20051413 Ver 1_Complete File_20050728

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
August 15, 2005
Robert Wiseman, County Manager
Avery County
Post Office Box 640
Newland, NC 28657
DWQ Project # 05-1413
Avery County
Subject Property: Grassy Prong, UT to Clark Branch,& White Pine Creek EWP
(DSR - UNT7)
Approval of 401 Water Quality Certification with Additional Conditions
Dear Mr. Wiseman:
You have our approval, in accordance with the attached conditions and those listed
below, to place fill within or otherwise impact 6,050 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 27, 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
from the existing channel, nor allowing for the construction of berms which
would not allow the stream access to it's floodplain.) As "stable" and "pre-storm"
are not interchangeable terms, all work must be to ensure stability, regardless of
channel location. Additionally, channels cannot be returned to it's pre-storm location
unless there is documented instability is submitted and approved as part of the
application package. 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.
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
ohone: 919-733-1786 / FAX [phone] Internet: http://h2o.enr.state.nc.us/ncwetiands
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An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Avery County:
Page 2 of 6 '
August 15, 2005
The Additional Conditions of the Certification are:
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 Plan Location or Reference
Approved (Units)
Stream 6,050 (feet) Grassy Prong, UT to Clark
Branch & White Pine 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.
a
I
Avery County:
Page 3 of 6
August 15, 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, where
applicable, 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.
Avery County:
Page 4 of 6
August 15, 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 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 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
_?
Avery County:
Page 5 of 6
August 15, 2005
(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 30 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
401JWetlands 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 2B. .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.
Avery County:
Page 6 of 6
August 15, 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
ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of
the Clean Water Act. If you have any questions, please telephone 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,
AW K1khb
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Alan W. Klimek, P.E., Director
Division of Water Quality
Enclosures: GC 3367
Certificate of Completion
Guidelines for Riparian Buffer Restoration -,
cc: Doug Smith,
Buck Engineering, PC
8000 Regency Parkway
Suite 200
Cary, NC 27511
USACE Asheville Regulatory Field Office
DWQ 401 Central Office
DLR Asheville Regional Office
File Copy
Central Files
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Filename: 05-1413.EWP.GrassyProngUTtoClarkBranch&White Pine Creek.Approval
Triage Check List
Date: 07/28/05
1
Project Name: Avery County EWP
Group 13 DSR LR-4, GP-1, TCB-1, WP-1 and WP-2
DWQ #:05-1413
Kevin Barnett, Asheville Regional Office County: Yancey
To:
60-day Processing Time: 7/28/05 to 9/26/05
From: Cyndi Karoly Telephone: [phone]
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
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!
FILE COPY
EWP - Avery County, North Carolina
Group 13 - DSR Sites: LR-4, GP-1, TCB-1, WP-1, and WP-2
Catawba River Basin
Scope of Work
20051413
These sites are only a portion of DSR Group 13 (see Index Map) located in southcentral
Avery County. This submittal contains 5 of the total 7 sites for this group. Because site
LR-4 will only require debris removal and landscaping, it will not require a permit. GP-
1, TCB-1, WP-1, and WP-2 all require adjustment to a combination of their cross-section
geometry, alignment, or profile and/or will require installation of in-stream structures.
These sites will therefore require a Pre-Construction Notification (permit application) to
be submitted to the United States Army Corps of Engineers. Site specific plans are
attached and show site location, existing conditions, estimated repair quantities and
planned repairs. All repair work is being proposed under the Emergency Watershed
Protection Program that Avery County is administering. Questions about this package
should be directed to Buck Engineering's Doug Smith at 919-463-5488.
Contents
• Avery County EWP Index Map of DSR Groups
• Table 1. Property owners of sites proposed for repair under EWP.
• Repair plan (including a Recommendations for Repair narrative, Plan
Sheet Sketch Map, Site Photos, and Design Calculations where applicable)
for sites:
o LR-4,
o GP-l,
o TCB-1,
o WP-1,
o WP-2.
• Avery County Plant List and Riparian Seed Mix
• Erosion and Sediment Control Plan
• Construction Details 0 W ?
Q ?? D
JUL 2 8 2005
DENR - WATER QUALITY
WETLANDS AND STOr'iMWATER BRANCH

Office Use Only: 2 0 0 5 Form versio`?n May 2002
1 1
USACE Action ID No. DWQ No.
/TF -. 7 . .
I,-- 'J k1 --....»•.-- 11- - - aFpii? avic w uub FIViCUL, Please enter "1Vot Appllcable" or "N/A".)
I. 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 Mana ement Area of
Environmental Concern (see the top of page 2 for further deta pow?gm II. Applicant Information JUL 2 8 2005
1. Owner/Applicant Information DENk -WATER QUALITY
Name: Robert Wiseman (County Manager) WETLANDS AND STORMWATER BRANCH
Mailing Address: County Administrative Offices
P.O. Box 640
Newland NC 28657
Telephone Number: 828-733-8201 Fax Number: 828-737-9395
E-mail Address: Robert.wisemanPncmail.net
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: Doug Smith
Company Affiliation: Buck Engineering PC
Mailing Address:8000 Re2ency Parkway. Suite 200
Cary, NC 27511
Telephone Number: 919-463-5488 Fax Number: 919-463-5490
E-mail Address: dsmith(a)bucken2ineerinLy.com
Pagel 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: Avery County EWP, GP-1, Grassy Prong
2. TCB-1, Unnamed Tributary to Clark Branch
WP-1, White Pine Creek
WP-2 White Pine Creek
3. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
4. Property Identification Number (Tax PIN): See attached Table 1.
5. Location
County: Avery Nearest Town: Linville
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): The location of each site is
identified on the attached EWP Index Mai) and provided in each individual site repair plan.
6. 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.)
7. Property size (acres): N/A
8. Nearest body of water (stream/river/sound/ocean/lake): Linville River
9. River Basin: Catawba River
(Note = this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.ne.us/admin/maps/.)
10. 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 repair plan.
Page 2 of 9
11. Describe the overall project in detail, including the type of equipment to be used: Specific
repair activities for the site are provided in the site repair plans which are attached Repair
activities proposed for the site include: adjusting channel cross-section profile and
installing grade control structures and bank protection structures to improve bed and bank
stability. This work will require the use of a trackhoe with hydraulic thumb and a dump
truck to haul and place boulders. A bulldozer may be needed for some of the grading work
12. Explain the purpose of the proposed work: This work is being done as part of the
Emergency Watershed Protection program that counties impacted by two 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.
No
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
Page 3 of 9
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 bttp://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:

Stream Impact
Site Number
(indicate on map)

Type of Impact* Length
of
Impact
(linear
feet

Stream Name**
Average Width
of Stream
Before Impact
Perennial or
Intermittent?
(please specify)
Stream bank
GP-1 stabilization and rock 350 LF Grassy Prong 5'- 10' Perennial
vane structure
installation
Stream bank
TCB-1 stabilization and grade 1,000 Unnamed Tributary to 5'- 10' Perennial
control structure LF Clark Branch
installation
Page 4 of 9
Stream bank
WP_1 stabilization and grade
control structure 1,700
LF White Pine Creek 10' - 15' Perennial
installation
Stream bank
WP-2 stabilization and grade
control structure 3,000
LF White Pine Creek 12'- 16' Perennial
installation
* 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
ww-%v.usgs.Qov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.map2quest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 6,050 LF
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)
(if Name p Waterbody
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.
Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
Page 5 of 9
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
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. The attached sediment and erosion control plan outlines measures that
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
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
hqp://h2o.enr.state.nc.us/ncwetlands/strmgide.htrnl.
Page 6 of 9
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 htip://h2o.enr.state.ne.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 ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
Page 7 of 9
map, whether or not
Regional Office may
applicant's discretion.
impacts are proposed to the buffers. Correspondence from the DWQ
be included as appropriate. Photographs may also be included at the
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone I extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 213 .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.
There will be no chance in impervious acreage. Existing proiect sites are forested/aQricultural
lands and will remain in this land use. Proposed repair work will not alter runoff of stormwater
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
Page 8 of 9
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes E] 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
(Agent's
"/7-Ar -os-
'Agent's Signature Date
is valid only if an authorization letter from the applicant is provided.)
Page 9 of 9
To Whom It May Concern:
I, Robert Wiseman, County Manager for Avery County, attest to the fact that Avery County has
entered into a contract with Buck Engineering PC, a North Carolina professional corporation. Buck
Engineering will be providing engineering services and permitting assistance in support of the
Emergency Watershed Protection Program. In this contractual relationship, Buck Engineering will
act as the County's agent for the purpose of accomplishing this work. Specifically, employees of
Buck Engineering 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.
i
Robert Wiseman, , County Manager for Avery County
Date: 1 `' ??- Cq S--
Office: Avery County Courthouse, Newland, NC 28657
Table 1. Property owners of sites proposed for repair under the EWP program in Avery County. DSR site relates to the number shown on the Index Map.
Lat. & Lona (dd.dddd)
DSR NUMBER DSR SITE PIN NAME 1 ADDRESS 2 CITYISTATE ZIPCODE North West

13 TCB-1 183400428942 VANCE, LAWRENCE JEROME BILL & PATSY 728 WALT CLARK RD NEWLAND NC 28657 36.0152 81.5534

13 WP-1 183400588654 LYNN, IDA OWANA CLARK 1146 OLD LINVILLE ROAD MARION NC 28752 36.0250 81.5523
13 WP-1 183400588365 CLARK, DEWAYNE & NANCY 795 WHITE PINE RD NEWLAND NC 28657 36.0247 81.5523
13 WP-1 183400682081 CLARK, DEWAYNE & NANCY 795 WHITE PINE RD NEWLAND NC 28657 36.0243 81.5523

13 WP-2 183400559534 PHILLIPS, RICHARD E & JANICE 1199 WHITE PINE RD NEWLAND NC 28657 36.0219 81.5522
13 WP-2 183400657586 WISE, GLORIA CLARK PO BOX 65 CROSSNORE NC 28657 36.0219 81.5511
13 WP-2 183400659278 ALDRIDGE, DALE EDWIN BOX 408 CROSSNORE NC 28657 36.0217 81.5509
13 WP-2 183400752537 OLLIS, LLOYD L, JR PO BOX 296 PINEOLA NC 28662 36.0219 81.5506

13 MT-2 183400846272 WRIGHT BERYL & DONNA GAIL PO BOX 302 CROSSNORE NC 28616 36.0202 81.5449
13 MT-2 183400940285 WRIGHT BERYL & DONNA GAIL PO BOX 302 CROSSNORE NC 28616 36.0200 81.5449
13 MT-2 183400836125 TENNANT TOMASINE BOX 548 CROSSNORE NC 28616 36.0156 81.5448

13 GP-1 186400842858 HUX, REGINA ANN ECKARD & RANDY S 1558 HARDY DR FARMVILLE VA 23901-0000 36.0390 81.8133
GP-1 186400945452 COFFEY, RANDY BOX 325 LINVILLE NC 28646-0000 36.0378 81.8133

13 LR-4 184400327274 BLACKBURN, JUDITH L PO BOX 539 NEWLAND NC E28657 36.0300 81.8960

Plan Review Checklist
EVVP-.very County, North Carolina
DSR L R_ 4
I the Natural Resource Conservation Service Agent for Avery
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 Avery County. The following table
summarizes my comments on these plans:
DSR Approve Disapprove A rove with Modifications
I,
Additional comments:
Natural Resource Conservation Service Agent
Ag=t's Signantn;
p"J
V
DSR No. LR-4
Site Assessed By: DJS, AC
Date Assessed: 5/12/2005
County: Avery
Location: Avery Co., Hwy 221 Bridge / Linville R.
Lat.: 36° 01'46" / Long.: 81° 53'45"
Length of
Assessment: Approximately 800 feet Waterbody: Linville River
X Debris removal
_ Bank sloping
Bank stabilization
Channel realignment
_ In-stream structures
X Riparian planting
X Seeding
Adjust channel dimension
Summary Evaluation of Conditions:
The reach begins where Pineola Road previously crossed the Linville River (the bridge has since been abandoned
and removed) and the reach extends along the Linville River to the US Highway 221 bridge crossing. Although some
areas are highly vegetated, access to this relatively level site is good and may be obtained through private property.
This reach suffers from excessive deposits of woody debris where large trees that have fallen into the river, reducing
channel conveyance capacity, or where large trees have fallen and have been deposited onto the banks, reducing
floodplain flood conveyance capacity. The fallen trees and associated debris jams are a hazard and could become a
problem in future storm events. Damage to the US Highway 221 bridge could occur if the trees strike the bridge
during flooding.
Recommendations for Improvements:
Prior to performing any clearing, grubbing or debris removal activities, inventory, under engineer approval, any
adequate root wad or transplant material. These items should be stockpiled and installed at the appropriate time.
Remove the large trees and associated debris (branches and leaf pack) along this reach. Five (5) large debris piles
were identified during the site visit. Minor discing/grading using a farm tractor may be helpful in preparing disturbed
areas for seeding and mulching. Install erosion control matting (see detail) on steep bare slopes (per engineer's
instruction).
All work should be performed in conformance with the "Erosion & Sediment Control Plan" (see attached
Quantities:
Item Unit Quantity
Wood Debris Removal CY 350
-Grading bank preparation) CY 25
Live Stakes EA 25
Erosion Control Matting SY 15
-Temporary Seeding LB 35
Grain Straw Mulch EA bales 21
Permanent Seeding LB 5
LR4
Photo 2 - WD2 (see Plan Sheet Sketch Map)
LR4
Photo 4 - WD4 (see Plan Sheet Sketch Map)
LR4
Photo 5 - WDS (see Plan Sheet Sketch Map)

Plan Review Checklist
EWP-Avery County, North Carolina
DSR
I the Natural Resource Conservation Service Agent for Avery
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 Avery County. The following table
summarizes my comments on these plans:
DSR Approve Disapprove Approve with Modifications
Additional comments:
?4'k? Natural Resource Conservation Service Agent
ngmt's signamre

v
DSR No. GP-1
Site Assessed By:
DJS / AC
Date Assessed: 5/11/2005
Location: Grassy Prong Rd
County: Avery
Lat.: 36° 02' 19" / Long.: 81 ° 48'34"
Length of Grassy Prong / "Gragg Prong" (-3.1
Assessment: Approximately 350 feet Waterbody: mil)
X Debris removal Channel realignment X Seeding
Bank sloping X In-stream structures Adjust channel dimension
X Bank stabilization X Riparian planting
Summary Evaluation of Conditions:
The reach is located at the end of Grassy Prong Road (see Reference Map), also identified as Webb Creek Road or
Gragg Prong on some maps. This is a short reach, approximately 350 feet immediately adjacent to the end of
pavement of Grassy Prong Road. Access may be obtained through adjacent private property. In response to last
fall's hurricane events, the stream deposited excess material to form a point bar and bank vegetation has been
adversely impacted. The point bar development encouraged migration and scour of the right bank and undermined
pavement to the point of failure into the stream. The lateral migration also has scoured around an existing utility pole,
leaving the pole currently located mid-channel. As a result of the lateral migration, flows are accessing an adjacent
private manmade pond, degrading the embankment separating the impoundment from the stream, and posing a threat
to the impoundment's integrity.
Recommendations for Improvements:
Prior to performing any clearing, grubbing or debris removal activities, inventory, under engineer approval, any
adequate root wad or transplant material. These items should be stockpiled and installed at the appropriate time.
Relocating the two threatened utility poles and lines may not be feasible. If relocation is not possible at this time, the
poles may be armored in place using two courses of boulders around the toe (Photos 1, 3 and 4). Perform minor
grading to prepare banks for live staking and matting (see associated details and plant species list).
In order to address the lateral migration, install in-stream structures (3 rock vanes, see detail) to reduce near bank
shear stress and promote a more stable channel alignment. Exact tie-in locations shall be located per engineer's
instruction. Associated bank tie-in armor shall be placed adjacent to the rock vane structures and excess excavated
material shall be used to reinforce the existing impoundment where failure has occurred. Remove any remaining
woody debris and stabilize disturbed areas. Eliminate mowing practices to edge of bank and allow for re-
establishment of riparian buffer, minimum 15 feet from centerline of the stream.
All work should be performed in conformance with the Erosion & Sediment Control Plan (see attached).
Quantities:
Item Unit Quantity
Wood Debris Removal CY 22
Grading (bank preparation, vane installation and
impoundment reinforcement CY 100
Live Stakes EA 50
Class A Stone TON 31
Class 1 Stone TON 42
Boulders TON 245
Filter Fabric SY 145
Erosion Control Matting SY 25
Temporary Seeding LB 33
Grain Straw Mulch EA bales 20
Permanent Seeding LB 4
Pv
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Avery C unty LEGEND (Group 13) Site:GP-1
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''°••?° V-:?-?'-'? Avery County EWP
1 (i I N 1 I P I (i ,•, O DSR Site I-- Parcels
w 1\f Topo (5' Contours) L 0 50 100 200
Field Crew: ° s:: GP•1 Feet
rcea O M•a O Streams
r M-4
Time/Date: G ^ ro • • Date of aerial photography: 1998
1
W„
V3
BOTTOM
WIDTH
OF
CHANNEL
FLOW
w
03 20° TO
J
A
in E
NO GAPS
BETWEEN
)A vet
SCOURPOOy
BOTTOM WIDTH
PLAN VIEW
SCOUR POOL (EXCAVATED) PER
DIRECTION OF ENGINEER
NOTES FOR ALL VANE STRUCTURES:
1. BOULDERS MUST BE AT LEAST 4'xTxr.
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.
6. 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
9. START SLOPE AT 213 TO 1 TIMES THE BANKFULL STAGE.
?"9 8000 Regency Parkway Suite 200
{Li1?. Cary, North Carolina S27511
uite
Phone: [phone]
Fa)c 919483-5490
ROCK VANE
FLOW --r
STREAMBED-I'T
ELEVATION
BACKFILL (ON-SITE ALLUVIUM) `'
CLASS A STONE
CLASS 1 STONE-
TOP OF
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ROCK
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SECTION A - A
ROCK VANE
4o.JG4 A3c1,S
/ HEADER ROCK
?,?IrEQMED?A : ?
q?t ?5
FOOTER ROCK
CLASS 1 STONE
°-I
TO
FOOTER ROCK
SCOUR POOL
(EXCAVATED)
PROFILE VIEW
CLASS A STONE
BACKFILL (ON-SITE ALLUVIUM)
h? J'A
FILTER FABRIC L
1-r
10 MINIh1U
Photo 2 - Facing downstream point bar aggradation
and right bank migration from Photo 1
GP1
I

migration. Armor (in place) existing
grading in preparation for in
GP1
pole. Perform minor bank
and live staking.
Photo 4 - Right bank migration and scour. Armor (in place) existing utility pole.
Install rock vanes and associated tie-in armor.
Pho
Photo 5 - Right bank breach of iml
excess excavation material. Install
GP1

Repair and reinforce using
and associated tie-in armor.
wh
Plan Review Checklist
EWP-Avery County, North Carolina
I the Natural Resource Conservation Service Agent for Avery
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 Avery County. The following table
summarizes my comments on these plans:
DSR Approve Disapprove Approve with Modifications
TG B-
Additional comments:
Natural Resource Conservation Service Agent
Ag=t's Signamm
p"J
V
v
IA-) r k w i II 0-4 '50 nY-ojecF- Law r-oa.j new l,?Aj Id P YYZ?
DSR No. TCB-1
Site Assessed By: SDW / JBG
Date Assessed: 5/17/2005
Length of Approximately 1,000 feet
Assessment.
X Debris removal
X Bank sloping
X Bank stabilization
Location: Immediately north of the town of
Crossnore
County: Avery
Lat.: 36° 01' 47" / Long.: 81 ° 55' 34"
Waterbody: Unnamed Tributary to Clark Branch
Channel realignment
X In-stream structures
X Riparian planting
X Seeding
X Adjust channel dimension
Summary Evaluation of Conditions:
The reach is located adjacent to a private farm road on the west side of Walt Clark Road, between Crossnore Drive
and Ginger Hollow Lane (see reference map) and is situated between a tree farm and a grazing pasture. Access is
open and available throughout the entire length of the site along a private farm road.
The project reach suffers from deposition (upstream and downstream sections) and scour (middle section) throughout
resulting from stream flow and sediment processes that occurred during the hurricane events of last fall. In response
to flood flows and increased sediment loads, the stream deposited excess material throughout the upstream portion of
the project reach, forcing the active channel to be abandoned. Flows then became unconsolidated throughout the
area of deposition, resulting in the development of an anastomized, or braided channel, from Existing Profile Station
00+50 to 02+15, (see attached design materials). Toward the middle of the reach (Station 02+15 to 04+75), the
channel experienced severe down-cutting and widening. Material lost during this process was transported to the
downstream portion of the project reach (Station 07+50 to 10+00) and deposited near the confluence with the
mainstem, where flows have been forced out and onto grazing pasture.
Recommendations for Improvements:
Prior to performing any clearing, grubbing or debris removal activities, inventory, under engineer approval, any
adequate root wad or transplant material. These items should be stockpiled and installed at the appropriate time.
In order to return the condition of the channel to that prior to the hurricane events, the in-channel deposition (upstream
and downstream portions of the project reach) must be removed and flows consolidated to a stable, single-thread
channel. Without changing the alignment, the best method of improving the stability of the channel profile is to install a
series of 3 log-step pool sequences at the upstream end of the project reach. Each log-step shall be reinforced on the
upstream side with rock cross vane structures (see detail and related design specifications) and will function as grade
control and flow directing structures. Additional modifications to the profile include constructed riffles and pools
throughout the middle and downstream sections of the project reach. Similar to upstream step-pools, the riffles
(existing and constructed) shall be stabilized using rock cross vanes. A change in cross-section geometry (see typical
sections) corresponding to the profile modification will allow for effective conveyance of flood flows and will
accommodate the associated sediment discharge.
Any excess excavation material shall be salvaged on-site at a location designated and approved by the owner and
engineer. Fiber-mat and live-stakes shall be installed throughout the bankfull bench and active channel banks.
Permanent seed and mulch shall be placed throughout the disturbed and constructed areas.
In order to maintain a stable and functioning constructed channel, eliminate mowing and grazing practices to edge of
bank and allow for re-establishment of riparian buffer, minimum 15 feet from centerline of the stream.
All work should be performed in conformance with the "Erosion & Sediment Control Plan" (see attachments).
Quantities:
Item Unit Quantity
Wood Debris Removal CY 5
Grading CY 1245
Live Stakes EA 475
Class A Stone for Rock Cross Vanes TON 21
Class B Stone for Rock Cross Vanes TON 21
Class 1 Stone for Constructed Riffles TON 5
Boulders for Rock Cross Vanes TON 63
Filter Fabric SY 160
Root Wads EA 12
Erosion Control Matting SY 170
-Temporary Seeding LB 24
Grain Straw Mulch EA bales 35
Wood Vegetation STEMS 265
Permanent Seeding LB 5

WIM-f fC \ C I ti I 1 R! `: (: ?,,, O D SR Site Parcels
r Topo (5' Contours) 0 50 100 200
Field Crew: ° •2 s„ GP-, Feet
TCB-2?_4 (`i Streatns Y
Time/Date: DRC??„Ie ? ? ' Date of aerial photography: 1998 mold
TCB-1 (Unnamed Tributary to Clark Branch)
Existing and Proposed Profile
STA 0+00 LOCATED 10 ?-EX'G BED EX'G WSEL o BANKFULL ID A SURVEYED CS - EX'G TOB ------ PROP'D BED -PROP'D TOB
LF US OF FENCLINE
92 - Gloss - JA_ _AZ'
th1% of EAck of ?
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TIE INTO EXISTING
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88
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84
MATERIAL
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BEGIN PROFILE MATERIAL Rti=F L-
ADJUSTMENT WITH STEP- 3 ??IS-ryZ,.?,r GRADE
c POOL SEQUENCE
80 CONSTRUCTION STA 0+61
SCE Loll STEP• PooL
TIE INTO EXISTING
76 GRADE AT
•. CONFLUENCE
vAOS TV 1 "
CUT CUT
- -- -
72 10.0 MATERIAL ------360.8 MATERIAL _ _ _ _ • _?,?`, ,•,•
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SECTION A - A
... ? . • .;t Slu
VANE ARM LENGTH FT
INVERT WIDTH FT
VANE ARM SLOPE %
VANE ANGLE
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 SLK FEET.
3. DIG ATRENCH 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
6. 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
8000 Regency Parkway State 200
Cary, Nort Garonne 27511
Phone: [phone]
Fax: [phone]
BANKFULL STAGE HEADER ROCK
STREAM BANK
B B
FLOW TO r/ VM'£ AR" SLOPE
STREAM BED
ELEVATION
\//\j\ FOOTER ROCK
PROFILE VIEW B - B
VANE ARM
FILTER
PROFILE VIEW C - C
ROCK CROSS VANE TYPE 1
CROSS VANE INVERT/GRADE POINT
-r-i O I
1 t- le-
G? fr oS-'S V A tsa E Ll>, r
Enter `? loN S C GPS ?? .
Design Data in the Blue Boxes:
Riffle Bankfull Width (C) =
Riffle Max Bankfull Depth =
Riffle Bottom Width (D) _
Invert Length (B) _
Sill Length (E) =
Vane Arm Angle (F) _
Build Vane to :
12.0 ft
1.8 ft
7.0 ft
3.0 ft
3.0 ft
20.0°
1 X bankfull
Calculated Values:
A Vane Arm Length 13.2 ft
B Invert Length 3.0 ft
C Bankfull Width 12.0 ft
D Bottom Width 7.0 ft
E Sill Length 3.0 ft
F Vane Arm Angle 20.0°
G Vane Arm Sloe 13.7%
H Structure Length 12.4 ft
Typical Cross-vane
14.0-
12.0-
10.0 8.0-
6.0
4.0
2.0-
0.0
0.0 5.0 10.0 15.0 20.0
__b_j = I
PLAN VIEW
1
TOP OF BANK 1
G
i
PROFILE VIEW
_.n_1 //

CFr, bSS VA t4CE C5 el0 SPEctI=-l GA [lol4s Gvt.1T `f ?:, CTe-(?,- - I)
Enter Design Data in the Blue Boxes:
Length of Boulders = 4.0 ft
Width of Boulders = 3.0 ft
Height of Boulders = 2.0 ft
Density of Boulders = 165.0 Ibs/cu ft
Number of Footer Rows= 1
Width of Filter Fabric Upstream of
Structure (F) =
6.0 ft
Width of Aggregate A Layer (A)= 2.0 ft
Width of Aggregate B Layer (B = 2.0 ft
Density of Aggregate A = 120.0 Ibs/cu ft
Density of Aggregate B = 106.0 Ibs/cu ft
A Vane Arm Length 13.2 ft
B Invert Length 3.0 ft
C Bankfull Width 12.0 ft
D Bottom Width 7.0 ft
E Sill Length 3.0 ft
F Vane Arm Angle 20.0°
G Vane Arm Slope 13.7%
H Structure Length 12.4 ft
Calculated Values from Layout Sheet:
Typical Rock Density Data:
Solid Granite = 165.0 Ibs/cu ft
Granite Rip-Rap = 120.0 Ibs/cu ft
Granite Gravel = 106.0 Ibs/cu ft
Estimated Amount of Material Necessary per Structure:
Number of Boulders Necessary to Build
Structure =
9
Tons of Boulders = 12.5
Volume of Aggregate A = 2.6 cu ds
Volume of Aggregate B = 2.6 cu ds
Tons of Aggregate A = 4.2
Tons of A re ate B = 3.7
Amount of Filter Fabric = 31.4 sq ds
Assumptions:
1.) Number of footer rocks per row = number of header rocks.
1 ? L -y
Backfill
Aggregate B
Filter Fabric
Aggregate A
SECTION A-A'
-r-11 Q._I 2/
Photo 2 - Upstream section of project reach where flows
are unconsolidated and channel is braided.
TCg/
Photo 1 - Upstream section of project reach where flows
become unconsolidated and channel is braided.
1 e?'

Photo 4 - Channel incision and widening throughout the middle of the project reach
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Plan Review Checklist
EWP-Avery County, Forth Carolina
DSR W /0- /
I ?2? - the Natural Resource Conservation Service Agent for Avery
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 Avery County. The following table
summarizes my comments on these plans:
DSR Approve Disapprove Approve with Modifications
Additional comments:
I'L I -")- - -, Natural Resource Conservation Service Agent
Agmrs sign==

ti
DSR No. WP-1
Site Assessed By: SDW / JBG
Date Assessed: 5/18/2005
Location: North and west of intersection of Hwy
221 and 194
County: Avery
Lat.: 36° 01'47" / Long.: 81 ° 55'34"
Length of Approximately 1,700 feet Waterbody: White Pine Creek (- 0.35 mil)
Assessment:
X Debris removal
X Bank sloping
X Bank stabilization
X Channel realignment
X In-stream structures
X Riparian planting
X Seeding
X Adjust channel dimension
Summary Evaluation of Conditions:
The damage surveyed along White Pine Creek (WP-1) begins upstream adjacent to a spur road near a fork in White
Pine Road. The spur road, the left fork, continues north and west a short distance up valley, while White Pine Road,
the right fork, continues northeast to State Route 194 (Miller Gap Highway). The total disturbed reach of DSR site
WP-1 extends throughout a 1,700 LF length of stream to the bridge crossing where White Pine Road crosses White
Pine Creek. Because of its length, this site has been divided into an upstream and downstream portion. The
upstream portion of reach WP-1 begins on private property off of the unnamed spur road, to the left of the fork on
White Pine (see site map WP-1a). The upstream portion continues approximately 1,000 LF to Match Line 1, where
the downstream portion begins and continues 700 LF downstream (see Site Map WP-1 b). Access throughout WP-1
(both the upstream and downstream portions) is good and the property owners are accommodating to access needs.
In general, the project reach exhibits severe to extreme scour (upstream section) initiated by uncharacteristic
discharge and sediment introduced during the hurricane events of fall 2004. Throughout the upstream section,
bedrock has arrested vertical adjustment resulting in increased lateral scour. Although this process may seem
isolated and incidental to an anomalous event, once initiated, this process is persistent, ongoing, and currently
threatens the safety and property of private citizens who dwell and travel throughout the valley.
As the stream approaches the bridge on White Pine Road, near the intersection with an unnamed private drive/spur
road that enters from the west (near Match Line 1 Map WP-1 a), flood flows are slowed down and backed up by the
bridge and adjacent roadway embankments reducing the valley's effective flow area. This change in the flow
conditions forces deposition, resulting in overland migration of the primary flow path, reduced conveyance and
increased risk in flooding.
Recommendations for Repair:
Prior to performing any clearing, grubbing or debris removal activities, perform inventory (under engineer approval) of
any adequate root wad or transplant material.
The following treatments proposed for the upstream portion of WP-1 correspond to those called out on the Site
Map/Plan Sketch Design WP-1 a. Along both banks of the upstream reach between the 2-48" CMP and the bridge
(see Photo land Photo 2), perform cross-section adjustment (see Typical Riffle Section CS1 and CS2 and Typical
Pool Cross Section). Install Class 2 Riprap scour protection at the upstream and downstream cemetery access bridge
abutments/wing walls. Along the left bank below the bridge (Photo 3), perform minor grading operations in preparation
for live stake, bare root, tree and shrub planting (see associated details and plant species list). Install erosion control
matting (see detail) on steep (slope steeper than 3:1) bare slopes where necessary. Approximately 150 LF
downstream, the stream experiences an unstable 90-degree right meander, threatening an existing utility structure. At
this location, install a two rock vanes (RV1 & 2) to reduce near bank shear stress and promote a natural adjustment of
alignment. Additionally, install multiple root wads to serve as bank protection. Similarly, at the downstream left
meander 100 LF downstream, install a single rock vane (RV3) and another single rock vane (RV4) at the subsequent
left meander. Between the two single rock vanes, install seeding, matting (where necessary) and live stakes for point
bar and bank stabilization. Seed all disturbed areas and eliminate mowing practices to edge of bank and allow for re-
establishment of riparian buffer, minimum 15-feet from centerline of the stream.
Similarly, the following treatments apply to the downstream portion of WP-1, as called out on the Site Map/Plan Sketch
Design WP-1 b. Throughout the top of the downstream portion, a downstream debris jam has forced deposition and
encouraged unconsolidated flow. Prior to performing adjacent upstream structural installation, remove the
downstream debris jam (Photo 4) and allow for flows to induce natural channel adjustment. Then begin treatments
upstream to just below Match Line 1. Install a double-drop rock cross vane (CV1) to arrest the existing head cut.
Immediately downstream, install live stakes and bare-root/containerized planting along the right incised unprotected
bank and multiple root wads along the outside of the meander to serve as bank protection. Install a sequence of 4
structures to serve as log step-pool (see detail) and tie-in to the existing channel bed. An additional J-hook Rock Vane
may be installed below the debris removal if necessary.
At the downstream-most location of WP-1, perform channel relocation and associated structural placement to promote
stable conveyance of discharge and sediment through the existing bridge crossing (see Site Map / Sketch Design WP-
1 b, PS01 of 01, Typical Riffle Cross Section CS4 and Typical Riffle Pool Cross Section CS5)).
All work should be performed in conformance with the "Erosion & Sediment Control Plan" (see attached).
Quantities:
Item Unit Quantity
Debris Removal CY 11
Grading (cross-section adjustment, relocate, and bank
preparation) CY 1060
Class A Stone TON 12
Class 1 Stone TON 18
Boulders TON 126
Filter Fabric SY 36
Root Wads EA 16
Live Stakes EA 125
Bare Root Planting EA 50
Tree and Shrub Container Planting EA 25
Erosion Control Matting SY 250
Temporary Seeding LB 25
Grain Straw Mulch EA bales 20
Permanent Seeding LB 25

Map Inset
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Avery County EWP
I \ C. i N I' i R i \ C. ?,,, O DSR Site Parcels
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Field Crew: G -1
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Time/Date: c r.. Date of aerial photography: 1998

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1� e ____ Avery County EWP
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Field Crew: *�e., ° M Feet
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Tlme/Date: 4" ' Date of aerial photography: 1998

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BOTTOM WIDTH
t
t? - t ? "lam
PROFILE VIEW
SCOUR POOL (EXCAVATED) PER
DIRECTION OF ENGINEER
ROCK VANE W - VN JE °' L-, `°
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FLOW 4)
STREAMBED
ELEVATION
BACKFILL (ONSITEALLUVIUM)J `? /.??\
CLASS A STONE
CLASS 1 STONE
CLASS A STONE--\\
?
PLAN VIEW
NOTES FOR ALL VANE STRUCTURES
1. BOULDERS MUSTBEATLEAST4'x3'xY.
2 INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE 161IDDLE 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, FOLLOWNG ANGLE AND SLOPE SPECIFICATIONS.
6. 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
9. START SLOPE AT 713 T01 TIMES THE BANKFULL STAGE
8000 Regency Parkway Suite 200
Cary, North Carolina 27511
Phone: [phone]
Fax: [phone]
BACKFILL (ON-SITE ALLUVIUM)
FILTER FABRICS --la4 1'
1-2'
L10' MINIMUM--
SECTION A-A
ROCK VANE
'-- FOOTER ROCK
SCOURPOOL
(EXCAVATED)
HEADER ROCK

FOOTER ROCK
CLASS 1 STONE
Wp-1
J-HOOK VANE
(,J
CHANNEL
0' TO 30*
A
w
to '?
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WP.
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i 7•??
?- SCOUR POOL (EXCAVATED)
- PER DIRECTION OF ENGINEER
PLAN VIEW
1R TO 213 BANKFULL
FLOW -_i
STREAMBED ELEVATION
13ACKFILL (ON-SITE ALLUVIUM OR NO. 57 STONE)
CLASS A STONE -/
CLASS 1 STONE-
PROFILE VIEW
NOTES FOR ALL VANE STRUCTURES:
1. BOULDERS MUST BE AT LEAST 4'x 3'x2'.
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 BANKAND 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
8000 Regency Parkway Suite 200
Gary, North Carolina 27511
Phone: [phone]
F" 819483-5490
CLASS A STONE
STREAMBED?
i°
BACKFILL (ON-SITE ALLUVIUM OR N0.57 STONE)
FILTER FABRIC'.
-?1 1'
1-2'-?
10' MINIMUM -?
SECTION A - A
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HEADER ROCK
-- FOOTER ROCK
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(EXCAVATED)
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CLASS 1 STONE
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Wp-I
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1 ,
1/3 TOP WIDTH
C
B GRADE
/-., f-POiNT
VANE
` B
?S
ROCK CROSS VANE TYPE 1
TYPE 1 CROSS VANE FOR GRAVEL/COBBLE BED RIVERS
WITH DRAINAGE AREAS GREATER THAN 12mi'
Wp?L
o
TOE OF

PLAN VIEW VANE ARM LENGTH
INVERT WIDTH
VANE ARM SLOPE
VANE ANGLE
NOTES FOR ALL VANE STRUCTURES:
1. BOULDERS MUST BE AT LEAST 4•xTxZ.
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
8000 Regency Parkway Suite 200
Cary, North Carolina 27511
Phone: [phone]
Fax: [phone]
Fl ni

BANKFULL STAGE HEADER ROCK
STREAM BANK
1
SCOUR POOL B
1 FLOW i 4X TO 72 VANE ARAI SLOPE B
STREAM BED
ELEVATION/`o
FOOTER ROCK
NO GAPS
VANEANGLE
20'TO30* BOULDERS I I PROFILE VIEW B - B
0 VANEARM
FT
FT
0
FILTER
SECTION A - A
PROFILE VIEW C - C
ROCK CROSS VANE TYPE 1
CROSS VANE INVERT/GRADE POINT
\A r 1
NOTES TOPOGRAPHICAL DATA DOES NOT CORRESPOND TO ANY REAL-WORLD DATUM
BCP-1
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C=LJCK
ENGINEERING
1347 Harding Place Suite 100
Charlotte, North Carolina 28204
Phone: [phone]
Fax: [phone]
W
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DRAWN BY: DHJ
APPROVED BY: JG
SHEET: PS01 OF 01
PROJECT NO.: 0251C
SCALE: 1:30
EXISTING
BRIDGE
0HU

EXISTING BRIDGE

EXISTING BUILDING

BUCK CONTROL POINT
GUY WIRE
POWER POLE
4-,r ss tll?,wl? ? C J
U\ProJects\0251C\EWP\Avery County\Group 13\WPI\aeslgn\WH-D.awg jut u, cuuw

Photo 1 - Upstream portion of WP-1 where cross-section modification is
from downstream bridge.

Photo 2 - Same reach as
facing downstream from culvert.
taken
wPl

dam, F ?, ,,..'"•"'.'I"-
Photo 3 - Upstream section of project reach where
are unconsolidated and channel is braided.

Plan Review Checklist
EWP-Avery County, North Carolina
DSR C? ?- -
LC?, I t the Natural Resource Conservation Service Agent for Avery
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 Avery County. The following table
summarizes my comments on these plans:
DSR Approve Disapprove Approve with Modifications
.t) ?z
Additional comments:
a 4-Natural Resource Conservation Service Agent
agars signamre
DSR No. WP-2 Location: North and west of intersection of Hwy
221 and 194
Site Assessed By: SDW / JBG County: Avery
Date Assessed: 5/18/2005 Lat.: 36° 02' 28" / Long.: 81 ° 55' 23"
Length of Approximately 3000 feet Waterbody: White Pine Creek (- 0.75 mi)
Assessment.
X Debris removal X Channel realignment X Seeding
X Bank sloping X In-stream structures X Adjust channel dimension
X Bank stabilization X Riparian planting
Summary Evaluation of Conditions:
The damage surveyed along White Pine Creek (WP-2) is a continuation of that observed along WP-1. WP2 begins
immediately below the White Pine Road bridge over White Pine Creek and continues 3000 LF downstream. The
upstream-most portion consists of 500 LF through a grazing pasture from the bridge to the "Match Line Sheet 213" (Site
Map Sketch Plan Sheet WP-1a). The middle portion includes the full length, approximately 2100 LF through a
rhododendron farm and nursery, between match lines on Sheet WP-2b, which passes through 2-60" CMP culverts.
The lower reach includes approximately 400 LF through a grazing pasture to the private driveway bridge crossing on
Sheet WP-2c. Access to the entire reach is good.
In general, the White Pine Creek exhibits a pattern of scouring and deposition throughout the project reach.
Throughout the upstream portion, the existing roadway embankments and limited bridge section impose a backwater
condition during flood flows (such as those experienced during the hurricane events of fall; 2004) and result in
sediment-starved water being forced through an inadequate bridge opening only to experience excessive exit energy
losses as they enter the upstream portion of WP-2a. Additionally, the channel throughout WP-2a is forced up against
the valley wall and has denuded the left bank of all vegetation, resulting in reduced ability to lose energy. This flume-
like condition allows for flood flows impacts to continue downstream into the middle portion unmitigated.
Further into the middle portion, downstream structures (2-60" CMP culverts) impose backwater conditions and
subsequent deposition during flood flows. This deposition permits unconsolidated flows to migrate throughout private
property threatening crops and homes with flooding. Toward the downstream end of the middle portion, where White
Pine Creek flows through the culverts, a similar phenomenon that occurs upstream at the bridge repeats itself.
Sediment-starved water being forced through an inadequate opening experiences excessive exit energy losses
resulting in extreme scour. Again the scour is arrested vertically by natural bedrock, unimpeded along the right bank
and the problem continues downstream until another valley blockage is introduced.
The best solution to this problem lies in adequately sizing flow through structures that also accommodate floodplain
connectivity. However, other more feasible alternatives exist to address the damage and return the channel to the
condition prior to events of last fall.
Recommendations for Repair:
Prior to performing any clearing, grubbing or debris removal activities, perform inventory (under engineer approval)
any adequate root wad or transplant material.
The following treatments proposed for WP-2 correspond to those called out on the Site Map Sketch Design Sheets
WP-2a. Just below the bridge on White Pine Road, adjust existing channel alignment and introduce structure to
accommodate energy loss (see PS01) and promote development of a stable natural channel by providing access and
flood relief to overbank areas. In areas indicated, perform minor grading operations in preparation for live stake, bare
root, tree and shrub planting (see associated details and plant species list). Install erosion control matting (see detail)
on steep (slope steeper than 3:1) bare slopes where necessary.
The upstream area of the middle portion of WP-2 (near Match Line Sheet 2A) install a series of grade control
structures, Cross Vane 1 and two identical Double-Drop Cross Vanes (see details and design specifications), to serve
as a transition between the scour and deposition zones and to maintain pre-existing consumptive use by promoting
naturally maintaining pools. Below these proposed structures, the landowner has repaired the channel banks and
approximately 300 ft of bare root and container planting will be planted to serve as vegetative armor and promote bank
stability. Below the culvert crossing adjust the existing channel alignment and cross-sectional geometry for
approximately 700 LF (see PS02). Similar to the proposed upstream channel adjustment, adjustments here will
promote development of a stable natural channel by providing access and flood relief to overbank areas. Downstream
approximately 200 LF, a rock vane will be installed (see details and design specifications) to protect an existing
structure and provide a stable transition between the proposed channel adjustment and downstream channel
adjustments performed by others.
In all locations where the alignment and cross-sections adjustments are performed, adjust channel banks and perform
minor grading operations in preparation for live stake, bare root, tree and shrub planting (see associated details and
plant species list). Install erosion control matting (see detail) on steep (slope steeper than 3:1) bare slopes where
necessary. Install seeding, matting (where necessary) and live stakes for point bar and bank stabilization.
Exact tie-in and location of all structures are to be verified by the field engineer.
All work should be performed in conformance with the "Erosion & Sediment Control Plan" (see attached).
Quantities:
Item Unit Quantity
Debris Removal CY 11
Grading (cross-section adjustment, relocate, and bank
preparation) CY 750
Class A Stone TON 34
Class 1 Stone TON 49
Boulders TON 270
Filter Fabric SY 115
Live Stakes EA 450
Bare Root Planting EA 120
Tree and Shrub Container Planting EA 120
Erosion Control Matting SY 250
Temporary Seeding LB 23.4
Grain Straw Mulch EA bales 14
Permanent Seeding LB 12
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TIE INTO
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CHU
Ao BUCK CONTROL POINT
GUY WIRE
POWER POLE
Bu (C ;NGINEERIAIG7
1947 Harding Place Suite 100
Charlotte. North Carolina 28204
Phone: [phone]
Fax: [phone]
j LEND RIFFLE \ +00 +_ PLAN FORM PROPERTIES
GIN RUN
END GLIDE ? MEANDER BELT WIDTH rare 2,9
1 pp /BEGIN RADIUS OF CURVATURE 90.92'
RIFFLE MEANDER WAVELENGTH 142.73 ft W
ry \ TI?IN H
EXISTIN EN RUN BCP-64 EXISTING
?? 0 \99 CHANNEL END RIFFLE /BEGIN POOL N 4791 BACKFILL
V PQ? \ \ /BEGIN RUN E: 4972 ~
'Ir/F ERIDGE G \ 1 l \ EV 989.16' N z
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10+00 10+50 11+00 11+50 12+00 12+50 13+00
DRAWN BY: LMF
APPROVED BY: JG
SHEET: PS01 OF 02
PROJECT NO.: 0251C
SCALE: 1:30

END RUN
/BEGIN POOL
END POOL
/'BEGIN GLIDE__??_?
mo=t p ,2 r 1=>0? r i? c. 12 0??S - S Q c- t c: ---i -5 }` ;;' `f
k? X02 CN L sC- <- 1c="'S
BCP-75
72 IN CONCRETE N; 4633
E: 5243
PIPE LEV: 1012.30'

\ -- WHITE PINE ROAD

ro` J CONCRETE
- -- ,
BASIN
CONSTRUCT RIFFLE
-

\ -

- (X3 TYPICAL) _
CON& UCT I LE
TIE INTO
%
EXISTING
_ 00 - _ 13 pp
t _ (X4 TYPICAL)
CHANNEL

OND EDGE
CONSTRUCT RIFFLE
(X3 TYPICAL)
DOUBLE DROP
CROSS VANE
STEP POOL
BCP-2
N; 5066
E: 4651
ELEV: 1003.31'
RODODENDRUM FARM
CONSTRUCT RIFFLE
(X4 TYPICAL)
DOUBLE DROP
CROSS VANE
CHU
BUCK CONTROL POINT
POWER POLE
PLAN FORM PROPERTIES
RADIUS OF CURVATURE 165.6'
MEANDER WAVELENGTH 178,37 ft
MEANDER BELT WIDTH Rs 2,4
BCP-1
N; 5000
E, 5000
ELEV: 1000'
INTO

NO
CN
1347 Harding Place Suite 100
Charlotte, North Carolina 28204
Phone: [phone]
Far: 704334-4492
F-
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Photo 1: View of natural wing wall. Stabilize existing trees and repair eroded bank.
Photo 2: Adjust channel (refer to PS 1). Layback existing bank and use fiber matting and
livestaking to stabilize bank.
Photo 3:
tting and
Photo 4 (facing upstream): Realign channel (refer to PSI). Layback existing bank and
use fiber matting and livestaking to stabilize bank.
Photo 6: Remove debris just downstream of proposed double drop cross vanes.
k?a
Photo 5: Map/Sketch Sheet 2B. View of right Bank scour.
Photo 7: Upstream of the culvert crossing under White Pine Rd. Approximate location of
proposed rock vane and double drop.
F-ASKI

Photo 8: Livestaking, fiber matting, bare root and container planting are proposed for this
barren bank slope. The property owner has prepared the earthwork on the channel banks.
4 p
Photo 9: Livestaking, fiber matting, bare root, and container planting are proposed for
this barren bank slope. A no mow zone will be needed to protect the channel from
erosion.
Photo 10: Map/Sketch Sheet 2B. Property owner has adjusted channel and added slope
protection to channel banks. A rock vane will be placed near the blue shed to protect the
structure from bank erosion and undermining.

Photo 11: Property owner has adjusted channel and added slope protection to channel
banks.
Photo 12: Downstream of project reach. This portion of the stream is stable and
resembles a typical proposed riffle.
wf'c;?,
r
Erosion and Sediment Control Plan
Emergency Watershed Protection Program
Avery 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 5001bs. 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 1301bs 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 %2 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
Elylnus virgincus
Juncus effisus
Panicum clandestinum
Polygonum pennsylvanicum
Bidens frondosa
Coreopsis lancolata
Cassia fasciculata
Verbesina alter folia
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%
Wingstem 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
Corpus antonum Silky Dogwood
Hainantelis virginiana Witch-hazel
Carpinus caroliniana Ironwood
Corylus americana Hazel-nut
Ahms serrulata Tag Alder
Ostrya virginiana Hornbeam
Spirea tonientosa Hardhack
Rhododendron arborescens Smooth Azalea
Rhododendron maximum Rosebay Rhododendron
Cephalanthus occidentalis Button Bush
Itea virginica Virginia Sweetspire
Calycanthus floridus Sweet Shrub
Lettcothoe axillaris var. editorum Dog Hobble
Hydrangea arborescens Mountain Hydrangea
Santbucus 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 rubmm Red Maple
Quercus alba White Oak
Quercus rubra 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 amoinum 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
nun) 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 EWP 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
Details and Specifications for EWP Work
Planting
• Bare Root/Container Planting
• Brush Mattress
• Tree & Shrub Planting Details
• Live Staking
Erosion Control
• Erosion Control Matting
• Silt Check
• Silt Fence
• Typical Pump Around Operation
• Temporary Gravel Construction Entrance
• Ford Stream Crossing
• Ford Stream Crossing 2
• Temporary Ford Stream Crossing W/ Flume Pipe
Stream Repair Structures
• Typical Structure Placement
• Typical Plan View & Profile
• Constructed Riffle
• Double Drop Rock Cross Vane
• Double Wing Deflector
• "J" Hook Vane
• Log Vane
• Log Vane 2
• Log Step Pool
• Rock Vane
• Rock Cross Vane Type 1
• Rock Cross Vane Type 2
• Root Wads
• Single Wing Deflector
• Step Pool Channel
Buck Engineering 8 of 8 River Works
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6/28/05
Subject: Cultural Resources Literature Search and Survey Results for Avery County NRCS Planned
EWP Undertakings
To: Jane Shaw, NRCS District Conservationist
Date of Survey: 6/14 - 15/2005
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 reviewed and discussions were held
with knowledgeable field office and 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 Y4 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 #s CR Review Comments
BC 1 Elk Mills Low potential for impact to CR's FO to survey
BC 1 Elk Park Low potential for impact to CR's FO to survey
BC 2 Low potential for impact to CR's FO to survey
CB 1 Low potential for impact to CR's FO to survey
cc 1 No previous recorded CR's. Very low terrace over stream & disturbed soils in APE. Surveyed by
CRS. Ok to proceed.
CC 2 No previous recorded CR's. Very low terrace over stream & disturbed soils in APE. Surveyed by
CRS. Ok to proceed.
CC 3 No previous recorded CR's. Very low terrace over stream & disturbed soils in APE. Surveyed by
CRS. Ok to proceed.
DSR #s CR Review Comments
CC 4 Low potential for impact to CR's FO to survey
CH 1 Low potential for impact to CR's FO to survey
Cross Cr 1 Low potential for impact to CR's FO to survey
Cross Cr 2 Low potential for impact to CR's FO to survey
Curtis Cr 1 Low potential for impact to CR's FO to survey
Dellinger Br 1 Low potential for impact to CR's FO to survey
ER 1 Low potential for impact to CR's FO to survey
ER 2 Low potential for impact to CR's FO to survey
ER 3 No impact to CR's in area. All CR's are outside of APE. All work planned in-stream. Primarily debris
removal. Surveyed by CRS. Ok to proceed.
ER 5 No previously recorded CR's in area. Very disturbed soils in APE. No CR's. Surveyed by CRS. OK
to proceed.
ER 6 Low potential for impact to CR's FO to survey
ER 7 No previous recorded CR's. Alluvial, silty soils. Surveyed by CRS. Ok to proceed.
FC 1 Small Area, OK for FO to Survey
FC 2 Low potential for impact to CR's FO to survey
GP 1 Low potential for impact to CR's FO to survey
HB 1 Low potential for impact to CR's FO to survey
HP 1 Low potential for impact to CR's FO to survey
K 3 Low potential for impact to CR's FO to survey
K 4 Low potential for impact to CR's FO to survey
KC 1 Low potential for impact to CR's FO to survey
KC 2 Low potential for impact to CR's FO to survey
LEC 1 Low potential for impact to CR's FO to survey
LHC 1 Low potential for impact to CR's FO to survey
LL 1 Low potential for impact to CR's FO to survey
LR 1 No previously recorded CR's area. APE is roadside. Soils are disturbed. No CR's. Surveyed by CR
Specialist. OK to proceed.
LR 2 No previously CR's recorded in APE. This reach is primarily just debris removal or requiring fill. No
CR's in APE. Surveyed by CRS. Ok to proceed.
LR 3 No previously recorded CR's in APE. Only debris removal scheduled. No CR's in APE. Surveyed by
CRS. Ok to proceed.
LR 4 Low potential for impact to CR's FO to survey
LR 5 Low potential for impact to CR's FO to survey
LR 6 Low potential for impact to CR's FO to survey
LS 1 Low potential for impact to CR's FO to survey
LS 2 Low potential for impact to CR's FO to survey
LS 3 Low potential for impact to CR's FO to survey
LS 5 Low potential for impact to CR's FO to survey
LS 6 Low potential for impact to CR's FO to survey
LS 7 Low potential for impact to CR's FO to survey
LS 8 Low potential for impact to CR's FO to survey
LS 9 Low potential for impact to CR's FO to survey
LS 10 Low potential for impact to CR's FO to survey
LS 11 Low potential for impact to CR's FO to survey
LS 12 Low potential for impact to CR's FO to survey
MB 1 Low potential for impact to CR's FO to survey
Mrk 123 Low potential for impact to CR's FO to survey
MT 1 Low potential for impact to CR's FO to survey
MT 2 Low potential for impact to CR's FO to survey
MT 3 Low potential for impact to CR's FO to survey
MT 4 Low potential for impact to CR's FO to survey
NT 1 Low potential for impact to CR's FO to survey
NT 2 No CR's previously recorded in area. Location will primarily involve debris removal. Low banks in
area and no evidence of CR's found. Surveyed by CRS. Ok to proceed.
DSR #s CR Review Comments
NT 3 Low potential for impact to CR's FO to survey - primarily debris removal.
NT 4 No CR's previously recorded in area. Location will primarily involve debris removal. Low banks in
area and no evidence of CR's found. Surveyed by CRS. Ok to proceed.
NT 5 No CR's previously recorded in area. Location will primarily involve debris removal. Low banks in
area and no evidence of CR's found. Surveyed by CRS. Ok to proceed.
NT 6 No CR's previously recorded in area. Location will primarily involve debris removal. Low banks in
area and no evidence of CR's found. Surveyed by CRS. Ok to proceed.
NT 7 Low potential for impact to CR's FO to survey (previously surveyed - No CR's)
NT 8 No CR's previously recorded in area. Location will primarily involve debris removal. Low banks in
area and no evidence of CR's found. Surveyed by CRS. Ok to proceed.
NT 9 No CR's previously recorded in area. Location will primarily involve debris removal. Low banks in
area and no evidence of CR's found. Surveyed by CRS. Ok to proceed.
NT 10 No CR's previously recorded in area. Location will primarily involve debris removal. Low banks in
area and no evidence of CR's found. Surveyed by CRS. Ok to proceed.
NT 11 No previously recorded CR's in area. Impacts planned are adjacent to bridge and are disturbed and
heavily scoured. No CR's. Surveyed by CRS. Ok to proceed.
NT 12 No previously recorded CR's in area. No CR's. Surveyed by CRS. Ok to proceed.
NT 13 No previously recorded CR's in area. Survey focused on streambank stabilization areas. No CR's
discovered. Location will primarily involve debris removal. Surveyed by CRS. Ok to proceed.
NT 14 No previously recorded CR's in area. Survey focused on streambank stabilization areas. Significant
nursery agricultural impacts in area. No CR's discovered. Location will primarily involve debris
removal. Surveyed by CRS. Ok to proceed.
NT 15 No previously recorded CR's in area. Survey focused on streambank stabilization areas. Significant
nursery agricultural impacts in area. No CR's discovered. Location will primarily involve debris
removal. Surveyed by CRS. Ok to proceed.
NT 16 No CR's previously recorded in area. Location will primarily involve debris removal. No evidence of
CR's found. Surveyed by CRS. Ok to proceed.
NT 17 Low potential for impact to CR's FO to survey
NT 18 No previously recorded CR's in area. Very low terrace, and very scoured area. Area floods
frequently. No CR's. Surveyed by CRS. Ok to proceed.
NT 19 Low potential for impact to CR's FO to survey
PC 1 Low potential for impact to CR's FO to survey
PM1 Low potential for impact to CR's FO to survey
RB 1 Low potential for impact to CR's FO to survey
RC 1 No previously recorded CR's in area. Very disturbed soils in APE - re-routed stream & scoured area.
No CR's. Surveyed by CRS. OK to proceed.
SB 1 Newland Low potential for impact to CR's FO to survey
SB 1 V.Crucis Low potential for impact to CR's FO to survey
SC 1 Low potential for impact to CR's FO to survey
Sol Low potential for impact to CR's FO to survey
TMC 1 Low potential for impact to CR's FO to survey
TMC 2 Low potential for impact to CR's FO to survey
TMC 3 Low potential for impact to CR's FO to survey
TMC 4 Low potential for impact to CR's FO to survey
TMC 5 Low potential for impact to CR's FO to survey
UNR 4 Low potential for impact to CR's FO to survey
LINT 1 Low potential for impact to CR's FO to survey
LINT 2 Low potential for impact to CR's FO to survey
LINT 3 Low potential for impact to CR's FO to survey
LINT 5 Low potential for impact to CR's FO to survey
LINT 6 Low potential for impact to CR's FO to survey
LINT 7 Low potential for impact to CR's FO to survey
LINT 8 Low potential for impact to CR's FO to survey
DSR #s CR Review Comments
WC 1 Low potential for impact to CR's FO to survey
WF 1 Low potential for impact to CR's FO to survey
WF 2 Low potential for impact to CR's FO to survey (previously surveyed - No CR's)
WO 1 Low potential for impact to CR's FO to survey
WO 2 Low potential for impact to CR's FO to survey
WO 3 Low potential for impact to CR's FO to survey
WP 1 Low potential for impact to CR's FO to survey
WP 2 Low potential for impact to CR's FO to survey
Federally Threatened and Endangered Species Review
Based upon a memo submitted by Brian Cole of the United States Fish and Wildlife
Service (USFWS), dated June 21, 2005, no listed species or their habitats occur on this
site. The USFWS concur with the determination that the activities proposed at this site
will not affect endangered or threatened species or their habitats.