the top. These stakes shall be used to stake the matting along the slopes.
Wooden 3 ft. stakes spaced approximately 4 ft. apart shall be used to secure the matting
at the toe of slope. The toe stakes shall have a minimum 1-inch by 1-inch cross-section
and shall be designed so that the matting can not slide past the exposed end of the stake.
Refer to the attached details and specifications for EAT work for more information.
Coir Fiber Matting
The erosion control matting shall be a machine-produced mat of 100% coconut fiber with
the following properties:
Matrix 100% Coconut Fiber
Weight 20 oz/SY (678 gm/m2)
Tensile Strength 1348 x 626 lb/ft minimum (1650.5 x 766.5 kg/m)
Elongation 34% x 38%
Open Area (measured) 50%
Thickness 0.30 in minimum (7.6 mm)
Flexibility (mg -cm) 65030 x 29590
Recommended Flow 11 feet/second (3.35 m/s)
Size 6.6 x 164 ft (120 SY) or (100 SM)
"C" Factor 0.002
Place the coir fiber matting immediately upon final grading. Provide a smooth soil
surface free from stones, clods, or debris that will prevent the contact of the matting with
the soil. Apply seed prior to installing matting. Begin at the bottom of the slope by
anchoring the matting in a 6-inch (15 cm) deep by 6-inch (15 cm) wide trench. Backfill
and compact the trench after staking. Walking backward down the stream, allow the
matting to unroll slowly; ideally the matting roll will rest against your shin as you walk.
Stake the matting according to recommended stake pattern for specific product and slope.
(See stake pattern guide that comes with the product.) Place matting in full contact with
the soil.
The edges of the parallel matting must be staked with approximately 2 inches (5 cm) of
overlap such that the edge of the downstream matting is under the one just upstream.
When matting must be spliced down the slope, place matting end over end (shingle style)
with approximately 6 inches overlap. Drive stakes through the overlapped area.
Place stakes across the matting at ends, junctions and trenches approximately 1.3 ft apart.
Place stakes along the outer edges, down the center of each strip of matting and along all
lapped edges approximately 2 ft apart. Cut excess matting and anchor at the end of the
slope.
Buck Engineering 5 of 8 River Works
Temporary Stream Access Ramps
Stream access ramps shall be constructed using either rock or timber mats in locations as
shown on the plans or as directed. Grading shall be performed only to the extent needed
to form a stable ramp connecting the stream bank grade to the streambed. The Contractor
shall determine the appropriate number of timber mats and ramp angle according to the
equipment that will be using the ramp. Stream access ramps are temporary and shall be
removed and the areas restored to their original state when they are no longer needed or
permanent measures are installed.
Sediment Fence
Geotextile sediment fences shall be used to trap sediment from areas of limited runoff.
Sediment fences shall be properly anchored to prevent erosion under them. These works
are temporary and shall be removed and the areas restored to their original state when
they are no longer needed or permanent measures are installed. Locations for sediment
filters are shown on the plans. Refer to sediment fence specifications (6.62) in the NC
Erosion and Sediment Control Planning and Design Manual for material and installation
requirements.
Gravel Construction Entrance/Exit
Temporary gravel construction entrances shall be constructed as shown on the plans and
according to specification 6.06 of the NC Erosion and Sediment Control Planning and
Design Manual.
In-stream Structures
In-stream structures include w-weirs, cross vanes, j-hook vanes, log vanes, and wing
deflectors. The quantity of in-stream structures to be constructed shall follow approved
plans, but may be affected by conditions encountered during construction
Boulders used for in-stream structures shall be relatively flat on either side in the same
dimension, preferably the long dimension, and must have relatively smooth ends. No
more than 5% of the boulders shall be smaller than 3'x2'x2'. Boulders larger than
6'x4'x3' shall be permitted. Boulders found on-site and approved for use by the
Developer will be used to the extent feasible.
The Contractor shall construct in-stream structures with equipment capable of moving
and accurately placing boulders of approximate dimensions 6'x4'x3'. If suitable for
backfill, excavated material shall be placed on the upstream side of structures or as
directed. Unless otherwise approved by the Developer, excavation to prepare the
subgrade for the installation of in-stream structures shall be consecutive and continuous.
Once the excavation of a structure has begun, the structure shall be completed by the end
of the workday. All equipment shall be removed from the stream at the end of each
workday. Any accumulation of sediment in the channel shall be cleaned as needed
during construction and at the end of construction. No separate payment will be made for
this clean-up work.
Buck Engineering 6 of 8 River Works
Construction Sequence of Events
Construction shall be performed at the EWP site in accordance with the plans and in
general accordance with the following sequence:
1. Mobilize equipment and materials to the site.
2. Set up construction access pads, staging areas, haul roads, and silt fences.
3. Install stream access ramps.
4. Excavate and grade banks and construct in-stream structures.
5. Seed and mat graded banks and immediately upon reaching final grades.
6. Stabilize all disturbed soil with temporary and permanent seed prior to leaving the
site each day and prior to moving to the next work area.
7. Dispose of excess materials at approved off-site locations.
8. Remove stream access ramps.
9. Remove silt fence and seed and mulch staging areas to restore these areas to pre-
project conditions.
10. Demobilize grading equipment from the site. Remove construction access pads.
11. Plant bank, floodplain and buffer woody vegetation and live stakes during the
dormant season.
Buck Engineering 7 of 8 River Works
PLAN-ups PLANTING SPECIFICATIONS
NOTES:
1. PLANT BARE ROOT SHRUBS AND TREES TO THE WIDTH OF THE
BUFFER AS SHOWN ON THE PLANS.
2. ALLOW FOR 6.10 FEET BETWEEN PLANTINGS, DEPENDING ON SIZE.
3. LOOSEN COMPACTED SOIL
TOP OF STREAMBANK 4. PLANT IN HOLES MADE BY A MATTOCK DIBBLE, PLANTING BAR,
OR OTHER APPROVED MEANS.
5. PLANT IN HOLES DEEP AND WIDE ENOUGH TO ALLOW THE ROOTS
TO SPREAD OUT AND DOWN WITHOUT J-ROOTING.
6. KEEP ROOTS MOIST WHILE DISTRIBUTING OR WAITING TO PLANT
BY MEANS OF WET CANVAS, BURLAP, OR STRAW.
7. HEEL-IN PLANTS IN MOIST SOIL OR SAWDUST IF NOT PROMPTLY
PLANTED UPON ARRIVAL TO PROJECT SITE.
NOTES:
1. WHEN PREPARING THE HOLE FOR A POTTED PLANT OR SHRUB
DIG THE HOLE 8 -12 INCHES LARGER THAN THE DIAMETER OF THE
POT AND THE SAME DEPTH AS THE POT.
2. REMOVE THE PLANT FROM THE POT. LAY THE PLANT ON ITS SIDE
IF NECESSARY TO REMOVE THE POT.
3. IF THE PLANT IS ROOTBOUND (ROOTS GROWING IN A SPIRAL
AROUND THE ROOT BALL), MAKE VERTICAL CUTS WITH A KNIFE
OR SPADE JUST DEEP ENOUGH TO CUT THE NET OF ROOTS.
ALSO MAKE A CRISS-CROSS CUT ACROSS THE BOTTOM OF THE BALL
4. PLACE THE PLANT IN THE HOLE.
TOP OF STREAMBANK 5. FILL HALF OF THE HOLE WITH SOIL (SAME SOIL REMOVED FOR BACKFILL).
6. WATER THE SOIL TO REMOVE AIR POCKETS AND FILL THE REST
OF THE HOLE WITH THE REMAINING SOIL.
Regency Parkway Su"I
BUCK 4 6000
C P
hone 81 aB-46354881, 00
Fax: [phone] BARE ROOT/ CONTAINER PLANTING
$= Regency Parkway Suits 200
BUCK Cary, North Carolina 27611
Phone: : [phone]
>: I : ' Q F- 919163.6490
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LIVE STAKING
TOP OF STREAMBANK TOP OF
TOP OF STREAMBANK
STREAMBANK

TOE OF SLOPE
:4 . ' 4 ' • . ' PLANT STAKES FROM TOP OF BANK
4 .' ' 4 ' :' 4 ' :: ,
.? ' :: TO TOE OF BANK IN A DIAMOND SHAPED
„ , . .. • „
. . • . STAGGERED PATTERN
BOTTOM OF CHANNEL
TOE OF SLOPE--,, .: '. .4.: ;;.: .?.: .'• ; ,l : . y
PLAN VIEW
8'-8' SPACING
T-3' SPACING
PLAN VIEW
BUCK Q 8000 Regency Parkway Suite 200
Cary, North Carolina 27511
Phone: [phone]
1 ' 1: r 1 1, 1,. 1'? it 1 1 c: Fax: [phone]
SQUARE CUT TOP
BUDS FACING UPWARD -
LIVE CUTTING
MIN. U2" DIA
2'- 3' LENGTH
ANGLE CUT
30 - 45 DEGREES
LIVE STAKE DETAIL
NOTES:
1. STAKES SHOULD BE CUT AND INSTALLED ON THE SAME DAY.
2. DO NOT INSTALL STAKES THAT HAVE BEEN SPLIT.
3. STAKES MUST BE INSTALLED WITH BUDS POINTING UPWARDS.
4. STAKES SHOULD BE INSTALLED PERPENDICULAR TO BANK
5. STAKES SHOULD BE 1/2 TO 2 INCHES IN DIAMETER AND 2 TO 3 FT LONG.
6. STAKES SHOULD BE INSTALLED LEAVING 1/5 OF STAKE ABOVE GROUND.
LIVE STAKING
PLACE COIR FIBER MATTING IN 61NCH DEEP
TRENCH, STAKE, BACKFILL, AND COMPACT
/-- TOP OF STREAMBANK
CROSS SECTION VIEW
TYPICAL MATTING STAKE
NOTES:
1. BANKS SHOULD BE SEEDED PRIOR TO
PLACEMENT OF MATTING.
2. PLACE COIR FIBER MATTING ACCORDING TO
MANUFACTURER RECOMMENDATIONS.
3. MATTING STAKES SHOULD BE PLACED
IN A DIAMOND SHAPED PATTERN.
THE WOOD STAKE SHALL BE THE NORTH AMERICAN
GREEN ECO-STAKE OR APPROVED EQUAL WITH THE
FOLLOWING DIMENSIONS:
LEG LENGTH 11.00 IN 27.94 CM
HEAD WIDTH 1.25 IN 3.18 CM
HEAD THICKNESS 0.40 IN 1.02 CM
LEG WIDTH 0.601N 1.52 CM (TAPERED TO POINT)
LEG THICKNESS 0.40 IN 1.02 CM
TOTAL LENGTH 12.00 IN 30.48 CM
DITCH DITCH
• • • • • • • • • • • • TOP OF STREAMBANK
TOP OF - ? -- - - -- -- - -- - -- - -- -- -- -- -- -- •
STREAMBANK - STAKES
• • • • • • • • • • •
• • • • • • • • • • • •

• • • • • • • • • • • • COIR FIBER MATTING TO BE
. . ? EXTENDED TO TOE OF SLOPE
PLAN VIEW
BUCK 8000 P Regency Parkway Suite Ina 819 63-548811 00
1 ^. 1- . "1 i : 4 Fax: [phone]
EROSION CONTROL MATTING
EROSION CONTROL MATTING
TEMPORARY SILT FENCE
NOTES:
1. USE FILTER FABRIC A MINIMUM OF 38" IN WIDTH AND
FASTEN ADEQUATELY TO THE WIRE AS DIRECTED
BY THE ENGINEER.
2. PROVIDE 5' STEEL POST OF THE SELF-FASTENER
ANGLE STEEL TYPE.
4 8000 Regency Parkway State 200
BUCK Cary, North Carolina 27511
Phone: [phone]
h'. >. r i^a h P. t NZ Fax: [phone]
FILTER FABRIC -
COMPACTED FILL
EXTENSION OF FABRIC
INTO TRENCH
8"
STEEL POST -
SILT FENCE
B' MAXIMUM
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
PUBLIC ROAD
6" MINIMUM THICKNESS OF
WASHED CLASS A STONE
NOTES:
SPECIFICATION N0.6.06- CONSTRUCTION ACCESS "N.C. EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL DECEMBER 1993"
BUCK 8000 h N e a 83-548811 00 TEMPORARY GRAVEL
Q Fax: [phone]
CONSTRUCTION ENTRANCE
TYPICAL STRUCTURE PLACEMENT
LOG VANE
MAT BANKS NTH COIR FIBER MATTING
(SEE SPECS)

f'y
MAT BANKS WITH COIR FIBER MATTING -J
(SEE SPECS)
ROOTWADS
(NUMBER AN
SIZE TO BE
DETERMINED
IN THE FIELD
TOP OF BANK
g (gENQgg:
1. GENERALLY LOO WEIRS, ROOT MUDS,
LAO VANES AND COIR FIBER MATTING
WILL BE INSTALLED IN THE LOCATION
AND SEQUENCE AS SHOWN.
2. ADDITIONAL STRUCTURES OR CHANGES
TO STRUCTURE LOCATIONS MAY BE MADE
BY THE DESIGN ENGINEER DURING
CONSTRUCTION
BUCoftKRagency
Z F= 01 940 3-010 0
///--- MAT BANKS YAM COIR FIBER MATTING
(SEE SPECS)
/ LOG WEIR
ry MAT BANKS WITH Will FIBER MATTING
(SEE SPECS)
/ 9.
a
?I
?I
D
I
I
MAT BANKS WITH COIR FISER MATTING
(SEE SPECS)
NOTES:
1. COIR FIBER MATTING TO BE INSTALLED ON
ALL RESTORED STREAMBANKS.
2. IF ROOT WADS DO NOT COVER ENTIRE SLOPE ON OUTSIDE
OF MEANDER BENDS, COIR FIBER MATTING IS NEEDED.
TYPICAL STRUCTURE PLACEMENT
TYPICAL PLAN VIEW AND PROFILE
PLAN VIEW
H
LE
NOTES:
1. THE POINTS SHOWN, e.g. HEAD OF RIFFLE, HEAD OF POOL AND MAX DEPTH OF POOL
ARE THE CONTROL POINTS USED TO CUT THE PROFILE; HOWEVER, THE CONTRACTOR
SHOULD CREATE SMOOTH TRANSITIONS BETWEEN CONTROL POINTS AS SHOWN ABOVE.
2. USE THE FACET SLOPES IN THE TABLE AS A GUIDE TO ENSURE THAT THE FEATURES
ARE APPROPRIATELY GRADED.
3. THE HEAD OF RIFFLE ELEVATION SHOULD NOT EXCEED THE HEAD OF POOL ELEVATION.
4. THE CHANGE IN WIDTH BETWEEN THE RIFFLES AND POOLS SHOULD OCCUR GRADUALLY
OVER THE ENTIRE LENGTH OF THE BEND.
BMKFULL? PROFILE VIEW
STAGE
FLOW ? ,?
HEAD OF RIFFLE iPrneiilr
HEAD OF POOL
MAX DEPTH OF POOL
BUCK 4 8000 Regency Parkway Suite 200
Cary, North Carolina 2751 27511
Phone: [phone]
:' ` - < Fax: [phone]
Daaa-x
RIFFLE) _`
/i r-THALWEG
HEAD OF RIFFLE
FACET SLOPE RANGE
RIFFLE .0019-.0089
RUN .018-.030
POOL .0007-.002
GUDE 013-.028
TYPICAL PLAN VIEW & PROFILE
B
OMI ?A AV
CONSTRUCTED RIFFLE

C
A
TOP
OF BANK et
PLAN VIEW
EROSION CONTROL
EROSION CONTROL
- MATTING -
18" NOM. THICKNESS WELL GRADED MIX ?- TOE
OF CLASS A. B, AND 1 STONE
SECTION C - C
BUCK 4 8000 Regency Parkway Suite 200
Cary, North Carolina 27611
Phone: [phone]
Fax: [phone]
C
HEAD OF RIFFLE BURY BOULDERS 2-4" BELOW BED
18" NOM. THICKNESS WELL GRADED MIX
OF CLASS A, 8, AND 1 STONE
\O R/Fpm
5' MINIMUM FILTER 8
FABRIC
PROFILE A - A
REACH 1 2
Wbkf (ft) I
Dmax (ft) I
CONSTRUCTED RIFFLE
r- ELEVATION POINT
- TOE
1
1 ?8
CENTER BOULDER 2"-4"
BELOW ADJACENT BOULDERS
SECTION B - B
1/3
BOTTOM
WIDTH
OF
CHANNEL

FLOW
w

~
v
) 0' TO 30
.
,
A :

Ck/ (SCOUR POOV
.\
ROCK VANE
TOP OF STREAMBANK-?
FLOW --?
STREAMBED
ELEVATION
BACKFILL (ON-SITE ALLUVIUM)
CLASS A STONE
CLASS 1 STONE -
HEADER ROCK
FOOTER ROCK
SCOUR POOL
(EXCAVATED)
PROFILE VIEW
NO GAPS SCOUR POOL (EXCAVATED) PER
BETWEEN DIRECTION OF ENGINEER
BOULDERS
BOTTOM WIDTH
PLAN VIEW
NOTES FOR ALL VANE STRUCTURES:
1. BOULDERS MUST BE AT LEAST 4'x Y x Z.
2. INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE MIDDLE OF THE
HEADER ROCKS AND EXTEND DOWNWARD TO THE DEPTH OF THE BOTTOM
FOOTER ROCK AND THEN UPSTREAM TO A MINIMUM OF TEN FEET.
3. DIG A TRENCH BELOW THE BED FOR FOOTER ROCKS AND PLACE FILL ON
UPSTREAM SIDE OF VANE ARM, BETWEEN THE ARM AND STREAMBANK
4. START AT BANK AND PLACE FOOTER ROCKS FIRST AND THEN HEADER (TOP) ROCK
5. CONTINUE WITH STRUCTURE, FOLLOWING ANGLE AND SLOPE SPECIFICATIONS.
8. AN EXTRA BOULDER CAN BE PLACED IN SCOUR POOL FOR HABITAT IMPROVEMENT.
7. USE CLASS 1 STONE TO FILL GAPS ON UPSTREAM SIDE OF BOULDERS, AND CLASS
A STONE TO FILL GAPS ON UPSTREAM SIDE OF CLASS 1 STONE.
8. AFTER ALL STONE HAS BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE
STRUCTURE WITH ON-SITE ALLUVIUM TO THE ELEVATION OF THE TOP OF
THE HEADER ROCK
8. START SLOPE AT 2/3 TO 1 TIMES THE BANKFULL STAGE.
8000 Regency Parkway Suite 00
BUCK 00
Cary, Phone: [phone]
Fax: [phone]
CLASS A STONE HEADER ROCK
BACKFILL (ON-SITE ALLUVIUM)
r
FILTER FABRIC FOOTER ROCK
? 11-2' CLASS 1 STONE
la MINIMUM ------ a?
SECTION A - A
ROCK VANE
J-HOOK VANE
F
N
J
7
z

CHANNEL CHANNEL
12 TO 2/3 BANKFULL--\
FLOW
LEAVE T-2
20' TO 30' GAPS FLOW .??
Q STREAMBED ELEVATION
A BACKFILL (ON-SITE ALLUVIUM OR NO. 57 STONE)
A CLASS A STONE
CLASS 1 STONE
NO GAPS
BETWEEN
BOULDERS
/ SCOUR
POOL
SCOUR POOL (EXCAVATED)
,-?- PER DIRECTION OF ENGINEER
PLAN VIEW
NOTES FOR ALL VANE STRUCTURES:
1. BOULDERS MUST BE AT LEAST 4'x Tx Z.
2. INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE MIDDLE OF THE HEADER
ROCKS AND EXTEND DOWNWARD TO THE DEPTH OF THE BOTTOM FOOTER ROCK, AND
THEN UPSTREAM TO A MINIMUM OF TEN FEET.
3. DIG A TRENCH BELOW THE BED FOR FOOTER ROCKS AND PLACE FILL ON UPSTREAM
SIDE OF VANE ARM, BETWEEN THE ARM AND STREAMBANK
4. START AT BANK AND PLACE FOOTER ROCKS FIRST AND THEN HEADER (TOP) ROCK
5. CONTINUE WITH STRUCTURE, FOLLOWING ANGLE AND SLOPE SPECIFICATIONS.
8. AN EXTRA BOULDER CAN BE PLACED IN SCOUR POOL FOR HABITAT IMPROVEMENT.
7. USE CLASS 1 STONE TO FILL GAPS ON UPSTREAM SIDE OF BOULDERS, AND CLASS A
STONE TO FILL GAPS ON UPSTREAM SIDE OF CLASS 1 STONE.
8. AFTER ALL STONE HAS BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE STRUCTURE
WITH ON-SITE ALLUVIUM TO THE ELEVATION OF THE TOP OF THE HEADER ROCK
BUCK Cary, North
Phone: C e3-527511 00
c% 4 Fax: [phone]
CLASS A STONE
SIRE
BACKFILL (ON-SITE ALLUVIUM OR NO. 57 STONE)-
FILTER FABRIC ---- \
PROFILE VIEW
HEADER ROCK
FOOTER ROCK
SCOURPOOL
(EXCAVATED)
1HEADER ROCK
1'
ABED
FOOTER ROCK
1-2' CLASS 1 STONE
10' MINIMUM
SECTION A - A
"J" HOOK VANE
FLOW
1
C
B r_?
ROCK CROSS VANE TYPE 1
TYPE 1 CROSS VANE FOR GRAVEL /COBBLE BED RIVERS
WITH DRAINAGE AREAS GREATER THAN 12mI'
FLOW -?
TOE OF
VANE
ARM-
I SCOUR POOL
SILL . Slll
B VANE ANGLE ` NO GAPS ...
BETWEEN
20' TO 30' I I
I BOULDERS
C
PLAN VIEW VANE ARM LENGTH FT
INVERT WIDTH FT
VANE ARM SLOPE %
VANE ANGLE 0
NOTES FOR AL VANE STRUCTU ES:
1. BOULDERS MUST BE AT LEAST 4'x V x Z.
2. INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE MIDDLE OF THE HEADER
ROCKS AND EXTEND DOWNWARD TO THE DEPTH OF THE BOTTOM FOOTER ROCK, AND
THEN UPSTREAM TO A MINIMUM OF SIX FEET.
3. DIG A TRENCH BELOW THE BED FOR FOOTER ROCKS AND PLACE FILL ON UPSTREAM
SIDE OF VANE ARM, BETWEEN THE ARM AND STREAMBANK
4. CONSTRUCT FOLLOWING ANGLE AND SLOPE SPECIFICATIONS.
5. USE CLASS 1 STONE TO FILL GAPS ON UPSTREAM SIDE OF BOULDERS, AND CLASS A
STONE TO FILL GAPS ON UPSTREAM SIDE OF CLASS 1 STONE
8. AFTER ALL STONE HAS BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE STRUCTURE
WITH ON-SITE ALLUVIUM TO THE ELEVATION OF ONE HALF THE HEADER ROCK
BUCK 4 8000 Regency Parkway Suite 200
Cary, North Caroline 2751 27511
Phone: [phone]
"r Fax: [phone]
BANKFULL
B '-A
FLOW ?
STREAM BED
SECTION A - A
TO
HEADER ROCK
STREAM BANK
B
FOOTER ROCK
PROFILE VIEW B - B
VANE ARM
FILTER FABIC
PROFILE VIEW C - C
ROCK CROSS VANE TYPE 1
CROSS VANE INVERT/GRADE POINT
ROOT WADS WITHOUT TRANSPLANTS
CROSS SECTION VIEW
NTS
r- COIR FIBER MATTING
FLOOD PLAIN BERM (0.5' MAX. HT.) BERM(S) TOP OF BANK
7 /-
NOT TO EXTEND BEYOND
/ LIMITS OF ROOT WADS.
ROOT WADS -
PLAN VIEW
NTS
?O
OPTIONAL
COVER LOG
ANCHOR COVER LOG
UNDER FOOTER LOGS
OR WITH A BOULDER.
10-15 FEET LONG
>10" DIAMETER -
FOOTER LOG > 12" DIAMETER INSTALLED BELOW STREAMBED
(OPTIONAL PER DIRECTION OF ENGINEER)
ROOT WAD
TRANSPLANTS OR BOULDERS
ROOT WADS WITH TRANSPLANTS
CROSS SECTION VIEW
NTS
TRANSPLANTS
FOOTER LOG FOR
TRENCHING METHOD
ONLY
NOTES
TRENCHING METHOD:
IF THE ROOT WAD CANNOT BE DRIVEN INTO THE BANK OR THE BANK
NEEDS TO BE RECONSTRUCTED, THE TRENCHING METHOD SHOULD
BE USED. THIS METHOD REQUIRES THAT A TRENCH BE EXCAVATED
FOR THE LOG PORTION OF THE ROOT WAD. IN THIS CASE, A FOOTER
LOG SHOULD BE INSTALLED UNDERNEATH THE ROOT WAD IN A TRENCH
EXCAVATED PARALLEL TO THE BANK AND WELL BELOW THE STREAMBED.
ONE-THIRD OF THE ROOT WAD SHOULD REMAIN BELOW NORMAL BASE
FLOW CONDITIONS.
NOTES
6 FEET LONG TRUNK
>12" DIAMETER -
FOOTER LOG > 12" DIAMETER INSTALLED BELOW STREAMBED
(OPTIONAL PER DIRECTION OF ENGINEER)
8000 Regency Parkway Suite 00
CK00
11
C Phona 919483-5488
I l , - Fax: [phone]
DRIVE POINT METHOD:
SHARPEN THE END OF THE LOG WITH A CHAINSAW BEFORE "DRIVING"
IT INTO THE BANK ORIENT ROOT WADS UPSTREAM SO THAT THE STREAM
FLOW MEETS THE ROOT WAD AT A 90-DEGREE ANGLE, DEFLECTING THE
WATER AWAY FROM THE BANK A TRANSPLANT OR BOULDER SHOULD BE
PLACED ON THE DOWNSTREAM SIDE OF THE ROOT WAD IF A BACK EDDY
IS FORMED BY THE ROOT WAD. THE BOULDER SHALL BE APPROXIMATELY
4'X TX 2'.
ROOT WADS
BUCK?,11
?1?a s H NI EfRlNG
August 22, 2005
NC Division of Water Quality
Att: Cyndi Karoly
401 /Wetlands Unit
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
79 7 Ha N, ", 00d Rua(I, S u i to 201
A 110v i I Ic, NOrf 11 Carol irka 2.8806
1'11011 c 82 S 35 0 1 X108
F :1'N : 8 2 S , 5 0. 1 4 0')
wv, ,v.buckcii ginceri ng .cont
Subject: EWP permitting information for DSR 8, Sites 2 to 8 on Friezeland Creek and Sites lb
and 2b on Spring Creek, Madison County, NC.
Dear Ms. Karoly:
Enclosed with this letter are four (4) copies of the Pre-Construction Notification, site plans,
erosion control plan, construction details and specifications and other pertinent information that
are being submitted for regulatory review. I spoke to Kevin Barnett and he told me to send the
fifth copy directly to him to save your office the time and resources of forwarding it back to him.
We have also submitted this information to the U.S. Army Corps of Engineers, N.C. Wildlife
Resources Commission and N.C. Land Quality Section for their review. We are providing this
information for your department's consideration and comments relative to 401 permitting.
We believe that these sites are exempt from the need for an approved erosion control plan
because sites are either on land used for agriculture or will impact less than 1 acre. Even though
an erosion control plan is not required we have completed one for our work in Madison County
and have attached these guidelines. We also don't believe that a trout buffer waiver is required
for these projects since an erosion control plan is not required; however, Spring Creek is
designated as Hatchery Supported by the N.C. Wildlife Resources Commission and Friezeland
Creek may support wild trout. Because fall and winter are the more sensitive seasons for trout,
we are attempting to get permitting issues completed and proposed repair work done before
October 15, 2005. We believe the quick repair of these damaged stream sites will result in an
improvement to existing aquatic habitat and will promote more stable channel conditions in the
long-term.
Thank you for your consideration of this request. If you have any questions, please contact me as
soon as possible at 828-350-1408 ext. 2002 or 828-734-7445.
Sincerely,
Micky Clemmons
Senior Environment Scientist
r7 #.1 __1 7 1 R j '" 7 i 7tq{
f f
A U G 4 2005
1"r? I lr? a?? r t? ? i Gs ;r ?.+ 4?'.F i4N
t ,? r? rt i h l c F_ ri i it a< r i N u it d S c i cr n c C /'u r r 1S e t t e r f: ra r i r') rr m
It arIoIt?? NC: A 1) eviIIc tiC - Atlanttr. 0A