19990183 Ver 1_COMPLETE FILE_19990227

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Govemor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
Mr. Delmar Bachert
Isaac Branch Road
Sugar Grove, NC 28679
Dear Mr. Bachert:
1 ? •
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
May 13, 1999
Re: Certification Pursuant to Section 401 of the Federal Clean Water Act,
Proposed Cove Creek stream restoration project
WQC Project # 990183 COE # 199930446
Watauga County
Attached hereto is a copy of Certification No. 3230 issued to the Delmar Bachert and Jon
Combs dated February 25, 1999.
If we can be of further assistance, do not hesitate to contact us.
FSinc Tens
Attachments
990183.wgc
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Winston-Salem DWQ Regional Office
Mr. John Dorney
Central Files
Mr. John Parker, Division of Coastal Management
Ron Ferrell, WRP
Stream Restoration File
Division of Water Quality - Environmental Sciences Branch
Enviro. Sciences Branch, 4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer - 50% recycled/10% post consumer paper
NORTH CAROLINA 401 WATER QUALITY CERTIFICATION
THIS CERTIFICATION is issued in conformity with the requirements of Section 401
Public Laws 92-500 and 95-217 of the United States and subject to the North Carolina Division
of Water Quality (DWQ) Regulations in 15 NCAC 2H, Section .0500. It is issued to Delmar
Bachert and Jon Combs resulting in 1,100 linear feet of Cove Creek in Watauga County pursuant
to an application filed on the 25"' day of February 1999 to restore natural channel geometry and
profile to a portion of Cove Creek.
The application provides adequate assurance that the discharge of fill material into the
waters of Cove Creek in conjunction with the proposed development will not result in a violation
of applicable Water Quality Standards and discharge guidelines. Therefore, the State of North
Carolina certifies that this activity will not violate the applicable portions of Sections 301, 302,
303, 306, 307 of PL 92-500 and PL 95-217 if conducted in accordance with the application and
conditions hereinafter set forth.
This approval is only valid for the purpose and design that you submitted in your
application, as described in the Public Notice. If you change your project, you must notify us
and 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) (6) and (7).
For this approval to be valid, you must follow the conditions listed below. In addition, you
should get any other federal, state or local permits before you go ahead with your project
including (but not limited to) Sediment and Erosion control, Coastal Stormwater, Non-discharge
and Water Supply watershed regulations.
Condition(s) of Certification:
Appropriate sediment and erosion control practices which equal or exceed those
outlined in the most recent version of two manuals. Either the "North Carolina
Sediment and Erosion Control Planning and Design Manual" or the "North Carolina
Surface Mining Manual" (available from the Division of Land Resources in the
DEHNR Regional or Central Offices). The control practices shall be utilized to prevent
exceedances of the appropriate turbidity water quality standard (50 NTUs in all fresh
water streams and rivers not designated as trout waters; 25 NTUs in all lakes and
reservoirs, and all saltwater classes; and 10 NTUs in trout waters);
2. All sediment and erosion control measures placed in wetlands or waters shall be
removed and the natural grade restored after the Division of Land Resources has
released the project;
3. Measures shall be taken to prevent live or fresh concrete from coming into contact with
waters of the state until the concrete has hardened;
4. DWQ shall be copied with an as-built plan for this project 60 days of its completion.
Violations of any condition herein set forth shall result in revocation of this Certification
and may result in criminal and/or civil penalties. This Certification shall become null and void
unless the above conditions are made conditions of the Federal 404 and/or coastal Area
Management Act Permit. This Certification shall expire upon expiration of the 404 or CAMA
permit.
If this Certification is unacceptable to you have the right to an adjudicatory hearing upon
written request within sixty (60) days following receipt of this Certification. This request must
be in the form of a written petition conforming to Chapter 150B of the North Carolina General
Statutes and filed with the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C.
27611-7447. If modifications are made to an original Certification, you have the right to an
adjudicatory hearing on the modifications upon written request within sixty (60) days following
receipt of the Certification. Unless such demands are made, this Certification shall be final and
binding.
This the 12' day of May 1999
DIVISION OF WATER QUALITY
rr . Stevens
WQC # 3230
A
Wilmington District, Corps of Engineers
Post Office Box 1890
IV U "J. Wilmington, North Carolina 28402-1890
Action ID No. 199930446 February 25, 1999
PUBLIC NOTICE
MR. DELMAR BACHERT, ISAAC BRANCH ROAD, SUGAR GROVE, NORTH
CAROLINA 28679 AND MR. JON STEPHEN COMBS, 138 ISAAC BRANCH ROAD,
SUGAR GROVE, NORTH CAROLINA 28679 have applied for a Department of the Army (DA)
permit TO DISCHARGE AI' IMATELY 400 CUBIC YARDS OF FILL MATERIAL
INTO APPROXIMATELY 1,100 L NEAR FEET OF COVE CREEK FOR THE PURPOSE
OF RESTORING NATURAL C L GEOMETRY AND PROFILE TO A PARTIALLY
CHANNELIZED AND DEGRADED SEGMENT OF THE CREEK AND ENHANCING
STREAMBANK VEGETATIVE CONDITIONS. THE SITE IS LOCATED OFF OF OLD
U.S. 321, NEAR SUGAR GROVE, IN WATAUGA COUNTY, NORTH CAROLINA.
The following description of the work is taken from data provided by the applicant and from
observations made during a site visit by a representative of the Corps of Engineers. Plans submitted
with the application show the planned restoration/enhancement of approximately 1,100 linear of
Cove Creek. The proposed restoration/enhancement work has been designed by and will be
performed under the direction of the North Carolina State University Water Quality Group (Mr. Will
Harmon). The proposed work is part of the Watauga River Riparian Restoration Project funded by
the North Carolina Clean Water Management Trust Fund. The project reach consists of 300 feet of
stream along the Jon Stephen Combs property and 800 feet along the Delmar Bachert property. The
Combs reach has been channelized and is characterized by a broad flat channel bottom and high
banks. The existing stream type is an F4 (Rosgen, 1994). An F4 channel is entrenched with mostly
vertical, eroding stream banks with minimal fish habitat. The Bachert reach is also an F4 stream
type. Stream bank erosion is greater in the Bachert reach and the stream is widening to develop a
new floodplain. The applicant proposes to convert the Combs reach from an F4 stream type to a
more stable, less entrenched 134c stream type. The B type channel is typically characterized by
moderate entrenchment, moderate slope, is riffled dominated, and generally very stable. The Bachert
reach will be converted from an F4 to a more stable, less entrenched C4 stream type. C stream types
are generally low gradient, meandering channels with point bars and riffle/pool formations.
Stream restoration goals for both reaches includes stabilizing eroding streambanks and creating a
self sustaining stable stream reach, improving habitat for trout and native fish, and using natural
materials to improve stream aesthetics. Restoration/enhancement methods to be used include
installing J hook vanes, rock cross vanes, root wads, and transplanting willows into the
streambank. Along the Combs reach, cutting and filling below bankfull stage will be required in
7 1999 DEPARTMENT OF THE ARMY
S GROUP Post Office Box 1890
?YER ITI
A
2
order to install 1 cross vane, 1 J hook vane, and excavation of scour hole. Along the Brachezt reach,
cutting and filling below bankfull stage will be required in order to install 5 J hook vanes install
20 root wads. The work is proposed to be accomplished with a track hoe, a front end loader, and
possibly a small bulldozer- Plans showing the work are included with this public notice. Included
with the plans are some typical cross sections of the work area. A full set of cross sectional views
of the work area are available upon request.
The State of North Carolina will review this public notice to decide the need for the applicant to
obtain any required State authorization.. No Department of the Army (DA) permit will be issued
until the coordinated State viewpoint on the proposal has been received and reviewed by this agency,
nor will a DA permit be issued until the North Carolina Division of Water Quality (NCDWQ) has
decided the applicability of a Water Quality Certificate as required by PL 92-500.
This application is being considered pursuant to Section 404 of the Clean Water Act (33 U.S.C.
1344). Any person may request, in writing within the comment period specified in the notice, that
a public hearing be held to consider this application. Requests for public hearing shall state, with
particularity, the reasons for holding a public hearing.
The District Engineer has consulted the latest published version of the National Register of Historic
Places for the presence or absence of registered properties, or properties listed as being eligible for
inclusion therein, and this site is not registered property or property listed as being eligible for
inclusion in the Register. Consultation of the National Register is the extent of cultural resource
investigations by the District Engineer, and he is otherwise unaware of the presence of such
resources. Presently, unknown archeological, scientific, prehistorical, or historical data may be lost
or destroyed by work under the requested permit.
The District Engineer, based on available information, is not aware that the proposed activity will
affect species, or their critical habitat, designated as endangered or threatened pursuant to the
Endangered Species Act of 1973.
The decision, whether to issue a permit, will be based on an evaluation of the probable impacts,
including cumulative impacts, of the proposed activity and its intended use on the public interest.
Evaluation of the probable impacts that the proposed activity may have on the public interest
requir--s a careful weighing of all those factors that become relevant in each particular case. The
benefits that may be expected to accrue from the proposal must be balanced against its foreseeable
detriments. The decision whether to authorize a proposal, and if so the conditions under which it
will be allowed to occur, are therefore decided by the outcome of the general balancing process.
That decision should reflect the national concern for both protection and use of important resources.
All factors that may be relevant to the proposal must be considered including the cumulative effects
of it. Among those are conservation, economics, aesthetics, general environmental concerns,
wetlands, cultural values, fish and wildlife values, flood hazards and flood plain values (according
to Executive Order 11988), land use, navigation, shore erosion and accretion, recreation, water
supply and conservation, water quality, energy needs, safety,
3
food and fiber production, mineral needs, considerations of property ownership, and, in general, the
needs and welfare of the people. For activities involving the placement of dredged or fill materials
in waters of the United States, a permit will be denied if the discharge that would be authorized
would not comply with the Environmental Protection Agency's 404(b)(1) guidelines. Subject to the
preceding sentence and any other applicable guidelines or criteria, a permit will be granted unless
the District Engineer decides that it would be contrary to the public interest.
The Corps of Engineers is soliciting comments from the public; Federal, State and local agencies
and officials; Indian Tribes and other interested parties to consider and evaluate the impacts of this
proposed activity. Any comments received will be considered by the Corps of Engineers to decide
whether to issue, modify, condition or deny a permit for this proposal. To make this decision,
comments are used to assess impacts on endangered species, historic properties, water quality,
general environmental effects and the other public interest factors listed above. Comments are used
in the preparation of an Environmental Assessment (EA) and/or an Environmental Impact Statement
(EIS) pursuant to the National Environmental Policy Act (NEPA). Comments are also used to
decide the need for a public hearing and to decide the public interest of the proposed activity.
Generally, the decision whether to issue this Department of the Army (DA) permit will not be made
until the North Carolina Division of Water Quality (NCDWQ) issues, denies, or waives State
certification required by Section 401 of the Clean Water Act. The NCDWQ considers whether the
proposed activity will comply with Sections 301, 302, 306, and 307 of the Clean Water Act. The
application and this public notice for the Department of the Army (DA) permit serves as application
to the NCD WQ for certification.
Additional information regarding the Clean Water Act certification may be reviewed at the offices
of the Environmental Operations Section, North Carolina Division of Water Quality (NCDWQ),
Salisbury Street, Archdale Building, Raleigh, North Carolina. Copies of such materials will be
furnished to any person requesting copies upon payment of reproduction costs.
All persons wanting to make comments regarding the application for Clean Water Act certification
should do so in writing delivered to the North Carolina Division of Water Quality (NCDWQ), 4401
Reedy Creek Road, Raleigh, North Carolina 27607, on or before
March 22, 1999, Attention: Mr. John Dorney.
Written comments pertinent to the proposed work, as outlined above, will be received in this office,
Attention: Mr. Steve Chapin, until 4:15 p.m., March 26, 1999, or telephone
[phone].
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Located at Station 4 + 50
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/ DEPARTMENT OF THE ARMY
/ WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402-1890
I REPLY 25, 1999
REPLY REFER TO
Regulatory Division
Action ID No. 199930446
h MAR 4I

Mr. John Dorney
Division of Water Quality
NC Department of Environment and
Natural Resources
4401 Reedy Creek Road
Raleigh, North Carolina 27607
Dear Mr. Dorney:
Fnclosed is the application of Mr. Delmar Bachert and Mr. Jon Stephen Combs for
Department of the Army authorization and a State Water Quality Certification to perform
stream restoration work on approximately 1,100 linear feet of Cove Creek, near Sherwood, in
Watauga County, North Carolina. Your receipt of this letter verifies your acceptance of a valid
request for certification in accordance with Section 325.2(b)(ii) of our administrative regulations.
We are considering authorizing the proposed activity pursuant to Section 404 of the Clean
Water Act, and we have determined that a water quality certification is required under the
provisions of Section 401 of the same law. A Department of the Army permit will not be granted
until the certification has been obtained or waived.
In accordance with our administrative regulations, in most cases, 60 days after receipt of a
request for certification is a reasonable time for State action. Therefore, if you have not acted on
the request, or asked for an extension of time, by April 27, 1999, the District Engineer will deem
that waiver has occurred.
J €--
MAR 41999
Questions or comments may be addressed to Mr. Steve Chapin, Asheville Field Office,
Regulatory Division, telephone [phone].
Sincerely,
Robert W. Johnson
Office Manager
Asheville Regulatory Field Office
Enclosure/as
Copies Furnished (without enclosure):
Mr. John Parker
Division of Coastal Management
North Carolina Department of
Environment and Natural Resources
Post Office Box 27687
Raleigh, North Carolina 27611-7687
North Carolina Cooperative Extension Service

January 11. 1999
Mr. Steve Chapin
Army Corp of Engineers
151 Patton Avenue, Room 143
Asheville, NC 28801
Dear Mr. Chapin:

F Ea o 2 1999
CESAW-CO-RA
College of Agriculture and Life Sciences
N(,!;I) Woler Omility fiiouh
1)ep:utmenl nl Itnrlnyn;d .mrl
AilnrulimA I nyuirnn ul
i"mllnr, 1{n, Ifs i1
li,do(Ili, NI:
919 `rl'r :i773 ilJnnu l
919 ;rl'r l44f3 (!ax)
d MAR 41999
WETLANDS GROUP
9A'ATER )AUTY WTIf"
Please find enclosed an individual permit application for the Cove Creek Stream
Restoration Project. The project is located in Watauga County and in the Watauga Basin.
If you have any questions about the application or design, please do not hesitate to call
me at [phone] or email (will_harman ahicsu.edu).
Thank you for the assistance that you have already provided. I look forward to working
with you.
Sincerely,
William A. Harman
Stream I lydrology Extension Associate
Enclosure
Etnploymm1)t and pnnlcrm opportunities
are offered to all people regardless of
tars„ color, national origin, sex, age or
disability Noith Carolina Slate University,
North Carolina AFT State University,
U S I)epaitment nl Ayricultore, and
local govcrnmenL, wopeiating.
North Carolina Cooperative Extension Service'
College of Agriculture and Lile Sciences
N(:';() Walnr flonlily (;mop
Ihyruhmcnl of Noln(licA unit
Aqm ultoi;d I nyiwe ml
anipus Ilex
H ili-gh, NC "h)Ti
'lPj l:,:WA lphnnc)
91!) !)1:)7448 I(rx)
Cove Creek Stream Restoration Pr?ect
Part of the Watauga River Riparian Restoration Project
Funded by the North Carolina
Clean Water Management Trust Fund
Employment and program oppoitonilies
arc offered to all people mgardlrss of
lace, color, natimmal origin, sex, age, or
disability. North Carolina State University,
North Carolina AM Slate Univeisily,
U S Department of A(picultme, and
local gonolow,nts coopeiatinil
TABLE, OF CONTENTS
1. Permit Application
11. Appendixes
A. Site Location
K. Site Photographs
C. Design Procedures
1). Existing Condition Survey
E. Bankfull Verification
F. Reference Reach Survey Summaries
G. Stream Restoration Design Calculations, Cross Sections, and
Longitudinal Profile
ll. Stream Restoration Design Drawings
L Flood Analyses and Application for Permit to Develop in a Flood Hazard
Area (Watauga County)
Cove _Creek Stream_ Restoration Project
Part of the Watauga River Riparian Restoration Project
Funded by the North Carolina
Clean Water Management "Trust Fund
Acknowledgements
Stream Restoration Design:
Will Harman, Stream Iydrology Extension Associate
Flood Analyses and Engineer Review:
Dan Line, P.E., Water Quality Extension Specialist
Computer Aided Design and Draw
Rachel Smith, E.I.T., Water Quality Extension Assistant
Site Assessment:
Will I larman, Stream Hydrology Extension Associate
Greg .Jennings, Ph.D., Associate Professor and Extension Specialist
Kristic Esposito, Water Quality Technician
Dani Wise, Volunteer Monitoring Coordinator
Mike Pitman, Avery County Extension Director
Al Childers, Watauga/Avery District Conservationist
Dave 'l'oml.lanovich, TVA Fisheries Biologist
Joe Mickey, NCWRC Fisheries Biologist
APPLICATION FOR DFPARTMI NT OF THE ARMY PERMIT
133 C1R 1,751 1 OMB APPROVAL NO. 0710003
Expires October 1990
Public reporting burden for this collection of information is estimated to average. 5 hours per response, including the time for reviewing instructions, searching existing data sources,
gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding this hurden estimate or any other aspect of this
collection of information, including suggestions tar reducing this burden, to Department of Defense., Washington Headquarters Service Directorate of Informalion0perations and Reports
1215 Jeflerson Davis Highway, Suite 1704, Arlington, VA 72207 4302. and to the Office of Management and fludget, Paperworlt Reduction Project (0710 00031, Washington, OC 20503
Please DO NO RETURN your form to nither of those addresses Completed applications must be suhmitted to the District Engineer having jurisdiction over the location of the. proposed
activity.
PRIVACY AC1 SIAIEMINT
Authority: 33 OSC 4111• Section 10, 1413, Section 404 Principal Purpose. these laws require permits authorizing activities in, or
affecting, navigable, waters of the United Stales, the
discharge of dredged or fill material into waters of the. United States, and the transportation of dredg a
r.d material for the purposr. of dumping it into ocean waters, Routine Uses:
Information provided on Uiis form will be.. used in evaluating the application for a permit. Uisclesure: Uisr,lnsure ul requested information is voluntary. It information is not provided,
however, the permit application cannot be processed nor can a permit he issued.
One set of original drawings or good reproducible copies which show the location and character of the proposed activity must be attached to this application (see sample drawings and
instructions) and he submitted to the District Engineer having jurisdiction over the location of the proposed activity. An application that is not completed in full will he returned,
z z tMS I THRU 4 TO BF fIL L f0 BY TI1f CURPS
1. APPLICATION NO 2 FIEEO OFFICE COOS 3. DATE RECEIVED
5. APPLICANT'S NAME
See attachment
4. DATE APPLICATION COMPLETED
FILLFO BYAPPLICANT)
8. AUTHORIZED AGENT'S NAME AND TITLE On eyentunot tequ#eo7
Will Harman, Hydrologist
NCSU Water Quality Group
o. Hrri-ILAN I S AUURLSS 9. AGENT'S ADDRESS
Campus Box 7637
See attachment Raleigh, NC; 27695-7637
a. Residence
E
b. Business See attachment
0.
a. Residence
b. Business
NOS. WIAREA CODE
[phone]
[phone]
11. STATEMENT OFF AUTHORIZATION
I hereby authorize, 1N hLLf AM 1 } i4flRNlA4to act in my behalf as my agent in the processing of this application and to furnish, upon request, supplemental information in support
of this permit application.
APPLICANT'S SIGNATURE
NAME, LOCATION AND DESCRIPTION OF PROJECT OR ACTIVITY
12. PROJECT NAME OR TITLE Isee ins i-nonsl
Cove Creek Stream Restoration Project
DATE
13. NAME OF WATEROODY, IF KNOWN nzepeaasel,•z
Cove Creek
15. LOCATION OF PROJECT
Watauga NC
COUNTY STATE
10. OTHER LOCATION DESCRIPTIONS, IF KNOWN, lscr in narimrsl
See attachment
14. PROJECT STREET ADDRESS lir do nI'" f I' Li ,Vf E U
FES 0 c i?39
17. DIRECTIONS TO THE SITE
-CO-RA
From Highway 421 North (West of Boone, NC), turn onto 321 North. 't'urn right
onto old Hwy. 321. '(hare is a gas station on the corner. '('urn left onto Isaac
Branch Rd. The Bachert property is immediately on the left and the Combs property
is on the right.
18 Nature, of Ac iwity In, P,, „I, ,,I ,,,,1 „0, 01 ,re,-0
See attachment
1!I Pmlera holm"e;od. ..,n,...,r.,,I „ru.,,I, ,or - nnrr. ----- -- - ---
I'he pttri)ust' of t he proposed proj('('t i s t o 'it clhi I i ze prod i n); :,( rcnnl6anhs, improve
trout .111(1 nett ive fish habi I?It, and improve streaniside aesthr't ics by usilig
nrltural materials.
USE BLOCKS 20 22 IF DREDGED AND OR FILL MATERIAL IS TO BF DISCHARGED
20. Heason(s) for Oischanle
I";rosio11 ('ontrol of Streambanks and I-i-sit Hah:iIat Improvement
21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic. Yards
See attachment
22. Surface Area in Acres of Wetlands or Other Waters Filled tsm nrr,v om l
See attachment
23. Is Any Portion of the Work Already Complete? Yes No IF YES DESCRIBE IEL_ LMPLETED WORK
No
24. Addresses of Adjoining Property Owners, Lessees, Etc., Whose Property Adjoins the Waterbody (If more than can be entered here,
please attach a supplemental list).
See attachment
25. List of Other Certifications or Approval slDenials Received from other Federal, State or Local Agencies for Work Described in This Application.
AGENCY TYPE APPROVAL' IDENTIFICATION NUMBER DATE APPLIED DATE APPROVED DATE DENIED
'Would include but is not restricted to zoning, building and flood plain permits
26. Application is hereby made for a permit or permits to authorize the work described in this application. I certify that the information in this
application is complej6nd accurate. I further certify that I possess the authority to undertake the work described herein or am acting as the
duly authorized agent of the appli nt.
SIGNATURE OF APPLICANT DATE SIGNATURE F AGENT DATE
The application must be signed by (lie person who desires to undertake the proposed activity (applicant) or it may be signed by a duly
authorized agent if the statement in block 11 has been filled out and signed.
18 U.S.C. Section 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agericy of the. United states knowingly and willfully falsifies, conceals, or covers
up any rick, scheme., or disguises a material fact or makes any false, fictitious or fraudulent statements of representations or makes or uses any false writing of document knowing same to
contain any false, hclinous or fraudulent statements or envy, shall be fined not more than $ 10,000 or imprisoned not more than five years or both.
APPLICATION FOR DFPARTMF,NT OF THE, ARMY PERMIT (Continued)
(33 CFR 325)
Name, Location and Description of Project or Activity
5. Applicant's Name:
Delmar (Del) Bachert and wilc (Kim Walton)
Jon Stephen Combs
6. Applicant's Address:
Delmar (Del) Bachert and wife (Kim Walton)
Isaac Branch Road
Sugar Grove, NC 28679
Jon Stephen Combs
138 Isaac Branch Road
Sugar Grove, NC 28679-9684
7. Applicant's Phone Number:
Delmar (Del) Bachert and wife (Kim Walton) [phone]
Jon Stephen Combs [phone]
16. Other Location Description:
The project is located on private property owned by Del Bachert (Tract 2571), Steve
Combs ("Tract 7981). A portion of the project is located behind the Cove Creek
Community Center and Library.
18. Naturc of Activity:
The project reach consists of 300 feet of stream along the Combs property and 800 feet
along the Bachert property. The enclosed photograph, "looking upstream from Isaac
Branch Road," shows the Combs reach and cross section 2+20. 'The Combs reach has
been channelized and is characterized by a broad flat channel bottom and high banks. The
bank height ratio (bank height / bankfull height) is 1.9. The existing stream type is a F4.
The photograph "looking downstream from Isaac Branch Rd" shows a portion of the
Bachert reach and cross section 6+08. ']'his reach is also a F4 stream type. Streambank
erosion is greater in this reach and the stream is widening to develop a new floodplain.
The photograph at downstream station 9-4-00 shows a developing point bar and floodplain.
Stability assessments indicate that from station 9+00 to 12+93 the stream is moving
towards stability rather than instability. I lowever, streamhank erosion will continue until
the stream fully transitions from it F4 to it C4 stream type. T11C sCCtion litlCd "FNIS11111,.
Condition tiurvcy" providcs more details.
Fhe stream restoration goals liar both reaches include:
Stabilize eroding streambanks and create a self-sustaining stable stream reach,
Improve habitat I6r trout and native fish,
3. Use natural materials to improve aesthetics.
These goals will be accomplished at the Combs reach by converting the F4 to it l14c. The
Combs house on the right terrace and a pumpkin patch on the left terrace prevent the
construction of a C4. A rock cross vane will be used to improve fish habitat, provide
grade control, and keep the thalweg in the center of the channel as it passes under the
bridge.
Downstream of the Isaac Branch Rd. Bridge the restoration will include the conversion of
a F4 to a C4 stream type. "J" Hook vanes, root wads, and willow transplants will be used
to stabilize the streambanks. Details for these conversions are provided under the section
titled "Stream Restoration Design."
22. Surface Areas of Wetlands or Other Waters Filled:
The location of the'cross vanes, "Y hook vanes, root wads, and transplants are shown on
the plan view drawing and cross sections. These structures will be installed with it track
hoe with a hydraulic thumb, a front-end loader, and possibly a small bulldozer. Excess
material cut from the streambanks will be spread onto nearby pastureland and cropland.
The pastureland will be seeded with fescue. The cropland will be planted in pumpkins by
the landowner.
24. Names and Addresses of Adjoining Property Owners, Lessees, etc., Whose
Property Adjoins the Project Site:
Delmar (Del) Bachert and wife (Kim Walton)
Isaac Branch Road
Sugar Grove, NC 28679
k4 O-C-C
W,
Jon Stephen Combs
138 Isaac Branch Road
Sugar Grove, NC 28679-9684
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Looking Upstream from Isaac
Branch Rd. Stream Type: F4
Cove Greek Watcrshed
Imoklm, Domistrc<?m fi-om Is?mc N-mich Rd.
Stream I ypc: F4

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" Transition from F4 to ('4
NATIIIIAL CIIANNEL DESIGN MI?'I'11000I,OGY
(Adapted from Rosgen, 1998)
Step 1. I'erfi,nn a watershed analysis to determine the past hisloiy and search tier the reasons ofaltcred
channel state/dis-equilibrium. This includes changes in the vegetation, location, development, and other
landscape and vegetative changes that reflect on peak flows, duration ol'high flows and precipitaUOll/1U11o11
response. Sediment sources fix introduced sediment from roads and surface runoff lioln exposed surfaces.
Procedures in WRFNSS, 1980 may help you quantify these cumulative impacts 11TR 20 or TR 55 is used
to simulate a peak flow, verify the model by back calculating the corresponding storm intensity/duration
that generates the 1 4 year return period discharge (or the return period associated with field calibrated
bankfull discharge from your local USGS gage station data). Any excess flows predicted beyond the
bankfull value should be considered as flood flows and treated accordingly (see rest of'steps).
Step 2. ll'the river is regulated by a storage reservoir and or diversion, obtain the operational hydrology of
the installation. Compare the hydrograph with the field evidence ol'bankfull discharge. Back calculate the
streamflow from the cross-sectional area of the bankfull channel using morphological evidence. Determine
change in timing of the tributaries,
Step 3. Travel to the nearest stream gaging stations in a similar hydro-physiographic province. Follow the
steps for field calibration of the bankfull stage and development of regional curves of drainage area vs.
bankfi111 discharge and drainage area vs. bankfull dimensions. 'This procedure is used to not only develop
regional curves, but to establish the return period of the flows that shape and maintain the channel. 'This
information is critical when designing a stream where streamflow records are not available. An example of
an application which can be used to determine differences in cross-sectional area of the bankfull channel
compared to drainage area for urbanized vs, non-urbanized watersheds.
Step 4. Plot the hydraulic geometry for the gage station.
Step 5. Classify the stream type at the streamgage location and morphological characterization.
Step 6. Plot Mannings "n" for bankfull stage by stream type.
Step 7. Obtain the following information for stream classification at the gage site:
A. Bankfull discharge return period (years), operational hydrology, and altered flows.
B. Valley type, landform/landtype
C. Valley slope
D. Dimensions, Pattern and Profile
1. Stream type (level II).
2. Drainage area (square miles)
3. Bankfull width (Wbkf)(taken at riffle)
4. Bankfull mean depth (dbkf)
5. Width/depth ratio (Wbkt/dhk0
6. Bankfull cross-sectional area (Abkr)
7. Bankfull velocity (Uhkr)
8. Bankfull discharge 01,M)
9. Bankfull maximum Depth (d1112%) (taken at riffle)
10. Ratio of bankfull max depth to bankfull mean depth (d,,,;,,;/dhk0
11. Width of flood prone area (Wry,,)
12. Entrenchment ratio (Wr1,,/Wbkr)
13. Meander length (L,,,)
14. Ratio of meander length to bankfull width (L/Wbkr)
15. Radius of Curvature Q,)
16. Ratio of Radius of Curvature to bankfull width (R,./Wbkr)
17. Belt width (Wbt,)
rJ
,r
18 Meander width ratio (W1,1,/W1,)
Iq. Sinuosity (stream length/valley distance)
20 Average slope (S ,)
21 Riffle slope (S i00
22 Ratio of riffle slope to mean
23. Pool slope (S 1-1)
24 Ratio of pool slope to average slope (S r„,,,i /S,,,, )
25. Maximum pool depth (d„w)i)
26. Ratio of pool depth to average bankfull depth (d d 1,rj)
27 Pool width (W r) 1)
28 Ratio pool width to bankfull width (W 1-4/ W r,tir)
29 Pool/pool spacing
30 P/P spacing/W,,?r
F. Materials
t. Particle size of channel material (riffles and pools) (Wolham pebble count -
frequency distribution) D15, D35, D50, D84, D95:
2. Particle size of channel material (riffle) (Wolham pebble count - frequency
distribution
3. Particle size analysis of bar material (weight/size from field sieves) D15, D35, D50,
D84, D95:
q, Largest size particles at toe of bar (mm)
Step 8. Calculate the bankfall critical shear stress= (62.4 #'s/cu.ft.) x (hydraulic radius) x (slope), then
compare size of sediment potentially entrained obtained from Shields Curve to largest size as measured in
bar sample. If values are not similar, plot the largest size found in bar and the corresponding bankfi ll shear
stress (note the strearrftype and width/depth ratio and graduation ratio (D84/D35)). This computation is
applied to the riffle reach.
Evaluation ofinwacted reach. The next steps are designed to determine existing condition, potential
condition (reference reach) and the proposed dimension, pattern and profile for the natural channel design.
Step 9. Determine the valley type, land type and corresponding stream type commensurate with the
landform for the study reach.
Step 10. Locate a reference reach in the immediate area or in an adjacent watershed for a similar hydro-
physiographic province.
Step 11. Obtain and analyze aerial photographs for a reference reach to observe time trends in stability
(before vs. after major floods, above vs. below impacts, etc.)
Step 12. Complete the morphological characterization information. these data from the reference reach
are extremely important, as it will provide the appropriate ratios for the dimension, pattern and prgfile of
the stable stream type, to he used for the natural channel design.
Step 13. Complete a level III analysis for the reference reach to determine the relationships associated with
the natural stable channel, including bank erodibility, stress in the near-bank-region, and estimates of lateral
erosion rates.
Step 14. Repeat steps I i through step 13 for the imlxacted study reach to determine existing morphology
and condition, document morphological relations for existing and proposed conditions.
Step 15. Once the stable reference reach stream type is selected, obtain the drainage area for the area
immediately upstream of the impacted reach
8
Step 16. Obtain the bankfull dlscllalge fronl the drainage mea/dlscllalgC relationships fronl the legional
curves as verified in Step 3.
Step 17. Obtain (Ile cross-sectional area associated with the bankti.lll discharge This can be obtained tilnrl
regional curves, hydraulic gelnnetly by stream type from gage stations (Step 4), or from obtaining bankfull
velocity (Step 4, 6 or other methods) and calculating,
Al,kr Qhk,IUhkr.
Step 18. Calculate proposed bankfull width Whk,= A,,kr) x (W/l)) or from hydraulic geometry torsrrmr
strewn 07W (Iiul sume rekNive size (Step 4).
Step 19. Calculate prolx-)sed bankfull mean depth, D,,k, W/Dl,k,, or A,,kI/Whkr
Step 20. Calculate mean bankfull velocity, U,,kr -Qhk1/Ahkr
Step 21. Calculate bankfull max depth (obtained at the riffle). Obtain tronl reference reach by obtaining the
ratio of d111ea/dhkr dn,aa =d,nax/dhkr x dhkr.
Step 22. Calculate flood prone area width (from cross-section of stream and valley), WrPa=@ an elevation
2x d;,,ax.
Step 23. Calculate entrenchment ratio of proposed channel and corresponding depth and discharge of
various depths in flood prone area (use d/dl,kt vs. Q/Qbkr). Compare to calculated Q from TR 20, etc.
Calculate the approximate depth ofa given design flood discharge by. dtt,,,,a-An,„,a/W,l,,,Afrom estimated
velocity x cross-sectional area of the flood prone area. Plot data on a dimensionless ratio relationship (d/d,,kr
vs. Q/Qhkr-). Another method to estimate flood depths in the flood prone area is to obtain cross-sectional
area for the flood prone discharge by:
AnM,a=Qn,.d/Un.l. Thus dn,x,a=An.,a/Wrl,a. Computation of flood stage levels are often used with HEC 2 or
HEC-RAS procedures when more detail is required due to FEMA requirements. This procedure only
provides an approximate flood stage level and does not intend to substitute for the FEMA procedures. At
gage stations, however, it is necessary to plot various return period floods and their corresponding depths
on the flood prone area.
Step 24. Calculate meander wavelength ratio x w,,k,.) Lm ratio is obtained from the reference reach
data, as Lm ratio =L,^bkr.
Step 25. Calculate meander wavelenfrth (R,.=R, ratio x Whk,). Rc ratio is obtained from the reference reach
information.
Step 26. Calculate Belt width. Obtain stable meander width ratio (MWR), from reference reach. (Wbb
=MWR x W1,kr) If the river is confined, use actual belt width and back-calculate meander width ratio
(MWR=Wbd1/Whkr). Make sure MWR is within acceptable lower limits for that stream type.
Step 27. Calculate sinuosity. Layout proposed pattern on aerial photograph or map. Obtain stream length.
Sinuosity = stream length / valley distance. Be certain that valley distance is obtained along the fall line of
the valley.
Step 28. Calculate average slope. (S.,,,,= valley slope / sinuosity).
Step 29. Calculate riffle slope (S,;, = Srif ratio x 5;,,,,) (Sr ratio from reference reach.
Step 30. Calculate the bankfull shear stress of proposed channel at the riffle (repeat Step 8). If the
corresponding size from Shields Curve is larger than the largest size on the bar, repeat Step 18 to calculate
a new bankfull width using a lower width/depth ratio. This will result in a larger hydraulic radius (mean
depth) and may result in a shear stress that will potentially move the sizes of sediment made available to the
channel. A sub-pavement sample may also be obtained to go along with the bar sample that indicates the
9
size distribution and largest size ofbedlond that moves at barrklull discharge Ifthe reduction in
width/depth ratio and the corresponding increase in shear stress does nol meet the enUainnrcnt size of fhe
largest particle in the har, then the next priority is to decrease sinuosity and meander width ratio, increase
meander length and radius oi'curvature, This will result in an increase in slope, hopelully balancinu the
sediment transport competency ofthe river (Note. '['his does require a validation)
Step 31. Calculate Pool slop ratio x S,,,,) (S,„„,, ratio from reference reach).
Step 32. Calculate Max pool depth (d,,,„), _ di„„,, ratio x d,,kr) (d,„,,,, ratio
Step 33. Calculate W,„„,, (W,„„,, W,„„), ratio x W,,kr) (Wr„„,, ratio " " " )
Step 34. Calculate sequence ofpool/pool spacing for step/pool stream types (from reference reach based on
relationship of bankfull width and inverse proportion to average water surface slope). Obtain from
reference reach.
Step 35. Layout proposed plan view over existing channel with the appropriate bankfull width, pool width,
meander wavelength, radius, and belt width. Adjust dimensions to take into account existing vegetation,
landform changes, avoidance of high banks such as conditions where a stream would extend laterally
against a terraces or alluvial fan, Adjust alignment to match natural variability - avoid a totally symmetrical
layout for visual/natural appearance objectives.
Step 36. Plot longitudinal profiles for both existing and proposed condition. Overlay the profiles for
comparison purposes. Use stationing from longitudinal profile to identify (name) cross-section locations
and for implementation for implementation layout. On the profile show proposed depths and slopes of bed
features (riffles, steps, and pools) and as previously computed. I-ocate position of pools from plan view
layout (i.e. for C stream types pools are located on the outside of meander bends).
Step 37. Plot cross-sections for existing and proposed condition using an overlay. Plot typical cross-
sections for riffles, pools, steps, glides or other features. Calculate earthwork (cut/fill) volumes from the
cross-sections and use stream length appropriate for the persistence of a particular cross-section. Make sure
dimensions are properly scaled, and that point bar slopes, entrenchment ratio, and side slope gradients are
shown.
Step 38. Select specific stabilization structures such as grade control structures, streambank revetment,
riparian vegetation, and other design features. Locate these features on the plan, profile and section views.
Step 39. Develop detailed design drawings for the specific stabilizing features such as cross-vane for grade
control and bank stabilization. These drawings, used for inserts into the design package, need to show all
dimensions, and installation details. Each stabilization feature needs to have a plan, profile and section
view.
Step 40. Each design should have a monitoring plan layout which will insure that the design
implementation will be evaluated to:
a. Insure stabilization structures are functioning properly
b. Monitor channel response in dimension, pattern and profile, channel stability
(aggradation/degradation), particle size distribution of channel materials, sediment transport
and streambank erosion rates.
c. Determine biological response (food chains, standing crop, species diversity, etc.)
d. Determine if all of the specific objectives as part of the restoration have been met.
The monitoring allows us to modify design parameters, installation procedures, and stabilization methods.
This also allows us to determine whether we met the design objectives. One of the most valuable parts of
monitoring is to continue to build our data base for reference reach sites and the corresponding ratios for
dimension, pattern and profile used in this geomorphological design procedure.
410

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Reference Reach Summary Data
Dimensionless Ratios
Ratio Ranges for all Sites By Stream Tvne
Channel Dimension 134c 134c C4 C4
Min Max Min Max
Max Riffle Depth / Mean Riffle Depth (Dmax/Dr) 1.4 3.1 1.3 2.0
Pool Width / Riffle Width (Wp/Wr) 0.9 0.9 0.7 1.3
Pool Area / Riffle Area (Ap/Ar) 1.1 1 1 1.0 1.1
Max Pool Depth / Mean Bkf Depth (DR,,a)Dr) 2.2 2.2 1.6 2.6
Lowest Bank Ht. / Max Bkf Depth (Bh,ow/Dr,nax) 1.0 1.0 1.0 1.6

Channel Pattern
g
Meander Width Ratio (MWR = Wblt/Wr) 3.7 3.7 2.6 3.4
Radius of Curvature / Bkf Width (Rc/Wr) 2.2 7.0 0.6 4.4
Meander Length / Bkf Width (Lm/Wr) 17.2 17.2 11.4 15.7

Channel Profile

Riffle Slope / Avg. Water Surface Slope 1.1 31.6 1.2 3.6
Pool Slope / Avg. Water Surface Slope 0.4 0.4 0.0 0.4
Run Slope / Avg. Water Surface Slope 0.9 0.9 0.7 1.1
Glide Slope / Avg. Water Surface Slope 0.9 0.9 0.0 0.0
Run Depth / Avg. Bkf Depth (Wd)
Glide Depth / Avg. Bkf Depth (Wd)
Pool length / Bankfull Width 1.1 2.1 0.5 3.2
Pool to Pool Spacing / Bkf Width 1.9 7.3 1.5 7.3
n = 1 for B4c
n= 2 for C4

Reference Reach Summary Data
Basin:
Watershed:
Reach:
Drainage Area (Sq. Mi.)
Field Crew:
Stream Type:
Yadkin
Mitchell River
Reynolds Property
6.5
Dan Clinton, Jan Patterson, Louise Ohara, Jon Williams
B4c
Channel Dimension Value1 Value2 Value3 Units

Max Pool Depth (Dp) 4.4 Ft.
Pool Width (Wp) 27.3 Ft.
Pool Area (Ap) 72.5 Ft2
Max Riffle Depth (Drmax) 6.2 Ft.
Mean Riffle Depth (Drav9) 2 Ft
Riffle Width (Rw) 32.1 Ft.
Riffle Area (Ap) 65.6 Ft2
Max Pool Depth / Max Riffle Depth (Dp/Dr) 0.7
Pool Width / Riffle Width (Wp/Wr) 0.9
Pool Area / Riffle Area (Ap/Ar) 1.1
Max Pool Depth / Mean Bkf Depth (Dpmax/Dr) 2.2
Lowest Bank Ht. / Max Bkf Depth (Bhj, ,/Drmax) 1.0
Estimated Mean Velocity at Bkf (u) Ft/s
Estimated Discharge at Bkf (Q) Ft3/s
Discharge from Regional Curve 304 Ft 3/S
Riffle Area from Regional Curve 75 Ft2

Channel Pattern

Meander Length (Lm) 551.0 Ft
Radius of Curvature Rc) 71.2 224.0 Ft
Belt Width (Wblt) 120.0 Ft
Meander Width Ratio (MWR = Wblt/Wr) 3.7
Radius of Curvature / Bkf Width (Rc/Wr) 2.2 7.0
Meander Length / Bkf Width (Lm/Wr) 17.2
Sinuosity (K)

17
Channel Profile Value Units

Valley Slope_ _
- - ----- 00089 Ft/Ft
Average Water Surface Slope 00095 - - ----- -- - -- Ft/Ft
Riffle Slope 0.0100 0.3000 Ft/Ft
Pool Slope 0.0040 FUR
Run Slope 0.0085
Glide Slope 0.0083
Pool to Pool Spacing 59.8 234.0 Ft
Pool Length 35.0 69.0 Ft
Riffle Slope / Avg. Water Surface Slope 1.1 31.6
Pool Slope / Avg. Water Surface Slope 0.4211 0.0
Run Slope / Avg. Water Surface Slope 0.9 0.0
Glide Slope / Avg. Water Surface Slope 0.9
Run Depth / Avg. Bkf Depth (Wd)
Glide Depth / Avg. Bkf Depth (Wd)
Pool length / Bankfull Width 1.1 2.1 0.0
Pool to Pool Spacing / Bkf Width 1.9 7.3

Channel Materials

% Sand & <
% Gravel
Cobble
Boulder
Bedrock

D16 mm
D35 mm
D50 mm
D84 mm
D95 mm
--7 C)
Reference Reach Summary Data
Basin:
Watershed:
Reach:
Drainage Area (Sq. Mi.)
Field Crew:
Stream Type:
Yadkin
Basin Creek
Doughton Park
6.8
Dan Clinton, Jan Patterson, Louise O'hara, Jon Williams
C4
Channel Dimension Value1 Value2 Value3 Units

Max Pool Depth (Dp) 3.1 Ft
Pool Width (Wp) 40.6 Ft.
Pool Area (Ap) 64.4 Ft'
Max Riffle Depth (Dr,,,,,,) 2.5 Ft.
Mean Riffle Depth (Drag) 1.9 Ft
Riffle Width (Rw) 30.7 Ft.
Riffle Area (Ap) 57.4 Ft2
Max Pool Depth / Max Riffle Depth (Dp/Dr) 1.2
Pool Width / Riffle Width (Wp/Wr) 1.3
Pool Area / Riffle Area (Ap/Ar) 1.1
Max Pool Depth / Mean Bkf Depth (Dprr,ax/Dr) 1.6
Lowest Bank Ht. / Max Bkf Depth (Bhl./Drmax) 1.0
Estimated Mean Velocity at Bkf (u) Ft/s
Estimated Discharge at Bkf ('Q) Ft 3/S
Discharge from Regional Curve 317 Ft 3/S
Riffle Area from Regional Curve 77 Ft2

Channel Pattern

Meander Length (Lm) 350.0 Ft
Radius of Curvature Rc) 76.7 133.8 Ft
Belt Width (Wblt) 105.0 Ft
Meander Width Ratio (MWR = Wblt/Wr) 3.4
Radius of Curvature / Bkf Width (Rc/Wr) 2.5 4.4
Meander Length / Bkf Width (Lm/Wr) 11.4
Sinuosity (K)

Channel Profile Value Units

Valley Slope 0 0139 Ft/Ft
Average Water Surface Slope 00141
Ft/Ft
Riffle Slope 0.0509 00349 00177 FUFt
Pool Slope 0.0055 0.0049 0.0061 FUFt
Run Slope 0.0113 0.0105 0.0120
Glide Slope 0.0000
Pool to Pool Spacing 2240 170.0 Ft
Pool Length 70.0 41.0 99.0 Ft
Riffle Slope / Avg. Water Surface Slope 3.6 2.5 1.3
Pool Slope / Avg. Water Surface Slope 0.3901 0.3 04
Run Slope / Avg. Water Surface Slope 0.8 0.7 0.9
Glide Slope / Avg. Water Surface Slope 0.0
Run Depth / Avg. Bkf Depth (Wd)
Glide Depth / Avg. Bkf Depth (Wd)
Pool length / Bankfull Width 2.3 1.3 3.2
Pool to Pool Spacing / Bkf Width 7.3 5.5

Channel Materials

% Sand & <
Gravel
Cobble
Boulder
Bedrock

D16 mm
D35 mm
D50 mm
D84 mm
D95 mm

Reference Reach Summary Data
Basin:
Watershed:
Reach:
Drainage Area:
Stream Type:
Watauga
Watauga
Upstream of Gage Station
60 sq. mi.
C4
Channel Dimension Value1 Value2 Value3 Units

Max Pool Depth (Dp) 7.1 Ft
Pool Width (Wp) 114 Ft.
Pool Area (Ap) 404.9 Ft'
Max Riffle Depth (Drmax) 5.6 Ft.
Mean Riffle Depth (Drag) 2.7 Ft
Riffle Width (Rw) 153 Ft.
Riffle Area (Ap) 419.6 Ft2
Max Pool Depth / Max Riffle Depth (Dp/Dr) 1.3
Pool Width / Riffle Width (Wp/Wr) 0.7
Pool Area / Riffle Area (Ap/Ar) 1.0
Max Pool Depth / Mean Bkf Depth (Dpmax/Dr) 2.6
Lowest Bank Ht. / Max Bkf Depth (Bh,o,H/Drmax) 1.6
Estimated Mean Velocity at Bkf (u) Ft/s
Estimated Discharge at Bkf (Q) Ft 3/S
Discharge from Regional Curve 2800.0 Ft 3/S
Riffle Area from Regional Curve 400.0 Ft'

Channel Pattern

Meander Length (Lm) 2400.0 Ft
Radius of Curvature Rc) 97.5 Ft
Belt Width (Wblt) 400.0 Ft
Meander Width Ratio (MWR = Wblt/Wr) 2.6
Radius of Curvature / Bkf Width (Rc/Wr) 0.6
Meander Length / Bkf Width (Lm/Wr) 15.7
Sinuosity (K) 1.4

i
Channel Profile Value Units

Valley Slope 0.0038 FUFt
Average Water Surface Slope 0.0032 Ft/Ft
Riffle Slope 0.0038 Ft/Ft
Pool Slope 0.0000 0.0013 FUR
Run Slope 0.0034 0.0160 0.0021
Glide Slope 0.0000 0.0000
Pool to Pool Spacing 225.0 Ft
Pool Length 84.0 79.0 Ft
Riffle Slope / Avg. Water Surface Slope 1.2
Pool Slope / Avg. Water Surface Slope 0.0000 0.4
Run Slope / Avg. Water Surface Slope 1.1 5.0
Glide Slope / Avg. Water Surface Slope 0.0 0.0
Run Depth / Avg. Bkf Depth (Wd)
Glide Depth / Avg. Bkf Depth (Wd)
Pool length / Bankfull Width 0.5
Pool to Pool Spacing / Bkf Width 1.5

Channel Materials

% Sand & < 17
Gravel 42
Cobble 29
% Boulder 12
% Bedrock 0

D16 1 mm
D35 18 mm
D50 37 mm
D84 180 mm
D95 680 mm
-2,7
Morphological Characterisities of the l"Xisting, Proposed, Gage Station, and Reference Reach
Basin: Watauga
Watershed: Cove Creek
Reach: Combs Property
Prepared I3y: Will Harman
Date: 11/16/98
Variables Existing
Channel Proposed
Reach USCS Gage
Station Reference
Reach
1. SU-cam "type 1:4 134c 134c 134c
2. Drainage Area (mi'`) 20 20
3. Bankfull Width (Wbko 42.5 47
4. Bankfull mean depth (dbkf) 3.8 3.7
5. Width/depth Ratio 11.2 13
6. Bankfull Cross Sectional Area (Abkf) 161.2 172 172
7. Bankfull mean velocity (Vbkf) 5
8. Bankfull Discharge (Qbkf) 713 858 858
9. Bankfull maximum depth (Dmax) 5.2 5.2 1.4
10. Width of flood prone area (Wfpa) 68.4 71
11. Entrenchment Ratio (Wfpa/Wbko 1.2 1.5
12. Meander Length (Lm) n/a n/a
13. Meander length ratio (Lm/WbkO n/a n/a
14. Radius of Curvature (Rc) n/a n/a
15. Rc ratio (Rc/Wbkf) n/a n/a
16. Belt Width (Wblt) n/a n/a
17. Meander Width Ratio (Wblt/Wbko n/a n/a
18. Sinuosity (K) 1.2 1.2
19 Valley Slope 0.0019 0.0019
20. Avg. Slope (Sval/K) 0.003 0.003
21. Pool Slope (Spool) 0 0
22. Pool slope ratio (Spool/Savg) 0 0
23. Max pool depth (dpool) 5 5.9
?4. Pool depth ratio (dpool/dbkf) 1.3 1.6
25. Pool width (Wpool) 50.5 51.7
:26. Pool width ratio (Wpool/Wbkf) 1.2 1.1
27. Pool/pool spacing (p-p) 240 94 - 329
28. Pool spacing ratio (p-p/Wbkf) 5.6 2-7
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Morphological Characterisitics of fhc Existing, Proposed, Cage Station, and Reference Reach
Basin: Watauga
Watershed: Cove Creek
Reach: Bacherl Property
Prepared By Will Harman
Date: 11/16/98
Variables Existing
Channel Proposed
Reach IISCS Cage
Station Reference
Reach
_
1. Stream TypC 1:4 C4 C4
2. Drainage Arca (n)i2) 20 20
3. Bankfull Width (Wbkf) 51 51
4. Bankfull mean depth (dbkf) 3.5 3.4
5. Width/depth Ratio 14.6 15
6. Bankfull Cross Sectional Area (Abkf) 177.6 172 172
7. Bankfull mean velocity (Vbkf) 5
8. Bankfull Discharge (Qbkf) 858 858
9. Bankfull maximum depth (Dmax) 4.8 4.4-6.8 1.3 -2.0
10. Width of flood prone area (Wfpa) 65 102
11. Entrenchment Ratio (Wfpa/Wbkt) 1.2 2
12. Meander Length (Lm) n/a 561 -816
13. Meander length ratio (Lm/Wbkf) n/a 11 - 16
14. Radius of Curvature (Rc) n/a 128-224
15. Rc ratio (Rc/Wbkf) n/a 2.5-4.4
16. Belt Width (Wblt) 110 139
17. Meander Width Ratio (Wblt/Wbkf) 2.7 2.6-3.4
18. Sinuosity (K) 1.5 1.5
19 Valley Slope 0.0019 0.0019
20. Avg. Slope (Sval/K) 0.003
21. Pool Slope (Spool) 0 0
22. Pool slope ratio (Spool/Savg) 0 0
23. Max pool depth (dpool) 5 5.4 - 8.8
24. Pool depth ratio (dpool/dbkf) 1.4 1.6-2.6
25. Pool width (Wpool) 50.5 66
26. Pool width ratio (Wpool/Wbkf) 1.0 1.3
27. Pool/pool spacing (p-p) 240 204-357
28. Pool spacing ratio (p-p/Wbkf) 4.7 4.7

Materials:
I. Particle size distribution ol,channel
DIG °.062
D35 1
D50 8.5
D84 39
D95 65
2. Particle size distribution ol'bar
D16
D35
D50
D84
D95
Largest size at toe ol'bar 60
Sediment Transport Design Required
Shear Stress (lbs/ft') 0.6
Shields Curve (min) 38 60
Critical Dimensionless Shear Stress 0.02
Critical Depth (Pt) 3.4 2.2
Note: The design critical depth must be equal to or greater than
the required critical depth to move the largest size particle found
on the bar, half way between tlialweg and bankfull.
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7 (Adapted from Rosgen, 1998)
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s (Adapted from Rosgen, 1998)
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(Adapted from Rosgen, 1998)

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qI
I
North Carolina (;OO )wi(lliw I xh!nsion Service
December 29, 1998
Randy Woodrow
Property Development Coordinator I
Watauga County Department of Planning and Inspections
842 West King Street
Suite 7
Boone, NC 28607
Dear Mr. Woodrow:
College of AgriculUue and Life Sciences
W !'M Mtci (hrdity liiouli
lrp,rllnulll of holoyl,d 11111
AtIm ollw.d I tiquwcnml
C:ulynr; Ilnx iGa1
Rih,I(Ilt IT,
'11'1'.11.`,,1173 (phoill-I
'IN ')1!) /40 ff,lx)
Please find enclosed with this letter a simplified flood analyses for the Cove Creek Stream
Restoration Project. We discussed this issue at the Watauga Watershed Project Steering
Committee Meeting on December 1, 1998. Also enclosed is a copy of the Army Corp of
Engineers permit application and stream restoration design.
The stream restoration will take place on the property of Del Bachert and Stephen Combs,
upstream and downstream of Isaak Branch Road. Since both landowners are farmers, it is our
understanding that an official "no-impact" certification is not required for this project.
However, per you request, we have selected cross section (6+08) downstream of the bridge
for a simplified flood analyses.
We used a basic spreadsheet model using Manning's equation to estimate discharge at the top
of the low bank of the existing channel. In other words, we calculated flow that is contained
in the channel. These calculations are shown on the enclosed worksheet titled "Cross Section
6+08 - Pre Restoration." Note that the estimated discharge is 4,466 cfs and the water surface
elevation is 94.8 feet, the arbitrary elevation of the top of the bank based on an established
reference mark. This is not an elevation above sea level.
Again using the spreadsheet model, we calculated the water elevation of the "new channel"
after restoration, given a discharge of 4,466 cfs. The calculations are shown on the enclosed
worksheet titled "Cross Section 6+08 - Post Restoration." Note that the calculated water
surface elevation is 94.6 feet, 0.2 feet lower than the pre-restoration channel for the same
discharge, roughness coefficient, and channel slope. Channel roughness and A9Rse#rFd9,9,J,,m opportunities
expected to change significantly post restoration. are offered to ill people regardless of
riwu, color, ndlional origin, sex. aye or
disability. North Camlina Stile, Univemly,
North Carolina A&T State Univw. ity,
U S Depaitment of Agiwoltow, ,nd
loc,l goveonnents coopeniling_

Please let us know ifan additional analysis is required or ifyou have any questions.
Sincerely,
w
William A. Harman Daniel E. Line, P.E.
Hydrologist Engineer
Extension Associate Extension Specialist
Enclosure
y j..
Cross Section 6+08 Pre Restoration
Worksheet for Irregular Channel
Project Description
Project File c:\work\watauga\cove cre fm2
Worksheet Cove Creek Flood Impact Analyses
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 0.003000 ft/ft
Water Surface Elevation 94.80 ft
Elevation range: 84.50 ft to 94.80 ft.
Station (ft) Elevation (ft) Start Station
22.00 94.80 22.00
23.00 92.30 40.50
27.00 89.30 70.50
27.50 88.70
29.00 88.00
32.00 87.10
38.00 86.30
40.50 85.40
52.00 85.00
61.00 ,84.50
70.50 84.90
72.00 86.30
76.50 88.50
78.00 89.40
81.50 90.10
86.30 93.40
87.00 94.80
Results
Wtd. Mannings Coefficient 0.034
Discharge 4,465.58 cfs
Flow Area 508.03 ft2
Wetted Perimeter 71.77 ft
Top Width 65.00 ft
Height 10.30 ft
Critical Depth 92.09 ft
Critical Slope 0.008869 ft/ft
Velocity 8.79 ft/s
Velocity Head 1.20 ft
Specific Energy 96.00 ft
Froude Number 0.55
Flow is subcritical.
End Station
40.50
70.50
87.00
Roughness
0.040
0.025
0.040
12/29/98 Academic Edition FlowMaster v5.17
01:48:39 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 2
Cross Section 6+08 -- Pre Restoration
Cross Section for Irregular Channel
_Pr2ject Description
Project File c:\work\watauga\cove cre.fm2
Worksheet Cove Creek Flood Impact Analyses
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
Wtd. Mannings Coefficient 0.034
Channel Slope 0.003000 ft/ft
Water Surface Elevation 94.80 ft
Discharge 4,465.58 cfs
96.(
94.0
92.0

c
90.0
N
N
W
88.0
86.0
84.01
20.0
30.0 40.0 50.0 60.0 70.0
Station (ft)
12/29/98 Academic Edition
01:56:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
80.0 90.0
FlowMaster v5.17
Page 1 of 1
t
Cross Section 6+08 Post Restoration
Worksheet for Irregular Channel
-Project Description
Project File c\work\watauga\cove cre fm2
Worksheet Cross Section 6-108 - Post Restoration
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.003000 ft/ft
Elevation range: 84.50 ft to 94.80 ft.
Station (ft) Elevation (ft) Start Station
0.00 94.80 0.00
22.00 89.70
27.00 89.30
27.50 88.70
29.00 88.00
32.00 87.10
38.00 86.30
40.50 85.40
52.00 85.00
61.00 84.50
70.50 ,84.90
72.00 86.30
76.50 88.50
78.00 89.40
80.00 89.70
102.50 94.80
Discharge 4,465.58 cfs
Results
Wtd. Mannings Coefficient 0.034
Water Surface Elevation 94.60 ft
Flow Area 587.88 ft2
Wetted Perimeter 104.00 ft
Top Width 100.73 ft
Height 10.10 ft
Critical Depth 92.13 ft
Critical Slope 0.010576 ft/ft
Velocity 7.60 ft/s
Velocity Head 0.90 ft
Specific Energy 95.49 ft
Froude Number 0.55
Flow is subcritical.
End Station Roughness
102.50 0.034
01/11/99 Academic Edition FlowMaster v5.17
070446 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 2
- I?
1
Cross Section 6+08 -- Post Restoration
Cross Section for Irregular Channel
Project Description
Project File c:\work\watauga\cove cre.fm2
Worksheet Cross Section 6+08 -- Post Restoration
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.034
Channel Slope 0.003000 ft/ft
Water Surface Elevation 94.60 ft
Discharge 4,465.58 cfs
96.0

94. C
92.C
C
Q 90.0
N
W
88.0
01/05/99
08:35.24 PM
86.0
84.01-
0.0
20.0 40.0 60.0 80.0 100.0
Station (ft)
Academic Edition
Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
120.0
FlowMaster v5.17
Page 1 of 1

? ? bpd l? .,
2 7 1999
1
c?ouP ,
?r cFvinon
Action ID No. 199930446
DEPARTMENT OF THE ARMY
Wilmington District, Corps of Engineers
Post Office Box 1890
Wilmington, North Carolina 28402-1890
PUBLIC NOTICE
O )?
9 69617
February25, 1999
MR. DELMAR BACHERT, ISAAC BRANCH ROAD, SUGAR GROVE, NORTH
CAROLINA 28679 AND MR. JON STEPHEN COMBS, 138 ISAAC BRANCH ROAD,
SUGAR GROVE, NORTH CAROLINA 28679 have applied for a Department of the Army (DA)
permit TO DISCHARGE APPROXIMATELY 400 CUBIC YARDS OF FILL MATERIAL
INTO APPROXIMATELY 1,100 LINEAR FEET OF COVE CREEK FOR THE PURPOSE
OF RESTORING NATURAL CHANNEL GEOMETRY AND PROFILE TO A PARTIALLY
CHANNELIZED AND DEGRADED SEGMENT OF THE CREEK AND ENHANCING
STREAMBANK VEGETATIVE CONDITIONS. THE SITE IS LOCATED OFF OF OLD
U.S. 321, NEAR SUGAR GROVE, IN WATAUGA COUNTY, NORTH CAROLINA.
The following description of the work is taken from data provided by the applicant and from
observations made during a site visit by a representative of the Corps of Engineers. Plans submitted
with the application show the planned restoration/enhancement of approximately 1,100 linear of
Cove Creek. The proposed restoration/enhancement work has been designed by and will be
performed under the direction of the North Carolina State University Water Quality Group (Mr. Will
Harmon). The proposed work is part of the Watauga River Riparian Restoration Project funded by
the North Carolina Clean Water Management Trust Fund. The project reach consists of 300 feet of
stream along the Jon Stephen Combs property and 800 feet along the Delmar Bachert property. The
Combs reach has been channelized and is characterized by a broad flat channel bottom and high
banks. The existing stream type is an F4 (Rosgen,1994). An F4 channel is entrenched with mostly
vertical, eroding stream banks with minimal fish habitat. The Bachert reach is also an F4 stream
type. Stream bank erosion is greater in the Bachert reach and the stream is widening to develop a
new floodplain. The applicant proposes to convert the Combs reach from an F4 stream type to a
more stable, less entrenched 134c stream type. The B type channel is typically characterized by
moderate entrenchment, moderate slope, is riffled dominated, and generally very stable. The Bachert
reach will be converted from an F4 to a more stable, less entrenched C4 stream type. C stream types
are generally low gradient, meandering channels with point bars and riffle/pool formations.
Stream restoration goals for both reaches includes stabilizing eroding streambanks and creating a
self sustaining stable stream reach, improving habitat for trout and native fish, and using natural
materials to improve stream aesthetics. Restoration/enhancement methods to be used include
installing J hook vanes, rock cross vanes, root wads, and transplanting willows into the
streambank. Along the Combs reach, cutting and filling below bankfull stage will be required in
2
order to install l cross vane, l J hook vane, and excavation of scour hole. Along the Brachert reach,
cutting and filling below bankfull stage will be required in order to install 5 J hook vanes and install
20 root wads. The work is proposed to be accomplished with a track hoe, a front end loader, and
possibly a small bulldozer. Plans showing the work are included with this public notice. Included
with the plans are some typical cross sections of the work area. A full set of cross sectional views
of the work area are available upon request.
The State of North Carolina will review this public notice to decide the need for the applicant to
obtain any required State authorization. No Department of the Army (DA) permit will be issued
until the coordinated State viewpoint on the proposal has been received and reviewed by this agency,
nor will a DA permit be issued until the North Carolina Division of Water Quality (NCDWQ) has
decided the applicability of a Water Quality Certificate as required by PL 92-500.
This application is being considered pursuant to Section 404 of the Clean Water Act (33 U.S.C.
1344). Any person may request, in writing within the comment period specified in the notice, that
a public hearing be held to consider this application. Requests for public hearing shall state, with
particularity, the reasons for holding a public hearing.
The District Engineer has consulted the latest published version of the National Register of Historic
Places for the presence or absence of registered properties, or properties listed as being eligible for
inclusion therein, and this site is not registered property or property listed as being eligible for
inclusion in the Register. Consultation of the National Register is the extent of cultural resource
investigations by the District Engineer, and he is otherwise unaware of the presence of such
resources. Presently, unknown archeological, scientific, prehistorical, or historical data may be lost
or destroyed by work under the requested permit.
The District Engineer, based on available information, is not aware that the proposed activity will
affect species, or their critical habitat, designated as endangered or threatened pursuant to the
Endangered Species Act of 1973.
The decision, whether to issue a permit, will be based on an evaluation of the probable impacts,
including cumulative impacts, of the proposed activity and its intended use on the public interest.
Evaluation of the probable impacts that the proposed activity may have on the public interest
requiros a careful weighing of all those factors that become relevant in each particular case. The
benefits that may be expected to accrue from the proposal must be balanced against its foreseeable
detriments. The decision whether to authorize a proposal, and if so the conditions under which it
will be allowed to occur, are therefore decided by the outcome of the general balancing process.
That decision should reflect the national concern for both protection and use of important resources.
All factors that may be relevant to the proposal must be considered including the cumulative effects
of it. Among those are conservation, economics, aesthetics, general environmental concerns,
wetlands, cultural values, fish and wildlife values, flood hazards and flood plain values (according
to Executive Order 11988), land use, navigation, shore erosion and accretion, recreation, water
supply and conservation, water quality, energy needs, safety,
food and fiber production, mineral needs, considerations of property ownership, and, in general, the
needs and welfare of the people. For activities involving the placement of dredged or fill materials
in waters of the United States, a permit will be denied if the discharge that would be authorized
would not comply with the Environmental Protection Agency's 404(b)(1) guidelines. Subject to the
preceding sentence and any other applicable guidelines or criteria, a permit will be granted unless
the District Engineer decides that it would be contrary to the public interest.
The Corps of Engineers is soliciting comments from the public; Federal, State and local agencies
and officials; Indian Tribes and other interested parties to consider and evaluate the impacts of this
proposed activity. Any comments received will be considered by the Corps of Engineers to decide
whether to issue, modify, condition or deny a permit for this proposal. To make this decision,
comments are used to assess impacts on endangered species, historic properties, water quality,
general environmental effects and the other public interest factors listed above. Comments are used
in the preparation of an Environmental Assessment (EA) and/or an Environmental Impact Statement
(EIS) pursuant to the National Environmental Policy Act (NEPA). Comments are also used to
decide the need for a public hearing and to decide the public interest of the proposed activity.
Generally, the decision whether to issue this Department of the Army (DA) permit will not be made
until the North Carolina Division of Water Quality (NCDWQ) issues, denies, or waives State
certification required by Section 401 of the Clean Water Act. The NCDWQ considers whether the
proposed activity will comply with Sections 301, 302, 306, and 307 of the Clean Water Act. The
application and this public notice for the Department of the Army (DA) permit serves as application
to the NCDWQ for certification.
Additional information regarding the Clean Water Act certification may be reviewed at the offices
of the Environmental Operations Section, North Carolina Division of Water Quality (NCDWQ),
Salisbury Street, Archdale Building, Raleigh, North Carolina. Copies of such materials will be
furnished to any person requesting copies upon payment of reproduction costs.
All persons wanting to make comments regarding the application for Clean Water Act certification
should do so in writing delivered to the North Carolina Division of Water Quality (NCD WQ), 4401
Reedy Creek Road, Raleigh, North Carolina 27607, on or before
March 22, 1999, Attention: Mr. John Dorney.
Written comments pertinent to the proposed work, as outlined above, will be received in this office,
Attention: Mr. Steve Chapin, until 4:15 p.m., March 26, 1999, or telephone
[phone].
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