20011346 Ver 1_COMPLETE FILE_20010831

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4 `C
Michael F. Easley
Governor
William G. Ross Jr., Secretary
Department of Environment and Natural Resources
Kerr T. Stevens
Division of Water Quality
Division of Water Quality
October 2, 2001
CERTIFIED MAIL: 7099 3400 0006 9313 6222
-- - -------- -
r
Return Receipt Requested
Mr. Stan Steury
Blue Ridge Resource Conservation & Development, Inc. DUCT 1 0 2001
1081-2 Old US Highway 421
Sugar Grove, NC 28679
SUBJECT: APPROVAL of 401 Water Quality Certification with Additional Conditions
Sharp Creek Restoration
DWQ Project # 01 1346
Watauga County
Dear Mr. Steury:
You have our approval, in accordance with the attached conditions (WQC # 3257) and
the condition listed below, to construct the Sharp Creek Restoration Project, approximately 1040
linear feet of Sharp Creek, Class C Waters, Watauga River Basin, Watauga County. The activity
must be conducted as indicated in your application received by the Division of Water Quality on
August 31, 2001.
We have determined that General Water Quality Certification Number 3257 covers this
fill activity. These Certifications allow you to use Nationwide Permit Number 27 when issued
by the US Army Corps of Engineers. Please keep in mind that there may be additional Federal,
State and Local regulations applicable to your project, such as the Sedimentation and Pollution
Control Act, Non-Discharge and Water Supply Watershed Regulations, whereby you may be
required to obtain permits and/or approvals prior to beginning your project. In addition, this
approval will expire when the accompanying 404 Permit expires unless otherwise specified in
the General Certification.
This approval is only valid for the purposes and designs that you described in your
application. If you change your project, you must notify the Division in writing and you may be
required to submit a stew application for a new Certification. If the property is sold, the new
owner must be given a copy of the Certifications and approval letter and is thereby responsible
for complying with all conditions.
KDENR
Customer Service Division of Water Quality. /, Water Quality Section
1 800 858-0368 585 Waughtown Street- Winston-Salem; NC 27107
Phone: [phone] Fax: [phone] Internet: http://wq.ehnr.state.nc.us
01 1346
Page 2
If total wetland fill 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 Certifications and the additional
condition listed below:
1. As-built plans and the attached Certificate of Completion (COC) must be submitted to the
Division upon final construction of the Restoration Project.
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 from the date of receipt of this letter. To
request a hearing, send a written petition that conforms to Chapter 150B of the North Carolina
General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh,
NC 27699-6714. This Certification and its conditions are final and binding unless you request a
hearing.
This letter completes the review of DWQ Project #01 1346 by the Division of Water
Quality under Section 401 of the Clean Water Act. If you wish to review any of the Water
Quality Regulations mentioned here, you can download a copy through the 401/Wetlands Unit
web site at httn•//h20.enr.state.nc.us/ncwetlands. If you have any questions, please contact Mrs.
Jennifer Frye at 336-771-4600, ext. 275 or Mrs. Cyndi Karoly at 919-733-9721.
Sincerely,
Gregory J. Thorpe, Ph.D.
Acting Director, Division of Water Quality
Attachments: GC # 3257 (11/22/99), COC
cc: Louise Slate, Ecologic Associates, PC, 218-4 Swing Road, Greensboro, NC 27409
, clwoeiG >39gh Regulatory Field Office, USACE
Wetlands/401 Unit Central Office
Central Files
WSRO
Division of Water Quality
October 2, 2001
CERTIFIED MAIL: 7099 3400 0006 9313 6222
Return Receipt Requested
Mr. Stan Steury
Blue Ridge Resource Conservation & Development, Inc.
1081-2 Old US Highway 421
Sugar Grove, NC 28679
SUBJECT: APPROVAL of 401 Water Quality Certification with Additional Conditions
Sharp Creek Restoration
DWQ Project # 01 1346
Watauga County
Dear Mr. Steury:
You have our approval, in accordance with the attached conditions (WQC # 3257) and
the condition listed below, to construct the Sharp Creek Restoration Project, approximately 1040
linear feet of Sharp Creek, Class C Waters, Watauga River Basin, Watauga County. The activity
must be conducted as indicated in your application received by the Division of Water Quality on
August 31, 2001.
We have determined that General Water Quality Certification Number 3257 covers this
fill activity. These Certifications allow you to use Nationwide Permit Number 27 when issued
by the US Army Corps of Engineers. Please keep in mind that there may be additional Federal,
State and Local regulations applicable to your project, such as the Sedimentation and Pollution
Control Act, Non-Discharge and Water Supply Watershed Regulations, whereby you may be
required to obtain permits and/or approvals prior to beginning your project. In addition, this
approval will expire when the accompanying 404 Permit expires unless otherwise specified in
the General Certification.
This approval is only valid for the purposes and designs that you described in your
application. If you change your project, you must notify the Division in writing and you may be
required to submit a new application for a new Certification. If the property is sold, the new
owner must be given a copy of the Certifications and approval letter and is thereby responsible
for complying with all conditions.
01 1346
Page 2
If total wetland fill 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 Certifications and the additional
condition listed below:
1. As-built plans and the attached Certificate of Completion (COC) must be submitted to the
Division upon final construction of the Restoration Project.
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 from the date of receipt of this letter. To
request a hearing, send a written petition that conforms to Chapter 150B of the North Carolina
General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh,
NC 27699-6714. This Certification and its conditions are final and binding unless you request a
hearing.
This letter completes the review of DWQ Project #0113 ' 46 by the Division of Water
Quality under Section 401 of the Clean Water Act. If you wish to review any of the Water
Quality Regulations mentioned here, you can download a copy through the 401/Wetlands Unit
web site at htt2://h20.enr.state.nc.us/ncwetlands. If you have any questions, please contact Mrs.
Jennifer Frye at 336-771-4600, ext. 275 or Mrs. Cyndi Karoly at 919-733-9721.
Sincerely,
Gregory J. Thorpe, Ph.D.
Acting Director, Division of Water Quality
Attachments: GC # 3257 (11/22/99), COC
cc: Louise Slate, Ecologic Associates, PC, 218-4 Swing Road, Greensboro, NC 27409
Raleigh Regulatory Field Office, USACE
Wetlands/401 Unit Central Office
Central Files
WSRO
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
September 18, 2001
Memorandum To: File
From: Todd St. John
Subject: Sharp Creek Resto ation
Watauga County
DWQ# 011346
This is a CWMTF project. The design and plans appear to be congruent with a stream
restoration project and should be considered to meet the definition. The only questionable issue is
that the channel does not appear to be competent to move the largest diameter particle in the
channel bed based on the sediment transport validation. This may result in aggradation. However, the
sediment transport analysis appears to indicate that sediment transport should not be an issue.
Recently, in my personal communications with staff from the SRI, I have been told that the Shields
Curve, used for validation, tends to under predict the size sediment expected to be moved. As such, it
may be safe to assume that aggradation would not be an issue. This is supported by the fact that the,
dimensions of the channel as well as the average slope are not to-be greatly adjusted and the
existing channel is said to be incised. As such, if the Region approves the reference reaches (and thew-,
existing reach) as acceptable, I recommend that the project be approved.
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetiands/
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Copy
1LE
Triage Check List
Date: C1 1( d 1
To: ?RRO Steve Mitchell Project Name 6h2. ?:Q ??k ?S?atz??-.'y??`
?FRO Ken Averitte DWQ Project Number ®V I S y U
?WaRO Deborah Sawyer Count
?WiRO Joanne Steenhuis
"*'SRO Jennifer Frye
?ARO Mike Parker
?MRO Pete Colwell
From: Telephone ( 919) 733-q'4ZJ_V
??'1 dad 1 -. J? -33-(IS?5
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 USGW topo maps
? Minimization/avoidance issues
? Buffer Rules (Neuse, Tar-Pamilco, 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 concerns
Comments
c
Ecologic Associates, P.C.
ECMwim`i=MC 218-4 Swing Rd. • Greensboro, NC 27409
[phone] • Fax [phone]
www.ecologic-nc.com
1
August 28, 2001 wES wt hou
UALITY SECTION
Vila
Cyndi Karoly
NCDENR - DWQ
401/Wetlands Unit
1621 Mail Service Center
Raleigh, NC 27699-1621
RE: NWP'27, Permit Application for Sharp Creek Stream Restoration
Dear Cyndi:
Enclosed are a check for $475.00;, one original and seven (7) copies of the
Nationwide 27 Permit Application for Restoration of Sharp Creek in Watauga
County. This project is sponsored by Blue Ridge RC&D, Inc., and it affects four
property owners.
If you have questions or need further information about the project, please call
our office at 336-855-8108. Thank you for your assistance with this project.
Sincerely,
EcoLogic Associates
011346
Louise ;Slate, E(
Enclosures
PAYMENT
RECEIVED
CA Printed on recycled paper.
NWP 27
PERMIT
APPLICATION
n b ? Y,
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_ Way
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C(tpy
STREAM RESTORATION
OF SHARP CREEK
AUGUST, 2001
;I ECO GIC
Ecologic Associates, P.C.
218-4 Swing Road ()11346
Greensboro, NC 27409
[phone]
[e-mail]
PAY,'Yl.f-PJT
FOR
BLUE RIDGE RC&D, INC.
TABLE OF CONTENTS
SHARP CREEK STREAM RESTORATION
Authorization Letter
Pre-Construction Notification for NWP 27 - Stream Restoration
APPENDICES
1. Narrative Report
a. Topographic map
b. Aerial photographs from 1940, 1955, 1964, 1999
2. Existing Condition Survey and Assessment Data
a. Classification summary sheets
b. Assessment summary sheet
c. Cross section data
d. Longitudinal profile data
e. Pebble counts
f. Bar sample
g. Pfankuch channel stability evaluation
3. Velocity, Entrainment, and Erosion Rate Calculations
4. Design Data
a. Morphological Data Sheet for Design
b. Proposed riffle and pool cross sectional geometry
c. Proposed plan view
d. Proposed longitudinal profile
5. NC Rural Piedmont Regional Curves
6. Elk River Gage Data
7. Letter to Department of Cultural Resources
8. Detail Schematics and C4 Stream Type Information
Office Use Only: Form Version April 2001
USACE Action ID No. DWQ No. 01 13 4 6
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
Check all of the approval(s) requested for this project:
X Section 404 Permit
? Section 10 Permit
X 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: NWP 27
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
H. Applicant Information
1. Owner/Applicant Information
Name: Blue Ride Resource Conservation & Development Inc
Mailing Address: 1081-2 Old US Hwy 421
Sugar Grove NC 28679
Telephone Number: 828-297-5805 Fax Number: 828-297-5928
E-mail Address: blueridgercd@a s Q?best com
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: Louise Slate El
Company Affiliation: EcoLogic Associates PC
Mailing Address: 218-4 Swing Road
Greensboro NC 27409
Telephone Number: 336-855-8108 Fax Number: 336-855-7688
E-mail Address: [e-mail]
Page 3 of 12
M. 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: Sh Creek Restoration
2. T.I.P. Project Number (NCDOT Only): NA
3. Property Identification Number (Tax PIN): Stansburv' 1983-34-4847-000 (27 ac.?_
Oliver 1983-35-7703-000 (4 ac.), Knight: 1_983-46-4332-000 (16.32 ac.),
Childress 1983-45-0869-000 (0578 ac )
4. Location
County: Watauga Nearest Town: Mast
Subdivision name (include phase/lot number): NA
Directions to site (include road numbers, landmarks, etc.): Take Rte. 421 north out of Boone
Turn left on Rte 321 at 321/421 split Turn right onto Old Hwy 421 Pass the Sugar Grove
Community Center where Blue Ridge RC&D office is locatedl Continue for another few
miles Turn right onto Silverstone Road Site is upstream of bridge at intersection of
Silverstone Road and Leah Lane.
5. Site coordinates, if available (UTM or Lat/Long): N 36°17.358' / W 81°46.155'
(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:
Ha production fora 'culture.
7. Property size (acres): Combined acreage of 4 lots = 47.898 acres
8. Nearest body of water (stream/river/sound/ocean/lake): Sharp Creek flows into Cove Creek
9. River Basin: Watau a
Page 4 of 12
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/mgp .)
IV.
10. Describe the purpose of the proposed work: This project is to stabilize an eroding stream
reach that is causing loss of agricultural land and contributing excessive sediment to trout
waters Stabilization will be achieved using natural channel design methodologies.
11. List the type of equipment to be used to construct the project: excavator, bucket loader,
dump truck
12. Describe the land use in the vicinity of this project: A cattle farm is located upstream of the
project a hayfield is adjacent to the project and wooded residential property is downstream
of the reach.
Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream, and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
V. Future Project Plans
Are any additional permit requests anticipated for this project in the future? If so, describe the
anticipated work, and provide justification for the exclusion of this work from the current
application: N/A
VI. Proposed Impacts to Waters of the United States/Waters of the State
it is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
Page 5 of 12
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Wetland Impacts
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
N/A

* List each impact separately and identify temporary impacts. impacts mclude, but are not hinted to: mechanized clearing, grauuig, nu,
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 athttv://www.fema.%zo v.
*** 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:
Total area of wetland impact proposed:
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?
lease specify)
1 restoration 1040 Sharp Creek 23 ft perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not i uited to: cuivens and associawd np-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
* * Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.Qov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com
www.mapguest.com etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 1040
Page 6 of 12
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U. S.
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody

( applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not located to: flu, 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.): N/A
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.
This project is beinggundertaken to restore stable channel eg ometry to a prior straightened,
degraded trout stream Reestablishment of riparian vegetation using native plants will be part of
the project Conservation easements will protect the stream and riparian corridor in perpetuity.
Modifications to the channel include reducing the bank height ratio (low bank height/max
bankfull depth) improving _meander length, meander width ratio (belt width/bankfull width), and
radius of curvature Pool to pool spacing and pool length will also be modified. The
combination listed above includes changes to channel dimension, pattern, and profile, thus
making _this a stream restoration job
Page 7 of 12
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with. the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
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.
No mitigation is required associated with stream restoration.
Page 8 of 12
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at hnp:/Wo.enr.state.nc.us/wrp/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX.
Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes X No ?
X.
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 ?
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 )?
Page 9 of 12
Yes ? No X If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near oanx of cnannei; /-one /- extmiuh au
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
XH. 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
XM. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A 14CAC 2H.0500) or any Buffer Rules?
Yes ? No X
Is this an after-the-fact permit application?
Yes ? No X
Page 10 of 12
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Work must be done on Sharp Creek between April and October so as not to interfere with trout
breeding
=28--Z9 I
Applicant/Agent's Signature Date
(Agent's signature is valid o y if an authorization letter from the applicant is provided.)
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Cherokee Iredell Mitchell
US Army Corps of Engineers Avery Clay Jackson Polk
151 Patton Avenue Buncombe Cleveland Lincoln Rowan
Room 208 Burke Gaston Macon Rutherford
Asheville, NC 28801-5006 Cabarms Graham Madison Stanley
Telephone: [phone] Caldwell Haywood McDowell Swain
Fax: [phone] Catawba Henderson Mecklenburg Transylvania
Raleigh Regulatory Field Office Alamance Durham Johnston Rockingham
US Army Corps Of Engineers Alleghany Edgecombe Lee Stokes
6508 Falls of the Neuse Road Ashe . Franklin Nash Surry
Suite 120 Caswell Forsyth Northampton Vance
Raleigh, NC 27615 Chatham Granville Orange Wake
Telephone: [phone] Davidson Guilford Person Warren
Fax: [phone] Davie Halifax , Randolph Wilkes
Washington Regulatory Field Office Beaufort Currituck Jones
US Army Corps Of Engineers Bertie Dare Lenoir
Post Office Box 1000 Camden Gates Martin
Washington, NC 27889-1000 Carteret* Green Pamlico
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans
Wilmington Regulatory Field Office
US Army Corps Of Engineers
Post Office Box 1890
Wilmington, NC 28402-1890
Anson Duplin Onslow
Bladen Harnett Pender
Brunswick Hoke Richmond
Carteret Montgomery Robeson
Pitt
Tyrrell
Washington
Wayne
Union
Watauga
Yancey
Wilson
Yadkin
*Croatan National Forest Only
Page 11 of 12

Narrative
Report
Sharp Creek Restoration Design Report
Introduction
Blue Ridge Resource Conservation and Development, Inc. (BRRC&D) received a
Clean Water Management Trust Fund (CWMTF) grant to restore several creeks
in the Watauga River Basin including a degraded section of Sharp Creek.
EcoLogic Associates, P.C. is the lead design firm contracted by the BRRC&D to
restore 1040 linear feet of Sharp Creek (Map 1). Problems in this stream reach
include areas with exposed, failing banks, beaver damage, and planform and
cross sectional geometry instabilities. This document summarizes the project's
purpose, existing site conditions, assessment methodologies, and proposed
restoration design. Supporting information is included in the attached
appendices.
Design Goals
The design goals of the Sharp Creek restoration project are as follows:
1. Improve water quality by reducing the sediment load generated by eroding
banks and restoring a riparian buffer;
2. Reestablish stable channel dimension, pattern, and profile to Sharp Creek;
3. Restore a functioning floodplain;
4. Enhance aquatic and terrestrial habitat in the stream corridor; and
5. Stabilize banks to reduce further loss of productive agricultural land.
Design Procedure
Design procedures followed those outlined in David L. Rosgen, River Restoration
and Natural Channel Design Course Handbook, 1998, Pagosa Springs, CO.
Using this method, new dimension, pattern, and profile are designed, then shear
stress and sediment transport are calculated to ensure that the proposed design
will effectively transport sediment without causing accelerated erosion or
excessive deposition. The steps that lead to the design plan are as follows:
1. Conduct a watershed characterization for the project reach;
2. Survey a gage in the same hydrophysiographic region to verify field
indicators associated with bankfull discharge;
3. Survey a reference reach in the same hydrophysiographic region;
4. Perform Level 2 and 3 classification and assessment of the project reach;
and
5. Develop a design plan based on reference reach data, design goals, and
existing site constraints.
6/22/2001 1 Ecologic Associates
336-855-8108
Land Use
According to John Stansbury, one of the four primary landowners at the Sharp
Creek restoration site, the field bisected by Sharp Creek has been used for hay
production for the past 50 years. Aerial photographs of the site confirm this, with
the oldest photo clearly showing the old-fashioned haystacks in the field. The
1940 aerial photo shows that Sharp Creek used to be more sinuous. It is clear
that a portion of the channel was straightened between 1940 and 1955. In 1964,
Sharp Creek had widened, and in 1999, a narrower stream is trying to reestablish
meanders in the prior straightened reach. (See photos 1-4).
The Sharp Creek watershed consists primarily of woodland and agriculture.
Between 1964 and 1999, some agricultural land was allowed to revert to forest,
but the land immediately around the project reach is still hayfield with pasture
upstream. Over the last several years, residential development, with associated
roads and drives, has increased in Watauga County. This increased residential
development will likely lead to changes in the volume and quality of storm water
discharging into Sharp Creek.
Physical Setting
The Sharp Creek restoration site is located in a relatively low slope mountain
valley in Watauga County, NC. It is a third order tributary to Cove Creek in the
Watauga River Basin. The restoration reach runs through a hay field between
the north side of Silverstone Road and a wooded hill. The downstream limit is a
bridge at the intersection of Leah Lane and Silverstone Road. The upstream limit
is the fence line of the adjacent cattle farm. The watershed of this section of
Sharp Creek has a drainage area of approximately 3.4 square miles.
Sharp Creek is listed as Class C waters, protected for secondary recreation,
fishing, wildlife, fish and aquatic life propagation and survival, and agriculture.
There are no restrictions on watershed development activities.
Soils around Sharp Creek are primarily Congaree loam and Halewood clay loam,
with a small section of Halewood loam near Silverstone Road. Congaree loam is
an excellent agricultural soil formed from recent alluvium. The alluvium formed
from weathered igneous and metamorphic rock, such as gneiss, schist, and
granite. Surface runoff is very low and internal drainage is moderate. Because
of its low-lying position near streams, it is subject to overflow about once every
10 years. Most of this soil series has been cleared of forest. The natural
vegetation was probably mixed hardwoods, pines and hemlock, with thick
undergrowth of rhododendron, mountain laurel, and related herbs.
Halewood loam and clay loam are formed from weathered granite and low-
micaceous acid schist and gneiss. These soils are found on the tops of rounded
and hilly peaks and ridges and hillsides. This soil has lost a moderate amount of
6/22/2001 2 EcoLogic Associates
336-855-8108
its surface layer and the subsoil is within plow depth in most places. Surface
runoff is medium to high and erosion hazard is moderate in areas not protected
by vegetation. Internal drainage is moderate. Stones as large as 12 inches
across the intermediate axis occur on the surface, but in most places are not
numerous. A few partly weathered rock fragments about 1 inch across are
scattered through the profile and a small amount of fine mica flakes are present
in most areas. (Watauga County Soil Survey)
Existing Condition Survey
An existing condition survey of Sharp Creek was conducted in May 2001. The
pre-restoration stream length is 1040 linear feet. Based on the Rosgen stream
classification system, this stream is an unstable C4/1. (Applied River
Morphology, D. Rosgen, 1996, p. 6-5) (See Appendix 2)
Station 0+00 of the survey started near the fence line at the upstream limit of the
restoration reach. Stationing increases in a downstream direction. Bedrock
outcroppings are located near the upstream and downstream limits of the project
and serve as natural grade control along this reach. A small, abandoned beaver
dam is located at station 1+92 on the creek survey. It has created an enlarged
pool, which has subsequently filled with very fine sediments. Water is scouring
around the remnant dam causing some lateral erosion. Immediately downstream
of the beaver dam is a steep riffle-run segment.
A small portion in the middle of the overall reach has some woody vegetation
growing along the banks. In this section, there is less bank erosion than in
places where woody vegetation is sparse or absent. At station 5+29, near the
end of the vegetated section, large chunks of concrete slab have been placed
against the outside of an overly sharp meander bend in an attempt to prevent
additional lateral erosion. There is some bedrock in this bend that acts as a
grade control, preventing head cutting into the vegetated section.
Below this armored bend is a riffle-run complex, which leads to a hairpin bend at
station 6+39 where excessive erosion is occurring on the outside of the meander.
Downstream of this bend, another bedrock outcropping is located near a small
patch of woody vegetation (Station 6+82). Below this, the channel becomes
narrower and deeper. The channel banks appear to be more stable in this
section. A cross section was taken at station 7+81.
The lower portion of the restoration reach has irregularly spaced pools and bed
features. A bedrock outcropping is located just upstream of the Silverstone Road
bridge (Station 10+40). Below the bedrock, the channel widens and flattens.
Flow remains flat and wide under the bridge.
6/22/2001 3 Ecologic Associates
336-855-8108
Channel Dimension
The cross-section dimensions, such as bankfull depth, width, and area,
are typical for this stream type and drainage area (See Existing Condition
Survey, Appendix 2). However, the bank height ratio (low bank
height/max. bankfull depth) of 1.78 is high. Ideally, when the stream has
full access to its floodplain, this ratio equals 1. This ratio of 1.78 indicates
that the channel has incised and carries more than bankfull flow before
accessing its floodplain. This increases shear stress on the banks and
accelerates bank erosion.
Channel Pattern
Sinuosity, at 1.3, is typical for a C stream type. The middle section that
was straightened now exhibits tight meanders that are causing
accelerated bank erosion. Based on field observations and examination
of aerial photographs, the upstream and downstream portions of the
restoration reach appear to be closer to stable planform geometry.
Channel Profile
The upper third of the restoration reach is slightly steeper than the lower
two-thirds. There is a stable riffle section on the upstream limit of the
restoration reach that is located between a bedrock outcrop in the
upstream pasture and backwater generated by the abandoned beaver
dam. The beaver dam is responsible for enlarging the pool above and
steepening the riffle downstream of it. The riffle pool sequence is irregular
through much of the lower portion of the site. The predominant particle
size in the bed is gravel, with the exception of the beaver-induced pool,
which is predominated by fines. (Existing Condition Survey, Appendix 2)
Riparian Corridor and Floodplain Assessment
The floodplain along the restoration reach is comprised of alluvial and
residual soils covered in grass, mowed seasonally for livestock feed.
Typical species found on the floodplain are blue grass (Poa pratense),
orchard grass (Dactylis glomerata), timothy grass (Phleum pratense),
Fescue (Fetusca rubra), bromes (Bromus spp), vetches (Vicia spp), and
clover (Trifolium spp). Woody vegetation is limited along the study length
of Sharp Creek. Where woody species are present, one can find black
willow (Salix nigra), red maple (Acer rubrum), box elder (Acer negundo),
and tag alder (Alnus sen'ulata).
Since the stream is incised, several sections of bare, vertical bank are
exposed. Materials eroded from these areas are transported downstream
to Cove Creek since the stream has limited access to its floodplain. No
6/22/2001 4 EcoLogic Associates
336-855-8108
riparian wetland systems were identified along this reach; however, a wet
weather channel did support some lamp rush (Juncus sp) and sedges
(Scirpus sp, Carex sp). Approximately 3/4 of the length of the project
reach lacks woody riparian plant cover.
Bankfull Verification
The North Carolina Rural Piedmont Regional Curve and a gage analysis of the
Elk River near Elk Park in neighboring Avery County were used to verify the
bankfull stage identified in the field. More weight was given to the regional
curves in the design because the Elk River gage has been inactive since 1955,
and changes in the watershed over the last 35 years may have altered the
stream geometry. The NC Rural Piedmont Regional Curves are located in
Appendix 5 and the Elk River gage station data is located in Appendix 6.
The bankfull discharge estimate is based on cross-sectional geometry of a stable
riffle section in the upper portion of the reach. Bankfull cross sectional area is
calculated to be 29.9 square feet (sf). Bankfull velocity is estimated at 5.6 fps.
By continuity, bankfull discharge is calculated to be 167 cfs. This is on the low
side of the range defined by the regional curve, most likely because the cross
sectional area is small.
Use of a low discharge estimate is justified for the following reasons. First, much
of the stream data making up the regional curve is from large, gaged rivers. It is
also important to remember that the regional curve data is not stratified by
stream type. It is not unusual for C and E stream types to fall below the curve
because they are more efficient than other stream types. The low bankfull cross-
sectional area of Sharp Creek is consistent with the low bankfull cross-sectional
area of the reference reach.
Reference Reach Analysis
Basin Creek, located in Doughton Park in Wilkes County, is used as a C4
reference reach for design. Basin Creek is a low-sinuosity, gravel bed C stream
type located in a confined valley. This is a reasonable choice for a reference
reach since Sharp Creek is also a gravel bed channel located in a confined
valley. A portion of Worley Creek is also used as a reference reach. Worley
Creek is a small C4 located in Banner Elk in Watauga County. The drainage
areas of Basin Creek and Worley Creek bracket that of Sharp Creek. A
summary of the Worley Creek data and Basin Creek data can be found on the
Morphological Data sheet in Appendix 4.
Shear Stress, Velocity, and Sediment Transport
The flow associated with the critical shear stress for the proposed channel must
be able to move the largest particle on the point bar. Entrainment calculations
6/22/2001 5 EcoLogic Associates
336-855-8108
based on the rifle pebble count and a sieved bar sample are included in
Appendix 3. Based on the equation Tai = 0.0834(d; d5o)-0.872 (Andrews, 1984), the
critical dimensionless shear stress for Sharp Creek is 0.03. This value
corresponds to a required mean bankfull depth of 1.2 feet to move the largest
particle in the bar sample. Measured mean depth is 1.3 feet. Bankfull water
surface slope required is 0.01 ft/ft, which is virtually equal to the current bankfull
slope of 0.011 ft/ft. Mean depth calculations indicate a slightly degrading stream,
but the slope does not need to be adjusted.
Calculated bankfull shear stress is 0.8 pounds per square foot (psf). Based on
the Shields diagram included in Appendix 3, bankfull discharge can move a
particle 50 mm in diameter. The Shields diagram shows the relationship of grain
diameter to critical shear stress for a combination of laboratory and field data.
It is important to remember that river mechanics encompasses the
interrelationships between the flow of water, the movement of sediment, and the
mobile boundaries. In natural streams, which are usually fully turbulent, very
small eddies near the bed cause the fluctuation of the local flow velocity at any
one point, which can initiate particle movement. Critical shear stress (Tc)
necessary for grain movement may approximate values of Tc experimentally
determined in flumes. The experimental Tc value is approximate and subject to a
wide range of variation. Therefore, the most satisfactory estimate of Tc is based
on plotting the measured rate of sediment transport against mean bed shear for a
variety of conditions and extrapolating the empirical relation to the intercept
where transport rate equals zero (Fluvial Processes in Geomorphology, Leopold,
Wolman and Miller, 1964, pp. 169-172).
Dave Rosgen has added points to the Shields curve based on empirical data
measured on natural rivers. These points indicate that the Shields curve tends to
underestimate the competence of a river to move a particular particle size for
critical shear stress values between 0.05 and 1.0 psf. Using this revised,
empirically based curve, a shear stress of 0.8 psf corresponds to moving a
particle closer to 120 mm in diameter. This is consistent with the 97 mm particle
found in the bar sample taken on Sharp Creek.
Estimated channel velocities, based on four calculation methods for existing and
proposed conditions, range from 5.2 to 9.1 feet per second (fps). The estimated
velocity selected is 5.6 fps (based on u/u*) for existing and proposed conditions.
This velocity was compared with velocities predicted by Figure 8.31 on page 849
of Stream Corridor Restoration Principals, Processes, and Practices, Federal
Interagency Stream Restoration Workgroup. The chart predicts basic velocities
ranging from 4.75 to 6.75 fps depending on sediment load. This range supports
the selected velocity estimate for the existing and proposed bankfull flow events.
A BEHI bank erosion prediction was calculated for the eroding meander bend at
Station 6+39. Depending on the Stream Bank Erodibility curve used, the
6/22/2001 6 Ecologic Associates
336-855-8108
estimated soil loss in 30 feet of that meander bend is 6 tons to nearly 13 tons of
soil per year. There is about 100 feet of bank with potential to erode at this rate.
The stability inventory for the Level 3 assessment indicates that Sharp Creek is a
laterally unstable, bedrock-controlled C4 stream type, which can be restored to a
stable C4/1. Problems arise due to high bank height ratio and high sediment
supply. This is evident in the amount of fines found in the pools. An additional
problem is planform readjustment occurring in the center segment that was
straightened circa 1950. Therefore, the restoration design should focus on
restoring stable meander geometry in the prior straightened reach and reducing
the bank height ratio to 1 by creating bankfull benches and laying back banks so
that woody vegetation can be established. These measures will restore stability
and diminish sediment loads delivered into the creek.
Peak flows for the 2-year and 10-year, 24-hour storm events are estimated using
Snyder's synthetic hydrograph method. The results of this analysis are flows of
340 cfs and 506 cfs, respectively. Velocity does not increase much with an
increase in discharge. Provided the bank height ratio is reduced so that flows
exceeding bankfull have complete access to a floodplain, velocities and shear
stress will be reduced in the shallower flowing areas. These areas will have
immediate cover with sod mats, and woody riparian vegetation will hold the upper
banks together once the roots become established.
Natural Channel Design
Aerial photographs from 1940, 1955, 1964, and 1999 provide a good source of
historical information on channel stability, modifications, and adjustment.
Sometime between 1940 and 1955, the central meander bend was straightened.
Subsequent photos show the channel is trying to readjust in this section, but the
upper and lower portions have maintained a fairly constant pattern over the past
60 years. These aerial photographs also support the stream evolution scenario
from a C to a G to an F and back to a C stream type.
The proposed design aims to complete the stream evolution to a stable C4/1.
Current sinuosity and slope will be maintained since stream length lost by
correcting meander geometry in the prior straightened reach will be gained by
adding stream length in the upper reach. Other goals of the design are to reduce
bank height ratio, improve pools, and reestablish a woody riparian buffer along
the length of the restoration reach.
Cross vanes, and in some cases existing bedrock, will be used to control grade
at the tops of riffles. Root wads will be used to protect the outside of meander
bends. In the interest of reducing the bank height ratio, vertical banks will be laid
back to create bankfull benches and to establish a more stable growing surface.
Structural details and specifications are provided in Appendix 8.
6/22/2001 7 EcoLogic Associates
336-855-8108

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45sin Name: WA-TAUGA Drainage Area: Ac. mil
Location: SILVGRSTONE Rb
Twp.&Rge: Sec.&Qtr.: Lat./Long.: 1 W81,4-1,
Cross-Section Monuments (Lat./Long.):
Observers: LS, KB, JV, MT, AW Date: 5-5o -2oot
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Bankfull WIDTH (Wbkf) Z,3, 0 Ft.
WIDTH of the stream channel at bankfull stage elevation, in a riffle section.
Bankfull DEPTH (dbkf) 1.3 Ft.
Mean DEPTH of the stream channel cross-section, at bankfull stage elevation, in a riffle
section. (dbkf= A/Wbkf)
Bankfull X-Section AREA (Abkf) 29. Ft.
AREA of the stream channel cross-section, at bankfull stage elevation, in a riffle section.
Width/Depth Ratio (Wbkt/dbkf) 17,-1 Ft./Ft.
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section.
Maximum DEPTH (dmbkr) Z.-7 Ft.
Maximum depth of the bankfull channel cross-section, or distance between the bankfull stage
and thalweg elevations, in a riffle section.
WIDTH of Flood-Prone Area (W fp,) -70 Ft.
Twice maximum DEPTH, or (2 x drobk f) = the stage/elevation at which flood-prone area
WIDTH is determined in a riffle section.
Entrenchment Ratio (ER) 3.0 Ft./Ft.
The ratio-of flood-prone area WIDTH divided by bankfull channel WIDTH. (WfP,/Wbkf) (riffle
section)
Channel Materials (Particle Size Index ) D50 (0.5 mm.
The D50 particle size index represent the mean diameter of channel materials, as sampled from
the channel surface, between the bankfull stage and thalweg elevations.
Water Surface SLOPE (S) O. o I I Ft./Ft.
Channel slope = "rise over run" for a reach approximately 20 - 30 bankfull channel widths in
length, with the "riffle to riffle" water surface slope representing the gradient at bankfull
stage.
Channel SINUOSITY (K) 1.5
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Stream C?/ I <Cohra rf ers e, note: p84, Sream Type
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Ratio: POOL Depth/ RIFFLE Depth: 1.7 (dp/dr)

Ratio: POOL Width/ RIFFLE Width: I • 1 (Wp/Wr)
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Ratio: Lowest Bank Height/Max. Bankfull Depth (dmbkf)• (• -1 8 (BHj°,,,/dmbkf)

Streamflow: Estimated Mean Velocity (u) @ Bankfull Stage: rj, (o Ft./Sec.

Streamflow: Estimated Discharge (Q) @ Bankfull Stage: 1(07 CFS
Meander Length (Lm) (,5 - 150 ct -1 W • o Ft. Radius of Curvature Ft.
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Pool to Pool Spacing 8+ - 3O2 ,., IlvO Ft. Pool Length 33 - 13 ^- tap Ft.
RATIO: Riffle Slope/Average Water Surface Slope Z . ??..
RATIO: Pool Slope/Average Water Surface Slope 0.31
RATIO: Run Slope/Average Water Surface Slope 1.
RATIO: Glide Slope/Average Water Surface Slope
RATIO: Riffle Max Depth/Mean Depth-Bankfull 7-08
RATIO:_Run Depth/Mean Depth-Bankfull
RATIO: Glide Depth/Mean Depth-Bankfull
RATIO: Pool LengthBankfull Width 1 2.51
RATIO: Pool to Pool SpacingBankfull Width 42- % Sand & <
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Cross Section Data
Cross Section 1
Sta 0+26, Riffle, Existing Conditions
Surveyed by: Ken Bridle, John Vilas
H1= 105.51 ft
BM EL = 104.80
BS = 0.71 ft
Station EL Notes
0 102.42
5 .102.4
10 102.38
11.7 102.28 LTOB
12.3 100.31 bank undercut
14.3 99.99 LBKF
15 99.41
16.5 99.61
18 99.39
19 98.98
20 98.63
20.7 98.45
21.5 97.9 LEW
22.3 97.47
23.5 97.5
24 97.57
25 97.33 TW
26 97.45
27 97.5
28 97.64
29.3 97.91 REW
30 98.3
30.3 98.82
31 99.29
32 99.72
33 99.93
34 99.97
35 99.86
36 99.73
37.3 100.03 RBKF -
38 100.43
39.6 101.14
42 101.68
44 102.13
47 102.23
51 102.33
Sharp Creek data.xls riffle xsec sta 26 (2) . 6/21/2001 EcoLogic Associates
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Cross Section Data
Cross Section 2
Sta 3+85.5
Pool, Existing Condition
Surveyed by: Ken Bridle, John Vilas
HI = 105.51 ft
FS = 6.91 ft.
BS = 3.94 ft
new HI = 102.54 ft
Station EL Notes
0 98.99
4 98.87
6.5 98.92
8 98.61 LTOB
10 97.78
11 97.32
12 96.88
13 96.53
13.7 95.37
15 94.96
16 94.86
16.5 94.57
17 94.17
17.5 93.97 LEW
18 93.61
19 93.63
20 93.27
20.7 93.17
22.1 93.08
23 93.04
24.3 92.99
25.3 92.91
26.9 92.91
28.4 92.88 TW
29.2 92.93 edge of veg
30.7 92.74 hole in veg
31 93.98 REW
32 95.21
32.7 95.92 RTOB
34 96.56
36 96.83
38 96.87
40 96.81
42 97.08
45 97.18
47 97.6
51 98.35
Sharp Creek data.xis pool xsec sta 385.5 6/22/2001 Ecologic Associates
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Cross Section Data
Cross Section 3
Sta 6+39 apex of tight, eroding meander
Surveyed by: Ken Bridle, John Vilas
HI = 102.54 ft
Station EL Notes
0 94.46
5 94.66
10.5 94.71 LTOB
10.7 92.8
12 92.49
13.7 92.84
14.5 91.69
14.6 91.24 LEW
15 90.97
16 90.11
17 90.12
18 90.11
19 90.52
20 91.03
21.3 91.32 REW
22 91.41
23 92
24 91.97
25 92.2
26 92.49
27 92.84
28 93.03
29 93.3
30 93.42
31 93.54 BKF
32 93.67
33 93.66
34 93.68
35 93.67
36 93.75
37 93.71
40 93.67
43 93.54
46 93.54
49 93.61
lines delineate near bank 1/3 width of 17.4 - 10.6 = 6.8
mean depth bkf = 9.83 FT
near bank 1/3 area = 66.8 SF
wetted perimeter = 16.63 FT
hydraulic radius = 4.02 FT
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Sharp Creek data.xls meander xsec sta 639 6/26/2001 Ecologic Associates
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Cross Section Data
Cross Section 4
Sta 7+81, Moving toward "E" type channel
Surveyed by: John Vilas, Adam Williams
HI = 102.54 ft
Station EL Notes
0 93.58
2 93.47
4 93.29
6 .93.10
6.7 92.89 LTOB
7.5 92.61
8.5 92.18 LBKF
9.5 91.64
10 90.20 LEW
10.2 89.94
10.7 89.64
11.4 89.47
12 89.38
13 89.24 TW
13.5 89.33
14 89.32
15 89.29 veg. mat starts
16 89.68
16.3 90.16 REW
17 90.49
18 91.22
19 91.76
19.5 92.03
20 92.09 RBKF
20.5 92.15
21 92.13
21.5 92.14
22 92.21
22.5 92.30
23 92.44
24 92.82
25 93.10
27 93.37
Sharp Creek data.xls x -sec 4 sta 781 6/22/2001 Ecologic Associates
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Sharp Creek Restoration Site 5/30/2001
Longitudinal Profile - Existing Conditions
Bench Mark =
Station EL WSEL BKF EL TERR. EL Notes
BM 91.38 painted "X" on wingwall c@ bridge
TP1 98.24
TP2 98.72
TBM-1 104.80 top of rebar stake, top of reach
100.78
0 97.83 98.63
13 97.98 98.38
26 97.33 97.98 riffle cross sectio
53 96.93 97.43 99.23 102.38 6ArKI
74 96.58 97.38
83 96.38 97.38 top pool
96 95.58 97.38
109 96.08 97.38 99.33
121 96.28 97.38
137 95.48 97.38
152 95.08 97.33
171 95.88 97.38
179 95.98 97.38
192 97.03 97.33 top beaver dam
198 96.43 96.93 99.88 top riffle
235 95.38 95
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272 94.85 .
95.25 97.40 irtntr kurr?? ?'??
293 94.15 94.75
300 93.90 94.60
312 93.90 94.70 top glide
331 94.15 94.55 top riffle
355 93.15 93.95 96.65 99.85 top run
385 92.90 94.00 top pool - pool cross section
395 92.70 94.00
402 93.05 93.95
422 93.55 93.95
442 92.80 93.80
461 93.15 93.75
470 92.90 93.70
482 93.20 93.60
494 92.85 93.45
509 92.55 93.25 96.55
529 92.05 92.75 top concrete armor
532 91.50 92.70 95.85
538 91.35 92.75 bottom pool
545 92.10 92.70 rock outcrop
551 91.35 92.75
564 92.05 92.65 94.25 95.35
573 91.45 92.55
584 92.00 92.50
Sharp Creek data.xls long pro data (2) 6-21-2001 Ecologic Associates
597 91.90 92.40 93.90
606 91.35 92.05
617 91.25 91.75
635 90.05 91.15 top pool
640 89.95 91.15 cross section in hairpin bend
649 90.60 91.20
655 90.20 91.10 94.65
667 90.00 91.10
678 90.40 91.05
682 90.15 91.05 start rock outcrop
700 90.70 91.00
708 89.75 90.90 end rock outcrop
711 90.35 90.85
720 89.95 90.75 92.75 94.25
730 90.05 90.55
742 89.65 90.45
745 89.20 90.40
755 89.75 90.40
770 89.80 90.30
781 89.20 90.20 92.20 cross section - trans to E characterisitcs
800 89.20 90.20
810 89.55 90.15 top riffle
854 88.58 89.28 91.08 ;nnRr 6Ar M ?-
869 88.08 89.18 92.68
884 88.43 89.13 end sluice cutoff
892 88.38 89.08 90.58
900 87.93 88.83
912 87.88 88.38
916 87.53 88.33
929 87.63 88.08
937 86.88 87.88
949 86.58 87.78 89.78
953 87.13 87.78
959 86.28 87.68
972 86.93 87.63 rock outcrop
978 86.93 87.43 89.53 91.53
984 86.48 87.38
990 86.68 87.28
997 86.08 87.28
1009 86.68 87.18
1027 86.18 86.88 start rock outcrop at end of reach
1033 85.68 86.88
1040 86.18 86.83
BM tie-in 91.39
Sharp Creek data.xls long pro data (2) 6-21-2001 EcoLogic Associates
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Sharp Creek
Bar Sample by John Vilas 7-9-01
sample
weight % of total
particle size (mm) (Ibs) sample % cum
sand < 2 8 20% 20%
v fine gravel 4 4.4 11% 31%
fine gravel 8 6.9 17% 47%
med gravel 16 7.95 20% 67%
med gravel 32 6.5 16% 83%
coarse gravel 64 4.7 12% 95%
cobble > 64 2.2 5% 100%
Total sample weight = 40.65 Ibs
Largest particle on bar = 97 mm
Largest particle in bed = 104 mm
d16 < 2 mm
d35 5 mm
d50 8.2 mm
d84 32 mm
d95 80 mm
7/10/01 EcoLogic Associates
PFANKUCH CHANNEL STABILITY EVAL
Reach Location....... CC..:fAAM.....i!;RPEK..... ................................. Date.....- -
0b..
OL
catagory .
.
EXCELLENT

1
Landform Slope
Bank Slops Gradient <30% POOR
UPPER 2 Mass Wa
Sting
No evidence Of past Or future mass wasting. k slops gradient sox'.
rsVuerut or law rge causing sediment needy year long
BANKS 3 Debris Jam Potential Essentially absent from immediate channel an a of imminent danger of same.
4 Vegetative Bank Protection so%+ plant density. v
gar and variety suggest a . to heavy amounts, predom- larger sizes. 8
deep dense soil binding rod mass. SOx density. fewer species and loss vigor indicate 12
5 Channel Capacity Ample for present plus some increases. Peak poor. discontinuous and shallow root mass.
flows contained. W/D ratio <7 nadequate. Overbank flows common. W/D ratio >25 4
LOWER 6 Bank Rock Content 65x+ with large angular boulders. 12-+ common
BANKS 7 Obstructions to Flow Racks and logs fumy imbedded. Flow pattern '20x rock fragments of gravel sizes. 1- «bsa O
wt}wut cutting «deposition. Stable bed. 'requeM obstructions cause erosion year-1«g. 8
8 Cuttln
g
Little or none. Infreq. raw banks less than 6- Sediment traps full charnel migration occurring.
. 1lmost continuous cuts. some over 24' high. 16
9
Cron
tittle or no enlargement of channel or pt bars of overhangs frequent

Failure
deposit of predominately fine particles. 16
10 Rock
Angularity
Sharp edges and comers. pane surfaces rough. Accateraled ber devH°p tint.
11
Brlgtttnes5
Surfaces dull. dark or stained. Gen. not bright Veil rounded in all dimensions. surfaces smooth. 4

BOTTOM
12
Consolidation of Particles
Assorted sizes tightly packed or overiapping. 4edonn_ bright. 65x• exposed or scoured surfaces. 4
13 Bottom Size Distribution No size cha
rigs evident
Stable
melon. 80.100% io packing eviderR Imes assortrnert easily rrwved. 8

14
Scouring and Deposition sco
.
<sx of botIIxru affected by scour or deposition.
by
larked
distribution change. Stable maeeriats 0-2M. 16
. lore than 50% of the bottom in a state of fh« of 24
15 Aquatic Vegetation Abundant. Growth moss-like, dark groan. change nearly yeaaiony.
perennial. In swift %wer too. brennial types scarpe or absent Yello--green, 4
short term bloom may be pesent

totals ............................. 2
Zc.7
n Width ............................x avg. depth .................................... x mean
"040city ................ .........=o.:...........................y Ratio Condition
i ML ........................Reach Gradient.............................. Y! .............
Stream Order......................5nuosrty Ratio......................: - --
urge (Q Br) ..........................
St ..............................Depth Bf...................................... wio Patio .................................. ef
........: ...+ P ..............
ge Area ..........................Valley Gradient .............................. Stream Length ............................... Valley length...............
Meander (Lm) ........................BeK
stream
Type
Pfankuch
Rating
from Reach
table Condition
am Type Al A2 A3 A4 A5 A6 61
D3 D4 D5 D6
OD
r 38-43 38-43 5490 60-95 60-95 50-80 38-45
?FAA
R 44-47 444 7 91-129 96-132 96-142 81-110 46-58 85-107 85-107 85 107 67-98
R 48+ , 48+ 130+ 133+ 143+ 111+ 59+ ?08 132 106 132 10
32 9
125

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133+ 33+

133+ 126
+
126+
Stream Type DA3 DA4
DA5 DA6 E3
E4
ES
G5 G6
GOOD
FAI 40-63 40-63 40-63 40-63 40-63 50-75 50-75 4
2
85107
R
POOR 64-86 64-86 64-86 64-86 64-86 76-96 76-96 10.11
6
25
108120
87+ 87+ 87+ 87+ 87+ 97+ 97+ 131
126+ 121+
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Velocity Comparison Form
Date I- Io - O t Team KS, LS, J\1
Stream SHARP CREEK Location WA-rAUGA CoUNTy
EXISTING CONbl-r ION
Input Variables Output Variables
Bankfull Cross
Sectional Area (ABKF) ft2 Bankfull Mean Depth
DBKF = (ABKFIWBKF) 1.3 ft
Bankfull Width W
( BKF) ft
Z3.0 Wetted Perimeter (WP)
(_(2*DBKF)+WBKF) ft
z rJ . (o

D84
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D84
(mm/304.8)
ft
O. 13B
Bankfull Slope ft/ft
O.O I I Hydraulic Radius (R)
(ABKFANP) ft
I ' I
Gravity 3Z Z ft/sz R/D84 (use D84 in FEET)
R/D84, u/u*, Mannings n
U/U* (using R/D84: see Reference Reach Field Book: p188, River Field Book:p233) 8.1 fus/
Mannings n: (Reference Reach Field Book: p189, River Field Book:p236) 0.031 ftv6
Velocity: from Manning's equation: u=1.49Ry3S'/'/n I cJ ft/s I
_ J
u/u*=2.83+5.7logR/D84
U*. u*=(gRS)o.s _O (o- .. ft/s
Velocity: u=u*(2.83+5.7logR/D84) I 5 Z ft/s
Mannings n by Stream Type
Stream Type CA
Mannings n: (Reference Reach Field Book: p187, River Field Book:p237) 0 0 t cl ftvs
Velocity: from Manning's equation u=1.49R13S1/2/n 1 ( ft/s
Continuity Equation
ABKF (cfs) from regional cu or stream gage calibration ,Z 15 cfs
--------
Velocity (u=Q/A or from stream gage hydraulic geometry) I 1. ,Z.. ft/s
IN
i?
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-4-0
Velocity Comparison Form
Date R- Z Z-01 Team Eco LoG I c
Stream St-i AR? CREEK Location WA-rAUGA COUNT`
Lt?- PROPOSEtb
Input Variables Output Variables
Bankfull Cross
Sectional Area (ABKF) ft2 Bankfull Mean Depth
DBKF = (ABKFNVBKF) 1.3 ft
Bankfull Width W
( BKF) ft
2-1.0 Wetted Perimeter (WP)
(" (2*DBKF)+WBKF) ft
Z3
D84 4-7- mm D84 (mm/304.8)
ft
0.138
Bankfull Slope 0.011 ft/ft Hydraulic Radius (R)
(ABKF/WP) I b ft
Gravity 32-2- ft/s2 R/D84 (use D84 in FEET)
ft/ft
8.4-
R/D84, u/u*, Mannings n
U/U* (using R/D84: see Reference Reach Field Book: p188, River Field Book:p233) 8 ( ?S/
Mannings n: (Reference Reach Field Book: p189, River Field Book:p236) d, 03 1 ftv6
Velocity: from Manning's equation: u=1.49R'S"/n I rJ. ft/S
u/u*=2.83+5.7log R/D84
uu*=(gRS)o.s _0 ?o .. _ ft/s
Velocity: u=u*(2.83+5.7logR/D84) I S• Z ft/s
Mannings n by Stream Type
Stream Type c 4-
Mannings n: (Reference Reach Field Book: p187, River Field Book:p237) 0. of ftv6
Velocity: from Manning's equation u=1.49R13SI`2/n I q , i fus
Continuity Equation
ABKF (cfs) from regional curve or stream gage calibration ,Z 1 Jc _ _cfs OVI Velocity (u=Q/A or from stream gage hydraulic geometry) I -7-2- ft/s
II I
r
Entrainment Calculation Form
Stream: 54AARP CREEK Reach:
Date: I- t o-O t Observers Eco i c/ E'&"4
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)-0.872
Value Variable Definition
32.0 di (mm) D50 Bed Material (D50 from riffle pebble count)
8 2 d5o (mm) Bar Sample D50 or Sub-pavement D50
10_025 1 Tcl Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample:
dr = (Tci*1.65*Di)/Se 1.65 = submerged specific weight of sediment
Value Variable Definition
0.025 'Cci Critical Dimensionless Shear Stress
0.318 Di (feet) Largest particle from bar sample 1.1 m?+.. 0, 318
0.01( Se (ft/ft) Existing Bankfull Water Surface Slope
I c) 1 dr (ft) Bankfull Mean Depth Required
(, 3 de (ft) Existing Bankfull Mean Depth (from riffle cross section)
Circle: Stable (de/dr =1) Aggrading (de/dr <1) Degradin (de/dr >1
Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample:
Sr = ('Cci*1.65*Di)/de 1.65 = submerged specific weight of sediment
Value Variable Definition
O. o25 'Lci Critical Dimensionless Shear Stress
0.318 Di (feet) Largest particle from bar sample
1 3 de (ft) Existing Bankfull Mean Depth (from riffle cross section)
O.O_I_ 1 Sr (fUft) Bankfull Water Surface Slope Required
Circle: Stable (Se/Sr =1 Aggrading (Se/Sr <1) Degrading (Se/Sr >1)
Sediment Transport Validation
q -7 Largest Particle in Bar Sample Di (mm)
0, By Bankfull Shear Stress T, 7RS (lb/ft) b = (,Z. J, R = I. I(n S = O.Ot t

50 Moveable particle size (mm) at bankfull shear stress (predicted by the Shields Diagram: Blue
field book:p238, Red field book: p190)

1.
Z Predicted shear stress required to initiate movement of Di (mm) (see Shields Diagram: Blue
1
field book:p238, Red field book: p190)
Josh:C/My Documents/Class Files/RAM/Forms/RAM Forms.xls 15 Wildland Hydrology 9/00

190
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Tc = CRITICAL SHEAR STRESS: (Ibs./sgft.)
Laboratory and field data on critical shear stress required to
initiate movement of grains (Leopold, Wolman, & Miller 1964).
The solid line is the Shields curve of the threshold of motion;
transposed from the 0 versus R form into the present form,
in which critical shear stress is plotted as a function of grain
diameter. 1
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Data Points are drawn from the following sources:
U.S.W.E.S. Chitty Ho
Chang Krey
Nat'l. Bur. of Standards Prussian Exper. Institute
Kramer Engels
Indri FahnPStnrk

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Bank Erodibility Hazard Rating Guide
Stream Reach Date Crew
Bank Height (ft): Bank Height/ Root Depth/ Root Bank Angle Surface
Bankfull Height (ft): Bankfull Ht Bank Height Density % (Degrees) Protection%
Value
---------------- 1.0-1.1
----------------- 1.0-0.9
------------------ 100-80
- 0-20 100-80

VERY LOW Index
----------------
1.0-1.9
-----------------
1.0-1.9
----------------- -----------------
1.0-1.9
---------- * -----------------
1.0-1.9
- -----------------•
1.0-1.9

Choice
V: I:
V: 1: --------
V: I: •---------
-------
V: I: -----------------
V: I:
----- Value 1_11_1 19-- 79_55 21-60 179-5?
--
LOW Index --
----
2.0-3.9 --- --
2.0-3.9 • -----
-
2.0-3.9' 2.0-3.9 2.0-3.9
----------------
Choice -----------------
V: I: -----------------
5-(0 ------------------
V: 1: -----------------
V: I: -----------------•
V: o I: -?

ar

Value

1
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0_49_0_3

-
54

80
61

54
-30

C
a ----
-
MODERATE Index
---------------- -
-
4.0-5.9
--------- ---- -----
4.0-5.9
---------------- ----- --
--
4.0-5.9 __
--------------- ----- --
-
4.0-5.9 _
--------------- -
----- -
4.0-5.9
---------------

o
Choice
V: 1.39 1_
V: I:
V: I:
V: 1: •
V: I:
Q Value 1.6_2.0 0_29-0.15 29-15 ;' 81-90. 29-15

W ---------------
HIGH ----- Index----- ---
-----
--
----- 6.0-7.9 ----- ----
---
----- 6_0-7.9
----- ----°------ =-----
6.0-7.9
------------------ •-----------------
---6.0-7_9 -
--- ---- -----------------•
----- 6.0-7_9-
----•
Y
c Choice V: 1: V: 1: V: 16, I: ,k V: 93 I: V: I:

M Value
---------------- 2.1-2.8
--------- ----- 0.14-0.05
------- 14-5.0
- ----------------- 91-119
------------------- 14-10
-----------------

VERY HIGH Index
------ -----
8.0-9.0
-----------------
8.0-9.0
-----------------
8.0-9.0
------------------
8.0-9.0
---- -
8.0-9.0

Choice
V: 1:
V: I:
V: 1: -------------
V: I: ------------------
V: I:
Value >2.8 <0.05 <5 >119 <10
EXTREME Index
---------------- 10
----------------- 10
----------------- 10
------
- 10
I
- 10

Choice
V: l:
V: l: -
---------
V: I:
V
-----------------
: 1: ------------------
V: l:
V = value, I = index SUB-TOTAL (Sum one index from each column) z-?
nk Material Description:
Le r =
nk Materials
Bedrock (Bedrock banks have very low bank erosion potential)
Boulders (Banks composed of boulders have low bank erosion potential)
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of bank material, then do not adjust)
Gravel (Add 5-10 points depending percentage of bank material that is composed of sand)
Sand (Add 10 points)
Silt Clay (+ 0: no adjustment)
BANK MATERIAL ADJUS
Comments:
Add 5-10 points depending on position of unstable layers in relation to bankfull stage
STRATIFICATION
VERY LOW LOW MODERATE HIGH VERY HIGH EXTREME
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
Bank location description circle one) GRAND TOTAL
Straight Reach Outside of Bend BEHI RATING
Josh-C:MyDocuments/Class Files/RAM/Forms/Ram Forms.xls 11 Wildland Hydrology 9/00
Bank Erosion Prediction
Stream Cross Section Date
Mean Shear Stress
Bankfull Hydraulic
Radius (ft) R I (?
Water Surface Facet
Slope (ft/ft) S C I
Shear Stress (lb/ft)
,c = YRS Y=62.4lb/ft3 0- 80
Near Bank Stress Rating
Conversion of Numerical Indices to
A Adjective Ratings
Near Bank Near Bank Stress/Mean
Stress Rating Shear Stress
Very Low <0.8
Near Bank Shear Stress Low 0.8-1.05

vl
-??c
0,

,'; Y3 Wine Bankfull Hydraulic Radius
j
Moderate
1.06-1.14
o{, (ft ) R (near bank 1/3) .
;n VIJ Ca
har.i? Near Bank Water
Surface Slope (ft/ft) S i High 1.15-1.19

Rio S4,,- Shear Stress (Ib/ft2)
p_ q
7
Very High
1.2-1.6
i T near bank= yRS
Extreme >1.6
Near Bank Stress/ r
Mean Shear Stress
12 I Near Bank
h
ver?
(T near bank/T) Stress Rating ? n
- - - - - - - - - - - - --
Stream Bank Erodibillity Rating
BEHI Rating , , , '
7. (-, n C Y
----------------
Bank Erosion Prediction at Cross Section
A B C D
Lateral Erosion at Bank Height Length of Predicted Erosion
Cross Section Bank
_(feet/y_ear) _ (feet) (feet) feet3
O.8 •/yr._ Colo rav(a 1 3.?, CFIFT COLORk.DU
IL -7 ?.5
`. y, ``'`ilow - 7•(n5 CF/Fi ?ELLOV{S'rJ?
,ircle graph used:
Column A:
Column B:
Column C:
Column D:
Colorado Yellowstone
Use Stream Bank Erodibility Rating and Near Bank Stress Rating in conjunction with
Figure 6-27 in Rosgen, 1996.
Study Bank Height (Use Cross Section Plot: top of bank - toe of bank)
Input 1 foot for point erosion @ cross section
Columns A'B"C
Josh:C/My Documents/Class Files/RAM/Forms/RAM Forms 12 Wildland Hydrology 9/00
LEVEL III: ASSESSMENT OF STREAM CONDITION AND DEPARTURE
STREAM BANK ERODIBILITY Colorado USFS 1989
10

w
w

W

Extreme
0 O O p
0
W Hi - Very Hi p
0.1

Moderate F- 7?

Low
NEAR BANK STRESS
0.01
Very Low Low Moderate High Very High Extreme
STREAM BANK ERODIBILITY Yellowstone Natl. Park 1989
10

?
°
Extreme o
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1

W
E Hi - Very Hi.
p
z
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p
0.1
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Low
p NEAR BANK STRESS
0.01
Very Low Low Moderate High Very High Extreme
FIGURE 6-27. Relationship of streambank erodibility and stress in the near-bank region vs. measured streambank
erosion rates, (USFS, Colorado and NPS, Yellowstone, 1989) (Rosgen 1990)
6-43
Sharp Creek Restoration Project
Morphological Data
CL/
Rosgen Stream Type
Drainage Area (sq mi)
Bankfull Width (WbId) (ft)
Bankfull Mean Depth (dbld) (ft)
Bankfull Cross Sectional Area (Abkf) (sf)
Width/Depth ratio (Wbadbid)
Maximum depth (dmbkr) (ft)
Width of flood prone area (W") (ft)
Entrenchment ratio (ER)
Water surface slope (S) (ft/ft)
Pool Depth (ft)
Riffle Depth (ft)
Pool Width (ft)
Riffle Width (ft)
Pool XS Area (sf)
Riffle XS area (sf)
Pool depth/mean riffle depth
Pool width/riffle width
Pool area/riffle area
Max pool depth/dbW
Low bankheight/max bankfull depth
Mean bankfull velocity (1/) (fps)
Bankfull discharge Q cfs
PA T15 TA
Meander length (Lm) (ft)
Radius of curvature (Rc) (ft)
Belt width (WbO (ft)
Meander width ratio ( `bftNVbld)
Radius of curvature/bankfull width
Meander len ankfull width
E DATA
Valley slope
Average water surface slope
Riffle slope
Pool slope
Pool to pool spacing
Pool length
Riffle slope/avg water surface slope
Pool slope/avg water surface slope
Run slope/avg water surface slope
Run depth/dbid
Pool length/bankfull width
Pool to pool s acin ankfull width
L, S
D16
D35
D50
D84
D95
Reference Retereni
Existing Baton WMei
Channel Creek Creek
C4/1 C4 C4
3.46 8 0.96
23 30.7 15
1.3 1.9 1.2
29.9 57.4 17.6
17.7 16.4 12.8
2.7 2.5 1.7
70 85 50
3.0 2.8 3.3
0.011 0.017
1.3 1.02 1.5

2.2 1.6 1.8
1.3 1.9 1.2
26 40.6 15
23 30.7 15
56.4 64.4 26.8
29.9 57.4 17.6
1.7 0.9 1.5
1.1 1.3 1.0
1.9 1.1 1.5
3.2 1.7 3.5
1.8 1 1
5.6
167

(65-150) 100 350 135
19.5-58.6 77-134 20.7
27 105 71
1.17 3.4 4.7
1.70 2.5-4.4 1.38
4.3 11.4 9.0

0.015 0.014 0.025
0.011 0.014 0.017
.02-.06 0.051 0.041
.0008-.0072 .005-.006 0.0035
84-302 224 125
33-139 41-99 8.4
2.6 3.61 2.46
0.4 0.39 0.21
1.36 0.80 0.35
1.55
2.6 2.3 0.56
7.0 7.3 8.3

0.062 4.8 1.7
0.25 20 8
6.5 38 45
42 130 160
90 230 230
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8/25/2001
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16-square miles area around site
QUAD SHEET. ELK PARK
http://nc.water.usgs.gov/floodstats/maps/t03481000.jpg 6/27/2001
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EC:NMWJ?c
August 21, 2001
Renee Gledhill-Earley
Division of Archives and History
NC Dept. of Cultural Resources
109 E. Jones St.
Raleigh, NC 27601-2807
RE: Sharp Creek Stream Restoration Site
Watauga County
Dear Ms. Gledhill-Earley:
Ecologic Associates, P.C.
218-4 Swing Rd. • Greensboro, NC 27409
[phone] • Fax [phone]
www.ecologic-nc.com
Our client, Blue Ridge RC&D Council, Inc. of Sugar Grove, NC, desires to restore a little
over 1000 feet of Sharp Creek near the Mast community. A map showing the site location
and the surrounding area is enclosed (based on USGS topographic maps "Sherwood" and
"Zionville"). The work will consist of localized channel excavation and revegetation.
Can you please provide any information that your office possesses regarding archaeological
or historical sites, or similar cultural resources, relative to this site?
Please respond at your earliest convenience. Should you have any questions or require
additional information, please call
Sincerely,
M I V
Mark A. Tay or, PE
Project Manager
Enclosure
+:'? Printed on recycled paper.

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Appendix G
Cross-Vane (Conceptual Design)
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Draft Technical Guide for Stream Work in NC 32

STREAMBANK TREATMENT
Log, Rootwad, and
Boulder Revetments
Boulders and logs with root masses
attached placed in and on streambanks to
provide streambank erosion, trap
sediment, and improve habitat diversity.
STREAMBANK TREATMENT
Live Stakes

Live, woody cuttings which are tamped
rzin the soil to root, grow and create a
mv_ g root mat that stabilizes the soil by
forcing and binding soil particles
together, and by extracting excess soil
moisture.
Applications and Effectiveness
• Will tolerate high boundary shear stress if logs and rootwads are well
anchored.
• Suited to streams where fish habitat deficiencies exist.
• Should, where appropriate, be used with soil bioengineering systems and
vegetative plantings to stabilize the upper bank and ensure a regenerative
source of streambank vegetation.
• Will enhance diversity in riparian areas when used with soil bioengineer-
ing systems.
• Will have limited life depending on climate and tree species used. Some
species, such as cottonwood or willow, often sprout and accelerate
colonization.
• Might need eventual replacement if colonization does not take place or
soil bioengineering systems are not used. ..
• Use of native materials can sequester sediment and woody debris, restore
streambanks in high velocity streams, and improve fish rearing and
spawning habitat.
• Site must be accessible to heavy equipment.
• Materials might not be readily available at some locations.
• Can create local scour and erosion.
• Can be expensive.
Applications and Effectiveness
• Effective where site conditions are uncomplicated, construction time is
limited, and an inexpensive method is needed.
• Appropriate for repair of small earth slips and slumps that are frequently
wet.
• Can be used to stake down surface erosion control materials.
• Stabilize intervening areas between other soil bioengineering techniques.
• Rapidly restores riparian vegetation and streamside habitat.
• Should, where appropriate, be used with other soil bioengineering
systems and vegetative plantings.
• Enhance conditions for colonization of vegetation from the surrounding
plant community.
• Requires toe protection where toe scour is anticipated.
For More Information
• Consult the following references: Nos. 14, 21, 34, 56, 65, 67, 77, 79, 81.
Wing Deflectors
Structures that protrude from either
streambank but do not extend entirely
across a channel. They deflect flows
away from the bank, and scour pools
by constricting the channel and
accelerating flow.
STREAMBANK TREATMENT
ank Shaping and Planting
Regrading streambanks to a stable slope,
placing topsoil and other materials
needed for sustaining plant growth, and
selecting, installing and establishing
appropriate plant species.
Applications and Effectiveness
• Should be designed and located far enough downstream from riffle areas
to avoid backwater effects that would drown out or otherwise damage the
riffle.
• Should be sized based on anticipated scour.
• The material washed out of scour holes is usually deposited a short
distance downstream to form a bar or riffle
area. These areas of deposition are often composed of clean gravels that
provide excellent habitat for certain species.
• Can be installed in series on alternative streambanks to produce a
meandering thalweg and associated structural diversity.
• Rock and rock-filled log crib deflector structures are most common.
• Should be used in channels with low physical habitat diversity, particu-
larly those with a lack of stable pool habitat.
• Deflectors placed in sand bed streams may settle or fail due to erosion of
sand, and in these areas a filter layer or geotextile might be needed
underneath the deflector.
Applications and Effectiveness
• Most successful on streambanks where moderate erosion and channel
migration are anticipated.
• Reinforcement at the toe of the embankment is often needed.
• Enhances conditions for colonization of native species.
• Used In Conjunction with other protective practices where flow velocities
exceed the tolerance range for available plants, and where erosion Occurs
below base flows.
• Streambank soil materials, probable groundwater fluctuation, and bank
loading conditions are factors for determining appropriate slope condi-
tions.
• Slope stability analyses are recommended.
For More Information
• Consult the following references: Nos. 11, 14, 56, 61, 65, 67, 68, 77, 79.
> 1E
O
M
A
ry n n n
LEVEL II: THE MORPHOLOGICAL DESCRIPTION
MORPHOLOGICAL DESCRIPTION AND
EXAMPLES OF STREAM TYPES
C4 Stream Type
The C4 stream type is a slightly entrenched, mean-
dering, gravel-dominated, riffle/pool channel with a
well developed floodplain. The C4 stream type is
found in U-shaped glacial valleys; valleys bordered
by glacial and Holocene terraces; and in very broad,
coarse alluvial valleys typical of the plains areas.
Some of the C4 stream types occur in glacial
outwash terrain, closer to the lobe where gravel
material is present The C4 stream channels are
found in Valley Types IV, V, VI, VIII, IX and X. C4
stream channels have gentle gradients of less than
2%, display a high width/depth ratio, are slightly
more sinuous and have a higher meander width
m'atio than the C1, C2 and C3 stream types. The
riffle/pool sequence for the C4 stream type average
5-7 bankfull channel widths in length. The stream-
5-96
banks are generally composed of unconsolidated,
heterogenous, non-cohesive, alluvial materials that
are finer than the gravel-dominated bed material.
Consequently, the stream is susceptible to accelerat-
ed bank erosion. Rates of lateral adjustment are
influenced by the presence and condition of riparian
vegetation. Sediment supply is moderate to high,
unless streambanks are in a very low erodibility
condition. The C4 stream type, characterized by the
presence of point bars and other depositional fea-
tures, is very susceptible to shifts in both lateral
and vertical stability caused by direct channel dis-
turbance and changes in the flow and sediment
regimes of the contributing watershed. Meander,
and depositional patterns which modify the condi
tion of this stream type are described in Chapter 6.==
LEVEL II: THE MORPHOLOGICAL DESCRIPTION
DELINEATIVE CRITERIA (C4)

Landform/soils: Broad, gentle gradient alluvial valleys and river deltas. Soils are alluvium.
Channel materials: Predominantly gravel, with lesser amounts of cobble, sand and silt/clay.
Slope Range: < .02 (C4c- .001)
Widtfi/depth Ratio: >12
Entrenchment Ratio: > 2.2
Sinuosity: >1.4
5-97
APPLICATIONS
riparian and stream condition would come from
placing the highest priority on developing grazing
management strategies for those streams that are
most sensitive to grazing disturbances and have the
highest recovery potential.
For example, the rooting depth of riparian vege-
tation has diminished effect on entrenched F, A, and
G stream types. Many of these banks are collapsed
from the lower 1 /3 slope position far below existing
rooting depths, even of woody species. Conversely,
riparian vegetation plays a predominant role in
maintaining bank stability for E and C stream types
(having characteristically low bank height/rooting
depth or bank height/bankfull stage ratios). Myers
and Swanson (1992) studied the effects of grazing
on the stability of streams in northern Nevada and
concluded that "range managers should consider the
stream type when setting local standards, writing
management objectives, or determining riparian
grazing management strategies."
The timing of grazing is also critical in deter-
mining the effect that grazing will have on stream
condition. This is due to seasonal differences in
plant physiology and soil conditions. For example,
"E" stream types characteristically support rizoma-
tous grasses and sedges which often have a rooting
depth equal to bank height. For "E" stream types,
grazing should be limited to mid and late season
grazing. This reduces the mechanical damage
caused from livestock grazing on highly saturated
soils early in the season. Avoiding this damage in
turn reduces the collapsing of undercut banks.
Another advantage of late season grazing is that
many of the Carex and Juncus species associated
with E4, E5, and E6 stream types become less palat-
able as the plants mature, thus providing a natural
check on middle to late season grazing utilization.
"C" stream types, however, require a different
grazing strategy. "C" stream types are characterized
by deep rooted species such as alder, willow, birch
and dogwood. Often bank heights are associated
with terraces on the outside of bends, requiring
riparian species with greater rooting depths. The
deeper rooted, woody species, adapted to such
riparian sites, are critical to the bank stability of C3,
C4, C5, and C6 stream types. For these stream types,
grazing should be limited to early season especially
for large riparian pastures. This is due to the follow-
ing reasons:
(1) In early season, the palatability of forage in the
upland adjacent to the riparian corridor is very
high, thus better utilization is obtained of forage
which is often not used. This reduces the con-
centration of animals and reduces utilization on
the streamside vegetation.
(2) Water availability on upland areas is better in
the early season with higher plant moisture,
both of which provide for easier distribution and
less concentrations along the streamside zone.
(3) Air temperatures are often lower early in the
season which allows livestock to utilize high
energy or exposed slopes adjacent to the
streamside zone. This reduces the tendency of
concentrations along the riparian corridor.
(4) Nuisance insects are also less problematic earlier
in the grazing season which reduce yarding up
and wallowing in and adjacent to the stream.
(5) Palatability of critical woody species is higher
later in the season; thus, early season grazing in
riparian pastures produces less tendency for
excessive browsing. This is true under the
assumption that stocking rates, livestock distri-
bution, and the carrying capacity is balanced in
the riparian pasture.
(6) Rest following early grazing allows for vigor to
be replaced throughout the rest of the growing
season. The riparian areas respond well to rest
during the growing season due to soil moisture
availability.
Unfortunately, many grazing strategies in the
"C" stream type riparian areas promote late season
(mid summer, fall and/or winter) grazing. For the
reasons as stated in 1-5 above, this has resulted in
degradation of the riparian and stream condition in
these "C" stream types. Composition of riparian
communities has been altered, generally, by a loss of
the woody species in the population. Willows and
young cottonwoods are generally the first species to
drop out of the vegetative community under late-
season grazing due to their sensitivity and loss of
8-10
LEVEL III: ASSESSMENT OF STREAM CONDITION AND DEPARTURE
ing stream condition can be
compared to geomorphologi-
cal data base for similar
stream types to see if one or
more key stability or condi-
tion criteria are close to or
beyond the defined range of
desired characteristic values.
Alternatively, the same
stream reach can be com-
pared at different points in
time through the use of his-
torical photography. Where
photography and ancillary
data are available, a
"before/after" comparisons
may help identify the factors
that caused the change in
river condition. Finally,
departures from potential or
desired condition can be
determined by comparing
river condition at different
points in space, i.e.,
upstream and downstream of
human or naturally -
induced changes to the
and comparatively low rates of sediment supply.
Additional examples of morphologic variables that
indicate stream condition and methods of assess-
ment are presented later in this chapter.
The degree of departure for an existing stream
condition from its full operating potential can be
determined in several ways. Data describing exist-
stream system. The streams
shown in Figure 6-3 are
upstream/downstream com-
parisons of stream channel
condition or "state" brought
about primarily by changes
in riparian vegetation and
bank stability due to the
impacts of grazing practices
within the riparian area. The
comparisons, of course, must
be made between similar stream types as quantita-
tively determined using Level II classification
criteria. Additional field monitoring methods to
quantitatively validate channel process interpreta-
tions and stream response predictions are described
in Chapter 7.
6-5
FIGURE 6-2a. "Disturbed state" of a C4 stream type (note high bank on right with
grass/forb community).
FIGURE 6-2b. "Stable" C4 stream type functioning at its potential (note high bank
on right with mixed willow and grass).

. `...
r

b

0
From Foav,,., 1? ? e I -
COur _- Boa L
In Book C4 Reference Reach Data Average Values

Pools Ratio Pool Slope /avg. slope = 0.20-30
Ratio Pool depth / mean depth = 2.5-3.5

Ratio Pool width / avg. width
= (3.0)
1.3 -.1.7

Riffles Ratio Riffle slope / avg. Slope = 1
.5-2
0
Ratio Riffle max depth / mean depth = .
.
1
.2- 1.5
Runs... Ratio run slope / avg. slope = 0.5 -0
8
Ratio run depth / avg. depth = .
1
9 - 2
2
Ratio width to depth .
.
ratio of runs/ W/D (riffle) = 0.4-0.5
Glides Ratio glide slope / avg. slope = 0.3 -0
5
Ratio glide depth / avg. depth = .
1.4 - 1
8
Ratio of glide width / avg. width = .

Ratio of glide width/ depth ratio 1.5 - 1.7
of glide / w/d ratio = 1.1 - 1
3
(riffle) .
-- C= - B 3
W/D 12 - 25 12 - 18
12 - 20
(avg. 20) (avg. 15) (avg.16)
Rc/W = 3.0 -3.5 2.5 -3.0
n/a
Rc/W High Bedload
V. Coarse composite 3.5 - 4.5
Banks 3.0 -4.0 n/a
Pool to Pool = 7-8W 5-7W
Spacing B, 1-2°i° 4-5W
2-4% 3-4W
4-6% 2-3W
6-8% 1 Y2-2W
8+% 1-11/2 W
L"'/W = 12 -14 9 - 14 n/a
(High Bedload St ress) 12
11 - 12
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REVISIONS
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PLAN VIEW
SCALE: 1 "=40'
DATE: 8/1/01
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CHECKED BY: MAT
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