20051575 Ver 1_Complete File_20050817

W A T ?9QG
?( r
Mr. Deron Geouque
Assistant County Manager
Watauga County
842 West King Street, Suite 1
Boone, NC, 28607
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
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SEP 8 2005
tVETL,1 y'DSAt@ ST ER QUALITY
ORt?IIATER 8Rgh'Ca
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Geouque:
Alan W. Klimek, P.E. Director
Division of Water Quality
August 31, 2005
DWQ# 05-1575
Watauga County
Watauga County has our approval to conduct stream channel and bank stabilization and restoration activities,
in accordance with the attached conditions, along a total of 475 linear feet of the Watauga River, located
along J. H. McLean Road near Fosco, Watauga County, as described in your application received by the
Division of Water Quality on August 17, 2005. After reviewing your application, we have determined that
this activity is covered by General Water Quality Certification Number 3367, which can be viewed on our
web site at http://h2o.enr.state.nc.us/ncwetlands. This Certification allows you to use Nationwide Permit
Number 37 when it is issued by the U.S. Army Corps of Engineers. In addition, you should secure any other
applicable federal, state or local permits before you proceed with your project, including (but not limited to)
those required by Sediment and Erosion Control, Non-Discharge, and Water Supply Watershed regulations.
Also, this approval will expire when the accompanying 404 permit expires unless otherwise specified in the
General Certification.
This approval is valid only for the purpose and design that you have described in your application. If you
change your project, you must notify us in writing, and you may be required to send us a new application for a
new certification. If the property is sold, the new owner must be given a copy of the Certification and
approval letter and is thereby responsible for complying with all conditions. If total wetland fills for this
project (now or in the future) exceed one acre, compensatory mitigation may be required as described in 15A
NCAC 2H .0506 (h). For this approval to be valid, you must follow the conditions listed in the attached
certification, as well as the additional conditions listed below:
1. The following impacts are hereby approved as long as all other specific and general conditions of this
Certification are met. No other impacts, including incidental impacts, are approved:
Amount Approved Plan Location or Reference
Streams 475 linear feet The Watauga River along J. H. McLean Road,
located off of N. C. Highway 105 west of Fosco,
Watauga County

,One
Carolina
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North Carolina Division of Water Quality
Wetlands Certification Unit 1650 Mail Service Center Raleigh, NC 27699-1650 Phone [phone] FAX [phone]
2321 Crabtree Blvd. Raleigh, NC 27604-2260 Internet http// h2o enr.state nc us/ncwetlands
Customer Service Number: 1-877-623-6748
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/l0°'o Post Consumer Paper
Mr. Deron Geouque
Page 2, DWQ# 05-1575
August 31, 2005
2. Appropriate sediment and erosion control measures which equal or exceed those outlined in the most
recent version of the North Carolina Erosion and Sediment Control Planning and Design Manual or the
North Carolina Surface Mining Manual (available from the Division of Land Resources at NCDENR
regional offices or the central office), whichever is more appropriate, shall be designed, installed and
maintained properly to assure compliance with the appropriate turbidity water quality standard (50
NTUs in streams and rivers not designated as trout waters by DWQ; 25 NTUs in all saltwater classes
and all lakes and reservoirs; 10 NTUs in DWQ Classified trout waters). Such measures must equal or
exceed the requirements specified in the most recent version of the North Carolina Sediment and
Erosion Control Manual. These measures must be maintained on all construction sites, borrow sites,
and waste pile (spoil) sites, including contractor owned and leased borrow pits, which are associated
with the project.
3. 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 measures in wetlands or 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.
4. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the
footprint of the impacts depicted in the Pre-Construction 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.
5. 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,
unless authorized under Division of Land Resources Erosion and Sediment Control approval. 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.
6. 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.
I
Mr. Deron Geouque
Page 3, DWQ# 05-1575
S August 31, 2005
7. The channel must 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. Streambed materials are unstable in flowing -water situations and are unsuitable for
bank stabilization. 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.
8. 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 streambed materials are available. Berms are not permitted because they block the
floodplain, constrict and accelerate flood flows, and often fail or impede drainage during large flood
events.
9. 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.
10. If mechanized equipment is utilized, it shall be operated from the bank whenever possible. All
mechanized equipment operated near surface waters shall be inspected and maintained regularly to
prevent contamination of stream waters from fuels, lubricants, hydraulic fluids or other toxic materials.
Any mechanized equipment used in the stream channel shall be clean and in proper working order.
11. As long-term stream stability is a concern with this type of work, it is strongly recommended that woody
vegetation be established along stream banks where possible. Any riparian vegetation planting should
be performed in accordance with the Guidelines for Riparian Buffer Restoration
(http://h2o.enr.state.nc.us/wrp//pdfibuffers.pd_o.
12. The permittee shall provide on-site supervision of stability work including, but not limited to bank re-
sloping, in-stream structure placement, and riparian zone re-establishment by an appropriately trained
individual.
13. The Permittee shall monitor the stabilization work done under this Certification on an annual basis for
three (3) years following the completion of the restoration efforts. This field evaluation should note the
condition and stability of the measures installed and the success of any riparian zone plantings. A
written report shall be provided to DWQ's Asheville Regional Office by June I" of each year. The
report must describe inspection results, include digital photographs, list the date of inspection, and
describe any needed repairs or corrections.
14. The permittee must provide a copy of this Water Quality Certification and attached authorization letter
to each property owner where the approved work will be performed.
15. The turbidity standard of 10 NTU (Nephelometric Turbidity Units) shall not be exceeded in streams
designated as trout waters, as described in 15 A NCAC 2B .0211(k). For streams not designated as trout
Mr. Deron Geouque
Page 4, DWQ# 05-1575
August 31, 2005
waters, the turbidity standard of 50 NTU (Nephelometric Turbidity Units) shall not be exceeded, as
described in 15 A NCAC 2B .0211(k). Appropriate sediment and erosion control practices shall be used
to ensure compliance with this standard.
16. Instream work and land disturbance within the 25-foot wide buffer zone are prohibited during the trout
spawning season from October 15`h through April 15th to protect the egg and fry stages of trout.
17. Upon finishing the project, the Applicant shall fill out and return the enclosed "Certificate of
Completion" to notify NCDWQ when all work included in the §401 Certification has been completed.
This certificate should be returned to the 401/Wetlands Unit of the NC Division of Water Quality at the
address listed on the form. Along with the Certificate of Completion, please send photographs showing
all restored stream reaches.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You
must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition
which conforms to Chapter 150B of the North Carolina General Statutes to the Office of Administrative
Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This certification and its conditions are final
and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act.
If you have any questions, please telephone Daryl Lamb in the DWQ Winston-Salem Regional Office at 336-
771-4600 or Cyndi Karoly in the Central Office in Raleigh 919-733-9721.
Sincerely,
Alan W. Klimek, P.E.
AWK/cdl
Attachments
cc: Steve Chapin, U. S. Army Corps of Engineers, Asheville Regulatory Field Office
Winston-Salem DWQ Regional Office
Central Files
Wetlands/401 File Copy
Triage Check List
Date:
To:
8/19/05
Project Name: Watauga County EWP - Watauga River
DWQ#: 05-1575
Daryl Lamb, Winston-Salem Regional Office
60-day processing time: 8/17/05 - 10115105
County: Watauga
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!
McGi
A S S O C I A T E S
August 12, 2005
Mr. Scott McLendon,
Asheville Regulatory Field Office Chief
Asheville Regulatory Field Office
US Army Corps of Engineers
151 Patton Avenue
Room 208
Asheville, NC 28801-5006
Ms. Cyndi Karoly, Supervisor
401 Oversight and Express Permits Unit
1650 Mail Service Center
Mail Service Center
Raleigh, NC 27699-1650
Dear Mr. McLendon and Ms. Karoly:
D
AUG 1 7 2005
V1BTIANDS,k,j0 S WATER QUALITY
DENR ra'ZdWATER BRANCH
Re: 404/401 Permit Application for the
Emergency Watershed Protection
(EWP) Project -
Upper Watauga Site (UW1)
Watauga County, North Carolina
Attached please find the 404/401 permit application for the Emergency Watershed
Protection (EWP) Project - Upper Watauga Site (UW 1) in Watauga County. The information
included with this application has been developed in conjunction with the Natural Resources
Conservation Service and the Watauga County Soil and Water Conservation District. The
Upper Watauga Site is a critical EWP site and is located on the Watauga River. We have
carefully developed this application and have considered all potential impacts of this work. It
is important that the construction for this urgent stream repair work be conducted as soon as
possible. We look forward to quick regulatory action and approval of this repair plan so this
important work can be accomplished.
With the hurricane season for the east coast of the United States upon us again,
Watauga County, and all those areas affected by the devastating hurricanes and tropical storms
from 2004, are reminded that getting the damaged stream areas repaired is an essential
objective in trying to minimize future environmental and property damage impacts from this
still damaged site.
E n g i n e e r i n g P l a n n i n g • F i n a n c e
McGill Associates, PA. • P.O. Box 2259, Asheville, NC 23,1'02 • 55 Broad Street, Asheville, NC 28801
323.252-0575 • FIX 323-252-2513
Mr. Scott McLendon and
Ms. Cyndi Karoly
August 12, 2005
Page 2 of 2
We have made every effort to effectively address each and every concern related to this
repair work and the need to protect this area's water resources. Frankly, we believe that the
ongoing water quality impact of this damaged and exposed stream bank area represents a great
threat to downstream waters and to the wildlife habitat, not to mention the hazard it represents
to property near the site. We believe that the repair plan developed for this site is
comprehensive and represents well thought-through consideration of the existing water quality
problems and will result in effective management of any "short term" impacts during the
construction phase.
We are looking forward to being able to proceed with this work as soon as possible.
Please let myself or Jennifer Ballard, of our office, know of any issues or consideration that
needs to be addressed to secure approval for this planned work. In accordance with the contact
we've made with North Carolina Department of Environment and Natural Resource's regional
401 contact, Mr. Daryl Lamb, we have submitted directly to him his copy of this repair plan
and application. Also, since North Carolina has "waived" fees for these EWP 401s, we have
not included any permit fees. Thank you for your attention to these applications.
Sincerely,
McGILL ASSOCIATES, P.A.
MARK D. CATHEY, P.E.
Enclosure
cc: Forrest Westall
05308/letters/Core Permit Cover letter.doc
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August 5, 2005
OFFICE OF THE
WATAUGA COUNTY COU
NTYAL1V GER
Courthouse, Suite 1 - 842 West KAig Street - Bootie, NC 28607 - [phone]
TDD 1-800-735-2962 - Voice 1-800-735-8262 -FAX [phone]
To Whom It May Concern,
Please accept this letter of authorization for McGill and Associates Inc. to represent Watauga
County in all permitting related documents for the EWP site known as UW I.
Thank You.
Sincerely, q?
Deron Geouque
Assistant County Manager
z'd LSOE-tb9Z (BZB) jqO e2ne4eM - 4x3 dooO ON eLS:60 SO SO 2nd
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Office Use Only: Form Version October 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
I. Processing p (p Lp. ?
. Q nn/7I D
D
1. Check all of the approval(s) requested for this project. AUG 1 7 2005
® Section 404 Permit
? Section 10 Permit DENR . WATER QUALITY
® 401 Water Quality Certification PrCilA1403MDSTORMATERBRANCH
? Riparian or Watershed Buffer Rules
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 (see section VIII - Mitigation), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: Watauga County -Deron Geouque, Asst. County Manager
Mailing Address:
842 West King Street, Suite I
Boone, North Carolina 28607
Telephone Number: 828-265-8000 Fax Number: 828-264-3230
E-mail Address: deron.p_eouque(&ncmail.net
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: Mark Cathev
Company Affiliation: McGill Associates
Mailing Address: P. O. Box 2259
Asheville, NC 28802
Telephone Number: 828-252-0575 Fax Number: 828-252-2518
E-mail Address: marke(ai)mcgillengineers.com
Page 5of12
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: Watauga County EmerlZency Watershed Protection Program
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): Upper Watauga Site (See attached sheet for
PINs)
4. Location
County: Watauga Nearest Town: Banner Elk
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): This site is located adjacent to
a drivewav located off J.H. .McLean Road (which intersects NC Highway 105
approximately 0.5 miles from the site). This site is located approximately 6.6 miles
northeast from the intersection of Highwav 105 and Hi2hway 221.
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application:
Land use is agricultural.
7. Property size (acres): See attached sheet for acreages
8. Nearest body of water (stream/river/sound/ocean/lake): Watauga River
9. River Basin: Watauga
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at littp://li2o.enr.state.nc.us/admin/tnaps/.)
Page 6 of 12
10. Describe the purpose of the proposed work: Stream bank repair and stabilization.
When possible excavation equipment (excavator) will access deposition areas from the
stream bank and not encroach into the stream channel. The work described in this
Stream Repair and Bank Stabilization Plan (Repair Plan) is ur!.jent and compellinc
Nvork under the National Resource Conservation Service (NIZCS) Emer(,"encv
Watershed Protection (EWP) program to protect existing,, property and structures.
11. List the type of equipment to be used to construct the project: Excavators, dozers and
dump trucks.
12. Describe the land use in the vicinity of this project: Agricultural.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
n/a
V. Future Project Plans
Are any 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:
None anticipated
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
1. Wetland Impacts
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
linear feet)
Type of Wetland***
n/a

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http:/hvNvw.feina.3ov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: n/a
Total area of wetland impact proposed: n/a
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
(indicate on ma
Type of Impact* Length of
Impact
linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please secif )
I Fill and
excavation 475' Watauga River 20'-30' Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
w,w.us1's.1!ov. Several intcmct sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapqucst.com, etc.).
Page 8 of 12
Cumulative impacts (linear distance in feet) to all streams on site
475 if
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
n/a

' List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The stream bank on the south side needs to be reaaired and restored to avoid continued
sedimentation and future destruction of the properties. Restoring the channel to the pre-
storm conditions and stabilizing the stream banks will provide the appropriate protection
against future high water storm events. Access for this repair work is along J.H. McLean
Road. When at all possible, equipment will be kept out of the stream channel and stream
crossina,s will he minimized. Temporarv and permanent herbaceous ve(etation shall he
planted on all bare soils within 15 days of -round disturbing activities.
Page 9 of 12
VIII. `litigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetl,inds/stnn?ide.htm1.
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.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at httl?://h2o.eiir.stite.ilc.tis/xvip/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Page 10 of 12
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or ' North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 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
Page 11 of 12
* 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 2B .0242 or.0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
n/a
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
n/a
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
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).
Due to Federal regulations re2ardin2 the use of EWP, funding construction of all EWP
work must be under construction by September of 2005.
lime t.,/_ l r,(,,' G/ f?.ssoGi S , F4 9/1
Applicant/Agent's Signature D / Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Property Owners for the Upper Watauga Site (Starting Upstream)
Property Pin # Acreage Owner Address
Charles & Wanda Bryant 1878114575000 0.96 327 Wiggins Point Road, Oriental, NC 28571
Wade Fox 1878117777000 3.077 264 Fairview Road, Marion, NC 28752
Charles & Janet McLean 1878201718000 37.89 327 J.H. McLean Road, Banner Elk, NC 28604
Lora Mlean 1878207920000, 40.02 C/O Albert McLean, 1452 Hoyle Drive, Lenoir, NC 28645
878-12-3492-000
1878-12,5373-000 4 1878-12-8347-00878-22-1487
1878-12-2361-000 1878-12-7314-000 1878 22-0307 00
1878-22-11;
1878-12-7178-00(I 105
1878-12-9111-000
i-878--02-6134 as 1878-12-41
1878-11-2934
@878-01-7707-000
878-11-7777-000
436-000
1878-11-5331-000
878-1144 1 N)OO 00100
878-20-1718-000
1878-11 -ro 153-000
1878-114120-000
1878-10-5517-000
87
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1878-20-7920-000

4011404 PERMITTING PACKAGE
UPPER WATAUGA SITE
WATAUGA COUNTY EWP
WATAUGA COUNTY, NORTH CAROLINA
McGill
ASSOCIATES
CONSULTING ENGINEERS
ASHEVILLE,NORTH CAROLINA

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STREAM REPAIRS & BANK STABILIZATION PLAN FOR
Upper Watauga Site
Watauga County, North Carolina
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Prepared for
WATAUGA COUNTY
August 2005
ASSOCIATES

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In conjunction with:
Soil & Environmental Consultants, PA
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Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
1. PROJECT PURPOSE & DESCRIPTION
The purpose of this project is to stabilize and/or repair eroded and unstable stream banks
' along the Watauga River that were impacted by flood flows from Hurricanes Frances and
Ivan in September of 2004. The severely eroded stream banks consist of exposed soil on
moderate to steep slopes, which, if transported during another high flow event, could
block downstream culverts and bridges as well as cause increased erosion and
sedimentation in vulnerable Eligh Quality waters. As desired by the landowner(s) and
charged to us by Watauga County, NC, the proposed design is intended to reconstruct the
' damaged bank as "close as possible" to the original pre-disturbance conditions. The
continued sedimentation occurring from this damaged site is an ongoing impact to the
downstream waters and its careful, quick repair is critical to protecting stream resources.
The work described in this Stream Repair and Bank Stabilization Plan (Repair Plan) is
urgent and compelling work under the National Resource Conservation Service (NRCS)
' Emergency Watershed Protection (EWP) program to protect existing property and
structures. NRCS is the funding agency and Watauga County / Watauga Soil and Water
Conservation District (SWCD) is the sponsor and responsible party for the project. Work
t on the site consists of repair and stabilization effort only, and is not considered natural
channel restoration or enhancement work. However, sonic methods and approaches
utilized in the proposed repairs are routinely applied in natural channel design efforts due
to their ability to protect channel banks from shear stresses and the resultant erosion.
All work in or near surface waters will be fully supervised by trained personnel from both
' McGill Associates and Soil & Environmental Consultants (S&EC). This site is the only
damaged site selected for repair within Watauga County.
' 2. SITE DESCRIPTION
Upper Watauga Site - Watauga River (B, Tr, HQW Waters) -The repair site is
approximately 475 feet in length and is located along the Watauga River in Watauga
County, NC. This area is located adjacent to a driveway located off J.H. McLean Road
(which intersects NC Highway 105 approximately 0.5 miles from the site). This site is
located approximately 6.6 miles from the intersection of Highway 105 and Highway 221.
Please refer to repair plans for photographs, mapping, imagery, and details of existing site
' conditions.
Approximately 475 feet of the right channel bank (left and right are referenced while
1 looking downstream) was severely damaged through bank erosion and soil loss. The
repair is located on property owned by Mr. Charles and Mrs. Janet McLean, Mr. Charles
and Mrs. Wanda Bryant, Nls. Lora McLean, and Mr. Wade Fox. Approximately 100-150
feet of the left batik was damaged at the upper section of the repair length.
Banks along the repair reach range in height from roughly 5 to 17 feet and arc near
vertical in some locations. Based on a review of available mapping and imagery, the

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Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
width of bank loss varies from 20 feet to as much as 32 feet along the repair reach. A
significant portion of the material required to repair the area is available via deposits on
site, but a significant portion of the required borrow material will have to be hauled to the
site.
Access to the site is not an issue since it is located off the failed portion of J.H. McLean
Road. Utilities must be located and marked by contractor prior to construction. The
disturbed area for the proposed repair and stabilization is 0.50 acres, and is exempt from
an Erosion Control Permit from Land Quality. The Upper Watauga site work described
in this plan will need to be permitted by the U.S. Army Corps of Engineers (Section 404
permit) and the NC Department of Environment and Natural Resources, Division of
Water Quality (Section 401 Water Quality Certification).
3. TECHNICAL REPAIR DESCRIPTION
In June 2005, members of our design team visited the repair site to gain an understanding
of current site conditions and perform a general site characterization. While on site, we
observed characteristics of the site and surrounding area, verified surface and channel
flow conditions, and observed existing property boundaries, select utilities, site
accessibility, and existing water conveyance structures. During this process, we observed
exposed eroded banks along the repair reach (which were caused by the hurricanes) to
typify failed bank height, slope, materials, vegetation, and general site conditions.
While on site, we also observed existing channel banks immediately upstream and
downstream of the repair area as well as the existing channel banks on the opposite side
of the watercourse (in most cases only one bank of the existing channel was damaged).
Utilizing GPS and total station equipment, we collected select site data to locate the
extent of the damage and characterize the existing conditions along the repair reach. We
field measured several bank cross-sections while on-site. The cross-sections location
were selected to typify the existing bank condition along the repair reach. We
photographed the project sites and prepared field notes for use in the preparation of our
design. A plan sketch of the existing site conditions along typical cross-sections, taken
along the repair reach, is shown in the Repair Plans.
r After completing our field visit, we performed a preliminary review and evaluation of
available site mapping to include USGS 7.5 Minute Quad data, Digital Orthophoto Quad
(DOQ) data (1998), Color Infrared imagery (2004), Watauga County Soils Survey map
sheets, as well as other available map data. Using Arc-GIS (with available extensions)
and Digital Elevation Models (DEM) from the NC Floodplam Mapping Project, we
estimated the contributing drainage area (at the project site) at approximately 3.44 square
miles. We also researched available hydrologic and hydraulic data for the project site,
including a review and evaluation of available Regional Curve data (NCSU - Stream
Restoration Institute (SRI), Preliminary Mountain Curve) for incorporation into the repair
design process as applicable.

Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
Using the data collected during our field visit, we developed a rough site sketch defining
existing conditions with annotated hand notes, descriptions, and repair recommendations.
These notes were later refined for use in the development of our repair "concept" for the
site roughly defining the locations, sizes, and types of modifications and features
proposed for construction at the site.
In addition to the Existing Site Plan, we also developed our Proposed Repair Plan
including plan view, typical repaired bank cross-sections, construction details for typical
site features, technical construction specifications, and planting recommendations for the
recommended repairs.
4. DESIGN CONSIDERATIONS

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As described in our technical proposal, we considered a range of possible repair
alternatives for the Upper Watauga Site. These repair alternatives included: 1) Repair-in-
Place Only, 2) Repair-in-Place augmented with In-Stream Structures, 3) Stream
Restoration - "Natural Channel Design."
As our understanding of this site has increased, and in an effort to streamline the
approach to repairs, we further developed these repair alternatives. In our design
development, we strived to utilize techniques which would be simple and understandable
to a "typical" general contractor (reducing the need for specialty contractors) and which
could be easily modified or refined in the field by the designer (or contractor) based on
site conditions encountered during construction. It was also our intent that repair and
stabilization methods would be constructed with commonly used and readily available
construction materials.
Recommended repairs have been designed with robust methods to withstand typical
channel discharges and erosive channel forces. One commonly observed approach to
such bank repairs includes a complete lining of repaired banks with large boulders or
riprap. It is our opinion that such an approach would be undesirable for three main
reasons. 1.) These repairs do not take into account the primary reason for the damage in
the first place, that of excessive shear stresses on the bank and tend to serve as a "band-
aid" approach to bank repairs. 2.) Such repairs utilize excessive volumes of rock
resulting in considerably high repair costs. 3.) The placement of large volumes of rock
for continuous lengths in effect "armors" the banks and fails to provide the desired
(reconstructed) habitat that previously occurred naturally within the system (boulder,
cobble, gravel substrate materials) bed and banks. Such habitat is key to a variety of
aquatic species.
Our selected repair alternative for the site includes repairing the failed banks back to
their pre-disturbance location (through fill placement) and augmenting the repair with in-
stream structures. The proposed repair plan calls for the utilization of off-site borrow
materials (where necessary), including riverbed borrow consisting of sand, gravel,
cobble, and small boulders, for the reconstruction of the lower bank zone. Elevations
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Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
above the lower bank zone will be constructed utilizing varying fill materials including
both riverbed borrow and other suitable borrow sources.
Based on the observed (and measured) condition of the failed bank and the amount of
disturbance that has occurred, the bank repair alone (without supplemental in-stream
structure reinforcement) would likely be insufficient to withstand future flood flows. The
installation of in-stream rock (boulder) structures will reduce near bank stresses along the
repair reach to protect the rebuilt banks. Additionally, our repair also calls for the
installation of toe stabilization as necessary along the reach in areas of excessive scour to
tie-in to existing stabile banks. The designer may also designate other areas requiring toe
stabilization at the time of construction.
This approach to bank repairs will improve the overall potential for the success of the
repair. The installation of structures will protect channel banks with a significantly
smaller rock volume (when compared to bank lining) thereby reducing overall repair
costs. One additional benefit to this type of repair is the replacement of a natural (less
structural) repair that is more appropriate for the reach and generally more aesthetically
desirable.

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5. PROPOSED REPAIR PLAN
During our evaluation of the site, infrared imagery (2004) was used to estimate the pre-
disturbance location of the "channel bank." This location was then used to develop a
repaired bank location as shown in our Repair Plan. Typical cross-sections for the repair
were then developed to depict proposed repair characteristics including but not limited to
slopes and slope breaks, stabilization methods, and planting recommendations.
NOTES:
1. Our repair plan is designed to repair and stabilize the banks along the subject
reach and is not considered natural channel restoration or enlrancenrent work. In
addition, while consideration was given to select characteristics of the channel, it
should be recognized that a complete morphological evaluation of the repair
reach was not performed nor does this report (or repair) represent such an
evaluation. However, some methods and approaches utilLed in the proposed
repairs are routinely applied in natural channel design efforts due to their ability
to protect channel banks front shear stresses and the resultant erosion.
2. It should be noted that this "channel bank" location and the resultant "channel
width" is not to be considered the bankfull channel edge or bankfull width (as is
routinely described in Natural Channel Design Methodology), nor should it be
considered the "edge of water" as this location will differ for various reasons. It
is however, a rough interpretation (estimate) of the pre-existing channel bank
location based on the best available pre-damage site and mapping data,
discussions with landowners, observation of undisturbed channel segments
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Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
immediately upstream and/or downstream of the site, and experience on similar
projects.
3. Due to previous alterations of the channel including but not limited to bridge
construction, bank grading, the construction of flood levees, and in-channel
quarry operations, channel banks, widths, and slopes have been modified
considerably. In turn, the identification of the "natural" condition (dimension,
pattern, and profile) of the channel is often difficult or indeterminate.
For comparison purposes, we attempted to confirm our "channel bank" location by
comparing the resultant "channel width" to available Regional Curve data. Based on a
review of site data (upstream and/or downstream) and our estimated "channel bank"
location, we estimated the pre-disturbance "channel width" at approximately 37 feet. We
compared this "channel width" to estimated bankfull width as determined from available
(preliminary) mountain Regional Curve data (SRI) for the appropriate drainage area. The
regional curve indicates a bankfull width of approximately 33.2 feet based on a drainage
area of 3.44 square miles. Based on this comparison it is our opinion that the estimated
pre-disturbance "channel location" is appropriate.
As shown on the attached repair plans and design details, we recommend that the
repaired slope be reconstructed and backfilled with excavated channel material (or
deposited material recovered from the floodplain), available on-site or off-site earth fill,
and in some cases imported stone aggregate. The location of the toe of the repaired slope
will be field determined to allow for the development of a typical repair application along
the reach. Our Repair Plan calls for the incorporation of a single repair option, Option 3.
See the proposed repair cross-sections depicted in the Repair Plan.
Repair Option 3
For Repair Option 3, our design has divided the repaired bank into three bank
zones, Upper, Mid-, and Lower for the purposes of slope, stabilization measures,
and planting recommendations. The Lower Bank Zone will tie into the Mid-Bank
Zone as depicted on the Repair Plan.
Grading & Stabilization
We recommend that the Lower Bank Zone be graded (or constructed) with the
previously described materials at a slope not in excess of 1H:1V to the
approximate elevations described in the repair cross-section. As this zone is
within the "active channel", we recommend that it be lined with CF-7 (coir fiber)
erosion control matting (or equivalent) and backfilled with coarse (bed) material.
This zone should be over seeded with the appropriate temporary and permanent
grasses for the season.
The Mid-Bank Zone should be similarly graded (or constructed) with the
previously described materials at a slope not in excess of 1H:1V to the
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Upper Watauga - Stream Repairs & Bank Stabilization Plan
Watauga County McGill Associates, P.A.

approximate elevations described in the repair cross-section. As this zone is out
of the "active channel" we recommend that it be lined with excelsior (wood fiber)
erosion control matting (or equivalent), planted with select shrubs and trees (bare
root or containerized specimen) of the species and density described in the
planting details. This zone should also be similarly over seeded with erosion
control grasses. Where possible, transplanting of woody vegetation from on-site,
including root mats, will be performed to assist in the stabilization of banks within
Mid-Bank Zone.
NOTES:

1. The repair cross-sections shown are used to describe the repair cross-
section are typical and intended to describe existing and repaired bank
conditions at a location coincident with the measured field cross-section.
2. The vertical datum to which this is applied (existing top of bank) and the
vertical and horizontal distances depicted in the repair cross-section are
typical, however, there will be some variation and should therefore be
verified and adjusted as necessary along the length of the repair reach.
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The Upper Bank Zone should be graded (or constructed) w
described materials such that it blends the Mid-Bank Zone with the surrounding
floodplain grade to the approximate elevations described in the repair cross-
section. As this zone is out of the "active channel", we recommend that it be
lined with excelsior (wood fiber) erosion control matting (or equivalent), and
planted with select tree (bare root or containerized specimen) of the species and
density described in the planting details. This zone should also be similarly over
seeded with erosion control grasses.

In-channel Structures
As previously described, we recommend that the repaired channel banks be
augmented with in-channel structures including rock (boulder) J-hook and rock
cross-vanes. These structures will be utilized to reinforce and stabilize the
proposed bank repairs. All structures will be constructed out of natural materials
typically consisting of locally quarried boulders. The upstream side of these
structures will be lined with a non-woven fabric and backfilled with excavated
channel material and in some cases imported stone (off-site river bed borrow
materials or other available coarse aggregate if approved by the designer) to
improve stability and reduce the potential for piping.
These in-stream structures concentrate stream energy toward the center of the
channel and away from the near-bank areas. In doing so, the structure reduces
shear stress along the banks and prevents bank erosion. (In this case, such
structures allow for an additional measure of protection of the repaired bank until
vegetation can take hold). This approach would also likely reduce the overall

Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.

volume of stream stabilization material that must be hauled to the site and reduce
costs for the overall repair.
The attached Repair Plan generally describes the number and type of in-channel
structures to be installed. The designer will determine the exact spacing, length,
and location of the in-channel structures at the time of construction. For planning
purposes, we estimate that a minimum of three (3) rock (boulder) J-hook and two
(2) rock cross-vane structures will be installed along the repair reach. A detail of
a J-hook and cross-vane structures are shown in the Construction Drawings.
Toe Stabilization Measures
Depending on conditions encountered during construction, occasions may arise
where supplemental stabilization of the bank toe is necessary. Where such
conditions are encountered, banks would be reconstructed using rows of large
boulders along the newly defined toe of the repaired bank. Footer rocks
(boulders) and toe rocks (boulders) will be installed as shown in the details. In
these cases, the landward side of these structures will be lined with a non-woven
geotextile fabric and backfilled with suitable material (off-site river bed borrow
materials or other available coarse aggregate if approved by the designer). This
material combination in conjunction with a more suitable slope (likely not in
excess of 1H:1V) will improve stability and reduce the potential for future scour
I and piping (and resulting failure).
The designer will determine the exact location and extent of toe stabilization
measures at the time of construction. However, areas typically in need of such
supplemental protection include areas of existing scour (where sub-grade
reconstruction would be difficult), near existing large diameter trees (having
experienced undercutting) which are to be maintained, and at the upstream and
downstream repair limits (where tie-in to undisturbed banks is needed). For
planning purposes, we have estimated that 400 linear feet of the repaired banks
will require toe stabilization measures. A detail of a typical toe stabilization
structure is shown in the Construction Drawings. Approximately 100 feet of the
toe stabilization efforts will be utilized on the left side of the stream (looking
downstream) at the upper end of the repair length and the balance of the efforts
will be utilized on the right bank along the primary failure zone.
Bank Plantings
A riparian buffer area will be established along the repaired channel bank as part
of the proposed Repair Plan. The riparian zone will include all three Bank Zones
(Lower, Mid-, and Upper). These areas will be seeded and planted with the
appropriate native riparian vegetation and will provide channel stability and
treatment of surface waters traveling laterally through the buffer.

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Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
Species will consist primarily of native trees and shrubs. The repaired bank will
be planted with the appropriate channel bank species in the form of live stakes,
bare-root seedlings (and containerized plants), and transplants where available.
Native trees and shrubs that are available elsewhere on-site will be removed with
as much of the root ball intact and transplanted adjacent to the restored channel or
in the floodplain. The majority of the planting efforts (with the exception of site
transplants) should be delayed until the fall season to increase survivability.
Vegetation will be supplied by locally identified plant sources or purchased from
local, reputable nurseries. Other sources, outside of the local area, may be used
depending on the availability of plant material and as approved by the designer.
Tree species individuals will be planted randomly at an 8 ft. by 8 ft. spacing in
order to ensure a desired planting density of 680 stems per acre. This will
increase the potential for the desired 5-year survivability density of at least 260
stems per acre. The planting plan will include a minimum of five of the nine tree
species listed in the planting schedule. Plants shall be installed as shown in the
planting details. Tree protection shelters shall be installed on all planted bare-root
seedlings.
Shrub species will be planted at a higher density and closer spacing (6 ft. by 6 ft.) to
achieve a desired planting density of approximately 1,200 shrubs per acre, in order
to improve potential for the desired 5-year survivability. The planting plan will
include a minimum of three of the seven shrubs listed in the planting schedule.
Live stakes are specified and will be planted on a spacing of 3 ft. by 3ft.
consisting of Black Willow, Silky Willow, and Silky Dogwood species randomly
intermixed. Live stakes will be cut and installed as shown in the planting details.

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A representative of S&EC will be on site to observe and direct planting efforts
associated with the buffer restoration. The designer must approve substitution of
tree, shrub, and live stake species in advance.
Temporary and/or permanent seeding measures (German millet, rye grass, or the
most appropriate erosion control grass as dictated by the season or region) will be
applied to areas disturbed during grading operations to allow for localized
stabilization while riparian species establish themselves.
Construction Drawings for the proposed Stream Repair and Bank Stabilization Plan
including the existing site conditions, the proposed repairs, a construction sequence,
repair cross-sections, structure details, erosion and sediment control details, and a
planting schedule and details are attached. Technical Specifications are also attached.
6. REGULATORY REQUIREMENTS
401 WATER QUALITY CERTIFICATION (Mandatory Requirement based on expected
Certification conditions) - The following mandatory conditions apply to all repair sites:
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Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
1. Erosion & Sediment Control Practices
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.
2. 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.

3. 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.
4. 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.
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Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
5. 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, unless authorized under Division of Land Resources Erosion
and Sediment Control approval. 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.
6. 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.
7. The channel must 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. Streambed materials are unstable
in flowing-water situations and are unsuitable for bank stabilization. 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.
S. 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 streambed materials are available.
Berms are not permitted because they block the floodplain, constrict and
accelerate flood flows, and often fail or impede drainage during large flood
events.
9. 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.
11
Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
10. 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.
11. As long-term stream stability is a concern with this type of work, it is strongly
recommended that woody vegetation be established along stream banks where
possible. Any riparian vegetation planting should be performed in accordance
with the Guidelines for Riparian Buffer Restoration.
(http://h2o.enr.state.nc.us/wlp/pdf/buffers.pdf)
12. Monitoring - The Permittee shall examine the stabilization work done under
this Certification on an annual basis for three (3) years following the
completion of the restoration efforts. This field evaluation should note the
condition and stability of the measures installed and how well the repair is
holding up. A written report must be provided to DWQ's Asheville Regional
Office by June I" of each year. The report must describe inspection results,
include digital photographs, list the date of inspection, and describe any
needed repairs or corrections.
13. The Permittee will provide on-site supervision of stability work including, but
not limited to bank re-sloping, in-stream structure placement, and riparian
zone re-establishment by an appropriately trained individual.
rmittee must
th
P
d f
i
i
b
h
ng,
e
e
or graz
e use
s to
e stream
14. If pasture along t
inform the appropriate landowners that cattle should be prohibited from
damaging riparian areas and from de-stabilizing the stream banks and channel.
15. Diffuse Flow - All constructed storm water 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.
16. Water Quality Certification Notifications - The Permittee must provide a copy
of this issued Water Quality Certification and attached cover letter to each
property owner where the approved work will be performed.
17. Turbidity Standard - The turbidity standard (Nephelometric Turbidity Units)
shall not be exceeded as described in 15A NCAC 2B .0200. Appropriate
sediment and erosion control practices must be used to meet this standard.

Finally, pending receipt of a final 404 Permit and 401 Certification, copies of these issued
documents and the associated conditions and comments provided by commenting
agencies (when available) will be included in all final contractor packages that will be
used for construction of the repairs. All regulatory requirements and the measures
outlined in this document will be fully discussed with the chosen contractor and the
inspectors for McGill Associates and S&EC before any construction begins. During
actual construction, inspectors will direct contractors to observe and apply good
construction practices and the requirements described in this document.
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CROSS-SECTIONS

Upper Watauga Site Cross-section 1
Existin . • •
X-10
Sta Elev.
0 103.98
28.6 102.21
38.39 99.69
47.85 100.24
52.07 100.51
56.42 102.11
60.75 103.08
66.38 102.5 0 103.98
70.62 101.95 59.508 103.37
75.33 102.47 64.468 102.59
80.9 103.77 71.858 101.73
85.63 102.32 78.028 101.28
91.57 100.78 84.838 101.3
94.28 99.96 89.808 102.31
97.22 100.36 91.968 103.02
101.95 100.82 93.238 103.6
103.33 101.42 97.828 103.92
108.09 103.2 116.1 105.75
116.1 105.75
Typical Cross-section (Cross-section 1)
Upper Watauga Site
107
106 .. LOOKING f
DOWNSTREAM
105
104
'- 1
c
.0 103 - ?- Existing
i
102 Proposed
101 -
w
100
1
99
98
0 20 40 60 80 100 120
Station (ft.)
Upper Watauga Site Cross-section 2
8.18 98.33
21.48 96.86
27.82 97.66
38.21 97.51
42.44 97.88
46.33 96.91 0 98.44
50.39 95.88 23.39 98.44
54.46 95.14 28.35 97.66
59.19 95.03 35.74 96.8
62.05 95.66 41.91 96.35
64.41 96.77 48.72 96.37
69.32 100.59 53.69 97.38
72.79 103.61 55.85 98.09
76.07 111.28 69.955 111.6
83.955 111.6 69.955 111.6
Typical Cross-section (Cross-section 2)
Upper Watauga Site LOCATION OF
RESTORED ROAD
- ?- Existing
Proposed
-f- Road
100
Upper Watauga Site Cross-section 3
10.08 96.01
23.68 95.75
35.37 95.33
41.09 95.27
47.99 94.8
53.92 94.45 0 97.02
59.1 94.94 10.08 96.01
61.28 95.59 14.71 95.79
67.82 97.95 19.67 95.01
71.23 100.84 27.06 94.15
73.57 106.5 33.23 93.7
76.4 108.01 40.04 93.72
78.51 110.29 45.01 94.73
93.92 110.16 58.032 106.65
61.032 106.65 58.032 106.65
Typical Cross-section (Cross-section 3)
Upper Watauga Site
115 LOCATION OF
LOOKING RESTORED ROAD
1 10 DOWNSTREAM
--
= 105 - - - - - -6 Existing
Proposed
j 100 - - - - ?- Road
4)
95
90
0 20 40 60 80 100
Station (ft.)
Upper Watauga Site Cross-section 4
Existing • • • - Proposed Road Road Shoulder
x-10
Sta Elev. Sta Elev. Sta Elev.
0 92.92 87.36 102 84.36 102
15.81 92.88
33.03 91.29
45.35 91.91
52.17 90.34 0 92.92
69.39 90.8 15.81 92.88
80.12 90.23 32.71 91.76
85.01 90.39 37.67 90.98
89.11 91.34 45.06 90.12
92.65 92.8 51.23 89.67
95.62 95.98 58.04 89.69
100.04 98.07 63.01 90.7
102.8 105.33 65.17 91.41
133.14 105.07 84.36 102
96.36 102 87.36 102
Typical Cross-section (Cross-section 4)
Upper Watauga Site
108
LOCATION OF
106 LOOKING
RESTORED ROAD
104 DOWNSTREAM
102
- -
100
= - -- ---.... -_.._. - - -- -?- Existing
98 P
d
-- - ropose
> 96 -?-- Road

94
W - -
92 -- - - -

90
88
0 20 40 60 80 100 120 140
Station (ft.)
L'

TECHNICAL SPECIFICATIONS

TECHNICAL SPECIFICATIONS
FOR
STREAM REPAIRS & BANK
STABILIZATION PROJECTS
AUGUST, 2005
Prepared for:
Watauga County, NC
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TECHNICAL SPECIFICATIONS TABLE OF CONTENTS
TITLE PAGE
TABLE OF CONTENTS
SECTION I - GENERAL REQUIREMENTS
6.4 FILL MATERIALS
6.5 PREPARATION
6.6 BACKFILLING, FILLING, AND SURFACE
PREPARATION
6.7 COMPACTION AND QUALITY CONTROL
6.8 PROTECTION OF FINISHED WORK
6.9 TOLERANCES
SECTION 7 - CHANNEL PROTECTIVE LININGS AND IN-
STREAM STRUCTURES
7.1 SECTION INCLUDES
7.2 MEASUREMENT AND PAYMENT
7.3 REFERENCES
7.4 GENERAL
7.5 MATERIALS
7.6 IN-STREAM STRUCTURES & TOE
STABILIZATION
7.7 CHANNEL PROTECTIVE LININGS
7.8 SLOPE PROTECTION
SECTION 8 - STREAM BANK PLANTING
8.1 SECTION INCLUDES
8.2 MEASUREMENT AND PAYMENT
8.3 REFERENCES
8.4 GENERAL
8.5 LIVE STAKES
8.6 PLANT SUBSTITUTION
8.7 PLANTING PREPARATION
8.8 STREAM BANK PLANTING
8.9 PLANTING PERIODS
8.10 REMOVAL OF NUISANCE VEGETATION
8.11 WATER FOR PLANTINGS
8.12 SUBMITTALS
SECTION 9 - BUFFER PLANTING
9.1 SECTION INCLUDES
9.2 MEASUREMENT AND PAYMENT
9.3 REFERENCES
9.4 GENERAL
9.5 CONTAINER GROWN PLANTS
9.6 BARE ROOT PLANTS
9.7 PLANT SUBSTITUTION
9.8 PLANTING PREPARATION
9.9 PLANTING PERIODS
9.10 REMOVAL OF NUISANCE VEGETATION
9.11 WATER FOR PLANTINGS
9.12 SUBMITTALS
SECTION 1 0 -PERMANENT SEEDING
10.1 SECTION INCLUDES
10.2 MEASUREMENT AND PAYMENT
10.3 REFERENCES
10.4 GENERAL
10.5 SEEDBED PREPARATION
10.6 SEEDING
10.7 SEEDING DATES
6
6
1.1 SECTION INCLUDES
1.2 SUMMARY OF WORK 1
1.3 WORKFORCE EXPERIENCE 1
1.4 SPECIFIC EQUIPMENT REQUIREMENTS 1
1.5 MEASUREMENT AND PAYMENT I
SECTION 2 - TEMPORARY FACILITIES 1
2.1 SECTION INCLUDES 1
2.2 MEASUREMENT AND PAYMENT 1
2.3 TEMPORARY SANITARY FACILITIES 1
2.4 BARRIERS 1
2.5 TRAFFIC CONTROL 1
2.6 STAGING AREA 1
2.7 COORDINATION WITH OWNER AND OTHER
CONTRACTORS 2
2.8 PROTECTION OF EXISTING FACILITIES,
STRUCTURES, AND SERVICES 2
2.9 PROTECTION OF INSTALLED WORK 2
2.10 PROGRESS CLEANING & WASTE REMOVAL 2
2.11 EROSION CONTROL 2
2.12 FINAL CLEANING 2
SECTION 3 - QUALITY CONTROL 3
3.1 SECTION INCLUDES 3
3.2 MEASUREMENT AND PAYMENT 3
3.3 REFERENCES 3
3.4 CONSTRUCTION OBSERVATION 3
3.5 PLANTING OBSERVATION 3
SECTION 4 - SITE PREPARATION 4
4.1 SECTION INCLUDES 4
4.2 MEASUREMENT AND PAYMENT 4
4.3 UTILITY LOCATION AND PROTECTION 4
4.4 SEDIMENTATION AND EROSION CONTROL 4
4.5 CONSTRUCTION LAYOUT 4
4.6 CLEARING, GRUBBING, AND STRIPPING 4
4.7 DEWATERING 4
SECTION 5 - EXCAVATION 5
5.1 SECTION INCLUDES 5
5.2 MEASUREMENT AND PAYMENT 5
5.3 REFERENCES 5
5.4 PREPARATION 5
5.5 EXCAVATING 5
5.6 PLANTING PREPARATION 5
5.7 TOLERANCES 5
SECTION 6 - FILLING, BACKFILLING AND COMPACTION 6
6.1 SECTION INCLUDES 6
6.2 MEASUREMENT AND PAYMENT 6
6.3 REFERENCES 6
11
6
6
7
7
7
7
7
7
7
7
8
9
9
10
10
10
10
10
10
10
10
10
10
10
10
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12
12
12
12
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12
12
12
13
13
13
13
13
13
13
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10.8 SOIL AMENDMENTS 13 11.5 SILT FENCE 14
10.9 MULCH 13 11.6 TEMPORARY SEEDING 14
SECTION 11 - SEDIMENT & EROSION CONTROL 14 SECTION 12 - SITE MAINTENANCE 15
11.1 SECTION INCLUDES 14 12.1 SECTION INCLUDES 15
11.2 MEASUREMENT AND PAYMENT 14 12.2 MEASUREMENT AND PAYMENT 15
11.3 REFERENCES 14 12.3 EXECUTION 15
11.4 MATERIALS 14

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SECTION 1 - GENERAL REQUIREMENTS
1.1 SECTION INCLUDES
General requirements and information related to the work including,
summary of work, measurement and payment, and reference to
SPECIAL CONTRACT PROVISIONS.
1.2 SUMMARY OF WORK
The Watauga County Stream Repairs and Bank Stabilization project
consists of the earthwork construction of repaired and stabilized
channel banks, in-channel structure installation, toe stabilization,
and/or planting of the repaired channel banks and surrounding buffer
area. Refer to the Construction Drawings and to these Specifications
for project details.
1.3 WORKFORCE EXPERIENCE
The Contractor is required to have the appropriately experienced
personnel on-site to operate equipment and insure that the construction
sequence and installation procedures are followed as determined by the
Engineer. Contractor personnel should be familiar with stream repair
and bank stabilization techniques and the correct method of installing
in-stream structures (i.e. rock cross-vanes).
1.4 SPECIFIC EQUIPMENT REQUIREMENTS
The Contractor is required to have at a minimum two excavators with
hydraulic thumbs during the entire course of construction unless
otherwise approved by the Engineer. The hydraulic excavators must be
of sufficient size to lift, manipulate, and install boulders larger than 5-
foot by 4-foot by 3-foot (a maximum of 6 tons).
1.5 MEASUREMENT AND PAYMENT
All measurement and payment for services performed shall be as
indicated in the SPECIAL CONTRACT PROVISIONS. As such, they
are not defined in these technical Specifications.
END OF SECTION

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Stream Repairs & Bank Stabilization Page 1
Watauga County Stream Repairs
SECTION 2 - TEMPORARY FACILITIES
2.1 SECTION INCLUDES
Required temporary facilities including site access, temporary sanitary
facilities, barriers, traffic control, construction staging area, Contractor
coordination, protection of existing facilities and installed work,
erosion control measures, and general site cleaning.
2.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
2.3 TEMPORARY SANITARY FACILITIES
Provide and maintain required sanitary facilities and enclosures. No
permanent sanitary facilities exist at the project site.
2.4 BARRIERS
Provide barriers to prevent unauthorized entry to construction areas, to
allow for Owner and Engineer access to site, and to protect existing
structures and adjacent properties from damage due to construction
operations.
2.5 TRAFFIC CONTROL
Provide traffic control as required to protect the public safety.
Conform to all requirements of State, County, City, or local laws and
requirements for traffic control. Conformance with Contract
Documents does not relieve the Contractor from responsibility for
public safety. Construction operations may be underway on adjoining
portions of the site.
2.6 STAGING AREA
The Owner will designate an area for staging of Contractor's
equipment and construction materials for the duration of construction.
This area shall be maintained so as to provide a sightly appearance and
a safe working environment. No other area shall be used for this
purpose without the approval of the Owner.
Storage of oil or fuel shall be confined to the construction staging area.
Refueling of all vehicles and equipment shall occur only in the staging
area. Refueling of non-mobile equipment located outside of the staging
area will be allowed with Owner approval. No refueling shall occur
within fifty feet of the channel or any other surface water or wetland.
The Contractor shall take appropriate measures to ensure safe fueling
procedures are followed.
Contractor shall provide appropriate spill prevention measures. The
Contractor shall provide a spill containment plan for both the staging
area and the construction area. The plan shall include prevention,
containment, and control of fuel or oil spillage from equipment storage,
refueling, maintenance, and operation on-site. The plan shall address
both mobile and non-mobile equipment used during construction.
Emergency spill cleanup equipment for oil and fuel spills shall be
stored on-site. The Contractor shall notify the Owner and all
applicable agencies within 24 hours of any spill.
Technical Specifications
August 2005
2.7 COORDINATION WITH OWNER AND OTHER
CONTRACTORS
Perform coordination with Owner and schedule work to ensure limited
disruption of daily operations. Obtain approval from Owner prior to
the disruption of any access to site utilities, structures, or locations.
Coordinate the disruption of any utility services without regard to
duration. Provide continuous representation/point of contact for
Owner during all site activities. Access to construction-site shall be
limited to the entrance designated on the plans. Only access points
approved by the Owner shall be used during construction.
2.8 PROTECTION OF EXISTING FACILITIES, STRUCTURES,
AND SERVICES
The project vicinity, including existing access routes, will continue to
be used for daily operations by Owner and other contractors throughout
the duration of the construction. The Contractor shall protect existing
facilities, structures, and services throughout the duration of
construction and provide special protection where specified in
individual specification sections. Provide temporary and removable
protection for existing structures and services.
Control activity in immediate vicinity of facilities, structures, and
services to prevent damage. Any facility, structure, or services
disturbed or damaged, either intentionally or unintentionally, shall be
removed and reinstalled or repaired to the Owner's satisfaction.
Repairs to or replacement of facilities, structures, or services shall be
performed at the expense of the Contractor. Repairs and/or
replacement shall occur without additional cost to the Owner.
2.9 PROTECTION OF INSTALLED WORK
Protect installed work and provide special protection where specified in
individual specification sections. Provide temporary and removable
protection for installed work and products. Control activity in
immediate work area to prevent damage. Any installed work disturbed
or damaged, shall be removed and reinstalled or repaired to the
Engineer's satisfaction. Repairs to or replacement of installed work
shall be performed at the expense of the Contractor. Repairs and
replacement shall occur without additional cost to the Owner.
2.10 PROGRESS CLEANING AND WASTE REMOVAL
Maintain areas free of waste materials, debris, and rubbish. Maintain
site in a clean and orderly condition. Collect and remove waste
materials, debris, and rubbish from site daily and dispose off site.
Remove temporary utilities, equipment, facilities, and materials prior to
Final Application for Payment inspection. Restore existing facilities
used during construction to original condition.
2.11 EROSION CONTROL
Contractor shall be responsible for preventing erosion on the site and
sedimentation off the site. Methods shall be employed as
recommended in the North Carolina Erosion and Sedinieni Control
Planning and Design Manual, latest edition.

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Stream Repairs & Bank Stabilization Page 2
Watauga County Stream Repairs
2.12 FINAL CLEANING
Execute final cleaning prior to final project assessment. Clean site and
all installed work. Remove waste and surplus construction materials,
rubbish, and construction facilities from the site.
END OF SECTION
Technical Specifications
August 2005

SECTION 3 - QUALITY CONTROL
3.1 SECTION INCLUDES
Observation of construction operations and buffer and stream bank
planting.
3.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS. Unless indicated
otherwise, the Owner will arrange and pay for initial planting
observation for quality assurance. Re-observation testing required
because of non-conformance to plans or Specifications shall be charged
against any money owed to Contractor. Contractor is encouraged to
perform quality control checks and testing at Contractor's expense to
reduce the possibility of rejected work.
1 3.3 REFERENCES
For products or workmanship specified by association, trade, or other
consensus, comply with requirements of the standard, except when
more rigid requirements are specified or are required by applicable
codes.
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Conform to reference standard by date of issue on date of Contract
Documents, except where a specific date is established by code.
Section 6 (Filling, Backfilling, and Compaction) of these
Specifications.
Section 8 (Stream Bank Planting) of these Specifications.
Stream Repairs & Bank Stabilization Page 3
Watauga County Stream Repairs
Section 9 (Wetland and Buffer Planting) of these Specifications.
3.4 CONSTRUCTION OBSERVATION
The Owner has engaged the Engineer to observe construction
operations as required in these Specifications. Reports (either verbal or
written) shall be submitted concurrently to the Owner and Contractor,
indicating observations and indicating compliance or non-compliance
with Contract Documents.
Observation of construction operations does not relieve Contractor of
obligation to perform work to contract requirements. The Contractor
shall allow observation personnel access to materials and the
construction-site as required.
3.5 PLANTING OBSERVATION
The Owner has engaged the Engineer to observe stream bank and
buffer planting as required in these Specifications. Reports will be
submitted concurrently to the Owner and Contractor, indicating
observations and indicating compliance or non-compliance with
Contract Documents.
Observation of planting operations does not relieve Contractor of
obligation to perform work to contract requirements. The Contractor
shall allow observation personnel access to materials (see stream bank
plantings specified in Section 8) and the construction-site as required.
END OF SECTION
Technical Specifications
August 2005

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SECTION 4 - SITE PREPARATION
4.1 SECTION INCLUDES
Site preparation shall consist of utility location and protection, clearing,
grubbing and stripping of the work area, and construction of any
required temporary construction access routes and temporary sediment
and erosion control measures.
See SPECIAL CONTRACT PROVISIONS
4.2 MEASUREMENT AND PAYMENT
4.3 UTILITY LOCATION AND PROTECTION
The Contractor shall locate all existing utilities and mark them for
identification. Contractor shall provide means for protecting utilities
from any damage during site work. Repair of damaged utilities shall be
at the Contractor's expense. Coordination should be made with Owner
to locate and mark site specific utilities. NC ONE CALL (1-500-632-
4949)
4.4 SEDIMENTATION AND EROSION CONTROL
Contractor shall be responsible for preventing erosion on the site and
sedimentation off the site. Methods shall be employed as
recommended in the North Carolina Erosion and Sediment Control
Planning and Design Manual, latest edition.
The Contractor shall control sedimentation runoff with methods
approved by the Engineer during the course of construction of this
Project. Depending on the magnitude of the clearing and grubbing
associated with the project, an Erosion Control Plan may be required
Temporary erosion and sediment control measures shall be installed as
described in Section 11 (Sediment & Erosion Control). The Contractor
shall conform to all the rules, regulations, laws, and ordinances of the
State of North Carolina, and of all other authorities having jurisdiction.
4.5 CONSTRUCTION LAYOUT
The construction layout may include, but will not necessarily be limited
to, channel disturbance limits, earthwork limits, and appropriate
grading values. The Contractor is responsible for the construction
surveying and layout. The Contractor is required to have a laser level
or other equivalent equipment available on-site during the entire period
of construction.
4.6 CLEARING, GRUBBING, AND STRIPPING
Conform to applicable codes for environmental requirements, disposal
of debris, and erosion and sedimentation control as described above.
Coordinate clearing work with utility owners and operators as
described above. Establish a schedule for daily removal of debris from
the site. Debris may not be stockpiled on-site. Clear areas required for
access to site and execution of work. Remove trees, stumps, other
wood, metal, or rubble debris within work areas.
Remove stumps, main root ball, and all roots with a diameter greater
than 2 inches. Leave area in a clean and neat condition. Grade site
surface daily to control the direction of channelized flow and prevent
free standing surface water.
In areas where bank repairs will be implemented, the existing top six
inches of soil should be removed and stockpiled prior to excavation,
construction, or reconstruction efforts.
4.7 DEWATERING
Comply with all rules, regulations, laws, and ordinances of the State of
North Carolina, and of all other authorities having jurisdiction.
Provide, without additional cost to the Owner, all labor, materials,
equipment, and services necessary to make the work comply with such
requirements. Install all barriers, erosion and sedimentation control
devices, silt fences, and other measures as required to prevent off-site
sedimentation.
Grade and ditch the site as necessary to direct surface runoff away from
open excavations and subgrade surfaces. All water drained from the
Work shall be disposed of in a manner that will not result in undue
interference with other work or damage adjacent properties, other
surfaces, structures, and utilities. All water due to the dewatering
operation shall be legally disposed of in accordance with all applicable
State and federal regulations and other applicable regulations.
Under no circumstances shall fill be placed in excavations containing
standing water without approval of the Engineer.
END OF SECTION
Stream Repairs and Bank Stabilization Page 4 Technical Specifications
Watauga County Stream Repairs August 2005

SECTION 5 - EXCAVATION
5.1 SECTION INCLUDES
Provide all necessary equipment and labor to excavate for channel
restoration without damage or interruption of utility service.
5.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
5.3 REFERENCES
Occupational Safety and Health Administration - Construction
Standards for Excavations, 29 CFR Part 1926.650-.652.
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
5.4 PREPARATION
Locate, identify, and protect utilities from damage as described in
Section 4.3. Notify utility companies and coordinate for and/or install
protection of utilities.
5.5 EXCAVATING
Protect all utilities and structures that may be damaged by excavating
work.
In areas where stream and floodplain grading will be implemented, the
existing top six inches of soil should be removed and stored prior to
construction or reconstruction efforts.
Perform Work in accordance with Occupational Safety and Health
Administration (OSHA) - Construction Standards for Excavations, 29
CFR Part 1926.650-.652. Provide trench and excavation protection as
required. Slope banks with machine to stable slope or flatter until
shored. Grade top perimeter of excavation to prevent surface water
from draining into excavation. Where required to protect utilities,
perform excavation by hand.
Remove subsoil, boulders, and rock as directed by the Engineer.
Notify Engineer if subsurface conditions require excavation of larger
subsoil, boulders, and rock, and discontinue Work. Engineer may
direct adjustment in construction elevations. Adjustment of elevations
shall not be a basis for additional payment.
Correct areas over excavated in accordance with Section 6 (Filling,
Backfilling, and Compaction) and as shown in the Construction
Drawings. Stockpile select excavated material on-site for re-use in
backfill. Stockpile location shall be subject to Owner approval.
5.6 PLANTING PREPARATION
In areas where buffer planting will be implemented, the stockpiled
topsoil and/or off-site topsoil (as required), should be distributed in
preparation for restoration planting operations as described in
SECTION 7 (Channel Protective Linings and In-stream Structures) of
these Specifications. The Contractor is ultimately responsible for
establishing a suitable planting medium with a minimum depth of six
(6) inches.
All areas where topsoil is distributed shall be disked or harrowed to
ensure soil aeration and to increase the surface roughness prior to
planting.
5.7 TOLERANCES
Top surface of channel protective lining (where applicable): Plus or
minus one inch from required elevations.
Top surface of fill, backfill, and topsoil: Plus or minus one inch from
required elevations.
END OF SECTION
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SECTION 6 - FILLING, BACKFILLING AND COMPACTION
6.1 SECTION INCLUDES
Provide all necessary equipment and labor to perform filling,
backfilling, and compaction necessary for construction of repaired
channel banks, and other site work as shown on the Drawings without
damage or interruption of utility service.
Replacement of removed topsoil shall be as described in SECTION 5.6
(Planting Preparation) of these Specifications.
6.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
6.3 REFERENCES
ASTM D698 - Test Methods for Moisture-Density Relations of Soils
and Soil-Aggregate Mixtures, Using 5.5 lb. Rammer and 12-inch Drop.
ASTM D1556 - Test Method for Density of Soil in Place by the
Sand-Cone Method.
ASTM D2922 - Test Methods for Density of Soil and Soil-Aggregate
in Place by Nuclear Methods (Shallow Depth).
ASTM D3017 - Test Methods for Water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth).
ASTM D2487 - Classification of Soils for Engineering Purposes.
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
6.4 FILL MATERIALS
Soil excavated during construction and stockpiled may be re-used as
fill provided that it can be conditioned and compacted as specified.
Supplement or replace excavated soils with channel bed material or
ordinary fill as shown on the Drawings and as needed to complete
work. Fill for Lower-Bank Zone shall consist of channel bed material
from an approved borrow source. Ordinary fill for Mid-Bank and
Upper-Bank Zones shall be any soil classified as SM, SC, SP-SM, SP-
SC, SC-SM, SP, or SW under ASTM D2487 unless otherwise directed
by the Engineer.
If soil excavated during cut operations is not re-used, it shall be
removed from the site to an appropriate disposal facility at no
additional charge to Owner. The Contractor shall be responsible for
the payment of all fees associated with transportation and disposal of
unusable materials.
Suitable borrow material may be available within the vicinity of the
project site but must be identified by the Contractor and approved by
the Engineer.
6.5 PREPARATION
Compact subgrade to density requirements for subsequent backfill
materials. Cut out soft areas of subgrade not capable of compaction in
place. Backfill with ordinary fill material and compact to density equal
to or greater than requirements for subsequent fill material.
6.6 BACKFILLING, FILLING, AND SURFACE PREPARATION
Backfill areas to contours and elevations with unfrozen materials. Do
not backfill over porous, frozen, or spongy subgrade surfaces. Employ
a placement method that does not disturb or damage other work.
Make gradual grade changes. Blend slope into level areas. Place
backfill and fill in loose level lifts not to exceed six inches in thickness
before compaction. Make gradual grade changes. Blend slope into
level areas.
Earth fill in repaired channel banks and other structures shall be placed
so as to meet the following additional requirements:
a. The distribution of materials throughout each zone shall be
essentially uniform and the fill shall be free from lenses, pockets,
streaks, or layers of material differing substantially in texture or
gradation from the surrounding materials.
b. Backfill areas to contours and elevations with unfrozen materials.
Do not backfill over porous, frozen, or spongy subgrade surfaces.
Employ a placement method that does not disturb or damage other
work. Place backfill and fill in loose level lifts not to exceed six
inches in thickness before compaction. Make gradual grade
changes. Blend slope into level areas.
c. If the surface of any layer becomes too hard and smooth for proper
bond with the succeeding layer, it shall be scarified parallel to the
axis of the fill to a depth of not less than 2 inches before the next
layer is placed.
d. The top surfaces of embankments shall be maintained
approximately level during construction, except that a crown or
cross-slope of not less than 2% shall be maintained to insure
effective drainage, and except as otherwise specified for drain fill
zones.
e. Repaired channel banks shall be constructed so that the slope of
the bonding surfaces between embankment in place and
embankment to be placed is not steeper than 1 feet horizontal to 1
foot vertical, unless otherwise specified on the Contract Drawings.
New embankment material shall be benched into existing slope as
shown on the plans. Short bench levels shall be formed to a slope
of 1 H:1 V or flatter, based on existing slope conditions as
determined by the Engineer at the time of construction, unless
otherwise specified on the Contract Drawings. Benching shall be
constructed in such a fashion as to inhibit the formation of
preferential planes of slope failure. The bonding surface of the
embankment in place shall be stripped of all loose material, and
shall be scarified, moistened and recompacted when the new fill is
placed against it as needed to insure a good bond with the new fill
and to obtain the specified moisture content and density in the
junction of the in-place and new fill. Any variation to this method
of tying new fill into the existing filled bank shall be determined
in the field at time of construction by the Engineer.
6.7 COMPACTION AND QUALITY CONTROL
For backfill operations, compaction shall be performed using tracked
equipment as directed by the Engineer. Compaction greater than that
provided by tracked equipment may be deemed necessary by the
Engineer based on-site or soil conditions. Provide compaction as
directed by the Engineer. Lift thickness shall not exceed 6".
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6.8 PROTECTION OF FINISHED WORK
Protect finished work. Reshape and re-compact fills subjected to
vehicular traffic or damaged by erosion.
6.9 TOLERANCES
Top surface of channel protection lining (where applicable): Plus or
minus one inch from required elevations.
Top surface of fill, backfill, and topsoil: Plus or minus one inch from
required elevations.
Top surface of floodplain (where applicable): Plus or minus one inch
from required elevations.
END OF SECTION
SECTION 7 - CHANNEL PROTECTIVE LININGS AND IN-
STREAM STRUCTURES
7.1 SECTION INCLUDES
Temporary and permanent channel erosion protective linings and in-
stream rock and log structures.
7.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
7.3 REFERENCES
The following specifications and methods form a part of this
Specification:
ASTM C88 - Standard Test Method for Soundness of Aggregates by
Use of Sodium Sulfate or Magnesium Sulfate
ASTM C127 - Standard Test Method for Specific Gravity and
Absorption of Coarse Aggregate
NCDOT - Standard Specifications for Roads and Structures.
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
7.4 GENERAL
A Channel Protective Lining has been selected along channel banks.
In-stream Structures will be installed to provide additional bank
protection where shown on the Drawings. Materials to be used in
Channel Protective Linings and the In-Stream Structures are specified
in this section.
Channel erosion protection linings shall be constructed of the materials
specified in this section and as shown on the Drawings. Linings shall
be laid true to the grade shown on the Drawings. Linings shall make a
smooth interface with the surrounding grade. Any portion of the lining
which has its grade or surface disturbed after placement shall be
repaired. Any portion thereof already in place which is found to be
defective or damaged shall be repaired or replaced, as directed by the
Engineer, without additional cost to the Owner.
The in-stream structures shall be constructed of the materials specified
in this section and as shown on the Drawings. Any portion of the
structure which is disturbed after placement shall be repaired. Any
portion of the structure found to be defective or damaged shall be
repaired or replaced, as directed by the Engineer, without additional
cost to the Owner.
7.5 MATERIALS
Materials include excelsior and coir fiber matting manufactured
especially for erosion control, Eco-Stakes, wire staples, nonwoven
geotextile, boulders, channel bed material, NCDOT Coarse Aggregate
Size #57, NCDOT Class A Erosion Control Stone, NCDOT Class B
Erosion Control Stone, NCDOT Class 1 Rip Rap (RipRap), and
NCDOT Class 2 Rip Rap (RipRap).
Matting for erosion control in areas other than stream banks with mild
slopes shall be excelsior matting. Excelsior matting shall consist of a
machine produced mat of curled wood excelsior that is a minimum of
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47 inches in width. The mat shall weigh 0.975 pounds per square yard
with a tolerance of plus or minus 10 percent. At least 80 percent of the
individual excelsior fibers shall be 6 inches or more in length. The
excelsior fibers shall be evenly distributed over the entire area of the
blanket. One side of the excelsior matting shall be covered with an
extruded plastic mesh. The mesh size for the plastic shall be a
maximum of 1" x 1" square. Matting for erosion control shall not be
dyed, bleached, or otherwise treated in a manner that will result in
toxicity to vegetation. Other acceptable material manufactured
especially for erosion control may be used when approved by the
Engineer in writing before being used.
Erosion control matting for stream banks shall be CF 7 coir matting.
Matting shall be 100% coir fiber. Minimum Specifications for coir
matting as follows:
Weight
Thickness
Water Velocity
Grab/Elongation (Dry)
Manning's n
Max Shear Stress
20.6 oz/yd2 (700 g/m2) ASTM-D3776
6.34 mm
10 ft/s
115.81bs/23.9% MD ASTM-D4594
54. 1 lbs/3 3.5% XD
0.0294
4.46 Ib/ft2
Nonwoven Geotextile: Geotextile shall be a nonwoven fabric with a
minimum weight of 12 ounces per square yard (ASTM D3776), a
minimum grab strength in either direction of 180 pounds (ASTM
D4632), a minimum puncture resistance of (ASTM D4833) of 85
pounds, and permeability of (ASTM D4491) greater than 0.2 cm/sec.
Fabric meeting these Specifications shall still be subject to approval or
rejection by the Engineer. At the time of installation, the fabric will be
rejected if it has defects, rips, holes, flaws, deterioration, or damage
incurred during the manufacture, transportation, or storage.
NCDOT Coarse Aggregate Size #57: Shall conform to gradation
requirements of Table 1005-1, NCDOT Specifications.
NCDOT Class A Erosion Control Stone: 2 to 6-inch, widely graded,
durable, crushed stone conforming to applicable NCDOT standards
(No more than 5% of the material furnished can be less than the
minimum size specified, nor more than 10% of the material can exceed
the maximum size specified). Concrete rubble shall not be used.
NCDOT Class B Erosion Control Stone: 5 to 12-inch, widely graded,
durable, crushed stone conforming to applicable NCDOT standards
(No more than 5% of the material furnished can be less than the
minimum size specified, nor more than 10% of the material can exceed
the maximum size specified). Concrete rubble shall not be used.
NCDOT Class 1 Rip Rap (RipRap): 5 to 17-inch, widely graded,
durable, crushed stone conforming to applicable NCDOT standards.
The stone shall vary in weight from 5 to 200 pounds with 30%
weighing a minimum of 60 pounds each and 10% weighing a minimum
of 15 pounds each. (No more than 5% of the material furnished can be
less than the minimum size specified, nor can more than 10% of the
material exceed the maximum size specified). The rock fragments shall
be angular to subrounded in shape. Concrete rubble shall not be used.
NCDOT Class 2 Rip Rap (RipRap): 9 to 23-inch, widely graded,
durable, crushed stone conforming to applicable NCDOT standards.
The stone shall vary in weight from 25 to 250 pounds and 60% shall
weigh a minimum of 100 pounds each. (No more than 5% of the
material furnished can be less than the minimum size specified, nor can
more than 10% of the material exceed the maximum size specified).
The rock fragments shall be angular to subrounded in shape. Concrete
rubble shall not be used.
Boulders (Toe Stabilization and Footer Rocks): Boulders of
approximate dimension 6' x 3' x 2' shall be individually picked by
Contractor from the quarry or the on-site stockpile for use in in-stream
structure construction. Boulders as small as 4' x 2' x 2' may be used;
however, they shall not constitute more than 30% of the total boulders.
Boulders shall be relatively flat on either side in the same dimension,
preferably the long dimension and must have smooth ends.
7.6 IN-STREAM STRUCTURES & TOE STABILIZATION
The work covered by this section consists of the construction of in-
stream structures including J-hooks, cross-vane structures, and rock toe
stabilization.
The quantity of in-stream structures and length of toe stabilization to be
constructed will be affected by actual conditions that occur during the
construction of the project. The type and quantity of structures may be
increased or decreased at the direction of the Engineer. Such variations
in quantity will not be considered as alterations in the details of
construction or a change of character of the work.
A tracked hydraulic excavator with a thumb of sufficient size to move
specified boulders is required for this item. Precise placement of
structures will be determined during construction by the Engineer and
may not reflect the construction Drawings. In-stream structures and toe
stabilization installed must be inspected and approved by the Engineer.
Excavation for the purpose of installation is incidental and is covered
by this line item.
The excavation of the subgrade and installation will be consecutive and
continuous. Once the installation procedure has been initiated, it will
be completed before the end of the workday. Any incidental/accidental
discharge of sediment accumulation as a result of the installation
procedure will be removed or integrated into the designed bedform.
Excavation shall terminate at bedrock if contacted prior to the design
grade. Bedrock will be excavated only if it is determined to be rippable
and necessary by the Engineer.
Install toe stabilization as shown on the Drawings and as directed by
the Engineer. Grade area where toe stabilization is to be constructed.
Surface shall be free of obstructions, debris, and pockets of soft or low
density material. Unless otherwise directed by the Engineer, the stone
shall be placed on the slope and/or angle as indicated on the plans. The
stone shall be graded so that the smaller stones are uniformly
distributed throughout the mass. The Contractor may place the stone
by mechanical methods provided that when the work is completed, it
forms a properly graded, dense, neat layer of stone.
Place J-hooks and cross-vanes as shown on the Drawings. Footer rocks
shall be installed to define shape of in-stream rock structures. Footcr
rocks shall be installed such that their long dimension is oriented in the
direction of flow. No gaps shall be left between footer rocks.
Minimum footer rock depth below the proposed ground surface of the
stream bed shall be 4 feet. Rock sills shall extend a minimum of 3 feet
beyond bankfull (perpendicular to stream flow) as indicated on plans.
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Geotextile shall be placed over structures and backfilled with aggregate
as shown on plans.
7.7 CHANNEL PROTECTIVE LININGS
Grade the area to be lined. Surface shall be free of obstructions, debris,
and pockets of soft or low density material. The rock weir structures
shall be completed prior to installation of the channel protective
linings.
Cover area with all available on-site stockpiled topsoil to a preferred
minimum depth of 4 inches. Final grade with topsoil shall be as shown
on Drawings. Topsoil shall be prepared with fertilizer and lime, and
seeded as described in Section 10 (Permanent Seeding) of these
Specifications. The Contractor is ultimately responsible for
establishing a suitable planting medium with a minimum depth of six
(6) inches.
Install CF-7 erosion control matting perpendicular to the axis of the
stream. The matting shall be laid smooth and free from tension, stress,
folds, wrinkles and creases. Horizontal overlaps shall be a minimum of
12 inches with the upper matting overlapping the lower matting.
Vertical overlaps in matting shall be a minimum of 12 inches with the
upstream matting overlapping the downstream matting.
The top (crest) edge of the matting shall be anchored in a trench at least
12 inches deep, as shown on the Construction Drawings, to prevent
undercutting of the matting. The trench should be located a minimum
of 12 inches from the top of bank, and shall not alter channel or
floodplain grade. Matting trench and Eco-StakesV shall be installed as
shown on Drawings. Matting shall be anchored utilizing Eco-stake®
brand stakes installed not more than 3 feet apart (3' on centers) and
staggered, with a minimum of 3 stakes per square yard of matting over
the entire lined area. 24-inch Eco-stakes® shall be used along the toe
of the channel and 12-inch stakes shall be used within the field and top
edge of the matting as detailed on the Construction Drawings. Along
all laps (both vertical and horizontal) in the matting, install a common
row of staples at the seam, installing staples on I foot (12 inch) centers.
Along the toe, 24 inch Eco-Stakes(O shall be spaced not more than 2
feet All stakes shall be driven perpendicular to the axis of the stream as
shown on Drawings. Care shall be taken to avoid damage to matting
material.
In the event that the matting is displaced or damaged during
installation, the matting shall be repositioned or replaced. This will be
done at no additional cost to the Owner.
7.8 SLOPE PROTECTION
Grade area to be lined. Surface shall be free of obstructions, debris,
and pockets of soft or low density material.
Cover area with all available on-site stockpiled topsoil to a preferred
minimum depth of 4 inches. Final grade with topsoil shall be as shown
on Drawings. Topsoil shall be prepared with fertilizer and lime, and
seeded as described in Section 10 (Permanent Seeding) of these
Specifications. The Contractor is ultimately responsible for
establishing a suitable planting medium with a minimum depth of six
(6) inches.
Install excelsior matting perpendicular to slope. Matting shall be
unrolled with netting material on top and blanket material in contact
with the soil. (Note: some excelsior matting has netting on both sides.)
The matting shall be laid smooth and free from tension, stress, folds,
wrinkles and creases. Horizontal overlaps shall be a minimum of 12
inches with the upper matting overlapping the lower matting. Vertical
overlaps in matting shall be a minimum of 12 inches.
The top (crest) and bottom (toe) edges of the matting shall be anchored
in trench at least 12 inches deep as shown on Drawings to prevent
undercutting of the matting. Matting trench and wire staples shall be
constructed and installed as shown on Drawings. Wire staples shall be
installed not more than 3 feet apart (3' on centers) and staggered, with a
minimum of 3 stakes per square yard of matting over the entire lined
area. Staples shall be driven perpendicular to the soil surface. Staples
shall be driven flush with soil surface to reduce potential for movement
of the erosion control matting. Staples shall be installed in parallel
rows on 3' centers and in trenches at the top and bottom of the slope as
shown on Drawings. Along all laps (both vertical and horizontal) in
the matting, install a common row of staples at the scam, installing
staples on Ifoot (12 inch) centers. All standard anchoring staples shall
be 18 inches in length. Staples shall be driven in with a wooden
mallet. Care shall be taken to avoid damage to matting material.
In the event that the matting is displaced or damaged during
installation, the matting shall be repositioned or replaced. This will be
done at no additional cost to the Owner.
END OF SECTION
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SECTION 8 - STREAM BANK PLANTING
8.1 SECTION INCLUDES
Provide all necessary equipment and labor to implement stream bank
planting plan.
8.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
8.3 REFERENCES
The following specifications and methods form a part of this
Specification:
NCDOT - Standard Specifications for Roads and Structures.
15 NCAC 213.200 - Classification of Water Quality Standards
Applicable to Surface Waters & Wetlands of North Carolina
The Baily Hortorium (1976 MacMillan Publishing Co., Inc.)
American Standard for Nursery Stock, latest edition
NCDENR - Erosion and Sediment Control Planning and Design
Manual
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
8.4 GENERAL
All plants shall be as called for by these Specifications and shown on
the Drawings. Botanical names referred to in the Drawings are taken
from "Hortus Third", the Baily Hortorium (1976 MacMillan Publishing
Co., Inc.). All plants delivered shall be true to name. Each plant, or
group of the same species, variety, and size of plant, shall be legibly
tagged with the name and size of the plant.
All plants shall be first-class representatives of their species. Stakes
shall be reasonably straight.
All plants shall be free from plant diseases and insect pests. All
shipments of plants shall comply with all nursery inspection and plant
quarantine regulations of the States of origin and destination, as well as
with Federal regulations governing interstate movement of stock. If
stock from other States is used, the stock shall be accompanied by a tag
or certificate stating, in effect, that the stock has been inspected and
certified by an authorized official of the State of origin as apparently
free from injurious plant pests.
All plants shall be subject to inspection at any time by the Engineer
Any such inspection before or during planting operations, however
shall not be construed as final acceptance of the plants involved.
8.5 LIVE STAKES
Live stakes, if approved for use by the Engineer, shall consist of freshly
cut live plants of select stock which has been developed by proper
cultural treatment. Stakes and cuttings shall be 3/8" to 1/2" diameter
and between 12 and 18 inches long. They shall be carefully cut from
mother-stock plantings. Plant materials shall be packaged, transported,
and handled in a manner that will prevent injury, drying out, or
freezing.
8.6 PLANT SUBSTITUTION
No change in the specified plants (species, variety, size, caliper,
furnish, etc.) will be made without written approval of the Engineer.
All requests by the Contractor for substitutions shall be presented in
writing and shall include a listing of the sources which have been
contacted in an attempt to secure the specified plant material. Requests
for substitutions shall include botanical name, common name, size,
caliper, and furnish description of the proposed substitute. No increase
in compensation will be made to the Contractor as a result of the use of
the approved substitute plants.
8.7 PLANTING PREPARATION
In areas where stream restoration will be implemented, preparation for
restoration planting operations shall be as described in SECTION 7
(Channel Protective Linings) of these Specifications.
Where live stakes shall be planted, through the Channel Protective
Lining, holes shall be made by neatly punching a hole in the matting
with a dibble bar (a heavy metal tool with a blade and a foot petal).
The dimensions of the hole shall not exceed 3" in any direction and
shall not damage the surrounding matting.
8.8 STREAM BANK PLANTING
Where live stakes shall be planted, they shall be installed at a 45 to 60
degree angle in the direction of stream flow. The buds of stakes and
plant cuttings should point upward and about 2 inches of wood should
be exposed above the ground surface. Tamp the surrounding soil
firmly to eliminate air pockets.
Where stream bank planting is directed, areas shall be planted with
trees and shrubs, using 6-foot by 6-foot centers as shown on the
Construction Drawings.
Care should be taken to avoid planting stakes too deep or too shallow,
and to avoid damage to stakes during planting. Planting depth should
be in accordance with listed references and supplier recommendations.
8.9 PLANTING PERIODS
The installation of live stakes, bare root, or container grown plants
shall be performed between October 1 and November 15, 2005.
However, planting can not begin until all stream repairs have been
completed.
8.10 REMOVAL OF NUISANCE VEGETATION
Removal or control of nuisance vegetation shall be performed for a
period of 90 days as necessary to ensure adequate survival of specified
plant species. See SPECIAL CONTRACT PROVISIONS.
8.11 WATER FOR PLANTINGS
The Contractor shall install a rain gage and collect daily gage readings
at the site. Contractor shall provide initial watering on the day of
planting and thereafter at a minimum rate of 1 inch per week (including
rainfall) for a period of 90 days. Water used in the planting or care of
Stream Repairs and Bank Stabilization Page 10 Technical Specifications
Watauga County Stream Repairs August 2005

vegetation and plantings shall meet the requirements of Class C fresh
waters as defined in 15 NAC 26.200. See SPECIAL CONTRACT
PROVISIONS.
8.12 SUBMITTALS
Contractor shall submit purchase certificates (or other proof) of all
species planted.
END OF SECTION
SECTION 9 - BUFFER PLANTING
9.1 SECTION INCLUDES
Provide all necessary equipment and labor to implement buffer planting
plan.
9.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
9.3 REFERENCES
The Baily Hortorium (1976 MacMillan Publishing Co., Inc.)
American Standard for Nursery Stock, latest edition
NCDENR - Erosion and Sediment Control Planning and Design
Manual
15 NCAC 213.200 - Classification of Water Quality Standards
Applicable to Surface Waters & Wetlands of North Carolina
The following specifications and methods form a part of this
Specification:
NCDOT - Standard Specifications for Roads and Structures.
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
9.4 GENERAL
All plants shall be as called for by these Specifications. Bare rooted
plants may be used in lieu of container grown plants provided written
approval for such use has been obtained from the Engineer. Grading of
plants, type and minimum dimensions of containers shall conform to
the Specifications contained in the latest edition of American Standard
for Nursery Stock. Plants shall not be cut back from larger sizes to
meet sizes called for on the Drawings. Botanical names referred to in
the Drawings are taken from "Hortus Third", the Baily Hortorium
(1976 MacMillan Publishing Co., Inc.). All plants delivered shall be
true to name. Each plant, or group of the same species, variety, and
size of plant, shall be legibly tagged with the name and size of the
plant.
All plants shall be first-class representatives of their species. The root
system shall be vigorous and well-developed. The branch systems shall
be of normal development, and free from disfiguring knots, sun scald
injuries, abrasions of the bark, dead or dry wood, broken terminal
growth, or other objectionable disfigurements. Trees shall have
reasonably straight stems, and shall be well branched and symmetrical
in accordance with their natural habits of growth.
All plants shall be free from plant diseases and insect pests. All
shipments of plants shall comply with all nursery inspection and plant
quarantine regulations of the States of origin and destination, as well as
with Federal regulations governing interstate movement of nursery
stock. If nursery stock from other States is used, the stock shall be
accompanied by a tag or certificate stating, in effect, that the nursery
stock has been inspected and certified by an authorized official of the
State of origin as apparently free from injurious plant pests.
All plants shall be subject to inspection at any time by the Owner,
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Engineer, or a party to be named by the Owner. Any such inspection
before or during planting operations, however shall not be construed as
final acceptance of the plants involved.
9.5 CONTAINER GROWN PLANTS
Container grown plants shall be healthy, vigorous, well-rooted, and
shall have become established in the container in which they are
delivered. These plants shall have been in the established container
long enough for the fibrous roots to have developed so that the root
mass will retain its shape and hold together when removed from the
container. The container shall be a 1 gallon container or larger,
sufficiently rigid to firmly hold the soil protecting the root during
transporting, handling, and planting, and the soil shall not be allowed
to become frozen.
9.6 BARE ROOT PLANTS
Bare root plants, if approved for use by the Engineer, shall have a
heavy fibrous root system which has been developed by proper cultural
treatment. They shall be dug, packaged, transported, and handled in a
manner that will prevent injury to or drying out of the trunks, branches,
or roots, or freezing of the roots.
9.7 PLANT SUBSTITUTION
No change in the specified plants (species, variety, size, caliper,
furnish, etc.) will be made without written approval of the Engineer.
All requests by the Contractor for substitutions shall be presented in
writing and shall include a listing of the sources which have been
contacted in an attempt to secure the specified plant material. Requests
for substitutions shall include botanical name, common name, size,
caliper, and furnish description of the proposed substitute. No increase
in compensation will be made to the Contractor as a result of the use of
the approved substitute plants.
9.8 PLANTING PREPARATION
In areas where wetland and buffer planting will be implemented,
preparation for planting operations shall be as described in SECTION
5.6 (Planting Preparation) of these Specifications.
Where container grown plants will be planted, holes made in
preparation for tree and shrub species planting shall be as shown on the
Construction Drawings.
Bare root plants and container-grown plants shall be planted in holes
made by neatly punching a hole through slope protection matting and
into existing grade with a dibble bar (a heavy metal tool with a blade
and a foot petal). The dimensions of the hole shall not exceed 3" in any
direction.
9.9 PLANTING PERIODS
The installation of bare root and container grown plants shall be
performed between October 1 and November 15, 2005. However,
planting can not begin until all stream repairs have been completed.
9.10 REMOVAL OF NUISANCE VEGETATION
Removal or control of nuisance vegetation shall be performed for a
period of 90 days as necessary to ensure adequate survival of specified
plant species. See SPECIAL CONTRACT PROVISIONS.
9.11 WATER FOR PLANTINGS
The Contractor shall install a rain gage and collect daily gage readings
at the site. Contractor shall provide initial watering on the day of
planting and thereafter at a minimum rate of I" per week (including
rainfall) for a period of 90 days. Water used in the planting or care of
vegetation and plantings shall meet the requirements of Class C fresh
waters as defined in 15 NAC 213.200. See SPECIAL CONTRACT
PROVISIONS.
9.12 SUBMITTALS
Contractor shall submit purchase certificates (or other proof] of all
species planted.
END OF SECTION
e Stream Repairs and Bank Stabilization Page 12 Technical Specifications
Watauga County Stream Repairs August 2005

SECTION 10 - PERMANENT SEEDING

10.1 SECTION INCLUDES
Permanent seeding for permanent site stabilization.
10.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
10.3 REFERENCES
The following specifications and methods form a part of this
Specification:
NCDENR - Erosion and Sediment Control Planning and Design
Manual
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
10.4 GENERAL
Permanent seeding shall be executed in temporary lined areas and all
other areas which are disturbed during construction activities. In areas
where Channel Protective Lining will be installed, seedbed preparation
and seeding shall be performed prior to the placement of erosion
control matting (See SECTION 7 - Channel Protective Linings).
10.5 SEEDBED PREPARATION
Complete grading before topsoiling or preparing seedbeds. Avoid
creating steep slopes. Excess stockpiled topsoil not used in
construction of Channel Protective Lining shall be redistributed across
areas to be seeded. Where topsoil is unavailable, seedbeds may be
prepared directly on the exposed finished grade or topsoil may be
imported.

If topsoil is used, it should be spread to a uniform depth of four to six
inches and bonded to the subsoil by loosening with a disc, harrow, or
chisel plow. Areas where seeding will occur on exposed finished grade
shall be disked or harrowed to ensure soil aeration and to increase the
surface roughness prior to planting.
Apply lime and fertilizer evenly across seedbed and work into the top
4-6 inches of soil by discing or other suitable means. Operate
machinery on the contour.
be used and erosion control matting shall be placed within 24 hours of
seeding. Apply seeds and mulch at the rates indicated below.
Areas with Channel Protective Linings:
Species Rate Ubs/acre)
Creeping Red Fescue 80
(Festuca Tuba niba)
Rcdtop 15
(Agrostis stolonifera L.)
Kentucky bluegrass 15
(Poa pratensis L.)
Rye (grain) Grass 15
(Secale cereale)
All other disturbed areas:
SSpecies Rate (lbs/acre)
Creeping Red Fescue 80
(Festuca ruba rubs)
Redtop 15
(Agrostis stolonifera L.)
Kentucky bluegrass 15
(Poa pratensis L.)
Rye (grain) Grass 15
(Secale cereale)
Mulch Rate (lbs/1000 sq. t.)
Grain Straw 70
10.7 SEEDING DATES
Seeding dates given in these Seeding Specifications have the best
probability of success.
Rest Possible
Late winter 15 Feb-15 Mar 1 Dec-15 Mar
Late Fall 1 Sept-30 Sept 1 Oct-30 Nov
Seeding shall be completed within the "possible" range of dates.
10.8 SOIL AMENDMENTS
Apply lime and fertilizer according to soil tests, or apply 2 tons/acrc
(4,000 lb/acre) ground agricultural limestone and 1,000 lb/acre 5-10-10
fertilizer, or as directed by the Engineer.
10.9 MULCH
Rework the surface if soil becomes compacted or crusted prior to
seeding. Complete seedbed preparation by breaking up large clods and Apply grain straw, or equivalent cover of another suitable mulching
raking into a smooth, uniform surface. Fill in or level depressions that material as described above. Anchor mulch by roving or netting.
can collect water. Netting shall be used on slopes steeper than 211:1 V.
10.6 SEEDING
Apply permanent seeding to seedbed after preparation is complete. Use
certified seed for permanent seeding whenever possible. Certified seed
is inspected by the North Carolina Crop Improvement Association. It
meets published North Carolina Standards and should bear an official
"Certified Seed" label. Broadcast seed into a freshly loosened seedbed
that has not been settled by rainfall. Mulch must be used on slopes
4H:1 V or steeper and in areas when concentrated water may flow.
Anchor mulch with netting in areas subject to concentrated flow. In
areas where Channel Protective Lining will be installed, no mulch shall
END OF SECTION
Stream Repairs and Bank Stabilization Page 13 Technical Specifications
Watauga County Stream Repairs August 2005

1

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1

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SECTION II - SEDIMENT & EROSION CONTROL
lLI SECTION INCLUDES
Installation of temporary sediment and erosion control measures to
include installation of silt fence and temporary seeding measures. The
Contractor shall maintain these measures to ensure proper structure
function and vigorous temporary vegetative cover during construction.
11.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
11.3 REFERENCES
The following specifications and methods form a part of this
Specification:
ASTM D4355 - Standard Test Method for Deterioration of Geotextiles
from Exposure to Ultraviolet Light and Water (Xenon-Arc Type
Apparatus)
ASTM D4632 - Standard Test Method for Grab Breaking Load and
Elongation of Geotextiles
ASTM D4751 - Standard Test Method for Determining Apparent
Opening Size of a Geotextile
NCDENR - Erosion and Sediment Control Planning and Design
Manual
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
11.4 MATERIALS
Silt Fence: Silt fence shall have steel posts, woven wire fabric, and
filter fabric. The steel post shall have a minimum length of Y and
minimum width of 13/4". The steel posts shall have projections for
fastening the wire to the fence. The woven wire fabric shall be at lest
32 inches high, and shall have at least 6 horizontal wires. Vertical
wires shall be spaced a maximum of 12 inches apart. The top and
bottom wires shall be at least 10 gauge. All other wires shall be at least
12'/z gauge. The silt fence filter fabric shall meet the following
minimum criteria:
Grab Tensile Strength 100 lbs.
Grab Tensile Elongation 15 %
UV Resistance 70%
Apparent Opening Size (AOS) 20 (US Sieve)
11.5 SILT FENCE
The Contractor shall provide all labor, materials, tools and other items
necessary to furnish and install the silt fence as shown on the Drawings
and specified herein. The silt fence shall be placed following the
contours as closely as possible. The ends of the silt fence shall be
turned uphill.
The posts shall not exceed a spacing of 8 feet. The posts shall be
driven into the ground and shall extend above ground as shown on the
Drawings. The filter fabric shall be stapled or wired to each post. The
filter fabric shall extend into the ground as shown in the Drawings.
If possible, the filter fabric shall be cut from a continuous roll to avoid
the use of joints. When joints are necessary, securely fasten the filter
cloth only at a support with overlap to the next post.
Silt fences shall be inspected weekly and after each significant storm (1
inch in 24 hrs.). Any required repairs shall be made immediately.
Sediment shall be removed when it reaches 1/3 the height of the fence
or 9 inches maximum. Dispose of the sediment in the designated
disposal area.
11.6 TEMPORARY SEEDING
The Contractor shall provide all labor, materials, tools, and other items
necessary to provide temporary seeding in accordance with State and
local Standards.
Areas where no substantial or significant progress is made for more
than 15 days shall be temporarily seeded as shown on the Drawings and
specified herein. All areas must be seeded, mulched, and anchored
unless written approval is granted by the Owner. Incidental grading
shall not constitute substantial or significant progress in construction
activity..
Seeding and mulching shall be done immediately following
construction. All disturbed areas shall be dressed to a depth of 8
inches. The top 3 inches shall be pulverized to provide a uniform
seedbed.
Agricultural lime shall be applied at a rate of 2,000 pounds per acre
immediately before plowing.
Grass seed shall be applied at the following rate:
Type Dates Possible Rate
Rye (Grain) Aug. 15 - May 1 60 lbs./ac.
German Millet May] -Aug 15 40 lbs./ac.
10-10-10 fertilizer shall be applied to all disturbed areas at a rate of 750
pounds per acre, and mulching shall consist of small grain straw
applied a rate of 70 pounds per 1000 square feet (70lbs./1000sq.ft.).
Mulch shall be anchored by roving or netting.
END OF SECTION
' Stream Repairs and Bank Stabilization Page 14 Technical Specifications
Watauga County Stream Repairs August 2005
SECTION 12 - SITE MAINTENANCE
12.1 SECTION INCLUDES
Site maintenance to ensure vigorous vegetative cover, stable channel
lining, and durability of the work.
12.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
12.3 EXECUTION
Contractor shall revisit the site as required in the special contract
provisions to inspect the condition of the project site. Areas of erosion,
settlement, poor vegetative cover, and displaced coir or excelsior
materials or in-stream structures, shall be repaired. Site visits shall be
coordinated with Owner.
Erosion areas shall be filled and reseeded in accordance with Section
10 - Permanent Sceding. Areas of poor vegetative cover shall be
reseeded and refertilized only.
Displaced, damaged, or dead shrub species shall be removed, and
replanted in accordance with Sections 8 & 9 - Stream Bank Planting
and Buffer Planting.
Displaced channel lining materials shall be recovered (if possible) and
replaced, or replaced with new channel lining materials to the design
line and grade.
END OF SECTION
Stream Repairs and Bank Stabilization Page 15 Technical Specifications
Watauga County Stream Repairs August 2005
DRAWINGS
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VICINITY MAP
(NOT TO 5CAl F)
?``dt !;'!(G DE51GN FIRM:
McGILL A55OCIATE5
55 Broad Street
A5heville, NC 28801
[phone]
ENVIRONMENTAL DE51GN FIRM:
501L * ENVIRONMENTAL
CONSULTANTS, PA
1010 Raven Ridge Road
Raleigh, NC 27G 14
(919) 84G-5900
PREPARED FOR:
WATAUGA COUNTY, NC
842 West King Street
Boone, NC 28607
CONTENTS:
WATAUGA COUNTY, NC
C 1. COVER, CONTENT5, * VICINITY MAP
C2. 51TE MAPPING
C3. 51TE PHOTOGRAPH5
C4. EX15TING 51TE CONDITIONS
C5. PROP05ED REPAIR PLAN
CG. CON5TRUCTION 5EQUENCE * 5TRUCTURE DETAILS
C7. TYPICAL REPAIR * TOE 5TABILIZATION CR055 5ECTION5
` 11111 III !
11
C7A TYPICAL REPAIR * TOE 5TABILIZATION •?gs;o
CR055 5ECTION5
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C8. ER0510N CONTROL DETAI L5 I ,?9'• ??aNE?Q '?''
C9. ER0510N CONTROL DETAI L511
C 10. PLANTING 5CHEDULE * PLANTING DETAIL5
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ALONG RIGHT EDGE OF PHOTO. MAIN FAILURE ZONE SEEN
THROUGH TREES IN RIGHT REAR OF PHOTO.
UPPER WATAUGA SITE
PHOTO #2 - NEAR UPSTEAM END OF REPAIR REACH (LOOKING
DOWNSREAM). MAIN FAILURE ZONE ALONG RIGHT BANK SHOWN.
NOTE DEBRIS JAM EDGE NEAR FRONT LEFT OF PHOTO.
UPPER WATAUGA SITE
PHOTO #3 - NEAR UPSTREAM END OF REPAIR REACH. LOOKING
DOWNSTREAM. NOTE COLLAPSED ACCESS(GRAVEL)ROAD AT
BOTH ENDS OF REACH AND COLLAPSED TREES ALONG LOWER
RIGHT BANK
UPPER WATAUGA SITE
PHOTO #4 - NEAR MID-POINT OF REPAIR REACH LOOKING
UPSTREAM. NOTE DEBRIS JAM NEAR CENTER OF PHOTO.
UPPER WATAUGA SITE
PHOTO #6 - NEAR LOWER END OF REPAIR REACH (LOOKING
DOWNSTREAM) AT END OF FAILED ROAD.

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NOTES:
1. ALL SITE DATA AS DETERMINED BY LIMITED ENGINEERING SURVEY
PERFORMED BY SOIL AND ENVIRONMENTAL CONSULTANTS, P.A.,
IN JUNE 2005, USING GPS AND TOTAL STATION EQUIPMENT.
2. ALL LOCATIONS, DISTANCES, AND DIMENSIONS ARE APPROXIMATE AND
INTENDED FOR USE IN THE DEVELOPMENT OF A BANK STABILIZATION
AND REPAIR PLAN.
3. LOCATIONS OF EXISTING UTILITIES AS SHOWN ARE APPROXIMATE
ONLY. EXACT LOCATIONS ARE TO BE VERIFIED IN THE FIELD BY
CONTRACTOR.
STREAM REPAIR
IT (APPROX.)
EXISTING SITE CONDITIONS
SCALE: 1"= 40'
ROSS-SECTION #1
APPROX. LOCATION
G
?G\ ,,?f-EXISTING EXISTING DEBRIS JAM
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EXISTING GRAVEL BAR
EXISTING DOWNED TREE
EXISTING TOP OF BANK, TYP.
CROSS-SECTION #2
APPROX. LOCATION
DOWNSTREAM REPAIR
LIMIT (APPROX.)
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EXISTING DOWNED TREES
CROSS-SECTION #4
APPROX. LOCATION
DAMAGED AREA OF PRE-EXISTING GRAVEL DRIVE
(ERODED AWAY BY FLOODS)
EXISTING GRAVEL DRIVE
BEFORE YOU DIG!
CALL 1.800-8323949
N.C. ONE-CALL CENTER
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1. ALL SITE DATA AS DETERMINED BY LIMITED ENGINEERING SURVEY
PERFORMED BY SOIL AND ENVIRONMENTAL CONSULTANTS, P.A.,
IN JUNE 2005, USING GPS AND TOTAL STATION EQUIPMENT.
2. ALL LOCATIONS, DISTANCES, AND DIMENSIONS ARE APPROXIMATE AND
INTENDED FOR USE IN THE DEVELOPMENT OF A BANK STABILIZATION
AND REPAIR PLAN.
3. LOCATIONS OF EXISTING UTILITIES AS SHOWN ARE APPROXIMATE
ONLY. EXACT LOCATIONS ARE TO BE VERIFIED IN THE FIELD BY
CONTRACTOR.
4. CONSTRUCT TOE STABILIZATION AS DIRECTED AT TIME OF CONSTRUCTION.
UPSTREAM REPAIR
LIMIT (APPROX )
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PROPOSED REPAIRED TOP OF BANK, TYP.-
ROPOSED CROSS-VANE, TYP.
ROSS-SECTION #1 PROPOSED J-HOOK, TYP:
APPROX. LOCATION
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PROPOSED REPAIRED TOP OF BANK IS 3'
FROM EDGE OF PROPOSED GRAVEL ROAD
ROAD BY OTHERS, NOT THIS CONTRACT
CROSS-SECTION #3 ESTIMATED REPAIR LENGTH = 475'
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CONSTRUCTION SEQUENCE:
1. Obtain NCDENR, USACE, & local authority approval for construction. The Contractor
must strictly adhere to the conditions of the U.S. Army C.O.E. & the NCDENR DWQ
as set forth in the 404 & 401 permits.
2. Notify NCDENR (Land Quality Section) if necessary, ten days prior to construction.
3. Locate existing utilities on site. Coordinate access, staging area
and temporary stockpile areas with Owner and Engineer. Engineer to identify and mark
"limits of disturbance" within channel
4. Install temporary sediment & erosion control measures, access roads, channel access,
staging area, and temporary facilities.
NOTE; All installed temporary sediment and erosion control measures will be inspected
weekly or after a major rainfall event (> 0.5 inches) by the Contractor. Upon
inspection, any necessary repairs will be performed by the Contractor.
5. Clear and grub in required areas for stream repair. Remove and stockpile topsoil
in areas to be excavated. Stockpile In areas as Directed by
Owner / Engineer. Surround Stockpile Areas with 2 Rows of Silt Fence.
6. Perform stream bank repairs as shown on plans and directed by engineer.
Install in-stream structures and toe stabilization as directed by the
engineer at the time of construction. Contractor shall not cross "limits of disturbance"
without prior approval of the engineer.
7. Stabilize repaired bank zones (lower, mid-, and upper) as shown in details. Apply
temporary erosion control seeding measures to disturbed areas as final grading is
reached. Re-distribute topsoil, augment as necessary to meet planting specifications.
8. Perform tree and shrub planting as specified. Engineer to be notified prior
to planting observation to approve planting bed conditions and plant materials.
Tree and Shrub plantings may be delayed until Fall season with approval of owner & Engineer.
9. Apply permanent seeding measures. Remove temporary sediment & erosion
control meaaurea including conatruction entranco (if necoaaary).
10. Coordinate for walk-thru inspection with Owner, Engineer, and Agency
Representatives.
11. Plant all live stake plantings (and tree and shrub species if delayed) during Fall season.
RIGHT BANK LEFT BANK
(1/3) CHANNEL
W1-1 CLA55'A' OR'B'
AGGREGATE STONE
20°-30*r V 20°-30°
GEOTEXTILE FABRIC
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GEOTEXTILE
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PROFILE
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(NOT TO SCALE)
WIDTH WIDTH
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SCOUR POOL

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APPROXIMATE
REPAIRED BANK &
CHANNEL LOCATION
BACKFlLL W/ COARSE (BED) MATERIAL. \
NOTE:
/ ELEV. = 99.69
1. RESTORE CHANNEL WIDTH AT TOE OF SLOPE AS SHOWN ON PROPOSED
REPAIR PLAN.
2. TOP OF BANK ON SLOPE FOR REPAIR AT ELEV.: 105.75
3. DEPTH AND EXTENTS OF UNDERCUT TO BE DETERMINED BY ENGINEER AT
TIME OF CONSTRUCTION,
4. LOWER BANK ZONE TO BE CONSTRUCTED USING RIVER BED BORROW
MATERIALS AS APPROVED BY THE ENGINEER. MID-, AND UPPER BANK ZONE TO
BE CONSTRUCTED USING OTHER APPROVED MATERIALS.
5. BANK REPAIRS TO BE BENCHED INTO EXISTING FAILED SLOPE AS
DIRECTED BY THE ENGINEER AT THE TIME OF CONSTRUCTION.
0
Q /
EXISTING GRADE
= 101. / (ERODED & FAILED BANK)
J
ELEV. = 99.96
OVER-EXCAVATE LOOSE MATERIAL ® TOE
& BACKFlLL W/ COARSE (BED) MATERIAL.
TOE STABILIZATION W/ NON-WOVEN GEOTEXTILE FABRIC.
LOCATION TO BE DETERMINED BY ENGINEER ® T.O.C.
TYP. BOTH SIDES OF STREAM
PROPOSED REPAIRED
TOE OF SLOPE
REMOVE EXISTING DEPOSITS
& UTILIZE AS BACKFlLL
ELEV. = 105.75
CRO55-5ECTION # I
NOT TO SCALE
NOTE: CROSS-SECTION LOOKING DOWSTREAM
LOWER-BANK ZONE
1V TOE STABILIZATION BOULDERS
2H
/17711,
,,° 0007
?0io0 0
EXISTING ERODED AND FAILED
CHANNEL BANK (TYP.)
OVER-EXCAVATE LOOSE MATERIALS AT TOE
AND BACKFlLL WITH COARSE (BED) MATERIAL
FOOTER BOULDERS
NON-WOVEN GEOTEXTILE CASING
TOE STABILIZATION DETAIL
NOTES:
1. SEE SECTION 7.5 OF THE SPECS FOR THE SIZE OF BOULDERS
2. AVERAGE HEIGHT OF TOE STABILIZATION WILL BE 6'.
ELEV. = 103.77
\ ELEV. = 103.37
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BACKFlLL W/ COARSE (BED) MATERIAL.
ELEV. = 98,44
ELEV. = 98.02
ELEV. = 97.88
ELEV. 96.8t`
ELEV. = 96.37
NOTE:
1. RESTORE CHANNEL WIDTH AT TOE OF SLOPE AS SHOWN ON PROPOSED
REPAIR PLAN.
2. TOP OF BANK ON SLOPE FOR REPAIR AT ELEV.: 111.6
3. DEPTH AND EXTENTS OF UNDERCUT TO BE DETERMINED BY ENGINEER AT
TIME OF CONSTRUCTION.
4. LOWER BANK ZONE TO BE CONSTRUCTED USING RIVER BED BORROW
MATERIALS AS APPROVED BY THE ENGINEER. MID-, AND UPPER BANK ZONE TO
BE CONSTRUCTED USING OTHER APPROVED MATERIALS.
5. BANK REPAIRS TO BE BENCHED INTO EXISTING FAILED SLOPE AS
DIRECTED BY THE ENGINEER AT THE TIME OF CONSTRUCTION.
ELEV. = 111.6
REMOVE EXISTING DEPOSITS
& UTILIZE AS BACKFlLL
APPROXIMATE
REPAIRED BANK &
CHANNEL LOCATION
J VARIES
MAX. 1:1
I /
3'7HOULDER
PROPOSED REPAIRED ROAD
(BY OTHERS)
I
EXISTING GRADE
(ERODED & FAILED BANK)
STREAM BED ? ° °ELEV. = 95.03
OVER-EXCAVATE LOOSE MATERIAL 0 TOE
& BACKFlLL W/ COARSE (BED) MATERIAL.
PROPOSED REPAIRED
TOE OF SLOPE [T",E STABILIZATION W/ NON-WOVEN GEOTEXTILE FABRIC.
LOCATION TO BE DETERMINED BY ENGINEER 0 T.O.C.
CR055-5ECTION #2
NOT TO SCALE
NOTE: CROSS-SECTION LOOKING DOWNSTREAM
I
' ELEV. = 97.02
NOTE;

t
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ELEV. a 110.16
1-dLEV. = 106.65
I
REMOVE EXISTING DEPOSITS APPROXIMATE I
& UTILIZE AS BACKFlLL REPAIRED BANK &
CHANNEL LOCATION 3' SHOULDER
VARIES
MAX. 1:1 PROPOSED REPAIRED ROAD
/ (BY OTHERS)
_ - - - / "??EXISTING GRADE
ELEV, = 93.7 (ERODED & FAILED BANK)
1. RESTORE CHANNEL WIDTH AT TOE OF SLOPE AS SHOWN ON PROPOSED ° M
REPAIR PLAN.
2. TOP OF BANK ON SLOPE FOR REPAIR AT ELEV.: 106.65
3. DEPTH AND EXTENTS OF UNDERCUT 10 BE DETERMINED BY ENGINEER AT
TIME OF CONSTRUCTION.
4. LOWER BANK ZONE TO BE CONSTRUCTED USING RIVER BED BORROW
MATERIALS AS APPROVED BY THE ENGINEER. MID-, AND UPPER BANK ZONE TO
BE CONSTRUCTED USING OTHER APPROVED MATERIALS.
5. BANK REPAIRS TO BE BENCHED INTO EXISTING FAILED SLOPE AS
DIRECTED BY THE ENGINEER AT THE TIME OF CONSTRUCTION.
D
OVER-EXCAVATE LOOSE MATERIAL 0 TOE
& BACKFlLL W/ COARSE (BED) MATERIAL.
PROPOSED REPAIRED TOE STABIUZATION W/ NON-WOVEN GEOTEXTILE FABRIC.
LOCATION TO BE DETERMINED BY ENGINEER 0 T.O.C.
TOE OF SLOPE Aq
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REMOVE EXISTING DEPOSITS
& UTILIZE AS BACKFILL
BACKFILL W/ COARSE (BED) MATERIAL.
ELEV. = 92.92
NOTE;
1. RESTORE CHANNEL WIDTH AT TOE OF SLOPE AS SHOWN ON PROPOSED
REPAIR PLAN.
2. TOP OF BANK ON SLOPE FOR REPAIR AT ELEV. ; 102,0
3. DEPTH AND EXTENTS OF UNDERCUT TO BE DETERMINED BY ENGINEER AT
TIME OF CONSTRUCTION,
4, LOWER BANK ZONE TO BE CONSTRUCTED USING RIVER BED BORROW
MATERIALS AS APPROVED BY THE ENGINEER. MID-, AND UPPER BANK ZONE TO
BE CONSTRUCTED USING OTHER APPROVED MATERIALS
5. BANK REPAIRS TO BE BENCHED INTO EXISTING FAILED SLOPE AS
DIRECTED BY THE ENGINEER AT THE TIME OF CONSTRUCTION,
PROPOSED REPAIRED
TOE OF SLOPE
L-3' SHOULDER I
I PROPOSED REPAIRED ROAD
/ (BY OTHERS)
VARIES
MAX. 1,5;1 /
I EXISTING GRADE
/ (ERODED & FAILED BANK)
OVER-EXCAVATE LOOSE MATERIAL 0 TOE
& BACKFILL W/ COARSE (BED) MATERIAL.
TOE STABILIZATION W/ NON-WOVEN GEOTEXTILE FABRIC.
LOCATION TO BE DETERMINED BY ENGINEER @ T.O.C.
CRO55-5ECTION #4
NOT TO SCALE
NOTE: CROSS-SECTION LOOKING DOWNSTREAM
APPROXIMATE -?
REPAIRED BANK &
CHANNEL LOCATION
ELEV. = 91.91
ELEV. = 89.67
STREAM BED
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EXISTING
FROM EXISTING ROAD
2"-3" COARSE AGGREGATE
(RAILROAD 13ALLA5T)
10'
4'

G" HUMP TO DIVERT RU
FROM EXISTING ROAD
INIMUM
UG"
EXACT LOCATION OF TEMPORARY CONSTRUCTION
ENTRANCE TO BE DETERMINED AT PRE-CONSTRUCTION
MEETING
5TABILIZED CONSTRUCTION ENTRANCE
EXISTING CHANNEL BED
EXISTING EDGE OF WATER
0
0 0
(NOT TO SCALE)
0
EXISTING FAILED
TOP OF BANK
CONTRACTOR TO CUT -
ACCESS RAMP TO
SLOPE AS NEEDED FOR
EQUIPMENT ACCESS
MINIMUM 12" LAYER CLA55'A'J
RJPRAP WITH MIN. 12 OZ. WOVEN
GEOTEXTILE FABRIC UNDERLAIN
LAY BACK SIDE SLOPES
OF ACCESS TO STABLE
GRADE
EXISTING TOP OF BANK NOTE: CONTRACTOR TO REFRESH
STONE LAYER AND AUGMENT
CONTRACTOR TO CUT A5 NECESSARY TO REDUCE
ACCESS RAMP TO EROSION AND SEDIMENTATION
SLOPE AS NEEDED FOR _ -
EQUIPMENT ACCESS
1=11
EXISTING FAILED BANK
MATERIAL TO BE REMOVED
EIX15TING CHANNEL BED
PLAN CHANNEL ACCE55 DETAIL
(NOT TO SCALE)
NOTES:
I . A STABILIZED PAD OF CRUSHED STONE SHALL BE LOCATED WHERE
TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION SITE TO OR
FROM AN EXISTING ROAD.
2. STONE TO BE 2 - 3 INCH WASHED STONE RAILROAD BALLAST.
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL
PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC STREETS
OR EXISTING PAVEMENT. TH15 MAY REQUIRE PERIODIC TOP DRESSING
WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR AND/OR
CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC
STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN NECESSARY WHEELS MUST BE CLEANED TO REMOVE SEDIMENT
PRIOR TO ENTERING A PUBLIC STREET, WHEN WASHING IS REQUIRED,
IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE
WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN.
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MINIMUM 12" LAYER
CLA55'A' RIPRAP
PROFILE
MINIMUM 12 OZ. WOVEN
GEOTEXTILE FABRIC
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NOTES:
2" STEEL ANGLE
51LT FENCE
1. FILTER BARRIERS SHALL BE INSPECTED
IMMEDIATELY AFTER EACH RAINFALL AND
DAILY DURING PROLONGED RAINFALL.
REPAIR SHALL BE MADE AS NECESSARY.
2. FABRIC SHALL BE REPLACED PROMPTLY
IF FOUND TO BE IN DISREPAIR.
COIR MATTI
BASE FLOW
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PROFILE VIEW
111=
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' ' `- 12" ECO-5TAKE0
24" ECO-5TAKE0
• TRENCHED TOP OF MATTING TO A
DEPTH OF AT LEAST 12", STAKE
OR STAPLE IN PLACE, * 13ACKFILL
TO DESIGN GRADE
• MINIMUM 24" ECO-5TAKE50
INSTALLED ALONG TOE OF MATTING
(Intercept between water Surface and bank)
PQ" F(
SYNTHETIC FILTER FABRIC
ATTACHED TO POSTS WITH
APPROVED FASTENERS. PLACE
ON UPHILL 51DE OF FENCE.
P05T
SYNTHETIC
FILTER
FABRIC
18" GROUND C3
MAX.
,Iu?lrlll? i
EXCAVATE 8"x8" TRENCH UP5LOPE ALONG LINE
OF POSTS. EXTEND FILTER FABRIC INTO TRENCH,
BACKFILL TRENCH AND COMPACT SOIL
FRUNI VILW
• MINIMUM 2' CENTERS ALONG BOTTOM
• MINIMUM P OVERLAP AT JOINING
SECTIONS OF COIF MATTING
COIR MATTING DETAIL
(NOT TO SCALE)
8' MAX FOR STD. STRENGTH FABRIC
WITH WIRE MESH REINFORCEMENT
nR
SYNTHETIC
FILTER FABRIC SHALL BE
BACKFILLED A MIN. OF 8"
3. SEDIMENT DEPOSITS SHALL BE REMOVED
AFTER EACH STORM EVENT AND WHEN
DEPOSITS REACH APPROXIMATELY 1/3
HEIGHT OF BARRIER.
BANK OR BENCH
ECO-5TAKE0
• 12" ECO-5TAKE50 INSTALLED IN BANK
FLUSH WITH COIR MATTING ABOVE
BOTTOM ROW OF 24" ECO-5TAKE50
• ECO-5TAKE5O SPACED AT
MAXIMUM 3' CENTERS (APPROX.)
BOTH DIRECTIONS
I ?IVIru??r ??LViivv
General 5PEC1 FI CATI ON5
Areas where no substantial or significant progress 15 made for
more than 15 days should be temporarily seeded as
follows. All areas should be seeded, mulched, and tacked.
Incidental grading shall not constitute substantial or Significant
progress In construction activity. Seeding and mulching Shall
be done immediately following construction. All disturbed
areas shall be dressed to a depth of 8 Inches. The top
3 inches shall be pulverized to provide a uniform seedbed.
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Seeding Dates
May I - Aug. 15
Aug. 15 - May I
5eedmg Species
German Millet
Rye (gram)
Rate 051acre)
40
GO
Soil Amendments
Follow recommendations of soil tests or apply 2,000 Ibs/acre
ground agricultural limestone and 750 Ib5/acre 10-10-10
fertilizer.
Mulch
Mulching shall consist of small gram straw applied at a rate
of 70 Ib5./ 1000 5a,ft, Mulched areas Shall be mechanically
tacked in place (or other approved tacking method).
No asphalt shall be used for tacking. Use Jute, excel51or
matting or similar material to cover exposed areas of
concentrated flow.
Maintenance
Inspect and repair mulch frequently. Refertillze and reseed a5
required to maintain vigorous temporary vegetative cover
during construction.
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TREE5
SPECIES COMMON NAME TOTAL# 51ZE REMARKS
QUERCUS ALBA WHITE OAK TBD BARE ROOT UPPER BANK ZONE
PLATANUS
OCCIDENTALIS AM. SYCAMORE TBD BARE ROOT UPPER BANK ZONE
QUERCUS
COCCINEA SCARLET OAK TBD BARE ROOT UPPER BANK ZONE
BETULA LENTA SWEET BIRCH TBD BARE ROOT UPPER BANK ZONE
LIRIODENDRON
TULIPIFERA YELLOW POPLAR TBD BARE ROOT UPPER BANK ZONE
TSUGA
CANADENSIS E. HEMLOCK TBD BARE ROOT UPPER BANK ZONE
BETULA
ALLEGHANIENSIS YELLOW BIRCH TBD BARE ROOT UPPER BANK ZONE
ACER RUBRUM RED MAPLE TBD BARE ROOT UPPER BANK ZONE
1 $ETULA NIGRA RIVER BIRCH TBD BARE ROOT UPPER BANK ZONE
NOTE5:
1. TOTAL NUMBER OF TREES 15 300.
2. TREE SPECIES TO BE RANDOMLY INTERMIXED ON 8'X8' 5PACING
UTILIZING AT LEAST 5 OF THE 9 SPECIES L15TED ABOVE. MATERIAL
50URCE AND DE5IRED 5UB5TATION5 TO BE APPROVED BY DESIGNER.
I 2 3
Open planting Place bare-root Close hole with
hole with seedling in hole - Shovel or Auger-
Shovel or Auger root collar at no air space
surface around roots
BARE-ROOT SEEDLING
PLANTING DETAIL
(NOT TO SCALE)
BASE FLOW
WATER ELEVATION
SLOPE BREAK OR BENCH
TI!
WOODEN 5Tp
SHRUBS
5PECIE5 COMMON NAME TOTAL # 51ZE REMARK5
CARPINUS
CAROLINIANA AMERICAN
HORNBEAM TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
HAMAMELIS
VIRGINIANA AMERICAN
WITCHHAZEL TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
ALNUS
SERRULATA BROOKSIDE
ALDER TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
LEUCOTHOE
FONTANESIANA HIGHLAND
DOGHOBBLE TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
SALIX NIGRA BLACK WILLOW TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
CORNUS AMOMUM SILKY DOGWOOD TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
SALIX SERICEA SILKY WILLOW TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
NOTE:
5HRUB SPECIES TO BE RANDOMLY INTERMIXED ON G'XG' SPACING
UTILIZING AT LEA5T 3 OF THE 7 5PECIE5 L15TED ABOVE. MATERIAL
SOURCE AND DESIRED 5UB5TATI0N5 TO BE APPROVED BY DESIGNER.
LIVE STAKES TO CON515T OF BLACK WILLOW, SILKY DOGWOOD AND
SILKY WILLOW PLANTED A5 5HOWN IN DETAIL ALONG LOWER BANK ZONE.
TREE SHELTER
W/ BASE APPROX.
IN INTO GROUND
-1?1-1?1-1?1 III?III I?'.
PROFILE VIEW
--111
-III-
-III II I_
ANGLE-CUT-€ND
• LIVE STAKES INSTALLED IN BANK
WITH DEAD-BLOW HAMMER
• 4/5 OF STAKE IN GROUND
. BUDS ORIENTED UPWARDS
• 3' CENTER5 (APPROX.)
• CUT EXPOSED END Of LIVE STAKE
AFTER INSTALLATION IF DAMAGED
DUE TO INSTALLATION
(i.e. damaged bark, split ends, etc.)
U
TREE SHELTER DETAIL
TO BE INSTALLED ON ALL BARE-ROOT
AND CONTAINERIZED PLANTED TREES
(NOT TO SCALE)
NOTE: TREE SHELTER SHALL BE PHOTODEGRADABLE
(IN FULL SUNLIGHT ENVIRONMENT) AND/OR BIODEGRADABLE
LIVE STAKE PLANTING DETAIL
(NOT TO SCALE)
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Office Use Only: Form Version October 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing ED
L5 LI ?:/ L5
a
1. Check all of the approval(s) requested for this project: AUG 1 7 2005
® Section 404 Permit
? Section 10 Permit DENR - WATER QUALITY
® 401 Water Quality Certification WETLANDS ANDSTORMWATERBMANCH
? Riparian or Watershed Buffer Rules
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 (see section VIII - Mitigation), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: Watauga County -Derou Geouque, Asst. County Manager
Mailing Address:
842 West Kinu Street, Suite 1
Boone, North Carolina 28607
Telephone Number: 828-265-8000 Fax Number: 828-264-3230
E-mail Address: deron.%!eouQue(a)ncmail.net
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: Mark Cathey
Company Affiliation: McGill Associates
Mailing Address: P. O. Box 2259
Asheville, NC 28802
Telephone Number: 828-252-0575 Fax Number: 828-252-2518
E-mail Address: markc(a)mc2illen2ineers.com
Page 5 of 12
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Watauga County Emer2ency Watershed Protection Prollram
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): Upper Watauga Site (See attached sheet for
PINs)
4. Location
County: Watauga Nearest Town: Banner Elk
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): This site is located adiacent to
a driveway located off J.H. McLean Road (which intersects NC Hillhway 105
approximately 0.5 miles from the site). This site is located approximately 6.6 miles
northeast from the intersection of Highway 105 and Highway 221.
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application:
Land use is agricultural.
7. Property size (acres): See attached sheet for acreages
8. Nearest body of water (stream/river/sound/ocean/lake): Watauga River
9. River Basin: Watauga
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at littp://Ii2o.enr.state.nc.us/adinin/maps/.)
Page 6 of 12
10. Describe the purpose of the proposed work: Stream bank repair and stabilization.
When possible excavation equipment (excavator) will access deposition areas from the
stream bank and not encroach into the stream channel. The work described in this
Stream Repair and Bank Stabilization Plan (Repair Plan) is urgent and compelling
work under the National Resource Conservation Service (MRCS) Emerl!encv
Watershed Protection (EWP) program to protect existing property and structures.
11. List the type of equipment to be used to construct the project: Excavators, dozers and
dump trucks
12. Describe the land use in the vicinity of this project: Allricultural.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
n/a
V. Future Project Plans
Are any 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:
None anticipated
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 chamlels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
1. Wetland Impacts
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of Wetland***
n/a

" List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, till,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http:/hvNvw.fema.izov.
List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: n/a
Total area of wetland impact proposed: n/a
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please secif )
I Fill and
excavation 475' Watauga River 20'-30' Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
w.Nw.usgs.eov. Several internet sites also allow direct download and printing of USGS maps (e.g., ww\v.topozone.com,
www.mapqucst.com, etc.).
Page 8 of 12
Cumulative impacts (linear distance in feet) to all streams on site: 475 if
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
indicate on ma)
Type of Impact* Area of
Impact
acres Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.
n/a

L

List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not. feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The stream bank on the south side needs to be repaired and restored to avoid continued
sedimentation and future destruction of the properties. Restoring the channel to the pre-
storm conditions and stabilizing the stream banks will provide the appropriate protection
against future high water storm events. Access for this repair work is along J.H. McLean
Road When at all possible, equipment will be kept out of the stream channel and stream
crossings will be minimized. Temporary and permanent herbaceous vegetation shall be
planted on all bare soils within 15 days of ground disturbing activities.
Page 9 of 12
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http:Hh2o.enr.state.nc.us/ncwetiands/stnnlide.htm1.
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.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at httn://h2o.enr.state.nc.tis/wig/index.htnti If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Page 10 of 12
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or'North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 3'
2 1.5
Total
Page 11 of 12
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
n/a
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
n/a
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
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).
Due to Federal regulations regarding the use of EWP, funding construction of all EWP
work must be under construction by September of 2005.
1, 1VJr ' ' Jvss-ooicy. -?Jl /z 0 .
Applicant/Agent's Signature ate
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Property Owners for the Upper Watauga Site (Starting Upstream)
Pro a Owner Pin # Acreage Owner Address
Charles & Wanda Bryant 1878114575000 0.96 327 Wiggins Point Road, Oriental, NC 28571
Wade Fox 1878117777000 3.077 264 Fairview Road, Marion, NC 28752
Charles & Janet McLean 1878201718000 37.89 327 J.H. McLean Road, Banner Elk, NC 28604
Lora Mlean 1878207920000, 40.02 C/O Albert McLean, 1452 Hoyle Drive, Lenoir, NC 28645
i F

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401/404 PERMITTING PACKAGE
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UPPER WATAUGA SITE
WATAUGA COUNTY EWP
WATAUGA COUNTY, NORTH CAROLINA

McGill
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ASSOCIATES
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ASHEVILLE,NORTH CAROLINA

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STREAM REPAIRS & BANK STABILIZATION PLAN FOR
Upper Watauga Site
Watauga County, North Carolina

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Prepared by:
Prepared for
WATAUGA COUNTY
August 2005
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In conjunction with:
Soil & Environmental Consultants, PA
1-12

Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
1. PROJECT PURPOSE & DESCRIPTION
The purpose of this project is to stabilize and/or repair eroded and unstable stream banks
along the Watauga River that were impacted by flood flows l1-om Hurricanes Frances and
Ivan in September of 2004. The severely eroded stream banks consist of exposed soil on
moderate to steep slopes, which, if transported during another high flow event, could
block downstream culverts and bridges as well as cause increased erosion and
sedimentation in vulnerable Eligh Quality waters. As desired by the landowner(s) and
charged to us by Watauga County, NC, the proposed design is intended to reconstruct the
damaged bank as "close as possible" to the original pre-disturbance conditions. The
continued sedimentation occurring from this damaged site is an ongoing impact to the
downstream waters and its careful, quick repair is critical to protecting stream resources.
The work described in this Stream Repair and Bank Stabilization Plan (Repair Plan) is
urgent and compelling work under the National Resource Conservation Service (NRCS)
Emergency Watershed Protection (EWP) program to protect existing property and
structures. NRCS is the funding agency and Watauga County / Watauga Soil and Water
Conservation District (SWCD) is the sponsor and responsible party for the project. Work
on the site consists of repair and stabilization effort only, and is not considered natural
channel restoration or enhancement work. However, sonic methods and approaches
utilized in the proposed repairs are routinely applied in natural channel design efforts due
to their ability to protect channel banks from shear stresses and the resultant erosion.
All work in or near surface waters will be fully supervised by trained personnel from both
McGill Associates and Soil & Environmental Consultants (S&EC). This site is the only
damaged site selected for repair within Watauga County.

,I]

2. SITE DESCRIPTION
Upper Watauga Site - Watauga River (B, Tr, HQW Waters) - The repair site is
approximately 475 feet in length and is located along the Watauga River in Watauga
County, NC. This area is located adjacent to a driveway located off J.H. McLean Road
(which intersects NC Highway 105 approximately 0.5 miles from the site). This site is
located approximately 6.6 miles from the intersection of Highway 105 and Highway 221.
Please refer to repair plans for photographs, mapping, imagery, and details of existing site
conditions.
Approximately 475 feet of the right channel bank (left and right are referenced while
looking downstream) was severely damaged through bank erosion and soil loss. The
repair is located on property owned by Mr. Charles and Mrs. Janet McLean, Mr. Charles
and Mrs. Wanda Bryant, Ms. Lora McLean, and Mr. Wade Fox. Approximately 100-150
feet of the left batik was damaged at the upper section of the repair length.
Banks along the repair reach range in height from roughly 5 to 17 feet and are near
vertical in some locations. Based on a review of available mapping and imagery, the
2

I

I

Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
width of bank loss varies from 20 feet to as much as 32 feet along the repair reach. A
significant portion of the material required to repair the area is available via deposits on
site, but a significant portion of the required borrow material will have to be hauled to the
site.
Access to the site is not an issue since it is located off the failed portion of J.H. McLean
Road. Utilities must be located and marked by contractor prior to construction. The
disturbed area for the proposed repair and stabilization is 0.50 acres, and is exempt from
an Erosion Control Permit from Land Quality. The Upper Watauga site work described
in this plan will need to be permitted by the U.S. Army Corps of Engineers (Section 404
permit) and the NC Department of Environment and Natural Resources, Division of
Water Quality (Section 401 Water Quality Certification).
3. TECHNICAL REPAIR DESCRIPTION
In June 2005, members of our design team visited the repair site to gain an understanding
of current site conditions and perform a general site characterization. While on site, we
observed characteristics of the site and surrounding area, verified surface and channel
flow conditions, and observed existing property boundaries, select utilities, site
accessibility, and existing water conveyance structures. During this process, we observed
exposed eroded banks along the repair reach (which were caused by the hurricanes) to
typify failed bank height, slope, materials, vegetation, and general site conditions.
While on site, we also observed existing channel banks immediately upstream and
downstream of the repair area as well as the existing channel banks on the opposite side
of the watercourse (in most cases only one bank of the existing channel was damaged).
Utilizing GPS and total station equipment, we collected select site data to locate the
extent of the damage and characterize the existing conditions along the repair reach. We
field measured several bank cross-sections while on-site. The cross-sections location
were selected to typify the existing bank condition along the repair reach. We
photographed the project sites and prepared field notes for use in the preparation of our
design. A plan sketch of the existing site conditions along typical cross-sections, taken
along the repair reach, is shown in the Repair Plans.
After completing our field visit, we performed a preliminary review and evaluation of
available site mapping to include USGS 7.5 Minute Quad data, Digital Orthophoto Quad
(DOQ) data (1998), Color Infrared imagery (2004), Watauga County Soils Survey map
sheets, as well as other available map data. Using Arc-GIS (with available extensions)
and Digital Elevation Models (DEM) from the NC Floodplain Mapping Project, we
estimated the contributing drainage area (at the project site) at approximately 3.44 square
miles. We also researched available hydrologic and hydraulic data for the project site,
including a review and evaluation of available Regional Curve data (NCSU - Stream
Restoration Institute (SRI), Preliminary Mountain Curve) for incorporation into the repair
design process as applicable.
3
Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
Using the data collected during our field visit, we developed a rough site sketch defining
existing conditions with annotated hand notes, descriptions, and repair recommendations.
These notes were later refined for use in the development of our repair "concept" for the
site roughly defining the locations, sizes, and types of modifications and features
proposed for construction at the site.
In addition to the Existing Site Plan, we also developed our Proposed Repair Plan
1 including plan view, typical repaired bank cross-sections, construction details for typical
site features, technical construction specifications, and planting recommendations for the
recommended repairs.
4. DESIGN CONSIDERATIONS
' As described in our technical proposal, we considered a range of possible repair
alternatives for the Upper Watauga Site. These repair alternatives included: 1) Repair-in-
Place Only, 2) Repair-in-Place augmented with In-Stream Structures, 3) Stream
Restoration - "Natural Channel Design."
As our understanding of this site has increased, and in an effort to streamline the
approach to repairs, we further developed these repair alternatives. In our design
development, we strived to utilize techniques which would be simple and understandable
to a "typical" general contractor (reducing the need for specialty contractors) and which
t could be easily modified or refined in the field by the designer (or contractor) based on
site conditions encountered during construction. It was also our intent that repair and
stabilization methods would be constructed with commonly used and readily available
construction materials.
Recommended repairs have been designed with robust methods to withstand typical
S channel discharges and erosive channel forces. One commonly observed approach to
such bank repairs includes a complete lining of repaired banks with large boulders or
riprap. It is our opinion that such an approach would be undesirable for three main
reasons. 1.) These repairs do not take into account the primary reason for the damage in
the first place, that of excessive shear stresses on the bank and tend to serve as a "band-
aid" approach to bank repairs. 2.) Such repairs utilize excessive volumes of rock
resulting in considerably high repair costs. 3.) The placement of large volumes of rock
for continuous lengths in effect "armors" the banks and fails to provide the desired
1 (reconstructed) habitat that previously occurred naturally within the system (boulder,
cobble, gravel substrate materials) bed and banks. Such habitat is key to a variety of
aquatic species.
Our selected repair alternative for the site includes repairing the failed banks back to
their pre-disturbance location (through fill placement) and augmenting the repair with in-
stream structures. The proposed repair plan calls for the utilization of off-site borrow
materials (where necessary), including riverbed borrow consisting of sand, gravel,
cobble, and small boulders, for the reconstruction of the lower bank zone. Elevations
1
1 4
Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
' Watauga County McGill Associates, P.A.
above the lower bank zone will be constructed utilizing varying fill materials including
both riverbed borrow and other suitable borrow sources.
Based on the observed (and measured) condition of the failed bank and the amount of
' disturbance that has occurred, the bank repair alone (without supplemental in-stream
structure reinforcement) would likely be insufficient to withstand future flood flows. The
installation of in-stream rock (boulder) structures will reduce near bank stresses along the
r repair reach to protect the rebuilt banks. Additionally, our repair also calls for the
installation of toe stabilization as necessary along the reach in areas of excessive scour to
tie-in to existing stabile banks. The designer may also designate other areas requiring toe
stabilization at the time of construction.
This approach to bank repairs will improve the overall potential for the success of the
repair. The installation of structures will protect channel banks with a significantly
smaller rock volume (when compared to bank lining) thereby reducing overall repair
costs. One additional benefit to this type of repair is the replacement of a natural (less
structural) repair that is more appropriate for the reach and generally more aesthetically
desirable.
5. PROPOSED REPAIR PLAN
During our evaluation of the site, infrared imagery (2004) was used to estimate the pre-
disturbance location of the "channel bank." This location was then used to develop a
repaired bank location as shown in our Repair Plan. Typical cross-sections for the repair
' were then developed to depict proposed repair characteristics including but not limited to
slopes and slope breaks, stabilization methods, and planting recommendations.
NOTES:
1. Our repair plan is designed to repair and stabilize the banks along the subject
reach and is not considered natural channel restoration or enhancement work. In
addition, while consideration was given to select characteristics of the channel, it
should be recognized that a complete morphological evaluation of the repair
reach was not performed nor does this report (or repair) represent such an
evaluation. However, some methods and approaches utilized in the proposed
repairs are routinely applied in natural channel design efforts due to their ability
' to protect channel banks fronn shear stresses and the resultant erosion.
2. It should be noted that this "channel bank" location and the resultant "channel
width" is not to be considered the banlfull channel edge or bankfull width (as is
routinely described in Natural Channel Design Methodology), nor should it be
considered the "edge of water" as this location will differ for various reasons. It
' is however, a rough interpretation (estimate) of the pre-existing channel bank
location based on the best available pre-dannage site and mapping data,
discussions with landowners, observation of undisturbed channel segments

Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
t
intntediately upstream acid/or downstream of the site, and experience on sintilar
projects.
3. Due to previous alterations of the channel including but not limited to bridge
construction, bank grading, the construction of flood levees, and in-channel
quarry operations, channel banks, widths, and slopes have been modified
considerably. In turn, the identification of the "natural" condition (dimension,
pattern, and profile) of the channel is often difficult or indeterminate.
For comparison purposes, we attempted to confirm our "channel bank" location by
comparing the resultant "channel width" to available Regional Curve data. Based on a
review of site data (upstream and/or downstream) and our estimated "channel bank"
location, we estimated the pre-disturbance "channel width" at approximately 37 feet. We
compared this "channel width" to estimated bankfull width as determined from available
(preliminary) mountain Regional Curve data (SRI) for the appropriate drainage area. The
regional curve indicates a bankfull width of approximately 33.2 feet based on a drainage
' area of 3.44 square miles. Based on this comparison it is our opinion that the estimated
pre-disturbance "channel location" is appropriate.
As shown on the attached repair plans and design details, we recommend that the
repaired slope be reconstructed and backfilled with excavated channel material (or
deposited material recovered from the floodplain), available on-site or off-site earth fill,
and in some cases imported stone aggregate. The location of the toe of the repaired slope
will be field determined to allow for the development of a typical repair application along
the reach. Our Repair Plan calls for the incorporation of a single repair option, Option 3.
' See the proposed repair cross-sections depicted in the Repair Plan.
Repair Option 3
For Repair Option 3, our design has divided the repaired bank into three bank
zones, Upper, Mid-, and Lower for the purposes of slope, stabilization measures,
and planting recommendations. The Lower Bank Zone will tie into the Mid-Bank
Zone as depicted on the Repair Plan.
Grading & Stabilization
We recommend that the Lower Bank Zone be graded (or constructed) with the
previously described materials at a slope not in excess of 1H:1V to the
approximate elevations described in the repair cross-section. As this zone is
' within the "active channel", we recommend that it be lined with CF-7 (coir fiber)
erosion control matting (or equivalent) and backfilled with coarse (bed) material.
This zone should be over seeded with the appropriate temporary and permanent
' grasses for the season.
The Mid-Bank Zone should be similarly graded (or constructed) with the
previously described materials at a slope not in excess of 1H:1V to the

t

Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
approximate elevations described in the repair cross-section. As this zone is out
of the "active channel" we recommend that it be lined with excelsior (wood fiber)
erosion control matting (or equivalent), planted with select shrubs and trees (bare
root or containerized specimen) of the species and density described in the
planting details. This zone should also be similarly over seeded with erosion
control grasses. Where possible, transplanting of woody vegetation from on-site,
including root mats, will be performed to assist in the stabilization of banks within
Mid-Bank Zone.
NOTES:
1. The repair cross-sections shown are used to describe the repair cross-
section are typical and intended to describe existing and repaired bank
conditions at a location coincident with the measured field cross-section.
2. The vertical datum to which this is applied (existing top of bank) and the
vertical and horizontal distances depicted in the repair cross-section are
typical, however, there will be some variation and should therefore be
verified and adjusted as necessary along the length of the repair reach.
The Upper Bank Zone should be graded (or constructed) with the previously
described materials such that it blends the Mid-Bank Zone with the surrounding
floodplain grade to the approximate elevations described in the repair cross-
section. As this zone is out of the "active channel", we recommend that it be
lined with excelsior (wood fiber) erosion control matting (or equivalent), and
planted with select tree (bare root or containerized specimen) of the species and
density described in the planting details. This zone should also be similarly over
seeded with erosion control grasses.
In-channel Structures
As previously described, we recommend that the repaired channel banks be
augmented with in-channel structures including rock (boulder) J-hook and rock
cross-vanes. These structures will be utilized to reinforce and stabilize the
proposed bank repairs. All structures will be constructed out of natural materials
typically consisting of locally quarried boulders. The upstream side of these
structures will be lined with a non-woven fabric and backfilled with excavated
channel material and in some cases imported stone (off-site river bed borrow
materials or other available coarse aggregate if approved by the designer) to
improve stability and reduce the potential for piping.
These in-stream structures concentrate stream energy toward the center of the
channel and away from the near-bank areas. In doing so, the structure reduces
shear stress along the banks and prevents bank erosion. (In this case, such
structures allow for an additional measure of protection of the repaired bank until
vegetation can take hold). This approach would also likely reduce the overall
7
Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
volume of stream stabilization material that must be hauled to the site and reduce
costs for the overall repair.
The attached Repair Plan generally describes the number and type of in-channel
structures to be installed. The designer will determine the exact spacing, length,
and location of the in-channel structures at the time of construction. For planning
purposes, we estimate that a minimum of three (3) rock (boulder) J-hook and two
(2) rock cross-vane structures will be installed along the repair reach. A detail of
a J-hook and cross-vane structures are shown in the Construction Drawings.
I Toe Stabilization Measures
Depending on conditions encountered during construction, occasions may arise
t where supplemental stabilization of the bank toe is necessary. Where such
conditions are encountered, banks would be reconstructed using rows of large
boulders along the newly defined toe of the repaired bank. Footer rocks
(boulders) and toe rocks (boulders) will be installed as shown in the details. In
these cases, the landward side of these structures will be lined with a non-woven
geotextile fabric and backfilled with suitable material (off-site river bed borrow
materials or other available coarse aggregate if approved by the designer). This
material combination in conjunction with a more suitable slope (likely not in
' excess of 1H:1V) will improve stability and reduce the potential for future scour
and piping (and resulting failure).
The designer will determine the exact location and extent of toe stabilization
measures at the time of construction. However, areas typically in need of such
supplemental protection include areas of existing scour (where sub-grade
reconstruction would be difficult), near existing large diameter trees (having
experienced undercutting) which are to be maintained, and at the upstream and
downstream repair limits (where tie-in to undisturbed banks is needed). For
planning purposes, we have estimated that 400 linear feet of the repaired banks
will require toe stabilization measures. A detail of a typical toe stabilization
structure is shown in the Construction Drawings. Approximately 100 feet of the
toe stabilization efforts will be utilized on the left side of the stream (looking
downstream) at the upper end of the repair length and the balance of the efforts
will be utilized on the right bank along the primary failure zone.
Bank Plantings
A riparian buffer area will be established along the repaired channel bank as part
of the proposed Repair Plan. The riparian zone will include all three Bank Zones
(Lower, Mid-, and Upper). These areas will be seeded and planted with the
appropriate native riparian vegetation and will provide channel stability and
treatment of surface waters traveling laterally through the buffer.
E

Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
Species will consist primarily of native trees and shrubs. The repaired bank will
be planted with the appropriate channel bank species in the form of live stakes,
bare-root seedlings (and containerized plants), and transplants where available.
Native trees and shrubs that are available elsewhere on-site will be removed with
as much of the root ball intact and transplanted adjacent to the restored channel or
in the floodplain. The majority of the planting efforts (with the exception of site
transplants) should be delayed until the fall season to increase survivability.
' Vegetation will be supplied by locally identified plant sources or purchased from
local, reputable nurseries. Other sources, outside of the local area, may be used
depending on the availability of plant material and as approved by the designer.
' Tree species individuals will be planted randomly at an 8 ft. by 8 ft. spacing in
order to ensure a desired planting density of 680 stems per acre. This will
increase the potential for the desired 5-year survivability density of at least 260
stems per acre. The planting plan will include a minimum of five of the nine tree
species listed in the planting schedule. Plants shall be installed as shown in the
planting details. Tree protection shelters shall be installed on all planted bare-root
seedlings.
Shrub species will be planted at a higher density and closer spacing (6 ft. by 6 ft.) to
achieve a desired planting density of approximately 1,200 shrubs per acre, in order
to improve potential for the desired 5-year survivability. The planting plan will
include a minimum of three of the seven shrubs listed in the planting schedule.
Live stakes are specified and will be planted on a spacing of 3 ft. by 3ft.
consisting of Black Willow, Silky Willow, and Silky Dogwood species randomly
intermixed. Live stakes will be cut and installed as shown in the planting details.

I
1

A representative of S&EC will be on site to observe and direct planting efforts
associated with the buffer restoration. The designer must approve substitution of
tree, shrub, and live stake species in advance.
Temporary and/or permanent seeding measures (German millet, rye grass, or the
most appropriate erosion control grass as dictated by the season or region) will be
applied to areas disturbed during grading operations to allow for localized
stabilization while riparian species establish themselves.
Construction Drawings for the proposed Stream Repair and Bank Stabilization Plan
including the existing site conditions, the proposed repairs, a construction sequence,
repair cross-sections, structure details, erosion and sediment control details, and a
planting schedule and details are attached. Technical Specifications are also attached.
6. REGULATORY REQUIREMENTS
401 WATER QUALITY CERTIFICATION (Mandatory Requirement based on expected
Certification conditions) - The following mandatory conditions apply to all repair sites:
9
Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
1. Erosion & Sediment Control Practices
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 Plan?ung 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.
2. 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.
3. 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.
' 4. 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.

1 10

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Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
5. 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, unless authorized under Division of Land Resources Erosion
and Sediment Control approval. 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.
6. 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.
7. The channel must 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. Streambed materials are unstable
in flowing-water situations and are unsuitable for bank stabilization. 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.
8. 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 streambed materials are available.
Berms are not permitted because they block the floodplain, constrict and
accelerate flood flows, and often fail or impede drainage during large flood
events.
9. 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.
11
Upper Watauga - Stream Repairs & Bank Stabilization Plan August 2005
Watauga County McGill Associates, P.A.
10. 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.
11. As long-term stream stability is a concern with this type of work, it is strongly
recommended that woody vegetation be established along stream banks where
possible. Any riparian vegetation planting should be performed in accordance
with the Guidelines for Riparian Buffer Restoration.
(littn://h2o.enr.state.nc.us/wrp/pdfibuffers.pdf )
12. Monitoring - The Permittee shall examine the stabilization work done under
this Certification on an annual basis for three (3) years following the
' completion of the restoration efforts. This field evaluation should note the
condition and stability of the measures installed and how well the repair is
holding up. A written report must be provided to DWQ's Asheville Regional
Office by June 1S` of each year. The report must describe inspection results,
include digital photographs, list the date of inspection, and describe any
needed repairs or corrections.
13. The Permittee will provide on-site supervision of stability work including, but
not limited to bank re-sloping, in-stream structure placement, and riparian
zone re-establishment by an appropriately trained individual.

14. If pasture along the stream is to be used for grazing, the Permittee must
inform the appropriate landowners that cattle should be prohibited from
damaging riparian areas and from de-stabilizing the stream banks and channel.
15. Diffuse Flow - All constructed storm water 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.
1 16. Water Quality Certification Notifications - The Permittee must provide a copy
of this issued Water Quality Certification and attached cover letter to each
property owner where the approved work will be performed.
' 17. Turbidity Standard - The turbidity standard (Nephelometric Turbidity Units)
shall not be exceeded as described in 15A NCAC 213 .0200. Appropriate
' sediment and erosion control practices must be used to meet this standard.
Finally, pending receipt of a final 404 Permit and 401 Certification, copies of these issued
documents and the associated conditions and comments provided by commenting
vailable) will be included in all final contractor packages that will be
h
i
en a
es (w
agenc
used for construction of the repairs. All regulatory requirements and the measures
outlined in this document will be fully discussed with the chosen contractor and the
1 inspectors for McGill Associates and S&EC before any construction begins. During
actual construction, inspectors will direct contractors to observe and apply good
construction practices and the requirements described in this document.
12

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CROSS-SECTIONS

Upper Watauga Site Cross-section 1
Existin g
x-10
Sta Elev.
0 103.98
28.6 102.21
38.39 99.69
47.85 100.24
52.07 100.51
56.42 102.11
60.75 103.08
66.38 102.5 0 103.98
70.62 101.95 59.508 103.37
75.33 102.47 64.468 102.59
80.9 103.77 71.858 101.73
85.63 102.32 78.028 101.28
91.57 100.78 84.838 101.3
94.28 99.96 89.808 102.31
97.22 100.36 91.968 103.02
101.95 100.82 93.238 103.6
103.33 101.42 97.828 103.92
108.09 103.2 116.1 105.75
116.1 105.75
Typical Cross-section (Cross-section 1)
Upper Watauga Site
107
106
105
$ 104
0 103
102
101
w 100
99
98
..
LOOKING
D
OWNSTREAM

0 20 40 60
Station (ft.)
-?- Existing
Proposed
80 100 120
Upper Watauga Site Cross-section 2
0 98.02
8.18 98.33
21.48 96.86
27.82 97.66
38.21 97.51
42.44 97.88
46.33 96.91 0 98.44
50.39 95.88 23.39 98.44
54.46 95.14 28.35 97.66
59.19 95.03 35.74 96.8
62.05 95.66 41.91 96.35
64.41 96.77 48.72 96.37
69.32 100.59 53.69 97.38
72.79 103.61 55.85 98.09
76.07 111.28 69.955 111.6
72.955 111.6 72.955 111.6
83.955 111.6 69.955 111.6
115
110
r 105
O
> 100
a?
Fu
95
90
0
Typical Cross-section (Cross-section 2)
Upper Watauga Site LOCATION OF
RESTORED ROAD
LOOKING
DOWNSTREAM f
i
20 40 60 80 100
Station (ft.)
0 Existing
Proposed
-B- Road
10.08 96.01
23.68 95.75
35.37 95.33
41.09 95.27
47.99 94.8
53.92 94.45 0 97.02
59.1 94.94 10.08 96.01
61.28 95.59 14.71 95.79
67.82 97.95 19.67 95.01
71.23 100.84 27.06 94.15
73.57 106.5 33.23 93.7
76.4 108.01 40.04 93.72
78.51 110.29 45.01 94.73
93.92 110.16 58.032 106.65
61.032 106.65 58.032 106.65
Typical Cross-section (Cross-section 3)
Upper Watauga Site
115 LOCATIO

RESTORED
LOOKING

110 J
DOWNSTREAM
- - - - -- - ---
$
=
1
05 I

1

-+- Existing
Proposed
> 100 - i f- Road
_d
W I
,
95 _
- -- . I
i
90
0 20 40 60 80 100
Station (ft.)
Upper Watauga Site Cross-section 3
Upper Watauga Site Cross-section 4
Existing Proposed Road Road Shoulder
x-10
Sta Elev. ` - ° Sta Elev. Sta Elev.
0 92.92 87.36 102 84.36 102
15.81 92.88
33.03 91.29
45.35 91.91
52.17 90.34 0 92.92
69.39 90.8 15.81 92.88
80.12 90.23 32.71 91.76
85.01 90.39 37.67 90.98
89.11 91.34 45.06 90.12
92.65 92.8 51.23 89.67
95.62 95.98 58.04 89.69
100.04 98.07 63.01 90.7
102.8 105.33 65.17 91.41
133.14 105.07 84.36 102
96.36 102 87.36 102
108
106
104
$ 102
c 100
0 98
> 96
j 94
92
90
88
Typical Cross-section (Cross-section 4)
Upper Watauga Site
0 20 40
60 80
Station (ft.)
+ Existing
Proposed
-? Road
100 120 140

I
TECHNICAL SPECIFICATIONS

TECHNICAL SPECIFICATIONS
FOR
STREAM REPAIRS & BANK
STABILIZATION PROJECTS
AUGUST, 2005
Prepared for:
Watauga County, NC

SEAL gi?z o 5
24993
D C F?
I
TECHNICAL SPECIFICATIONS TABLE OF CONTENTS
TITLE PAGE
TABLE OF CONTENTS
SECTION 1 - GENERAL REQUIREMENTS
6.4 FILL MATERIALS
6.5 PREPARATION
6.6 BACKFILLING, FILLING, AND SURFACE
PREPARATION
6.7 COMPACTION AND QUALITY CONTROL
6.8 PROTECTION OF FINISHED WORK
6.9 TOLERANCES
SECTION 7 - CHANNEL PROTECTIVE LININGS AND IN-
STREAM STRUCTURES
7.1 SECTION INCLUDES
7.2 MEASUREMENT AND PAYMENT
7.3 REFERENCES
7.4 GENERAL
7.5 MATERIALS
7.6 IN-STREAM STRUCTURES & TOE
STABILIZATION
7.7 CHANNEL PROTECTIVE LININGS
7.8 SLOPE PROTECTION
SECTION 8 - STREAM BANK PLANTING
8.1 SECTION INCLUDES
8.2 MEASUREMENT AND PAYMENT
8.3 REFERENCES
8.4 GENERAL
8.5 LIVE STAKES
8.6 PLANT SUBSTITUTION
8.7 PLANTING PREPARATION
8.8 STREAM BANK PLANTING
8.9 PLANTING PERIODS
8.10 REMOVAL OF NUISANCE VEGETATION
8.11 WATER FOR PLANTINGS
8.12 SUBMITTALS
SECTION 9 - BUFFER PLANTING
9.1 SECTION INCLUDES
9.2 MEASUREMENT AND PAYMENT
9.3 REFERENCES
9.4 GENERAL
9.5 CONTAINER GROWN PLANTS
9.6 BARE ROOT PLANTS
9.7 PLANT SUBSTITUTION
9.8 PLANTING PREPARATION
9.9 PLANTING PERIODS
9.10 REMOVAL OF NUISANCE VEGETATION
9.11 WATER FOR PLANTINGS
9.12 SUBMITTALS
SECTION 1 0 - PERMANENT SEEDING
10.1 SECTION INCLUDES
10.2 MEASUREMENT AND PAYMENT
10.3 REFERENCES
10.4 GENERAL
10.5 SEEDBED PREPARATION
10.6 SEEDING
10.7 SEEDING DATES
6
6
6
6
7
7
1.1 SECTION INCLUDES
1.2 SUMMARY OF WORK 1
1.3 WORKFORCE EXPERIENCE 1
1.4 SPECIFIC EQUIPMENT REQUIREMENTS 1
1.5 MEASUREMENT AND PAYMENT I
SECTION 2 - TEMPORARY FACILITIES 1
2.1 SECTION INCLUDES 1
2.2 MEASUREMENT AND PAYMENT 1
2.3 TEMPORARY SANITARY FACILITIES 1
2.4 BARRIERS 1
2.5 TRAFFIC CONTROL 1
2.6 STAGING AREA 1
2.7 COORDINATION WITH OWNER AND OTHER
CONTRACTORS 2
2.8 PROTECTION OF EXISTING FACILITIES,
STRUCTURES, AND SERVICES 2
2.9 PROTECTION OF INSTALLED WORK 2
2.10 PROGRESS CLEANING & WASTE REMOVAL 2
2.11 EROSION CONTROL 2
2.12 FINAL CLEANING 2
SECTION 3 - QUALITY CONTROL 3
3.1 SECTION INCLUDES 3
3.2 MEASUREMENT AND PAYMENT 3
3.3 REFERENCES 3
3.4 CONSTRUCTION OBSERVATION 3
3.5 PLANTING OBSERVATION 3
SECTION 4 - SITE PREPARATION 4
4.1 SECTION INCLUDES 4
4.2 MEASUREMENT AND PAYMENT 4
4.3 UTILITY LOCATION AND PROTECTION 4
4.4 SEDIMENTATION AND EROSION CONTROL 4
4.5 CONSTRUCTION LAYOUT 4
4.6 CLEARING, GRUBBING, AND STRIPPING 4
4.7 DEWATERING 4
SECTION 5 - EXCAVATION 5
5.1 SECTION INCLUDES 5
5.2 MEASUREMENT AND PAYMENT 5
5.3 REFERENCES 5
5.4 PREPARATION 5
5.5 EXCAVATING 5
5.6 PLANTING PREPARATION 5
5.7 TOLERANCES 5
SECTION 6 - FILLING, BACKFILLING AND COMPACTION 6
6.1 SECTION INCLUDES 6
6.2 MEASUREMENT AND PAYMENT 6
6.3 REFERENCES 6
I1
7
7
7
7
7
7
8
9
9
10
10
10
10
10
10
10
10
10
10
10
10
11
11
12
12
12
12
12
12
12
12
13
13
13
13
13
13
13
13
10.8 SOIL AMENDMENTS 13 11.5 SILT FENCE 14
10.9 MULCH 13 11.6 TEMPORARY SEEDING 14
SECTION 11 - SEDIMENT & EROSION CONTROL 14 SECTION 12 - SITE MAINTENANCE 15
11
1 SECTION INCLUDES 14 12.1 SECTION INCLUDES 15
.
11.2 MEASUREMENT AND PAYMENT 14 12.2 MEASUREMENT AND PAYMENT 15
11.3 REFERENCES 14 12.3 EXECUTION 15
11.4 MATERIALS 14
111
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SECTION 1 -GENERAL REQUIREMENTS
1.1 SECTION INCLUDES
General requirements and information related to the work including,
summary of work, measurement and payment, and reference to
SPECIAL CONTRACT PROVISIONS.
1.2 SUMMARY OF WORK
The Watauga County Stream Repairs and Bank Stabilization project
consists of the earthwork construction of repaired and stabilized
channel banks, in-channel structure installation, toe stabilization,
and/or planting of the repaired channel banks and surrounding buffer
area. Refer to the Construction Drawings and to these Specifications
for project details.
1.3 WORKFORCE EXPERIENCE
The Contractor is required to have the appropriately experienced
personnel on-site to operate equipment and insure that the construction
sequence and installation procedures are followed as determined by the
Engineer. Contractor personnel should be familiar with stream repair
and bank stabilization techniques and the correct method of installing
in-stream structures (i.e. rock cross-vanes).
1.4 SPECIFIC EQUIPMENT REQUIREMENTS
The Contractor is required to have at a minimum two excavators with
hydraulic thumbs during the entire course of construction unless
otherwise approved by the Engineer. The hydraulic excavators must be
of sufficient size to lift, manipulate, and install boulders larger than 5-
foot by 4-foot by 3-foot (a maximum of 6 tons).
1.5 MEASUREMENT AND PAYMENT
All measurement and payment for services performed shall be as
indicated in the SPECIAL CONTRACT PROVISIONS. As such, they
are not defined in these technical Specifications.
END OF SECTION
SECTION 2 - TEMPORARY FACILITIES
2.1 SECTION INCLUDES
Required temporary facilities including site access, temporary sanitary
facilities, barriers, traffic control, construction staging area, Contractor
coordination, protection of existing facilities and installed work,
erosion control measures, and general site cleaning.
2.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
2.3 TEMPORARY SANITARY FACILITIES
Provide and maintain required sanitary facilities and enclosures. No
permanent sanitary facilities exist at the project site.
2.4 BARRIERS
Provide barriers to prevent unauthorized entry to construction areas, to
allow for Owner and Engineer access to site, and to protect existing
structures and adjacent properties from damage due to construction
operations.
2.5 TRAFFIC CONTROL
Provide traffic control as required to protect the public safety.
Conform to all requirements of State, County, City, or local laws and
requirements for traffic control. Conformance with Contract
Documents does not relieve the Contractor from responsibility for
public safety. Construction operations may be underway on adjoining
portions of the site.
2.6 STAGING AREA
The Owner will designate an area for staging of Contractor's
equipment and construction materials for the duration of construction.
This area shall be maintained so as to provide a sightly appearance and
a safe working environment. No other area shall be used for this
purpose without the approval of the Owner.
Storage of oil or fuel shall be confined to the construction staging area.
Refueling of all vehicles and equipment shall occur only in the staging
area. Refueling of non-mobile equipment located outside of the staging
area will be allowed with Owner approval. No refueling shall occur
within fifty feet of the channel or any other surface water or wetland.
The Contractor shall take appropriate measures to ensure safe fueling
procedures are followed.
Contractor shall provide appropriate spill prevention measures. The
Contractor shall provide a spill containment plan for both the staging
area and the construction area. The plan shall include prevention,
containment, and control of fuel or oil spillage from equipment storage,
refueling, maintenance, and operation on-site. The plan shall address
both mobile and non-mobile equipment used during construction.
Emergency spill cleanup equipment for oil and fuel spills shall be
stored on-site. The Contractor shall notify the Owner and all
applicable agencies within 24 hours of any spill.
Stream Repairs & Bank Stabilization Page 1 Technical Specifications
Watauga County Stream Repairs August 2005

2.7 COORDINATION WITH OWNER AND OTHER
CONTRACTORS
Perform coordination with Owner and schedule work to ensure limited
disruption of daily operations. Obtain approval from Owner prior to
' the disruption of any access to site utilities, structures, or locations.
Coordinate the disruption of any utility services without regard to
duration. Provide continuous represcntation/point of contact for
Owner during all site activities. Access to construction-site shall be
limited to the entrance designated on the plans. Only access points
approved by the Owner shall be used during construction.
I 2.8 PROTECTION OF EXISTING FACILITIES, STRUCTURES,
AND SERVICES
The project vicinity, including existing access routes, will continue to
be used for daily operations by Owner and other contractors throughout
the duration of the construction. The Contractor shall protect existing
facilities, structures, and services throughout the duration of
construction and provide special protection where specified in
individual specification sections. Provide temporary and removable
protection for existing structures and services.
Control activity in immediate vicinity of facilities, structures, and
services to prevent damage. Any facility, structure, or services
disturbed or damaged, either intentionally or unintentionally, shall be
removed and reinstalled or repaired to the Owner's satisfaction.
Repairs to or replacement of facilities, structures, or services shall be
performed at the expense of the Contractor. Repairs and/or
replacement shall occur without additional cost to the Owner.

1

2.9 PROTECTION OF INSTALLED WORK
Protect installed work and provide special protection where specified in
individual specification sections. Provide temporary and removable
protection for installed work and products. Control activity in
immediate work area to prevent damage. Any installed work disturbed
or damaged, shall be removed and reinstalled or repaired to the
Engineer's satisfaction. Repairs to or replacement of installed work
shall be performed at the expense of the Contractor. Repairs and
replacement shall occur without additional cost to the Owner.
2.10 PROGRESS CLEANING AND WASTE REMOVAL
Maintain areas free of waste materials, debris, and rubbish. Maintain
site in a clean and orderly condition. Collect and remove waste
materials, debris, and rubbish from site daily and dispose off site.
Remove temporary utilities, equipment, facilities, and materials prior to
Final Application for Payment inspection. Restore existing facilities
used during construction to original condition.
2.11 EROSION CONTROL
Contractor shall be responsible for preventing erosion on the site and
sedimentation off the site. Methods shall be employed as
recommended in the North Carolina Erosion and Sediment Control
Planning and Design Afanual, latest edition.
2.12 FINAL CLEANING
Execute final cleaning prior to final project assessment. Clean site and
all installed work. Remove waste and surplus construction materials,
rubbish, and construction facilities from the site.
END OF SECTION
Stream Repairs & Bank Stabilization Page 2 Technical Specifications
' Watauga County Stream Repairs August 2005

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SECTION 3 - QUALITY CONTROL
3.1 SECTION INCLUDES
Observation of construction operations and buffer and stream bank
planting.
3.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS. Unless indicated
otherwise, the Owner will arrange and pay for initial planting
observation for quality assurance. Re-observation testing required
because of non-conformance to plans or Specifications shall be charged
against any money owed to Contractor. Contractor is encouraged to
perform quality control checks and testing at Contractor's expense to
reduce the possibility of rejected work.
1 3.3 REFERENCES
For products or workmanship specified by association, trade, or other
consensus, comply with requirements of the standard, except when
more rigid requirements are specified or are required by applicable
codes.

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F1
Conform to reference standard by date of issue on date of Contract
Documents, except where a specific date is established by code.
Section 6 (Filling, Backfilling, and Compaction) of these
Specifications.
Section 8 (Stream Bank Planting) of these Specifications.
Stream Repairs & Bank Stabilization Page 3
Watauga County Stream Repairs
Section 9 (Wetland and Buffer Planting) of these Specifications.
3.4 CONSTRUCTION OBSERVATION
The Owner has engaged the Engineer to observe construction
operations as required in these Specifications. Reports (either verbal or
written) shall be submitted concurrently to the Owner and Contractor,
indicating observations and indicating compliance or non-compliance
with Contract Documents.
Observation of construction operations does not relieve Contractor of
obligation to perform work to contract requirements. The Contractor
shall allow observation personnel access to materials and the
construction-site as required.
3.5 PLANTING OBSERVATION
The Owner has engaged the Engineer to observe stream bank and
buffer planting as required in these Specifications. Reports will be
submitted concurrently to the Owner and Contractor, indicating
observations and indicating compliance or non-compliance with
Contract Documents.
Observation of planting operations does not relieve Contractor of
obligation to perform work to contract requirements. The Contractor
shall allow observation personnel access to materials (see stream bank
plantings specified in Section 8) and the construction-site as required.
END OF SECTION
Technical Specifications
August 2005

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SECTION 4 - SITE PREPARATION
4.1 SECTION INCLUDES
Site preparation shall consist of utility location and protection, clearing,
grubbing and stripping of the work area, and construction of any
required temporary construction access routes and temporary sediment
and erosion control measures.
4.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
4.3 UTILITY LOCATION AND PROTECTION
The Contractor shall locate all existing utilities and mark them for
identification. Contractor shall provide means for protecting utilities
from any damage during site work. Repair of damaged utilities shall be
at the Contractor's expense. Coordination should be made with Owner
to locate and mark site specific utilities. NC ONE CALL (1-800-632-
4949)
4.4 SEDIMENTATION AND EROSION CONTROL
Contractor shall be responsible for preventing erosion on the site and
sedimentation off the site. Methods shall be employed as
recommended in the North Carolina Erosion and Sediment Control
Planning and Design Manual, latest edition.
The Contractor shall control sedimentation runoff with methods
approved by the Engineer during the course of construction of this
Project. Depending on the magnitude of the clearing and grubbing
associated with the project, an Erosion Control Plan may be required
Temporary erosion and sediment control measures shall be installed as
described in Section I I (Sediment & Erosion Control). The Contractor
shall conform to all the rules, regulations, laws, and ordinances of the
State of North Carolina, and of all other authorities having jurisdiction.
4.5 CONSTRUCTION LAYOUT
The construction layout may include, but will not necessarily be limited
to, channel disturbance limits, earthwork limits, and appropriate
grading values. The Contractor is responsible for the construction
surveying and layout. The Contractor is required to have a laser level
or other equivalent equipment available on-site during the entire period
of construction.
4.6 CLEARING, GRUBBING, AND STRIPPING
Conform to applicable codes for environmental requirements, disposal
of debris, and erosion and sedimentation control as described above.
Coordinate clearing work with utility owners and operators as
described above. Establish a schedule for daily removal of debris from
the site. Debris may not be stockpiled on-site. Clear areas required for
access to site and execution of work. Remove trees, stumps, other
wood, metal, or rubble debris within work areas.
Remove stumps, main root ball, and all roots with a diameter greater
than 2 inches. Leave area in a clean and neat condition. Grade site
surface daily to control the direction of channelized flow and prevent
free standing surface water.
In areas where bank repairs will be implemented, the existing top six
inches of soil should be removed and stockpiled prior to excavation,
construction, or reconstruction efforts.
4.7 DEWATERING
Comply with all rules, regulations, laws, and ordinances of the State of
North Carolina, and of all other authorities having jurisdiction.
Provide, without additional cost to the Owner, all labor, materials,
equipment, and services necessary to make the work comply with such
requirements. Install all barriers, erosion and sedimentation control
devices, silt fences, and other measures as required to prevent off-site
sedimentation.
Grade and ditch the site as necessary to direct surface runoff away from
open excavations and subgrade surfaces. All water drained from the
Work shall be disposed of in a manner that will not result in undue
interference with other work or damage adjacent properties, other
surfaces, structures, and utilities. All water due to the dewatering
operation shall be legally disposed of in accordance with all applicable
State and federal regulations and other applicable regulations.
Under no circumstances shall fill be placed in excavations containing
standing water without approval of the Engineer.
END OF SECTION
Stream Repairs and Bank Stabilization Page 4 Technical Specifications
Watauga County Stream Repairs August 2005
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SECTION 5 - EXCAVATION
5.1 SECTION INCLUDES
Provide all necessary equipment and labor to excavate for channel
restoration without damage or interruption of utility service.
5.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
5.3 REFERENCES
Occupational Safety and Health Administration - Construction
Standards for Excavations, 29 CFR Part 1926.650-.652.
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
5.4 PREPARATION
Locate, identify, and protect utilities from damage as described in
Section 4.3. Notify utility companies and coordinate for and/or install
protection of utilities.
5.5 EXCAVATING
Protect all utilities and structures that may be damaged by excavating
work.
In areas where stream and floodplain grading will be implemented, the
existing top six inches of soil should be removed and stored prior to
construction or reconstruction efforts.
Perform Work in accordance with Occupational Safety and Health
Administration (OSHA) - Construction Standards for Excavations, 29
CFR Part 1926.650-.652. Provide trench and excavation protection as
required. Slope banks with machine to stable slope or flatter until
shored. Grade top perimeter of excavation to prevent surface water
from draining into excavation. Where required to protect utilities,
perform excavation by hand.
Remove subsoil, boulders, and rock as directed by the Engineer.
Notify Engineer if subsurface conditions require excavation of larger
subsoil, boulders, and rock, and discontinue Work. Engineer may
direct adjustment in construction elevations. Adjustment of elevations
shall not be a basis for additional payment.
Correct areas over excavated in accordance with Section 6 (Filling,
Backfilling, and Compaction) and as shown in the Construction
Drawings. Stockpile select excavated material on-site for re-use in
backfill. Stockpile location shall be subject to Owner approval.
5.6 PLANTING PREPARATION
In areas where buffer planting will be implemented, the stockpiled
topsoil and/or off-site topsoil (as required), should be distributed in
preparation for restoration planting operations as described in
SECTION 7 (Channel Protective Linings and In-stream Structures) of
these Specifications. The Contractor is ultimately responsible for
establishing a suitable planting medium with a minimum depth of six
(6) inches.
All areas where topsoil is distributed shall be disked or harrowed to
ensure soil aeration and to increase the surface roughness prior to
planting.
5.7 TOLERANCES
Top surface of channel protective lining (where applicable): Plus or
minus one inch from required elevations.
Top surface of fill, backfill, and topsoil: Plus or minus one inch from
required elevations.
END OF SECTION
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SECTION 6 - FILLING, BACKFILLING AND COMPACTION
6.1 SECTION INCLUDES
Provide all necessary equipment and labor to perform filling,
backfilling, and compaction necessary for construction of repaired
channel banks, and other site work as shown on the Drawings without
damage or interruption of utility service.
Replacement of removed topsoil shall be as described in SECTION 5.6
(Planting Preparation) of these Specifications.
6.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
6.3 REFERENCES
ASTM D698 - Test Methods for Moisture-Density Relations of Soils
and Soil-Aggregate Mixtures, Using 5.5 lb. Rammer and 12-inch Drop.
ASTM D1556 - Test Method for Density of Soil in Place by the
Sand-Cone Method.
ASTM D2922 - Test Methods for Density of Soil and Soil-Aggregate
in Place by Nuclear Methods (Shallow Depth).
ASTM D3017 - Test Methods for Water Content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth).
ASTM D2487 - Classification of Soils for Engineering Purposes.
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
6.4 FILL MATERIALS
Soil excavated during construction and stockpiled may be re-used as
fill provided that it can be conditioned and compacted as specified.
Supplement or replace excavated soils with channel bed material or
ordinary fill as shown on the Drawings and as needed to complete
work. Fill for Lower-Bank Zone shall consist of channel bed material
from an approved borrow source. Ordinary fill for Mid-Bank and
Upper-Bank Zones shall be any soil classified as SM, SC, SP-SM, SP-
SC, SC-SM, SP, or SW under ASTM D2487 unless otherwise directed
by the Engineer.
If soil excavated during cut operations is not re-used, it shall be
removed from the site to an appropriate disposal facility at no
additional charge to Owner. The Contractor shall be responsible for
the payment of all fees associated with transportation and disposal of
unusable materials.
Suitable borrow material may be available within the vicinity of the
project site but must be identified by the Contractor and approved by
the Engineer.
6.5 PREPARATION
Compact subgrade to density requirements for subsequent backfill
materials. Cut out soft areas of subgrade not capable of compaction in
place. Backfill with ordinary fill material and compact to density equal
to or greater than requirements for subsequent fill material.
Stream Repairs and Bank Stabilization Page 6
Watauga County Stream Repairs
6.6 BACKFILLING, FILLING, AND SURFACE PREPARATION
Backfill areas to contours and elevations with unfrozen materials. Do
not backfill over porous, frozen, or spongy subgrade surfaces. Employ
a placement method that does not disturb or damage other work.
Make gradual grade changes. Blend slope into level areas. Place
backfill and fill in loose level lifts not to exceed six inches in thickness
before compaction. Make gradual grade changes. Blend slope into
level areas.
Earth fill in repaired channel banks and other structures shall be placed
so as to meet the following additional requirements:
a. The distribution of materials throughout each zone shall be
essentially uniform and the fill shall be free from lenses, pockets,
streaks, or layers of material differing substantially in texture or
gradation from the surrounding materials.
b. Backfill areas to contours and elevations with unfrozen materials.
Do not backfill over porous, frozen, or spongy subgrade surfaces.
Employ a placement method that does not disturb or damage other
work. Place backfill and fill in loose level lifts not to exceed six
inches in thickness before compaction. Make gradual grade
changes. Blend slope into level areas.
c. If the surface of any layer becomes too hard and smooth for proper
bond with the succeeding layer, it shall be scarified parallel to the
axis of the fill to a depth of not less than 2 inches before the next
layer is placed.
d. The top surfaces of embankments shall be maintained
approximately level during construction, except that a crown or
cross-slope of not less than 2% shall be maintained to insure
effective drainage, and except as otherwise specified for drain fill
zones.
e. Repaired channel banks shall be constructed so that the slope of
the bonding surfaces between embankment in place and
embankment to be placed is not steeper than 1 feet horizontal to 1
foot vertical, unless otherwise specified on the Contract Drawings.
New embankment material shall be benched into existing slope as
shown on the plans. Short bench levels shall be formed to a slope
of 1 H: IV or flatter, based on existing slope conditions as
determined by the Engineer at the time of construction, unless
otherwise specified on the Contract Drawings. Benching shall be
constructed in such a fashion as to inhibit the formation of
preferential planes of slope failure. The bonding surface of the
embankment in place shall be stripped of all loose material, and
shall be scarified, moistened and recompacted when the new fill is
placed against it as needed to insure a good bond with the new fill
and to obtain the specified moisture content and density in the
junction of the in-place and new fill. Any variation to this method
of tying new fill into the existing filled bank shall be determined
in the field at time of construction by the Engineer.
6.7 COMPACTION AND QUALITY CONTROL
For backfill operations, compaction shall be performed using tracked
equipment as directed by the Engineer. Compaction greater than that
provided by tracked equipment may be deemed necessary by the
Engineer based on-site or soil conditions. Provide compaction as
directed by the Engineer. Lift thickness shall not exceed 6".
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6.8 PROTECTION OF FINISHED WORK
Protect finished work. Reshape and re-compact fills subjected to
vehicular traffic or damaged by erosion.
6.9 TOLERANCES
Top surface of channel protection lining (where applicable): Plus or
minus one inch from required elevations.
Top surface of fill, backfill, and topsoil: Plus or minus one inch from
required elevations.
Top surface of floodplain (where applicable): Plus or minus one inch
from required elevations.
END OF SECTION
SECTION 7 - CHANNEL PROTECTIVE LININGS AND IN-
STREAM STRUCTURES
7.1 SECTION INCLUDES
Temporary and permanent channel erosion protective linings and in-
stream rock and log structures.
7.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
7.3 REFERENCES
The following specifications and methods form a part of this
Specification:
ASTM C88 - Standard Test Method for Soundness of Aggregates by
Use of Sodium Sulfate or Magnesium Sulfate
ASTM C127 - Standard Test Method for Specific Gravity and
Absorption of Coarse Aggregate
NCDOT - Standard Specifications for Roads and Structures.
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
7.4 GENERAL
A Channel Protective Lining has been selected along channel banks.
In-stream Structures will be installed to provide additional bank
protection where shown on the Drawings. Materials to be used in
Channel Protective Linings and the In-Stream Structures are specified
in this section.
Channel erosion protection linings shall be constructed of the materials
specified in this section and as shown on the Drawings. Linings shall
be laid true to the grade shown on the Drawings. Linings shall make a
smooth interface with the surrounding grade. Any portion of the lining
which has its grade or surface disturbed after placement shall be
repaired. Any portion thereof already in place which is found to be
defective or damaged shall be repaired or replaced, as directed by the
Engineer, without additional cost to the Owner.
The in-stream structures shall be constructed of the materials specified
in this section and as shown on the Drawings. Any portion of the
structure which is disturbed after placement shall be repaired. Any
portion of the structure found to be defective or damaged shall be
repaired or replaced, as directed by the Engineer, without additional
cost to the Owner.
7.5 MATERIALS
Materials include excelsior and coir fiber matting manufactured
especially for erosion control, Eco-Stakes, wire staples, nonwoven
geotextile, boulders, channel bed material, NCDOT Coarse Aggregate
Size #57, NCDOT Class A Erosion Control Stone, NCDOT Class B
Erosion Control Stone, NCDOT Class I Rip Rap (RipRap), and
NCDOT Class 2 Rip Rap (RipRap).
Matting for erosion control in areas other than stream banks with mild
slopes shall be excelsior matting. Excelsior matting shall consist of a
machine produced mat of curled wood excelsior that is a minimum of
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47 inches in width. The mat shall weigh 0.975 pounds per square yard
with a tolerance of plus or minus 10 percent. At least 80 percent of the
individual excelsior fibers shall be 6 inches or more in length. The
excelsior fibers shall be evenly distributed over the entire area of the
blanket. One side of the excelsior matting shall be covered with an
extruded plastic mesh. The mesh size for the plastic shall be a
maximum of 1" x 1" square. Matting for erosion control shall not be
dyed, bleached, or otherwise treated in a manner that will result in
toxicity to vegetation. Other acceptable material manufactured
especially for erosion control may be used when approved by the
Engineer in writing before being used.
Erosion control matting for stream banks shall be CF 7 coir matting.
Matting shall be 100% coir fiber. Minimum Specifications for coir
matting as follows:
Weight
Thickness
Water Velocity
Grab/Elongation (Dry)
Manning's n
Max Shear Stress
20.6 oz/yd2 (700 g/m2) ASTM-133776
6.34 mm
10 ft/s
I I5.81bs/23.9% MD ASTM-134594
54. l lbs/33.5% XD
0.0294
4.46 lb/ft'
Nonwoven Gcotextile: Gcotextile shall be a nonwoven fabric with a
minimum weight of 12 ounces per square yard (ASTM D3776), a
minimum grab strength in either direction of 180 pounds (ASTM
D4632), a minimum puncture resistance of (ASTM D4833) of 85
pounds, and permeability of (ASTM D4491) greater than 0.2 cm/scc.
Fabric meeting these Specifications shall still be subject to approval or
rejection by the Engineer. At the time of installation, the fabric will be
rejected if it has defects, rips, holes, flaws, deterioration, or damage
incurred during the manufacture, transportation, or storage.
NCDOT Coarse Aggregate Size #57: Shall conform to gradation
requirements of Table 1005-1, NCDOT Specifications.
NCDOT Class A Erosion Control Stone: 2 to 6-inch, widely graded,
durable, crushed stone conforming to applicable NCDOT standards
(No more than 5% of the material fumished can be less than the
minimum size specified, nor more than 10% of the material can exceed
the maximum size specified). Concrete rubble shall not be used.
NCDOT Class B Erosion Control Stone: 5 to 12-inch, widely graded,
durable, crushed stone conforming to applicable NCDOT standards
(No more than 5% of the material furnished can be less than the
minimum size specified, nor more than 10% of the material can exceed
the maximum size specified). Concrete rubble shall not be used.
NCDOT Class 1 Rip Rap (RipRap): 5 to 17-inch, widely graded,
durable, crushed stone conforming to applicable NCDOT standards.
The stone shall vary in weight from 5 to 200 pounds with 30%
weighing a minimum of 60 pounds each and 10% weighing a minimum
of 15 pounds each. (No more than 5% of the material furnished can be
less than the minimum size specified, nor can more than 10% of the
material exceed the maximum size specified). The rock fragments shall
be angular to subrounded in shape. Concrete rubble shall not be used.
NCDOT Class 2 Rip Rap (RipRap): 9 to 23-inch, widely graded,
durable, crushed stone conforming to applicable NCDOT standards.
The stone shall vary in weight from 25 to 250 pounds and 60% shall
weigh a minimum of 100 pounds each. (No more than 5% of the
material fumished can be less than the minimum size specified, nor can
more than 10% of the material exceed the maximum size specified).
The rock fragments shall be angular to subrounded in shape. Concrete
rubble shall not be used.
Boulders (Toe Stabilization and Footer Rocks): Boulders of
approximate dimension 6' x 3' x 2' shall be individually picked by
Contractor from the quarry or the on-site stockpile for use in in-stream
structure construction. Boulders as small as 4' x 2' x 2' may be used;
however, they shall not constitute more than 30% of the total boulders.
Boulders shall be relatively flat on either side in the same dimension,
preferably the long dimension and must have smooth ends.
7.6 IN-STREAM STRUCTURES & TOE STABILIZATION
The work covered by this section consists of the construction of in-
stream structures including J-hooks, cross-vane structures, and rock toe
stabilization.
The quantity of in-stream structures and length of toe stabilization to be
constructed will be affected by actual conditions that occur during the
construction of the project. The type and quantity of structures may be
increased or decreased at the direction of the Engineer. Such variations
in quantity will not be considered as alterations in the details of
construction or a change of character of the work.
A tracked hydraulic excavator with a thumb of sufficient size to move
specified boulders is required for this item. Precise placement of
structures will be determined during construction by the Engineer and
may not reflect the construction Drawings. In-stream structures and toe
stabilization installed must be inspected and approved by the Engineer.
Excavation for the purpose of installation is incidental and is covered
by this line item.
The excavation of the subgrade and installation will be consecutive and
continuous. Once the installation procedure has been initiated, it will
be completed before the end of the workday. Any incidental/accidental
discharge of sediment accumulation as a result of the installation
procedure will be removed or integrated into the designed bedform.
Excavation shall terminate at bedrock if contacted prior to the design
grade. Bedrock will be excavated only if it is determined to be rippable
and necessary by the Engineer.
Install toe stabilization as shown on the Drawings and as directed by
the Engineer. Grade area where toe stabilization is to be constructed.
Surface shall be free of obstructions, debris, and pockets of soft or low
density material. Unless otherwise directed by the Engineer, the stone
shall be placed on the slope and/or angle as indicated on the plans. The
stone shall be graded so that the smaller stones are uniformly
distributed throughout the mass. The Contractor may place the stone
by mechanical methods provided that when the work is completed, it
forms a properly graded, dense, neat layer of stone.
Place J-hooks and cross-vanes as shown on the Drawings. Footcr rocks
shall be installed to define shape of in-stream rock structures. Footer
rocks shall be installed such that their long dimension is oriented in the
direction of flow. No gaps shall be left between footer rocks.
Minimum footer rock depth below the proposed ground surface of the
stream bed shall be 4 feet. Rock sills shall extend a minimum of 3 feet
beyond bankfull (perpendicular to stream flow) as indicated on plans.
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Gcotextile shall be placed over structures and backfilled with aggregate
as shown on plans.
7.7 CHANNEL PROTECTIVE LININGS
Grade the area to be lined. Surface shall be free of obstructions, debris,
and pockets of soft or low density material. The rock weir structures
shall be completed prior to installation of the channel protective
linings.
Cover area with all available on-site stockpiled topsoil to a preferred
minimum depth of 4 inches. Final grade with topsoil shall be as shown
on Drawings. Topsoil shall be prepared with fertilizer and lime, and
seeded as described in Section 10 (Permanent Seeding) of these
Specifications. The Contractor is ultimately responsible for
establishing a suitable planting medium with a minimum depth of six
(6) inches.
Install CF-7 erosion control matting perpendicular to the axis of the
stream. The matting shall be laid smooth and free from tension, stress,
folds, wrinkles and creases. Horizontal overlaps shall be a minimum of
12 inches with the upper matting overlapping the lower matting.
Vertical overlaps in matting shall be a minimum of 12 inches with the
upstream matting overlapping the downstream matting.
The top (crest) edge of the matting shall be anchored in a trench at least
12 inches deep, as shown on the Construction Drawings, to prevent
undercutting of the matting. The trench should be located a minimum
of 12 inches from the top of bank, and shall not alter channel or
floodplain grade. Matting trench and Eco-Stakesg) shall be installed as
shown on Drawings. Matting shall be anchored utilizing Eco-stake®
brand stakes installed not more than 3 feet apart (3' on centers) and
staggered, with a minimum of 3 stakes per square yard of matting over
the entire lined area. 24-inch Eco-stakesV shall be used along the toe
of the channel and 12-inch stakes shall be used within the field and top
edge of the matting as detailed on the Construction Drawings. Along
all laps (both vertical and horizontal) in the matting, install a common
row of staples at the scam, installing staples on 1 foot (12 inch) centers.
Along the toe, 24 inch Eco-Stakesg) shall be spaced not more than 2
feet All stakes shall be driven perpendicular to the axis of the stream as
shown on Drawings. Care shall be taken to avoid damage to matting
material.
In the event that the matting is displaced or damaged during
installation, the matting shall be repositioned or replaced. This will be
done at no additional cost to the Owner.
7.8 SLOPE PROTECTION
Grade area to be lined. Surface shall be free of obstructions, debris,
and pockets of soft or low density material.
Cover area with all available on-site stockpiled topsoil to a preferred
minimum depth of 4 inches. Final grade with topsoil shall be as shown
on Drawings. Topsoil shall be prepared with fertilizer and lime, and
seeded as described in Section 10 (Permanent Seeding) of these
Specifications. The Contractor is ultimately responsible for
establishing a suitable planting medium with a minimum depth of six
(6) inches.
Install excelsior matting perpendicular to slope. Matting shall be
unrolled with netting material on top and blanket material in contact
with the soil. (Note: some excelsior matting has netting on both sides.)
The matting shall be laid smooth and free from tension, stress, folds,
wrinkles and creases. Horizontal overlaps shall be a minimum of 12
inches with the upper matting overlapping the lower matting. Vertical
overlaps in matting shall be a minimum of 12 inches.
The top (crest) and bottom (toe) edges of the matting shall be anchored
in trench at least 12 inches deep as shown on Drawings to prevent
undercutting of the matting. Matting trench and wire staples shall be
constructed and installed as shown on Drawings. Wire staples shall be
installed not more than 3 feet apart (Yon centers) and staggered, with a
minimum of 3 stakes per square yard of matting over the entire lined
area. Staples shall be driven perpendicular to the soil surface. Staples
shall be driven flush with soil surface to reduce potential for movement
of the erosion control matting. Staples shall be installed in parallel
rows on 3' centers and in trenches at the top and bottom of the slope as
shown on Drawings. Along all laps (both vertical and horizontal) in
the matting, install a common row of staples at the scam, installing
staples on Ifoot (12 inch) centers. All standard anchoring staples shall
be 18 inches in length. Staples shall be driven in with a wooden
mallet. Care shall be taken to avoid damage to matting material.
In the event that the matting is displaced or damaged during
installation, the matting shall be repositioned or replaced. This will be
done at no additional cost to the Owner.
END OF SECTION
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SECTION 8 - STREAM BANK PLANTING
8.1 SECTION INCLUDES
Provide all necessary equipment and labor to implement stream bank
planting plan.
8.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
8.3 REFERENCES
The following specifications and methods form a part of this
Specification:
NCDOT - Standard Specifications for Roads and Structures.
15 NCAC 213.200 - Classification of Water Quality Standards
Applicable to Surface Waters & Wetlands of North Carolina
The Baily Hortorium (1976 MacMillan Publishing Co., Inc.)
American Standard for Nursery Stock, latest edition
NCDENR - Erosion and Sediment Control Planning and Design
Manual
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
8.4 GENERAL
All plants shall be as called for by these Specifications and shown on
the Drawings. Botanical names referred to in the Drawings are taken
from "Hortus Third", the Baily Hortorium (1976 MacMillan Publishing
Co., Inc.). All plants delivered shall be true to name. Each plant, or
group of the same species, variety, and size of plant, shall be legibly
tagged with the name and size of the plant.
All plants shall be first-class representatives of their species. Stakes
shall be reasonably straight.
All plants shall be free from plant diseases and insect pests. All
shipments of plants shall comply with all nursery inspection and plant
quarantine regulations of the States of origin and destination, as well as
with Federal regulations governing interstate movement of stock. If
stock from other States is used, the stock shall be accompanied by a tag
or certificate stating, in effect, that the stock has been inspected and
certified by an authorized official of the State of origin as apparently
free from injurious plant pests.
All plants shall be subject to inspection at any time by the Engineer
Any such inspection before or during planting operations, however
shall not be construed as final acceptance of the plants involved.
8.5 LIVE STAKES
' Live stakes, if approved for use by the Engineer, shall consist of freshly
cut live plants of select stock which has been developed by proper
cultural treatment. Stakes and cuttings shall be 3/8" to 1/2" diameter
' and between 12 and 18 inches long. They shall be carefully cut from
mother-stock plantings. Plant materials shall be packaged, transported,
and handled in a manner that will prevent injury, drying out, or
freezing.
8.6 PLANT SUBSTITUTION
No change in the specified plants (species, variety, size, caliper,
furnish, etc.) will be made without written approval of the Engineer.
All requests by the Contractor for substitutions shall be presented in
writing and shall include a listing of the sources which have been
contacted in an attempt to secure the specified plant material. Requests
for substitutions shall include botanical name, common name, size,
caliper, and furnish description of the proposed substitute. No increase
in compensation will be made to the Contractor as a result of the use of
the approved substitute plants.
8.7 PLANTING PREPARATION
In areas where stream restoration will be implemented, preparation for
restoration planting operations shall be as described in SECTION 7
(Channel Protective Linings) of these Specifications.
Where live stakes shall be planted, through the Channel Protective
Lining, holes shall be made by neatly punching a hole in the matting
with a dibble bar (a heavy metal tool with a blade and a foot petal).
The dimensions of the hole shall not exceed 3" in any direction and
shall not damage the surrounding matting.
8.8 STREAM BANK PLANTING
Where live stakes shall be planted, they shall be installed at a 45 to 60
degree angle in the direction of stream flow. The buds of stakes and
plant cuttings should point upward and about 2 inches of wood should
be exposed above the ground surface. Tamp the surrounding soil
firmly to eliminate air pockets.
Where stream bank planting is directed, areas shall be planted with
trees and shrubs, using 6-foot by 6-foot centers as shown on the
Construction Drawings.
Care should be taken to avoid planting stakes too deep or too shallow,
and to avoid damage to stakes during planting. Planting depth should
be in accordance with listed references and supplier recommendations.
8.9 PLANTING PERIODS
The installation of live stakes, bare root, or container grown plants
shall be performed between October 1 and November 15, 2005.
However, planting can not begin until all stream repairs have been
completed.
8.10 REMOVAL OF NUISANCE VEGETATION
Removal or control of nuisance vegetation shall be performed for a
period of 90 days as necessary to ensure adequate survival of specified
plant species. See SPECIAL CONTRACT PROVISIONS.
8.11 WATER FOR PLANTINGS
The Contractor shall install a rain gage and collect daily gage readings
at the site. Contractor shall provide initial watering on the day of
planting and thereafter at a minimum rate of 1 inch per week (including
rainfall) for a period of 90 days. Water used in the planting or care of
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vegetation and plantings shall meet the requirements of Class C fresh
waters as defined in 15 NAC 213.200. See SPECIAL CONTRACT
PROVISIONS.
8.12 SUBMITTALS
Contractor shall submit purchase certificates (or other proof) of all
species planted.
END OF SECTION
SECTION 9 - BUFFER PLANTING
9.1 SECTION INCLUDES
Provide all necessary equipment and labor to implement buffer planting
plan.
9.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
9.3 REFERENCES
The Baily Hortorium (1976 MacMillan Publishing Co., Inc.)
American Standard for Nursery Stock, latest edition
NCDENR - Erosion and Sediment Control Planning and Design
Manual
15 NCAC 213.200 - Classification of Water Quality Standards
Applicable to Surface Waters & Wetlands of North Carolina
The following specifications and methods form a part of this
Specification:
NCDOT - Standard Specifications for Roads and Structures.
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
9.4 GENERAL
All plants shall be as called for by these Specifications. Bare rooted
plants may be used in lieu of container grown plants provided wTitten
approval for such use has been obtained from the Engineer. Grading of
plants, type and minimum dimensions of containers shall conform to
the Specifications contained in the latest edition of American Standard
for Nursery Stock. Plants shall not be cut back from larger sizes to
meet sizes called for on the Drawings. Botanical names referred to in
the Drawings are taken from "Hortus Third", the Baily Hortorium
(1976 MacMillan Publishing Co., Inc.). All plants delivered shall be
true to name. Each plant, or group of the same species, variety, and
size of plant, shall be legibly tagged with the name and size of the
plant.
All plants shall be first-class representatives of their species. The root
system shall be vigorous and well-developed. The branch systems shall
be of normal development, and free from disfiguring knots, sun scald
injuries, abrasions of the bark, dead or dry wood, broken terminal
growth, or other objectionable disfigurements. Trees shall have
reasonably straight stems, and shall be well branched and symmetrical
in accordance with their natural habits of growth.
All plants shall be free from plant diseases and insect pests. All
shipments of plants shall comply with all nursery inspection and plant
quarantine regulations of the States of origin and destination, as well as
with Federal regulations governing interstate movement of nursery
stock. If nursery stock from other States is used, the stock shall be
accompanied by a tag or certificate stating, in effect, that the nursery
stock has been inspected and certified by an authorized official of the
State of origin as apparently free from injurious plant pests.
All plants shall be subject to inspection at any time by the Owner,
Stream Repairs and Bank Stabilization Page I I Technical Specifications
Watauga County Stream Repairs August 2005

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Engineer, or a party to be named by the Owner. Any such inspection
before or during planting operations, however shall not be construed as
final acceptance of the plants involved.
9.5 CONTAINER GROWN PLANTS
Container grown plants shall be healthy, vigorous, well-rooted, and
shall have become established in the container in which they are
delivered. Thesc plants shall have been in the established container
long enough for the fibrous roots to have developed so that the root
mass will retain its shape and hold together when removed from the
container. The container shall be a I gallon container or larger,
sufficiently rigid to firmly hold the soil protecting the root during
transporting, handling, and planting, and the soil shall not be allowed
to become frozen.
9.6 BARE ROOT PLANTS
Bare root plants, if approved for use by the Engineer, shall have a
heavy fibrous root system which has been developed by proper cultural
treatment. They shall be dug, packaged, transported, and handled in a
manner that will prevent injury to or drying out of the trunks, branches,
or roots, or freezing of the roots.
9.7 PLANT SUBSTITUTION
No change in the specified plants (species, variety, size, caliper,
furnish, ctc.) will be made without written approval of the Engineer.
All requests by the Contractor for substitutions shall be presented in
writing and shall include a listing of the sources which have been
contacted in an attempt to secure the specified plant material. Requests
for substitutions shall include botanical name, common name, size,
caliper, and furnish description of the proposed substitute. No increase
in compensation will be made to the Contractor as a result of the use of
the approved substitute plants.
9.8 PLANTING PREPARATION
In areas where wetland and buffer planting will be implemented,
preparation for planting operations shall be as described in SECTION
5.6 (Planting Preparation) of these Specifications.
Where container grown plants will be planted, holes made in
preparation for tree and shrub species planting shall be as shown on the
Construction Drawings.
Bare root plants and container-grown plants shall be planted in holes
made by neatly punching a hole through slope protection matting and
into existing grade with a dibble bar (a heavy metal tool with a blade
and a foot petal). The dimensions of the hole shall not exceed 3" in any
direction.
9.9 PLANTING PERIODS
The installation of bare root and container grown plants shall be
performed between October I and November 15, 2005. However,
planting can not begin until all stream repairs have been completed.
9.10 REMOVAL OF NUISANCE VEGETATION
Removal or control of nuisance vegetation shall be performed for a
period of 90 days as necessary to ensure adequate survival of specified
plant species. See SPECIAL CONTRACT PROVISIONS.
9.11 WATER FOR PLANTINGS
The Contractor shall install a rain gage and collect daily gage readings
at the site. Contractor shall provide initial watering on the day of
planting and thereafter at a minimum rate of 1" per week (including
rainfall) for a period of 90 days. Water used in the planting or care of
vegetation and plantings shall meet the requirements of Class C fresh
waters as defined in 15 NAC 213.200. See SPECIAL CONTRACT
PROVISIONS.
9.12 SUBMITTALS
Contractor shall submit purchase certificates (or other proof) of all
species planted.
END OF SECTION
Stream Repairs and Bank Stabilization Page 12 Technical Specifications
Watauga County Stream Repairs August 2005

SECTION 10 -PERMANENT SEEDING
1 10.1 SECTION INCLUDES
If topsoil is used, it should be spread to a uniform depth of four to six
inches and bonded to the subsoil by loosening with a disc, harrow, or
chisel plow. Areas where seeding will occur on exposed finished grade
shall be disked or harrowed to ensure soil aeration and to increase the
surface roughness prior to planting.
Permanent seeding for permanent site stabilization.
Species Rate 0s/acre)
10.2 MEASUREMENT AND PAYMENT Creeping Red Fescue 80
(Festuca ruba Tuba)
See SPECIAL CONTRACT PROVISIONS Redtop 15
(Agrostis stolonifera L.)
10.3 REFERENCES Kentucky bluegrass 15
(Poa pratensis L.)
The following specifications and methods form a part of this
Specification: Rye (grain) Grass
(Secale cereale) 15

NCDENR - Erosion and Sediment Control Planning and Design
Manual
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
10.4 GENERAL
Permanent seeding shall be executed in temporary lined areas and all
other areas which are disturbed during construction activities. In areas
where Channel Protective Lining will be installed, seedbed preparation
and seeding shall be performed prior to the placement of erosion
control matting (See SECTION 7 - Channel Protective Linings).
10.5 SEEDBED PREPARATION
Complete grading before topsoiling or preparing seedbeds. Avoid
creating steep slopes. Excess stockpiled topsoil not used in
construction of Channel Protective Lining shall be redistributed across
areas to be seeded. Where topsoil is unavailable, seedbeds may be
prepared directly on the exposed finished grade or topsoil may be
imported.

u

Apply lime and fertilizer evenly across seedbed and work into the top
4-6 inches of soil by discing or other suitable means. Operate
machinery on the contour.
be used and erosion control matting shall be placed within 24 hours of
seeding. Apply seeds and mulch at the rates indicated below.
Areas with Channel Protective Linings:
All other disturbed areas:
Species Rate Obs/acre)
Creeping Red Fescue 80
(Festuca ruba Tuba)
Redtop Is
(Agrostis slolonifera L.)
Kentucky bluegrass 15
(Poa pratensis L.)
Rye (grain) Grass 15
(Secale cereale)
Mulch Rate (7bs/)000 sq.ftt.)
Grain Straw 70
10.7 SEEDING DATES
Seeding dates given in these Seeding Specifications have the best
probability of success.
Rest Possible
Late winter 15 Feb-15 Mar 1 Dec-15 Mar
Late Fall I Sept-30 Sept 1 Oct-30 Nov
Seeding shall be completed within the "possible" range of dates.
10.8 SOIL AMENDMENTS
Apply lime and fertilizer according to soil tests, or apply 2 tons/acre
(4,000 lb/acre) ground agricultural limestone and 1,000 lb/acre 5-10-10
fertilizer, or as directed by the Engineer.
10.9 MULCH
Rework the surface if soil becomes compacted or crusted prior to
seeding. Complete seedbed preparation by breaking up large clods and Apply grain straw, or equivalent cover of another suitable mulching
raking into a smooth, uniform surface. Fill in or level depressions that material as described above. Anchor mulch by roving or netting.
can collect water. Netting shall be used on slopes steeper than 2H:1 V.
10.6 SEEDING
Apply permanent seeding to seedbed after preparation is complete. Use
certified seed for permanent seeding whenever possible. Certified seed
is inspected by the North Carolina Crop Improvement Association. It
meets published North Carolina Standards and should bear an official
"Certified Seed" label. Broadcast seed into a freshly loosened seedbed
that has not been settled by rainfall. Mulch must be used on slopes
4H:1 V or steeper and in areas when concentrated water may flow.
Anchor mulch with netting in areas subject to concentrated flow. In
areas where Channel Protective Lining will be installed, no mulch shall
END OF SECTION
Stream Repairs and Bank Stabilization Page 13 Technical Specifications
Watauga County Stream Repairs August 2005
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SECTION 11 - SEDIMENT & EROSION CONTROL
11.1 SECTION INCLUDES
Installation of temporary sediment and erosion control measures to
include installation of silt fence and temporary seeding measures. The
Contractor shall maintain these measures to ensure proper structure
function and vigorous temporary vegetative cover during construction.
11.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
11.3 REFERENCES
The following specifications and methods form a part of this
Specification:
ASTM D4355 - Standard Test Method for Deterioration of Geotextiles
from Exposure to Ultraviolet Light and Water (Xenon-Arc Type
Apparatus)
ASTM D4632 - Standard Test Method for Grab Breaking Load and
Elongation of Geotextiles
ASTM D4751 - Standard Test Method for Determining Apparent
Opening Size of a Geotextile
NCDENR - Erosion and Sediment Control Planning and Design
Manual
When the Specifications or Drawings differ from the requirements of
the above-referenced documents, the more stringent requirements shall
apply.
11.4 MATERIALS
Silt Fence: Silt fence shall have steel posts, woven wire fabric, and
filter fabric. The steel post shall have a minimum length of 5' and
minimum width of 13/4". The steel posts shall have projections for
fastening the wire to the fence. The woven wire fabric shall be at lest
32 inches high, and shall have at least 6 horizontal wires. Vertical
wires shall be spaced a maximum of 12 inches apart. The top and
bottom wires shall be at least 10 gauge. All other wires shall be at least
12%2 gauge. The silt fence filter fabric shall meet the following
minimum criteria:
Grab Tensile Strength 100 lbs.
Grab Tensile Elongation 15 %
UV Resistance 70%
Apparent Opening Size (AOS) 20 (US Sieve)
11.5 SILT FENCE
The Contractor shall provide all labor, materials, tools and other items
necessary to furnish and install the silt fence as shown on the Drawings
and specified herein. The silt fence shall be placed following the
contours as closely as possible. The ends of the silt fence shall be
turned uphill.
The posts shall not exceed a spacing of 8 feet. The posts shall be
driven into the ground and shall extend above ground as shown on the
Drawings. The filter fabric shall be stapled or wired to each post. The
filter fabric shall extend into the ground as shown in the Drawings.
If possible, the filter fabric shall be cut from a continuous roll to avoid
the use of joints. When joints are necessary, securely fasten the filter
cloth only at a support with overlap to the next post.
Silt fences shall be inspected weekly and after each significant storm (1
inch in 24 hrs.). Any required repairs shall be made immediately.
Sediment shall be removed when it reaches 1/3 the height of the fence
or 9 inches maximum. Dispose of the sediment in the designated
disposal area.
11.6 TEMPORARY SEEDING
The Contractor shall provide all labor, materials, tools, and other items
necessary to provide temporary seeding in accordance with State and
local Standards.
Areas where no substantial or significant progress is made for more
than 15 days shall be temporarily seeded as shown on the Drawings and
specified herein. All areas must be seeded, mulched, and anchored
unless written approval is granted by the Owner. Incidental grading
shall not constitute substantial or significant progress in construction
activity.
Seeding and mulching shall be done immediately following
construction. All disturbed areas shall be dressed to a depth of 8
inches. The top 3 inches shall be pulverized to provide a uniform
seedbed.
Agricultural lime shall be applied at a rate of 2,000 pounds per acre
immediately before plowing.
Grass seed shall be applied at the following rate:
T T-c Dates Possible Rate
Rye (Grain) Aug. 15 - May 1 60 lbs./ac.
German Millet Mayl -Aug 15 40 lbs./ac.
10-10-10 fertilizer shall be applied to all disturbed areas at a rate of 750
pounds per acre, and mulching shall consist of small grain straw
applied a rate of 70 pounds per 1000 square feet (70lbs./1000sq.ft.).
Mulch shall be anchored by roving or netting.
END OF SECTION
Stream Repairs and Bank Stabilization Page 14 Technical Specifications
Watauga County Stream Repairs August 2005
SECTION 12 - SITE MAINTENANCE
12.1 SECTION INCLUDES
Site maintenance to ensure vigorous vegetative cover, stable channel
lining, and durability of the work.
12.2 MEASUREMENT AND PAYMENT
See SPECIAL CONTRACT PROVISIONS
12.3 EXECUTION
Contractor shall revisit the site as required in the special contract
provisions to inspect the condition of the project site. Areas of erosion,
settlement, poor vegetative cover, and displaced coir or excelsior
materials or in-stream structures shall be repaired. Site visits shall be
coordinated with Owner.
Erosion areas shall be filled and reseeded in accordance with Section
10 - Permanent Seeding. Areas of poor vegetative cover shall be
reseeded and rcfertilized only.
Displaced, damaged, or dead shrub species shall be removed, and
replanted in accordance with Sections 8 & 9 - Stream Bank Planting
and Buffer Planting.
Displaced channel lining materials shall be recovered (if possible) and
replaced, or replaced with new channel lining materials to the design
line and grade.
END OF SECTION

Stream Repairs and Bank Stabilization Page 15 Technical Specifications
Watauga County Stream Repairs August 2005

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DRAWINGS

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SSA?` r ix J UPPER WATAUGA 51TE
VICINITY MAP
(NOT TO 5CALE)
ENGINEERING DE51GN FIRM:
McGILL A55OCIATE5
55 Broad Street
A5heville, NC 28801
[phone]
ENVIRONMENTAL DE51GN FIRM:
501L * ENVIRONMENTAL
CON5ULTANT5, PA
11010 Raven Ridge Road
Raleigh, NC 27G 14
(919) 84G-5900
PREPARED FOR:
WATAUGA COUNTY, NC
842 We5t King Street
Boone, NC 28607
CONSTRUCTION DRAWINGS FOR:
UPPER WATAUGA SITE (UW I )
STREAM REPAIRS * BANK
STABILIZATION PLAN
WATAUGA COUNTY, NC
CONTENTS:
C I . COVER, CONTENTS, * VICINITY MAP
C2. 51TE MAPPING
C3. 51TE PHOTOGRAPHS
C4. EXISTING 51TE CONDITIONS
C5. PROP05ED REPAIR PLAN
CG. CON5TRUCTION SEQUENCE * 5TRUCTURE DETAIL5
C7. TYPICAL REPAIR * TOE STABILIZATION CR055 5ECTION5
C7A. TYPICAL REPAIR * TOE 5TABILIZATION CR055 5ECTION5
C7B.
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TYPICAL REPAIR * TOE 5TABILIZATION CR055 SECTIONS : -a 24993 gizos
C8. ER0510N CONTROL DETAIL5 I99?NaN??P?;
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C9. ER0510N CONTROL DETAILS II
C 10. PLANTING 5CHEDULE * PLANTING DETAIL5
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THROUGH TREES IN RIGHT REAR OF PHOTO.
UPPER WATAUGA SITE
PHOTO #2 - NEAR UPSTEAM END OF REPAIR REACH (LOOKING
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NOTE DEBRIS JAM EDGE NEAR FRONT LEFT OF PHOTO.
UPPER WATAUGA SITE
PHOTO #4 - NEAR MID-POINT OF REPAIR REACH LOOKING
UPSTREAM. NOTE DEBRIS JAM NEAR CENTER OF PHOTO.
UPPER WATAUGA SITE
PHOTO #5 - NEAR LOWER END OF REACH (LOOKING UPSTREAM) AT
DOWNSTREAM END OF FAILED ROAD. NOTE COLLAPSED TREES
IN FOREGROUND.
UPPER WATAUGA SITE
PHOTO #6 - NEAR LOWER END OF REPAIR REACH (LOOKING
DOWNSTREAM) AT END OF FAILED ROAD.
NOTES:
1. ALL SITE DATA AS DETERMINED BY LIMITED ENGINEERING SURVEY
PERFORMED BY SOIL AND ENVIRONMENTAL CONSULTANTS, P.A.,
IN JUNE 2005, USING GPS AND TOTAL STATION EQUIPMENT.
2. ALL LOCATIONS, DISTANCES, AND DIMENSIONS ARE APPROXIMATE AND
INTENDED FOR USE IN THE DEVELOPMENT OF A BANK STABILIZATION
AND REPAIR PLAN.
3. LOCATIONS OF EXISTING UTILITIES AS SHOWN ARE APPROXIMATE
ONLY. EXACT LOCA11ONS ARE TO BE VERIFIED IN THE FIELD BY
CONTRACTOR.
UPSTREAM REPAIR
LIMIT (APPROX.)

EXISTING SITE CONDITIONS
SCALE: 1"= 40'
} ROSS-SECTION #1
APPROX. LOCATION
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EXISTING DEBRIS JAM
c?P F--EXISTING EDGE OF WATER, TYP.
EXISTING GRAVEL BAR
EXISTING DOWNED TREE
EXISTING TOP OF BANK, TYP:
CROSS-SECTION #2
APPROX. LOCATION

DOWNSTREAM REPAIR
LIMIT (APPROX.)

EXISTING DOWNED TREES
CROSS-SECTION #4
APPROX. LOCATION
DAMAGED AREA OF PRE-EXISTING GRAVEL DRIVE
(ERODED AWAY BY FLOODS)
EXISTING GRAVEL DRIVE
BEFORE YOU DIGI
CALL 1-800-8323949
N.C. ONE-CALL CENTER
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NOTES:
1. ALL SITE DATA AS DETERMINED BY LIMITED ENGINEERING SURVEY
PERFORMED BY SOIL AND ENVIRONMENTAL CONSULTANTS, P.A.,
IN JUNE 2005, USING GPS AND TOTAL STATION EQUIPMENT.
2. ALL LOCATIONS, DISTANCES, AND DIMENSIONS ARE APPROXIMATE AND
INTENDED FOR USE IN THE DEVELOPMENT OF A BANK STABILIZATION
AND REPAIR PLAN.
3. LOCATIONS OF EXISTING UTILITIES AS SHOWN ARE APPROXIMATE
ONLY. EXACT LOCATIONS ARE TO BE VERIFIED IN THE FIELD BY
CONTRACTOR.
PROPOSED REPAIR PLAN
SCALE: 1"= 40'
4. CONSTRUCT TOE STABILIZATION AS DIRECTED AT TIME OF CONSTRUCTION.
UPSTREAM REPAIR
LIMIT (APPROX )
DOWNSTREAM REPAIR
LIMIT (APPROX.)
PROPOSED REPAIRED TOP OF BANK, TYP.
ROPOSED CROSS-VANE, TYP.
ROSS-SECTION V PROPOSED J-HOOK, TYP.
APPROX. LOCATION
PROPOSED REPAIRED
TOE OF SLOPE, TYP.
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APPROX. LOCATION
PROPOSED APPROX. LIMITS OF DISTURBANCE
APPROXIMATE DISTURBED AREA = 0.50 ACRE'
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BEFORE YOU DIG]
CALL 1-800-832-4949
N.C. ONE-CALL CENTER
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ROAD BY OTHERS, NOT THIS CONTRACT
CROSS-SECTION 3 ESTIMATED REPAIR LENGTH = 475'
APPROX. LOCATIO#N LENGTH OF TOE STABILIZATION= 400'

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CONSTRUCTION SEQUENCE. 1/3 CHANNEL 1/3 CHANNEL
WIDTH WIDTH
1. Obtain NCDENR, USACE, & local authority approval for construction. The Contractor
must strictly adhere to the conditions of the U.S. Army C.O.E. & the NCDENR DWQ 1
as set forth in the 404 & 401 permits.
2. Notify NCDENR (Land Quality Section) if necessary, ten days prior to construction.
3. Locate existing utilities on site. Coordinate access, staging area
and temporary stockpile areas with Owner and Engineer. Engineer to identify and mark 20°-30°
"limits of disturbance" within channel
4. Install temporary sediment & erosion control measures, access roads, channel access,
staging area, and temporary facilities. O
NOTE; All installed temporary sediment and erosion control measures will be inspected
weekly or after a major rainfall event (> 0.5 inches) by the Contractor. Upon FOOTER
Inspection, any necessary repairs will be performed by the Contractor. I FICI 5
5. Clear and grub in required areas for stream repair. Remove and stockpile topsoil
in areas to be excavated. Stockpile in areas as Directed by
Owner / Engineer. Surround Stockpile Areas with 2 Rows of Silt Fence. I PLAN
6. Perform stream bank repairs as shown on plans and directed by engineer.
Install in-stream structures and toe stabilization as directed by the
engineer at the time of construction. Contractor shall not cross "limits of disturbance"
without prior approval of the engineer.
7. Stabilize repaired bank zones (lower, mid-, and upper) as shown in details. Apply
temporary erosion control seeding measures to disturbed areas as final grading is
reached. Re-distribute topsoil, augment as necessary to meet planting specifications.
8. Perform tree and shrub planting as specified. Engineer to be notified prior
to planting observation to approve planting bed conditions and plant materials.
Tree and Shrub plantings may be delayed until Fall season with approval of owner & Engineer.
9. Apply permanent seeding measures. Remove temporary sediment & erosion
control measures including construction entranco (if necessary).
10. Coordinate for walk-thru inspection with Owner, Engineer, and Agency
Representatives.
11. Plant all live stake plantings (and tree and shrub species if delayed) during Fall season.
RIGHT BANK
20°-30°
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WIDTH
FLOW1 SCOUR
POOL
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LEFT BANK
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AGGREGATE STONE
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BANKFULL STAGE
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BACKFILL W/ COARSE (BED) MATERIAL. \
NOTE;
1. RESTORE CHANNEL WIDTH AT TOE OF SLOPE AS SHOWN ON PROPOSED
REPAIR PLAN.
2. TOP OF BANK ON SLOPE FOR REPAIR AT ELEV. ; 105.15
3. DEPTH AND EXTENTS OF UNDERCUT TO BE DETERMINED BY ENGINEER AT
TIME OF CONSTRUCTION.
APPROXIMATE
REPAIRED BANK &
CHANNEL LOCATION

4. LOWER BANK ZONE TO BE CONSTRUCTED USING RIVER BED BORROW
MATERIALS AS APPROVED BY THE ENGINEER. MID-. AND UPPER BANK ZONE TO
BE CONSTRUCTED USING OTHER APPROVED MATERIALS.
5. BANK REPAIRS TO BE BENCHED INTO EXISTING FAILED SLOPE AS
DIRECTED BY THE ENGINEER AT THE TIME OF CONSTRUCTION.

ELEV. = 99.69
a
PROPOSED REPAIRED
TOE OF SLOPE
CR055-5ECTION # I
NOT TO SCALE
NOTE: CROSS-SECTION LOOKING DOWSTREAM
FOOTER BOULDERS
LOWER-BANK ZONE
1V TOE STABILIZATION BOULDERS
T2H
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EXISTING ERODED AND FAILED
CHANNEL BANK (TYP.)
OVER-EXCAVATE LOOSE MATERIALS AT TOE
AND BACKFLL WITH COARSE (BED) MATERIAL
ELEV. = 99.96
OVER-EXCAVATE LOOSE MATERIAL ® TOE
& BACKFLL W/ COARSE (BED) MATERIAL.
TOE STABILIZATION W/ NON-WOVEN GEOTEXTILE FABRIC.
LOCATION TO BE DETERMINED BY ENGINEER ® T.O.C.
TYP. BOTH SIDES OF STREAM
NON-WOVEN GEOTEXTILE CASING
TOE STABILIZATION DETAIL
NOTES: (NOT TO Salo
1. SEE SECTION 7.5 OF THE SPECS FOR THE SIZE OF BOULDERS
2. AVERAGE HEIGHT OF TOE STABILIZATION WILL BE 6.
REMOVE EXISTING DEPOSITS
& UTILIZE AS BACKFILL
ELEV. = 105.75
i
rl
ELEV. = 103.77
ELEV. = 103.37
EXISTING GRADE
/ LEV. = 101. / (ERODED & FAILED BANK)
/
-EXISTING CHANNEL BED
III I
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ELEV. = 111.6
REMOVE EXISTING DEPOSITS -
& UTILIZE AS BACKFlLL
BACKFlLL W/ COARSE (BED) MATERIAL
ELEV. = 98.44
ELEV. = 98.02
____ 1
ELEV. = 96.86
NOTE:
1. RESTORE CHANNEL WIDTH AT TOE OF SLOPE AS SHOWN ON PROPOSED
REPAIR PLAN.
2. TOP OF BANK ON SLOPE FOR REPAIR AT ELEV.: 111.6
3. DEPTH AND EXTENTS OF UNDERCUT TO BE DETERMINED BY ENGINEER AT
TIME OF CONSTRUCTION.
4. LOWER BANK ZONE TO BE CONSTRUCTED USING RIVER BED BORROW
MATERIALS AS APPROVED BY THE ENGINEER. MID-. AND UPPER BANK ZONE TO
BE CONSTRUCTED USING OTHER APPROVED MATERIALS.
5, BANK REPAIRS TO BE BENCHED INTO EXISTING FAILED SLOPE AS
DIRECTED BY THE ENGINEER AT THE TIME OF CONSTRUCTION.
APPROXIMATE
REPAIRED BANK &
CHANNEL LOCATION
ELEV. = 9ELEV. = 96.37
U VARIES
MAX. 1:1
1
OULDER
PROPOSED REPAIRED ROAD
(BY OTHERS)
I
EXISTING GRADE
(ERODED & FAILED BANK)
STREAM BED ??pu o o \ ELEV. = 95.03
OVER-EXCAVATE LOOSE MATERIAL 0 TOE
& BACKFlLL W/ COARSE (BED) MATERIAL
PROPOSED REPAIRED
TOE OF SLOPE
TOE STABILIZATION W/ NON-WOVEN GEOTEXTILE FABRIC.
LOCATION TO BE DETERMINED BY ENGINEER 0 T.O.C.
CR055-5ECTION #2
NOT TO SCALE
NOTE: CROSS-SECTION LOOKING DOWNSTREAM
ELEV. a 110.16
REMOVE EXISTING DEPOSITS -7 APPROXIMATE
& UTILIZE AS BACKFlLL REPAIRED BANK &
CHANNEL LOCATION
ELEV. = 97.02
NOTE:
XLEV. = 106.65
3' SHOULDER /
VARIES
MAX. 1:1 PROPOSED REPAIRED ROAD
/ (BY OTHERS)
I--,' ___'
- EXISTING GRADE
ELEV. = 93.7 (ERODED & FAILED BANK)
1, RESTORE CHANNEL WIDTH AT TOE OF SLOPE AS SHOWN ON PROPOSED
REPAIR PLAN.
2. TOP OF BANK ON SLOPE FOR REPAIR AT ELEV.: 106.65
3. DEPTH AND EXTENTS OF UNDERCUT TO BE DETERMINED BY ENGINEER AT
TIME OF CONSTRUCTION.
4. LOWER BANK ZONE TO BE CONSTRUCTED USING RIVER BED BORROW
MATERIALS AS APPROVED BY THE ENGINEER. MID-. AND UPPER BANK ZONE TO
BE CONSTRUCTED USING OTHER APPROVED MATERIALS.
5. BANK REPAIRS TO BE BENCHED INTO EXISTING FAILED SLOPE AS
DIRECTED BY THE ENGINEER AT THE TIME OF CONSTRUCTION.
B? oD
OVER-EXCAVATE LOOSE MATERIAL 0 TOE
& BACKFlLL W/ COARSE (BED) MATERIAL
PROPOSED REPAIRED TOE STABILIZATION W/ NON-WOVEN GEOTEXTILE FABRIC.
TOE OF SLOPE LOCATION TO BE DETERMINED BY ENGINEER 0 T.O.C.
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ELEV. = 102.0
REMOVE EXISTING DEPOSITS
& UTILIZE AS BACKFlLL
BACKFlLL W/ COARSE (BED) MATERIAL.
ELEV. = 92.92

NOTE;
1. RESTORE CHANNEL WIDTH AT TOE OF SLOPE AS SHOWN ON PROPOSED
REPAIR PLAN.
2. TOP OF BANK ON SLOPE FOR REPAIR AT ELEV. ; 102.0
3. DEPTH AND EXTENTS OF UNDERCUT TO BE DETERMINED BY ENGINEER AT
TIME OF CONSTRUCTION.
4. LOWER BANK ZONE TO BE CONSTRUCTED USING RIVER BED BORROW
MATERIALS AS APPROVED BY THE ENGINEER. MID-, AND UPPER BANK ZONE TO
BE CONSTRUCTED USING OTHER APPROVED MATERIALS.
5. BANK REPAIRS TO BE BENCHED INTO EXISTING FAILED SLOPE AS
DIRECTED BY THE ENGINEER AT THE TIME OF CONSTRUCTION.
PROPOSED REPAIRED
TOE OF SLOPE
IF
L-3' SHOULDER
I PROPOSED REPAIRED ROAD
/ (BY OTHERS)
VARIES
MAX. 1.5;1 /
J EXISTING GRADE
(ERODED & FAILED BANK)
OVER-EXCAVATE LOOSE MATERIAL 0 TOE
& BACKFlLL W/ COARSE (BED) MATERIAL,
TOE STABILIZATION W/ NON-WOVEN GEOTEXTILE FABRIC.
LOCATION TO BE DETERMINED BY ENGINEER 0 T.O.C.
CK055-5ECTION #4
NOT TO SCALE
NOTE: CROSS-SECTION LOOKING DOWNSTREAM
APPROXIMATE -,
REPAIRED BANK &
CHANNEL LOCATION
/ j? ELEV. = 91.91
ELEV. = 89.67
STREAM BED
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FROM EXISTING ROAD
2"-3" COARSE AGGREGATE
(RAILROAD BALLAST)
EXISTING ROAD
la
3G' MINIM
'N
G" HUMP TO DIVERT RUN
FROM EXISTING ROAD
EXACT LOCATION OF TEMPORARY CONSTRUCTION
ENTRANCE TO BE DETERMINED AT PRE-CONSTRUCTION
MEETING
5TABILIZED CON5TRUCTION ENTRANCE
(NOT TO SCALE)
EXISTING CHANNEL BED
EXISTING EDGE OF WATER
0
It 0
0?
EXISTING FAILED
TOP OF BANK
CONTRACTOR TO CUT -
ACCE55 RAMP TO
SLOPE AS NEEDED FOR
EQUIPMENT ACCESS
MINIMUM 12" LAYER CLA55'N,
RJPRAP WITH MIN. 12 OZ. WOVEN
GEOTEXTILE FABRIC UNDERLAIN
PLAN
LAY BACK 51DE SLOPES
Of ACCESS TO STABLE
GRADE
EXISTING TOP OF BANK NOTE: CONTRACTOR TO REFRESH
STONE LAYER AND AUGMENT
CONTRACTOR TO CUT A5 NECESSARY TO REDUCE
ACCE55 RAMP TO EROSION AND SEDIMENTATION
SLOPE AS NEEDED FOR
EQUIPMENT ACCESS
I- -II
I-III =? _ -
EXISTING FAILED BANK =
MATERIAL TO BE REMOVED I I I
EIX15TING CHANNEL BED
CHANNEL ACCE55 DETAIL
(NOT TO SCALE)
NOTES:
I . A 5TABILIZED PAD OF CRUSHED STONE SHALL BE LOCATED WHERE
TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION 51TE TO OR
FROM AN EXISTING ROAD.
2. STONE TO BE 2 - 3 INCH WASHED STONE RAILROAD BALLAST.
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL
PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC STREETS
OR EXISTING PAVEMENT. TH15 MAY REQUIRE PERIODIC TOP DRESSING
WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR AND/OR
CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC
STREETS MUST BE REMOVED IMMEDIATELY.
5. WHEN NECESSARY WHEELS MUST BE CLEANED TO REMOVE SEDIMENT
PRIOR TO ENTERING A PUBLIC STREET, WHEN WASHING 15 REQUIRED,
IT 5HALL BE DONE ON AN AREA 5TA13ILIZED WITH CRUSHED STONE
WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN.
=1
MINIMUM 12" LAYER
CLA55'A' RIPRAP
PROFILE
MINIMUM 12 OZ, WOVEN
GEOTEXTILE FABRIC
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2" STEEL ANGLE
51LT FENCE
SYNTHETIC
FILTER FABRIC SHALL BE
BACKFILLED A MIN. OF 8"
NOTES:
1. FILTER BARRIERS SHALL BE INSPECTED 3. SEDIMENT DEP05IT5 SHALL BE REMOVED
IMMEDIATELY AFTER EACH RAINFALL AND AFTER EACH STORM EVENT AND WHEN
DAILY DURING PROLONGED RAINFALL. DEPOSITS REACH APPROXIMATELY 1/3
REPAIR SHALL BE MADE AS NECESSARY. HEIGHT OF BARRIER.
2. FABRIC SHALL BE REPLACED PROMPTLY
IF FOUND TO BE IN DISREPAIR.
COIR MATTING
BASE FLOW
WATER ELEVATION
PROFILE VIEW
8' MAX FOR STD. STRENGTH FABRIC
WITH WIRE MESH REINFORCEMENT
nR
BANK OR BENCH
?5LL-T 12" ECO-STAKEO
24" ECO-STAKE®
• TRENCHED TOP OF MATTING TO A
DEPTH OF AT LEAST 121, STAKE
OR STAPLE IN PLACE, * BACKFILL
TO DESIGN GRADE
• MINIMUM 24" ECO-5TAKE50
INSTALLED ALONG TOE OF MATTING
(Intercept between water surface and bank)
24" FC
SYNTHETIC FILTER FABRIC
ATTACHED TO POSTS WITH
APPROVED FASTENERS. PLACE
ON UPHILL SIDE OF FENCE.
POST
SYNTHETIC
FILTER
FABRIC
18" GROUND -
MAX. ' I -
ail%Il?jl
EXCAVATE 8"x8" TRENCH UPSLOPE ALONG LINE
OF POSTS. EXTEND FILTER FABRIC INTO TRENCH,
13ACKFILL TRENCH AND COMPACT SOIL
• MINIMUM 2' CENTER5 ALONG BOTTOM
• MINIMUM P OVERLAP AT JOINING
SECTIONS OF COIR MATTING
COIR MATTING DETAIL
(NOT TO SCALE)
ECO-STAKED
• 12" ECO-STAKESO INSTALLED IN BANK
FLUSH WITH COIR MATTING ABOVE
BOTTOM ROW OF 24" ECO-5TAKE50
• ECO-5TAKE50 SPACED AT
MAXIMUM 3' CENTERS (APPROX.)
BOTH DIRECTIONS
I LIVIF UN-M`1 .JLLVIIVV
General 51 ECIf ICATION5
Areas where no substantial or significant progress is made for
more than 15 days should be temporarily seeded as
follows. All areas should be seeded, mulched, and tacked.
Incidental grading shall not constitute substantial or significant
progress In construction activity. Seeding and mulching shall
be done immediately following construction. All disturbed
areas shall be dressed to a depth of 8 Inches. The top
3 Inches shall be pulverized to provide a uniform seedbed.
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Seedinq
Seeding Dates
May I - Aug. 15
Aug. 15 - May I
Seedmq Species
German Millet
Rye (gram)
Rate (lbslacre)
40
GO
Soil Amendments
follow recommendations of soil tests or apply 2,000 Ibs/acre
ground agricultural limestone and 750 Ibs/acre 10-10-10
fertilizer.
Mulch
Mulching shall consist of small gram straw applied at a rate
of 70 Ibe./1000 eq.ft, Mulched areas shall be mechanically
tacked in place (or other approved tacking method).
No asphalt shall be used for tacking. Use lute, excelsior
matting or similar material to cover exposed areas of
concentrated flow.
K)Inintennnrp
Inspect and repair mulch frequently. Refertilize and reseed as
required to maintain vigorous temporary vegetative cover
during construction.
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TREES
5PECIE5 COMMON NAME TOTAL # 51ZE REMARKS
QUERCUS ALBA WHITE OAK TBD BARE ROOT UPPER BANK ZONE
PLATANUS
OCCIDENTALIS AM. SYCAMORE TBD BARE ROOT UPPER BANK ZONE
QUERCUS
COCCINEA SCARLET OAK TBD BARE ROOT UPPER BANK ZONE
BETULA LENTA SWEET BIRCH TBD BARE ROOT UPPER BANK ZONE
LIRIODENDRON
TULIPIFERA YELLOW POPLAR TBD BARE ROOT UPPER BANK ZONE
TSUGA
CANADENSIS E. HEMLOCK TBD BARE ROOT UPPER BANK ZONE
BETULA
ALLEGHANIENSIS YELLOW BIRCH TBD BARE ROOT UPPER BANK ZONE
ACER RUBRUM RED MAPLE TBD BARE ROOT UPPER BANK ZONE
BETULA NIGRA RIVER BIRCH TBD BARE ROOT UPPER BANK ZONE
NOTE5:
1. TOTAL NUMBER OF TREES 15 300.
2. TREE 5PECIE5 TO BE RANDOMLY INTERMIXED ON 8'X8' 5PACING
UTILIZING AT LEAST 5 OF THE 9 5PECIE5 L15TED ABOVE. MATERIAL
50URCE AND DESIRED 5UB5TATION5 TO BE APPROVED BY DESIGNER.
1 2 3
Open planting Place bare-root CI05C hole with
hole with Seedling in hole - Shovel or Auger-
Shovel or Auger root collar at no air space
Surface around roots
BARE-ROOT SEEDLING
PLANTING DETAIL
(NOT TO SCALE)
TII
WOODEN STA
SHRUBS
SPECIES COMMON NAME TOTAL # 51ZE REMARKS
CARPINUS
CAROLINIANA AMERICAN
HORNBEAM TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
HAMAMELIS
VIRGINIANA AMERICAN
WITCHHAZEL TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
ALNUS
SERRULATA BROOKSIDE
ALDER TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
LEUCOTHOE
FONTANESIANA HIGHLAND
DOGHOBBLE TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
SALIX NIGRA BLACK WILLOW TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
CORNUS AMOMUM SILKY DOGWOOD TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
SALIX SERICEA SILKY WILLOW TBD BARE ROOT/POTTED MID-BANK ZONE & BENC
NOTE:
SHRUB SPECIES TO BE RANDOMLY INTERMIXED ON G'XG' 5PACING
UTILIZING AT LEAST 3 OF THE 7 5PECIE5 LISTED ABOVE. MATERIAL
SOURCE AND DESIRED SUBSTATIONS TO BE APPROVED BY DESIGNER.
LIVE STAKES TO CON515T OF BLACK WILLOW, SILKY DOGWOOD AND
51LKY WILLOW PLANTED A5 5HOWN IN DETAIL ALONG LOWER BANK ZONE.
TREE SHELTER
W/ BASE APPROX.
I" INTO GROUND
U
TREE SHELTER DETAIL
TO BE INSTALLED ON ALL BARE-ROOT
AND CONTAINERIZED PLANTED TREES
(NOT TO SCALE)
• LIVE STAKES INSTALLED IN BANK
WITH DEAD-BLOW HAMMER
• 4/5 OF STAKE IN GROUND
• BUDS ORIENTED UPWARDS
• 3' CENTERS (APPROX.)
• CUT EXPOSED END OF LIVE STAKE
AFTER INSTALLATION IF DAMAGED
DUE TO INSTALLATION
(i.e. damaged bark, 5plit ends, etc.)
LIVE STAKE PLANTING DETAIL
BASE FLOW
WATER ELEVATION
SLOPE BREAK OR BENCH
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(NOT TO SCALE)
NOTE: TREE SHELTER SHALL BE PHOTODEGRADABLE
(IN FULL SUNLIGHT ENVIRONMENT) AND/OR BIODEGRADABLE
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