20060749 Ver 1_COMPLETE FILE_20060503

Re: [Fwd: EEP Project 06-0749 Ratcliff Cove Restoration]
0..T
Subject: Re: [Fwd: EEP Project 06-0749 Ratcliff Cove Restoration]
From: Cyndi Karoly <[e-mail]>
Date: Tue, 27 Jun 2006 13:19:31 -0400
To: Lin Xu <[e-mail]>, Laurie J Dennison <[e-mail]>
yes
Lin Xu wrote:
Cyndi,
Thanks for the permit. Is the permit for Farmville Golf and Country Club project
also deemed issued since I submitted the permit application at the same time as
the Ratcliff Cove project? Thanks again for your help.
Have a good afternoon!
Lin
Cyndi Karoly wrote:
Lin - hi, I hope you are doing well. Please note that per recent guidance we
will record this file as "deemed issued" in our database. Please note the
concerns expressed by staff in our Asheville Regional Office. These issues
will be recorded in our permanent files for future reference, should
construction or maintenance problems arise in the long term.
Lin Xu
Environmental Engineer
NC Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699 - 1652
[phone] (Phone)
[phone] (Fax)
[e-mail]
www.nceep.net
1 of 1 6/27/2006 1:57 PM
[Fwd: EEP Project 06-0749 Ratcliff Cove Restoration]
Subject: [Fwd: EEP Project 06-0749 Ratcliff Cove Restoration]
From: Cyndi Karoly <[e-mail]>
Date: Tue, 27 Jun 2006 12:51:38 -0400
To: Lin Xu <[e-mail]>
CC: Roger Edwards <[e-mail]>, Tom Reeder <[e-mail]>
Lin - hi, I hope you are doing well. Please note that per recent guidance we will
record this file as "deemed issued" in our database. Please note the concerns
expressed by staff in our Asheville Regional ice. These issues will be recorded
in our permanent files for future reference, should construction or maintenance
problems arise in the long term.
Subject: EEP Project 06-0749 Ratcliff Cove Restoration
From: Kevin Barnett <[e-mail]>
Date: Wed, 21 Jun 2006 16:04:54 -0400
To: Roger Edwards <[e-mail]>
CC: Mike Parker <[e-mail]>
Roger:
Mike Parker and I went and visited this site on Monday and have the following issues / items which need
to be discussed:
1. Reference Reach UT A. This stream has been impacted / is currently being impacted upstream
and downstream of the "reference" reach by significant agricultural practices. Mike and I
discussed and we do not believe this is a suitable reference reach for restoration.
2. At grade crossings. Each restoration segment has depicted an at grade crossing, with no reference
for it's use. As one is being located next to an existing bridge, and there is a ford across the stream
next to the bridge for cattle, are these cattle crossings. If so, should they be referenced to a Gov't
agency design criteria (like USDA or NRCS).
3. The proposed culvert to replace the existing bridge. After looking at the structure, and the plans, it
appears that a spanning bridge can be done at this site in a cost effective manner without the
"impacts" associated with the culvert design.
We (Mike and D feel that this project needs to be sent back to Raleigh for review, additional information
request, and reworked for reference reach data.
Thanks,
Kevin
Kevin Barnett - Kevin.BarnettCncmail.net
North Carolina Dept. of Environment and Natural Resources
Asheville Regional Office
Division of Water Quality - Water Quality Section
2090 U.S. 70 Highway
Swannanoa, NC 28778
Tel: [phone]
Fax: [phone]
1 of 2 6/27/2006 12:53 PM
EEP Project 06-0749 Ratcliff Cove Restoration
Subject: EEP Project 06-0749 Ratcliff Cove Restoration
From: Kevin Barnett <[e-mail]>
Date: Wed, 21 Jun 2006 16:04:54 -0400
To: Roger Edwards <[e-mail]>
CC: Mike Parker <[e-mail]>
Roger:
Mike Parker and I went and visited this site on Monday and have the following issues / items which need
to be discussed:
1. Reference Reach UT A. This stream has been impacted / is currently being impacted upstream
and downstream of the "reference" reach by significant agricultural practices. Mike and I
discussed and we do not believe this is a suitable reference reach for restoration.
2. At grade crossings. Each restoration segment has depicted an at grade crossing, with no reference
for it's use. As one is being located next to an existing bridge, and there is a ford across the stream
next to the bridge for cattle, are these cattle crossings. If so, should they be referenced to a Gov't
agency design criteria (like USDA or MRCS).
3. The proposed culvert to replace the existing bridge. After looking at the structure, and the plans, it
appears that a spanning bridge can be done at this site in a cost effective manner without the
"impacts" associated with the culvert design.
We (Mike and 1) feel that this project needs to be sent back to Raleigh for review, additional information
request, and reworked for reference reach data.
Thanks,
Kevin
Kevin Barnett - Kevin.BarnettG_ncmail.net
North Carolina Dept. of Environment and Natural Resources
Asheville Regional Office
Division of Water Quality - Water Quality Section
2090 U.S. 70 Highway
Swannanoa, NC 28778
Tel: [phone]
Fax: [phone]
Kevin Barnett <Kevin.BarnettPncmail.net>
NC DENR - Asheville Regional Office
Division of Water Quality - Water Quality Section
1 of 1 6/23/2006 8:53 AM
Triage Check List
Date: 5/05/06 Project Name: Ratcliff Cove Branch Restoration
DWQ #:06-0749
County: Haywood
Kevin Barnett, Asheville Regional Office
To:
60-day Processing Time: 5/03/06 to 7/01/06

From: Cyndi Karoly Telephone: [phone]
The file attached is being forwarded to you for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks!
Triage Check List *014'"
Date: 5/05/06 Project Name: Ratcliff Cove Branch Restoration
DWQ #:06-0749
County: Haywood
Kevin Barnett, Asheville Regional Office
To:
60-day Processing Time: 5/03/06 t - '
LIA
?- r
From: Cyndi Karoly Telephone: [phone]
The file attached is being forwarded to you for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viab .
? Check drawings for accuracy
? Is the application consistent with pre-application meetings. JUi R f
Cumulative impact concern 1001)
? ryCtki7
D,S'f.?,t,iry' i
Comments: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks!
May 3, 2006
Cyndi Karoly, Unit Supervisor 0 0 G 0 7 4 8
Division of Water Quality
401 Wetlands Unit 1650 Mail Service Center
Raleigh, NC 27699 - 1650
Re: Permit Application- Ratcliffe Cove Branch Stream Restoration Project
Dear Ms. Karoly:
Attached for your review are two copies of restoration plans (one copy sent to DWQ Ashville
Regional Office) for Ratcliffe Cove Branch stream restoration project in Haywood County.
Please feel free to contact me with any questions regarding this plan (715-7571).
Thank you very much for your assistance.
j Sincerely

Lin Xu
Attachment: Restoration Plans (2 originals)
?? p06
_q act;
North Carolina Ecosystem Enhancement Program, 1652 Mail Service (enter, Raleigh, IIC 27699-1652 / 919-715-0476 / www.nceep.net
a
Office Use Only: Form Version October 2001
20060743
USAGE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit
? Section 10 Permit
® 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide 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: ? 0 r= f??0 V
D
II. Applicant Information MAY 2006
1. Owner/Applicant Information DENIA • WATLa GWAUTY
Name: NC Ecosystem Enhancement Program 1MMM M41lt MmokgCH
Mailing Address: 1652 Mail Service Center Raleigh, NC 27699-1652
Telephone Number: 919-715-7571 Fax Number: 919-715-2219
E-mail Address: lin.xukncmail.net
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: N/A
Company Affiliation: N/A
Mailing Address: N/A
Telephone Number: N/A Fax Number: N/A
E-mail Address: N/A
Page 5of13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Ratcliffe Cove Branch Stream Restoration Project
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): N/A
4. Location,
County: Haywood County Nearest Town: Waynesville
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): The Ratcliffe Cove Branch site is
located alone the south side of SR 1802 (Francis Farm Road), approximately I mile
northeast of the city of Waynesville, in Haywood County. It is approximately 3 miles
southwest of Clyde and 18 miles northeast ofSylva.
5. Site coordinates, if available (UTM or Lat/Long): North: 5.97110278, West: 78.07800278
(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:
Forestry, pasture, and a small amount of rural residential
7. Property size (acres): 94 acres
8. Nearest body of water (stream/river/sound/ocean/lake): Raccoon Creek
9. River Basin: French Broad
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.ne.us/admin/maps/.)
Page 6 of 13
10. Describe the purpose of the proposed work: Stream restoration and enhancement
11. List the type of equipment to be used to construct the project: Track Hoes, loaders
12. Describe the land use in the vicinity of this project: Forestry, rural residential, and pasture
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
N/A
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application:
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
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 13
1. Wetland Impacts (No Impact)
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, till,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIR.M), or FENIA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http:,'/utivNv.fema.Qov. .
*** List a Nvetland 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: 0 acres
Total area of wetland impact proposed: 0 acres
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact Length of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name** of Stream Intermittent?
(indicate on ma) (linear feet) Before Impact (please s eci )

Ratcliffe Cove Reslope banks
and plant
594
Ratcliffe Cove Branch
25 feet
Perennial
Branch riparian buffer
Restore bank
UT A height ratio of 1 259 Unnamed Tributary to 11.5 feet Perennial
and plant Ratcliffe Cove Branch
riparian buffer

UT 13 Raise stream bed
and create step-
483 Unnamed Tributary to
9.5 feet
Perennial
Ratcliffe Cove Branch
pool system
Raise stream bed
UT C and create step- 840 Unnamed Tributary to 9.5 feet Perennial
pool system and Ratcliffe Cove Branch
plant buffers
UT D Create step-pool 119 Unnamed Tributary to 8,9 feet Perennial
system Ratcliffe Cove Branch
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
Page 8 of 13
** 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.usum!0v. Several intemet sites also allow direct download and printing of USGS maps (e.g., wwW.topozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 2,295 Lr
Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S. (No Impact)
Open Water Impact
Site Number
indicate on ma)
Type of Impact* Area of
Impact
(acres) Name Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Size of watershed draining to pond: N//A Expected pond surface area: N/A
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The proiect is involved with enhancintr and restoring streams in the Ratcliffe Cove Branch
site in Haywood County to serve EEP's program objective and mitigation needs. The
proiect is a mitigation effort and does not impact adiacent streams and wetlands. See
Ratcliffe Cove Branch stream restoration elan for specific information retarding the
restoration design.
Page 9 of 13
VIII. Mitigation
D`'VQ - 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:/ih2o.enr.state.nc.us/ncwetlands/strmaide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The restoration plan is attached. The plan indicates the conservation easement
acquired by the state, plan views, cross section view and proposed method of
enhancement and restoration.
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
NC`'VRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Page 10 of 13
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify Catawba Buffer Requirement )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Page 11 of 13
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 0 3
2 0 1.5
Total 0
* Zone I extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
N/A
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
N/A
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
N/A
XUL Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Page 12 of 13
•
•
0
RATCLIFFE COVE BRANCH STREAM
RESTORATION PROJECT
MAY - 9 2006
A ?'A7Etp
HAYWOOD COUNTY, NORTH CAROLINA
I
SCO PROJECT No. D05006S
Prepared for:
North Carolina Department of Environment and Natural Resources,
Ecosystem Enhancement Program
1652 Mail Service Center, Raleigh, NC 27699-1652
LOILsYstem rA?j
/'R OGN AM
RESTORATION PLAN
April 2006
0*1$1%
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•
•
Restoration Plan
Ratcliffe Cove Branch, Haywood
County
Prepared In:
ARCADIS G&M of North Carolina, Inc.
801 Corporate Center Dive
Suite 300
Raleigh
North Carolina 27607
Tel [phone]
Fax [phone]
Project Mamiger.
Ikn Furr
b fu rr(ruarcadis_us. c om
919 854-1282. ext 143
Our Rer:
NC604012.0000
Dare:
April 2006
0
Restoration Plan
Executive Summary
Executive Summary
The North Carolina Department of Environment and Natural Resources (NCDENR),
Ecosystem Enhancement Program (EEP) retained ARCADIS G&M of North Carolina,
Inc. (ARCADIS) to conduct stream restoration using natural channel deli
methodologies on Ratcliffe Cove Branch in Haywood County. The Ratcliffe Cove
Branch site is located in the French Broad River Basin northeast of Waynesville, North
Carolina, along the south side of Francis Farm Road (SR 1802). The site is owned by
Mrs. Betty F. Lewis and managed by her son, Mr. Julius Morrow. The site covers
nearly 94 acres and contains approximately 5,250 linear feet of existing perennial
stream including Ratcliffe Cove Branch and its unnamed tributaries.
ARCADIS conducted a feasibility study (ARCADIS 2003), which included field
investigations and background studies, to determine if any potential environmental
issues, significant resources, protected species, or other fatal-flaw issues would impede
using the site for restoration. No significant issues or fatal flaws were found, and use
of the site for stream restoration was recommended.
• Based on discussions with Mr. Morrow, Ratcliffe Cove Branch and its unnamed
tributaries have historically been straightened and ditched, and cattle have been
allowed unrestricted access to the stream. In addition, the stream banks are currently
dominated by non-native grasses, which offer little benefit to wildlife. The goal of this
stream restoration project is to improve water quality in the French Broad River Basin
by reestablishing a stream with stable dimension, pattern, and profile, which has the
capacity to effectively transport water and sediment without aggrading or degrading in
the current climate. In order to achieve this goal, reference reach data will be collected
and analyzed to ensure that the proper dimension, pattern, and profile are designed for
each stream type on site. In-stream structures will also be utilized to stabilize the bed
and banks until the vegetation has time to establish. Stabilizing the streambed and
banks will reduce the amount of sediment entering the river basin. In addition,
reestablishment of a permanent, vegetated riparian buffer consisting of native species
will help decrease nutrient input. This buffer will provide shading, which reduces
water temperatures, and provide additional wildlife habitat to the site. The dimension,
pattern, and profile of the stream along with its substrate and riparian buffer will be
monitored to determine the success of the restoration project.
This design plan calls for the restoration of approximately 3,632 linear feet of stream
along Ratcliffe Cove Branch, with an additional 1,060 linear feet of enhancement level
I and 1,235 linear feet of enhancement level II along Ratcliffe Cove Branch and its
0
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Restoration Plan
•
Executive Summary
unnamed tributaries. Table I lists each study reach on site and their associated
restoration objectives.
Table 1. Project Restoration Structure and Objectives
Project Number D050065 (Ratcliffe Cove Brancb)
0 Reach 4 46+32 - Enhancement P4 594 594 ResIope banks

Restoration Station Restoration Priority Existing Designed Comment
Segment/Reach Range Type Approach Linear Linear
ID Footage Footage
Reach I I0+00- Restoration P2 1,049 1,181 Relocate
21+81 existing channel
Reach 2 21+81 - Restoration P2 930 1,049 Relocate
32+30 existing channel
Reach 3 32+30 - Restoration P2 1,268 1,402 Relocate
46+32 existing channel

52+26 11 and plant
riparian buffer,
in-stream
structures will
be used for
bank protection
and grade
control
UT A 10+00 - Enhancement P4 259 259 Restore bank
12+59 II height ratio of I
and plant
riparian buffer
UT B 10+00 - Enhancement P3 483 483 Raise stream
14+83 I bed and create
step-pool
system
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Restoration Plan
•
•
•
Executive Summary
UT C 10+00 - Enhancement P3 458 458 Raise stream
14+58 1 bed and create
step-pool
system
UT C 14+58- Enhancement Extensive 382 382 Plant riparian
18+40 II Vegetation buffer
UT D 10+00- Enhancement P3 119 119 Create step-
11+19 1 pool system
gAtra1604012_ratdiffe cove%wpVeport%finat restoration report.doc
•
,Executive Summary
i
1. Project Site Identification and Location 1-1
1.1 Directions to Project Site 1-1
1.2 USGS Hydrologic Unit Code and NCDWQ River Basin Designations 1-1
2. Watershed Characterization 2-1
2.1 Drainage Area 2-1
2.2 Surface Water Classification/Water Quality 2-1
2.3 Physiography, Geology, and Soils 2.2
2.3.1 Physiography 2-2
2.3.2 Geology 2-2
2.3.3 Soils 2-2
• 2.4 Historical Land Use and Development Trends 2-5
2.5 Endangered/Threatened Species 2-6
2.6 Cultural Resources 2-6
2.7 Potential Constraints 2-6
2.7.1 Property Ownership and Boundary 2-6
2.7.2 Site Access 2-6
2.7.3 Utilities 2-7
2.7.4 FEMA/Hydrologic Trespass 2-7
3. Project Site Streams 3-1
3.1 Channel Classification 3-1
3.2 Discharge 3-1
3.3 Channel Morphology 3-2
3.4 Channel Stability Assessment 3-2
14.1 Reach 1 3-2
3.4.2 Reach 2 3-3

Table of Contents
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LJ
3.4.3 Reach 3
3.4.4 Reach 4
3.4.5 UT A
3.4.6 UT B
3.4.7 UT C
3.4.8 UT D
3.5 Bankfull Verification
3.6 Vegetation
4. Reference Streams
4.1 Watershed Characterization
4.2 Channel Classification
4.3 Discharge
• 4.4 Channel Morphology
4.5 Channel Stability Assessment
4.6 Bankfull Verification
4.7 Vegetation
5. Project Site Wetlands
5.1 Jurisdictional Wetlands
6. Project Site Restoration Plan
6.1 Restoration Project Goals and Objectives
6.1.1 Designed Channel Classification
6.1.2 Target Buffer Communities
6.2 Sediment Transport Analysis
6.2.1 Methodology
6.2.2 Calculations and Discussion
6.2.2.1 Reach i
•
3-3
3-3
3-4
3-4
3-4
3-4
3-5
3-5
4-1
4-1
4-2
4-2
4-2
4-3
4-3
4-4
5-1
5-1
6-1
6-1
6-1
6-2
6-3
6-3
6-4
6-4
Table of Contents
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6.2.2.2 Reach 2 6-5
6.2.2.3 Reach 3 6-6
6.2.2.4 Reach 4 6_7
6.22.5 UT A 6_7
6.2.2.6 UT B 6-8
6.2.2.7 UT C 6-8
62.18 UT D 6-8
6.3 HEC-RAS Analysis 6-9
6.4 Soil Restoration 6_9
6.5 Natural Plant Community Restoration 6-10
6.5.1 Narrative and Plant Community Restoration 6-10
6.5.2 On-site Invasive Species Management 6-10
• 7. Performance Criteria 7_1
7.1 Streams 7-1
7.1.1 Bankfull Events 7-1
7.1.2 Baseline Survey 7-1
7.1.3 Dimension 7_2
7.1.4 Longitudinal Profile 7-2
7.1.5 Pebble Count 7_2
7.1.6 Vegetation 7_2
7.1.7 Photo Documentation 7-3
7.1.8 One-Year Monitoring 7_3
7.1.9 Subsequent Yearly Monitoring Plans 74
7.2 Project S chedule 7-5
7.2.1 Construction Phase 7_5
7.2.2 Monitoring Phase 7-6
8. References 8_1
s
Table of Contents
g:\tra\604012_ratclifte cove\wp\reportVinal restoration report.doc A
•
Tables
1 Project Restoration Structure and Objectives
i
2
Soils Summary
3 Drainage Areas
4 Land Use of Watershed
5a-5h Morphological Tables
6 Shear Stress Values
7 Proposed Vegetation
Figures
1 Vicinity Map, Ratcliffe Cove Branch Stream Restoration Site
2 Soils Map
3 Existing Conditions Map
• 4
i Photo Index Map
5 Vicinity Map, Unnamed Tributary to Ratcliffe Cove Branch Reference
Reach
6 Vicinity Map, Unnamed Tributary to Thompson Creek Reference Reach
Appendices
A
f Site Photographs
B Phankuch Channel Stability Evaluations
C BEHI Rating Forms
D Regional Curves for Rural Mountain North Carolina
E Reference Reach Photographs
F Shield's Diagram
G HEC-RAS Analysis
H Restoration Plan Design Sheets

Table of Contents
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Restoration Plan
• Project Site Identification and
Location
1. Project Site Identification and Location
;1.1 Directions to Project Site
The Ratcliffe Cove Branch site is located along the south side of SR 1802 (Francis
Farm Road), approximately 1 mile northeast of the city of Waynesville, in Haywood
County. It is approximately 3 miles southwest of Clyde and 18 miles northeast of
Sylva.
The project site is bordered to the north and west by Francis Fame Road, to the south
by the Haywood County Landfill, and to the east by forested land and active cattle
pasture.
From Raleigh take I-40 west towards Ashville. After passing through Ashville merge
onto US-74 west via Exit 27 toward Clyde/Waynesville/Murphy/Atlanta/Maggie
Valley. Go approximately 1.3 miles, then merge onto US-74 W/US-19 S/US-23
S/Great Smoky Mountains Expressway. Go approximately 2.0 miles and take the NC-
209/US-23 Buisness Road (BR) exit (Exit 104) toward Lake Junaluska/East
Waynesville/Hot springs. Merge onto US-23 BR and go approximately 1.7 miles, then
turn left onto Francis Farm Road. The site is located just south of Francis Farm Road.
For a Project Vicinity Map refer to Figure 1.
1.2 USGS Hydrologic Unit Code and NCDWQ River Basin Designations
The project site is situated in NCDWQ subbasin 04-03-05, in the USGS French Broad-
Holston Basin, and USGS Hydrologic 8-digit Accounting (HUCODE-8) Unit
06010106 Pigeon (NCDENR 2003).

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Restoration Plan
• Watershed Characterization
2. Watershed Characterization
2.1 Drainage Area
Ratcliffe Cove Branch and its unnamed tributaries are perennial streams at the project
site. UT A, UT B, and UT C, prior to its confluence with UT D, are first-order streams
at this site. UT C becomes a second-order stream downstream of its confluence with
UT D. All of the reaches of Ratcliffe Cove Branch at the project site are third-order
streams.
Ratcliffe Cove Branch flows northwest through the project site to its confluence with
Raccoon Creek, which drains into Richland Creek. Richland Creek flows into Lake
Junaluska and then to the Pigeon River. The Pigeon River drainage is part of the
French Broad River Basin, which drains to the Gulf of Mexico via the Tennessee,
Ohio, and Mississippi Rivers. The French Broad River Basin within North Carolina
contains portions or all of Transylvania, Buncombe, Henderson, Madison, Haywood,
Yancey, Mitchell and Avery counties. The drainage area for Ratcliffe Cove Branch, at
• the project site, is approximately 3.87 square miles.
2.2 Surface Water Classification/Water Quality
All surface waters in North Carolina are assigned a primary water classification by
NCDWQ. Supplemental classifications may also be assigned, as applicable. These
classifications are assigned to protect uses of the waters such as swimming, aquatic life
propagation, or water supplies. The surface-water classification of Ratcliffe Cove
Branch is Class B. Class B denotes freshwaters protected for primary recreation and
other uses suitable for Class C. Primary recreational activities include frequent and/or
organized swimming and other human contact such as skin diving and water skiing.
Class C waters denote freshwaters protected for aquatic life propagation/protection and
secondary recreation. Richland Creek, from its source to US Business Highway 23,
which includes Ratcliffe Cove Branch, has a use support rating of fully supporting
(FS). Fully supporting is a rating given to a waterbody that fully supports its
designated uses and generally has good or excellent water quality. No High Quality
Waters (HQW), Water Supplies (WS-1 or WS-II), or Outstanding Resource Waters
(ORW) occur at the project site (NCDENR 2003).
•
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Restoration Plan
• Watershed Characterization
2.3 Physiography, Geology, and Soils
2.3.1 Physiography
The study area is located in the north-central part of the Blue Ridge Mountain
physiographic province. The property is characterized by moderately sloping terrain,
with various levels of valley confinement. Ratcliffe Cove Branch, along with several
smaller unnamed tributaries, drains the project watershed. Elevations at the study area
range from a high of approximately 4,377 feet above mean sea level (MSL) on the
ridge top at Ratcliff Mountain, to a low of approximately 2,600 feet MSL in the
floodplain at the downstream end of the site (Figure 1). The landscape in the region is
characterized by rugged mountains, intermountain hills, and fertile valleys (Allison
1997).
2.3.2 Geology
Geologically the area is situated in the sedimentary and metamorphic rocks of the
• Coweeta Group within the Blue Ridge Belt. Specifically, the study area is within a
biotite gneiss formation which is composed of enigmatic rock, interlayered and
gradational with biotite-garnet gneiss and amphibolite, with locally abundant quartz
and alurninosilicates (NCDLR, 1985).
2.3.3 Soils
For the purposes of this study, soil associations and soil mapping units are based on the
Natural Resources Conservation Service (MRCS) soil survey for Haywood County
(Allison 1997). Two soil associations are mapped within the Ratcliffe Cove Branch
stream restoration area. They include the Evard-Cowee-Hayesville-Trimont soil
association and the Dillsboro-Dellwood-Braddock soil association. A soil association
generally includes one or several of the dominant soil series that occupy a distinct
section of the topography. Soil mapping units present at the project site are depicted in
Figure 2.
The Evard-Cowee-Hayesville-Trimont association constitutes approximately 20
percent of Haywood County, and is found predominantly in the central part of the
county (Allison 1997). The landscape in this association is characterized by low
mountains and intermountain hills, with narrow ridges and moderately steep to very
steep side slopes. Slopes range from 2 to 95 percent. The majority of land in this
association is forested. The Evard and Cowee soils are the most widespread soils in
•
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Restoration Plan
• Watershed Characterization
the association. These soils are well drained and generally found on ridges and on
south- to west-facing side slopes. Hayesville soils are also well-drained but eroded and
are generally found on intermountain hills, spur ridges, and side slopes. Trimont soils
are very deep, well-drained soils that typically occur on north- to east-facing side
slopes. Edneyville, Chestnut, Saunook, and Fannin soils occur at a lesser extent on
side slopes, while Dellwood soils occupy the floodplains.
The Dillsboro-Dellwood-Braddock association constitutes approximately 5 percent of
Haywood County and is found along the Pigeon River and its tributaries (Allison
1997). The landscape in this association is dominated by high stream terraces and
long, wide floodplains. Slopes range from 0 to 30 percent. The majority of land in this
,association is used as cropland or pasture. Common crops include tomatoes, burley
tobacco, silage corn, and hay. The Dillsboro and Braddock soils are very deep, well-
drained soils that typically occupy high stream terraces. Dellwood soils are shallow,
moderately well drained soils found along the floodplains of fast-flowing streams.
Cullowhee, Nikwasi, and Rosman soils are found on narrow flood plains, Statler soils
on low stream terraces, and Saunook soils in colluvial areas.
. Seven primary soil series are located near the project site. The upland areas are
,occupied by the Evard-Cowee complex, Fannin loam, Hayesville clay loam, Saunook
loam, and Udorthents, loamy soils. The Cullowhee-Nikwasi complex and Dillsboro
loam soil series are found on the stream terraces and floodplains (Figure 2). Brief
descriptions of each soil series or complex are provided in Table 2.
The Evard-Cowee complex consists of moderately steep, well drained Evard and
Cowee soils. Cowee soils are somewhat shallower than Evard soils and characterized
,by a dark, yellowish-brown, gravelly loam surface layer that transitions to a red clay
loam subsoil. Evard soils are characterized by a dark brown, gravelly loam surface
layer that transitions to reddish loam subsoil. Slopes range from 15 to 30 percent, and
surface runoff is rapid in bare areas. Both soils in this complex have a severe hazard of
erosion and are susceptible to compaction when wet. The Evard-Cowee complex
occupies the side slopes in the southwestern and southeastern quadrants of the project
site.
The Fannin loam series consists of steep, very deep, well drained soils. This series is
'characterized by a reddish-brown loam surface layer that transitions to a red, sandy
clay loam or red, sandy loam subsoil. These soils have a high mica content and are
subject to downslope movement when lateral support is removed. Slopes range from
30 to 50 percent, and surface runoff is rapid in bare areas. Soils within the Fannin
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Restoration Plan
• Watershed Characterization
loam series have a severe hazard of erosion and are susceptible to compaction when
wet. These soils also have a low load-supporting capacity when wet. The Fannin loam
series occupies the side slopes surrounding Reach 4 and those to the east of Reach 2.
The Hayesville clay loam series consists of moderately steep, very deep, well drained
soils. These soils are characterized by a reddish-brown clay loam surface layer that
transitions to a red clay or red clay loam subsoil. Soils within the Hayesville clay loam
series have a severe hazard of erosion and are susceptible to compaction when wet.
These soils also have a low load-supporting capacity when wet. Slopes range from 15
to 30 percent, and surface runoff is rapid in bare areas. The Hayesville clay loam
series occupies the side slopes in the northeastern and northwestern quadrants of the
project site.
The Saunook loam series consists of stongly sloping, very deep, well drained soils.
These soils are characterized by a very dark brown loam surface layer that transitions
to dark, yellowish-brown loam subsoil. The content of organic matter in the surface
layer is moderate to very high. Seeps and springs are found at and below the surface of
these soils. Slopes range from 8 to 15 percent, and surface runoff is medium in bare
• areas. The Saunook loam series occupies drainageways and toe slopes near the
upstream end of UT B.
The Udorthents, loamy map unit consists of areas where the natural soil layers have
been destroyed by earthmoving activities. Undisturbed or partially disturbed soils
around the edge of the disturbed land are also included in this map unit. This soil
series is mapped on the side slopes southwest of Reach 3. These soils are mapped as
such due to the landfill adjacent to the project site.
The Cullowhee-Nikwasi complex consists of nearly level, somewhat poorly drained
Cullowhee soil and nearly level, poorly drained to very poorly drained Nikwasi soil.
The Cullowhee soil generally occurs closer to stream channels and higher on the
landscape than the Nikwasi soil. The Cullowhee soil is characterized by a dark brown,
sandy loam surface layer that transitions to a brown sandy loam subsoil. The Nikwasi
soil is characterized by a dark gray loam surface layer that transitions to a dark grayish-
brown loamy sand beneath. The content of organic matter in the surface layer of both
soils is moderate to very high. If these soils are not drained properly, they are poorly
suited to general land use practices such as agriculture and development. Slopes range
from 0 to 2 percent. The Cullowhee-Nikwasi complex occupies the floodplains
surrounding all of the streams in the project site. The Nikwasi soil is mapped as a
Hydric A soil.
•
gAtra1604012 ratcliffe covelwpbeporil anal restoration report.doc 24
Restoration Plan
• Watershed Characterization
i
The Dillsboro loam soil series consists of gently sloping, very deep, well-drained soils
on toe slopes and high stream terraces. This soil is characterized by a surface layer of
dark, yellowish-brown loam that transitions to a strong brown clay subsoil. Slopes
range from 2 to 8 percent, and surface runoff is medium in bare areas. The clay subsoil
has moderate shrink/swell potential, and the hazard of erosion for this soil is moderate.
The Dillsboro loam soil series occupies the stream terraces southwest of Reaches 2 and
3.
2.4 Historical Land Use and Development Trends
ARCADIS interviewed the property manager, Mr. Morrow, to discuss any significant
historical land use or site alterations that have occurred at the site. Mr. Morrow
explained the site was originally swampy and was used as pasture prior to the 1950s.
Sometime during the 1950s, the streams at the site were straightened and dredged, and
drainage tiles were installed in the surrounding pastures. The property had been
maintained in this condition and farmed and pastured since that time. In November
2004, ARCADIS visited NCDOT Photogrammetry to research historic aerial
• photographs of the Ratcliffe Cove Branch stream restoration site. Aerial photographs
from October 3, 1959, (based on aerial photograph from Mission No. 7, exposure 48,
10-03-59) confirmed that Ratcliffe Cove Branch, at the project site, was surrounded by
agricultural land and appears to have been straightened prior to 1959.
The primary land use within the watershed is agriculture, specifically active cattle
pastureland as well as fields used for hay and silage production. The majority of the
watershed is forested, with the agricultural areas at the lower elevations and in the
valley. The small amount of impervious cover within the watershed consists of
residential housing and paved roads and driveways. The total amount of impervious
cover within the watershed is estimated to be 0.1 square mile. The land use within the
project site is consistent with that of other areas in the valley within the watershed.
The majority of the project site is open pastureland. The only forested areas in the
project site are the isolated wooded areas at the eastern end of the property. The
narrow riparian buffer along the streams at the project site consists mainly of scattered
individual trees and herbaceous vegetation.
Currently, the property owner does not intend to develop the land adjacent to the
proposed riparian buffer. However, it is possible that future owners may choose to
develop the property given its close proximity to the city of Waynesville.
w
•
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Restoration Plan
0 Watershed Characterization
2.5 Endangered/Threatened Species
ARCADIS did not conduct field surveys for threatened or endangered species. Refer
to the Ratcliffe Cove Branch Stream Mitigation Feasibility Study for a list, and brief
description, of all federal and state threatened or endangered species within Haywood
County (ARCADIS 2003).
2.6 Cultural Resources
ARCADIS conducted a review of properties determined eligible for the National
Register of Historic Places at the State Historic Preservation Office for the study area
and surrounding areas. According to the files, there are no National Register properties
within a one-mile radius of the study area. In addition, ARCADIS contacted the North
Carolina State Archaeological Office to determine if documented archaeological sites
occur at or near the study area. No sites were identified within a I -mile radius of the
study area (ARCADIS 2003).
• 2.7 Potential Constraints
2.7.1 Property Ownership and Boundary
The site is owned by Mrs. Betty F. Lewis and managed by her son, Mr. Julius Morrow.
Mrs. Betty F. Lewis inherited the property after her mother, Marietta W. Felmet, died
in 1995. ARCADIS conducted a complete chain-of-title search, dating back at least 50
years, during the Ratcliffe Cove Branch Feasibility Study. Refer to Table 3 in the
Ratcliffe Cove Branch Stream Mitigation Feasibility Study for more information
(ARCADIS 2003).
2.7.2 Site Access
There are several access points to the Ratcliffe Cove Branch Site along the south side
of Francis Farm Road. The main construction entrance and staging area will be located
along the northwest side of UT B. There is currently a gate at this location, providing
access to the pasture from Francis Farm Road. The pastures and fields within 30 feet
of the proposed stream banks will be used for access along Ratcliffe Cove Branch and
its unnamed tributaries during construction. A temporary at grade crossing will be
constructed at the beginning of Reach 3 to facilitate access to the southwestern side of
Ratcliffe Cove Branch.
•
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Restoration Plan
•
•

Watershed Characterization
2.7.3 Utilities
Two overhead power lines are located on the project site. The first power line enters
the project site near the culvert on UT B and then parallels the left bank of UT B and
eventually exits the southwest side of the property. The second power line enters the
property near the culvert on UTC and parallels Francis Farm Road along the south side
before exiting the northwestern side of the property. These power lines will be avoided
during construction.
2.7.4 FEMA/Hydrologic Trespass
The project site is located in Federal Emergency Management Association (FEMA)
Flood Zone C (Flood Insurance Rate Map Community-Panel Number 37124 000213;
January 6, 1983). Flood Zone C is determined to be outside the 500-year flood plain.
Stream restoration along Ratcliffe Cove Branch will be most like Priority II, III, and IV
restoration; therefore, a rise in the water table is not expected.
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Restoration Plan
Project Site Streams
3. Project Site Streams
3.1 Channel Classification
;The streams within the project limits were divided into different reaches based on their
individual classifications, drainage areas, and condition (Reaches 1, 2, 3, and 4). The
stream reaches span the entire length of Ratcliffe Cove Branch on the Lewis property.
The four tributaries separate the reaches. Unnamed tributary A (UT A) extends from
its entrance to the Lewis property to its confluence with Ratcliffe Cove Branch.
Unnamed Tributary B (UT B) extends from Francis Farm Road to its confluence with
Ratcliffe Cove Branch. Unnamed Tributary C (UT C) also extends from Francis Farm
Road to its confluence with Ratcliffe Cove Branch. Finally, Unnamed Tributary D
(UT D) extends from Francis Farm Road to its confluence with UT C (Figure 3).
Photos depicting the existing conditions along Ratcliffe Cove Branch and its unnamed
tributaries are presented in Appendix A, along with a photo index map (Figure 4).
Tables 3 and 4 provide the drainage areas for each stream reach as well as surrounding
land use types and acreages.
• The existing streams were classified using the classification system and methodology
developed by Dave Rosgen of Wildland Hydrology, Inc. This method uses the
stream's pattern, profile, dimension, and substrate as parameters. Reaches 1, 2, and 3
of Ratcliffe Cove Branch were classified as C4 stream types. Reach 4 of Ratcliffe
Cove Branch and UT A were classified as B4/1e and B4/1 stream types, respectively.
The stream types for UTs B, C, and D could not be determined because of the lack of
bankfull indicators, resulting from severe channel degradation. C4 streams are
riffle/pool streams with gentle gradients of less than 2 percent. C4 streams have
moderately low width-to-depth ratios and well-developed floodplains. The B4/1
streams have steeper gradients, from 2 percent to 4 percent, and are usually step-pool
type systems. The B4/le are also step-pool type systems, but with gradients of less
than 2 percent. All of the streams at the project site are gravel-dominated. Reach 4 of
Ratcliffe Cove Branch and UT A are bedrock influenced. Each of the project stream
reaches exhibited some level of instability and degradation.
3.2 Discharge
Manning's equation and the u/u* equation were compared to the Regional Curves for
Rural Mountain North Carolina to estimate the bankfull discharge along Ratcliffe Cove
Branch. Discharge varied with each study reach. According to Manning's equation,
Reach 3 exhibited the lowest discharge with 115 cubic feet per second (cfs), while
•
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3-1
Restoration Plan
• Project Site Streams
Reach 4 was the highest with 217 cfs. Mannings equation estimated a discharge for
Reaches I and 2, of 150 and 176, respectively. Estimated discharge for Ratcliffe Cove
Branch based on the u/u* equation ranged from 112 cfs to 220 cfs, and was very
similar to Manning's estimations for each reach. The Regional Curves for Rural
Mountain North Carol' a seemed to overestimate the bankfull discharge for Ratcliffe
Cove ranc with a low of 270 cfs in Reach 1 to a high of 290 cfs in Reach 4.
3.3 Channel Morphology
Based on discussions with Mr. Morrow, Ratcliffe Cove Branch and its unnamed
tributaries have historically been straightened and ditched. The stream banks have
been maintained with little to no woody vegetation, with pasture edges right up to the
top of the stream banks. Herbaceous species now dominate the stream banks and
floodplain. Cattle have been allowed unrestricted access to the stream for watering and
pasture access. These practices have subsequently led to channel incision, bank
erosion, and lowering of the water table. Because of the degradation described above,
the existing stream's dimension, pattern and/or profile do not fall within the proposed
• ranges expected for appropriate stable stream type(s) for this site. Morphological
characteristics of the existing streams are presented in Tables 5a - 5g.
3.4 Channel Stability Assessment
3.4.1 Reach I
This is the most upstream reach of Ratcliffe Cove Branch, stretching from the fence
line at the southeastern property boundary to the confluence with UT A (Sta. 10+00 to
Sta. 2I+81). This reach was determined to be an existing C4 stream, exhibiting
instability due to historic and current land use practices. Reach l was classified as a
moderately stable stream, based on a Pfankuch channel stability rating of 106
(Appendix B). The Bank Erosion Hazard Index (BEHI) analysis on this reach
indicated high bank-erosion potential (Appendix Q. Critical dimensionless shear
stress calculations for Reach I indicated vertical stability. However, the bankfull shear
stress calculations determined Reach I to be capable of moving a 120-mm particle,
which is larger than the largest pavement particle of 90 mm. The channel pattern
throughout Reach I has been severely altered from reference condition, due to the fact
that the stream has been straightened in the past. The existing channel was also overly
wide when compared with reference-reach dimensions.

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Restoration Plan
• Project Site Streams
3.4.2 Reach 2
This reach begins at its confluence with UT A and flows to its confluence with UT B
(Sta. 21+81 to Sta. 32+30). This reach was determined to be an existing C4 stream
exhibiting instability due to historic and current land use practices. Reach 2 was
classified as an unstable stream, based on a Pfankuch channel stability rating of 104,
and BEHI analysis on this reach indicated very high bank-erosion potential
(Appendices B and C). Reach 2 is the straightest portion of Ratcliffe Cove Branch at
the study site. The lack of sinuosity has resulted in excessive shear stress and the
existing channel was determined to be too deep when compared with reference reach
dimensions.
3.4.3 Reach 3
This reach begins at its confluence with UT B and extends downstream to its
confluence with UT C (Sta. 32+30 to Sta. 46+32). This reach was detenmined to be an
existing C4 stream exhibiting instability due to current and past land use practices.
• Reach 3 was classified as an unstable stream, based on a Pfankuch channel stability
rating of 115, and BEHI analysis on this reach indicated very high bank-erosion
potential (Appendices B and Q. Critical dimensionless shear stress calculations for
Reach 3 indicated vertical stability. The bankfull shear stress calculations determined
Reach 3 to be capable of moving a 95-mm particle, which is larger than the largest
pavement particle of 75 mm, but still less than the D95 of the sub-pavement, which
was 115 mm. The existing channel was too wide when compared with reference-reach
dimensions, resulting in a high width/depth ratio.
3.4.4 Reach 4
This reach begins at its confluence with UT C and flows to the end of the project reach
(Sta. 46+32 to Sta. 52+26). This reach was determined to be an existing B4/1 c stream
exhibiting slight instability due to historic and current land use practices. Reach 4 was
classified as a fairly stable stream, based on a Pfankuch channel stability rating of 80,
and BEHI analysis on this reach indicated only moderate bank erosion potential
(Appendices B and Q. Reach 4 was determined to have excessive shear stress;
however, the presence of bedrock in areas throughout Reach 4 provides some stability
for the channel bed and banks.
E
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Restoration Plan
• Project Site Streams
3.4.5 UT A
This reach begins at the eastern property boundary and flows to its transition into wet
area B (Sta. 10+00 to Sta. 12+59). Once UT A enters the wet area, the channel
becomes braided and eventually drains into Ratcliffe Cove Branch. UT A had a BEHI
index of 39.45, which indicates high bank erosion potential (Appendix Q. UT A was
determined to be an existing B4/1 stream in reference-reach condition with a Phankuch
channel stability rating of 80, which is indicative of a fairly stable stream (Appendix
B). However, there are certain areas along UT A where the bank height ratios are
greater than 1.0.
3.4.6 UT B
This reach begins at Francis Farm Road and flows to its confluence with Ratcliffe
Cove Branch (Sta. 10+00 to 14+83). UT B is a gravel-bed stream that appears to be
severely incised based on the bank heights and the elevation difference between the
invert of the culvert and the stream bed at the beginning of the reach. UT B had a
BEHI index of 49.6, which indicates extreme bank erosion potential (Appendix Q.
The Pfankuch channel stability rating also indicated that the stream was unstable, with
a score of 122 (Appendix B).
3.4.7 UT C
This reach begins at Francis Farm Road and flows to its confluence with Ratcliffe
Cove Branch (Sta. 10+00 to 18+40). UT Chas been severely impacted by historic and
current land use practices. The channel is overly wide, and there is little in-stream
habitat available. The main channel is easily identifiable from Francis Farm Road to
its confluence with UT D. Downstream of its confluence with UT D the stream slope
decreases and the channel becomes braided in some sections. The bank height through
this lower section also decreases.
3.4.8 UT D
This reach begins at Francis Farm Road and flows to its confluence with UT C (Sta.
10+00 to 11+19). UT D has been severely impacted by historic and current land use
practices. The channel is overly wide and appears to be aggrading. Due to the amount
of sediment being deposited in this reach, there is very little in-stream habitat available.
•
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• Project Site Streams
3.5 Bankfull Verification
In order to verify that the field indicators used to determine bankfull were accurate, the
bankfull cross-sectional areas, widths, and mean depths for Ratcliffe Cove Branch and
its unnamed tributary were plotted on the Regional Curves for Rural Mountain North
Carolina (Appendix D). All values plotted within the 95 percent confidence intervals
on the curves.
3.6 Vegetation
This section describes the existing vegetation that occurs within the project site. The
vegetative community defined at the site is based on current and historic land use,
topography, soils, hydrology, and disturbance. Scientific nomenclature and common
names (when applicable) are provided for each plant species listed. Subsequent
references to the same organism include only the common name.
The ARCADIS field survey team observed the following two plant communities
occurring at the project site: Montane White Oak Forest (Schafale and Weak ley 1990)
• and maintained pastureland or active agricultural fields. Montane White Oak Forest
communities occur on generally exposed but not extremely rocky slopes, broad ridges,
and flats, at moderate or high elevations (above 3,500 feet). Distinguishing features
include the strong dominance of white oak (Quercus alba) in exposed, medium to high
elevation sites. The two small, wooded areas on the hillsides at the southeastern end of
the site are considered the Montane White Oak Forest areas. The majority of the site,
including the floodplain and the remaining hillside areas, is made up of maintained
pastureland and active agricultural fields. Distinguishing features of these maintained
areas include the dominance of herbaceous vegetation such as perennial wildflowers,
grasses, weeds, and scattered, low, woody shrubs. The narrow riparian buffer along
the streams at the site is made up mainly of scattered individual trees and herbaceous
vegetation.
The dominant canopy vegetation observed on the wooded hillsides was white oak.
Understory trees in these areas included various oaks (Quercus spp.), flowering
dogwood (Corpus florida), Virginia pine (Pinus virginiana), and white pine (Pinus
strobus). The vegetation in the drier, maintained pasture and active agricultural areas
in the floodplain and on the hillsides was dominated by herbaceous species, including
fescue (Festuca spp.), clovers (Trifolium spp.), and broomsedge (Andropogon spp.).
These areas also included blackberry (Rubus argutus), multiflora rose (Rosa
multiflora), and goldenrod (Solidago spp.). The lower, wetter pasture areas along the
•
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•

floodplain and lower slopes were dominated by greenbrier (Smilax rotundifolia),
blackberry, multiflora rose, wingstem (Verbesina spp.), goldenrod, smartweed
(Polyganum spp.), various sedges (Carex spp.) and rushes (Juncus spp.). The
streambanks in the maintained pasture and field areas were dominated by reed canary
grass (Phalaris arundinacea). ARCADIS also observed scattered tag alder (Alnus
serrulata), black willow (Salix nigra), elderberry (Sambucus canadensis), silky
dogwood (Cornus amomum), ironwood (Carpinus caroliniana), silky willow (Salix
sericea), red maple (Ater rubrum), black cherry (Prunus serotina), black walnut
(Juglans nigra), blackberry, multiflora rose, Chinese privet (Ligustrum sinense),
yellow-poplar (Liriodendron tulipifera), Japanese honeysuckle (Lonicera japonica),
and American beech (Fagus grandifolia) along the streambanks at the project site.
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Restoration Plan
Project Site Streams
3-6
Restoration Plan
• Reference Streams
4. Reference Streams
4.1 Watershed Characterization
The first reference reach site, an unnamed tributary to Ratcliffe Cove Branch, is located
at the project site. This on-site reference stream reach is referred to as UT A for this
project. UT A is located at the southeast end of the project site. The valley in the area
of the stream reach is characterized by moderate to steep sloping terrain, with the
majority of the watershed in pasture or active agricultural fields. The survey for this
stream reach began at the property line fence where the tributary enters the project site
and ended where the stream transitions to Wet Area B just upstream from its
confluence with Ratcliffe Cove Branch. Elevations within the drainage area for this
'stream range from a high of approximately 3,240 feet above MSL at the highest ridge
top at Jerry Knob, to a low of approximately 2,620 feet above MSL in the floodplain.
The drainage area for this tributary is approximately 0.18 square mile. A vicinity map
of this reference reach site is presented in Figure 5. Photos depicting the existing
conditions of UT A are presented in Appendix A.
• The second reference reach site, an unnamed tributary to Thompson Creek, is located
in the Pisgah National Forest in Transylvania County, North Carolina, between
Brevard and Waynesville. Specifically, this reference stream reach is in the Pink Beds
area east of US Highway 276, about 9 miles north of Brevard. ARCADIS assessed the
site from Yellow Gap Road and surveyed it with permission from Ms. Lorie L. Stroup,
zone fisheries biologist, at the USDA Forest Service Pisgah Ranger District Office.
The valley in the area of the stream reach is characterized by moderately to steeply
sloping terrain. The drainage area of the tributary encompasses approximately 0.83
square mile of mature forested land with well developed riparian buffers along the
stream. There is no development in the drainage area for the reference reach because
its entire watershed lies within a national forest. A vicinity map of this reference reach
site is presented in Figure 6. Photos depicting the existing conditions of the unnamed
tributary to Thompson Creek are presented in Appendix E.
Thompson Creek and its tributaries are part of the South Fork Mills River watershed.
The Mills River and its tributaries, including the South Fork Mills River, as well as
Ratcliffe Cove Branch and its tributaries, are part of the French Broad River Basin.
The French Broad River basin drains to the Gulf of Mexico via the Tennessee, Ohio
and Mississippi Rivers. The boundaries of the French Broad River basin within North
Carolina contain portions or all of Transylvania, Buncombe, Henderson, Madison,
Haywood, Yancey, Mitchell and Avery counties. UT A is located in NCDWQ
•
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• Reference Streams
i
subbasin 04-03-05 and USGS Hydrologic 8-digit Accounting (HUCODE-8) Unit
06010106 Pigeon. The unnamed tributary to Thompson Creek is located in NCDWQ
subbasin 04-03-03 and USGS Hydrologic 8-digit Accounting (HUCODE-8) Unit
06010105 Upper French Broad. Both sites are located in the USGS French Broad -
Holston Basin (NCDENR 2003).
The surface-water classification of Thompson Creek from its source to the South Fork
Mills River is WS-II, with supplemental classifications of Trout Waters (Tr) and
Outstanding Resource Waters (ORW). WS-II waters are waters protected as water
supplies and are generally in predominantly undeveloped watersheds. Trout Waters
are fresh waters protected for natural trout propagation and survival of stocked trout.
Outstanding Resource Waters are unique and special waters of exceptional state or
national recreation or ecological significance and require special protection to maintain
existing uses (NCDENR 2003).
4.2 Channel Classification
• The reference reach streams were classified using the classification system and
methodology developed by Dave Rosgen of Wildland Hydrology, Inc. This m
ethod
uses the stream's pattern, profile, dimension, and substrate as parameters. UT
A
classified as a B4/1 stream type. The unnamed tributary to Thompson Creek cl
as a C4 stream type.
43 Discharge
assified
Manning's equation and the u/u* equation were compared to the Regional Curves for
Rural Mountain North Carolina to estimate the bankfull discharge along UT A and the
unnamed tributary to Thompson Creek. The estimated discharge for UT A, according
to Manning's equation and the u/u* equation, was approximately 38 cfs, which was
very close to the regional curve estimate of 40 cfs. The estimated discharge for the
unnamed tributary to Thompson Creek, according to Manning's equation and the u/u*
equation, was approximately 123 cfs, which is slightly lower than the discharge
predicted by the regional curve of 170 cfs.
4.4 Channel Morphology
C4 streams are riffle/pool streams with gravel substrate and gentle gradients of less
than 2 percent. C4 streams have moderately low width-to-depth ratios and well-
developed floodplains. The unnamed tributary to Thompson Creek had a floodprone
A
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• Reference Streams
area width that ranged from 120 to 200 feet. Bankfull widths along the unnamed
tributary to Thompson Creek ranged from 17.8 to 19.0 feet, and maximum bankull
depths ranged from 2.07 to 2.25 feet. The unnamed tributary to Thompson Creek
exhibited a moderate sinuosity of 1.3 feet/feet, with an average water surface slope of
0.0068 feet/feet.
The B4/1 streams have steeper gradients, from 2 percent to 4 percent, and are usually
step-pool type systems. UT A had a floodprone area width that ranged from 15.5 to 30
feet. Bankfull widths along UT A ranged from 9.7 to 13.3 feet, and maximum bankfull
depths ranged from 1.13 to 1.42 feet. UT A exhibited a low to moderate sinuosity of
1.19 feet/feet, with an average water surface slope of 0.0364 feet/feet. Morphological
characteristics of the reference streams are presented in Tables 5e and 5h.
4.5 Channel Stability Assessment
UT A had a BEHI index of 39.45, which indicates high bank erosion potential
(Appendix Q. UT A was determined to be an existing 134/1 stream in reference-reach
• condition with a Phankuch channel stability rating of 80, which is indicative of a fairly
stable stream (Appendix B). However, there are certain areas along UT A where the
bank height ratios are greater than 1.0. Vegetation along the left bank of UT A
provides bank support, stream shading, and organic material to the stream.
The unnamed tributary to Thompson Creek had a BEHI index of 13.0, which indicates
low bank erosion potential (Appendix Q. The unnamed tributary to Thompson Creek
was determined to be an existing C4 stream in reference reach condition with a
Phankuch channel stability rating of 60, which is indicative of a stable stream
(Appendix B). The abundance of vegetation along the stream banks is a primary factor
in the streams stability.
4.6 Bankfull Verification
In order to verify that the field indicators used to determine bankfull were accurate, the
bankfull cross- sectional areas, widths, and mean depths for each reference reach were
plotted on the Regional Curves for Rural Mountain North Carolina (Appendix D). All
values plotted within the 95 percent confidence intervals on the curves.

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Restoration Plan
• Reference Streams
4.7 Vegetation
This section describes the existing vegetation that occurs within the reference reach
locations. The vegetative communities defined at each site are based on current and
historic land use, topography, soils, hydrology, and disturbance. The species listed
below are found occurring from the stream bank, in floodplain areas, and in some
cases, to the lower portions of the side slopes.
'ARCADIS observed a different plant community at each of the reference reach
!locations; a Montane White Oak Forest at UT A of Ratcliffe Cove Branch and a
Montane Alluvial Forest at the Thompson Creek reach (Schafale and Weakley 1990).
The Montane White Oak Forest communities occur on generally exposed but not
extremely rocky slopes, broad ridges, and flats, at moderate or high elevations (above
3,500 feet). Distinguishing features include the strong dominance of white oak in
exposed, medium to high elevation sites.
The Montane Alluvial Forests communities occur along stream and river floodplains at
• moderate to high elevations. Distinguishing characteristics include the dominance of
montane species such as eastern hemlock (Tsuga canadensis), yellow birch (Betula
allegheniensis), and cherry birch (Betula lenta). They often have a dense ericaceous
shrub layer of rhododendron (Rhododendron maximum) or dog hobble (Leucothoe
fontanesiana). They also may have significant presence of alluvial species such as
sycamore (Platanus occidentalus), river birch (Betula nigra), ironwood, willows, and
tag alder.
The canopy vegetation observed at the unnamed tributary to Thompson Creek
reference reach sites included American beech, white pine, red maple, pitch pine,
scarlet oak (Quercus eoccinea), white oak, and persimmon (Diospyros virginiana).
Understory vegetation included sourwood (Oxydendum arboreum), black cherry,
eastern hemlock, American holly (Ilex opaca), tag alder, ironwood, spicebush (Lindera
benzoin), deerberry (Vaccinium stamineum), rhododendron, mountain laurel (Kalmia
latifolia), greenbrier, and yellowroot (Xanthorhiza simplicissima).

The dominant canopy vegetation observed at UT A was white oak. Understory
vegetation in these areas included various oaks, flowering dogwood, blackberry,
multiflora rose, goldenrod, greenbrier, wingstem, various sedges and rushes, tag alder,
elderberry, silky dogwood, ironwood, red maple, black cherry, yellow poplar, Japanese
honeysuckle, and American beech.
•
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•
E

5. Project Site Wetlands
5.1 Jurisdictional Wetlands
There are three wet areas located on the project site, labeled as Wet Areas A, B, and C.
Wet Area A (-0.15 acre) is east of Reach 1, beginning at the property boundary and
eventually draining into Reach I at station 13+40. Wet Area B (-0.35 acre) is at the
downstream end of UT A and drains into Ratcliffe Cove Branch at the beginning of
Reach 2 (station 22+95). Wet Area C (-0.07 acre) is just north of UT C. Wet Areas
A, B, and C were saturated at the time of the site visit and dominated by herbaceous
vegetation, including various rushes (Juncus spp.) and sedges (Carex spp.). Since these
wet areas are located on portions of the property that are being utilized as agricultural
!lands, they qualify as "prior converted agricultural lands" and not jurisdictional
;wetlands. During the feasibility study, the property owner and caretaker said that they
would not be interested in wetland restoration, as it would reduce the acreage available
to them for agricultural and pastoral uses.
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Restoration Plan
Project Site Wetlands
5-1

6. Project Site Restoration Plan
6.1 Restoration Project Goals and Objectives
If Ratcliffe Cove Branch is left in its current condition and land use remains the same,
the stream in the project site will likely continue to experience bank erosion and remain
in a constant state of flux. The goal of this stream restoration project is to improve
water quality in the French Broad River Basin by reestablishing a stream with stable
dimension, pattern, and profile, which has the capacity to effectively transport water
and sediment without aggrading or degrading in the current climate. In order to
achieve this goal, reference reach data will be collected and analyzed to ensure that the
proper dimension, pattern, and profile are designed for each stream type on site. In-
stream structures will also be utilized to stabilize the bed and banks until the vegetation
has time to establish. Stabilizing the streambed and banks will reduce the amount of
sediment entering the river basin. In addition, reestablishment of a permanent,
vegetated riparian buffer consisting of native species will help decrease nutrient input.
This buffer will provide shading, which reduces water temperatures, and provide
additional wildlife habitat to the site. The dimension, pattern, and profile of the stream
along with its substrate and riparian buffer will be monitored to determine the success
of the restoration project.
The stream banks along the majority of Ratcliffe Cove Branch are currently being held
together by a dense root system formed by a non-native grass known as reed canary
grass. This is a very invasive species and of little use to wildlife. During restoration
this grass will be removed and in-stream structures such as boulder cross-vanes, j-hook
vanes, and log j-hook vanes will be utilized throughout the restoration project to aid in
stabilizing the bed and banks of the stream until the planted, native vegetation has time
to establish a dense root system.
ARCADIS will also continue to coordinate with Mr. Morrow and NRCS to ensure that
the fencing and watering designs are constructed and cattle are permanently excluded
from the stream and riparian buffer areas.
6.1.1 Designed Channel Classification
The existing stream's dimension, pattern and profile do not fall within the proposed
ranges expected for appropriate stable stream type(s) for this site. This was confirmed
by the comparison of the existing stream data with the data derived from the reference-
reach stream analyses. Therefore, the proposed restoration design was developed using
Restoration Plan
Project Site Restoration Plan
gAtra1604012_ratcliffe cove\wplreporffinal restoration report.doc 6-1
Restoration Plan
lie Project Site Restoration Plan
the appropriate reference reach data as described below. Both the unnamed tributary to
Thompson Creek and UT A reference reaches were analyzed and considered during the
design process. Both of these reference reaches were found in the same valley types as
those that exist at the project site. The C4 unnamed tributary to Thompson Creek
reference reach was used to develop final design for Reaches 1, 2, and 3 of Ratcliffe
Cove Branch. The "C" classification denotes a moderately sinuous stream that has
width-to-depth ratios greater than 12 and entrenchment ratios greater than 2.2, along
the given reach of stream. The "4" classification denotes a gravel-bed stream.
The B4/1 UT A reference reach was used to develop final design for Reach 4 and
unnamed tributaries A, B, C, and D. The "B" classification denotes a moderately
sinuous stream that has width to depth ratios greater than 12 and entrenchment ratios
ranging from 1.4 to 2.2. The "4/1" classification denotes a gravel-bed stream with
bedrock control. The following is a discussion of the proposed stream restoration for
each reach. Existing and proposed stream lengths are presented in Table 1.
i 6.1.2 Target Buffer Communities
• There are two target buffer communities within the Ratcliffe Cove Branch stream
restoration project. The floodplain of Ratcliffe Cove Branch and its unnamed
tributaries will be planted to restore a community most similar to the Low Mountain
Alluvial Forest as described by Schafale and Weakley (1990). The terraces and
hillsides within the buffer of Ratcliffe Cove Branch and its unnamed tributaries will be
planted to restore a community most similar to the Montane Oak-Hickory Forest as
described by Schafale and Weakley (1990).
Low Mountain Alluvial Forest communities occur on river and stream floodplains
throughout the lower Blue Ridge valleys. Flood-carried sediment provides nutrient
input to these communities, and also serves as a natural disturbance factor. These
communities are characterized by a mixture of bottomland and mesophytic trees in the
canopy, such as river birch, sycamore, sweetgum, yellow-poplar, hackberry (Celtic
laevigata), green ash (Fraxinus pennsylvanica), and red maple. The understory or
shrub layer can be open to dense with a mixture of trees including, box elder (Ater
negundo), red maple, paw-paw (Asimina triloba), American holly, ironwood, spice
bush, silky dogwood, painted buckeye (Aesculus sylvatica), and strawberry bush
(Evonymus americanus). Typical vines found in this community include poison ivy
(Toxicodendron radicans), various grape vines (Vitis spp.), cross vine (Bignonia
capreolata), and greenbrier (Smilax spp.). The herb layer is generally diverse and
consists of species such as giant chickweed (Stellaria pubera), white wood-aster
•
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Restoration Plan
• Project Site Restoration Plan
(Eurybia divaricata), loose-flowered sedge (Carex laxiflora), christmas fern
(Polystichum acrostichoides), spotted jewel-weed (Impatiens capensis), and Indian sea-
oats (Chasmanthium latifolium). This community is often heavily invaded by Japanese
honeysuckle and eulalia (Microstegium vimineum) at the expense of native herbs.
Montane Oak-Hickory communities occur on dry-mesic slopes and partly sheltered
ridgetops throughout the mountain region. These forests are naturally uneven-aged
climax forests. The canopy is dominated by a mixture of oaks, hickories, and other
hardwoods with white oak, northern red oak (Quercus rubra), and chestnut oa
c
-------------
(Quercus prinus) dominating. Other canopy species may include pignut hickory
(Carya glabra), mockernut hickory (Carya alba), red maple, yellow-poplar, and scarlet
oak. Occasional pines may also occur in the canopy. Typical understory and shrub
species include, sourwood (Oxydendrum arboreum), flowering dogwood, red maple,
blaekgum (Nyssa sylvatica), serviceberry (Amelanchier arborea), huckleberry
I(Gaylussacia ursina), various blueberries (Vaccinium spp.), maple-leaved viburnum
(Viburnum acerifolium), and witch hazel (Hamamelis virginiana). The herbaceous
layer in this community is generally sparse.
• 6.2 Sediment Transport Analysis
For a stream to be stable, it must be able to consistently transport its sediment load
(Rosgen, 1996). If the stream is not moving its sediment load, the stream channel
aggrades, often resulting in a braided system. If the stream is capable of moving
particles larger than the supplied sediment load, the stream usually degrades, resulting
in an incised stream system. Incorrect estimation of sediment transport can lead tQ
failure in many stream restoration pis.
6.2.1 Methodology
Biologists and engineers from ARCADIS conducted pebble counts and pavement/sub-
pavement sampling along Ratcliffe Cove Branch, UT A, and UT B. UT C and UT D
were severely degraded sand and silt bed streams. Sediment sampling was not
conducted along UT C and UT D due to their size and substrate composition.
The critical shear stress values for Ratciffe Cove Branch and its unnamed tributary
were calculated and plotted on the Shields Diagram (Wildland Hydrology 2003) to
predict the moveable particle size at bankfull shear stress for each reach. There are two
curves on the Shields Diagram. The upper curve is based on data collected from
streams throughout Colorado that exhibit heterogeneous bedloads. The lower curve is
•
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Restoration Plan
• Project Site Restoration Plan
based on data collected by Leopold, Wolman and Miller from predominantly
homogeneous bedload streams. Based on discussions with Mr. Rosgen and as
evidenced by the data points on the diagram, the distinction between the two curves
becomes less apparent as shear stress values fall below 0.01 Ib/sq.ft. or rise above 1.0
lb/sq.fi. Ratcliffe Cove Branch is a heterogeneous bedload stream; therefore, all
reaches on site were compared to the curve developed from Colorado data for desi n
u oses, with the exception of Reach 4 which was compare to of curves since the
bankfull shear stress values were near 1.0 Ib/sq.ft. The Shields Diagram is presented in
Appendix F. Shear-stress calculations for each reach and tributary are summarized in
Table 6.
6.2.2 Calculations and Discussion
62.2.1 Reach 1
The C4 unnamed tributary to Thompson Creek reference reach was used to develop the
proposed design for Reach 1. Reach I was determined to have the competence to
• move particles slightly larger than the largest particle measured from the pavement
sample. The existing channel was overly wide when compared with reference-reach
dimensions. By narrowing the channel to meet the reference-reach conditions the
shears ess was further increased. In order to reduce shear stress, the stream needed
increased sinuosity or an increase in the stream bed elevation at the lower end of Reach
1, both of which would lower the overall bankfull slope.
Based on discussions with the property owner, he plans to continue grazing cattle on
the land adjacent to the streams. For this reason, increasing the elevation of the stream
bed was not an option on Ratcliffe Cove Branch, due to the possible subsequent
increase in flood elevation. Given this constraint, sinuosity had to be increased in
Reach I in order to reduce shear stress. Using the largest width-to-depth ratio and
adding as much stream length as possible (132 feet) while staying within the ranges
established by the reference reach, the shear stress along Reach 1 was maintained at
0.70 pound per square foot. This proposed shear stress will entrain a 120-mm particle
(based on CO data, Table 6).
Considering the given constraints, priority level 2-type restoration will be employed
along the entire length of Reach 1. Restoration along this reach will involve relocation
of the existing channel, with the proposed dimension, pattern, and profile being
adjusted to meet the proposed ranges. The only parameter not met, based on the
reference-reach data, was length of meander. This parameter could not be obtained
I 9itra1604012_ratcliffe cove\wp%repoillhnal restoration repW-doc 6-4
Restoration Plan
• Project Site Restoration Plan
because it would have required the use of very tight meander bends, which would have
jeopardized the stability of the stream banks. In areas where the stream is being
relocated, the current channel will either be filled or left as an oxbow pond or a
depressional wetland. The proposed stream will tie back into the existing stream at
certain locations along the reac m order to rrummize t o pasture for the
an owner,or where existing n u anes nrnt re ovation. A bank height ratio of 1.0
will be obtained along the entire reach to satisfy the required entrenchment ratio.
Various in-stream structures will be utilized throughout the reach to maintain grade
control, provide bank protection, and improve in-stream habitat. The existing and
proposed bankfull cross-sectional areas, widths, and mean depths for this reach plot
within the 95 percent confidence intervals on the Regional Curves for Rural Mountain
North Carolina (Appendix D).
i
6.2.2.2 Reach 2
The C4 unnamed tributary to Thompson Creek reference reach was used to develop the
proposed design for Reach 2. Reach 2 was determined to have excessive shear stress.
• In order to reduce shear stress, the stream needed a lower bankfull mean depth and
increased sinuosity. Using the largest width-to-depth ratio and adding as much stream
length as possible (119 feet) while staying within the ranges established by the
reference reach, the shear stress along Reach 2 was reduced from 0.72 pound per
square foot to 0.62 poundsper square foot. This proposed shear stress will entrain a
110-mm particle (based on CO data, Table 6). Given that the D95 of the sub-pavement
sample was 115 mm, the designed channel should be able to transport its bedload and
maintain vertical stability.
To implement this design, priority level 2-type restoration will be employed along the
entire length of Reach 2. Restoration along this reach will involve relocation of the
existing channel, with the proposed dimension, pattern, and profile being adjusted to
meet the proposed ranges. The only parameter not met, based on the reference reach
data, was length of meander. This parameter could not be met because it would have
required the use of very tight meander bends, which would have jeopardized the
stability of the stream banks. In areas where the stream is being relocated, t e old
channel will either e filled or left as an oxbow pond or a depressional wetland. The
proposed stream will tie back into the existing stream at certain locations along the
reach in order to minimize the loss of pasture for the landowner or where e ' g
tributaries emit relocation. A bank height ratio of 1.0 will be obtained along the entire
reach to-s-a-t-717 the required entrenchment ratio. Various in-stream structures will be
utilized throughout the reach to maintain grade control, provide bank protection, and
•
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Restoration Plan
• Project Site Restoration Plan
improve in stream habitat. The existing and proposed bankfull cross-sectional areas,
widths, and mean depths for this reach plot within the 95 percent confidence intervals
on the Regional Curves for Rural Mountain North Carolina (Appendix D).
62.2.3 Reach 3
The C4 unnamed tributary to Thompson Creek reference reach was used to develop the
proposed design for Reach 3. Analysis of the existing conditions along this reach
indicates that shear stress is slightly higher than needed to move the largest particle
from the pavement sample. The existing bankfull mean depth was too low when
compared with reference-reach dimensions. By increasing bankfull mean depth to
meet the reference reach conditions the shear stress was further increased. In order to
reduce shear stress, the stream needed increased sinuosity. Using the largest width-to-
depth ratio and adding as much stream length as possible (134 feet) while staying
within the ranges established by the reference reach, the shear stress along Reach 3 was
designed at 0.58 pound per square foot. This proposed shear stress will entrain a 105-
mm particle (based on CO data, Table 6). Given that the D95 of the sub-pavement
• sample was 115 mm, the designed channel should be able to transport its bedload and
maintain vertical stability. In order to implement this design, priority level 2-type
restoration will be employed along the entire length of Reach 3.
Restoration along this reach will involve relocation of the existing channel, with the
proposed dimension, pattern, and profile being adjusted to meet the proposed ranges.
The only parameter not met, based on the reference reach data, was length of meander.
This parameter could not be obtained because it would have required the use of very
tight meander bends, which would have jeopardized the stability of the stream banks.
In areas where the stream is being relocated, the current channel will either be filled or
left as an oxbow pond or a depressional wetland. The proposed stream will tie back
into the existing stream at certain locations along the reach in order to minimize the
loss of pasture for the landowner, or where existing tributaries limit relocation. A bank
height ratio of 1.0 will be obtained along the entire reach to satisfy the required
entrenchment ratio. Various in-stream structures will be utilized throughout the reach
to maintain grade control, provide bank protection, and improve in-stream habitat. The
existing and proposed bankfull cross-sectional areas, widths, and mean depths for this
reach plot within the 95 percent confidence intervals on the Regional Curves for Rural
Mountain North Carolina (Appendix D).

gAtra1604012_ratc ifte cove\wptreporCSnal restoration report.doc 6-6
•
•

Restoration Plan
Project Site Restoration Plan
6.2.2.4 Reach 4
The B4/1 UT A reference reach was used to develop the proposed design for Reach 4.
Analysis of the existing conditions along this reach indicates that shear stress is too
high. Reach 4 is laterally confined by the valley, therefore, in order to reduce shear
stress, the stream needed to be widened. By increasing the width-to-depth ratio while
staying within the ranges established by the reference reach, the shear stress along
Reach 4 was reduced from 1.04 pounds per square foot to 0.85 pound per square foot.
This proposed shear stress will entrain a 65-mm particle (1964, Table 6).
In order to implement this design, priority level 4-type restoration will be employed
along the entire length of Reach 4. The proposed channel will remain on existing
alignment, and the channel dimensions will be adjusted to meet the proposed ranges.
A bank height ratio of 1.0 will be obtained along the entire reach to satis the required
entrenchment ratio. Various in-stream structures will be utilized throughout the reach
to maintain grade control, provide bank protection, and improve in-stream habitat. The
existing and proposed bankfull cross-sectional areas, widths, and mean depths for this
reach plot within the 95 percent confidence intervals on the Regional Curves for Rural
Mountain North Carolina (Appendix D).
6.2.2.5 UTA
Sediment transport analysis on UT A indicated a fairly stable channel; however, there
are certain areas along UT A where the bank height ratios are greater than 1.0. In order
to repair these banks, priority level4-type restoration will be employed. This type of
restoration involves grading stream banks back to achieve low bank height ratios and
improve stream bank stability. In addition to lowering bank heights at certain locations
along UT A, the proposed design also calls for the construction of a cross-vane just
upstream of the culvert-crossing at the downstream end of UT A. The cross-vane will
serve to stabilize the banks in this transitional area, maintain grade control, and direct
water through the proposed culvert. Aside from this cross-vane, and the proposed
culvert-crossing, no other in-stream construction is proposed on UT A. UT A will
remain on existing alignment and maintain current pattern and profile. The existing
and proposed bankfull cross-sectional areas, widths, and mean depths for this reach
plot within the 95 percent confidence intervals on the Regional Curves for Rural
Mountain North Carolina (Appendix D).
91tra\604012_ratcliHe cove\wpVeporflfinal restoration report.doc 6-7
Restoration Plan
Project Site Restoration Plan
6.2.2.6 UT B
The B4/1 UT A reference reach was used to develop the proposed design for UT B.
Stream classification and entrainment calculations could not be made on UT B, due to
the lack of a bankfull indicator. In order to improve in-stream habitat and stabilize the
banks, priority level 3-type restoration will be employed along UT B. The proposed
channel will remain on existing alignment, and the channel dimensions and profile will
be adjusted to meet the proposed ranges. A bank height ratio of 1.0 will be obtained
along the entire reach to satisfy the required entrenchment ratio. Cross-vane and step-
pool structures will be utilized throughout the reach to maintain grade control, provide
bank protection, and improve in-stream habitat. The proposed bankfull cross-sectional
areas, widths, and mean depths for this reach plot within the 95 percent confidence
intervals on the Regional Curves for Rural Mountain North Carolina (Appendix D).
6.2.2.7 UT C
The B4/1 UT A reference reach was used to develop the proposed design for UT C.
• Stream classification and entrainment calculations could not be made on UT C due to
the lack of al?ankfiill inrl;?at?, In order to improve in-stream habitat and stabilize the
banks, priority level 3-type restoration will be employed along UT C, from Francis
Farm Road to its confluence with UT D. The proposed channel will remain on existing
i alignment, and the channel dimensions and profile will be adjusted to meet the
proposed ranges. A bank height ratio of 1.0 will be obtained along the entire reach to
satisfy the required entrenchment ratio. Cross-vane and step-pool structures will be
utilized throughout the reach to maintain grade control, provide bank protection, and
improve in-stream habitat. The proposed bankfull cross-sectional areas, widths, and
mean depths for this reach plot within the 95 percent confidence intervals on the
Regional Curves for Rural Mountain North Carolina (Appendix D). Downstream of its
confluence with UT D, UT C will remain in its existing condition and a riparian buffer
will be planted up to approximately 30 feet from each bank.
6.2.2.8 UT D
The 134/1 UT A reference reach was used to develop the proposed design for UT D.
Stream classification and entrainment calculations could not be conducted on UT D,
due to the lack of a bankfull in icator. or er to improve in-stream habitat an
stabilize the banks, priority ]eve -type restoration will be employed along UT D. The
proposed channel will remain on existing alignment, and the channel dimensions and
profile will be adjusted to meet the proposed ranges. A bank height ratio of 1.0 will be
•
9AtraJ604OI2 rataffe cove\wp4eponVinal restoration report.doc 6-8
Restoration Plan
Project Site Restoration Plan
obtained along the entire reach to satisfy the required entrenchment ratio. Cross-vane
and step-pool structures will be utilized throughout the reach to maintain grade control,
provide bank protection, and improve in-stream habitat. The proposed bankfull cross-
sectional areas, widths, and mean depths for this reach plot within the 95 percent
confidence intervals on the Regional Curves for Rural Mountain North Carolina
(Appendix D).
6.3 HEC-RAS Analysis
ARCADIS used HEC-RAS version 3.l .2 software to determine the effect the design
would have on the water-surface elevations for the bankfull, 2-year, 10-year, 50-year,
and 100-year flow events (Appendix G). Five existing-condition models were created:
one using bankfull flow, the others using 2-year, l 0-year, 50-year, and 100-year flows.
The bankfull flow was determined by adjusting flow quantities until the water-surface
elevation closely matched the bankfull indicators observed in the field. The resulting
flow was compared with North Carolina rural Mountain regional curves (Appendix D)
and found to be within the 95 percent confidence intervals. The 2-year, 10-year, 50-
year, and 100-year flow quantities were determined using regression equations
published in USGS Water Resources Investigations Report 014207 (11/01 rev.).
Five models were analyzed using the proposed channel design and the results
compared with the existing conditions. The water-surface elevation generated using
the bankfull flow raised the water-surface elevation 0.09 foot (2.7 cm) at the upstream
end of Ratcliffe Cove Branch. However, this increase stayed within the channel banks
upstream of the project limits.
The other four proposed models used the same 2-year, l 0-year, 50-year, and 100-year
flows in the existing conditions. The proposed models account for an increased
roughness of the floodplains due to proposed floodplain plantings. All four models
showed no rise at the upstream end of Ratcliffe Cove Branch.
6.4 Soil Restoration
During construction, all topsoil excavated from the site will be stockpiled and later
placed in areas that will be seeded and/or planted. In areas where topsoil is placed or
where vehicles or equipment have compacted the soil, the soil surface will be scarified
up to a depth of 12 inches. Within 5 days of seeding or planting, the soil will be
loosened, by disking or plowing, to a minimum depth of 12 inches. In order to
promote surface water storage, the soil will be graded with depressions and organic
•
gatra%04012_ratctiffe covelwpbeport\final restoration report.doc 6-9
r
Restoration Plan
• Project Site Restoration Plan
matter within the topsoil spread throughout. If the soil becomes eroded or otherwise
disturbed after preparation is complete, these areas will be restored before planting.
6.5 Natural Plant Community Restoration
a
6.5.1 Narrative and Plant Community Restoration
Permanent vegetated riparian buffers will be planted along this stream restoration
project within the proposed buffer limits. The proposed buffer widths will be 30 feet.
Existing native vegetation will be protected during construction. Shrub and tree
transplants will be taken from existing native, naturalized stands within the project
area. The planting plan for this project was developed using a three-zone planting
scheme as outlined in Table 7. The first zone, "Channel," is from within the bankfull
channel to approximately 10 feet outside of the bankfull channel. The second zone,
"Floodplain," extends from the "Channel" zone out to the terrace. The last zone,
"Terrace," extends from the terrace out to the buffer limits. Native species bare-root
seedlings, live stakes, and transplants are proposed for all of these plantings. Bare-root
• seedlings and live stakes should be from plant nurseries within the same physiographic
province and within 200 miles of the project site. Permanent seeding using native
species will be employed within the proposed buffer limits (Table 7). Two different
zones are specified for the permanent seeding: Within the bankfull channel/on the
bankfull benches, and from outside of the bankfull channel/bankfull bench out to the
buffer limits. NRCS is providing design for permanent fencing and watering to ensure
that the restored stream and associated riparian buffers are permanently protected from
cattle intrusion. The proposed planting plan will propose that bare-root seedlings will
be planted on 8-foot centers throughout the site. This will result in a density of
approximately 680 stems per acre.
j 6.5.2 On-site Invasive Species Management

During construction, existing invasive/exotic vegetation within the buffer limits will
either be removed and destroyed or simply treated with the appropriate herbicide.
is
gAtraU4012_ratchffe cove4fteportViinal restoration report.doc 6-10
Restoration Plan
is Performance Criteria
7. Performance Criteria
7.1 Streams
The purpose of monitoring is to determine the degree of success a mitigation project
has in meeting its goals and objectives. It also offers an opportunity to identify the
causes of success or failure and allows for the identification of appropriate corrective
actions. Stream monitoring will occur for five years after construction. By year five,
the mitigation site should be sufficiently well-established to determine if it will reach
the long-term goals with little chance of failure.
The following stream monitoring protocols are based on those outlined in the
September 2005 Stream Monitoring Guidelines. Stream dimension, pattern, and
profile will be monitored, as well as substrate and riparian vegetation.
7. 1.1 Bankfull Events
• At least two bankfull events must occur during the five-year monitoring period. The
bankfull events must occur in separate years. Monitoring will continue until two
bankfull events, in separate years, occur. A crest gauge will be installed on site to
document bankfull events.
7.1.2 Baseline Survey
Following construction, a baseline survey of the restored streams and other site features
;will be performed. The baseline survey will document the final constructed aspects of
the restored channels. Subsequent yearly monitoring surveys will be compared with
the baseline survey in order to observe performance of the restoration activities. The
,baseline survey will consist of a stream channel profile (including a thalweg, left and
right water surface, left and right bankfull and left and right top-of-bank measurement
at the head of all stream features, maximum pool, and location of all in-stream
structures), cross-section surveys, topographic survey showing location and elevation
of filled channel, ponds/pools, and other features associated with restoration activities.
During the baseline survey, the cross sections will be pinned with rebar and flagged at
two ends to facilitate easier location of these cross sections during subsequent yearly
monitoring surveys. A pebble count will be conducted at each cross section.
ARCADIS will install a scour chain at two of the riffle cross sections and bank pins at
two of the pool cross sections to facilitate monitoring of stream stability in subsequent
years.
•
gitra%G4012_ratcWe covelwplreporffnal restoration report.doc 7-1
•
The baseline survey will be performed on 3,000 linear feet (LF) of Ratcliffe Cove
Branch and on the entire length of each restored tributary. Monitoring baseline
drawings, including a plan, profile, and cross sections, will be developed from this
survey. ARCADIS will also include the on-site temporary benchmarks/survey control
points on the baseline drawings. ARCADIS will incorporate property boundary
surveys and conservation easement boundaries into the plans when provided by EEP.
7.1.3 Dimension
Stream dimension will be monitored by establishing permanent cross sections at an
average frequency of approximately I per 20 bankfull widths. An equal number of
riffle and pool cross sections will be established and monitored. It is possible, based on
conditions after construction that the establishment of ngg=s
differ slightly than what isProposedThe actualocatiwill be discussed with the NCEEP Droiect manager nr,r,r to tield mrvPVC P? h .- -
cared with the baseline survey and the previous year's survey to

•
classified using the Rosgen stream classification system.
7.1.4 Longitudinal Profile
The profile will identify the same features as the baseline profile survey. The
'A longitudinal profile survey of the stream will be conducted each year of monitoring.
longitudinal profiles will show changes, if any, in the location of stream features.
7.1.5 Pebble Count
A modified Wolmann pebble count will be conducted at each permanent cross section
location. A sample of 100 pebbles will be taken. Taking the count at a permanent
cross section allows the sample location to be repeated in the following years. The
pebble count results will be compared with previous years' pebble counts to identify
and document trends.
7.1.6 Vegetation
? A survey of woody vegetation will be conducted annually over the five-year
monitoring period to document the survivability of the installed plantings. Woody
Restoration Plan
Performance Criteria
g:\tra\6040t2_ratdifte cove\wplreportlfnal restoration report.doc 7-2
identify any trends. Any changes in the channel dimension should be minor. If a
significant change from the baseline survey is observed, the change will be assessed to
determine if it is a shift toward stability or instability. All cross sections will be
Restoration Plan
0 Performance Criteria
vegetation will be monitored at 24 permanent plots. The plots will be l Om x l Om
(IOOmz, 0.02 acre) and randomly placed throughout the site. The corners will be
permanently marked with 12-inch x 1 2-inch sections of metal conduit driven in the
ground, with 4-inches exposed, and the locations shown on the baseline survey. To aid
in locating and identifying the planted individuals during the monitoring period, the
planted species within the vegetation monitoring plots will be flagged. Woody
vegetation success will be stem survivability of 320 stems per acre after 3 years and
260 stems per acre after 5 years. Volunteer species will not be included in the stems
per acre count.
7.1.7 Photo Documentation
Photographs of the site will provide valuable visual information to complement the
figures and narrative material that will be included in the monitoring reports. Photo
documentation will be conducted twice a year (summer and winter) during the
monitoring period. Permanent photo reference points will be established during the
baseline survey. The locations will be permanently marked and shown on the baseline
• survey. Photo reference points will include a representative number of in-stream
structures, all permanent cross-section locations, all permanent vegetation-monitoring
plots and any other areas of special interest identified during the baseline survey.
7.1.3 One-Year Monitoring
ARCADIS will conduct the 1-year monitoring along the same length of the restored
stream reaches surveyed during the monitoring baseline survey. The survey will
consist of a stream channel plan and profile, and cross-section surveys at the same
riffles and pools surveyed during the monitoring baseline survey. A pebble count will
be conducted at each cross section. ARCADIS will also evaluate and re-set the scour
chains and bank pins installed during the monitoring baseline survey. We will take
photos from each permanent photo reference point. During the first year of
monitoring, ARCADIS will read, document and reset the crest gage six times
(approximately every other month), with the first reading being documented when the
crest gage is installed.
During the 1-year monitoring period, ARCADIS will tally all of the woody stems (not
including volunteer species) in each of the vegetation plots and will attempt to identify
the species of each. We will also record the apparent survivability or mortality of each
stem.
0 ?
gAtra%04012_ratcliffe cove\wplreportlfinal restoration repori.doc 7-3
Restoration Plan
• Performance Criteria
ARCADIS will develop a l -year monitoring report that will include a narrative
discussion of the stream and vegetation monitoring methodology, strategy, and results.
The report will also include photos and drawings, including plan, profile, and cross
sections developed from the first-year monitoring survey. All cross sections will be
classified using the Rosgen stream classification system.
7.1.9 Subsequent Yearly Monitoring Plans
ARCADIS is currently not under contract with EEP to conduct monitoring beyond the
I-year monitoring period. The 5-year monitoring plan will specify that the ideas,
techniques, and methodologies described above for the monitoring baseline and 1-year
monitoring be duplicated for the remainder of the 5-year monitoring period. This will
include the following:
¦ Stream dimension will be monitored using permanent cross sections surveyed
during each year's monitoring survey.
• Each cross section will be compared with those surveyed during the baseline
survey and the previous year's survey to identify any trends. If a significant
change from the baseline survey is observed, the change will be assessed to
determine if it is a shift toward stability or instability.
• All cross sections will be classified using the Rosgen stream classification
system.
¦ Stream pattern will be monitored by surveying the stream alignment during
each year's monitoring survey. The survey will include the same stream
alignment(s) as those surveyed during the baseline monitoring survey.
• Stream profile will be monitored by conducting a longitudinal profile survey
of the stream during each year's monitoring survey. The profile will identify
the same features as the baseline profile survey.
¦ Each profile will be compared with those surveyed during the baseline survey
and the previous year's survey to identify any trends.
¦ Channel substrate will be monitored by using a modified Wolmann pebble
count conducted each year at each permanent cross section location. A sample
•
9:1tra1604012_ratcliffe covelwpbeportlinal restoration report.doc 7-4
•
•
•
of 100 pebbles will be taken. A Wolman pebble count for classification will
also be conducted at least three times during the 5-year monitoring period.
¦ Each count will be taken at a permanent cross section, allowing the sample
location to be repeated in the following years. The pebble count results will be
compared with baseline counts as well as the previous years' pebble counts to
identify and document trends.
¦ Bank stability will be monitored through continuing annual maintenance and
analyses of bank pins.
¦ Bed stability will be monitored through the continuing annual maintenance
and analyses of scour chains.
¦ Continuation of crest gage monitoring to determine that at least two bankfull
events occur during the 5-year monitoring period. As noted above, monitoring
will continue until two bankfull events in separate years occur.
¦ Riparian vegetation monitoring will use annual stem counts and species
identification at the permanent vegetation plots.
¦ Photo documentation through annual photos for each of the permanent photo
points at the site.
In addition to the techniques described above, detailed BEHI and NBS assessments
will be performed in monitoring years 3 and 5. These assessments will be used to
identify problem areas and produce project sediment export estimates.
7.2 Project Schedule
7.2.1 Constriction Phase
The "issued for bids" (IFB) Plans and Project Manual will be completed within 30
calendar days of ARCADIS' receipt of notification from EEP to proceed with bidding
services.
The "issued for construction" (IFC) plans will be completed within 15 calendar days of
the North Carolina State Construction Office's (SCO) award of the contract.
gi9:\tra\604012_ratclitte cove\wp\reporffmal reslora6on reporl.doc
i
Restoration Plan
Performance Criteria
7-5
Restoration Plan
• Performance Criteria
ARCADIS anticipates up to 84 calendar days of on-site construction. Assuming the
final walk-through can be scheduled with SCO within 14 days of the completion of
construction, that the bidding process and the contract-award process will each take 60
days, and in the absence of delays beyond our control, the total period from our receipt
of EEP's notification to begin preparing IFB plans through the completion of
construction phase services will be 250 calendar days.
7.2.2 Monitoring Phase
ARCADIS will complete the monitoring baseline survey and submit the monitoring
baseline drawings to EEP within 30 calendar days of written notice from EEP that the
project construction, including all vegetation planting, is complete.
The five-year monitoring plan will be completed and submitted to EEP within 30
calendar days of written notice from EEP that the project construction, including all
vegetation planting, is complete. This period assumes a 30 calendar day review period
of the draft five-year monitoring plan by EEP.
. ARCADIS will complete and submit the one-year monitoring report to EEP within 13
months of the completion of the final monitoring baseline drawings.
•
gltra%604012_ratdi8e covelwpVeportlfinal restoration report.doc 7-6
Restoration Plan
• References
8. References
Allison, J.B. 1997. Soil Survey of Haywood County Area, North Carolina. Natural
Resources Conservation Service (NRCS).
ARCADIS G&M of North Carolina, Inc. 2003. Stream Mitigation Feasibility Study,
Ratcliffe Cove Branch, Haywood County, North Carolina. North Carolina
Department of Transportation.
Harman, W.H., et al. 1999. Bankfull Hydraulic Geometry Relationships for North
Carolina Streams. AWRA Wildland Hydrology Symposium Proceedings. Edited
By: D. S. Olsen and J. P. Potyondy. AWRA Summer Symposium. Bozeman,
MT.
North Carolina Department of Environment and Natural Resources (NCDENR),
Basinwide Information Management System (BIMS) web page
http://h2o.enr.state.nc.us/bims/Reports/reportsWB.html, accessed February, 2005.
• North Carolina Department of Environment and Natural Resources (NCDENR). 2003.
French Broad River Basinwide Assessment Report. Prepared by the North
Carolina Division of Water Quality, Water Quality Section, Raleigh.
North Carolina Division of Land Resources (NCDLR), 1985. Geologic Map of North
Carolina. North Carolina Geological Survey, Raleigh.
Rosgen, D.L. 1997. A Geomorphological Approach to Restoration of Incised Rivers.
Proceedings of the Conference on Management of Landscapes Disturbed by
Channel Incision. ISBN 0-937099-05-8.
Rosgen, D.L. 1996. Applied River Morphology. Wildland Hydrology, Pagosa
Springs, CO. 400 pp.
Rosgen, D L. 1994. A Classification of Natural River. Catena, Volume 22: 166-169,
Elsevier Science, B. V. Amsterdam.
Rosgen, D.L. 1993. Applied Fluvial Geomorphology, Training Manual. River Short
Course, Wildland Hydrology, Pagosa Springs, CO. 450 pp.
is
g:%tra1604012_ratdiffe covelwplreportlfinat restoration report.doc 8-1
•
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Rosgen, D.L., and H. L. Silvey. 1998. Field Guide for Stream Classification.
Wildland Hydrology, Pagosa Springs, CO. 195 pp.
Schafale, M.P., and A.S. Weakley. 1990. Classification of the Natural Communities
of North Carolina, A Third Approximation. North Carolina Natural Heritage
Program, Division of Parks and Recreation, Department of Environment, Health
and Natural Resources, Raleigh, NC.
United States Army Corps of Engineers. 2003. Stream Mitigation Guidelines.
Website
http://www.saw.usace.anny.nul/wetlands/Mitigation/Documents/StreanVSTREA
M%20MITIGATION%20GUIDELINE%20TEXT.pdf.
United States Geological Survey. 7.5-minute topographical quadrangle maps. 1978,
1979. Clyde, North Carolina, and Waynesville, North Carolina.
gltra%G4012_ratcliHe covelwptreporririnal restoration report.doc
Restoration Plan
References
8-2
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•
Tables
•
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•
Table 1. Project Restoration Structure and Objectives
Project Number D05006S atcli ffe Cove Branch
Restoration Station Restoration Priority Existing Designed Comment
Segment/Reach Range Type Approach Linear Linear
ID Footage Footage
Reach 1 10+00- Restoration P2 1,049 1,181 Relocate
21+81 existing
channel
Reach 2 21+81- Restoration P2 930 1,049 Relocate
32+30 existing
channel
Reach 3 32+30- Restoration P2 1,268 1,402 Relocate
46+32 existing
channel
Reach 4 46+32- Enhancement P4 594 594 Reslope
52+26 II banks and
plant
riparian
buffer; in-
stream
structures
will be
used for
bank
protection
and grade
control
UT A 10+00- Enhancement P4 259 259 Restore
12+59 11 bank
height
ratio of 1
and plant
riparian
buffer
UT B 10+00- Enhancement P3 483 483 Raise
14+83 1 stream bed
and create
step-pool
system
UT C 10+00- Enhancement P3 458 458 Raise
14+58 I stream bed
and create
step-pool
system
UT C 14+58- Enhancement Extensive 382 382 Plant
18+40 II Vegetation riparian
buffer
UT D 10+00- Enhancement P3 119 119 Create
11+19 I step-pool
system
Table 2. Soils Summary of the Ratcliffe Cove Branch Stream Restoration Project, Haywood
County, North Carolina (Project Number D05006S).
•
Map Unit Soil Series Slope Drainage General Characteristics
CxA* Cullowhee-Nikwasi 0-2% Somewhat Permeability is moderately rapid above the
Complex poorly drained gravelly material and rapid through the gravelly
to very poorly material. Seasonal high water table is within 1
drained foot (0.3 m) of the surface in the Nikwasi soil,
and within 1.5 to 2 feet (0.46 to 0.61 m) in the
Cullowhee soil. Located on narrow flood plains.
DsB Dillsboro loam 2-8% Well-drained Permeability is moderate. Surface runoff is
medium in bare areas. Shrink-swell potential of
the subsoil is moderate. Subject to seeps and
springs. Located in coves and on benches, toe
slopes, and high stream terraces.
EvD Evard-Cowee 15- Well-drained Permeability is moderate. Surface runoff is rapid
Complex 30% in bare areas. Potential for frost action is
moderate. Located on ridges and sideslopes of
intermountain hills and low mountains.
FnE2 Fannin loam 30- Well-drained Permeability is moderate. Surface runoff is rapid
50% in bare areas. Subject to downslope movement
when lateral support is removed. Located on
side slopes of low mountains and intermountain
hills.
HaD2 Hayesville clay 15- Well-drained Permeability is moderate. Surface runoff is rapid
loam 30% in bare areas. Potential for frost action is
moderate. Located on ridges and sideslopes of
intermountain hills and low mountains.
SdC Saunook loam, 8-15% Well-drained Permeability is moderate. Surface runoff is
stony medium in bare areas. Subject to seeps and
springs below the surface and at the surface.
Potential for frost action is moderate. Located in
coves and drainageways, and on toe slopes and
benches of low mountains and intermountain
hills.
Ud Udorthents, loamy N/A
* Occurs on Hydric Soils list, USDA-SCS, 1995
Source: Allison J. B., 1997.
Variable Areas where the natural soil layers have been
destroyed by earthmoving activities (i.e. landfills,
highway roadbeds, cut and fill areas, and
interchanges).
E
•
•
Table 3. Drainage Areas
Project Number D050065 atcliffe Cove Branch
Reach Drainage Area (square miles
Reach 1 at confluence with UT A 3.26
Reach 2 (at confluence with UT B) 3.47
Reach 3 at confluence with UT C 3.65
Reach 4 (at Francis Farm Road, end of project) 3.87
UT A at confluence with Ratcliffe Cove Branch 0.18
UT B (at confluence with Ratcliffe Cove Branch) 0.11
UT C (at confluence with UT D) 0.11
UT D at confluence with UT C 0.11
Total each 4 DA includes all tributaries 3.87
Table 4. Land Use of Watershed
Project Number D050065 (Ratcliffe Cove Branch
Land Use Area(square miles Percentage
Forested 2.13 55%
Pasture/Hay 1.56 40%
Residential 0.18 5%
0
Table 5a. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
•
0
0
Restoration Site: Reach 1, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
1. Stream Type C4 C4 C4
2. Drainage Area (sq. mi) 3.26 3.26 0.83
3. Bankfull Width (Wbko ft Mean: 26.8 Mean: 21 Mean: 18.4 Mean:
Range: 25.6-28.0 Range: N/A Range: 17.8-19.0 Range:
4. Bankfull Mean Depth Mean: 1.3 Mean: 1.66 Mean: 1.5 Mean:
(dbkf) ft Range: 1.3-1.3 Range: N/A Range: 1.4-1.6 Range:
5. Width/Depth Ratio Mean: 20.7 Mean: 12.7 Mean: 12.3 Mean:
(Wbkf/dbkf) Range: 20.1-21.2 Range: N/A Range: 11.9-12.7 Range:
6. Bankfull Cross-Sectional Mean: 34.8 Mean: 34.8 Mean: 27.9 Mean:
Area (Abkf) sq ft Range: 32.5-37.0 Range: N/A Range: 25.8-30.0 Range:
7. Bankfull Mean Velocity Mean: 4.72 Mean: 5.43 Mean: 4.61 Mean:
(Vbkf) fps Range: 3.76-7.76 Range: 4.13-7.76 Range: 3.96-5.66 Range:
8. Bankfull Discharge, efs Mean: 189 Mean: 189 Mean: 138 Mean:
(Qbkf) Range: 148 - 270 Range: 144 - 270 Range: 119-170 Range:
9. Maximum Bankfull Depth Mean: 2.82 Mean: 2.37 Mean: 2.15 Mean:
(dmax) ft Range: 2.42-3.60 Range: 2.29-2.49 Range: 2.07-2.25 Range:
10.. Ratio of Low Bank Mean: 1.35 Mean: 1 Mean: 1.12 Mean:
Height to Max. Bankfull Range: 1.00-1.74 Range: N/A Range: 1.00-1.39 Range:
11. Width of Flood Prone Mean: 255 Mean: 181 Mean: 160 Mean:
Area (Wfpa) ft Range: 161 - 348 Range: 141-221 Range: 120 - 200 Range:
12. Entrenclnnent Ratio Mean: 9.7 Mean: 8.6 Mean: 8.6 Mean:
(W ipa,-Xbkf) Range: 5.8-13.6 Range: 6.7-10.5 Range: 6.7 - 10.5 Range:
13. Meander Length (Lm) R Mean: 620 Mean: 71 Mean: 62 Mean:
Range: N/A Range: 65 - 78 Range: 57 - 68 Range:
14. Ratio of Meander Length Mean: 23.1 Mean: 3.4 Mean: 3.4 Mean:
to Bankfull Width (Lm/Wbkf) Range: N/A Range: 3.1-3.7 Range: 3.1-3.7 Range:
15. Raduis of Curvature (Rc) Mean: 183 Mean: 36 Mean: 31 Mean:
ft Range: 60 - 240 Range: 19 - 80 Range: 11 - 70 Range.
16. Ratio of Radius of Mean: 6.8 Mean: 1.7 Mean: 1.7 Mean:
Curvature to Bankfull Width Range: 2.24-8.96 Range: 0.6-3.8 Range: 0.6-3.8 Range:
17. Belt Width (Wblt) ft Mean: 37.5 Mean: 32.0 Mean: 28 Mean:
Range: 33.2-41.7 Range: 11 - 76 Range: 10 - 66 Range:
18. Meander Width Ratio Mean: 1.4 Mean: 1.5 Mean: 1.5 Mean:
(Wb1tAVbkf) Range: 1.24 - 1.56 Range: 0.5-3.6 Range: 0.5-3.6 Range:
19. Sinuosity (Stream Mean: 1.02 Mean: 1.15 Mean: 1.3 Mean:
length/valley distance) (k) Range: N/A Range: N/A Range: N/A Range:
20. Valley Slope (ft/ft) Mean: 0.009 Mean: 0.009 Mean: 0.0089 Mean:
Range: N/A Range: N/A Range: N/A Range:
21. Average Water Surface Mean: 0.0088 Mean: 0.0078 Mean: 0.0068 Mean:
Slope or Bankful Slope for Range: N/A Range: N/A Range: N/A Range.
22. Pool Slope (Spool) it / ft Mean: 0.0026 Mean: 0.0039 Mean: 0.0034 Mean:
Range: 0 - 0.0113 Range: 0.0010 - 0.0088 Range: 0.0009 - 0.0077 Range:
23. Ratio of Pool Slope to Mean: 0.3 Mean: 0.5 Mean: 0.5 Mean:
Average Slope (Spool/Sbkt) Range: 0.0-1.28 Range: 0.13-1.13 Range: 0.13-1.13 Range.
24. Maximum Pool Depth Mean: 3.7 Mean: 3.44 Mean: 3.11 Mean:
(drool) ft Range: 3.17-4.03 Range: 3.05-3.85 Range: 2.76-3.49 Range:
25. Ratio of Maximum Pool Mean: 2.81 Mean: 2.07 Mean: 2.07 Mean:
Depth to Baulkfull Mean Range: 2.44-3.10 Range: 1.84-2.32 Range: 1.84-2.32 R ange:
26. Pool Width (Wpool) ft Mean: 21.4 Mean: 21 Mean: 15.9 Mean:
Range: 19.1 - 23.6 Range: N/A Range: 15.7-16.0 R ange:
4/27/2006
Reach 1 _Dimension less_Ratios.xls
1 of 1
Table 5a. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: Reach 1, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
27. Ratio of Pool Width to Mean: 0.8 Mean: 0.86 Mean: 0.86 Mean:
Bankfull Width Range: 0.71-0.88 Range: 0.85-0.87 Range: 0.85-0.87 Range:
28: Bankfull Cross-sectional Mean: 37 Mean: 41.8 Mean: 32.6 Mean:
Area at Pool (Apool) sq ft Range: 33.7-40.3 Range: 34.8-45.2 Range: 28.1-37.0 Range:
29. Ratio of Pool Area to Mean: 1.06 Mean: 1.2 Mean: 1.2 Mean:
Bankfull Area (Apool/Abko Range: 0.97-1.16 Range: 1.0-1.3 Range: 1.0-1.3 Range:
30. Pool to Pool Spacing (p- Mean: 112 Mean: 95 Mean: 83 Mean:
P) R Range: 40.4-228.8 Range: 76 - 118 Range: 66 - 103 Range:
31. Ratio of Pool-to-Pool Mean: 4.18 Mean: 4.5 Mean: 4.5 Mean:
Spacing toBankfull Width (p- Range: 1.51-8.54 Range: 3.6-5.6 Range: 3.6-5.6 Range:
32. Pool Length (Lp) ft Mean: 37.5 Mean: 31.5 Mean: 28 Mean:
Range: 13.9-74.8 Range: 14.7-44.1 Range: 13 - 39 Range:
33. Ratio of pool Length to Mean: 1.4 Mean: 1.5 Mean: 1.5 Mean:
Bankfull Width (Lp/Wbkf) Range: 0.52-2.79 Range: 0.7-2.1 Range: 0.7-2.1 Range:
34. Riffle Slope (Sriff) ft / ft Mean: 0.027 Mean: 0.0151 Mean: 0.0132 Mean:
Range: 0.0057 - 0.0403 Range: 0.0030 - 0.0195 Range: 0.0026 - 0.0175 Range:
35. Ratio of Riffle Slope to Mean: 2.4 Mean: 1.94 Mean: 1.94 Mean:
Average Slope (Sriff/Sbkf) Range: 0.65-4.58 Range: 0.38-2.57 Range: 0.38-2.57 Range:
36. Maximum Riffle Depth Mean: 2.82 Mean: 2.37 Mean: 2.15 Mean:
(dritl) ft Range: 2.42-3.60 Range: 2.29-2.49 Range: 2.07-2.25 Range:
37. Ratio of Riffle Depth to Mean: 2.2 Mean: 1.43 Mean: 1.43 Mean:
Bankfull Mcan Depth , Range: 1.86-2.77 Range: 1.38-1.50 Range: 1.38-1.50 Range:
8. Run Slope (Srun) ft / ft Mean: 2.1 Mean: 0.0112 Mean: 0.0097 Mean:
Range: 1.27-4.63 Range: 0.0051 - 0.0209 Range: 0.0044 - 0.0182 Range:
39. Ratio of Run Slope to Mean: 2.1 Mean: 1.43 Mean: 1.43 Mean:
Average Slope (Srun/Sbkf) Range: 1.27-4.63 Range: 0.65-2.68 Range: 0.65-2.68 Range:
40. Maximum Run Depth Mean: 2.84 Mean: 2.57 Mean: 2.32 Mean:
(drun) ft Range: 2.21-3.35 Range: 2.34-2.94 Range: 2.11-2.66 Range:
41. Ratio of Run Depth to Mean: 2.2 Mean: 1.55 Mean: 1.55 Mean:
Bankfull Mean Depth Range: 1.70-2.58 Range: 1.41-1.77 Range: 1.41-1.77 Range:
42. Slope of Glide (Sgl) ft / ft Mean: 0.0074 Mean: 0.0046 Mean: 0.004 Mean:
Range: 0 - 0.0205 Range: 0.0007 - 0.0071 Range: 0.0006 - 0.0062 Range:
43. Ratio of Glide Slope to Mean: 0.84 Mean: 0.588 Mean: 0.588 Mean:
Average Water Surface Slope Range: 0 - 2.33 Range: 0.088 - 0.912 Range: 0.088 - 0.912 Range:
44. Maximum Glide Depth Mean: 3.28 Mean: 2.91 Mean: 2.63 Mean:
(dgl)11 Range: 2.75-3.67 Range: 2.87-2.95 Range: 2.59-2.67 Range:
45. Ratio of Glide Depth to Mean: 2.52 Mean: 1.75 Mean: 1.75 Mean:
Bank-full Mean Depth Range: 2.12-2.82 Range: 1.73-1.78 Range: 1.73 - 1.78 Range:
46. Step Slope (Sst) Mean: N/A Mean: N/A Mean: NIA Mean:
Range: N/A Range: N/A Range: N/A Range:
47. Ratio of Step Slope to Mean: NIA Mean: N/A Mean: N/A Mean:
Average Water Surface Slope Range: N/A Range: N/A Range: N/A Range:
48. Maximum Step Depth Mean: N/A Mean: N/A Mean: N/A Mean:
(dst) Range: N/A Range: N/A Range: N/A Range:
49. Ratio of Step Depth to Mean: N/A Mean: N/A Mean: N/A Mean:
Bankfuli Mean Depth Range: N/A Range: N/A Ran e: N/A Range:
4

4/27/2006 Reach l-Dimension less_Ratios.xls 1 of 1
Table 5a. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: Reach 1, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
•USGS Gage Station:
Reference Reach, UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
ariables Existing Channel Proposed Reach Reference Reach USGS Gage Station
Materials:
Particle Size Distribution of
Channel ;Material (min) 60% Riffle/Run, 40%
Pool/Glide 60% Riffle/Run, 40%
Pool/Glide 40% Riffle/Run, 60%
Pool/Glide
D16 0.525 0.525 0.3
D35 1.01 1.01 7.7
D50 11.3 11.3 14.7
D84 61.0 61.0 53
D95 96.0 96.0 83
Particle rze rs n u ron o
Bar Material (mm) P SP P SP P SP
D16 18.858 N/A 18.858 N/A 18.5 N/A
D35 32.72 3.08 32.72 3.08 34.4 11.2
D50 42.4 7.6 42.4 7.6 50.2 23.8
D84 83.6 30.3 83.6 30.3 97.3 57.2
D95 112.0 50.5 112.0 50.5 117.5 93.4
Largest Size Particle on Bar 90.0 N/A 90.0 N/A 85.0 N/A
4
Sediment Transport:
e rmen ranspo Existing Proposed
Validation (Based on
Bankfull Shear Stress)
Calculated value (mm) from
curve 120 (CO), 51 1964 120 (CO), 51 1964
Value from Shields Curve
Ib/ft2 0.7 0.7
ritical dimensionless shear
tress 0.0185, 0.0197 0.0185
minimal mean bk ( )
calculated using critical
dimensionless shear stress
equations 1.02, 1.09 1.2
.7
4/27/2006
Reach 1 _Dimensionless_Ratios.xls
1 of 1
Table 5b. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
0
•
•
Restoration Site: Reach 2, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
1. Stream Type C4 C4 C4
2. Drainage Area (sq, mi)' 3.47 3.47 0.83
3. Bankfutl Width (Wbkt) ft Mean: 21.8 Mean: 21.7 Mean: 18.4 Mean:
Range: 21.8-21.8 Range: N/A Range: 17.8-19.0 Range.
4. Bank-full Mean Depth Mean: 1.8 Mean: 1.7 Mean: 1.5 Mean:
(dbkt) ft Range: 1.8-1.8 Range: N/A Range: 1.4-1.6 Range:
5. Width/Depth Ratio Mean: 12.2 Mean: 12.7 Mean: 12.3 Mean:
(Wbkf/dbkf) Range: 12.2-12.2 Range: N/A Range: 11.9-12.7 Range:
6. Bankfull Cross-Sectional Mean: 38.7 Mean: 37 Mean: 27.9 Mean:
Area (Abkf) sq ft Range: 38.7-38.7 Range: N/A Range: 25.8-30.0 Range:
7. Bankfull Mean Velocity Mean: 6.35 Mean: 5.98 Mean: 4.61 Mean:
(Vbkf) fps Range: 4.55-9.82 Range: 3.95-9.82 Range: 3.96-5.66 Range:
S. Bankfull Discharge, cfs Mean: 210 Mean: 191 Mean: 138 Mean:
(Qbkf) Range: 176 - 275 Range: 146 - 275 Range: 119-170 Range:
9. Maximum Bankfull Depth Mean: 3.13 Mean: 2.43 Mean: 2.15 Mean:
(dmax) 11 Range: 2.64-3.9 Range: 2.35-2.55 Range: 2.07-2.25 Range:
10. Ratio of Low Bank Mean: 1.25 Mean: 1 Mean: 1.12 Mean:
Height to Max. Bankfull Range: 1.05-1.71 Range: N/A Range: 1.00-1.39 Range:
11. Width of Flood Prone Mean: 301 Mean: 187 Mean: 160 Mean:
Area (W fpa) ft Range: N/A Range: 145 - 228 Range: 120 - 200 Range:
12. Entrenchment Ratio Mean: 13.8 Mean: 8.6 Mean: 8.6 Mean:
(Wfpa/Wbkf) Range: N/A Range: 6.7-10.5 Range: 6.7-10.5 Range:
13. Meander Length (Lm) ft Mean: N/A Mean: 74 Mean: 62 Mean:
Range: N/A Range: 67 - 80 Range: 57 - 68 Range:
14. Ratio of Meander Length Mean: WA Mean: 3.4 Mean: 3.4 Mean:
to Bankfull Width (Lni[Wbkf) Range: N/A Range: 3.1-3.7 Range: 3.1-3.7 Range:
15. Raduis of Curvature (Re)` Mean: N/A Mean: 37 Mean: 31 Mean:
ft Range: N/A Range: 13 - 82 Range: 11 - 70 Range:
16. Ratio of Radius of Mean: N/A Mean: 1.7 Mean. 1.7 Mean:
Curvature to Bankfull Width Range: N/A Range: 0.6-3.8 Range: 0.6-3.8 Range:
17. Belt Width (Wblt) R Mean: N/A Mean: 33.0 Mean: 28 Mean:
Range: NIA Range: 11 - 78 Range: Oct-66 Range:
18. Meander Width Ratio Mean: N/A Mean: 1.5 Mean: 1.5 Mean:
(Wblt/Wbko Range: N/A Range: 0.5-3.6 Range: 0.5-3.6 Range:
19. Sinuosity (Stream Mean: 1.01 Mean: 1.19 Mean: 1.3 Mean:
lenglli/valley distance) (k) Range: WA Range: N/A Range: N/A Range:
20. Valley Slope (fUf1) Mean: 0.0081 Mean: 0.0081 Mean: 0.0089 Mean:
Range: N/A Range: N/A Range: N/A Range:
21. Average Water Surface Mean: 0.008 Mean: 0.0068 Mean: 0.0068 Mean:
Slope or Bankful Slope for Range: N/A Range: N/A Range: N/A Range:
22. Pool Slope (Spool) ft / ft Mean: 0.004 Mean: 0.0034 Mean: 0.0034 Mean:
Range: 0.0 - 0.0109 Range: 0.0009 - 0.0077 Range: 0.0009 - 0.0077 Range:
23. Ratio of Pool Slope to Mean: 0.5 Mean: 0.5 Mean: 0.5 Mean:
Average Slope (SpooUSbkf) Range: 0.0-1.36 Range: 0.13-1.13 Range: 0.13-1.13 Range:
24. Maximum Pool Depth Mean: 4.1 Mean: 3.52 Mean: 3.11 Mean:
(dpool) 11 Range: 3.74 - 4.64 Range: 3.13-3.94 Range: 2.76-3.49 Range:
25. Ratio of Maximum Pool Mean: 2.28 Mean: 2.07 Mean: 2.07 Mean:
Depth to Bankfull Mean Range: 2.08-2.58 Range: 1.84-2.32 Range: 1.84 - 2.32 Range:
26. Pool Width (Wpool) ft Mean: 29.3 Mean: 21.7 Mean: 15.9 Mean:
Range: 29.3-29.3 Range: N/A Range: 15.7-16.0 Range:
4/27/2006
Reach2_Dime nsion less_Ratios.xls
1 of 1
Table 5b. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
E
is
•
Restoration Site: Reach 2, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
27. Ratio of Pool Width to Mean: 1.34 Mean: 0.86 Mean: 0.86 Mean:
Bankfull Width Range: 1.34-1.34 Range: 0.85-0.87 Range: 0.85-0.87 Range:
28. Bankfull Cross-sectional Mean: 43.3 Mean: 44.4 Mean: 32.6 Mean:
Area at Pool (Apool) sq fl Range: 43.3-43.3 Range: 37.0-48.1 Range: 28.1-37.0 Range:
29. Ratio of Pool Area to Mean: 1.12 Mean: 1.2 Mean: 1.2 Mean:
Bank-full Area (ApooUAbkf) Range: 1.12-1.12 Range: 1.0-1.3 Range: 1.0-1.3 Range:
30. Pool to Pool Spacing (p- Mean: 144.3 Mean: 98 Mean: 83 Mean:
P) ft Range: 78.4-277.0 Range: 78 - 122 Range: 66 -103 Range:
31. Ratio of Pool-to-Pool Mean: 6.6 Mean: 4.5 Mean: 4.5 Mean:
Spacing to Bankfull Width (P- Range: 3.6-12.7 Range: 3.6-5.6 Range: 3.6-5.6 Range:
32. Pool Length (Lp) ft Mean: 44.1 Mean: 32.6 Mean: 28 Mean:
Range: 16.5-88.1 Range: 15.2-45.6 Range: 13 - 39 Range:
33. Ratio of Pool Length to Mean: 2 Mean: 1.5 Mean: 1.5 Mean:
Bank-full Width (Lp/Wbkt) Range: 0.76-3.1 Range: 0.7-2.1 Range: 0.7-2.1 Range:
34. Riffle Slope (Sriff) ft / ft Mean: 0.012 Mean: 0.0132 Mean: 0.0132 Mean:
Range: 0 - 0.0309 Range: 0.0026 - 0.0175 Range: 0.0026 - 0.0175 Range:
35. Ratio of Riffle Slope to Mean: 1.5 Mean: 1.94 Mean: 1.94 Mean:
Average Slope (Sriff/Sbkt) Range: 0.0-3.86 Range: 0.38-2.57 Range: 0.38-2.57 Range:
36. Maximum Riffle Depth Mean: 3.13 Mean: 2.43 Mean: 2.15 Mean:
(driff) tl Range: 2.64-3.90 Range: 2.35-2.55 Range: 2.07-2.25 Range:
37. Ratio of Riffle Depth to Mean: 1.7 Mean: 1.43 Mean: 1.43 Mean:
Pa"-full Mean Depth Range: 1.47-2.17 Range: 1.38-1.50 Range: 1.38-1.50 Range:
3$: Run Slope (Srun) ft / ft Mean: 0.0104 Mean: 0.0097 Mean: 0.0097 Mean:
Range: 0.0030 - 0.0163 Range: 0.0044 - 0.0182 Range: 0.0044 - 0.0182 Range:
39. Ratio of Run Slope to Mean: 1.3 Mean: 1.43 Mean: 1.43 Mean:
Average Slope (Srun/Sbkf) Range: 0.38-2.04 Range: 0.65-2.68 Range: 0.65-2.68 Range:
40. Maximum Run Depth Mean: 3.27 Mean: 2.64 Mean: 2.32 Mean:
(drun) ft Range: 2.54-3.80 Range: 2.40-3.01 Range: 2.11-2.66 Range:
41. Ratio of Run Depth to Mean: 1.8 Mean: 1.55 Mean: 1.55 Mean:
Bankfull Mean Depth Range: 1.41-2.11 Range: 1.41-1.77 Range: 1.41-1.77 Range:
42. Slope of Glide (Sgl) fl / ft' Mean: 0.0065 Mean: 0.004 Mean: 0.004 Mean:
Range: 0 - 0.0166 Range: 0.0006 - 0.0062 Range: 0.0006 - 0.0062 Range:
43. Ratio of Glide Slope to Mean: 0.81 Mean: 0.588 Mean: 0.588 Mean:
Average Water Surface Slope Range: 0.0-2.08 Range: 0.088 - 0.912 Range: 0.088 - 0.912 Range:
44. Maximum Glide Depth Mean: 3.62 Mean: 2.98 Mean: 2.63 Mean:
(dgl) ft Range: 3.30-3.87 Range: 2.94-3.03 Range: 2.59-2.67 Range:
45. Ratio of Glide Depth to Mean: 2.01 Mean: 1.75 Mean: 1.75 Mean:
Bankfull Mean Depth Range: 1.83-2.15 Range: 1.73-1.78 Range: 1.73-1.78 Range:
46. Step Slope (Sst) Mean: N/A Mean: N/A Mean: N/A Mean:
Range: N/A Range: N/A Range: N/A Range:
47. Ratio of Step Slope to Mean: N/A Mean: N/A Mean: N/A Mean:
Average Water Surface Slope Range: N/A Range: NIA Range: N/A Range:
48. Maximum Step Depth Mean: N/A Mean: N/A Mean: N/A Mean:
(dst) Range: N/A Range: N/A Range: N/A Range:
49. Ratio of Step Depth to Mean: N/A Mean: N/A Mean: N/A Mean:
Bankfull.Mean Depth Ran e: N/A Range: N/A Range: N/A Range:
4/27/2006 Reach2_Dimensionless_Ratios.xls 1 of 1
Table 5b. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
•
•
Restoration Site: Reach 2, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
Materials
Particle Size Distribution of
Channel Material (mm) 60% Riffle/Run, 40%
Pool/Glide 60% Riffle/Run, 40%0
Pool/Glide 40% Riffle/Run, 60%
Pool/Glide
D16 0.525 0.525 0.3
D35 1.01 1.01 7.7
D50 11.3 11.3 14.7
D84 61.0 61.0 53
D96 96.0 96.0 83
Particle size is n u ion o
Bar Material (mm) P SP P SP P SP
D16 17.268 5.458 17.268 5.458 18.5 N/A
D35 32.67 18.16 32.67 18.16 34.4 11.2
D50 42.4 33.4 42.4 33.4 50.2 23.8
D84 83.8 91.7 83.8 91.7 97.3 57.2
D95 112.1 115.4 112.1 115.4 117.5 93.4
largest Size Particle on Bar 75.0 N/A 75.0 N/A 85.0 N/A
Sediment' Transport:
Sediment ranspo Existing Proposed
Validation (Based on
Bankfull Shear Stress)
Calculated value (mm) from
curve 130 (CO), 53 1964 110 (GO), 45 1964
Value from Shields Curve
Ib/ft2 0.72 0.62
Critical dimensionless shear
stress 0.023 0.023
mima mean dbk ( )
calculated using critical
dimensionless shear stress
equations 1.17 1.37
4/27/2006
Reach2_Dime nsionless_Ratios.xls
1of1
Table 5c. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
D

•
Restoration Site: Reach 3, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
1. Stream Type C4 C4 C4
2. Drainage Area (sq. mi) 3.65 3.65 0.83
3. Bankfull Width (Wbko ft Mean: 24.5 Mean: 22.5 Mean: 18.4 Mean:
Range: 24.5-24.5 Range: N/A Range: 17.8-19.0 Range:
4. Bankfull Mean Depth Mean: 1.3 Mean: 1.78 Mean: 1.5 Mean:
(dbkr) ft , Range: 1.3-1.3 Range: N/A Range: 1.4-1.6 Range:
5. Width/Depth Ratio Mean: 18.3 Mean: 12.7 Mean: 12.3 Mean:
(Wbkf/dbkf) Range: 18.3-18.3 Range: N/A Range: 11.9-12.7 Range:
6. Bankfull Cross-Sectional Mean: 32.8 Mean: 40 Mean: 27.9 Mean:
Area (Abkf) sq ft Range: 32.8-32.8 Range: N/A Range: 25.8-30.0 Range:
7. Bankfull Mean Velocity Mean: 5.14 Mean: 5.5 Mean: 4.61 Mean:
(Vbkf) fps Range: 3.4-8.53 Range: 3.88-8.53 Range: 3.96-5.66 Range:
8. Bankfull Discharge, cfs Mean: 206 Mean: 200 Mean: 138 Mean:
(Qbkf) Range: 112 - 280 Range: 155 - 280 Range: 119-170 Range:
9. Maximum Bankfull Depth Mean: 3.02 Mean: 2.55 Mean: 2.15 Mean:
(dmax) ft Range: 2.64-3.78 Range: 2.46-2.67 Range: 2.07-2.25 Range:
10. Ratio of Low Bank Mean: 1.36 Mean: 1 Mean: 1.12 Mean:
Height to Max. Bankfull Range: 1.03-1.88 Range: N/A Range: 1.00-1.39 Range:
11. Width of Flood Prone; Mean: 279 Mean: 194 Mean: 160 Mean:
Area (Wfpa) ft Range: N/A Range: 151 - 236 Range: 120 - 200 Range:
12. Entrenchment Ratio Mean: 11.4 Mean: 8.6 Mean: 8.6 Mean:
(Wfpa/Wbkf) Range: N/A Range: 6.7-10.5 Range: 6.7-10.5 Range:
13. Meander Length (Lm) ft Mean: 210 Mean: 77 Mean: 62 Mean:
Range: 92 - 322 Range: 70 - 83 Range: 57 - 68 Range:
14. Ratio of Meander Length Mean: 8.57 Mean: 3.4 Mean: 3.4 Mean:
to Bankfull Width (Lm/Wbki) Range: 3.75-13.14 Range: 3.1-3.7 Range: 3.1-3.7 Range:
15. Raduis of Curvature (Rc)- Mean: 112 Mean: 34 Mean: 31 Mean:
ft Range: 35 - 260 Range: 1
1-81 Range: 11 - 70 Range:
16. Ratio of Radius of Mean: 4.6 Mean: .
1.7 Mean: 1.7 Mean:
Curvature to Bankfull Width Range: 1.43-10.61 Range: 0.6-3.8 Range: 0.6-3.8 Range:
17. Belt Width (Wblt) ft Mean: 39.0 Mean: 34.0 Mean: 28 Mean:
Range: 20.3-66.6 Range: 11-81 Range: 10 - 66 Range:
18. Meander Width Ratio Mean: 1.59 Mean: 1.5 Mean: 1.5 Mean:
(Wblt/Wbkf) Range: 0.83-2.72 Range: 0.5-3.6 Range: 0.5-3.6 Range:
19. Sinuosity (Stream Mean: 1.02 Mean: 1.16 Mean: 1.3 Mean:
length/valley distance) (k) Range: N/A Range: N/A Range: WA Range:
20. Valley Slope (fl/ft) Mean: 0.0071 Mean: 0.0071 Mean: 0.0089 Mean:
Range: N/A Range: N/A Range: WA Range:
21. Average Water Surface Mean: 0.007 Mean: 0.0061 Mean: 0.0068 Mean:
Slope or Bankful Slope for Range: N/A Range: N/A Range: N/A Range:
22. Pool Slope (Spool) ft / ft Mean: 0.0025 Mean: 0.0031 Mean: 0.0034 Mean:
Range: 0.0011 - 0.0045 Range: 0.0008 - 0.0069 Range: 0.0009 - 0.0077 Range:
23. Ratio of Pool Slope to Mean: 0.36 Mean: 0.5 Mean: 0.5 Mean:
Average Slope (SpooUSbkt) Range: 0.16-0.64 Range: 0.13-1.13 Range: 0.13-1.13 Range:
24. Maximum Pool Depth Mean: 4.2 Mean: 3.68 Mean: 3.11 Mean:
(dpool) ft Range: 3.66-5.24 Range: 3.28-4.13 Range: 2.76-3.49 Range:
25. Ratio of Maximum Pool Mean: 3.23 Mean: 2.07 Mean: 2.07 Mean:
Depth to Bankfull Mean Range: 2.82-4.03 Range: 1.84-2.32 Range: 1.84-2.32 Range:
26. Pool Width (Wpool) ft Mean: 19 Mean: 22.5 Mean: 15.9 Mean:
Range: 19 - 19 Range: N/A Range: 15.7-16.0 Range:
4/27/2006
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Table 5c. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
0
1b
•
Restoration Site: Reach 3, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
27. Ratio of Pool Width to Mean: 0.78 Mean: 0.86 Mean: 0.86 Mean:
Bank-full Width Range: 0.78-0.78 Range: 0.85-0.87 Range: 0.85-0.87 Range:
28. Bank-full Cross-sectional Mean: 33.8 Mean: 48 Mean: 32.6 Mean:
Area at Pool (Apool) sq ft Range: 33.8-33.8 Range: 40 - 52 Range: 28.1-37.0 Range:
29. Ratio of Pool Area to Mean: 1.03 Mean: 1.2 Mean: 1.2 Mean:
Bank-full Area (ApooUAbkf) Range: 1.03 -1.03 Range: 1.0-1.3 Range: 1.0-1.3 Range:
30. Pool to Pool Spacing (p- Mean: 208.1 Mean: 101 Mean: 83 Mean:
P) ft Range: 122.7 - 348.6 Range: 81 - 126 Range: 66-103 Range:
31. Ratio of Pool-to-Fool Mean: 8.49 Mean: 4.5 Mean: 4.5 Mean:
Spacing to Bank-full Width (P- Range: 5.01-14.23 Range: 3.6-5.6 Range: 3.6-5.6 Range:
32. Pool Length (Lp) R Mean: 101.9 Mean: 33.8 Mean: 28 Mean:
Range: 37.3-200.0 Range: 15.8-47.3 Range: 13 - 39 Range:
33. Ratio of Pool Length to Mean: 4.16 Mean: 1.5 Mean: 1.5 Mean:
Bank-full Width (Lp/Wbkf) Range: 1.52-8.16 Range: 0.7-2.1 Range: 0.7-2.1 Range:
34. Riffle Slope (Sriff) ft/ ft 'Mean: 0.0161 Mean: 0.0118 Mean: 0.0132 Mean:
Range: 0.0080 - 0.0263 Range: 0.0023 - 0.0157 Range: 0.0026 - 0.017 Range:
35. Ratio of Riffle Slope to Mean: 2.3 Mean: 1.94 Mean: 1.94 Mean:
Average Slope (SriffjSbk0 Range: 1.14-3.76 Range: 0.38-2.57 Range: 0.38-2.57 Range:
36. Maximum Riffle Depth Mean: 3.02 Mean: 2.55 Mean: 2.15 Mean:
(drift) ft Range: 2.64-3.78 Range: 2.46-2.67 Range: 2.07-2.25 Range:
37. Ratio of Riffle Depth to Mean: 2.3 Mean: 1.43 Mean: 1.43 Mean:
Bankfull Mean Depth Range: 2.03-2.90 Range: 1.38-1.50 Range: 1.38-1.50 Range:
38. Run Slope (Srun) ft / ft Mean: 0.0071 Mean: 0.0087 Mean: 0.0097 Mean:
Range: 0.0017 - 0.0168 Range: 0.0040 - 0.0163 Range: 0.0044 - 0.0182 Range:
39. Ratio of Run Slope to Mean: 1.0 Mean: 1.43 Mean: 1.43 Mean:
Average Slope (Srun/Sbkf) Range: 0.24-2.40 Range: 0.65-2.68 Range: 0.65-2.68 Range:
40. Maximum Run Depth Mean: 3.29 Mean: 2.76 Mean: 2.32 Mean:
(drun) ft Range: 2.95-3.80 Range: 2.51-3.15 Range: 2.11-2.66 Range:
41. Ratio of Run Depth to Mean: 2.5 Mean: 1.55 Mean: 1.55 Mean:
Bankfull Mean Depth Range: 2.27-2.92 Range: 1.41-1.77 Range: 1.41-1.77 Range:
42. Slope of Glide (Sgl) ft / ft Mean: 0.0145 Mean: 0.0036 Mean: 0.004 Mean:
Range: 0.0015 - 0.0429 Range: 0.0005 - 0.0056 Range: 0.0006 - 0.0062 Range:
43. Ratio of Glide Slope; to Mean: 2.07 Mean: 0.588 Mean: 0.588 Mean:
Average Water Surface Slope Range: 0.21-6.13 Range: 0.088 - 0.912 Range: 0.088 - 0.912 Range:
44. Maximum Glide Depth Mean: 3.03 Mean: 3.12 Mean: 2.63 Mean:
(dgl) ft Range: 2.72-3.54 Range: 3.08-3.17 Range: 2.59-2.67 Range:
45. Ratio of Glide Depth to Mean: 2.33 Mean: 1.75 Mean: 1.75 Mean:
Bankfull Mean Depth Range: 2.09-2.72 Range: 1.73-1.78 Range: 1.73-1.78 Range:
46. Step Slope (Sst) Mean: N/A Mean: N/A Mean: N/A Mean:
Range: N/A Range: N/A Range: N/A Range:
47. Ratio of Step Slope to Mean: N/A Mean: N/A Mean: N/A Mean:
Average Water Surface Slope Range: N/A Range: N/A Range: N/A Range:
48. Maximum Step Depth Mean: N/A Mean: N/A Mean: N/A Mean:
(dst) Range: N/A Range: N/A Range: N/A Range:
49. Ratio of Step Depth to Mean: N/A Mean: N/A Mean: N/A Mean:
Bankfull Mean Depth Range: N/A Range: N/A Range: N/A Range:
4/27/2006
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Table 5c. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)

0
•
Restoration Site: Reach 3, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables! Existing Channel Proposed Reach Reference Reach USGS Gage Station
Materials:
Particle Size Distribution of
Channel Alaterial (mm) 60% Riffle/Run, 40%
Pool/Glide 60% Riffle/Run, 40%
Pool/Glide 40% Riffle/Run, 60%
Pool/Glide
D16 0.525 0.525 0.3
D35 1.01 1.01 7.7
D50 11.3 11.3 14.7
D84 61.0 61.0 53
D95 96.0 96.0 83
Particle Size is n u on o
Bar Material (mm) P SP P SP P SP
D16 17.268 5.4858 17.268 5.4858 18.5 18.5
035 32.67 18.16 32.67 18.16 34.4 34.4
D50 42.4 33.4 42.37 33.4 50.2 23.8
D84 83.8 91.7 83.83 91.74 97.3 57.2
D95 112.1 115.4 12.14 3 115.35 117.5 93.4
Largest..-Size Particle on Bar 75.0 N/A 75 N/A 85.0 N/A
Sediment Transport:
Sediment ranspo Existing Proposed
Validation (Based on
Bankfull Shear Stress)
Calculated value (mm) from
curve 95.0 105.0
Value from Shields Curve
Ib/ft2 0.53 0.58
Critical dimensionless shear
stress 0.023 0.023
mimal mean dbk (ft)
calculated using critical
dimensionless shear stress
equations 1.33 1.53
4/27/2006
Reach3 Dimensionless_Ratios.xls
1 of 1
Table 5d. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
0
•
•
Restoration Site: Reach 4, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
1. Stream Type 134/1c 134/1c 134/1
2. Drainage Area (sq. mi) 3.87 3.87 0.18
3. Bankfull Width (Wbkf) ft Mean: 25 Mean: 34.5 Mean: 11.5 Mean:
Range: 24 - 26 Range: N/A Range: 9.7-13.3 Range:
4. Bankfull Mean Depth Mean: 1.6 Mean: 1.33 Mean: 0.5 Mean:
(dbkf) ft Range: 1.6-1.6 Range: N/A Range: 0.40-0.60 Range:
5. Width/Depth Ratio Mean: 15.8 Mean: 26.0 Mean: 23 Mean:
(Wbkf/dbkf) Range: 15.3-16.3 Range: N/A Range: 15.0-32.3 Range:
6. Bankfull Cross-Sectional Mean: 39.6 Mean: 45.8 Mean: 6 Mean:
Area (Abkt) sq 11 Range: 37.8-41.4 Range: N/A Range: 5.4-6.3 Range:
7. Bankfull Mean Velocity Mean: 5.66 Mean: 5.27 Mean: 5.3 Mean:
(Vbkf) fps Range: 5.07-7.32 Range: 4.45-6.33 Range: 5.13-5.63 Range:
&. Bankfull Discharge, cfs Mean: 224 Mean: 237 Mean: 40 Mean:
(Qbkf) Range: 192 - 290 Range: 204 - 290 Range: N/A Range:
9. Maximum Bankfull Depth Mean: 3.1 Mean: 3.54 Mean: 1.31 Mean:
(dmax) ft Range: 2.5-3.6 Range: 3.00-3.78 Range: 1.13-1.42 Range:
10. Ratio of Low Bank Mean: 1.31 Mean: 1 Mean: 1.2 Mean:
Height to Max. Bankfull Range: 1.07-1.64 Range: N/A Range: 100 -1.88 Range:
11. Width of Flood Prone Mean: 43 Mean: 62 Mean: 21.2 Mean:
Area (Wfpa) ft Range: 38 - 47 Range: 55 - 79 Range: 15.5-30.0 Range:
12. Entrenchment Ratio Mean: 1.7 Mean: 1.8 Mean: 1.8 Mean:
(WfpaA?bkf) Range: 1.6-1.8 Range: 1.6-2.3 Range: 1.6-2.3 Range:
13. Meander Length (Lm) ft mean: 213 Mean: 411 Mean: 137 Mean:
Range: N/A Range: 328 - 493 Range: 109 -165 Range:
14. Ratio of Meander Length Mean: 8.52 Mean: 11.9 Mean: 11.9 Mean:
to Bankfull Width (Lm/Wbkf) Range: N/A Range: 9.5-14.3 Range: 9.5-14.3 Range:
15. Raduis of Curvature (Rc) Mean: 153 Mean: 66 Mean: 22 Mean:
ft Range: 40 - 265 Range: 31-121 Range: 10 - 40 Range..
16. Ratio of Radius of Mean: 6.1 Mean: 1.9 Mean: 1.9 Mean:
Curvature to Bankfull Width Range: 1.6-10,6 Range. 0.9-3.5 Range: 0.9-3.5 Range:
17. Belt Width (Wblt) ft Mean: 51.3 Mean: 100.0 Mean: 33 Mean:
Range: 35.9-66.6 Range: 93 - 104 Range: 31 - 35 Range..
18. Meander Width Ratio Mean: 2.05 Mean: 2.9 Mean: 2.9 Mean:
(Wblt/Wbkf) Range: 1.44-2.66 Range: 2.7-3.0 Range: 2.7-3.0 Range:
19. Sinuosity (Stream Mean: 1.02 Mean: 1.02 Mean: 1.19 Mean:
length/valley distance) (k) Range: N/A Range: N/A Range: N/A Range:
20. Valley Slope (ft/ft) Mean: 0.0112 Mean: 0.0112 Mean: 0.0433 Mean:
Range: N/A Range: N/A Range: N/A Range:
21. Average Water Surface Mean: 0.011 Mean: 0.011 Mean: 0.0364 Mean:
Slope or Bankful Slope for Range: N/A Range: N/A Range: N/A Range:
22. Pool Slope (Spool) It / ft mean: 0.0049 Mean: 0.0023 Mean: 0.0077 Mean:
Range: 0 - 0.0159 Range: 0-.0.0053 Range: 0 - 0.0174 Range:
23. Ratio of Pool Slope to Mean: 0.45 Mean: 0.2115 Mean: 0.2115 Mean:
Average Slope (Spool/Sbkf) Range: 0 - 1.45 Range: 0 - 0.4780 Range: 0 - 0.4780 Range:
24. Maximum Pool Depth Mean: 4.19 Mean: 4.84 Mean: 1.82 Mean:
(dpool) ft R ange: 3.94-4.80 R ange: 3.75-5.85 R ange: 1.41-2.20 R ange:
25. Ratio of Maximum Pool M ean: 2.62 M ean: 3.64 M ean: 3.64 M ean:
Depth to Bankfull Mean R ange: 2.46-3.0 R ange: 2.82-4.40 R ange: 2.82-4.40 R ange:
26. Pool Width (Wpool) ft M ean: 25.3 M ean: 34.5 M ean: 9.9 M ean:
R ange: 25.3-25.3 R ange: 19.3-39.0 R ange: 6.4-13.0 R ange:
4/27/2006 Reach4_Dimensionless Ratios.xls 1 of 1
Table 5d. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)

0
•
Restoration Site: Reach 4, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
27. Ratio of Pool Width to Mean: 1.01 Mean: 0.86 Mean: 0.86 Mean:
Bankfull Width Range: 1.01-1.01 Range: 0.56-1.13 Range: 0.56-1.13 Range:
28. Bankfull Cross-sectional Mean: 46.1 Mean: 60.5 Mean: 7.9 Mean:
Area at Pool (Apool) sq ft Range: 46.1-46.1 Range: 40.3-81.5 Range: 5.3-10.7 Range:
29. Ratio of Pool Area to Mean: 1.16 Mean: 1.3 Mean: 1.3 Mean:
Bank-full Area (Apool/Abkf) Range: 1.16-1.16 Range: 0.88-1.78 Range: 0.88-1.78 Range:
30. Pool to Pool Spacing (p- Mean: 116.6 Mean: 77 Mean: 25.59 Mean:
P) It Range: 71.0-205.7 Range: 47 - 142 Range: 15.69 - 47.21 Range:
31. Ratio of Pool-to-Pool Mean: 4.66 Mean: 2.2 Mean: 2.2 Mean:
Spacing to Bankkfull Width (P- Range: 2.84-8.23 Range: 1.36-4.11 Range: 1.36-4.11 Range:
32. Pool Length (Lp) ft Mean: 37.5 Mean: 24.5 Mean: 8.11 Mean:
Range: 25.9-67.8 Range: 12.8-37.6 Range: 4.25-12.51 Range:
33. Ratio of Pool Length to Mean: 1.5 Mean: 0.71 Mean: 0.71 Mean:
Bank-full Width (Lp/Wbkf) Range: 1.04-2.71 Range: 0.37-1.09 Range: 0.37-1.09 Range:
34. Riffle Slope (Sriff) ft / ft Mean: 0.0159 Mean: 0.0187 Mean: 0.062 Mean:
Range: 0.0083 - 0.0329 Range: 0.0140 - 0.0243 Range: 0.0464 - 0.0805 Range:
35. Ratio of Riffle Slope to Mean: 1.45 Mean: 1.7 Mean: 1.7 Mean:
Average Slope (SriWSbk() Range: 0.75-2.99 Range: 1.27-2.21 Range: 1.27-2.21 Range:
36. Maximum Riffle Depth Mean: 3.1 Mean: 3.54 Mean: 1.33 Mean:
(drift) ft Range: 2.85-3.29 Range: 3.00-3.78 Range: 1.13-1.42 Range:
37. Ratio of Riffle Depth to Mean: 1.94 Mean: 2.66 Mean: 2.66 Mean:
Bankfull Mean Depth Range: 1.78-2.05 Range: 2.26-2.84 Range: 2.26-2.84 Range:
38. Run Slope (Srun) ft / ft Mean: 0.0119 Mean: 0.0113 Mean: 0.0376 Mean:
Range: 0.0078 - 0.0184 Range: 0.0066 - 0.0165 Range: 0.0220 - 0.0546 Range:
39. Ratio of Run Slope to Mean: 1.08 Mean: 1.03 Mean: 1.03 Mean:
Average Slope (Srun/Sbkf) Range: 0.71-1.67 Range: 0.60-1.50 Range: 0.60-1.50 Range:
40. Maximum Run Depth Mean: 3.22 Mean: 3.46 Mean: 1.3 Mean:
(drun) f} Range: 3.12-3.32 Range: 2.90-4.15 Range: 1.09-1.56 Range:
41. Ratio of Run Depth to Mean: 2.0 Mean: 2.6 Mean: 2.6 Mean:
Bankfull Mean Depth Range: 2.0-2.08 Range: 2.18-3.12 Range: 2.18-3.12 Range:
42. Slope of Glide (Sgl) ft / ft Mean: 0.0119 Mean: 0.0008 Mean: 0.0027 Mean:
Range: 0.0018 - 0.0220 Range: 0 - 0.0024 Range: 0 - 0.0080 Range:
43. Ratio of Glide Slope to Mean: 1.08 Mean: 0.074 Mean: 0.074 Mean:
Average Water Surface Slope Range: 0.16-2.00 Range: 0 - 0.22 Range: 0 - 0.22 Range:
44. Maximum Glide Depth Mean: 3.41 Mean: 4.44 Mean: 1.67 Mean:
(dgl) ft Range: 3.38-3.45 Range: 3.99-4.89 Range: 1.50-1.84 Range:
45. Ratio of Glide Depth to Mean: 2.13 Mean: 3.34 Mean: 3.34 Mean:
Bankfull Mean Depth Range: 2.11-2.16 Range: 3.00-3.68 Range: 3.00-3.68 Range:
46. Step Slope (Sst) Mean: N/A Mean: 0.0517 Mean: 0.1712 Mean:
Range: N/A Range: N/A Range: N/A Range:
47. Ratio of Step Slope to Mean: N/A Mean: 4.7 Mean: 4.7 Mean:
Average Water Surface Slope Range: N/A Range: N/A Range: N/A Range:
48. M ximum Step Depth Mean: N/A Mean: 5.15 Mean: 2.05 Mean:
(dst) Range: N/A Range: N/A Range: N/A Range:
49. Ratio of Step Depth to Mean: N/A Mean: 3.87 Mean: 3.87 Mean:
Bankfull Mean Depth Range: N/A Range: N/A Range: N/A Range.
4/27/2006
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Table 5d. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
P
0
•
Restoration Site: Reach 4, Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
Materials:
Particle Size Distribution of
Channel Material (mm) 70% Riffle/Run, 30%
Pool/Glide 70% Riffle/Run, 30%
Pool/Glide 40% Riffle/Run, 60%
Pool/Glide
D16 0.248 0.248 0.33
D35 3.06 3.06 8.16
D50 12.7 12.7 17.9
D84 104.0 104.0 63
095 158.0 158.0 112
a c e size Distribution o
Bar Material (mm) P SP P SP P SP
D16 12.497 N/A 12.497 N/A 2.92 N/A
D35 26.6 N/A 26.6 N/A 11.7 15.2
D50 38.0 3.9 38.04 3.89 19.3 24.4
D84 76.8 62.4 76.78 62.36 42.5 48.8
D95 109.1 102.5 109.11 102.5 56.3 58.8
Largest Size Particle on Bar 65.0 N/A 65 N/A 60.0 N/A
Sediment Transport:
sediment ranspo Existing Proposed
Validation (Based on
Bankfull Shear Stress)
Calculated value (mm) from
curve CO, 1964 165,75 145,65
Value from Shields Curve
Ib/ft2 1.04 0.85
Critical dimensionless shear
stress 0.024 0.024
Minimal mean dbk ( )
calculated using critical
dimensionless shear stress
equations 0.77 0.77
4/27/2006
Reach4_Dimensionless_Ratios.xis
1 of 1
Table 5e. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
• USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina

•
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
1. Stream Type B411 64/1 64/1
2: Drainage Area (sq. mi) 0.18 0.18 0.18
3. Bankfull Width (Wbkf) ft Mean: 11.5 Mean: 11.5 Mean: 11.5 Mean:
Range: 9.7-13.3 Range: 9.7-13.3 Range: 9.7-13.3 Range:
4. Bankfull Mean Depth Mean: 0.5 Mean: 0.5 Mean: 0.5 Mean:
(dbkf) ft Range: 0.40-0.60 Range: 0.40-0.60 Range: 0.40-0.60 Range:
5. Width/Depth Ratio Mean: 23.0 Mean: 23.0 Mean: 23.0 Mean:
(WbkVdbkf) Range: 15.0-32.3 Range: 15.0-32.3 Range: 15.0-32.3 Range:
6' Bankfull Cross-Sectional Mean: 6 Mean: 6 Mean: 6 Mean:
Area (Abkf) sq ft Range: 5.4-63 Range: 5.4-6.3 Range: 5.4-6.3 Range:
7. Bankfull Mean Velocity Mean: 5.3 Mean: 5.3 Mean: 5.3 Mean:
(Vbkf1 fps Range: 5.13-5.63 Range: 5.13-5.63 Range: 5.13-5.63 Range:
S. Bankfull Discharge, cfs Mean: 40 Mean: 40 Mean: 40 Mean:
(Qbkt) Range: N/A Range: N/A Range: N/A Range:
9. Maximum Bankfull Depth Mean: 1.31 Mean: 1.31 Mean: 1.31 Mean:
(dmax) ft Range: 1.13-1.42 Range: 1.13-1.42 Range: 1.13-1.42 Range:
10. Ratio of Low Bank Mean: 1.2 Mean: 1.2 Mean: 1.2 Mean:
Height to Max. Bankfull Range: 1.00-1.88 Range: 1.00-1.88 Range: 1.00-1.88 Range:
11. Width of Flood Prone Mean: 21.2 Mean: 21.2 Mean: 21.2 Mean:
Area (Wfpa) ft Range: 15.5-30.0 Range: 15.5-30.0 Range: 15.5-30.0 Range:
12. Entrenchment Ratio Mean: 1.8 Mean: 1.8 Mean: 1.8 Mean:
(Wfpj/Wbw Range: 1.6-2.3 Range: 1.6-2.3 Range: 1.6-2.3 Range:
13. Meander Length (Lm) ft Mean: 137 Mean: 137 Mean: 137 Mean:
Range: 109 - 165 Range: 109 -165 Range: 109 - 165 Range:
14. Ratio of Meander Length Mean: 11.9 Mean: 11.9 Mean: 11.9 Mean:
to Bankfull Width (Lm/Wbkf) Range: 9.5-14.3 Range: 9.5-14.3 Range: 9.5-14.3 Range:
15. Raduis of Curvature (Rc) Mean: 22 Mean: 22 Mean: 22 Mean:
ft Range: 10 - 40 Range: 10 - 40 Range: 10 - 40 Range:
16. Ratio of Radius of Mean: 1.9 Mean: 1.9 Mean: 1.9 Mean:
Curvature to Bankfull Width Range: 0.9-3.5 Range: 0.9-3.5 Range: 0.9-3.5 Range:
17. Belt Width (Wblt) ft Mean: 33.0 Mean: 33.0 Mean: 33.0 Mean:
Range: 31 - 35 Range: 31 - 35 Range: 31 - 35 Range:
18. Meander Width Ratio Mean: 2.9 Mean: 2.9 Mean: 2.9 Mean:
(Wbl"Vbkl) Range: 2.7-3.0 Range: 2.7-3.0 Range: 2.7-3.0 Range:
19. Sinuosity (Stream Mean: 1.19 Mean: 1.19 Mean: 1.19 Mean:
length/valley distance) (k) Range: N/A Range: N/A Range: N/A Range:
20. Valley Slope (ft/ft) Mean: 0.0433 Mean: 0.0433 Mean: 0.0433 Mean:
Range: N/A Range: N/A Range: NIA Range:
2). Average Water Surface Mean: 0.0364 Mean: 0.0364 Mean: 0.0364 Mean:
Slope or Bankful Slope for Range: N/A Range: N/A Range: N/A Range:
22. Pool Slope (Spool) ft / ft Mean: 0.0077 Mean: 0.0077 Mean: 0.0077 Mean:
Range: 0 - 0.0174 Range: 0 - 0.0174 Range: 0 - 0.0174 Range:
23. Ratio of Pool Slope to Mean: 0.2115 Mean: 0.2115 Mean: 0.2115 Mean:
Average Slope (SpooUSbkO Range: 0 - 0.4780 Range: 0 - 0.4780 Range: 0 - 0.4780 Range:
24. Maximum Pool Depth Mean: 1.82 Mean: 1.82 Mean: 1.82 Mean:
(dpool) ft Range: 1.41-2.20 Range: 1.41-2.20 Range: 1.41-2.20 Range:
25. Ratio of Maximum Pool Mean: 3.64 Mean: 3.64 Mean: 3.64 Mean:
Depth to Bankfull Mean Range: 2.82-4.40 Range: 2.82-4.40 Range: 2.82-4.40 Range:
26. Pool Width (Wpool) ft Mean: 9.9 Mean: 9.9 Mean: 9.9 Mean:
Range: 6.4-13.0 Range: 6.4-13.0 Range: 6.4-13.0 Range:
4/27/2006
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Table 5e. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
•
•
•
Restoration Site: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
27. Ratio of Pool Width to Mean: 0.86 Mean: 0.86 Mean: 0.86 Mean:
Bank-full Width Range: 0.56-1.13 Range: 0.56-1.13 Range: 0.56-1.13 Range:
28. Bank-full Cross-sectional Mean: 7.9 Mean: 7.9 Mean: 7.9 Mean:
Area at Pool (Apool) sq ft Range: 5.3-10.7 Range: 5.3-10.7 Range: 5.3-10.7 Range:
29. Ratio of Pool Area to Mean: 1.32 Mean: 1.32 Mean: 1.32 Mean:
Bankfull Area (ApooUAbkf) Range: 0.88-1.78 Range: 0.88-1.78 Range: 0.88 - 138 Range:
30. Pool to Pool Spacing (p- Mean: 25.59 Mean: 25.59 Mean: 25.59 Mean:
P) ft Range: 15.69 - 47.21 Range: 15.69 - 47.21 Range: 15.69 - 47.21 Range:
31. Ratio of Pool-to-Pool Mean: 2.23 Mean: 2.23 Mean: 2.23 Mean:
Spacing to Bankfull Width (P- Range: 1.36-4.11 Range: 1.36-4.11 Range: 1.36-4.11 Range:
32. Pool Length (Lp) ft Mean: 8.11 Mean: 8.11 Mean: 8.11 Mean:
Range: 4.25-12.51 Range: 4.25-12.51 Range: 4.25-12.51 Range:
33. Ratio of Pool Length to Mean: 0.71 Mean: 0.71 Mean: 0.71 Mean:
Bankfull Width (Lp/Wbkf) Range: 0.37-1.09 Range: 0.37-1.09 Range: 0.37-1.09 Range:
34. Riffle Slope (Sriff) ft / ft Mean: 0.062 Mean: 0.062 Mean: 0.062 Mean:
Range: 0.0464 - 0.0805 Range: 0.0464 - 0.0805 Range: 0.0464 - 0.0805 Range.
35. Ratio of Riffle Slope to Mean: 1.7 Mean: 1.7 Mean: 1.7 Mean:
Average Slope (Sriff/Sbkf) Range: 1.27-2.21 Range: 1.27-2.21 Range: 1.27-2.21 Range:
36. Maximum Riffle Depth Mean: 1.33 Mean: 1.33 Mean: 1.33 Mean:
(drift) ft Range: 1.13-1.42 Range: 1.13-1.42 Range: 1.13-1.42 Range:
37. Ratio of Riffle Depth to Mean: 2.66 Mean: 2.66 Mean: 2.66 Mean:
Bankfull Mean Depth Range: 2.26-2.84 Range: 2.26-2.84 Range: 2.26-2.84 Range:
38. Run Slope (Srun) ft / ft Mean: 0.0376 Mean: 0.0376 Mean: 0.0376 Mean:
Range: 0.0220 - 0.0546 Range: 0.0220 - 0.0546 Range: 0.0220 - 0.0546 Range:
39. Ratio of Run Slope to Mean: 1.03 Mean: 1.03 Mean: 1.03 Mean:
Average Slope (Srun/Sbkf) Range: 0.60-1.50 Range: 0.60-1.50 Range: 0.60-1.50 Range:
40. Maximum Run Depth Mean: 1.3 Mean: 1.3 Mean: 1.3 Mean:
(drun) ft Range: 1.09-1.56 Range: 1.09-1.56 Range: 1.09-1.56 Range:
41. Ratio of Run Depth to Mean: 2.6 Mean: 2.6 Mean: 2.6 Mean:
Bankfull Mean Depth Range: 2.18-3.12 Range: 2.18-3.12 Range: 2.18-3.12 Range:
42. Slope of Glide (Sgl) ft / ft Mean: 0.0027 Mean: 0.0027 Mean: 0.0027 Mean:
Range: 0 - 0.0080 Range: 0 - 0.0080 Range: 0 - 0.0080 Range.
43. Ratio of Glide Slope to Mean: 0.074 Mean: 0.074 Mean: 0.074 Mean:
Average Water Surface Slope Range: 0 - 0.22 Range: 0 - 0.22 Range: 0 - 0.22 Range:
44. Maximum Glide Depth Mean: 1.67 Mean: 1.67 Mean: 1.67 Mean:
(dgl) ft Range: 1.50-1.84 Range: 1.50-1.84 Range: 1.50-1.84 Range:
45. Ratio of Glide Depth to Mean: 3.34 Mean: 3.34 Mean: 3.34 Mean:
Bankfull Mean Depth Range: 3.00-3.68 Range: 3.00-3.68 Range: 3.00-3.68 Range:
46. Step Slope (Sst) Mean: 0.1712 Mean: 0.1712 Mean: 0.1712 Mean:
Range: N/A Range: N/A Range: N/A Range:
47. Ratio of Step Slope to Mean: 4.7 Mean: 4.7 Mean: 4.7 Mean:
Average Water Surface Slope Range: N/A Range: N/A Range: N/A Range:
48. Maximum Step Depth Mean: 2.05 Mean: 2.05 Mean: 2.05 Mean:
(dst) Range: N/A Range: N/A Range: N/A Range:
49. Ratio of Step Depth to Mean: 3.87 Mean: 3.87 Mean: 3.87 Mean:
Bankfull Mean Depth Range: N/A Ran e: N/A Range: N/A Range:
4/27/2006
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1 of 1
Table 5e. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)

Restoration Site: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
Materials:
Particle Size Distribution of
Channel INJaterial (mm) 40% Riffle/Run, 60%
Pool/Glide 40% Riffle/Run, 60%
Pool/Glide 40% Riffle/Run, 60%
Pool/Glide
D16 0.33 0.33 0.33
D35 8.16 8.16 8.16
D50 17.9 17.9 17.9
D84 63.0 63.0 63.0
D95 112.0 112.0 112.0
Particle size is i u ion o
Bar Material (mm) P SP P SP P SP
D16 2.92 N/A 2.92 N/A 2.92 N/A
D35 11.68 15.19 11.68 15.19 11.68 15.19
D50 19.3 24.4 19.3 24.4 19.3 24.4
D84 42.5 48.8 42.5 48.8 42.5 48.8
D95 56.3 58.8 56.3 58.8 56.3 58.8
Largest Size-Particle on Bar 60.0 N/A 60.0 N/A 60.0 N/A
Sediment Transport:
Sediment transport Existing Proposed
Validation (Based on
Bankfuli Shear Stress)
Calculated value (mm) from
curve 78.0 78.0
Value from Shields Curve
ib/ft2) 1.12 1.12
Critical dimensionless shear
stress 0.014 0.014
Minimal mean dbk (ft)
calculated using critical
dimensionless shear stress
equations 0.1 0.1
4/27/2006 UTA Dimensionless_Ratios.xls 1 of 1
Table 5f. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
0

•
Restoration Site: UT B Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
1. Stream Type Unknown Gravel Bed B4/1 134/1
2. Drainage Area (sq, mi) 0.11 0.11 0.18
3. Bank-full Width (Wbkf) R Mean: N/A Mean: 8.7 Mean: 11.5 Mean:
Range: N/A Range: N/A Range: 9.7-13.3 Range:
4. Bank-full Mean Depth Mean: N/A Mean: 0.6 Mean: 0.5 Mean:
(dbkf) ft Range: N/A Range: N/A Range: 0.40-0.60 Range:
5. Width/Depth Ratio Mean: N/A Mean: 15.0 Mean: 23.0 Mean:
(Wbkf/dbkf) Range: N/A Range: N/A Range: 15.0-32.3 Range:
6. Bankfull Cross-Sectional Mean: N/A Mean: 5 Mean: 6 Mean:
Area (Abkf) sq ft Range: N/A Range: N/A Range: 5.4-6.3 Range:
7. Bankfull Mean Velocity Mean: N/A Mean: Mean: 5.3 Mean:
(Vbkf) fps Range: N/A Range: Range: 5.13-5.63 Range:
8. Bankfull Discharge, efs Mean: N/A Mean: Mean: 40 Mean:
(QbkO Range: N/A Range: Range: N/A Range:
9. Maximum Bankfull Depth Mean: N/A Mean: 1.6 Mean: 1.31 Mean:
(dmax) ft Range: N/A Range: 1.36-1.70 Range: 1.13-1.42 Range:
10. Ratio of Low Bank Mean: N/A Mean: 1 Mean: 1.2 Mean:
Height to Max. Bankfull Range: N/A Range: N/A Range: 1.00-1.88 Range:
11. Width of Flood Prone Mean: N/A Mean: 15.7 Mean: 21.2 Mean:
Area (Wfpa) ft Range: N/A Range: 13.9-20.2 Range: 15.5-30.0 Range:
12. Entrenchment Ratio Mean: N/A Mean: 1.8 Mean: 1.8 Mean:
(Wfpa/AVbkf) Range: N/A Range: 1.6-2.3 Range: 1.6-2.3 Range:
13. Meander Length (Lm) ft Mean: N/A Mean: N/A Mean: 137 Mean:
Range: N/A Range: N/A Range: 109-165 Range:
14. Ratio of Meander Length Mean: N/A Mean: N/A Mean: 11.9 Mean:
to Bankfull Width (Lm/Wbkf) Range: N/A Range: N/A Range: 9.5-14.3 Range:
15. Raduis of Curvature (Rc) Mean: N/A Mean: N/A Mean: 22 Mean:
ft Range: N/A Range: N/A Range: 10 - 40 Range:
16. Ratio of Radius of Mean: N/A Mean: N/A Mean: 1.9 Mean:
Curvature to Bankfull Width Range: N/A Range: N/A Range: 0.9-3.5 Range:
17. Belt Width (Wb1t)11 Mean: WA Mean: N/A Mean: 33.0 Mean:
Range: N/A Range: N/A Range: 31 - 35 Range:
18. Meander Width Ratio Mean: N/A Mean: N/A Mean: 2.9 Mean:
(Wblt/Wbkt) Range: N/A Range: N/A Range: 2.7-3.0 Range:
19. Sinuosity (Stream Mean: N/A Mean: N/A Mean: 1.19 Mean:
length/valley distance) (k) Range: N/A Range: N/A Range: N/A Range:
20. Valley Slope (Wft) Mean: 0.0206 Mean: 0.0206 Mean: 0.0433 Mean:
Range: N/A Range: N/A Range: N/A Range:
21. Average Water Surface Mean: 0.0203 Mean: 0.0178 Mean: 0.0364 Mean:
Slope or Bankful Slope for Range: N/A Range: N/A Range: N/A Range:
22. Pool Slope (Spool) ft / ft- Mean: 0.0133 Mean: 0.0038 Mean: 0.0077 Mean:
Range: 0.0097 - 0.0189 Range: 0 - 0.0085 Range: 0 - 0.0174 Range:
23. Ratio of Pool Slope to Mean: 0.6551 Mean: 0.2115 Mean: 0.2115 Mean:
Average Slope (Spool/Sbkf) Range: 0.4778 - 0.9310 Range: 0 - 0.4780 Range: 0 - 0.4780 Range:
24. Maximum Pool Depth Mean: N/A Mean: 2.18 Mean: 1.82 Mean:
(dpool) ft Range: N/A Range: 1.69-2.64 Range: 1.41-2.20 Range:
25. Ratio of Maximum Pool Mean: N/A Mean: 3.64 Mean: 3.64 Mean:
Depth to Bankfull Mean Range: N/A Range: 2.82-4.40 Range: 2.82-4.40 Range:
26. Pool Width (Wpool) ft Mean: N/A Mean: 8.7 Mean: 9.9 Mean:
Range: N/A Range: 49-9.8 Range: 6.4-13.0 Range:
4/27/2006
UTB_Dimension less_Ratios.xls
1 of 1
Table 5f. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
is
•
Restoration Site: UT B Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
27. Ratio of Pool Width to Mean: N/A Mean: 0.86 Mean: 0.86 Mean:
Bankfull Width Range: N/A Range: 0.56-1.13 Range: 0.56-1.13 Range:
28. Bankfull Cross-sectional Mean: N/A Mean: 6.6 Mean: 7.9 Mean:
Area at Pool (Apool) sq ft Range: N/A Range: 4.4-8.9 Range: 5.3-10.7 Range:
29. Ratio of Pool Area to Mean: N/A Mean: 1.32 Mean: 1.32 Mean:
B<uzkfull Area (ApooUAbkf) Range: N/A Range: 0.88-1.78 Range: 0.88-1.78 Range:
30. Pool to Pool Spacing (p- Mean: 36 Mean: 19.4 Mean: 25.59 Mean:
P) ft Range: N/A Range: 11.8-35.8 Range: 15.69 - 47.21 Range:
31. Ratio of Pool-to-Pool Mean: N/A Mean: 2.2 Mean: 2.23 Mean:
Spacing to Bankfull Width (p- Range: N/A Range: 1.36-4.11 Range: 1.36-4.11 Range:
32. Pool Length (Lp) ft Mean: 41.1 Mean: 6.2 Mean: 8.11 Mean:
Range: 17.7-79.0 Range: 3.2-9.5 Range: 4.25-12.51 Range:
33. Ratio of Pool Length to Mean: N/A Mean: 0.71 Mean: 0.71 Mean:
Bankfull Width (LpAVbkf) Range: N/A Range: 0.37-1.09 Range: 0.37-1.09 Range:
34. Riffle Slope (Sritl) 11 / ft Mean: 0.0445 Mean: 0.0303 Mean: 0.062 Mean:
Range: N/A Range: 0.0226 - 0.0393 Range: 0.0464 - 0.0805 Range:
35. Ratio of Riffle Slope to Mean: 2.2 Mean: 1.7 Mean: 1.7 Mean:
Average Slope (Sriff/Sbkt) Range: N/A Range: 1.27-2.21 Range: 1.27-2.21 Range:
36. Maximum Riffle Depth Mean: N/A Mean: 1.6 Mean: 1.33 Mean:
(drift) ft Range: N/A Range: 1.36-1.70 Range: 1.13-1.42 Range:
37. Ratio of Riffle Depth to Mean: N/A Mean: 2.66 Mean: 2.66 Mean:
Bankfull Mean Depth Range: N/A Range: 2.26-2.84 Range: 2.26-2.84 Range:
38. Run Slope (Srun) R / fl Mean: N/A Mean: N/A Mean: 0.0376 Mean:
Range: N/A Range: N/A Range: 0.0220 - 0.0546 Range:
39. Ratio of Run Slope to Mean: N/A Mean: N/A Mean: 1.03 Mean:
Average Slope (Srun/Sbkf) Range: N/A Range: NIA Range: 0.60-1.50 Range:
40: Maximum Rim Depth Mean: N/A Mean: NIA Mean: 1.3 Mean:
(drun) ft Range: N/A Range: N/A Range: 1.09-1.56 Range:
41. Ratio of Run Depth to Mean: N/A Mean: N/A Mean: 2.6 Mean:
Bankfull Mean Depth Range: N/A Range: WA Range: 2.18-3.12 Range:
42. Slope of Glide (Sgl) ft / ft Mean: N/A Mean: N/A Mean: 0.0027 Mean:
Range: NIA Range: N/A Range: 0 - 0.0080 Range:
43. Ratio of Glide Slope to Mean: N/A Mean: N/A Mean: 0.074 Mean:
Average Water Surface Slope Range: N/A Range: N/A Range: 0 - 0.22 Range:
44. Maximum Glide Depth Mean: N/A Mean: N/A Mean: 1.67 Mean:
(d€1) fl Range: N/A Range: N/A Range: 1.50-1.84 Range:
45. Ratio of Glide Depth to Mean: N/A Mean: N/A Mean: 3.34 Mean:
Bmkfull Mean Depth Range: N/A Range: N/A Range: 3.00-3.68 Range:
46. Step Slope (Sst) Mean: N/A Mean: 0.0837 Mean: 0.1712 Mean:
Range: WA Range: N/A Range: WA Range:
47. Ratio of Step Slope to Mean: N/A Mean: 4.7 Mean: 4.7 Mean:
Average Water Surface Slope Range: N/A Range: N/A Range: N/A Range:
48. Maximum Step Depth Mean: N/A Mean: 2.32 Mean: 2.05 Mean:
(dst) Range: N/A Range: N/A Range: N/A Range:
49. Ratio of Step Depth to Mean: N/A Mean: 3.87 Mean: 3.87 Mean:
BaakfulIMean Depth Ran e: N/A Ran e: N/A Ran e: N/A Range:
4/27/2006
UTB_Dimension less_Ratios.xls
1 of 1
Table 5f. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: UT B Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
. USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
Materials:
Particle Size Distribution of
Channel Material (mm) 90% Riffle/Run, 10%
Pool/Glide 90% Riffle/Run, 10%
Pool/Glide 40% Riffle/Run, 60%
Pool/Glide
D16 0.25 0.25 0.33
D35 8.9 8.9 8.16
D50 19.8 19.8 17.9
D84 51.0 51.0 63.0
D95 85.0 85.0 112.0
Particle Size is riu ion o
Bar Material (mm)
P
SP
P
SP
P
SP
D16 3.04 N/A 3.04 N/A 2.92 N/A
D35 14.52 7.63 14.52 7.63 11.68 15.19
D50 25.71 17.27 25.71 17.27 19.3 24.4
D84 94.77 60.37 94.77 60.37 42.5 48.8
D95 116.53 100.79 116.53 100.79 56.3 58.8
Largest Size Particle on Bar 85.00 N/A 85.00 N/A 60.0 N/A
Sediment Transport:
Sediment ranspo Existing Proposed
Validation (Based on
Bankfull Shear Stress)
Calculated value (mm) from
curve N/A 110.0
Value from Shields Curve
(lb/ft2 N/A 0.55
Critical dimensionless shear
stress N/A 0.013
'Minimal mean dbk ( )
calculated using critical
dimensionless shear stress
equations N/A 0.34
4/27/2006 UTB_Dimensionless_Ratios.xls 1 of 1
Table 5g. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
0
•
Restoration Site: UT C and UT D Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
1.; Stream Type Unknown Sand/Silt Bed 64/1 64/1
2. Drainage Area (sq. mi) 0.11 0.11 0.18
3. Bankfull Width (Wbkf) ft Mean: N/A Mean: 8.7 Mean: 11.5 Mean:
Range: N/A Range: N/A Range: 9.7-13.3 Range:
4. Bankfull Mean Depth Mean: NIA Mean: 0.6 Mean: 0.5 Mean:
(dbkt) ft Range: N/A Range: N/A Range: 0.40-0.60 Range:
5. Width/Depth Ratio Mean: N/A Mean: 15.0 Mean: 23.0 Mean:
(Wbkf/dbkf) Range: N/A Range: N/A Range: 15.0-32.3 Range:
6. Bankfull Cross-Sectional Mean: N/A Mean: 5 Mean: 6 Mean:
Area (Abkf) sq ft Range: N/A Range: N/A Range: 5.4-6.3 Range:
7. Bankfull Mean Velocity Mean: N/A Mean: Mean: 5.3 Mean:
(Vbkf) fps Range: N/A Range: Range: 5.13-5.63 Range:
8. Bankfull Discharge, cfs Mean: N/A Mean: Mean: 40 Mean:
(Qbko Range: N/A Range: Range: N/A Range:
9. Maxunum Bankfull Depth Mean: N/A Mean: 1.6 Mean: 1.31 Mean:
(dmax) ft Range: N/A Range: 1.36-1.70 Range: 1.13-1.42 Range:
10. Ratio of Low Bank Mean: N/A Mean: 1 Mean: 1.2 Mean:
Height to Max. Bankfull Range: N/A Range: N/A Range: 1.00-1.88 Range:
11. Width of Flood Prone Mean: N/A Mean: 15.7 Mean: 21.2 Mean:
Area (Wfpa) ft Range: N/A Range: 13.9-20.2 Range: 15.5-30.0 Range:
12. Entrenchment Ratio Mean: N/A Mean: 1.8 Mean: 1.8 Mean:
(Wfpa/Wbkf) Range: N/A Range: 1.6-2.3 Range: 1.6-2.3 Range:
13. Meander Length (Lm) 11 Mean: N/A Mean: N/A Mean: 137 Mean:
Range: N/A Range: N/A Range: 109 -165 Range:
1 Ratio of Meander Length Mean: NIA Mean: N/A Mean: 11.9 Mean:
to Bankfull Width (Lm/Wbkf) Range: N/A Range: N/A Range: 9.5-14.3 Range:
15. Raduis of Curvature (Rc) Mean: N/A Mean: N/A Mean: 22 Mean:
ft Range: N/A Range: WA Range: 10 - 40 Range:
16. Ratio of Radius of Mean: N/A Mean: WA Mean: 1.9 Mean:
Curvature to Bank-full Width Range: N/A Range: N/A Range: 0.9 - 3.5 Range:
17. Belt Width (Wblt) ft Mean: N/A Mean: N/A Mean: 33.0 Mean:
Range: N/A Range: N/A Range: 31 - 35 Range:
18. Meander Width Ratio Mean: N/A Mean: N/A Mean: 2.9 Mean:
(Wb1t/Wbkf) Range: N/A Range: N/A Range: 2.7-3.0 Range:
19. Sinuosity (Stream Mean: 1.01 Mean: N/A Mean: 1.19 Mean:
length/valley distance) (k) Range: N/A Range: N/A Range: N/A Range:
20. Valley Slope (ft/ft) Mean: 0.0219 Mean: 0.0219 Mean: 0.0433 Mean:
Range: N/A Range: N/A Range: N/A Range:
21. Average Water Surface Mean: 0.0224 (avg) Mean: 0.0224 (avg) Mean: 0.0364 Mean:
Slope or Bankful Slope for Range: N/A Range: N/A Range: N/A Range:
22. Pool Slope (Spool) it / t1- Mean: N/A Mean: 0.0047 Mean: 0.0077 Mean:
Range: N/A Range: 0 - 0.0107 Range: 0 - 0.0174 Range:
23. Ratio of Pool Slope to Mean: N/A Mean: 0.2115 Mean: 0.2115 Mean:
Average Slope (SpooUSbk f) Range: N/A Range: 0 - 0.4780 Range: 0 - 0.4780 Range:
24. Maximum Pool Depth Mean: N/A Mean: 2.18 Mean: 1.82 Mean:
(dpool) ft Range: N/A Range: 1.69-2.64 Range: 1.41-2-20 Range:
25. Ratio of Maximum Pool Mean: NIA Mean: 3.64 Mean: 3.64 Mean:
Depth to Bar kfull Mean Range: WA Range: 2.82-4.40 Range: 2.82-4.40 Range:
26. Pool Width (Wpool) ft Mean: N/A Mean: 8.7 Mean: 9.9 Mean:
Range: N/A Range: 4.9-9.8 Range: 6.4-13.0 Range:
4/27/2006 UTC_Dimensionless_Ratios.xls 1 of 1
Table 5g. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
•
•
Restoration Site: UT C and UT D Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
27. Ratio of Pool Width to Mean: N/A Mean: 0.86 Mean: 0.86 Mean:
Bankfull Width Range: N/A Range: 0.56-1.13 Range: 0.56-1.13 Range:
28. Bankfull Cross-sectional Mean: N/A Mean: 6.6 Mean: 7.9 Mean:
Area at Pool (Apool) sq ft Range: N/A Range: 4.4-8.9 Range: 5.3-10.7 Range:
29. Ratio of Pool Area to Mean: N/A Mean: 1.32 Mean: 1.32 Mean:
Bank-full Area (Apool/Abkf) Range: N/A Range: 0.88-1.78 Range: 0.88-1.78 Range:
30 Pool to Pool Spacing (p- Mean: N/A Mean: 19.4 Mean: 25.59 Mean:
P) ft Range: N/A Range: 11.8-35.8 Range: 15.69 - 47.21 Range:
31. Ratio of Pool-to-Pool Mean: N/A Mean: 2.23 Mean: 2.23 Mean:
Spacing to Bankfull Width (p- Range: N/A Range: 1.36-4.11 Range: 1.36-4.11 Range:
32. Pool Length (Lp) ft Mean: N/A Mean: 6.2 Mean: 8.11 Mean:
Range: N/A Range: 3.2 - 9.5 Range: 4.25-12.51 Range:
33. Ratio of Pool Length to Mean: NIA Mean: 0.71 Mean: 0.71 Mean:
Bank-full Width (Lp/Wbkf) Range: N/A Range: 0.37-1.09 Range: 0.37-1.09 Range:
34. Riffle Slope (Srifl) ft / ft Mean: N/A Mean: 0.0381 Mean: 0.062 Mean:
Range: N/A Range: 0.0284 - 0.0495 Range: 0.0464 - 0.0805 Range:
35. Ratio of Riffle Slope to Mean: N/A Mean: 1.7 Mean: 1.7 Mean:
Average Slope (Sriff%Sbkf) Range: N/A Range: 1.27-2.21 Range: 1.27-2.21 Range:
36. Maximum Riffle Depth Mean: N/A Mean: 1.6 Mean: 1.33 Mean:
(drill) 11 Range: N/A Range: 1.36-1.70 Range: 1.13-1.42 Range:
37. Ratio of Riffle Depth to Mean: N/A Mean: 2.66 Mean: 2.66 Mean:
BankfulI Mean Depth Range: N/A Range: 2.26-2.84 Range: 2.26-2.84 Range:
38. Run Slope (Srun) ft / ft Mean: N/A Mean: N/A Mean: 0.0376 Mean:
Range: N/A Range: N/A Range: 0.0220 - 0.0546 Range:
9. Ratio of Run Slope to Mean: N/A Mean: N/A Mean: 1.03 Mean:
Average Slope (Srun/Sbkf) Range: N/A Range: N/A Range: 0.60-1.50 Range:
40. Maximum Run Depth Mean: NIA Mean: N/A Mean: 1.3 Mean:
(drun) ft Range: N/A Range: N/A Range: 1.09-1.56 Range:
41. Ratio of Run Depth to Mean: WA Mean: N/A Mean: 2.6 Mean:
Bank-full Mean Depth Range: WA Range: N/A Range: 2.18-3.12 Range:
42. Slope of Glide (Sgl) ft / ft ' Mean: N/A Mean: N/A Mean: 0.0027 Mean:
Range: N/A Range: N/A Range: 0 - 0.0080 Range:
43. Ratio of Glide Slope to Mean: N/A Mean: N/A Mean: 0.074 Mean:
Average Water Surface Slope Range: N/A Range: N/A Range: 0 - 0.22 Range:
44. Maximum Glide Depth Mean: N/A Mean: N/A Mean: 1.67 Mean:
(dgl) ft Range: N/A Range: N/A Range: 1.50-1.84 Range:
45. Ratio of Glide Depth to Mean: N/A Mean: N/A Mean: 3.34 Mean:
Bankfull Mean Depth Range: N/A Range: N/A Range: 3.00-3.68 Range:
46. Step Slope (Sst) Mean: WA Mean: 0.1053 Mean: 0.1712 Mean:
Range: N/A Range: N/A Range: N/A Range:
47. Ratio of Step Slope to Mean: N/A Mean: 4.7 Mean: 4.7 Mean:
Average Water Surface Slope Range: N/A Range: N/A Range: N/A Range:
48. Maximum Step Depth Mean: N/A Mean: 2.32 Mean: 2.05 Mean:
(dst) Range: N/A Range: N/A Range: N/A Range:
49. Ratio of Step Depth to Mean: N/A Mean: 3.87 Mean: 3.87 Mean:
Bankfull Mean Depai Ran e: N/A Ran e: N/A Ran e: N/A Range:
4/27/2006
UTC Dimensionless Ratios.xls
1 of 1
Table 5g. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
D
0
E
Restoration Site: UT C and UT D Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
USGS Gage Station:
Reference Reach: UT A Ratcliffe Cove Branch, Haywood County, Waynesville, North Carolina
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
Materials:
Particle Size Distribution of
Channel Material (mm) 40% Riffle/Run, 60%
Pool/Glide
D16 N/A N/A 0.33
D35 N/A N/A 8.16
D50 N/A N/A 17.9
D64 N/A N/A 63.0
D95 N/A N/A 112.0
Particle ize is n u on o
Bar Material (mm)
P
SP
P
SP
P
SP
D16 N/A N/A N/A N/A 2.92 N/A
D35' N/A N/A N/A N/A 11.68 15.19
D50 N/A N/A N/A N/A 19.3 24.4
D84 N/A N/A N/A N/A 42.5 48.8
D95 N/A N/A N/A N/A 56.3 58.8
Largest Size Particle on Bar N/A N/A N/A N/A 60.0 N/A
Sediment Transport:
e amen ranspo Existing Proposed
Validation (Based on
Bankfull Shear Stress)
Calculated value (mm) from
curve N/A 160 (CO), 54 1964
Value from Shields Curve
(lb/ t2 N/A 0.7
Critical dimensionless shear
stress N/A N/A
Minimal mean dbk ( )
calculated using critical
dimensionless shear stress
equations N/A N/A
4/27/2006
UTC_Dimensionless_Ratios.xls
1of1
Table 5h. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
11
0
7?
Restoration Site:
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
1. Stream Type C4
2: Drainage Area (sq. mi) 0.83 sq. mi
3. Bankfull Width (Wbkt) ft Mean: 18.4 Mean:
Range: 17.8-19.0 Range:
4. Bank-full Mean Depth Mean: 1.5 Mean:
(dbko ft Range: 1.4-1.6 Range:
5. Width/Depth Ratio Mean: 12.3 Mean:
(Wbkf/dbkf) Range: 11.9-12.7 Range:
6. Bankfull Cross-Sectional Mean: 27.9 Mean:
Area (Abkf) sq ft Range: 25.8-30.0 Range:
7. Bank-full Mean Velocity Mean: 4.61 Mean:
(Vbkf) fps Range: 3.96-5.66 Range:
8. Bankfull Discharge, efs Mean: 138 Mean:
(Qbkf) Range: 119-170 Range:
9. Maximum Bankfull Depth Mean: 2.15 Mean:
(dmax) ft Range: 2.07-2.25 Range:
10. Ratio of Low Bank Mean: 1.12 Mean:
Height to Max. Bankfull Range: 1.00-1.39 Range:
11. Width of Flood Prone Mean: 160 Mean:
Area (Wfpa) ft Range: 120 - 200 Range:
12. Entrenchment Ratio Mean: 8.6 Mean:
(Wfpa/Wbkf) Range: 6.7-10.5 Range:
13. Meander Length (Lm) ft Mean: 62 Mean:
Range: 57 - 68 Range:
14. Ratio of Meander Length Mean: 3.4 Mean:
to Bankfull Width (Lm/Wbkf) Range: 3.1-3.7 Range:
15. Raduis of Curvature (Re)p Mean: 31 Mean:
ft Range: 11 - 70 Range:
16. Ratio of Radius of Mean: 1.7 Mean:
Curvature to Bank-fall Width Range: 0.6-3.8 Range:
17. Belt Width (Wblt) ft Mean: 28 Mean:
Range: 10 - 66 Range:
18. Meander Width Ratio Mean: 1.5 Mean:
(Wblt/Wbkf) Range: 0.5-3.6 Range:
19. Sinuosity (Stream Mean: 1.3 Mean:
length/valley distance) (k) Range: N/A Range:
20. Valley Slope (Rift) Mean: 0.0089 Mean:
Range: WA Range:
21. Average Water Surface Mean: 0.0068 Mean:
Slope or Bankful Slope for Range: N/A Range:
22. Pool S lope (Spool) ft / ft Mean: 0.0034 Mean:
Range: 0.0009 - 0.0077 Range:
23. Ratio of Pool Slope to Mean: 0.5 Mean:
Average Slope (Spool/Sbkf) Range: 0.13-1.13 Range:
24. Maximum Pool Depth Mean: 3.11 Mean:
(dpool) ft Range: 2.76-3.49 Range:
25. Ratio of Maximum Pool Mean: 2.07 Mean:
Depth to Bankfull Mean Range: 1.84-2.32 Range:
26. Pool Width (Wpool) ft Mean: 15.9 Mean:
I Range: 15.7-16.0 Range:
4/27/2006
UTThompsonCr Dimensionless_Ratios.xis
1 of 1
Table 5h. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)

0
Restoration Site:
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
27. Ratio of Pool Width to Mean: 0.86 Mean:
Bankfull Width Range: 0.85-0.87 Range:
28. Bankfull Cross-sectional' Mean: 32.6 Mean:
Area at Pool (Apool) sq ft Range: 28.1-37.0 Range:
29. Ratio of Pool Area to Mean: 1.2 Mean:
Bankfull Area (Apool/Abkl) Range: 1.0-1.3 Range:
30. Pool to Pool Spacing (p- Mean: 83 Mean:
P) ft Range: 66 - 103 Range:
31. Ratio of Pool-to-Pool Mean: 4.5 Mean:
Spacing to Bankfull Width (p- Range: 3.6-5.6 Range:
32, Pool Length (Lp) ft Mean: 28 Mean:
Range: 13 - 39 Range:
33. Ratio of Pool Length to Mean: 1.5 Mean:
Bankfull Width (Lp/Wbkf) Range: 0.7-2.1 Range:
34. Riffle Slope (Srifl) ft/ ft Mean: 0.0132 Mean:
Range: 0.0026 - 0.0175 Range:
35. Ratio of Riffle Slope to Mean: 1.94 Mean:
Average Slope (Sriff/Sbkf) Range: 0.38-2.57 Range:
36. Maximum Riffle Depth; Mean: 2.15 Mean:
(driff) ft Range: 2.07-2.25 Range:
37. Ratio of Riffle Depth to Mean: 1.43 Mean:
Bannkfull Mean Depth Range: 1.38-1.50 Range:
38. Run Slope (Snm) fl/ ft Mean: 0.0097 Mean:
Range: 0.0044 - 0.0182 Range:
39. Ratio of Run Slope to Mean: 1.43 Mean:
Average Slope (Srun/Sbkf) Range: 0.65-2.68 Range:
40. Maximum Run Depth Mean: 2.32 Mean:
(drun) ft Range: 2.11-2.66 Range:
41. Ratio of Run Depth to Mean: 1.55 Mean:
Bankfull Mean Depth Range: 1.41-1.77 Range:
42. Slope of Glide (Sgl) ff/ ft Mean: 0.004 Mean:
Range: 0.0006 - 0.0062 Range.
43. Ratio of Glide Slope to Mean: 0.588 Mean:
Average Water Surface Slope Range: 0.088 - 0.912 Range:
44. Maximum Glide Depth Mean: 2.63 Mean:
(dgl) ft Range: 2.59-2.67 Range:
45. Ratio of Glide Depth to Mean: 1.75 Mean:
Bankfull Mean Depth Range: 1.73-1.78 Range:
46. Step Slope (Sst) Mean: N/A Mean:
Range: N/A Range:
47. Ratio of Step Slope to Mean: N/A Mean:
Average Water Surface Slope Range: N/A Range:
48. Maximum Step Depth Mean: N/A Mean:
(dst) Range: N/A Range:
49. Ratio of Step Depth to Mean: N/A Mean:
Bank-full Mean Depth Range: N/A _ Range:
4/27/2006
UTThompsonCr Dimensionless_Ratios.xls
1 of 1
Table 5h. MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL
WITH GAGE STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)

•
•
Restoration Site:
USGS Gage Station:
Reference Reach: UT to Thompson Creek, Pisgah National Forest, Transylvania County, Brevard, NC
Variables Existing Channel Proposed Reach Reference Reach USGS Gage Station
Materials:
Particle Size Distribution of
Channel i•iaterial (mm) 40% Riffle/Run, 60%
Pool/Glide
D16 0.3
D35 7.7
D50 14.7
D84 53
D95 83
Particle ize is ri u ion o
Bar Material (mm) P SP P SP P SP
D16 18.5 N/A
D35 34.4 11.2
D50 50.2 23.8
D84 97.3 57.2
D95 117.5 93.4
Largest Size Particle on Bar 85.0 N/A
Sediment Transport:
e imen ranspo Existing Proposed
Validation (Based on
Bankfull Shear Stress)
Calculated value (mm) from
curve
Value from Shields Curve
Ib/ft2
Critical dimensionless shear
stress
animal mean d k ( )
calculated using critical
dimensionless shear stress
equations
4/27/2006
UTThompsonCr Dimensionless_Ratios.xls
1 of 1
E
• •
TABLE 6. Shear Stress Values for Ratcliffe Cove Branch and its unnamed tributaries, Haywood County, North Carolina
(Project Number D050065).
Stream Existing Shear Stress, Particle Proposed Shear Stress, a, Particle Movable at Largest Reach
X (lb/ft-2), Movable at (lb/ft^2), Proposed Shear Pavement D84
(% = yRS)* Existing Q. = yRS)* Stress (mm) Particle (mm) (mm)
Shear
Stress
mm
Reach 0.70 120 (CO) 0.70 120 (CO) 90 61
#1 62.4*1.28*0.0088 51 1964 62.4*1.43*0.0078 51 1964
Reach 0.72 130 (CO) 0.62 110 (CO) 75 61
#2 62.4* 1.52*0.0080 53 1964 62.4* 1.47*0.0068 45 1964
Reach 0.53 95 (CO) 0.58 105 (CO) 75 61
#3 (62.4* 1.21 *0.0070 62.4* 1.53*0.0061
Reach 1.04 75 (1964) 0.85 65 (1964) 65 104
#4 62.4* 1.52*0.0110 165 CO 62.4* 1.23*0.0110 145 CO
UT A 1.12 78 (1964) 1.12 78 (1964) 60 63
62.4*0.492*0.0364) (62.4*0.492*0.0364
UT B N/A N/A 0.55 110 (CO) 85 51
(62.4*0.50*0.0178)
UT C N/A N/A 0.70 160 (CO) N/A N/A
(62.4*0.50*0.0224) 54(1964)
UT D N/A N/A 0.90 70 (1964) N/A N/A
(62.4*0.50*0.0288)
*Where:
% = Shear Stress (lb/Ft^2)
y = Density of Water ( 62.4 lb/ft^3)
R = Hydraulic Radius (ft)
S = Slope (ft/ft)
CO = based on curve developed by Wildland Hydrology from Colorado data
1964 = based on curve developed by Leopold, Wolman, & Miller, 1964
Table 7. Proposed Vegetation for Riparian Buffer Planting
10 Ratcliffe Cove Branch, Haywood County, North Carolina (Project Number D050065)
Trees and Shrubs
"Channel Zone" (From edge of water out to approximately 10 feet beyond bankfull
Common Name Scientific Name
Highbush blueberry Vaccinium corymbosunt
River Birch Betula nigra
Silky dogwood Cornus amomum
Tag alder Alnus serrulata
Elderberry Sambucus canadensis
Spicebush Lindera benzoin
Yellowroot Xanthorhiza simplicissima
"Floodplain Zone" (From approximately 10 feet beyond bankfull to terrace
Canopy Species
Common Name Scientific Name
American beech Fagus grandifolia
Green Ash Fraxinus pennsylvanica
Blackgum Nyssa sylvatica
•
River birch Betula nigra
Box Elder Acer negundo
Red Maple Acer rubrum
Understory Species
Common Name Scientific Name
Yellowroot Xanthorhiza simplicissima
Elderberry Sambucus canadensis
Ironwood Carpinus caroliniana
Tag alder Alnus serrulata
Highbush blueberry Vaccinium corymbosum
Witch Hazel Hamamelis virginiana
Beautyberry Callicarpa americana
Spicebush Lindera benzoin
Silky dogwood Cornus amomum
Red Chokeberry Aronia arbutifolia
"Terrace Zone" (From terrace to buffer limit
Canopy Species
Common Name Scientific Name
• Northern Red Oak Quercus rubra
Southern Red Oak Quercus falcata
Persimmon Diospyros virginiana
. White Pine Pinus strobus
Blackgum Nyssa sylvatica
American beech Fagus grandifolia
White Oak Quercus alba
Understory Species
Common Name Scientific Name
Flowering dogwood Cornus florida
Redbud Cercis canadensis
Eastern Red Cedar Juniperus virginiana
Witch Hazel Hainamelis virginiana
Eastern Hemlock Tsuga canadensis
Wild Plum Prunus americana
Virginia Pine Pinus virginiana
Sweetshrub Calycanthus florida
Grasses and Herbs
Within bankfull channel
Grasses
Common Name
• Deertounge
Bottle-brush Grass
Switch Grass
River Oats
Herbs
Common Name
Joe-Pye Weed
Cardinal Flower
Tall Coreopsis
Bee Balm
Iron Weed
Touch me not
Scientific Name
Panicum clandestinum
Hystrix patula
Panicum virgatum
Chasmanthimom latifolium
Scientific Name
Eupatorium fistulosum
Lobelia cardinalis
Coreopsis tripteris
Monarda didyma
Vernonia sp.
Impatiens capensis
From bankfull channel to buffer limit
Forbes
Common Name
Black-eyed Susan
Lance-leaved coreopsis
Purple coneflower
Bur-marigold
• Narrow-leaved sunflower
Scientific Name
Rudbeckia hirta
Coreopsis lanceolata
Echinacea purpurea
Bidens aristesa
Helianthus angustifolius
•
•
Grasses
Threadleaf coreopsis
Common Name
Big bluestem
Indiangrass
Little bluestem
Switch Grass
Coreopsis verticillata
Scientific Name
Andropogon gerardii
Sorghastrum nutans
Schizachyrium scoparium
Panicum virgatum
0
•
•
T
C
m
N
0

Figures

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0 0.25 0.5 0.75 1 N
?
1:24,000 Miles W E
Source: U.S.G.S. 7.5-Minute Topographic Quadrangle: Clyde and Waynesville, North Carolina S
Prepared For Vicinity Map
?.`
4 Ratcliffe Cove Branch Stream Restoration Project Figure No.
1 <x!s ?icm ,
Haywood County, North Carolina
UT C
UT D

i?eSa`?,Y t r??y
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End Reach 4
End of Project

Prepared For
.I
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f'?.t)GkAAI
Existing Bridge
End Reach 2, Begin Reach 3
UT B
ti
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A

UT A
Wet Area B

Beginning of Project
Begin Reach 1
End Reach 3, Begin Reach 4
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c i` Is` r t{
• ?.,
1
y:. ? ras
0 150 300 3 600 900 1,200
Feet
1:2,400
Source: Aerial photography provided by NCDOT
Existing Conditions Map
Ratcliffe Cove Branch Stream Restoration Project
Haywood County, North Carolina

Figure No.
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Soil Mapping Units
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oam
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z ?*
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Prepared For 0 150 300 1000 900 1,200
1:2,400 Feet `J Figure No.
?-
Source: Aerial photography provided by NCDOT; Soils reap produced from NRCS Soil Survey of Haywood County.
em Soils Map 2
Ratcliffe Cove Branch Stream Restoration Project
1'R4GRAM
Haywood County, North Carolina
•
•
•
iWW'n
110
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Reference Reach r-
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/A 941A?-? / \fj ''' \ ?;t `?\\`??`? ;? ° i I ! • •/ hrrl j o /(/ y (1' `/J?
zo? \? ?\ ?`?.!\. \? (/J1, x?r? Jy`a-?f ?l?,l``ri/` > (/S?r
_tr..L ?\._a\ :5 i "1 t y •
0 0.25 0.5 0.75 1 N
1:24,000 Miles W+E
Source: U.S.G.S. 7.5-Minute Topographic Quadrangle: Clyde and Waynesville, North Carolina S
Prepared For Vicinity Map
Figure
UT to Ratcliffe Cove Branch Reference Reach No.
lx?s item
Haywood County, North Carolina 5
0

i
--_ ,?.? , _ ?t y,`-- is ?, ? `_?• ,V I ? .? `? ?? ` t? ••
? ?_ ; ,? J '?f-' ? lam, J f • 1? • ? ,•
4 <.?'/ ?I 8r vv
LR~566 F
&N r3 5
The
iii r `? end UT to Thompson Creek i? ( 1 fr
Reference Reach ; / 1 tl t?
W at
\\ { \ L
?1 r e 1 41
r C'
._? ._, - i ? ?? t?C•L_ ?,-,??u t i? ? I t ?-? } ,7? >/,Z , ? (t r j I ? ? ? ? ? ? ? ; ,-`c c:_J`
,
J??1
i a?J,.' ? ? ? '' J1 i" ?1 ? -?1; ?' ?;' ? ?'i1 ? ??? r r 1 ?? ?_ ? i , ? f,?j =J-?'??•/l ? ?i( ?i,,v , ????'
? l/
11..E ? ? ,' 1 ??) ??`•V ` ?t?? ?,_,'^??? ?/ ?11 t?!f ??r' ,+ ??.?; ? v?;??j ?' i??i ? l- ???i ??
l`am' ? ?
J, 1 e"
0 0.25 0.5 0.75 1 N
1:24,000 Miles W?E
Source: U.S.G.S. 7.5-Minute Topographic Quadrangle: Cruso, Dunsmore Mt.,
Pisgah Forest, and Shining Rock North Carolina S
Prepared For Vicinity Map Figure No.
' UT to Thompson Creek Reference Reach
1acY?S item ;
Transylvania County, North Carolina 6
?k-
•
0
•
a
•
•
•
Ratcliffe Cove Branch, Haywood County
November 2004
e
a Irv
rtd r.7 ?-E'. 4'ts?-.. , r t? ''.C r`t ?!? ?'' ? 1 •?f7-.?' M ?y? ?! {' jai ??
Photo 1. Reach 1. Beginning of project. Notice fenceline (left) and Wet Area A.
?Zl
tf s Y '?` i?_y
41
t, y6s F " ! - 4 i4
Pic
- •-•'kr • Y ..: ? ;,.r ... "y..•'.j .l'-. ? .. ?'= -mac
f v ..tn • •r -
?4TY t l .r _ .
+IN.•`i• St x t ,.. Jr .f54
;'yi4 t 1
+w ?rl :?f v"Nr?> ?• .? +" a ... -.. '?J .. ? r...t+3r -... ;,r-lrt,x r.'.:AIY _ ?.
Photo 2. Reach 1. Notice small tributary draining in from the left.

Ratcliffe Cove Branch, Haywood County
N:
•
•
J
' ?? s`fLA ???? .iii', '?'+ f ? f}?3
November 2004

Photo 3. Reach 1. Photo of small tributary entering Ratcliff Cove Branch. Notice hydrophytic veg.
?
'Aw
41
Photo 4. Reaches 2 and 3. Overhead view of project. Notice Wet Area B at bottom of hill.
f P?±s di
•i ,
Ratcliffe Cove Branch, Haywood County November 2004
•? `
iL F'A ?s
fP`
rx?
•
•
Photo 5. Wet Area B. Another view of Wet Area B located left of dead tree.

Emil M.-M
Photo 6. UT A. Looking upstream at beginning of UT A and cross sections 67 (MP) and 66 (RF).
•
•
•
Ratcliffe Cove Branch, Haywood County
November 2004
Photo 7. UT A. Looking downstream at beginning of reference reach section (pink flag) on UT A.

OA

Photo 8. UT A. Looking downstream at cross section 68 (MP) in the reference reach section.
•
•
•
Ratcliffe Cove Branch, Haywood County
November 2004
Photo 9. UT A. Looking downstream at cross section 69 (RF), in the reference reach section.
Photo 10. UT A. Looking downstream at end of reference reach section (pink flag).
Ratcliffe Cove Branch, Haywood County
•
•

"s
November 2004
Photo 11. UT A. Looking upstream at transition from stream to Wet Area B. Notice backwater.
is Photo 12. UT A. Photo of UT A entering Wet Area B (pink/blue flagging).
•
•
Ratcliffe Cove Branch, Haywood County

November 2004
rr ?r -
•:. ?" t'f r y,t?j`??.o ?? ys'? y ? -zt?' c. .?q?t8.t4, r ? L ?3 _
;'" '? - ??r-? ,?pyy.?'9.-fir: ..?%?`-,?•.y.".*.' f
?Qi <-:qs , -dr v+qw ?e,?,. ?*? r/.- «j'?'S??ga/?? 'rr` sPb'• L . ?r t..?. ,
?.P >i ?C:iT?:: dYY.. _x... CcY• :? . ";?.i+;F t ,?_. ?.J+?'°: .'? ??.:.:
Photo 13. Wet Area B. Notice standing water and hydrophytic vegetation.

i
N 9i ;A.
JP*P ,r
?--1 rS 7tA :t?
- ?> sy4 r - rrb• ?i
a t' t ?
r
r
:? _ f.a+ i . .
a
G

p
?' s P X

'a

?
t I i

. r

t
'r< aG 9 ?Pn Vc ?' i
t ... ...
0 Photo 14. Reach 1. Looking downstream at cross section 1 (RF).
Ratcliffe Cove Branch, Haywood County
November 2004
•"? acv .. ? - z `' a , . ^;?a
•

Photo 15. Reach 1. Photo of Wet Area A before it enters Ratliff Cove Branch. Notice hydrophytic veg.
f
r
\
0 Photo 16. Reach 1. Looking downstream at cross section 2 (run). Notice eroded bank downstream.
Ratcliffe Cove Branch, Haywood County
E
•
November 2004
1
L
S
•S?Vf'?'41is0t.Yk.a?6ro1F f,t ?-? t-? .. ?'? ? ?-•°
IT,
tip.
r 1 ` ? 4
1 ? r m' iAn? ? ? .,¢,d
.s yj s , _ r
1
X 1 +? c 1 \+aF.
f ! t _ .. ?t a( 1
??.. ii _ 11 ,.•. s.l _ _ - .. 1. I /:. _.. ?' .. -. Photo 17. Reach 1. Notice signs of cattle traffic in channel.

ys d`
z
r,
vir: ._ sp s !?i nth
h y?tq r
14 i -Y
- ? .-? r ?` 4?ii ¢Twc, ? . ,i ?`- - r '"?gR??4J:.: #'` t' •i.it
i .
rf
li i a 3
q X14 f z y't £
r? + ? r
M 11 l? r?? `YID -`. A'" ? ?,f _?•h ?I
Y. r y?
}-
r
is Photo 18. Reach 1. Looking downstream at cross section 3 (MP).
•
•
Ratcliffe Cove Branch, Haywood County

November 2004
f
k n r l s x u : S'

4.yA'
` -rte ? ? ?
1 ` ?a , •j ' ; ?
{e

Photo 19. Reach 1. Looking downstream at cross section 4 (RF). Location of pvmt/subpvmt sample 1.
J. ,
MA.
J, a
114
Fit
r_.... ar`?=.. ".- _._ -_. _. ?%.-z -.._??; ?dl?`S?s ?t?FG.1 .as'`e . r. ,'-?'?Lu ? ??x. _ •: ..?,
is Photo 20. Reach 1. Looking downstream at cross section 5 (MP).
Irly, 4U4
•
•
•
Ratcliffe Cove Branch, Haywood County
< r- „ . L
14
November 2004
! .:; tR -tom ?? ?,
}y r a
41
? S
J A jl Z IA
_ -.'?• f tea. r._ 5 ' ? r-
f
?? Ak!' ? ,?-• T.., II ?}? z 14. f •4 .T JL •a3 ?.t
Nab '-. ,.??. __ ? s t s3 ? t ,,?, ? ,?• ? ?:
' ' r Y '? ? ' •? ? ? r .51? 7 t ' -° s s
k
?`. "4i ? .? fit.- ti• t"? V?l?• 1.??`yr?. ?,y?.'?'? R
..:. ..,_ _.,: _ . ? _?..-r>,&?. . ?' 1. , . s mom:, : .d ?a'+'. .. ? •-•v . .:.... ^ ?ii•:ti
Photo 21. Looking downstream at cross section 6 (glide). Reach one ends at fenceline.

v ,
Y {. F M. .k ? M1 41? ? is
¢¢Y ?f l IC ? .. 1?? ? Y,?f 41 `?1
4
A -2,
?• ?ri.'! Nay ??Y i ,??. J t; '. 1. ?,°??.
y
Photo 22. Reach 1. End of Reach one at confluence with UT A (entering from the right).
•
Ratcliffe Cove Branch, Haywood County
November 2004
_ 1 ey
r
I i a
,. ..• aa/? ..?b r '; iii ,ti_ c ???:` ?. ?.f'.
,. V
I e
Q((
lot
tte"---rrr 4
'? .? p??r 4+z q+4,:s4 t r:-..a . ?A'•h ? ? ?. Fes'...:
k.y+?

4 I• ? D

•
Photo 23. Reach 2. Looking downstream at cross section 7 (RF). Notice willows on banks.
¦4:R...?F.T
`"---erg t. I \ r f .} ! 1
f • 1 ' nj .
', p 1\ ( f
e,
0 Photo 24. Reach 2. Looking downstream at cross section 8 (glide). Notice cattle near stream banks.
Ratcliffe Cove Branch, Haywood County
November 2004
y.

j '

•
Photo 25. Photo of water pump used to irrigate pasture and crop fields.

. ? 3?
t P ?' •-fir. '°" ? a
V

A of
-

Ey

s
lr },,iy. r : f i,y
R 1 - 1
>' Y C JI\
-? \?
;a
•
Photo 26. Reach 2. Looking downstream at cross section 9 (MP). Notice cattle in stream.

'f
J}

t;
r

\
? -x
1 a
.
f r 1 yq...
l.
Ratcliffe Cove Branch, Haywood County
November 2004
i of +?{? r 9 f a
„'s, •?•!- ? ` ?s ^ rf? ? • a`i`r ?ifrr??4Tr' r L
i A""Ai 40 r7U. -- r!C 1
f !!?? c
fin, °.?\ tr ?, ? ??'• ',? Tttt.'4?\,., -??,. ,•,
/ S y
•
•

Photo 27. Reach 2. Looking downstream at cross section 10 (run). Notice narrow low flow channel.
="? .r-?...y„`1 ?• r ?; ° r ?f .r x ?4s?. tt ?Atr
!? r« '?-"? a z f y ?k I acNiIFj ' •4
'? 6 sGa-4Ny,?J Jy:Y,/??£3 '?ri.W?iy'wR•'- -
I
tt A ? f ?1
1 r ?
r
m A
"•? - t phi •
A f?
14,
r?.? ? i ? d Y.?i?r?ia?? t?r??{}r?•r,? C,.?, ? .? ???T 1`i i??R\\ h,1P
Photo 28. Reach 2. Photo of bridge over Ratcliff Cove Branch. End of Reach 2.
'?t1J_
i
0
•
L_J
Ratcliffe Cove Branch, Haywood County
November 2004
Photo 29. Reach 2. Standing on bridge looking upstream. Notice straight bankfull channel.
rM
t
IL
I
.14
ice'
,4
Photo 30. Reach 3. Beginning of Reach 3 at confluence with UT B. Notice cattle access to stream.
•
•
•
Ratcliffe Cove Branch, Haywood County

"It 1
Q? IN"
V: P
a
ti 4s;_ ??w?f d r
'7,
?':Y? fr ??°? Y}'?y/ a x a`7{ 1 rY'?15711 .
;3 0,
Photo 31. UT B. Looking upstream at culvert outfall. Notice drop from invert of culvert to streambed.
.y
%u 5 , rw'y

M ? .g

' ? r

X? 9h

Photo 32. UT B. Looking downstream. Notice high banks, straightened channel, and barn.
November 2004

•
•
Ratcliffe Cove Branch, Haywood County
November 2004
+4
' 41T
& !7A
Pik 91
IfF r
tiiYy?
1?
•t.s? 4
S
yy rj ?
T#G'?= _i ?7
i? two'
M1 'V ?j
d a Ly t, ?; .a F '
Lam!'
1 q y!a. F T T?i3^
Photo 33. UT B. Looking over right bank at possible construction entrance. Notice gate near road.
-'rl• ,7
t.'
S a" -

lit'
0 Photo 34. UT B. Looking downstream at confluence with Ratcliff Cove Branch. Notice cattle access.
•

•
Ratcliffe Cove Branch, Haywood County

_.' h..•
'j ri ?• ?f?' life i' ..
y w.
l } L ,f +j
'aw
ullk?rir'1,y ?. ?` ?av? ?e ° fir! J??
kYP ?A., ?# >• `¢..`'f txa?d' _ .?(( \? a ,4 ?,Yr,. ?,. ? t, 'dam'.
-'.ti$,7'e3 f•Ay ??°. ?61 ?*? T `G?t?° ,1?? 7F ? ? ? ?? ?
04
r F?J. 11f ``"':' i:v y °!fa? tatf d .,? l
i&
WMl F )X 1? ???? ?i.' R .
\vi.? 'r/ Jn: ??.. .A Q =.• ,J ?..??.' ,? `?..J ' `,.?'7''?,.?!j ?i?' .13.ti,? r?.` _?.o"e -, ,h_°
Photo 36. Reach 3. Looking downstream at cross section 12 (run). Notice narrow low flow channel.
November 2004
X14 f t ?r?iBtrsL
sy..>r,W?ls 7' - ..'.,.? ,Yi__ J+ais2''•a?- P
+? Px
Photo 35. Reach 3. Looking downstream at cross section 1 I (RF). Notice cattle on banks.
Ratcliffe Cove Branch, Haywood County November 2004
aa?
14
+ a
40
or i
7? t! ?, s i`,at ywl?,Y'', ?aY ? -5 -. r ?r.a'°.,' y,• ?:r .
Photo 37. Reach 3. Looking upstream from cross section 12. Notice banks slumping into channel.

v
t t s ?] ERR ?? a
y
I.V
a
4 =.
77 3 ?.? +ss.{ it Y
s ?
M M ?Lk
?r??' • a 1, i- ? t" T ? p
0 Photo 38. Reach 3. Looking upstream at cross section 13 (glide), located just upstream of black walnut.
•
•
Ratcliffe Cove Branch, Haywood County
November 2004
k
J

1v t
•

1 F
I°
!66
--
Photo 39. Reach 3. Looking downstream at cross section 14 (MP). Notice higher banks.
Photo 40. Reach 3. Looking downstream at confluence with UT C. End of Reach 3.
•
•
Ratcliffe Cove Branch, Haywood County
fly
November 2004

t
0
3
?y?

Photo 41. Reach 4. Looking downstream at transition from "C4" to "B4/1 c" stream type.

•
O"A
l i •,' Y
Wj?
t R
Photo 42. Reach 4. Looking downstream at cross section 15 (run).
•
•
•
Ratcliffe Cove Branch, Haywood County
November 2004

s q r w )8
nw-
"br „ 4 ate.. ' 13-f 1a c$
S ' av 17 i. P's. 43. Reach 4. Start of "B4/lc" stream type and location of cross sections 16 (MP) and 17 (RF).

R
t..
M
s
v a
Photo 44. Reach 4. Looking downstream at cross section 18 (RF). Notice confined valley.
•
E
Ratcliffe Cove Branch, Haywood County

T:

November 2004

?rv
is Photo 46. UT C and D. Landscape view of UT C and UT D.
Photo 45. Reach 4. Looking downstream at end of project.
Ratcliffe Cove Branch, Haywood County November 2004
• Fk
7! i
r
.alErm,__
j;

Photo 47. Reach 3. Landscape view of Reach 3.
FOIS
\ !ra
j
? t I +f
} a „n<
A F? ? s s`}f 9 ?
• , r t. 1u ?mij ° ? ?
q
x s 19 ? c t ,f t
is Photo 48. UT C. Looking upstream at cross section 99 (RF).
,r
Ratcliffe Cove Branch, Haywood County
•
November 2004
?S
r ' i V? t? ¢F'? ay i
i i 7-
??`? ,f?r 'F ?? j ? ? R ChF . -1?' , . r?:'N ???'e k?`!• ?' ? yF?'pig',?},r t"A'S,y7' *r
, J
?+ 1 !
A ? `'??• - e k;? , _ ? ''! to _ 1, ,l?
r ta, ? + f
r< ya ?tJ ,? ,
{ r
Photo 49. UT D. Looking upstream at UT D. Taken at the confluence of UT C and UT D.
.®r -
44
y, sk??als
t' T
r rt '?k .? 1 l lit
'}' fe J r'?! 7tli'? J r. I 1 'fir
i .- 4 3 A r 1
l ?
:;? t , , ,Grp •.
0 Photo 50. UT C. Looking upstream at cross section 98 (MP).
0
0
Ratcliffe Cove Branch, Haywood County
November 2004

5

J?N

1.

Photo 5l. UT C. Looking upstream at beginning of UT C.
E
•
a
-o
m
z
v
x
v

0

J
Appendix B
Phankuch Channel Stability
Evaluation
0

•
PFANKUCH CHANNEL STABILITY FORM ARCADIS
Stream: Ratcliffe Cove Branch Reach Location: Reach 1 Date: 11/182004 Crew, WSH ..
Location Ke Category EXCELLENT GOOD FAIR POOR
Description Rati n Description Rat' Descrtion Rati Descri'on Rali n
1 Landform Slope Bank Slope Gradient c30% 2 Bank slope gradient 3040% 4 V Bank slope gradient 40.60%. 6 Bank slope gradient 60%+, 8
y
2
Mass Wasting No evidence of past Or future mass wasting. 3 Infrequent Mostly healed over, Low future 6 Frequent or large, causing sediment nearly 9 v Frequent or large, causing sediment nearly 12
Z potential, year long. year long OR invninent danger of same.
m
C
3
Debris Jam Potential Essentially absent from Immediate channel 2 Present, but mostly small twigs and limbs. 4 v Moderate to heavy amounts, mostly larger 6 Moderate to heavy amounts, predominantly 8

wa area,
sizes.
larger sizes.
O
4 Vegetative Bank 90%• plant density. Vigor and variety
suggest a deep, dense soil binding root 3 70.90% density. Fewer species or less vigor
suggest less dense or dee
root mass 6 .r 50-70% density, Lower vigor and fewer
i
f 9 <50% density plus fewer species and less 12
Protection
mess. p
. spec
es
rom a shallow, discontinuous root vigor, indicating poor, discontinuous, and
mass, shallow root mass.

5 Channel Ample for present plus some Increases. Peak
flows contained. (W/0)/(W/Dref) c 1.1
SHR 1 Adequate. Bank overflows rare. (W/D)/(W/Dref) -
1
1.1
BHR=1
2
1.1
3 2 Barely contains present peaks. Occasional 3 vo Inadequate. Overbank flows corn on. 4
Capacity/Enlargement y/Enlargement ,
= 1
0.1
1 ,
.
.
,
.
. overbank floods. (W1D)1(W10re0 = 1.2.1.6, (W/Dy(W/Dref) > 1.6, BHR > I.S.
.
.
. SHR = 1.3-1.5.
Y g Bank Rock Content 65%+ with large angular boulders. 12"+ 2 40-65%. Mostly boulders and small cobbles 6-12'. 4 20401%. With most in the 34' diameter 6 <20% rock fragments of gravel sizes, 13' or 8 .r

Z common
Gass.
less.
¢m Rocks and logs firmly embedded. Flow 2 Some present causing erosive cross currents and 4 , Moderately frequent, unstable obstructions 6 Frequent obstructions and deflectors cause 8
tr 7 Obstructions to Flory pattern without cutting or deposition. Stable minor pool filling. Obstructions fewer and less move with high flows causing bank cutting bank erosion year-long. Sediment traps U

bed.
firm
and pool filling. .
channel migration occurring.

8
Cutting Little or none. Infrequent raw banks less than
6^ 4 Some, Intermittently at oulcurves and
' 6 Significant Cuts 12.24' high. Root mat 12 Almost continuous cuts, some over 24' high. 16
, constrictions. Raw banks may be up to 12
. overhangs and sloughing evident Failure of overhangs frequent

g
Deposition Little or no enlargement of channel or point
bars 4 Some new bar increase, mostly from coarse 8 Moderate deposition of new ravel and 12 v Extensive deposits of oedon-inantl fine 16
, gravel. coarse sand on old and some new bars. particles. Accelerated bar development
10 Rock Angularity Sharp edges and comers. Plane surfaces
rou
h 1 Rounded comers and edges, surfaces smooth, 2 Comers and edges well rounded in two 3 Well rounded In all dimensions, surfaces 4
g
. flat. dimensions. smooth.

11
Brightness Surfaces dull, dark, or stained. Generally not
bright 1 Mostly dull, but may have <35% bright surfaces. 2 Mixture dull and bright, i.e. 35.65% mixture 3 r Predominantly bright. 65%+, exposed or 4
range, scoured surfaces.

12
Consolidation of Particles Assorted sizes tightly packed or overlapping. 2 Moderately packed with some overlapping. 4 Mossy loose assortment with no apparent 6 No packing evident. Loose assortment easily 8
0 overlap. moved,

O
13
Bottom Size Distribution No size change evident. Stable material. 80-
100% 4 Distribution shift light Stable material 50.80% 8 Moderate change in sizes. Stable materials
1 12 Marked distribution change. Stable materials 16

m .
2050
/o.
0.201/6.
<S% of bottom affected by scour or 6 5-30% affected. Scour at constrictions and where 12 30.50 % affected. Deposits and scour at 18 v More Own 50% of the bottom in a state of fl 24
14 Scouring and Deposition deposition, grades steepen. Some deposition In pools. ObstnxAons. constrictions, and bands. Some or change nearly year-long,
filling of pools.

15
Aquatic Vegetation Abundant growth moss-like, dark green,
perennial. In swift water too. 1 Common. Algae forms in low velocity and pool
areas
Moss here
too 2 Present but spotty, mostly in backwater. 3 Perennial types scarce or absent Yellow- 4
.
,
. Seasonal algae growth makes rocks stick green, short term bloom may be present
11... ................1 - n
I'll
U
12
Stream Type Al A2 A3 A4 A5 A6 B1 B2 B3 B4 85 66 C1 C2 C3 C4 C5 C6 D3 D4 D6
Good (Stable) 38.43 38.43 54.90 60.95 M95 $0.80 3845 38.45 4060 40-64 48-68 40.60 38-50 3850 60.8.5 70.90 70.90 60-85 85.107 85.107 67-98
Fair (Mod. Unstat 44.47 44.47 91.129 96.132 96.142 81.110 46.58 46-68 61-78 65.84 69.88 61-78 51-61 51.61 86.105 91.110 91.110 86 105 108.132 108.132 ] 99.125
Poor (Unstable) 48+ 48. 130+ 133• 143+ 111+ 59+ 69+ 79+ 85+ 89+ 79+ 62+ 62+ 106+ 111+ 111• 106• 133+ 133+ 71333+ 126+
Stream Type DA3 DA4 DA5 DA6 E3 E4 E6 E6 Ft F2 F3 F4 FS F6 G1 G2 G3 G4 G5 G6
Good (Stable) 40.63 40-63 40-63 40.63 4063 50.75 50.75 40.63 60.85 60.85 85.110 85.110 90115 80.95 4060 40.60 85-107 85-107 90.112 65.107
Fair (Mod Unstat 64.W 64.86 64.86 64.86 64-66 76-96 76.96 64.86 86-105 86.105 111.125 111-125 116 130 96.110 61.78 61.78 108-12 10812 113.125 108-1
Poor Unstable) 87+ 87+ 87+ 87+ 87+ 97+ 97+ 87+ 106+ 106+ 126+ 126+ 131+ 111+ 79+ 79+ 121• 121+ 126+ 121+
2002 Widland Hydrology
Grand Total = 106
Existing Stream Type a C4
Potential Stream Type - C4
Modified Channel Stability Rating =
Fair (Mod. Unstable)
0
•
PFANKUCH CHANNEL STABILITY FORM
Stream: Ratcliffe Cove Branch
ARCADIS
Reach Locatlon: Reach 2 Date: 111162004 Crew: WSH
Location Key Category EXCELLENT GOOD FAIR POOR
Desert tlon Rali Descti U on Rati n Description Rati Description Ratin
1 Landfonn Slope Bank Slope Gradient <30% 2 Bank slope gradient 30.40% 4 Bank slope gradient 4010%. 6 v, Bank slope gradient so%+. 8
y
Y
2
Mass Wasling No evidence of past or future mass wasting. 3 Infrequent Mostly healed over. Low future 6 Frequent or large, causing sediment nearly 9 Frequent or large, causing sediment nearly 12

Z potential.
year long.
year long OR imminent danger of same.
m
z
3
Debris Jam Potential Essentially absent from Immediate channel 2 Present, but mostly small twigs and limbs. 4 Moderate to heavy amounts, mostly larger 6 Moderate to heavy amounts, predominantly 8

CL area.
sizes.
larger sizes.

4
Vegetative Bank 90%+ plant density. Vigor and variety
suggest a deep, dense soil binding root 3 70.90% density. Fewer species or less vigor
suggest less dense or dee
root mass 6 50.70% density. Lower vigor and fewer
l
i
i
f
h 9 <5001- density plus fewer species and less 12

mass. p
. spec
es
rom a s
al
ow, d
scontinuous root vi or, Indicating poor, discontinuous, and
mass. shallow mot mass.

5 Channel Ample for present plus some Increases. Peak
flows contained. (Wro)1(WIDreQ < 1
BHR
1 1 Adequate. Bank overflows rare. (W!D)/(WlDreQ :
1
1.1
2
BHR 2 Barely contains present peaks. Occaslonal 3 Inadequate. Overbank flows commwn. 4
Ca pacity/Enlargemenl .
,
= 1
0-1
1 .
.
, overbank floods. (WID)/(W7DreQ =1.2.1.6, (WID)/(WlDreQ > 1.6, BHR > 1.5.
.
.
. BHR = 1.3.1.5.
Y 6 Bank Rock Content 65Y
o+ Win large angular boulders. 12"+
2
40.65%. Mostly boulders and small cobbles 6.12".
4
20.40%. With most In the 31" diameter
6
<20% rock fragments of gravel sizes, 1-3" or
a
2 ?n
Vass.
less.
m Rocks and logs firmly embedded. Flow 2 Some present causing erosive cross currents and 4 r Moderately frequent unstable obstructions 6 Frequent obstructions and deflectors cause 8
emu 7 Obstructions to Flaw pattern without cutting or deposition. Stable
bed minor pool filling. Obstructions fewer and less move with high flows causing bank cutting bank erosion year-long. Sediment traps full,
g . flint and pool fining, channel migration occurring.
OJ
8
Cutting Little or none. Infrequent raw banks less than 4 Some, intermittently at oulcurves and B Significant. Cuts 12.24" high. Root mat 12 Almost continuous cuts, some over 24" high. 16
W. constrictions. Raw banks may be up to 12". overhangs and sloughing evident Failure of overhangs frequent,

9
Deposition Little or no enlargement of channel or point 4 Some new bar increase, mostly from coarse 8 Moderate deposition of new gravel and 12 Extensive deposits of predorninantly fine 16
ban
gravel.
coarse sand on old and some new bars.

panicles. Accelerated bar development.
10 Rock Angularity Sharp edges and comers. Plane surfaces 1 Rounded comers and edges, surfaces smooth, 2 Comers and edges well rounded in two 3 Well rounded In all dimensions, surfaces 4 v
rough flat dimensions. smooth.

11
Brightness Surfaces dull, dark, or stained, Generally not
bright 1 Mostly dull, but may have <35% bright surfaces. 2 Mixture dull and bright, i.e. 35-65% mixture 3 Predominantly bright, 65%+, exposed or 4
range. scaaed surfaces.

12
Consolidation of Particles Assorted sizes tightly packed or overlapping. 2 Moderately packed with some overlapping. 4 v Mostly loose assortment with no apparent 6 No packing evident Loose assortment easily 8

0 overiaP• moved.
G
0
13
Bottom Size Distribution No size change evidenL Stable material. 80-
100% 4 Distribution shift fight. Stable material 50.80% 8 Moderate change in sizes. Stable materials 12 v Marked distribution change. Stable materials 16

m .
20.50%.
0.20%.
<5% of bottom affected by scour or 6 S-W % affected, Scour at constrictions and where 12 30.50% affected. Deposits and scour at 18 v More than 50% of the bottom in a state of fl 24
14 Scouring and Deposition deposition, grades steepen. Some deposition In pools. obstructions, constrictions, and bends. Some or
change nearly year-king.
filling of pools.

15

Aquatic Vegetation Abundant growth moss-like, dark green,

perennial, In swift water too, 1 Common. Algae forms in tow velocity and pool

areas
Moss here
too 2 Present butspotty. most) in backwater.
y 3 Perennial
types scarce or absent Yellow-
4
.
,
, Seasonal algae growth makes rocks sack, green, short term bloom may be present
.U U
U
66
Stream T Al A2 A3 A4 A5 A6 B1 B2 83 B4 85 B6 Cl C2 C3 C4 CS C6 D3 D4 D5

Good (Stable)
Fair(Mod. Unstat
Poor Unstable)
38-43
44-47
48+
38443
44.47
48+
54-90
91.129
130+
60.95
96.132
133+
60.95
96.142
143+
50.80
81-110
111+
38.45
4658
59+
38.45
4658
59+
40.60
61.78
79+
40.64
65.84
85+
4818
69.88
89+
4050
61-78
79+
38.50
51.81
62+
38-50
51.61
62+
60.85
86.105
106+
70.90
91.110
111+
70.90
91-110
111+
60.85
86-105
106+
85.107
108-132
133+
85.107
108.132
133+
85.107
108.132
133+ J67-91
Stream Type DA3 DA4 DA5 DAB E3 E4 E5 E6 Ft F2 F3 F4 FS F8 G1 G2 G3 G4 G5 GB
Good (Stable)
Fair (Mod.Unstat 4013
64-86 40-63
64.86 40-83
64.88 40.63
64.W 40.63
64-86 50.75
76-96 50.75
7698 4013
64.W 60.85
66105 6055
86-105 85.110
111.125 65.110
111-12 90.115
116-130 80.95
96.110 40 60
61.78 40.60
61.78 85.107
108 120 85.107
108 12 90112
113-125 85107
108.120
Paor(Unstable) 87+ 87+ 87+ 87• 87+ 97+ 97+ 87+ 108+ 106+ 126+ 1
126+ 131+ 111+ 79+ 79+ 121+ 121+ 126+ 121+
2002 Wildland Hydrology
12
Grand Total = 104
Existing Stream Type - E4
Potential Stream Type - C4
Modified Channel Stability Rating-
Poor (Unstable)
•
Stream Ratcliffe Cove Branch
•
PFANKUCH CHANNEL STABILITY FORM
ARCADIS
Reach Location: Reach 3 Date: 11292004 Crew. WSH
Location Key Category EXCELLENT GOOD FAIR POOR
Description Rat! Description Rati n Description Rati Descr tion Rati n
1 Landfonn Slope Bank Slope Gradient <30% 2 Bank slope gradient 3040% 4 Bank slope gradient 4060%. 6 v Bank slope gradient 60%+, 8
rn
y
2
Mass Wasting No evidence of past or future mass wasting. 3 Infrequent. Mostly healed over, Low future 6 Frequent or large, causing sediment nearly 9 v Frequent or large, causing sediment nearly 12
Z potential, year long. year long OR imminent danger of same.
Co
o:
3
Debris Jam Potential Essentially absent from Immediate channel 2 Present but mostly small twigs and limbs. 4 v Moderate to heavy amounts, mostly larger 6 Moderate to heavy amounts, predominantly 8

a area.
sixes.
larger sizes.
Vegetal ve Bank 90%+ plant density. Vigor and variety 3 70.90% density. Fewer species or less vigor 6 50.70% density. Lower vigor and fewer 9 <50% density plus fewer species and less 12
4 Protection suggest a deep, dense soil binding root suggest less dense or deep root mass. species from a shallow, discontinuous root vigor, indicating poor, discontinuous, and
mass, mass. shallow root mass.
Channel Ample for present plus some increases. Peak
fl
t
i
d
W/D
/
W/ 1 Adequate. Bank overflows rare. (W/D)/(WlDreQ = 2 Barely contains present peaks. Occasional 3 v Inadequate. Overbank flows convnon. 4
5 Capacily/Erdargement ows con
a
. (
ne
)
(
DreQ < 1. 1, BHR 1.1-1.2, BHR . 1.1.1.3. overbank goods. (W/D)f(WlDreQ =1.2.1.6, (WIDU(WIDre f) > 1.6, BHR > 1.5.
1,0.1.E BHR =1.3.1.5.

Y
6
Bank Rock Content 65%+ with large angular boulders. 12"+ 2 40-65%. Mostly boulders and small cobbles 6-12". 4 2040%. With most in the 3-6" diameter 6 <20% rock fragments of gravel sizes, 1-3" or 8

Z common
class.
less.
<< Rocks and logs firmly embedded. Flow 2 Some present causing erosive cross currents and 4 v Moderately frequenL unstable obstnotions 6 Frequent obstructions and deflectors cause 8
M?u 7 Obstructions to Flow pattern without cutting or deposition. Stable minor pool filling. Obstnrctions fewer and less move with high flows causing bank cutting bank erosion year-king. Sediment traps full.
S bed. firm, and pool riling. channel migration occurring.
8 Cuttuig Little or none. Infrequent raw banks less than 4 Some, intermittently at outcurves and 6 Significant Cuts 12-24" high. Root mat 12 Almost continuous cuts, some over 24" high. 15
W. constrictions. Raw banks may be up to 12". overhangs and sloughing evident Failure of overhangs frequent

9
Deposition Little or no enlargement of channel or point 4 Some new bar Increase, mostly from coarse 8 Moderate deposition of new gravel and 12 Extensive deposits of predominantly fine 16
bars, gravel, coarse sand on old and some new bars. Particles. Accelerated bar development
10 Rock Angularity Sharp edges and comers. Plane surfaces 1 Rounded comers and edges, surfaces smooth, 2 Comers and edges well rounded in two 3 v Well rounded in all dimensions, surfaces 4
rough. flat dimensions. smooth.

11
Brightness Surfaces dug, dark, or stained. Generally not 1 Mostly dull, but may have <35% bright surfaces. 2 Mixture dull and bright Le. 3565% mixture 3 v Predominantly bright 65%+, exposed or 4
bright
range.
scoured surfaces.

12
Consolidation of Particles Assorted sizes tightly packed or overlapping. 2 Moderately packed with some overlapping. 4 v Mostly loose assortment with no apparent 6 No packing evident. Loose assortment easily 8

O overlap moved
m 19 Bottam Size Distribution No size a change evident Stable material. 80. 4 Distribution shift light Stable material 5080% 8 Moderate Change in sizes. Stable materials 12 Marked distribution change. Stable materials 16 v
2050%. 020%.
<5% of bottom affected by scour or 6 5-W% affected Scour at constrictions and where 12 30-50% affected. Deposits and scar at 18 v More than 50% of the bottom in a state of fl 24
14 Scouring and Deposition deposition. grades steepen. Some deposition in Pools. obstructions, constrictions, and bands. Some or change nearly yearlong.
filling of pools.

15
Aquatic Vegetation Abundant growth mos3- ike, dark green,
perennial, In swift water too, 1 Common. Algae fortes In low velocity and pod
areas. Moss here
too. 2 Present but spotty, mostly in backwater,
Seasonal algae growth makes rocks slick 3 v Perennial types scarce or absent. Yellow-
r
h
rt t
bl
b
L 4
, g
een, s
ern
o
oom may
e presen
a ? ................ III
I_°J
u
Stream T Al A2 A3 A4 A5 AB Bt 82 83 B4 B5 66 C1 C2 C3 C4 C5 C6 D3 D4 D5 D6
Good (Stable) 3813 38.43 64-90 60.95 60.95 50480 3815 3645 4060 40-64 48.69 4060 38-50 38.W 6045 70-90 70.90 60.85 85107 85-107 85-107 67.98
Fair (Mod. Unstat 4417 4417 91.129 96.132 96.142 81-110 4658 46.58 61.78 65.84 69.88 61.78 5161 51.61 86.105 91.110 91-110 86-105 106132 108-132 108-132 99.125
Poor Unstable) 48+ 48+ 130+ 133+ 143+ 111+ 59+ 59+ 79+ 85+ 89+ 79+ 62+ 62+ 106+ 111+ 111+ 106+ 133+ 133+ 133+ 126+
Stream Type DA3 DA4 DA5 DA6 E3 E4 E5 E6 Ft F2 F3 F4 FS F6 G1 G2 G3 G4 G5 G6
Good (Stable) 4083 4063 40-W 40463 40-63 50-75 50-75 40-63 6085 60.85 65110 85110 90.115 80.95 4060 40-60 85107 85.107 90112 85.107
Fair (Mod. Unstat 64-86 64.88 64.86 64406 64.86 76-96 76-96 64-86 86.105 M105 111.125 111-125 116.130 96.110 61.78 61.78 1061 106120 113.125 106120
Poor (Unstable) 87+ 87+ 87+ 87+ 87+ 97• 97+ 87+ 106+ 106+ 126+ 126+ 131+ 111+ 79+ 79+ 121+ 121+ 126+ 121+
2002 Wildland Hydrology
u
Grand Total - 115
Existing Stream Type = C4
Potential Stream Type - C4
Modified Channel Stability Rating
Poor (Unstable)
PFANKUCH CHANNEL STABILITY FORM ARCADIS
Stream Ratcliffe Cove Branch Reach Location: Reach 4 Date: 1112912004 Crew: WSH
Location Ke Category

L EXCELLENT GOOD FAIR
POOR

-- -
1
Landform Slope Description
--
Bank Slope Gradent <W*/. Rail
2 Description
Bank slope gradient 3040% Rati
4 ng Oesrri lion
Bank slope gradient 4060%. Rati
6
_n _I Descrilion
Bank slope gradient 60%+. Rafl
8 n
co
y
2
Mass Wasting No evidence of past or future mass wasting. 3 Infrequent Mostly healed over. Low future 6 v Frequent or large, causing sediment nearly
9
Frequent or large, causing sediment nearly
12
Z potential. yearlong. yearlong OR Imminent danger of same.
m
C
3
Debris Jam Potential Essentially absent from immediate channel
area 2
v Present, but mosUy small twigs and limbs. 4 Moderate to heavy amounts, mostllarger
y 6 Moderate to heavy amounts
predominantly 6
a . sizes. .
larger sizes.

4 Vegetative Bank
P
ti
t 90%+ plant density. Vigor and variety
suggest a deep, dense $ot binding root 3 70-90% density. Fewer species or less vigor
suggest less dense or deep root mass 6 v 50.70144 density. Lower vigor and fewer
c
f 9 -50116 density Plus fewer species and less 12
ro
ec
on
mass. . spa
es
rom a shallow, discontinuous root vigor, Indicating poor, discontinuous, and
mass. Shallow root mass.

5 Channel Ample for present plus some Increases. Peak
flows contained. (W1D)/(W/DreQ c 1.1
BHR 1 Adequate. Bank overflows rare, (W/DY(W/Dreq -
1
1.1
2BHR =1
1-1
3 2 Barely contains present peaks. Occasional 3 Inadequate, Overbank flows common. 4
Capadty/Enazgement ,
1.0-1
1 .
.
.
.
.
overbankfloods.(W/D)/(W/Dren-1.2.1.6,

(W?)/(VV1DretJ > 1.6, BHR > 1.5.
.
. BHR =1.3.1.5.

6
Bank Rock Content 55%+ with large angular boulders. 12"+
common 2 40.65%. Mostly I) Wders end small cobbles 6.12". 4 20.40%. Will most in the 36" diameter 6 v <20% rock fragments of gravel sizes
13" or 8
Z class. ,
less.
m
cc
7
ObsUmlions to Flow Roca and togs firmly embedded Flow
pattern without cutting or deposition. Stable 2 Some present causing erosive cross currents and
minor pool filling
Obstructions fewer and less 4 Moderately frequent unstable obstructions 6 Frequent obstructions and deflectors cause 8

bed .
fimt move with high flows causing bank cutting bank erosion yearlong. Sediment traps full,
S and pool filling. charnel migration occurring.
6 ? Little or none. Infrequent raw banks less than
6" 4 Some, intermittently at oWCUrves and 6 v Significant. Cuts 12-24" high. Root mat 12 Atrrn51 continucus cuts, some over 24" high. 16
• constrictions, Raw banks may be up to Jr. overhangs and sloughing evident Failure of overhangs frequent
9 Deposition ba ee or no enlargement of channel or point 4 Some new bar Increase, mostly from coarse tt v Moderate deposition of new gravel and 12 Extensive deposits of predominanty fine 16
gravel coarse sand on old and some new bars.
particles. Accelerated bar development
10 RockAngularity Sharp edges and comers. Plane surfaces
rough 1 Rounded comers and edges, surfaces smooth,
fl 2 Comers and edges well rounded in two 3 V Well rounded in ail dimensions, surfaces 4
, at dimensions. smooth.

11
Brightness Surfaces dull, dark, or stained Generally not
bright 1 Mostly dull, but may have <35% bright surfaces. 2 Mixture dug and bright i.e. 3565% Mixture 3 vo Predominanfly bright 65%+, exposed or 4
range. scoured surfaces.
12 Consolidation of Particles Assorted sizes tightly packed or overlapping, 2 Moderately packed with some overlapping, 4 , Mostly loose assortment with no apparent 6 No packing evident Loose assortment easily 8
O
overlap.
moved.
G
m
13
Bottom Size Distribution No size change evident, Stable material. 80-
100Ya 4 Distrib uflon shift light. Stable material 50.80% 8 v Moderate change In sizes. Stable materials 12 Marked distribution change. Stable materials 16
20-50%. 0-201/6.

14
Scouring and De
osition <5% of bottom affected try scour or
deposition 6 5.30% affected. Scour at constrictions and where
r
d
t 12 v 30.50% affected. Deposits and scour at 18 More than 50% of the bottom in a state of fl 24
p g
a
es s
eepen. Some deposition In pods. obstructions, constrictions, and bends. Some or change nearly year-long.
fining of pools.
15 Aquatic Ve ataflon
9 Abundant growth moss-like. dark green,
perennial. In utwirt water too. 1 Common. Algae forms in low velocity and pool
areas
Moss hare
too 2 Present but spotty, mostly in backwater. 3 v Perennial types scarce or absent Yellow- 4
.
,
. Seasonal algae growth makes rocks slide green shot term doom may be present
IJ
u
U
Stream T At A2 A3 A4 AS A6 B1 82 83 B4 85 B6 C1 C2 C3 C4 CS CB D3 04 D5 D6
Good (Stable) 38.43 3843 5490 60.95 60-95 5060 3"5 38.45 4060 40.64 4868 40-0 38.50 31 50 60.85 70.90 70-90 60.85 85-107 85.107 85.107 67.98
Fair (Mod. Unstat 44-07 4447 91.129 96.132 96-142 81.110 46.58 46.58 61-78 6544 6968 61-78 5161 5161 86.105 91.110 91.110 M105 108.132 108-132 108-132 M125
Poor Unstable 48+ 48+ 130` 133+ 143+ 111+ 59+ 59+ 79+ 85+ 89+ 79+ 82+ 62+ 106+ 1t1+ 111+ 108+ 133+ 133+ 133+ 126+
StreamT a DA3 DA4 OAS DA6 E3 E4 ES E6 Ft F2 F3 F4 FS F6 G7 G2 G3 G4 G5 G6
Good (Stable)
Fair (Mod. Unstat
Poor (Unstable) 4063
64.88
87+ 4063
64.W
87+ 4063
64.88
87+ 40.63
64.86
87+ 40.63
64.66
87+ 50-75
76.96
97+ 50-75
76.96
97+ 4063
64-88
67+ 60.85
86.105
106+ 60.85
86-105
106+ 85.110
111-125
126+ 85.110
111.125
126+ 90.115
116-130
131+ 80 95
96 110
111+ 4060
61.76
79+ 4060
61.78
79+ M107
108-1201
121+ M107
108-1201
121+ 90-112
113-12
128+ 85407
108.120
121+
2002 Wildland Hydrology
Grand Total a 80
Existing Stream Type= 8411c
Potential Stream Type B411c
Modified Channel Stability Rating =
Fair (Mod. Unstable)
0 0
PFANKUCH CHANNEL STABILITY FORM
ARCADIS
Stream UTA to Ratcliffe Cove Branch Reach Location: upstream of Wet Area B Date: 11292004 Crew. SNF, WSH
Location
I
I Ke
Category
EXCELLENT
GOOD
FAIR
POOR

1
Lani form Slope Description
Bank Slope Gradient <30% Rati
2 ng Descri tion
Bank Slope gradient 3040% Rati
4 ng Desai tion
Bank slope gradient 40-60% Rati
6 Description
B
l Rati n

rn
><

2

Mass Wasting
No evidence of past or future mass wasting.
3
Infrequent. Mostly healed over. Low future
6
v .
Fr
aquent or large, causing sediment nearly

9 ank s
ope gradient 60%-.
Frequent or large, causing sediment nearly 8

12
Q potential. year long. year long OR imminent danger of same.
Co
K
3
Debris Jam Potential Essentially absent from immediate channel
area 2 Present but mostly small twigs and limbs. 4 Moderate to heavy amounts, mostly larger 6 Moderate to heavy amounts, predominantly 8

Li .
sizes.
larger sizes.
4 Vegetative Bank %` plant density. Vgor and variety
suggest a deep, dense soil binding root 3 70-90% density. Fewer spaces or less vigor
suggest less dense or dee
root mass 6 v 50-70% density. Lower vigor and fewer 9 450% density plus fewer species
p
. spades from a shallow, discontinuous roof vigor, Indicating poor, discontinuous, and
mass. shallow root mass.

5 Channel
C
i Ample for present plus some Increases. Peak
flows Contained (W1D)/(W/Oref) < 1.1, BHR 1 Adequate. Bank overflows rare. (W/D)/(W/Dref) a
1
1.1
2
BHR a 1
1-1
3 2 v Barely contains present peaks. Occasional 3 Inadequate. Overbank flows common 4
apac
ty/Enlargement
= 1
0-1.1. .
.
,
.
.
, ovarbank floods, (W/O)/(W/Drei) a 1,2.1.6, M//O1?(W?eQ > 1.6, BHR > I.S.
. BHR a 1.3.1.5.
rn
ie B Bank Rock Content 65%+ with large angular boulders. 12"+
common 2 40.65%. Mostly boulders and small cobbles 6.12'. 4 v 20.40%. With most in the 36" diameter 6 <20% rock fragments of gravel sizes, 1.3" or a
class. less.

cc
7
Obstructions to Flow Rocks and logs Andy embedded. Flow
h
m without cutting or deposition Stable 2 Some present causing erosive cross currents and
minor pool filing
Obstructions fewer and less 4 v Moderately fequenL unstable obstructions 6 Frequent obstructions and deflectors cause 8
e .
Ara move with high flows causing bank arcing bank erosion yearlong. Sediment traps full,
5 and pool filling. channel migration occurring.

g
Cutting Little or none. Infrequent raw banks less than
8•. 4 Some, Intermittantlat outcurvas and
Y
6
v
Significant Cuts 12.24" high. Root mat
12
Almost continuous cuts, some over 24" high.
18
• constrictions. Raw banks may be up to jr, overhangs and sloughing evident. Failure of overhangs frequent
g Deposition Uttle or no enlargement of channel or point 4 Some new bar increase, mostly from coarse 8 v moderate deposition of new ravel and 12 Extensive deposits of predominantly fore 18
gravel. coarse sand on old and some new bars. particles. Accelerated bar development
10 Rock Angularity Sharp edges and comers. Plane surfaces
rgh 1 Rounded comers and edges, surfaces smooth,
fl 2 Comers and edges well rounded in two 3 v Wei rounded in all dimensions, surfaces 4
• at dimensions. smoof

11
Brightness Surfaces dull, dark, or stained. Generally not
bright 1 Mostly dull, but may have <35% bright surfaces. 2 v Mixture dull and bright I.e. 35-65% mixture 3 Predominantly bright, 65%+, exposed or 4
ran9e• scorned surfaces.

g 12 Consolidation of Particles sorted sizes tightly packed or overlapping. 2 Moderately packed with some overlapping 4 v Mostly loose assortment with no apparent 6 No
packing evident loose assortment easily
8
p overlap. moved.
O 13 Bottom Size Distribution No size Change evident. Stable material. 80. 4 Distribution shift light. Stable material 50.80% 8 v Moderate change In sizes. Stable materials 12 Marked distribution change, Stable materials 16
m 20.50%. 0.201/6.

14
Scouring and Deposition c5% of bottom affected by satyr or
deposition 6 5-30% affected Scour at constrictions and where
d 12 v 30.50% affected. Deposits and scour at is More than 50% of the bottom in a state of fl 24
. gra
es steepen Some deposition In pools, obstructions, constrictions, and bends. Some or change nearly yearlong.
filling of pools.
15 Aquatic Vegetation Abundant growth moss-like, dark green,
Perer"al
In swift water too 1 Common Algae forms in law velocity and pool 2 Present but spotty, mostly in backwater. 3 v Perennial types scarce or absent Yellow. 4
•
, areas. Moss here, too. Seasonal algae
growth makes rocks airJt
green, short term doom may be present
t._1
u
u
Stream T Al A2 A3 A4 AS A6 B1 B2 83 B4 B5 B8 Cl C2 C3 C4 C5 C6 D3 04 5 06
Good (Stable) 3643 3843 54.90 60.95 60.95 50-60 3845 3845 40-60 40114 4868 40,W 38.50 311-W 60.85 70.90 70.90 60.85 85-107 M107 07 67-98
Far (Mod. Unstat 44.47 4447 91.129 96.132 96.142 81-110 4658 48.58 81-78 66.64 69.88 61.78 51.61 51.61 86.105 91.110 91-110 65105 108.132 10&132 132
: 99.125
Poor Unstable) 48+ 48+ 130` 133+ 143+ 111+ 59+ 59+ 79+ 85+ 89+ 79+ 62+ 62+ 106+ 111+ 111+ 106+ 133+ 133+ 1133+ 126+
Stream Type DA3 DA4 DAS OAS E3 E4 ES E6 Ft F2 F3 F4 F5 F6 GI G2 G3 G4 G5 G6
Good (Stable)
Fair (Mod. Unstat
Poor Unstable 4063
64-86
87+ 40.63
64.86
B7+ 4063
64-86
87+ 4063
64.86
87+ 4063
64-M
87+ 50-75
76-96
97+ 50-75
76-96
97+ 40{3
64.86
87+ W-85
86.105
106+ 6065
M105
106+ 85-110
111.125
126+ 85.110
111-125
126+ 90.115
116.1
131+ 80-95
96.110
111+ 4060
61.78
79+ 40.W
61-78
79+ 85.107
108.720
121+ 85.107
108.120
121+ 90.112
113.125
126+ M107
108.120
121+
2002 Wildland Hydrology
Grand Total a 8o
Existing Stream Type a B4/1
Potential Stream Type a B411
Modified Channel Stability Rating
Fair
•
Stream UT B to Ratcliffe Cove Branch
•
PFANKUCH CHANNEL STABILITY FORM
Reach Locatiore LIT 8 (upstream 213) Date: 111188004 Crew:
ARCADIS
Location Ke
I
Category
EXCELLENT
0000
FAIR
POOR

1
Landfor Slope Descri lion
Bank Slope Gradient <W% Rati
2 n Descri lion
Bank slope gradient 3010% Rati
4 ng -Description
Bank slope gradient 40.60%. Ratl
6 Descri tion
Bank slope gra6erg 60%+, Rat
a
v
y
Y
2
Mass Wasting No evidence of past or future mass wasting. 3 Infrequent, Mostly healed over. Low future 6 Frequent or large, causing sediment nearly 9 Frequent or large, causing sediment nearly 12 v
potential. year long. year tong OR imminent danger of same.
rn
3
Debris Jam Potential Essentially absent from Invnediate channel 2
v Present but mostly small twigs and limbs. 4 Moderate to heavy amounts, mostly larger 6 Moderate to heavy amounts
predominantly a
w
a area. sizes. ,
larger sizes.

q Vegetative Bank
Vag
l 90%+ plant density. Vigor and variety
suggest a deep, dense soil binding root 3 70.90% density. Fewer species or less vigor
suggest less dense or deep root mass 6 50.70% density. Lower vigor and fewer
s
ecies f
a
h
ll
di 9 v <50% density plus fewer species and less 12
ed
pn
mass, . p
rom
s
a
ow,
scontinuous root vigor, indicating poor, discontinuous, and
mass. shallow root mass.

5 Channel Ample for present plus Some Increases. Peak
flows contained. (WIDj/(W/Dref) < 1.1
BHR 1 Adequate. Bank overflows rare. (W/D)/(W/Oref) -
1
1-1
2
BHR a 1
1.1
3 2 Barely contains present peaks. Occasional 3 Inadequate. Overbank flows common 4 v
Capacity/Enlargement ,
=1
0.1
1 .
.
,
.
.
. overbank floods. (WID)/(W/DraQ =1.2-1.6, (W/D)/(W/Dref) > 1.8.8HR> 1.5.
.
.
. BHR=1.3.1.5.

to
6
Bank Rock Content 65%+ with large angular boulder3,12-. 2 4065%. Mostly boulders and small cobbles 6.12". 4 20-40%. With most in the 36" diameter 6 <20%rock fragments of gravel sizes
1J" or 8 v
common
lass. ,
less.

u
7
Obstructions to Flow Rocks and logs flmly embedded. Flow
pattern without cutting or deposition. Stable 2 Some present causing erosive cross currents and
minor pool filling. Obstructions fewer and less 4 v Moderately frequent unstable obstructions
move with high flows causing bank cuttin 6 Frequent Obstructions and deflectors cause
bank
i
l
i
S 8
?
5
bed.
firm g
and pool filling. eros
on year-
ong.
ed
mment traps fUl,
channel migration occurring.
0 8 Cuff rig We or none. Infrequent raw banks less than
6" 4 Some, lntermlttently at outcurves and
" 6 Significant, Cuts 12-24" high. Root mat 12 Almost continuous cuts, some over 24' high. 16 v
. constrictions. Raw banks may be up to 12
. overhangs and sloughing evident Failure of overhangs frequent,

9
Deposition Little or no enlargement of channel or point
bars 4 Some new bar Increase, mostly from coarse 8 Moderate deposition of new gravel and 12 v Extensive deposits of predominantly fine 16
, gravel coarse sand on old and some new bars. Particles. Accelerated bar development.
10 Rack Angularity Shaedges and comers. Plane surfaces
rough 1 Rounded comers and edges, surfaces smooth,
fl 2 Comers and edges well rounded in two 3 v Wed rounded in all dimensions, surfaces 4
. at dimensions. smooth.

11
Brightness Surfaces dull, dark or stained. Generally not
bright 1 Mostly dull, but may have <35% bright surfaces. 2 Mixture dull and bright i.e. 35.65% mixture 3 Predominant) bright. 65%+, ex
Y Posed of
4
v
range.
.
sccured Surfaces.

12
Consolidation of Panicles Assorted sizes lightly packed or overlapping. 2 Moderately parked with some overlapping. 4 Mostly loose assortment with no apparent 6 v No parking evident Loose assortment easily 8
p overlaP• moved.
p
13
Bottom Size Distribution No size change evident Stable material. 80.
100%, 4 D 3tribution shift light. Stable material 504m% 8 Moderate change in sizes. Stable materials 12 v Marked distribution change Stabla materiais 16
Co 20.50%• 0.20%.
14 Scouring and Deposition <5% of bottom affected by scour or
deposition, 6 530% affected. Scour at constrictions and where
grades steepen. Some deposition in pods. 12 30.50% affected. Deposits and scour at
obstructions
consbictlons
and bends
Some 18 v More than 50% of the bottom in estate of flux
4
h
,
,
.
tilling of pods. or c
ange neartyyear
ong.
15 Aquatic Vegetation Abundant growth moss-like, dark green.
Perennial. In swift water loo, 1 Common. Algae fors in low velocity and pod
areas
Moss here
too 2 Present but spotty, mostly in backwater. 3 Perennial types scarce or absent. Yellow. 4 v
.
,
. Seasonal algae growth makes rocks slick green, short ter bloom may be present
.r - r
1 1
L
StrewnTyDe At A2 A3 A4 A5 AS 81 B2 B3 B4 B5 B6 Cl C2 C3 C4 C5 C6 D3 D4 D5 06
Good (Stable) 38.43 3843 54-90 60.95 60.95 50180 3815 3845 40.60 40.64 48.68 40.60 38.50 3850 60.85 70.90 70.90 60.85 M107 85.107 85.107 67.98
Fair (Mod. Unsta 44.47 4417 91.129 96.132 96-142 81-110 46.58 46.58 61.78 65.84 69.68 61.78 51.61 51.61 86.105 91.110 91.110 8&105 IM132 108432 106.132 99-125
Poor Unstable 48+ 48+ 130+ 133+ 143+ 111+ 59+ 59+ 79+ 85+ 89+ 79+ 62+ 62+ ID6+ 111+ 111+ 106+ 133+ 133+ 133+ 126-
Stream Ta DA3 OA4 DA5 DAG E3 E4 ES E6 Ft F2 F3 F4 F5 F6 G1 G2 G3 G4 G5 GB
Good (Stable) 4063 4063 4083 4013 4063 50 75 50 75 4063 ri 60.85 85 110 85110 90.115 80.95 4050 4080 85 107 BS 107 86112 85 107
Fair (Mod. Unstat 64 86 64-86 6466 64-86 64-86 76-96 7&98 I
64-86 5 8&105 111.125 111.125 11&130 9&110 61-78 61-78 10&120 10&120 113.125 10&12
Poor (Unstable) 87+ 87+ 87+ 87+ 87+ 97+ 97+ 87+ 106+ 108+ 126+ 128+ 13 t+ 111+ 79+ 7t)+ 121+ 121+ 126+ 121+
2002 Wildiand Hydrology
56
Grand Total = 122
Existing Stream Type = G4
Potential Stream Type o 64
Modified Channel Stability Rating =
Poor (Unstable)
• •
PFANKUCH CHANNEL STABILITY FORM ATC1 ^IS
Stream: UT to Thompson Creek Reach Location: Reference Reach Dale: 12!712004 Crew.. BNF, WSH
Location Ke

1 Category

Lamdfor Slope EXCELLENT
Descri tion RaU
Bank Slope Gradient <30% 2
P GOOD
Description Ratin FAIR
Description Rati POOR
Descrl tion Rati

Y
y
Mass Wasting
No evidence of past or future mass wasting.
3 V Bank slope gradient 30-40%
Infrequent. Mostly healed over. Low future 4
6
v Bank slope gradient 40.60%.
Frequent or large, causing sediment needy 6
9 Bank slope gradient 609+.
Frequent or large, causing sediment nearly 8
12
potential. year long. year long OR imminent danger of same.

3
Debds Jam Potential Essentially absent from kmtedate channel
area 2 Present, but mostly small twigs and limbs. 4 v Moderate to heavy amounts, mostly larger 6 Moderate to heavy amounts
predominantly 8
a sizes. ,
larger sizes.

4 Vegetative Bank 90%+ plant density. Vigor and variety
suggest a deep
dense sdl binding root 3 70-90% density. Fewer spades or less vigor
s
t l
d 6 50.70% density. Lower vigor and fewer 9 <50% density plus fewer spades and less 12
Protection , ugges
ess
ense or deep root mass. species from a shallow, discontinuous root vigor, indicating poor, discontinuous, and
mass. shallow root mass.

5
Ca
P Ue1 Ample for present plus some increases. Peak
flaws contained. (W/D)r(WlDroo < 1
1
BHR 1
:
Ad uate, Bank overflows rare. (W/D)<M/Dre9
1
181
2 BHR = 2 Barely contains present peaks. Occasional 3 Inadequate. Overbank flows common. 4
C
a
lENargement
Y .
,
.1
0.1
1 v .
.
1,1.1.3. overbank floods. (W/DN(W/DreA =1.2.1.6, (W/D)/(W/)ref) > 1.6, BHR > 1.5.
.
.
.
BHR =1.3-1.5.
H
6
Bank Rock Content 65%+ with large angular boulders. 12"+
cannon 2 40-65%. Mostly bounders and small cobbles 6.12". 4 20-00%. Wth most In the 3-6" diameter 6 420% rock fragments of gravel sizes, 1.3- or 8 v
Y
Z class, less.
m
7
Obstructions to Flow Rocks and logs firmly embedded. Flow
pattern without cutting or deposition. Stable 2 Some present causing erosive cross currents and
minor pod filling
Obstructions fewer and 1833 4 v Moderately frequent, unstable obstructions
i
h 6 Frequent obstructions and deflectors cause 8

bed. .
flint move w
t
high flows causing bank cutting bank erosion yearlong. Sediment traps full,
and pool fitting. channel migration occurring.

6
Cutting Little or none. Infrequent raw banks less than
6" 4 Some, intermittently at outcurves and Significant. Cuts 12-24" high Root mat 12 Almost continuous cuts, some over 24" high 16
. V constrictions, Raw banks may be up to 12", i overhangs and sloughing evident. Failure of overhangs frequent
9 Deposit on Uttti` or no enlargement of channel or point 4 Some new bar increase, mostly from coarse s Moderate deposition of new gravel and 12 Extensive deposits of predominantly fine 16
gravel. coarse sand on old and some new bars, panicles. Accelerated bur development.
10 Rock An lad
ty Sharp edges and comers. Piano surfaces
rough 1 Rounded comers and edges, surfaces smooth,
n 2 v, Comers and edges well rounded in two 3 Well rounded in an dimensions, surfaces 4
. at. dimensions. smooth.

11
Brightness Surfaces dull, dark, or stained. Generally not
bright. 1 Mostly dull, but may have <35% bright surfaces. 2 Mixture dull and bright, i.e. 35.65% mixture 3 ? Predominantly bright, 65%+, exposed or 4
range, scoured surfaces.

E

12

Consolidation of Particles Assorted sizes 8ghtly packed or overlapping. 2 Moderately packed with some overlapping, 4 Mostly loose assortment with no a arent

a pp 6 No acki evident. Loose assortment, easl

P y 8
O oved
P• moved.
0 13 Bottom Size Distribution No size change evident. Stable material. 80-
too-/. 4 Distribution shirt light Stable material 50.60% 8 Moderate change in sizes. Stable materials 12 Marked distribution charge. Stable materials 16
. 20-50%. 0-20%.

14
Scouring and Deposition <5% of bottom affected by scour Of
deposition 6 5.30% affected. Scour at constrictions and where
d 12 30.5095 affected. Deposits and scar at 18 More than 50% of the bottom In a state of n 24
. %o gra
es steepen. Some deposition In pools, obstructions, constrictions, and bends. Some or change nearly
y yearlong.
of pools.
15 Aquatic Vegetation Abundant growth moss-like, dark green,
perennial. In swift water too. 1 Common, Aigao fors in low velocity and pool
areas
Moss here
too 2 Present but spotty, mostly In backwater, 3 Perennial types scarce or absent Yellow- 4

21 ,
,
. Seasonal algae
growth makes rocks slick.
green, shat ter bloom maybe present
totals ..............
28
3
8
Grand Total - 60
Existing Stream Type ¦ C4
Potential Stream Type = C4
Modified Channel Stability Rating =
Good
Stream T a Al A2 A3 A4 AS AS Bt 82 83 B4 85 BS C7 C2 C3 04 C5 C6 03 04 05 D6
Good (Stable) 38.43 38-43 5490 60.95 60.95 50.W 38.45 38.45 40{0 40-64 48-W 40160 38-50 38-50 60.85 70.90 70.90 60.65 M107 85-107 85.107 67-98
Fair (Mod. Unstat 4447 4447 91.129 96.132 98.142 81-110 4658 46.58 61.78 65.84 69.88 61.78 51-61 51-61 85-105 91.110 91.110 86.105 108.132 IM132 IM132 M125
Poor Unstable 48+ 48+ 130+ 133+ 143+ 111+ 59+ 59+ 79+ 85+ 89+ 79+ 62+ 62+ 106+ 111+ 111+ 106+ 133+ 133+ 133+ 126+
Stream Type DA3 DA4 OAS OAS E3 E4 E5 E6 F7 F2 F3 F4 F5 F6 G1 G2 G3 G4 GS G6
Good (Stable) 4063 4083 40-63 40.63 40-63 50.75 50.75 40.63 60.85 60.85 85.110 85.110 90.115 80.95 40.60 40-60 85.107 85.107 90.112 85 107
Fair (Mod, Unstat 64-66 64.86 64.88 64-06 64-N 76.96 76-96 64.86 86.105 86.105 111-125 111-1251 116-139 96.110 61.78 61.78 108-12 108.120 113.12 108.12
Poor (Unstable) 87+ 87+ 87+ 87+ 87+ 97+ 97+ 87+ 106+ 1064 1 126+ 126+ 131+ 111+ 79+ 79+ 121+ 121+ 11
128+
121+
2002 Wutlland Hydrology
•
•
a
m
z
v
x
n
0
•
Appendix C
BEHI Rating Form
•
0
•
Stream: Ratcliffe Cove Branch Reach Location:
7En
Erodibility Variable/Value Index Bank Heioht/Bankfu/l Hetoht

Bank Bankfull
Height (ft) Height (ft) A/B

A
B 4.3 Moderate
4.80 3.80 1.26
•
BEHI Form
Reach 1 A x-sect. 3 max
572 ARCADIS
11/18/04 Crew: WSH
6anK Erosion Hazard Index
Bank Erosion Potential
Very Low Low Moderate High Very High Extreme
0 Bank Height/ Value 1.0-1.1 1.11-1.19 1.2-1.5 1.6-2.0 2.1-2.8 >2.8
M
.` Bankfull Height Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-910 10
j Root Depth/ Value 1.0 - 0.9 0.89-0.5 0.49 - 0.3 0.29 - 0.15 0.14 - 0.05 <0.05
Z Bank Height Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Weighted Value 100 - 80 79 - 55 54 - 30 29 - 15 14 - 5.0 <5.0
0- Root Density Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
w le Value
Bank An 0 - 20 21 - 60 61 - 80 81 - 90 91-119 >119
g
Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Surface Value 100 - 80 79 - 55 54 - 30 29 - 15 14 -10 <10
Protection Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Root Depth/Bank Height
Root Depth C/A
(ft) C 8.5 Very High
0.50 0.10
Weighted Root Density

Root
Density D"C/A
(%) D
20 2.08
10.0 Extreme
Bank Angle
Bank Angle
(degrees) 3.5 Low
50
Surface Protection
Surface
Protection
(%) 2.8 Low
70 ~
Materials: Upper-sandy loam. 10.0
Lower-gravel with sand matrix
Stratification: Boundary between 0
0
sandy loam and gravel .

TOTAL SCORE: ; 39.1 i High
Bank 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, do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
;tratification
Add 5-10 points depending on position of unstable layers in relation to bankfull stage
'otal Score
Very Low Low Moderate Nighc ,.. Very High Extreme
5-9.5 10-19.5 20-29.5 30 395 40-45 46-50
2003 Wildland Hydrology
BEHI Form
Stream: Ratcliffe Cove Branch Reach Location: Reach 2 • just upstream of x-sect 8
Bank
Erodibility Variable/Value Index Erosion
Potential
Bank Heiaht/Bankfull Heiaht
Bank Bankfull
Height (ft) Height (ft) A/B
A B 4.3 Moderate
4.90 3.90 1.26
Koot Uepthlbank Height
Root Depth C/A
(ft) C 7.8 High
0.80 0.16
Weighted Root Density
Root
Density D`C/A
(%) D
40 6.53
8.8 Very High
Bank Angle
Bank Angle
(degrees) 5.5 Moderate
75 INE011111'
Surface Protection
Surface
Protection
(%) 3.4 Low
60 ?
Materials: Upper-sandy loam.

Lower-gravel with sand matrix 10.0
Stratification: Boundary between

sandy loam and gravel 0.0

TOTAL SCORE: i 39.8 ; Very High;
ARCADIS
11/18/04 Crew: WSH
damn crusnun nazaru inuex
Bank Erosion Potential
Very Low Low Moderate High Very High Extreme
Q Bank Height/ Value 1.0-1.1 1.11-1.19 1.2-1.5 1,6-2.0 2.1-2.8 >2.8
Bankfull Height Index 1.0 - 1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Root Depth/ Value 1,0-0.9 0.89-0.51 0.49 - 0.3 0,29 - 0.15 0.14 - 0.05 <0.05
Z` Bank Height Index 1.0-1.9 2.0 - 3.9 4.0 - 5.9 6.0 - 7.9 8.0 - 9.0 10
Z
V Weighted Value 100 - 80 79 - 55 54 - 30 29 - 15 14 - 5.0 <5.0
Root Densit Index 1,0.1.9 2.0-3.9 4.0-5,9 6.0-7.9 8.0-9.0 10
uJ Value
Bank Angle 0-20 21 - 60

1 61 - 80 81 - 90 91-119 >119
Index 1.0-1.9 :2.0 -3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Surface Value 100 - 80 79 - 55 54 - 30 29 - 15 14 =0 <1 0
Protection Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Bank 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, do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
Stratification
Add 5-10 points depending on position of unstable layers in relation to bankfull stage
Total Score
Very Low Low Moderate High -Very, High Extreme
5-9.5 10-19.5 20-29.5 30-39.5 40=45 46-50
2003 Wildland Hydrology
BEHI Form
Stream: Ratcliffe Cove Branch
Bank
Erodibility Variable/Value Index Erosion
Potential
Bank Heioht/Bankfull Heiaht
Bank Bankfull
Height (ft) Height (ft) A/B
A B 5.9 Moderate
5.70 3.80 1.50
Hoot DepthlBank Height
Root Depth C/A
(ft) C 8.0 Very High
0.80 0.14
Weighted Root Density
Root
Density D'C/A
(%) D
60 8.42
Bank Angle
8.7 Very High
Bank Angle
(degrees) 7.0 High
85?
Surface Protection
Surface
Protection
(%) 2.8 Low
70 moo-
Materials: Upper-sandy loam. 10.0
Lower-gravel with sand matrix
Stratification: Boundary between 0.0
sandy loam and gravel
TOTAL SCORE: i 42.4 1 Very High
Reach 3 @ x-sect. 14 max
,0 ARCADIS
Date: 11/29/04 Crew: WSH
tianK Erosion Hazard Index
Bank Erosion Potential
Very Low Low Moderate High Very High Extreme
m Bank Height/ Value 1.0-1.1 1.11-1.19 1.2-1.5 1.6.2.0 2.1-2.8 >2.8
M Bankfull Hei ht Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
j Root Depthl Value 1.0-0.9 0.89-0.5 0.49 - 0.3 0.29 - 0.15 0.14 - 0.05 <0.05
_Z? Bank Height Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Z
t5

Weighted Value
-

100 - 80

79 - 55

54 - 30

29 - 15

14 - 5.0

<5.0
Root Densi Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0 - 9.0 10
w Value
Bank Angle 0-20 21 - 60 61 - 80 81 - 90 91-119 >119
Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Surface Value 100 - 80 79 - 55 54 - 30 29 - 15 14 - 10 <10
Protection Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Bank 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, do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
stratification
Add 5-10 points depending on position of unstable layers in relation to bankfull stage
"otal Score
Very Low Low Moderate High Very High Extreme
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
2003 Wildland Hydrology
•
Stream: Ratcliffe Cove Branch
Erodibility Variable/Value
Reach Location:
Bank
Index Erosion
Potential
Bank Heiaht/Bankfull Height
Bank Bankfull
Height (ft) Height (ft) A/B
A B 3.0 Low
3.70 3.20 1.16
Hoot Depth/Bank Height

Root Depth C/A
(ft) C
0.50 0.14
Weiahted Root Densitv

Root
Density D"C/A
(%) D
85 11.49
Bank Angle
Bank Angle
(degrees)
50
Surface Protection
•
BEHI Form
Reach 4 ski x-sect. 17 riffle
ARCADIS
Date: 11/29/04 Crew: WSH
tsanK trosson Hazara Index
Bank Erosion Potential
Very Low Low Moderate High Very High Extreme
Bank Height/ Value 1.0-1.1 1.11 - 1.19 1.2-1.5 1.6-2.0 2.1 - 2.8 >2.8
Bankfull Height Index 1.0-1.9 2.0-3.9 4.0-5,9 6.0-7.9 8.0-9.0 10
j Root Depth/ Value 1.o-0.9 089-0.5 0.49 - 03 0.29 - 0.15 0.14 - 0.05 <0.05
2~ Bank Height Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Weighted Value loo-8o 79 - 55 54 - 30 29-15 14- 5.0 <5.0
M Root Density 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
W Value
Bank Angle 0 - 20 21 - 60 61 - 80 81 - 90 91 -119 >119
Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Surface Value 100 - 80 79 - 55 54 - 30 29 - 15 14 - 10 <10
Protection Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
8.0 Very High
8.3 Very High
3.5 Low
Surface
Protection
(%) 1.3 Very Low
95 ?
Materials: Upper-sandy loam. 5
0
Lower-gravel with sand matrix .
Stratification: Boundary between 0
0
0
sandy loam and gravel .

TOTAL SCORE: -
i 29.1 -----?
i Moderate
Bank 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, do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
>tratification
Add 5-10 points depending on position of unstable layers in relation to bankfull stage
"otal Score
Very Low Low Moderate` High Very High Extreme
5 - 9.5 10 - 19.5 '20.7;29:5 30 - 39.5 40 - 45 46 - 50
2003 Wildland Hydrology
BEHI Form
Stream: Ratcliffe Cove Br. - UT A Reach Location:
Bank
Erodibility VariableNalue Index Erosion
Potential
Bank Heioht/Bankfull Heioht
Bank Bankfull
Height (ft) Height (ft) A/B
A B 7.3 High
4.80 3.80 1.26
UT A 0- x-sect. 70 head of riffle
ARCADiS
Date: 11/29/04 Crew:
IianK Erosion Hazard Index
Bank Erosion Potential
Very Low Low Moderate High Very High Extreme
d Bank Height/ Value 1.0 - 1.1 1.11-1.19 1.2-1.5 1.6-2.0 2.1-2.8 >2.8
M Bankfull Height Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
j Root Depth/ Value 1.0-o.9 0.89-0.51 0.49-0,31 0.29-0.151 0.14-0.051 <0.05
Z` Bank Height index 1.0-1.9 2.0-3.9 4.0 - 5.9 6.0 - 7.9 8.0 - 9.0 10
Weighted Value 100 - 80 79 - 55 54 - 30 29 - 15 14 - 5.0 <5.0
o Root Density Index 1.0 - 1,9 2.0-3.9 4.0 - 5.9 6.0-7.9 8.0-9.0 10
Bank Angle Value 0 - 20 21 - 60 61 - 80 81 - 90 91 -119 >119
Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7,9 8.0-9.0 10
Surface Value 100 - 80 79 - 55 54 - 30 29 - 15 14 - 10 <10
Protection Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Root Depth/Bank Height
Root Depth C/A
(ft) C 6.7 High
0.50 0.10
Weighted Root Density
Root
Density D'C/A
(%) D
20 2.08
7.8 High
Mobs" L-
Bank Angle
Bank Angle
(degrees) 5.9 Moderate
50?
Surface Protection
Surface
Protection
(%) 1.8 Very Low
70
Materials: Upper-sandy loam. 5
0
Lower-gravel with sand matrix .
Stratification: Boundary between 5
0
sandy loam and gravel .
-
TOTAL SCORE: 39.5 i High
Bank 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, do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
>tratification
Add 5-10 points depending on position of unstable layers in relation to bankfull stage
.otal Score
Very Low Low Moderate -High;; Very High Extreme
5-9.5 10-19.5 20-29.5 30--39.5 40-45 46-50
2003 Wildland Hydrology
•
Stream: UT B to Ratcliffe Cove Br. Reach Location:
Bank
Erodibility Variable/Value Index Erosion
Potential
Bank Heioht/Bankfull Height
Bank Bankfull
Height (ft) Height (ft) A/B
A B NIA NIA
9900 ? #VALUE!
•
BEHI Form
UT B Cad riffle x-sect
ARCADIS
11/18/04 Crew: WSH
Bank Erosion Hazard IndpY
Bank Erosion Potential
Very Low Low Moderate High Very High Extreme
(D Bank Height/ Value 1.0-1.1 1.11-1.19 1.2-1.5 1.6-2.0 2.1-2.8 >2.8
BankfullHeight Index 1.0-1.9 290-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Root Depth/ Value 1.0-o.9 0.89-0.51 0.3 0.29 - 0.15 0.14 - 0.05 <0.05
Z' BankHei ht Index 1.0-1.9 2.0-3.9 S4.0-5.9 6.0-7.9 8.0-9.0 10
Z Weighted Value 100 - 80 79 - 55 54 - 30 29 - 15 14 - 5.0 <5.0
LO Root Density Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
w Bank Angle Value 0-20 21 - 60 61 - 80 81 - 90 91 - 119 >119
Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Surface Value 100--80 79 - 55 54 - 30 29 - 15 14 - 10 <10
Protection Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Koot ueptn/t3ank Height
Root Depth C/A
(ft) C 8.5 Very Nigh MEOW 0.80 0.09
Weighted Root Density
Root
Density DEC/A
(%) D
30 2.67
10.0 Extreme
Bank Angle
Bank Angle
(degrees) 5.9 Moderate
111111111110-
Surface Protection
Surface
Protection
(%) 7.2 High
20
Materials: Upper-sandy loam.

Lower-gravel with sand matrix 10.0
Stratification: Boundary between

sandy loam and gravel 8.0

TOTAL SCORE: i 49.6 i Extreme
Bank 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, do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
stratification
Add 5-10 points depending on position of unstable layers in relation to bankfull stage
otal Score
Very Low Low Moderate High Very High Extreme
5-9.5 10-19.5 20-29.5 1 i30=1395'. 40-45 46-50
2003 Wildland Hydrology
• •
BEHI Form ARCADIS
Stream: LIT Thompson Creek
Erodibility Variable/Value
Bank HeiahtlBankfull Height
Reach Location:
Bank
Index Erosion
Potential
In a run d/s of cross section # 3
Date: 12/02/04 Crew: BNF
Bank Erosion Hazard Index
Bank Bankfull
Height (ft) Height (ft) A/B
A B 4.6 Moderate
4.80 3.80 1.26
Root DepthlBank Height
Root Depth
(ft) C CIA 1.9 Very Low
0.50 0.10 mmoso.
Weighted Root Density
Root
Density D'C/A
(%) D
20 2.08
2.5 Low
111111111111111W
Bank Angle
Bank Angle
(degrees) 2.5 Low
50
Surface Protection
Surface
Protection
(%) 1.5 Very Low
70 ?
Materials: Upper-sandy loam. 0
0
Lower-gravel with sand matrix .
Stratification: Boundary between
0
0
sandy loam and gravel .

TOTAL SCORE: i 13.0 i Low
Bank Erosion Potential
Very Low Low Moderate High Very High Extreme
o Bank Height/ Value 1.0-1.1 1.11-1.19 1.2-1.5 1.6-2.0 2.1-2.8 >2.8
BankfullHeight Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Root Depth/ Value 1.0-0.9 0,89-0.51 0.49 - 0.3 0.29 - 0.15 0.14 - 0705 <0.05
Bank Height Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Z Weighted Value 100 - 80 79 - 55 54 - 30 29 - 15 14 - 5.0 <5.0
c Root Density Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
w Value
Bank An
le 0-20 21 - 60 61 - 80 81 - 90 91-119 >119
g
Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Surface Value 100 - 80 79 - 55 54 - 30 29 - 15 14 - 10 <10
Protection Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Bank 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, do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
stratification
Add 5-10 points depending on position of unstable layers in relation to bankfull stage
'otal Score
Very Low L.ow, -! Moderate High Very High Extreme
5-9.5 10_t.195. 20-29.5 30-39.5 40-45 46-50
2003 Wildland Hydrology
0
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Appendix D
Regional Curves for Rural Mountain,
North Carolina
•
0
I•
•
•
NC Rural Mountain Regional Curve
10000
I lilt
fill
N
w
V
d
m 1000
?a
t
V
N

00,
100
1 10 100
1000
Drainage Area (S q. mi)
NC Rural Mountain Regional Curve
1000
LL- If,
a

m

V 100
W
V7
X

3
Y
C
m
m
10
1 10 100
1000
Drainage Area (Sq. mi)
http://www.bae.ncsu.edu/programs/extension/wqg/Sri/mtncurves.html
12/12/2005
I.
•
NC Rural Mountain Regional Curve
1000
u.
~}' 100
Y
? m
10
1 10 100 1000
Drainage Area (Sq. mi)
HC Rural Mountain Regional Curve
10.0
n
Y
I ?
's
a
?d
O ?
!c
iv
d
3
w
Y
C
l0
m
i
I
1.0
1 10 100 1000
Drainage Area (Sq. mi)
http://www.bae.nesu.edu/programs/extension/wgg/sri/mtncurves.html
12/12/2005

Table of Regional Curve data for the Mountain region:

Stream Name Stream
Gage Station ID Type
Drainage Bankfull
Discharge Bankfull
Xsec Area
Bankfull
Bankfull Mean Return
Water Surface Interval
• (Rosgen) Area (mil) (cfs) (1`12) Width (fl) Depth (It) Slope (tuft) (years)
French Broad at Rosman 3439000 E4 67.9 3226 544.9 82.4 6.6 0.0009 1.3
Mills River 3446000 C4 66.7 2263 333 74.3 4.5 0.0035 1.9
Davidson River 3441000 134c 40.4 1457 316 87.6 3.6 0.004 1.1
sCreek near
Brevard
Brevar 344000 B4c 11.7 470 94.2 38 2.5 0.013 1.67
West Fork of the Pigeon 3455500 B3c 27.6 2433 277.9 80.6 3.4 0.0077 1.10
East Fork Pigeon River 3456500 B 51.5 3450 446.3 107 4.2 incomplete 1.59
Watauga River 3479000 B4c 92.1 3492 572 140.3 4.1 0.0033 1.25
Big Laurel 3454000 B4 126 2763 406 110.8 3.7 0.0045 1.59
East Fork, Hickey Fork
Creek n/a B3a 2.0 242 39.3 27.4 1.4 0,045 n/a
Cold Spring Creek n/a B4 5.0 352 74.4 42.9 1.7 0.025 n/a
Caldwell Fork n/a B 13.8 560 79.3 39.4 2.0 0.02 n/a
Cataloochce 3460000 B4c 46.9 1320 186.9 58.7 3.2 0.008 1.60
Bee Tree 3450000 B3, 5.46 231.5 56 32.1 1.7 incomplete 1.85
North Fork Swannanoa 344894205 C3 14.5 855.7 170.6 69.3 2.5 incomplete
Equations for the Regional Curve Relationships:
i
Bankfull Cross-Sectional Area vs. Drainage Area: y = 21.61x0.68
• Bankfull Discharge vs. Drainage Area: y = 100.64x0.76
Bankfull Width vs. Drainage Area: y = 19.05x0.37
Bankfull Mean Depth vs. Drainage Area: y = 1.11 x0.31
* where x = drainage area
•
http://www.bae.ncsu.edu/programs/extension/wgg/sri/mtntable.html 12/12/2005
•
n
LJ
a
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m
•
•
Appendix E
Reference Reach Photographs
•
0
UT to Thompson Creek, Transylvania County
is
Photo 1. Standing on the left bank near cross section #3 looking at floodplain.
•
0 Photo 2. Looking downstream at RC #2. Notice well vegetated banks.
December 2004
UT to Thompson Creek, Transylvania County
L]
Photo 3. Looking upstream at RC #5. Notice well vegetated banks.
•
0 Photo 4. Looking upstream at RC #9. Notice wide radius and overhanging vegetation.
December 2004
UT to Thompson Creek, Transylvania County
`I
u
v
ll?w . ?, ;A
i?.
A
49 '.
'r
tl
Photo 5. Looking at RC #8. Notice small radius.
Photo 6. Looking upstream at beginning of reference reach at a run.
December 2004
UT to Thompson Creek, Transylvania County

Photo 7. Looking downstream at RC #7 and RC#6. Notice wide radii and low banks.
0
December 2004
0 Photo 8. Looking upstream at RC #7. Notice wide radius.
UT to Thompson Creek, Transylvania County
•
December 2004
Photo 9. Standing on left bank looking at cross section #1 at max pool and RC#4. Notice low bank.
•
0 Photo 10. Looking upstream at cross section #3 at a riffle, and cross section #2 at a glide.
UT to Thompson Creek, Transylvania County
•
December 2004
Photo 11. Looking at the left bank near RC #3. Used as representative bank for BEHI analysis.
•
40 Photo 12. Looking upstream at cross section #4 at a riffle. Location of pvmt/subpvmt sample.
UT to Thompson Creek, Transylvania County
9
Photo 13. Looking upstream at cross section #5 at a run.
0
December 2004
0 Photo 14. Looking downstream at RC #1, and at cross section #6 at a max pool.
UT to Thompson Creek, Transylvania County
0
Photo 15. Looking downstream going into RC #1. Notice debris in channel.
9
December 2004
is Photo 16. Confluence of small trio (right) and UT to Thompson Creek at end of Reference reach.
UT to Thompson Creek, Transylvania County
I*
December 2004
Photo 17. Looking upstream at confluence of UT to Thompson Creek (right) and Thompson Creek (left),
downstream of reference reach.
r
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a
rn
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X
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Appendix F
Shield's Diagram
•
0
40
.01 .1 1 10 4i
1000-
Leopold, Wolman & Miller. 1964
10
- Q Colorado Data-(Wildland Hydrology): i - -
500 `
-14
400
300
00 - Colorado Data: Power Trendlme
.7355 ------------- ?-
200 ----------- ~Dia. (mm) = 152.02 Zc c , CFA.:. 1
- l:•
838
R2 =
O
100
V e.-
i 50
40
1 O ,
30 -
20 4- .0-
i I-
10
4
W 3 II -^-O - I-
• ~ 2 ?--
W
Power-Trendline:
z .5 - ! ` .Leopold, Wolman Miller 1964
.4 i 0...
Dia. (mm) = 77.966 1.042
3
I 2
.2 R = .9336
(D I - - ------
• 10 0 CD CD 6 0 0 02 .03.04 05 2 .3 .4 2 3 4 5 10
.01 .1 .5 1
Tc = CRITICAL SHEAR STRESS: (Ibs.lsgft.)
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 e versus Rg
form into the present form, in which critical shear stress is plotted as a A
function of grain diameter.
w
w
GATheRAM3-2-2006\1 st Field Day-SECTION AVam06-PAGE-A 60-CritiplShearGrafxls A 60
•
•
a
M
m
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v
'x
's-1

•
Appendix G
HEC-RAS Analysis
•
•
HEC-RAS Version 3.1.2 April 2004
U.S. Army Corp of Engineer.
Hydrologic Engineering Center
609 Second Street
Davis, California
X X XXXXXX XXXX XXXX xX xxxx
x x X x x x X X X x
X X X x x X X X X
XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
• x X X x x x x x x
X X X X X X X X X X
X X Xx]cxxx XXX% X X X X %XX)0(
I OJECT DATA
rroject Title: RatCliff Cove
'roject File : Rattliff.prj
tun Date and Time: 5/11/2005 12:53:37 PM
?roject in English unite
'IAN DATA
:Ian Title: Existing5treamBankfull
lan File : 9:\TRA\604012_Ratcliffe Cove\Hyd\RaLcliff.p06
Geometry Title: ExiatingStream-Bankfull
Geometry File : 9:\TRA\604012 Ratcliffe Cove\Hyd\Ratcliff.g01
Flow Title : StreamflowBankfull
Flow 111e g:\TRA\604012_Ratcliffe Cove\Hyd\RatCliff.f02
'Ian Summary Information:
hUmber of: Croas Sections - 10 Multiple Openings - 0
Culverts 0 Inline Structures 0
Bridges 1 Lateral Structures - 0
'omputational information
Water surface calculation tolerance - 0.01
Critical depth calculation tolerance - 0.01
Maximum number Of iterations - 20
Maximum difference tolerance - 0.3
Flow tolerance factor - 0.001
omputation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
]AW DATA
low Title: Streamfloweankfull
low File : 9:\TRA\604012 Ratc
f
low to (c el
Reach
nnel main channel
thamel main channel
main channel main channel
main channel main channel
main channel main channel
-dary Conditions
River Reach
main channel main channel
iffe Cove\Hyd\Ratcliff.f02
RS Bankfull
120 297
118 247
112 259
108 269,
104 281
Profile Upstream Downstream
Bankfull Normal S - 0.0144
:OMETRY DATA
.,ometry Title: ExistingStream-Bankfull
-Me
try File : 9:\TRA\604012_RatCliffe Cave\Hyd\Rattliff.90I
FOSS SECTION
:VER: main channel
iACH: main channel RS: 120
IPUT
?ecription: Existing section u/s beginning of work
ration Elevation Data num- 17
Sta El- Sta Elev Sta Elev St. Elev Sta Elev
-117 2635 -109 2634 -87 2633 -53 2632.7 -20 2633
02633.241 4.4263 5.72629.748 12.62629.407 182629.935
27.72631.993 39.32633.281 130 2632.5 225 2632.2 249 2633
282 2634 288 2635
ruling's n Values num- 3
Sta n Val -, Sta n Vol Sta n Val
-117 .04 0 .OS 39.3 .04
nk Sta: Left Right Lengtha: Left Channel Right Coeff Contr. Expan.
0 39 .3 155 175 175 .1 .3
ght Levee Stat ion- 39.3 Elevation-2633.281
OSS SECTION OUTPUT Profile Y8ankfull
E.G. Elev (ft) 2632.96 Element Left 08 Channel Right OB
Vel Head (ft) 0.24 Wt. n-Val. 0.040 0.050
W.S. Elev (f [) 2632.72 Reach Len. (ft) 155.00 175.00 775.00
Crit N.S. (f[) 2631.72 Flow Area (ag ft) 0.05 62.69
E.G. Slope (ft/ft) 0.007893 Area (sq ft) 0.05 62.69
(cfs) 247.00 Flow (cf.) 0.03 246.99
h (f t) 37.92 Top Width (ft) 4.85 33.07
1 (ft/s) 3.94 Avg. Vel. (ft/9) 0.16 3.94
Opth (ft) 3.31 Hydr. Depth (ft) 0.01 1.90
Co Total (cfe 2780.1 Co-. (cfe) 0.1 2780.0
Length Wtd. (ft) 175.00 Wetted Per. (ft) 4.85 34.40
Min Ql E1 lft) 2629.41 Shear (lb/eq f[) 0101 0.90
Alpha 1.00 Stream Power llb/ft s) 0.00 3.54
Fzctn Lose (fcJ 2.04 Cum Volume (acre-ft) 0.50 5.08 0.02
C 6 E Lose Ift) 0.02 Cum SA (acre.) - 1.37 2.42 0.07
ruing: Divided flow computed for this cross-section.
ruing: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
tia^s :? a-_i less was greater t1- 1.0 ft (0.3 s). between the current and previous cress Section.
Ws ray 1-iicate the zeed fcr ai:itcral -as seders.
S.t- )chip-e critial dept`3 were feurd at this location. he critical depth with the Iowest, valid, water
rte--fax ras used.
z-_- i?. -3
RIVER: main channel
FEXCH: -iz chnrael RS: 178
ire
=escriptioc: 3sertz?A 1, Fiead Riffle S.a lv%S.Ca, Tea; : i
Statics -S8 0-
-A.2 and 95 ctrl 347 takes f- --= t'po
S,
'ti_ E-C/ati= rata T 53
Eta, - Sts Sts Elev Sta Elev Sta Lev
-E3 t35 -77 2674 -53 2633 -25 :6J2 -9-2 2'632
Z2.312b30.611
:.42'3 7.E72E71.633 13:!22E31 248 -541631-665
-b.312£29-i76 13_2E30-:32 37.651633.966 33.[21629.5[2
::6:9.167 2.3111iil-E42 42-1226:8.619 41. 71:E28.376 43.362623.
43-SE2EZ7-351 45-37161 7.238 45.416:7.155 4E-C:26Z7.1ib 46.92 2627.24
43-::6::_:72 43.4::5:7.1:3 5.482627.732 1.061627.962 51.42628.111
51-A iE1E-2:4 .55 26:9.34 52...72613.44 53.1816:3-575 54.42 263..79
'.55:633.2:4 63.3::£31.337 63.27 :971.6 - 36]1.744 14-72 631-793
I-[::b_._6r6 33 2431 134 1631 I43 253C lb3 ZE3J
251 :63: 148 .931 7:1 431 333 1634 347 2635
K---'S-s a Val- _ 3
Vat Zt. a Val Sts .. Vat
-68 .:4 15-z4 .:5 54-42 .:.a
Back Sta: left Riot Iergthhs Left aael Right Cceff C-.4:tr. Ex-la .
.3.54 54.43 660 663.18 610 .1 -3
Right levee Static- 84.7 E1 e.-at ica. 2631.8
r :.SS Sa?'°S7( X=7 Profile fBa-.tf u12
F--- (ft)
.
2"' 91 F.1-t :eft C3 a-a- 1 Right C7
1 -vd (ft1 7
.42 Wt- .-Val- C.C50
--S - Z:- U.) 0.43 Feath I-. (ft) 660.C0 668-18 610.C0
Y.S. fct :63:.35 Fl- Area fsq ft) 47.54
E _:.. r _re If tlf t) ::9219 .Sea (s7 fiJ {7.54
1 ^' -
` 247 tCfaf 2.7_C7
7Cp Yi ?
ta t) 31.13 Tcp ift7 31.13
': el Tcta: (f tla) 5-:0 a:g- ,el. if:l j) 5-20
Kai Cl 2pth (ft) 3.23 ter. D,,-.h [ft) 1.53
Cray. Thal (cf.) 16:0-5 C-- (cfs3 -5
,ogth Yt3. (ft) ESE .78 Yette3 Fer. (fil 33-C4
Kin Ch EI Aft) 1E27-:0 Sneaz flb!sq ft) 1.69
Al ph 1'.0 Stress Fewer (lb:ft s) 1.7E
Frctn Loss (ft) 5-C1 Ca vcl use iacre-ft) 0-53 4.86 0.02
C 6 E I= (ft) C.CA Ca SA (acres) 1.36 2-29 0.17
rsza=-g: ^.e E e::a-e ratio (-pstream -la-ce divided by do .stress canvnla'ice) is less than
:-] M greater tan 1.4. This lay indicate the need fcr additional c- Aecti-
Wa^.., C--=y /tea was greater Etas I.D It (0-3 a) - between the --c and previous creAA Section.
Mi?sjff' i-.. cafe the need for aCJ t-l C-83 se±ti _
r.,:t p.e ct-tal ==:-=s were f---.4 at this Sccaticn. 7%e critical depth with the lowest, valid, water
.-f- was -ed.
iY 5? :fit
RIA-2: main ---I
RZACM: rain channel RS: 215
lYFUf
Description: 2sectioa 4, Head Riffle Sta 8.19.22
Station -100 th- -32 and 124
taken frca "COCf tcpo
Station Elevation at. 36
Sts Erev St. PI- Sta Lev Sts El ev Sta El ev
-1C0 2E3C -90 ZE29 -82 162E -63 :627 -32 2626
C-6-5-355 21.35-Es 6.Ud3 36-572626.1:3 aZ .371626-135 47.62615.878
51.76262{.995 52.762124.772 57.02:624.394 59.551634.384 90.982623.551
14.3 6 2 1 ".462623 623 68 252623.063 71.17 2622.73 722612.297
:3.272622.357 74.632622.514 75.94Z6222.151 77.28:621.967 73.432622{{9
60.[6:6'22.154 82.142E22.64{ 84 012623.265 86.052623.569 87.142624..327
69.352625.197 91.512627.148 94.143627.584 103.342628.362 IC 6.C62628.552
124 2630
Nanning'. a Val- 3
Sta n Va1 St' n Vat Sta n Val
-700 .04 47.6 CS 91.91 .04
)lank St- Left Right Lengths: Left Channel Right C-ff C-tr- Ezpan.
47.6 91.91 39D 411.25 430 .1 -3
Left Levee Station. 76.57 Elevation- 2626.15
CROSS SECTION OUIFJf Profile fBankfull
E-G. Elev, (ft) 2625.80 El Brent Left CB Channel Right C9
Vel tread (ft) 0.14 WE- a-Val. 0-C50
K.S. Elev (ft) 2625.67 Reach Len- (ft) 390.00 411.25 430-CO
C'it Y.S. (ftJ 2E24.45 Flew .Ara l 3 fe) SJ.29
SScpe (ftjft) O.C:4::6 area (a4 ft) 23.29
v ':etal (cf.) :47.CD Flow (.f.1 247. CC
dth (ft1 i0. 54 Width [ft) 41.54
vel a (fits) 3.97 sly. veI. MIS) 2 .57
flax : 'te (ft) 3-72 it ?. Lcp:-'r (ft) -:S
C- ^:tal (CfS) 39'.2.3 C„w. (cis) 33:2-3
L-gta 1*_d- (ft) 411.5 Yet[ed Fer. [ft) 42-C8
Kin Ch El Ut1 621-97 Shear (lb/.q ft) 0.50
BSp:a 1.Ca Stress power (:t/ft e) 1.47
FrCLa Lose (f t3 3-76 C- Vcl- iacre-ft7 .50 3.85 0.02
C 6 E I- {ft) 0 .C7 Cea SA (_.j /.3d 1.74 0-07
.- q: =s --Ey head ha-3 charged .f acre than 0.5 ft iC.15 a)- This ray indicate the need for
ai:i:i cal sae AC{:i J` .
-1- ratio (T-stress ca-:e rye divided by d -.Stzeas conveyance) is less than
_r gr--c than 1.4. Ttis say indicate the need fcr adlitical cross sections.
w ^...e -se-,r 1-s was crea Uer t:an 1.0 ft (7-3 a). between the nirrent and previous cress se_tion.
7t,x ray `-'.iccre _< teed f= a. -itio-l cresa sect-
a_tr: K:Y-tip-e _^r___cal de;tt-s aeere f,-rd at Cris locatica. -..e critical de-pth with the lowest. valid, water
R/ w- .n era el
Ev^.Gi: rain charel RS: 132
iHFt,T
Cripti? l:seCti Cn 7, F_ad Riffle Sts 12.50-47, Reach 2
s ?t s -141-5
--._ -57 an,. : thru 298 taken fi-s a•?cT t', o
St3t:.?i -tia at. ; - 33
S:a a Lev S-- El- Sts El- Sts El-
-143.5 - -132 2624 -I21 -2523 -97 2622 02621-981
8.4;1; 1?7S2 17 :'42:.5[6 is 7.2621.6i6 31.52621-4:E 33.072620.935
33.34:9171911 35.131919-836 36.032619.453 37.572619-164 38.322618.565
E

1?
39.182618.527 90.192617.948 41.422617.532 41.812617.262 42.482617.285
42.852617.322 43.282617.448 43.282618.058 44. 942618.869 46.152619.069
49.32620.641 53.452621.212 54.992621.516 71.64262 92 2622
141 2623 169 2624 188 2625
4anning'9 n values num. 3
Ste n Val Sta n Val Ste n Val
-143.5 .04 28.77 .05 53.45 .04
3ank Sta: Left Right Lengths: Left Channel Right
28.77 53.45 595 595.56 595
tight Levee Station. 54.99 Elevation- 2621.51
ION OUTPUT Pro file ---full
ev (ft) 2621.97 Element
Vel Head (f t) 0.86 Wt. n-Val.
N.S. Elev If t) 2621.11 Reach Len. (ft)
Crit H.S. Ift1 2'21.11 Flow Area (sq ft)
E.G. Slope (ft/ft) 0.034763 Area Isq ft)
Q Total (cf.) 259.00 Flow (cfa)
Top Width (ft) 20.19 Top Width (ft)
Vel Total (ft/el 7.45 Avg. Val. Ift/s)
Max ChI Dpth (ft) 3.85 Hydr. Depth (ft)
Conv. Total (cfe) 1389.1 Conv. (cfe)
Length Wt d. Ift) 595.49 Wetted Per. (ft)
Min Ch E1 (ft) 2617.26 Shear (lb/sq ft)
Alpha 1.00 Stream Power (lb/ft e)
Frctn Loss Ift) 3.72 Cum Volume (acre-ft)
C 6 E Los. (ft) 0.24 Cum SA )acres)
Coeff Contr. Expan.
.1 .3
Left 08 Channel Right OB
0.050
595.00 595.56 595.00
34.76
3476
.
259
.00
20.19
7.45
1.72
1389.1
22.29
3.38
25.22
0.50 3.29 0.02
1.36 1.45 0.07
arning: The energy equation could not be balanced within the specified n.,,her of iterations. The
program used critical depth for the water surface and continued on with the calculations.
arning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
arning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is leas than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
arning: The energy lose was greater than 1.0 ft 10.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
arning: During the standard step iterations, when the assumed water surface was set equal to critical
depth, the calculated water surface came back below critical depth. This indicates that there is
not a valid eubcritical answer. The program defaulted to critical depth.
ice: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
2055 SECTION
IVER: main channel
MCH: main channel RS: 108.2
IPUT
cscripti0n: Existing Xsection (unnamed) Reach 2
)prox Sta 18+46
'S of
-footbridge-
0 thru 29.49 from Arcadia survey
.[ions
-293 thru -7.3 and 59.5 thru 157 taken from NCDOT topo
.ation Elevation Data num- 17
Ste El ev Sta Elev Sta El ev Sta El ev Sta El"
-293 2620 -257 2619 -213 2618 -118 2617 -85 2617
18.892611.
-43 2617.3 -7.3 2617 02616.868 4.472615.808 17.112613.955
884 23.272613.949 26.12616.408 29.492617.498 59.5 2618
178 2619 157 2620
value. num- 3
n Val Sta n Val Sta n Val
.04 0 .05 59.5 .04
nk Sta: Left Right Length.: Left Channel Right Coeff Contr. Expan.
0 59.5 67 80 98 .3 .5
OSS SECTION OUTPUT Profile #Bankfull
E.G. E1ev (ft) 2617.62 Element Left OB Channel Right 0E
I. Head (ft) 0.08 Wt. n-Val. 0.040 0.050
4.5. Elev (ft) 2617.55 Reach Len. (ft) 17.00 17.00 17.00
`r it W.S. (£t) 2615.98 Flow Area (sq ft) 67.30 76.41
E.G. Slope Ift/ft) 0.002518 Area In ft) 67.30 76.41
] Total (cis) 259.00 Flow (cfa) 67.94 191.06
rop Width (ft) 201.31 Top Width (ft) 161.88 32.42
!el Total (ft/s) 1.80 Avg. Vel. (ft/e) 1.01 2.50
4ax Chl Dpth (ft) 5.66 Hydr. Depth Ift) 0.40 2.36
:onv. Total (cfa) 5161.5 Conv- )cf.) 1354.0 3807.6
-gth Wtd. (ft) 17.00 wetted Per. (ft) 168.89 35.19
!in Ch E1 (f t) 2611.88 Shear (lb/.q ft) 0.06 0.34
(lph. 1.50 Stream Power (lb/ft a) 0.06 0.85
rctn Loas (ft) 0.09 Cum Volume (acre-ft) 0.04 2.53 0.02
: 6 E lose (ft) 0.15 Cum SA (acres) 0.21 1.09 0.07
ping: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
?ning: The conveyance ratio {upstream co-eyance divided by downstream conveyance) is lees than
0.7 or greater than 1.4. This may indicate the need for additional cross section..
DOE
T.R: main channel
CH: main channel i RS: 108.15
UT 1
cripti-
tance from Upstream XS 17
k/Roadway Width 15
r Coefficient 2.6
tream Deck/Roadway Coordinates
num. 8
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Ste Hi Cord Lo Cord
-211 2618 -104.6 2617.1 -81.6 2617.1
2618 9.892618.416 2617.62 23.89 2617.62
95 2619 183.4 2620
tream Bridge Cross Section Data
Lion Elevation Data num- 17
Sr. El ev Ste El ev St. Elev Sta Elev St. El ev
-293 2620 -257 2619 -233 2618 -118 2617 -85 2617
17.3 -7.3 2617 02616.868 4.472615.808 17.112613.955
I .884 23,2726 26.12616.408 29.492617.998 59.5 2618
619 157 2620
zing's n Value. ! num- 3
St. n Val Ste n Val St. n Val
-293 .04 0 .05 59.5 .04
c St.: Left Right Coeff Contr. Expan.
0 59.5 .3 .5
)stream Deck/Roadway Coordinates
num. 9
Ste Hi Cord Io Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
-- - £:a -::a.a as17 -as.a 2£37
-3 £;7 5.7: 6:i.:;526:7.3F2 ;2E:9-0;3262 8.34a
83 26:3 :E8.6 2E2O 23.6 26:1

Stati- E.mration :ate n-a- .4
St. El ev Sta El- Ste F3 ev Sta i~ev E:<+
-252 2619 ---- 2618 -:E1 i6:7 -45 :626.2 s2£:G-253
2.32675.454 1I.I2b53.446 15.;2625254 75.326137287 31-72615-524
34 a:S-558 46.5 2E17 1C1 261a 174 2619
3Ca=irg'e z V.1-s 3
Sts a Val S. a 7a1 St. n Val
-2-2 .:4 _ -:5 34 C4
3a.-?c Sta- :eft --' C?.eff Coot- F?as-
?4 .3 .5
's'S2a.m - a:dt a2-"e D :G: 31. tD tZLl Cal
Z-:rtaz Lab -- tidL J1tre C ii;_?Ir- tD I.C :-ezti c.T
sr izs. a c s- :-_scc f- _ r flow . _5=
x
t
2127.1
F/c:atx?
at .=-- .e:: f:o. Lira: _s
r-t _ `==f _? .D i-y dear,
::sed?a =ea:?
Weir zesa?p 5:tad Crested
Yse'er __ -xidx .^_=e__.rxeo_ Se- - _
Trti FiD. YK_?iD,.a aid :dt3
L`rf
Se:cted `r F_w Yz_?d3 Fes` : 1
__r Flay f-trod
C -:1
li+:t-mow: ari'd_e Panaaete_J
A,td t tJ 1tTe-t:xm
:C r..! a.51- Wti ?.t tmfS+eLt tz }bne-[ts
?asa 5 'i2 er-ti=a1 Bet- CD" .atm-s -e cringe/ depth
lids t'.]e L:3_t at C-L T _3H c3
zt-tC ftr fl- .:;?tzea>', entr-7 9-21 1 .-e

_ (f t) 2617_b2 ue.®cL 1- de 52 US I:s de SR LS
N.S. Ia- 3fL3 2617.55 E-G. Elev 1ft) 2617.33 2637.15
0 Total (of.) 259.02 W.S. Elev (ft) 26T6-61 2616.63
Q Bridge (cfJ) 259-CO -it W.S. (ft) 2615.35 2E25. 64
Q Weir (cfs) Yax Cal --th Ift) 4.92 4.38
We.r Sta 1ft Aft) Vel Totai (ft;s) 6.10 5.79
w- S. Fat Iftl FI- Awed tsq fcl 42.43 44.63
Weir S;sxr3 Frva'-e 8 C1 S_62 0.57
Wexr 4- Le?-th tf Ll Speoif Force (tv ft) 328-83 121.03
f?- El W.-r Oft.' 2E17ii .=13r Depth Ift)
_ 3.03 3.19
.E3 W.P. Total itt}
Fein -' -- It) 2£17 13_x4 15.68
ft) 2-C2 Csv. :-ta1 (cf J) 2[93.3 6.5
•
Celts is :ft$ 1-i2 -P W:C!- tCLI 14 C2
. 14.03
2 $C3 Area :a; f' `-3.22 -_T-'J. L. J (ft) a
_2I 0.37
a3 a t_tis 6_IJ C G E :rss if C2 C.03 C-17
a ,ef :. Sear ;oral 3ILi s7 Lt) S.C4 1-79
az Se1 )a<•t: E:x-_f ip 7 -er T-1 (:L1 fL JI 2.43 30-36
note: i t:a ar is xt valid if the -ter .-face is above 12e I- rn-rd Dr if tY re is .sir flow.
The -t.a a,-a.er h. b- disregarded.
Warning: 71? durance ratio (LTstream CDn're-rarse divided by da._t ream tvar "- el is less than
0.7 or greater than 1.4. T.is may indicate the need for a«itical crass sections.
CnwS SF-TICN
R?•-u. sa_n Basel

ZS? T
- crip:xm= LYxars_-?g Sec2xn It-?ti?ed} -A reach 2
AlFrnz stn LxaII 15.26
D/S
of -footbridge'
stn 0 Lhru 34.0 from ARCADIS survey
stet I-.
-293 thzu -49 and 46.5 thru 208 from NC= topO
Station Elevation Data bum- 14
Sta 63 ev Sta El ev Sta El ev St. El ev Sta El-
-252 2619 -205 3638 -160 2637 -49 2616.2 [2 626253
.
2' 32615.454 13.12613.446 15.12612.254 19-12613.283 31.72 615
.524
342615.99a 46.5 2627 101 2618 174 2615
4aniling'9 n Value. n11J- 3
Sta n Val Sta n Val Sta n Val
-252 .04 0 .05 34 .04
3aok Sta: LefL Rigltt 1 : ICft (2-anael Right CrRff Contr. Expan-
0 34 120 140 /5D .3 .5
MOSS SEC.la3 CUrPtrr Profile 88ankf ull
E.G. Elev tft) 2616.61 Ele-t left C5 Ca>::.el C3
Vel Head ift) 0.18 Wt. a-Val. 0.C4D J.C50 0.040
W.S. E1N (ft) 2636.43 Reach Im. (fi) 1 20. L0 140. CO 150. CO
Crit X.S. (ft) Flov Area laq ft) 13-76 71.---3 1.17
E-G. Slope Aft/ft) O.C05171 Area tog ft) 13-;6 71.59 1.17
0 Total (cfe) 259.00 Flo. (of.) 11.26 246.61 1.13
Top Width (ftI 120.52 Top Width (ft) 81.11 34.00 5-41
Vel Total (ft/s) 2.93 Avg_ Vel. !ft/s) 0.82 1.41 0.96
}fax Chi I?th (ft) 4.18 Hldr. Depth (ft) 0.37 2711 0-22
C.v. Total lcfs) 36C1.7 Ctcv. !of.! 156.6 3429.4 15.7
lexth Wtd. Ift1 135.59 Wetted Per- If.) 82.11 34-58 5-42
M.in F., (ft) c 2" .25 Sr- ll Liaq ft) O. LS 066
. 0.07
Alv a 1.26 Streas P-r (3tlft at 0.04 2
-28 0.07
"- ftl 1-CI Ca V_Ix (acre-ft) O.C2 2.43 0.C2
C G > :<s ;ft! -.:5 Ca SA iatres) 0.13 1_CS 0-C6
is-.v:g: ce_;_* :as .as _g- -er t`aa 1.0 It f+.3 s. tetvt^_. tte e:rrt-t a.,3 prexi0+:s cross section.
__s nay i? me t need f_r se,-t-1 ?-sa aectx.:s.

U- 7- Wis.=.ei
+__' >+: aaxa c:.arael FS: 1:3
NR)T
)escz iption: }ISection 12, Head Riffle eta 20.66.34, reach 3
)ofat 310.17
-E:3.3351 sacred
._at:m - ZZ -19 1-- 2:O t_- 311 taJ1-
f.5a S:7C- _cpo
=.z-- 1=?:aL)? IHti :?a• 46
St.a Ste E17 Sta ET e. Sta Elev St. El ev
O o:3 -;1.5 '627 -45 'E26 26:5.365 30.33 2636
:3.:32£:5-EE5 36_::6:54'1 :..6 .. EC' 64.30 :26:5.973 b3_C7:615'511
-3.752£:55_71.7 76.2£26:4.517 77_.316:4.125 77 .63 2614.61 75.932614 227
•
•
C,
79.252613.839 80.032613.663 80.822611.865 81.452611.448 :1.9626I1.199
610.925 83.232630.783 87.922630.838 84.112630.936 84.722611
V.582 .275
85.012611.267 85322631.799 85.532611.922 86.112632.197 87.792611.851
89.632612.916 - 91:742613.112 94.122613.241 962613.173 98.442613. 46
100.392613.958 301.482634.252 102.872615.094 105.89 2615.68 110.462636.026
114.462636.154 718.962616.078 122.34263 S.874 328.082615.835 210 2617
251 2618
ianning•s n Values num- 3
Sta n Val Sta n Val Sta n Val
-90 .04 76.26 .05 102.87 .04
,*-It Right lengths: -ft Channel Right Coeff Contr. Expan.
6.26 102.87 10 D 1175.03 1261 .1 .3
n s Flow num- I
Sta R El ev Permanent
113.29 251 2616.12 F
ROSS SECTION OUTPUT Profile BBankfull
E.G. Elev (ft) 2615.55 Element Left OB Channel Right OB
Vel Head (f t) 0.35 Wt. n-Val. 0.040 0.050 0.040
N.S. Elev (ft) 2615.2D Reach Len. (CC) 1080.00 1175.03 1261.00
Crit W.S. (ft) 2614.45 Flow Area Jag ft) 0.12 56.58 0.03
E.G. Slope (ft/ft) 0.010674 Area (aq ft) 0.12 56.58 0.03
Q Total (ctel 269.00 Flow (cfs) 0.12 268.86 0.01
Top Width (ft) 28.01 Top Width (ft) 0.87 26.61 0.52
Vel Total (ft/e) 4.74 Avg. Vel. (ft/1.00 4.75 0.52
Max Chi Dpth (ft) 4.41 Hydr. Depth (ft) 0.14 2.13 0.05
Conv. Total (cfa) 2603.7 Co". (cfs) 1.2 2602.4 0.1
Length Wtd. (ft) 1175.18 Wetted Per. (ft) 0.92 29.38 0.53
Min Ch E1 (f t) 2610.78 Shear (lb/sq ft) 0.09 1.28 003
Alpha 1.00 Stream Power (lb/ft 8) 0.09 6.10 0..02
Frctn Loss (ft) 8.56 Cum Volume (acre-ft) 0.00 2.23 0.03
C 6 E Loss (ft) 0104 Cum SA (acres) 0.02 0.96 0.05
lrning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is leas than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
rrning: The energy loss was greater than 1.0 It (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross section.
)te: Multiple critical depth. were found at this location. The critical depth with the lowest, valid, water
surface was used.
TOSS SECTION
(VER: main channel
MCH: main channel RS: 104
LPUr
!sCription: X.eCtion 15, Head Run ata 32,41.37
'.ations 0 thru 71.14 from
Arcadia survey
:ation -1,7 and eta lions 151 thru 189.5
'.ation Elevation Data - 39
Sta Elev Sta nuElev Sta Elev Sta Elev Sta Elev
-1.7 2612 02611.196 11.652609 111 19.342608.273 23 2608.08
23.982605.827 24.532604.999 25.892604.678 27.892604.527 29.372604.184
30.42603.114 30.762602.617 31.51 2602.34 32.4 33.022602.169
33.812602.031 34.9 35. 36.38 2602.16 36.62 2602.64
36.92603.078 38.45 2603.66 40.362603.907 42.762604.283 46.172604.837
47.1426 05.632 50.712606.222 51.222606.103 53 952606.679 56.512607.341
59.422607.659 63.192607.829 66.542607.776 71.142607.7 03 90.5 2608
151 2609 166 2610 182 2611 189.5 2612
101 Values num- 3
n Val Sta n Va1 Sta n Val
.04 23 .05 53.22 .04
nk Sta: Left Right Lengtha: Left Channel Right
23 51.22 127 130.61 139
OSS SECTION OUTPUT Pr ofile YBankfull
E.G. Elev (ft) 2606.94 Element
Vel Head (ft) 0.23 Wt. n-Val.
W.S. El ev (ft) 2606.71 Reach Len. (ft)
Crit W.S. (ft) Flow Area (sq ft)
E.C. Slope (ft/ft), 0.005357 Area (sq ft)
Q Total (cf.) 281.00 Flow (cfe)
Top Width (f[) 30.48 Top Width (ft)
Vel Total Ift/el 1.81 Avg. VeI. (ft/e)
fax Chi Dpth (ft) 4.94 Hydr. Depth (ft)
Conv. Total (cfe) 3839.2 Conv. (cfe)
Length Wtd. (ft) 130.62 Wetted Per. (ft)
4in Ch E1 (ft) 2601.77 Shear (Ib/sq ft)
41pha 1.01 Stream Power Jib/ft a)
Frctn Loa: (ft) 0.97 Cu Volume (acre-ft)
6 E L.o:b (ft) 0.01 Cum SA (acres)
Coeff Contr. Expan.
.I .3
Left OB Channel Right OB
0.050 0.040
127.00 130.61 139.00
72.54 0.88
7254
. 0.88
279
.93 1.07
27.62 2.85
3.86 1.22
2.63 0.31
3824.7 14.6
30.69 2.92
0.79 0.10
3.05 0.12
D.00 0.49 0.00
0.01 0.22 0.00
ruing: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional crosa sections.
)SS SECTION
i
7ER: main channel,
iCH: main channels RS: 102
>Ur
Icription: Xsection 17, Head Riffle Sta 33471.98, Reach 4
It ions 0 -
77.91 from ARCADIS survey
Itions 78 - 94.5 taken from NCDOT
topo
.t point 50.33 2604.762
.t point 59.52 2606.875
.t
point 62.18 2607.183
tion Elevation Data num. 48
Sta Elev St. Elev St. El ev Sta El ev Sta Elev
02610.964 9.182609.538 37.462608.501 21.12606973 24.212605.723
27.062604.911 28.9 31.362604.418 33.252604..234 33.612603.826
34.552602.925 36.142602.801 37 092602.481 37.122602.239 37.332601 943
38.042601.805 38.84 2601.52 39.832603.446 40.582601.198 41 072601,521
41.5 .5711 41.932602.005 42.542601.762 43.382602.047 43.662602.212
43.692602.312 44.862602.115 45.482602.529 46.152603.243 46.692603.a 95
47 604.351 50.46 2604.71 51.732604.834 52.742605.189 53.76 2605.51
6.699 56.942606.612 59.24260675 62.122607.363 65.52607.489
7.659 71.492607.833 74.842608 . 8.101 77.922608. 78 2609
2610 90 2611 94.5 2612
ning•s n Values num- 3
Sta n Val Sta n Val Sta n Val
0 .04 27.06 .05 56.37 .04
k Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
27.06 56.37 212 230.38 236 .1 .3
'SS SECTION CUrPUT Profile BBankfull
.G. Elev (ft) 2605.96 Element Left OB Channel Right OB
I
- - ft} 3T Vt. _ 0. Ck0 O.CS^
V _ __ -= - 5S Eea-¢:.c-._ (f e) 12.07 237.3E 236.CD
"E:4 _67 s ea (e? ftl O.EO 57.25
ftJ ::.5 Area ia-4 ft] 0_EO 57.25
efsi :4l_C. F: `.r icf a) 3.4E 279-53
23.:4 tii3th {f:} 2.37 26-87
4.64 Avg. gel. (fcla) 1.b5 4.8E
ift) 0.14 2.I3
Ttta2 icf a; -673.3 (cf9) 14.1 2653.3
1_,. ift) 0.33 wetted Fez. iftl 2.47 29.29
PL'3. E1 (Lt)
- Y-sar 1;:299 ft) 0.22 1.35
A:;2, 3.0: Stzean ;I- 1:!:;ft e) 0.41 6.5E
.; L.... if') 2.33 Ca A'_.:ae latze-fc3 -.t1 0.23
C n E :". i_.+ :..i .a SA la __-; .. CI 0.14
=s eoter7y -&:- _=r - ? 1-G ft :F-3 a - t!t - ?.Y czzeat d.s', t ert 1-+:s Cz?e9 Deft l:sl.
-__ j -.e f..r d...fiL1?dI ^.9i Y_C't?- Y
cY-- 1 AS: ICI
Ina?
Dear ptim: ZDeCt- 15, Read -Riffle Sta 36.C2.36, :.eat 4
S.atia El-ta- r t3
St. Eier St. E:ev 2St. El cv Sta El Std El-
C:'a:: II.51: 6:9.321 13.-b:6:5-716 23.:E:EC4.563 25.03:6-4.353
'S_4:: F:i_5b4 -" 523 '7.FE.c.1.572 37.172E CJ-46: 32.C5:559.871
-3-65:53;.355 34.5::5-5.3.73 -" 6:513.3:5 33.74:539.614 40.76:559.639
43.43 4..53:5:0.:17 a4.j i:e___4E3 45.67 26:1.:6 51.52:6-3.752
6562 _3.9 2-':5.53 62.-5:EC7.585
--4 :5.-3 S Si':i -4
a-k St.; :eft Ai."._'t `. Left Ca._.el }-.t Cze ff C? tr. Er,.aa-
25.:3 54 71 0 0 1 .3
CROSS SEC::L.S Cfn,-Ll Fzcfile Ecazkfull
E-G. El- tftl 25:3-t6 El-t left r-3 C -l Right ca
':el v=eal fft} 0.41 tit. n-VdI. O.C50
1r_S. EIN iftt -'.1.63 each Len. (tti
C7it Y. S_ Aft) 26:2.13 Fl- Area 1.:j ft) 51.62
E.G_ SI.;e (ftfft) 0.-144-2 .Area la? fig 52.62
32.07 ':cr (cfD) 261-C3
T,V; i ftl :7.:4 7-cp Wa?th £f t} 27.14
__ 7a !at 5.34 ..cg. ift: Dl 5.34
Y.s $_... i4 i1.•:.eF'.S ,ftl 1.55
7:1:~('fe! :.4I__ :c_!} 2341-5
x%;T= i lotted Fu_ 'ftl 2E_-'
4x2_. E: :-367 - - - <?ft) 2.55
JL;Z-- I.:J Sit-. iIb;ft a} 8.80
Frr'_n :ODD ift) Cl- 1-- (--ft)
. E : . ._t) L-- Si is.:: es7
S'mku CF

rn r_a-e2 llE
do c a.zsi i:5
rain cfaa;l 121
wain e;a:=s3 3-8.1
Baia ^'-•ael 1:8.55
n dvrL:e1 1-8.1
win channel 106
in channel 104
main channel 102
vain channel 101
5:33 Y GF REAM I.E: WS
Awes: wv. c.ar_- 1
Ard-h Aiver St.
win cY T<-1 :23
win channel Ala
to channel 115
in -1 111
win channel 108.2
rain channel 10935
.
wfa 0-1 10 a
.I
as in eha-1 Ica
win .-el 104
win channel 1C2
Darn c:an.^el Icl
z2 .2 n3
C-4 -5 C4
.C4 C5 .C4
Ca c5 c4
-4 c5 C4
c4 c5 C4
E ra 3?
04 c5 .04
04 CS 04
O4 05 C4
.01 .05 .1-4
.O4 CS 1-4
Left cl-el flight
155 175 175
660 66-'18 610
.1 411..15 430
595 595.''-6 555
67 fl0 5a
bridge
1220 340 153
1050 1175.03 1"261
127 130.61 139
212 :30-3E 236
0 0 0
lt:. E3-aF.ti: C``1FI C.3.a

I
s aae: 1:5.2 .3 -5
rd in t't- 1:E_I5 er _
win c:a:_el ::3.1 _3 -5
.3
!ate ^.? =c ::rt -3
w:n c`d-tl :C: .I -1
min ct-I IC: .1 -3
Profile (>:tput Table - StarRard Table 1
F.e_-- Five: Eta -rr:-.i/e Total
y ?1- Ch E1 V.S. E:N CYit W.S. E.G. EIN E_G. Slope Vel (]nl Flo' Area Top Width Froude E Chl
1c!.) Cft) (ft) (ft) (ft) (ft/ft) Ift/8) (eq ft) Ift)
.47,1- 2629.41 2632-72 :631.72 263I. 46 0. C07E93 3.94 62.75 37.92 0150
1 113 ba_--k it '2.7.1-0 627.21 2633_43 2633.19 2630.91 0.-18619 5.20 47.54 31.17 0.74
..:?r2 247.[3 E21. ST 26:5.67 '6:1.45 -625-60 0 C040C6 2.47 83.29 40.54 0.36
- - - - - :55_C3 2617.:6 2611.11 622-13 E21.97 0.03.763 T.45 34.76 20.19 1.00
s_s - 3:3.2 .y-:h.:l 953-LC 2611.68 2617.55 2E15, 99 2617.63 0.001518 2.50 143.71 101.33 0.29

main channel 108.35 Bridge
main channel 208.1 Bankfull 259.00 2612. 25 2616.43 2616 .61 0.005171 3.44 86.52 120.52
main charnel 108 Bankfull 26900
. 2610. 78 2615.20 2614.45 2615 .55 0.010674 4.75 56.73 28.07
main channel 04
1 Bankfull 281.00 2601. 77 2606.71 2606 .94 0.005357 3.86 73.41 30.48
main channel 102 Bankfull 281.
00 2601. 20 2605.59 2604.87 2605 .96 0.017049 4.88 58.05 29.24
main channel 101 Sankfull 281.00 2599. 67 2602.61 2602.12 2603 .06 0.014402 5.34 52.62 27.04
Profile Output Table - Standard Table 2
Reach River Sta Profile E.G. El ev W.S. Elev Vel Head Frctn Lose C 6 E Inge Q Left Q Channel Q Right Top Width
(ft) (ft) Ift) (ft) (ft) (cfa) (cfa) (cfe) (ft)
el 120 Bankfull 2632.96 2632. 72 0.24 2.04 0.02 0.01 246.99 37.92
nne1 118 Bankfull 2630.91 2630. 49 0.42 5.01 0.08 247.00 31.13
ma channel 115 sank ful1 2625.80 2625. 67 0.14 3.76 0.07 247.00 40.54
main channel 112 Bankfull 2621.97 2621. 11 0.86 3.72 0.24 259.00 20.19
main channel 108.2 Bankfull 2617.62 2617. 55 0.08 0.09 0.15 67.94 191.06 201.31
main channel 108.15 Bridge
main channel 108.1 Bankfull 2616.61 2616. 43 0.18 1.01 0.05 11.26 246.61 1.13 120.52
main channel 108 Bankfull 2615.55 2615. 20 0.35 8.56 0.04 0.12 268.86 0.01 28.01
main channel 104 eankfull 2606.94 2606. 71 0.23 0.97 0.01 279.93 1.07 30.48
main channel 102 Bankfull 260596
. 2605. 59 0.37 2.89 0.01 1.48 279.52 29.24
main channel 101 Bankfull 2603
.06 2602. 61 0.44 281.00 27.04
:RRORS WARNINGS AND NOTES
:rrors Warnings and Note. for Plan : ExStrBkf
iver: main channel Reach: main channel RS: 120 Profile: Bankfull
Warning:Divided flow computed for this cross -a t,.. .
Warning:The conveyance ratio (upstream c-eyance divided by downstream conveyance) is lees than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning:The energy lose was greater than 1.0 ft (0.3 m). between the current and previous croee section. This may indicate
the need for additional cross sections.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was
used.
iver: main channel Reach: main channel RS: 118 Profile: Bankfull
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional croee aection..
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was
used.
iver: main channel Reach: main channel RS: 115 Profile: Bankfull
Warning: The velocity head has charged by more than 0.5 ft WAS m). This may indicate the need for additional croee sections.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) Is leas than 0.7 or greater than 1.4.
This may indicate the need for additional cross section..
Warning:The energy loss was greater than 1.0 it (0.3 m), between the current and previous cross section. This may indicate
the need for additional cross sections.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was
used.
iver: lain channel Reach: main channel RS: 112 Profile: Bankfull
Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth
for the water surface and continued on with the calculations.
Warning:The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than 0.7 or greater than 1.4.
This may indicate the need for additional cross sectione.
Warning: The energy lose was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The
program defaulted to critical depth.
Multiple critical depth. were found at this location. The critical depth with the lowest, valid, water surface was
used.
i 'n channel Reach: main channel RS: 108.2 Profile: Bankfull
fng: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections.
Warning :The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional croee sections.
iver: main channel Reach: main channel RS: 108.15 Profile: Bankfull
Note: Momentum answer is not valid if the water surface is above the low chord or if there is weir flow. The momentum
answer has been disregarded.
iver: main channel ;Reach: main channel RS: 108.15 Profile: Bankfull Downstream
Warning:The. conveyance ratio (upstream conveyance divided by downstream conveyance) I. less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
.ver: main channel Reach: main channel RS: 108.1 Profile: Bankfull
Warning ;The energy loss was greater than 1.0 it (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
.ver: main channel Reach: main channel RS: 108 Profile: Bankfull
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sect Dona.
Warning:The energy lose was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was
used.
ver: main charnel Reach: main channel RS: 104 Profile: Bankfull
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) I. less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
ver: main channel Reach: main channel RS: 102 Profile: Been
Warnirg:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
0.42
0.57
0.42
0.59
0.67
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rain r'-_a: _D ca?r_I 1:1 335 :a7 1370 1673
va r c?a_?: uta &-l 1:4 349 all 1422 3736
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rail c.ar_c1 u:a c*.a.-s_3 Cra Normal S . 0-0144
ca::. Gal. za Y. c°.a.'S<I .: CJ NJ-1 S - 0.0144
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7.42631`374
"- .63'.=33 - "633.:F1
x:_^3 cf -rc
1J
nta E/rr SLa FSev Sta Elev
-97 2633 -53 2632.7 -:0 2633
5.72623.743 12_62613.4:7 1'e2623.535
13'. :f32.5 :25 2632.2 243 2633
:_2 :634 2FF :635
Sta _ Sts 3. 711 n .
_:4 .:5 33.3 ^34
B -k Sad :ef rSL '"y^tt.s: :-ft -el Rigtt
3i.3 :55 :65 ITS
:.eft :.e:-ee Star:.-- :-L!S. 2633-24
:_. Static- 3i.3 E:evati 2633.26
ft) 1633.:7 Fr-t
:.13 W
J i - - --E4 -ea.-'t. Z- tft)
C- W -S. `'-7 31_C1 F-- A-- {s9 ftT
_"Ye(t .646 At e. (aq ft)
7v3: icfs)`? 3:9-CJ refs)
:tq Yid'L.. Lf L} 34_37 :"? its ^ (ft)
-oe 1 :cta1 (f cis; 4.64 a-g- L'el. ift/s)
. ZVS {ft) 3.43 t.-_ .:ep-. (ft)
-=..42 -!) 94-3 C cf.;
:c 3 -r?_ __} ?65.C yet:e3 F - (ftT
T.3 E7 .ft) 2" 3.4: S-.e3S (It:sq ft)
b. a Stress P- Ubift s3
F_-_- Clan ":- (acre-ft)
c F. Z I-si fft: ...CO C.a. SA (sacs:
G7eft Cstz. E ,aa.
.7 .7
Left CS Ct3DZel FigLt OB
O.C50
155.[3 16S.C0 175.00
66-55
66.55
3:9.CJ
34.37
4.64
1.94
1931.5
35.72
1.24
5.75
1-43 5.69 0.22
2.93 2.64 0.60

9arning: The energy lose was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
CROSS SECTION OUTPUT Profile NQ10
E.G. EIev (ft) 2633.45 Element Left OB Channel Right OB
Vel Head (ft) 0.16 Wt. n-Val. 0.040 0.050 0.040
N.S. El- (ft) 2633.29 Reach Len. (ft) 155.00 16540 175.00
Crit W.S. (ft) 2633.29 Flow Area (eq ft) 33.57 83.22 142.96
E.G. Slope (ft/ft) 0.007198 Area (sq ft) 33.57 83.22 142.96
1 (cfe) 730.00 Flow (cfe) 53.52 337.65 338.84
dth (f t) 351.82 Top Width (ft) 93.33 39.30 219.19
taI (ft/8) 2.81 Avg. Val. Ift/e) 1.59 4.06 2.37
1 Dpth Ift) 3.8a Hydr. Depth (ft) 0.36 2.12 0.65
Conv. Total (cfe] 6604.1 Con v, lc Is) 630.8 3979.7 3993.7
Length Wtd. (ftl 169.31 Wetted Per. (ft) 93.34 40.76 219.21
Min Ch E1 (ft) 2629.41 Shear (lb/sq ft) 016
. 0.92 0.29
Alpha 1.32 Stream Power Ilb/ft s) .26
0 3.72 0.69
Prctn Loe9 Ift) 1.10 Nm Volume (acre-ft} 5.60 B.a2 3.45
C 6 E I. lit) 0.00 Cum SA (acre'.) 7.36 2.73 5.53
(arning: The energy equation could not be balanced within the specified number of iterations. The
program used critical depth for the water surface and continued on with the calculations.
taming: The energy lose was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
iarning: During the standard step iterations, when the assumed water surface was set equal to critical
depth, the calculated water surface came back below critical depth. This indicates that there is
not a valid subcritical answer. The program defaulted to critical depth.
.ROSS SECTION OUTPUT Profile NQ50
S.G. Elev (ft) 2631.80 Element Left OB Channel Right OB
Val Head (f t) 0.22 Wt. n-Val. 0.040 0.050 0.040
W.S. El ev (tt) 2633.58 Reach ten. (ft) 155.00 165.00 175.00
CYSC W.S. (f C) 2633.41 Flow Area (eq f[) 61.49 44.58 207.75
E.G. Slope (ft/ft) 0.008512 Area (sq ft) 61.49 94.58 207.75
Q Total (cfe) 1275.00 Flow (cfe) 152.71 454.54 667.75
Top Width (f[1 367.73 Top Width (ft) 99.69 39.30 228.74
Vel Total (ft/s) 3.50 Avg. Val. (ft/e) 2.48 4.81 3.21
Max Chi Dpth (ft) 4.17 Hydr. Depth (ft) 0.62 2.41 0.91
Co- Total (cfa) 13819.2 Conv. (of-) 1655.1 4926.6 7237.5
Length Wtd. (ftI 169.71 Wetted Per. (ft) 99.71 40.76 228.76
Min Ch E1 (ft) 2629.41 Shear (lb/sq ft) 0.33 1.23 0.48
Alpha 1.17 Stream Power (lb/ft a) 0.81 5.93 1.55
Frctn Lo
(ft) 1.35 Cum Volume (acre-ft) 9.19 10.21 7.67
:
C 6 E Lose (ft) 0.00 Cum SA (acres) 8.42 2.75 7.20
arning: The energy loss was greater than 1.0 ft (0.3 m). between the cu rrent and p revious cross section.
This may indicate the need for additional cross sections.
ROSS SECTION OUTPUT Profile 40100
E.G. Elev (ft) 2633.97 Element Left OB Channel Right OR
Vel Head (f t) 0.24 Wt. n-Val. 0.040 0.050 0.040
W.S. Elev (ft) 2633.74 Reach Len. it, 155.00 165.00 175.00
Crit W.S. (ft) 2633.50 Flow Area (eq ft) 77.82 100.91 244.98
E.G. Slope (ft/ft) 0.008156 Area (sq ft) 77.82 100.91 244.98
Q Total (cfe) 1559.00 Flow Icfs) 216.21 495.59 847.21
Top Width (ft) 376.5. Top Width (ft) 103.23 39.30 234.05
Vel Total (ft/s) 3.68 Avg. Val. (ft/8) 2.78 4.91 3.46
Max Chi Dpth (ft) 4.33 Hydr. Depth (ft) 0.75 2.57 1.05
C v. Total (cfe) 17262.7 Conv. (cfe) 2394.0 5487.6 9381.1
Wtd. (ft) 169.7. Wetted Per. (ft) 103.25 40.76 234.08
E1 (ft) 2629.41 Shear (lb/sq ft) 0.38 1.26 0.53
1.13 Stream Power (lb/ft a) 1.07 6.19 1.84
lnea (ft) 1.33 Cum Volume Iacre-ft) 10.97 11.01 9.84
C 6 E lose (ft) 0.01 Cum SA (acre e) 8.75 2.75 7.85
Irning: The energy loss was greater than 1.0 It (0.3 m). betwe en the current and previous croee section.
This may indicat e the need for additional cross sectio ns.
ROSS SECTION
XER: main channel
:hCH: main channel RS: 118
)PITT
tscripticn: Asections 1, Head Riffle Sta 1.71.04, Reach 1
ration -88 Chru
-9.2 and 99 thru 347 taken from NCDOT topo
.ation Elevation Data num. 50
Ste El- Sta El ev Sta El ev St. El ev Sta El"
-88 2635 ' -77 2634 -53 2633 -25 2632 -9.2 2632
02631.425 7.672631.698 13.322631.848 11.54263 22.332630.681
24.472629.872 26.883629.9.7 28.582630.232 30.652629.916 33.082629.902
36.982628.867 38.962628.642 41.122628 619 41.782628.376 43.362628.2I1
43.982627. 45.382627.288 45.42627 256 46.022627.196 46.82 2637.24
48.12627.271 49.422627.623 50.482627.732 53.062627.862 53.42628.111
51.642628.214 51.95 2628.84 52.07 2629.44 53.192629 75 54.42 2630.79
57.592631.214 62.312631.387 68.27 2631.6 75.862631.744 84.72631.799
91.022631 99 2631 134 2631 141 2630 160 2670
191 2631 248 2632 300 2633 338 2634 347 2635
nning'a n Values num. 3
Sta n Val Sta n Val Sta n Val
-88 .04 19.54 .05 54.42 .04
nk Sta: Left Right Lengths: left Channel Right Coeff Contr. Expan.
19.54 54.42 660 650 610 .1 .3
ght Levee Station. 84.7 Elevatim-2631.799
OSS SECTION OUTPUT Profile 4Q2
E.G. Elev (ft) 2631.40 Element Left OB Channel Right OR
Vel Head (ft) 0.34 Wt. n-Val. 0.050 0.040
W.S. El ev (ft) 2631.06 Reach Len. (ft) 660.00 650.00 610.00
Crit W.S. (ft) 2630.42 Flow Area (8q ft) 65.85 0.27
E.C. Slope (ft/ft) 0.010823 Area (sq ft) 65.85 0.27
Q Total (cfe) 309.00 Flow (cfs) 308.73 0.27
Top Width (f t) 35.17 Top Width (ft) 33.16 2.01
Wei Total (ft/s) 4.67 Avg. Vel. Ift/s) 4.69 1.01
Max Chi Dpth (ft) 3.86 Hydr. Depth (ft) 1.99 0.13
Conv. Total (cfs) 2970.2 Corn. (cfe) 2967.6 2.6
Len h W[d. (f C) 619.98 Wetted Per. (ft) 35.26 2.03
1.20
1 (fc) 362 Shear ,lb/sq ft) 1.26 0.09
1.01 Stream Power r (lb/ft e) 5.92 0.09
ea (ft) 5.54 Cum Volume (acre-ft) 1.48 5.63 0.22
ae (ft) 0.03 Cum SA !acres) 2.99 2.52 0-59
[Wing: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
:e: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
)SS SECTION OUTPUT Profile NQIO
I.G. El- (ft) 2631.99 Element Left OB Channel Right 06
:el 'c.a3 (ft7 0.11 tit- 0.040 0.050 0.040
Y.S. ;fti 2f]:D3
. each her. (f3} E60.C0 650.00 610.C0
C_iL ft) 2E1:.
91 Flcr ?sea iaq ft) 3.&1 9142
. 14314
.
- ;ft,'f c) ,C ..2 Area ts;
f
tI ].bl 31
.12 143
.14
I [.f s)
?Z
^ 713. [ 3 F: car {cf
s
) 3-16 320.25 346.57
-
_? (` 343_:3 T width (t L) 22.69 34.18 182 , 56
Vel Total ifti.) 3-07 Avg. ; (tt/sY 3.88 4.16 2.42
Y3z Ctl Cptli ift) 4.61 ).=r. Depth ift) J-:6 2.62 0.7t
Conv. Total (cfa) 9513.0 ^v. to.1 43.2 4958.0 4518.8
Le th k_,',_ ift) 641.50 s:etCed Fer. 1ft) 22.71 37.C8 162.72
!(_" C E1 (2-tI x6:7..0 Shear titf q ft) C.C6 0.91 3.29
A:;La 1.:5 areas ?a- iihJft •) o.CS 3.:7 3.70
Fr: ,.a :mss (t t; 4.:2 ': _l:ae (awe-tt) 5-53 8.39 2.88
C 5 E Ica. ift} 0_C1 ..? SA taco-s3 7.25 2.59 4.72
wa-zig: 7' erT=f ei tim r_.'d not be Lala-^.ced Within the e;.eizfied nz:aber cf iterations. The
a zaed eitica2 dith for the raLer .urface sad cc,o" sd m rich the calcu2ationa.
no- C- Led for thi. :.a a-aCtion.
1ar-m3: ,e -y ;-9 Was greato L- : C ft f0-3 .,. Let-eon t`r current and pi.- cros. section.
h--2 rag i .c a ttue need for add:cz,-a1 cress .-t-
: ;--g Lhe staaf.4rd stet zterat-, r!ea the ass... 3 rater -face Was seL equi to critical
'?j?. ..e ca:oi: aces +rater a- -" a®e k--x le Scar critical depth. Mi. indicate. that there i9
ritica: a--arer f?._ rrog- defa_lted to critical depth.

za- (-L; 2E32 44
. E-I Left Z3 a---l el Right C3
Vei =»2
{fit - a 0-C43 Z. C53 C-C40
a.5_ E_e. (fl: .:9 i.-ate ?- (ft) E60.L3 E57 .C0 623. CO
wit w-S. ift) 2631.16 F:LV Urea faq ft) 17.;5 1[4.31 214.44
E?G- Slo,.e (ftlft) 0-037467 Area (sq Sc) :7.L9 114.31 214.44
Total (c-a) 1275.c0 Flwr icfs) 27.03 513.83 73..19
Toy width (ft) "297.10 Top ri?'-h ift) 49.4
: 34-88 2[1.75
Vel Total ift/a) 3-80 Asg- Vel. (ft/s) a
L S 5.I2 3-33
}ran: C1 Zptlz (ft] 4.58 F ;r_ Depth if t) ID.35 2.99 I.C6
C?-V. Tc-a/ Lets} 14;54-6 Cot icfs) 312.5 6177.4 8264-8
1-9th rtd. (fti 64C.E5 stetted Fer. MI 49.51 37.09 2C2. 91
Y F'l (ft} 262729
. -->r (:hisq ft) 0.16 1.31 0.49
A:;ia 1
.20 SLr i P---- Litt, ft E) 0-25 671
. 3.64
- - teas (`_t) a-53 Cs Vi:;ae is ere-tt) 3.05 4
.84 6.f2
i :'L. 1... J. .Z C- (azh} 9-15 2.61 6.33
^e -7-y l oss ran eater t2?am :.C ft t3-3 a betrc-sea Lts tur ret and preViacs cross Sect-
=:is m- v-1 --oa to c he n-ed f or a5ditio-al ac<-s eet~_ -
Cl S 5X72051 CL77F'1T Profile 4Q:00
E.G. El- (ftl 2631-65 EIe3e:zt :.eft CS Card Right CB
VtI ead if c) 0.29 WL. n-cal. C-C43 0-050 0.;43
31.5_ Elev (ft) 1632.36 React. Lea. (fti E60.L0 ES G.OC bIC.CO
Qit w_S. (f t) 2632.[5 FI or Area 49:; ft) 26.79 110-60 253-OS
E_3. S: 'e (ftift) 0.007495 Area fsq ft) '6.78 I10.90 253.[5
0 Tots: (:'_a) 1559-L0 Flo icfs) 53-49 591.40 914.11
Ttp fii`°-h (ft) 3:.1-58 Tc. W.1-L`i if" 54-68 31 1: 212.42
RI 7 tat (ftts! 3-99 XI-9 t'el. (ftis) 2.0 5.34 3.61
T.es G (ft) 5-17 Et.Er. Ze-' h if L) 0-49 3.19 1.19
Tx : 'zfs) G- - ;cfa) 617.8 E831.0 14558.5
-w. (ft) 64:.46 .--tied (ft) 54.72 37_C9 "212.59
r.>• .'? _: (ft) 2E2?_23 Shear d ` sq ft) 23
. 1.40 a56
.
2.17 tr-aa a•- ti- sI .46
0 7.46 2
.C1
:I-a (ft) 4.31 C faze-ft) :3.78 20.61 9-94
C G E LL+4 (f t) :_:1 Ce SA f-es1 6.47 2.61 6.96
w - ins: -he -f is rae g -ter tan 1-0 ft (J-3 s.)_ let.reen the -e:t and pr-i- cross aeaicn.
^.,ia sap indicate r!is need for addaticral cocas secti?.s.
Cans S:CTICS
U VER: rain r?,.,^.neI
RZ.Qi: rain cannel FS: ]IS
INPUT
Description: Isectinn 4, Head Riffle Sta 8.39.22
station -110 thru -32 and 124
taken fro' SCDOT top-
Station Elevation Data ntss. 36
Sta el- Sta EleV St. Elev Sna EleV Sta El eV
-100 2630 -90 2629 -80 2628 -69 2627 -32 2626
02625.355 21.353626.089 36-573626.152 42.172626.135 47.62625.679
52.763624.895 53.762624.772 57.022624"394 59.552624.384 60.982623.957
64.362624-0 C2 66. 68 252623.063 71.37 2622.71 722612-297
73.273622.357 74.63'2622.574 75.9416-22.151 71.282621-967 78.432632.449
50.[62522.15{ 82.141622.654 8..011623.165 86.05162).569 87.142 624.127
88.392625.297 92.912627.148 54.141627.594 10 3.342628.382 IC6.C 62628.552
124 -2630
vanningrs n t'alue. 3
Sta n Val Sta a Val Sta n Val
-ICD C4 47.6 .05 91.91 C4
sank Sta: Left Right Lengtha: Left CLannei Right Cceff Contr. E Y n.
47.6 91-91 390 410 430 .1 .3
(eft Levee Station- 36.57 El evati- 2fi16.15
:RCSS SECTICS OL7FLT Frcfile #Z2
E-G. Elev (ft} 2625.83 ESeeetat Left C3 C:ame2 Right C9
Vel Head (ft) 0.23 wt. n-Vas. 0.650
w.S. Elev (f t) 2625.60 Reach 1- (ft) 350.00 410. c0 430.00
Cr t W.S. (ft3 2624.67 Flor Area (aq f[) 60.60
£.G. Slope Ift/ft) 0.006687 Area isq ft) 80-60
0 Total (cfsl 309.[0 Fl car Icfal 309.[0
Ttp width (ft) 40.07 Top width (ft) 43.07
':el Total (ft/al 3.81 Avg. Vet. (ft/.) 3.83
Was C1 Lpcb (ft) 3.E3 C dr. Depth ift) 3.01
C- Total tcfa) 3713.4 CiZ'r. icfs) 3723.4
le=ych sot 3. ift1 410.20 wetted Fer. ift) 41.58
sin Ch E: Eft) 26 21.97 .Scar (IL/sq ft) C..
a:p:a 1.03 _- ?c+rer (1L; f[ s) 3.'20
ft) 3.55 Ca ':tl +e (acre-ft) 1.45 4-54 0.22
C 6 E Leas tft) 0.31 Ca _]. i.-] 2.59 1-97 0.58
ti _- - ester tan 1.0 It t0-3 A.). betreea tnt cvrre;t a.-d previa=a cross section.
s ra- i cafe the xed f-r -...'_iti.?aI cotes sect J. ..
csc: tLi;:e critical rarer_Crd at L!:s Sacattm. :he criti cal deitS with the leresc, valid, rater

6. G. El
i[tl 2626.85 El esreat Ieft CO Channel Right 011
Vel Reaf t) 0.32
7( wi. .-Val- 0.040 0.;50
Y_S. El, (ft) 22626.53 Reach I®- (ft) 350.[0 41D.C0 430.00
it X_S. ift) 2625.79 Flan Ara i q ft) 61123 119.86
mope 1ft%ft) C37317
y Area (sq ft) 6123
. 139.86
733_C3
} ^?ai (cf-1 Flw Lcfe3 141
.60 SBa.a0
12id:h /ft) I42.5I Tcp width (ft) 99.31 43.29
Tel T1?2 ffc/al 4-C 3 Avg. Vet. (Stls) 2.31 4.93
sea: C: :cl? :ftl 4-57 E-,'- . De;'S: ft) 0.63 2.77
.sr. ._.sl (cf.; 8453.5 C-- fcf.) 1647.5 6846.0
F-.'
17,
L-
Length Wtd. (ft) 406.46 Wetted Per. (ft) 99.34 44.98
Min Ch E1 (ft) 2621.97 Shear (lb/sq ft) 0.28 1.23
Alpha 1126 Stream Power (lb/ft a) 0.66 6.03
Frctn 1.. (ft), 4.04 Cum Volume (acre-ft) 5.04 6.51 1.87
C 6 E lose (ft) 0.01 Cum SA (acre.) 6.23 2.03 3.44
Warning: The energy loss was greater than 1.0 It (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross section..
Note: Multiple critical depth. were found at this location. The critical depth with the lowest, valid, water
surface was used.
ION OUTPUT Profile 8Q50
ev (ft) 2627.53 Element Left OB Channel Right OB
sad (f t) 0.39 Wt. n-Val. 0.040 0.050
W.S. Elev (ft) 2627.14 Reach Len. (ft) 390.00 410.00 430.00
Crit W.S. (ft) 2626.78 Flow Area (.q ft) 128.04 146.40
E.G. Slope (ft/ft) 0.007641 Area (Bq ft) 128.04 146.40
Q Total (cfe) 1275.00 Flow (c to) 444.29 830.71
Top Width (ft) 162.43 Top Width (ft) 118.13 44.29
Vol Total if t/0) 4.65 Avg. Vel. (tt/e) 3.47 5.67
Max Chl ORLh (ft) 5.17 Hydr. Depth (ft) 1.08 3.31
C.. Tota1 Icfe) 14399.1 Conv. (cfe) 5017.6 9381.5
Length Wtd. (ft) 404.16 Wetted Per. (ft) 118.18 46.24
Min Ch El (ft) 2621.97 Shear (lb/sq ft) 0.53 1.55
Alpha 1.17 Stream Power (lb/ft e) 1.84 8.79
Frctn Loss (ft) 4.27 Cum Volume (acre-ft) 7.95 7.97 5.32
C 6 E toes fft) 0.01 Cum SA (acres) 6.88 2.01 4.91
darning: The energy l oss was greater than 1.0 it (0.3 m), between the cu rrent and p revious cross section.
Thia may indicate the need for additional cross sect ions.
-ROSS SECTION OUTPUT Profile 8Q100
E.G. Elev (ft) 2627.83 Element Left OB Channel Right OB
Vel Head (ft) 0.41 Wt. n-Val. 0.040 0.050 0.040
N.S. Elev (ft) 2627.42 Reach Len. (ft) 390.00 410.00 430.00
Crit W.S. (ft) 2627.04 Flow Area (sq ft) 161.26 158.70 0.19
E.G. Slope (ft/ft) 0.007522 Area (sq ft) 161.26 158.70 0.19
Q Total (tfs) 1559.00 Plow (cfe) 628.34 930.51 0.15
Top Width (ft) 166.87 Top Width (f C) 121.19 44.31 1.38
Vel Total Ift/s) 4.87 Avg. Vol. (ft/s) 3.90 5.86 0.84
Max Chi Dpth (ft) 5.45 Hydr. Depth (ft) 1.33 3.58 0.13
Corry. Total (cfsl 17975.5 Conv. (cfe) 7244.8 10728.9 1.8
Length wtd. (ft7 403.49 Wetted Per. (t[I 121.24 46.25 2.40
Min Ch E1 (ft) 2621.97 Shear (lb/.q ft) 0.62 1.61 0.06
Alpha 1.12 Stream Power (lb/ft a) 2.43 9.45 0.05
Frctn Loss (ft) 4.36 Cum Volume (acre-ft) 9.36 8.60 7.06
C 6 E Ives IIt) 0.01 Cum SA (acre.) 7.13 2.02 5.46
yarning: The conveyance ratio (upstr eam conveyance divided by downstream conveyance) is lees than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
'arning: The energy loss was greater than 1.0 It (0.3 m). between the current and pr evious croee section.
This may ind icate the need for additional cross secti ons.
ROSS SECTION
IVER: main channel
EACH: main channel RS: 112
NPUT
cion: 29ection 7, Head Riffle Sta 33.50.97, Reach 2
143.5
thru -97 and 92 thru 388 taken from NCDOT top0
t levat ion Data num. 33
a Elev Sta El Sta Elev
ev
St. Elev St. Elev
-143.5 2625 -132 2629
8.422621.752 17.592621.506
33.9 35.132619.836
39.182618.521 40.192617.948
92.852617.322 43.282617.448
49.32620 53.452621.212
141 2623 169 2624
-121 2623
28.772621.626
36.092619.453
41.422617.532
43.282618.058
54.992621.516
188 2625
-97 2622 02621.681
31.52621.408 33.072610.935
37.572619.164 38.382618.965
41.812617.262 42.482617.285
44.942618.869 46.152619.069
71.642621.373 92 2622
inning's n Values num. 3
S t a n Val Sta n Val Sta n Val
-143.5 .04 28.77 .OS 53.45 .04
lnk Sta: Left Right lengths: left Channel Right Coeff Contr. Expan.
28.77 53-45 595 590 595 .1 .3
20SS SECTION OUTPUT Pro file 9Q2
E.G. Elev Ift) ` 2622.27 Element Left OB Channel Right OB
Vel Head (ft) 0.33 Wt. n-Val. 0.040 0.050 0.040
W.S. Elev (ft) 2621.94 Reach Len. (ft) 595.00 590.00 595.00
Crit W.S. (ft) 2621.94 Flow Area (sq ft) 19.16 54.01 14.37
E.G. Slope (ft/ft) 0.011071 Area (sq ft) 19.16 54.01 14.37
Q Total (cfe) 323.00 Flow (cfe) 23.70 269.21 30.09
Top Width (ft) 168.96 Top Width (ft) 107.66 24.68 36.62
Vol Total (It 7.69 Avg. Vel. (ft/a) 1.24 4.98 2.09
Max .1 Dpth (ft7 4.68 Hydr. Depth (ft) 0.18 2.19 0.39
Conn. Total (cfs) 3069.8 Conv. (cfe) 225.3 2558.5 286.0
Length Wtd. (ftl 591.81 Wetted Per. (ft) 107.67 26.84 36.65
Min Ch E1 (ft) 2617.26 Shear (lb/sq ft) 0.12 1.39 0.27
Alpha 1.56 Stream Power (lb/ft a) 0.15 6.93 0.57
Frctn Loss (ft) j 1.59 Cum Volume (acre-ft) 1.39 3.91 0.15
C L E Lose (ft) 1 0.09 Cum SA (acres) 2.50 1.67 0.40
ruing: The energy equation could not be balanced within the specified number of iterations. The
program used critical depth for the water surface and continued on with the calculations.
ruing: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than
0.1 or greater than 1.4. This may indicate the need for additional cross sections.
ruing: The energy loss was greater than 1.0 It 10.3 m). between the current and previous croee section.
This may indicate the need for additional cross sections.
rning: During the standard step iterations, when the assumed water surface wa. set equal to critical
depth, the calculated water surface came back below critical depth. This indicates that there is
not a valid subcr i tical answer. The program defaulted to critical depth.
OSS SECTION OUTPUT Profile 8Q10
E.G. Elev (ft) 2622.80 Element Left OB Channel Right 03
Vol Head Ift) 0.40 Wt. n-Val. 0.040 01050 0.040
M.S. Elev (it) 2622.40 Reach Len. (ft) 595.00 590.00 595.00
Cr
(ft) 2622.40 Flow Area leq ft) 77.84 65.26 35.73
e (ft/ft1 0.013843 Area (sq ft) 77.84 65.26 35.73
(cfe)
Oi 761.00 Flw Icf 23533 412.62 113.06
h (E[) i 217.93 Top Width (ft) 13528 24.68 57.97
Ve (ft/e)
l 4.26 Avg. Vol. (ft/a) 3.02 6.32 3.16
Max Chi Dpth (ft)'? 5.13 Hydr. Depth (ft) 0.58 2.64 0.62
:ono. Total (cfe) 6468.0 C- (cfe) 2000.1 3507.0 960.9
Length Wtd. (ft) 592.79 Wetted Per. (ft) 135.29 26.84 58.01
Min Ch E1 (f t) 2617.26 Shear (lb/.q ft) 0.50 2.10 0.53
elpha 1.44 Stream Power (lb/ft a) 1.50 13.29 1.68
Frctn Loss (ft) I.94 Cum Volume (acre-ft) 4.42 5.64 1.70
6 E Loae (It) 0.31 Cum SA (acres) 5.18 1.69 3.15
ming: The energy equation could not be balanced within the specified number of iterations. The
gran -1 critical dr rLh fcr the water surface and crcti-ed m With the calculation,.
M ?, -__in-e ratio '?,a[reas, ccrv=+a.:.ce di-d-d 1y --tress con r/ante) is leas than
r Zfeat- i` :.4- ^-s ea -_LdIcate t=e :Wed fcr s1'.it i:r al --=_s aectic:s-
-_, :.< ere ' l=ss Was greater t!?= I-0 it C-3 m)_ betweeo tie crct and prey- cross zee--tion.
-s --f i. "irate tie need fzr d---al LT-.Aa aecti-
hrar -.3: Jeri y +.1 eta r3 step :c czatix.s, Wtc t?- ass- d Water surface Was set raI to critical
t2e ca:c fated Water s-.:dace cane talc belove critical ?ce -jarates tCat there is
mct a ca st.crztical aVs-.- Ttte program defaulted to critical c p.h-

£-G. Ei- (ft) 2623.25 Elenec left OB Channel Right OB
Tel coal tft) 0-at Wt. n-Val. 0.040 0.050 0.040
lfif :'-22.'8 Reach I-- (ft) 595. co 550-00 595.00
4ft) :622.-8 cut Area (sq ft) 130.59 74.64 67-31
. 5_?e (ftlf t: [147:5 Area fay ft) 230.59 14-64 61.31
--tai - - (tf sl 54.23 533.23 238-54
T-9 W ft) 245.E7 :? W: ;•,? !ft) 144-SC 24.68 76.59
-: el ' ftf s! 4.57 A+y- Vei. (ft: aD 4.23 7.24 3-89
=I: rr? (fti
? 5.5I .-e.-_th ift) 0-53 3-C2 G.60
Cyr.
7 1 - 5:1.9 Crr- 4559-6 4346.9 :562"5
ltnc-? --I. { 553.25 W--_ted P- (ft) :44"42 :6-at 76-64
M..n C .. s.-ear (:tfey ft) C-64 2.57 0"74
1.25 reaa r?rr iiLtft s3 3.54 26-33 2.87
F7tT-'1 *sas (f t) 2.50 C- .,tl- (acre-f L) 6.79 6.93 5.01
c L E loss (it) 0.12 Cis SA (acrea) 5.71 1.69 4.54
T.s -.er-: eT-"=^, c-ld -a be balanced -1hia t`. specified numb- of iterations. The
r am -- critical LepCl7 fcr the Water surface " c:.-tinned co, with the calculations.
W-9; 7`s ccrve.-ar=e ratio (L;W-reas -yan_e divided ty dc-istreaa conveyance) is leas than
r-7 cr grea ter tan 1-4- Ti s may indicate the need f cr aidit-1 cross aectiona.
'.-=r_ir-s_ ^.r erz.=f Ices was greater t`an 1-0 it (3-3 a) - between tie mrrent and Freviow cross section.
=-a say i;.izate to reed f cr addiLiteral cross aKLi G^J.
,i oq: Z-zmg t.`.e s-a rd stir zte_rat-. din the as-ed Water -face Was set eial to critical
= p,!-- ?- ca:cy aced water s•=rface cane back belt, cr itical depth. This indicates tht there is
zu a •:.:id sw..ical acsWei. =? prag_as defa:;lto-d tc critical d zth"
r___ile E:::?
Z-G- :- (ft) 2523-46 Elea-t Left CS ^a-I Right CB
+el Eead (fti J.SE Wt- .-Val- .040 C.cSJ 0.040
Y"S- lit ev If i)
:.622. 9a
Reach Ica- (!t)
555.[7 .C0
`
555-c0
Cri[ v"?. (f t7 622.30 Flow Area (- it, 77.62
/48.5d 70. SO
E-G. S:cFe (ftifti 0.[16517 Area Lag fcl lsd.58 77.62 73.50
0 Tota1 (cf si 1623-CO Fl. ut (cfa) .13 601.75 305.84
Tip width (ft) 254.48 Tcp width (ft) 147.33 24-68 82.50
Ve7 :dal (ft/e) 5.46 Asg. Vel. (ft/el 4.80 7.75 4.31
Mai ©1 rpth (ftI 5.64 itydr. Depth tf t) I.C1 3.I5 O.B6
C..,-w. Total (cf s) 12E13.i (cfs3 5551.1 4682.3 2379.7
Iccth lit, {ft) 593.37 wetted Per. (it) 147.32 26.64 82.55
Min C E: !ft) 2"617.:6 SL? r (ft) 1.04 2.58 0-89
A: ;L. 2.:3 Stria: P-er (331ft s) 4-99 23-12 3.82
Frct - .tea (ft) 2.62 Ca Vs.'l- (ae-ft3 7-97 7.4) 6.71
C I a :<34 (ft; .,.:4 Cis SA 14^66) 5-93 1.69 5.04
YLr_iog 7t e_ eiatia -:d xt be Talaxed witiin the specified r. her cf iteratics. -,.
r? yra-? red -ti:al d pth fcr tR Water -face and cSti -d on with tTL ca;ci,latiC S-
.ar.--3 LT:P.-e d2 id?3 by dC att- -e?;-e) is Iess tr-,
ic
.r seater than 1.4. Tl-s may indicate the nerd fcr addzticral cross sect
Yarnir9: The --y Iess r s greater than 1-0 it IJ.1 a). betwe- the curre^t aid previous cross section.
This aay indicate the need fcr additional cross aectfcra.
xarnin3: :ur-q the standard step iterat-, When the aer.?ed water surface Was set equal co critical
e-tk, the calculated Water -face came track Delve critical deptb. This i dicatea tat there is
nct a 'slid --critical a^•Wer- The program defaulted to critical depth.
CRzZS SECTION
RIVES.: -1. c'a=ne.1
REACH: rain chatoel RS: 1C8- 2
357T
Deacrip-- Ex..t-q )L4e J- (u"samed) Reach 2
A.-pra: St. 16.46
U/S of
•f-tbridge-
stations 0 thin 29.49 from Arcadia survey
.[.bons
-293 th- -7 .3 and 59 .5 th- 157 taken from NCD(7T tcpo
Station .1 evasion Data mime 17
Sta El ev Sts El- Sta El- St. Elev Sta Elev
-293 2620
-257 2619 -213 2618 -118 2617 -65 2637
-43 2617"3 7.3
- 2617 0"2616.868 4.4726 15-808 17. I1 2113.555
18.892-11.884 23272613.549 26.11616.4 OB 29.4326 17.498 59.5 2618
lie 2639 157 2620
4annirg•s a Values n 3
Sca n Val Sta n Val Sta n Val
-253 .C4 D C5 59.5 .0a
3ank Sta: Left Right Lengths: Left Ch-nel Right Coeff C-tr. Expdn.
0 59.5 67 BO 58 -3 .5
MOSS SECTION OUTPUT Profile sp2
S.G. El- lit) 2618.09 Ei emeat Left C3 Caanxl dig`! C2
Vel Head (ft) O.C2 Wt. n-Val. O.C40 0.[50 0.040
Y.S. El- fit) 2618.06 Reach Len. (it) 17.CG 17.CO 17.00
Crit Y"S. (f[3 2616.27 Flout Area i.q ft) 166.65 100-55 0.12
E.G. SICpe (ft/ft) 0.00IIES Area Is ft) 166.65 Ic0.55 0.12
Q Tcta1 (cfs) 323. CG Flan lcfs) 153.45 142.54 0-01
Tip Width (it) 277"C6 T=p Yidb3 (Et7 213-89 59 .SO 367
.
Vet Total (ft/s} 1.21 Aiy. 1'tI. (1[16) 1.08 1.41 0
.13
)(era: CiI Dptb (ftl 6.17 N)dr. DeF[h If[) 0.78 I.70 0.03
C- Total (cfa) 53x3.0 C.W {Lfs) 5242.0 414 C.6 0-a
1,eng .3 T.,d. !f t) 17.[0 Wetted Per- (ft) 213.50 62.27 3.67
Man. C El {ft3 2611-EB tear i'vr sq tc) 0.06 0.23 0.c0
A: ,.a 1.15 Steaa Polder (1D/fc e) 0.06 0.31 O.CO
Frt-.z :cis (ft) D.CS C Vc:uere (sac-ft) 0.12 2.86 005
.
C 6 E :`as if t) 0.23 Ca SA (ac: es) 0"31 1.1G 0
-12
?^rrr-: :? e:x:ty :sad Las ct --.°; t7 site t`a^ 0.5 it
3f
i
l
-i
s 10.15 a, - :_is may indic ate the r-i for
a
?a
c= a
it
:ar?g: ?r:use t a sr
nc
-
.
('--ps tt ia_-.-e d rzdM
i

t d. .stress

ct=-e3a_ce)

is leas than
greater -. ^ 1.4. c a red fcr shin-a1 -cis a
4 say ? ate ecti-

^. Fl- (ft) 2618.73 El -t Left Ca CSax:.-l Right CS
Vet Head (ft) 0.05 Wt. .-Val- O.C40 O.C50 0.040
Y.S. El- (ft) 2618.66 Reach Len. (ft) 17. C0 17.06 17.00
Chit Y.S. (It) 2617.74 Flow Area (sq it) 3C2. 23 136.40 12.66
E.
G. Slope (ft/ft)
0.001432
Area (sq ft)
302.23
336.40
12.68
Q Tctal it, 1 761.C3 Flow (cfs) 453.73 258.77 8.50
T_p W-dtT. ift) 339-31 Tip Width (ft) 241.23 59.50 38.52
Vel ota1 tfta1 1-65 Avg. 'tea. if[/sl I.63 1-90 0.67
Mai. t:1 ..: if t) 6.77 F-- Depth MI 1.25 2-29 0.33
:=t=al, :cfa: 2tIf6.5 0-: (ci S) 13045.3 6137.1 224.6
Lsr_-o wt.d- . -.CO wetted Per. ift) :41.30 62-27 38.52
X- L-- El (ft 2" :-Eb Scear (lb:.3 f[) 0.11 0.20 0.03
lpta --C4 Streaa Pa (:D/ft s) 0.18 0.37 O.C2
•
1?

Frctn L= (ft1 0.05 Cum Volume (acre-fL) 1.82 4.27 1.37
C 4 E I.osa (ftl 0.02 Cum SA (acres) 2.61 1.12 2.50
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional cross section..
CROSS SECTION OUTPUT Profile NQ50
E.C. Elev (ft) 2619.14 Element Left OB Channel Right OD
Vel Head (ft) 0.06 Wt. n-Val. 0.040 0.050 0.040
W.S. Elev (ft) 2619.06 Reach Len. ift) 17.00 17.00 17.00
S. (ft) 2618.02 Flow Area (eq ft) 403.71 360.50 33.04
ope (ft/ft) 0.001961 Area (eq ft) 403.71 160.50 33.04
(cfe) 1326.00 Flow (cfa) 892.57 397.28 36.14
dth (ft) 379.76 Top Width (ft) 259.29 59.50 60.98
Vel Total (ft/e) 2.22 Avg. VeI. (ft/.) 2.23 2.48 1.09
Max Chl Dpth (ft) 7.18 Hydr. Depth (ft) 1.56 2.70 0.54
Conv. Total Icfe) 29928.1 Conv. (cfel 20145.5 8966.8 815.8
) 17.00 Co' Per. (ft) 259.31 62.27 60.98
Length Wtd. (ft
Min Ch E1 (ft2631.88 Shear (lb/.q ft) 0.19 0.32 0.07
Alpha 1.05 Stream Power (lb/ft e) 0.42 0.78 0.07
Frctn Loos lfU 0.06 CL. Volume (acre-ft) 3.14 5.33 4.37
C c E Lose (ft) 0.04 Cum SA (acres) 2.95 1.12 3.60
darning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is leas than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
ROSS SECTION OUTPUT Profile NQ100
E.G. EI- (ft) 2619.37 Element Left OB Channel Right OB
Vel Mead (f t) 0.09 Wt. n-Val. 0.040 0.050 0.040
W.S. Elev (ft) 2619.28 Reach Len. (ft) 17.00 17.00 17.00
Crit W.S. (ft) 2618.13 Flow Area (eq ft) 460.70 173.38 47.16
E.G. Slope (ft/ft) 0.002009 Area (eq ft) 460.70 173.38 47.16
Q Total (cfe) 1621.00 Flo. (cfa) 1103.23 457.10 60.67
Top Width (ft) 396.00 Top Width (ftj 267.08 59.50 69.42
Vel Total (ft/s) 2.38 Avg. Vel. (ft/el 2.39 2.64 1.29
Max Chl Dpth (ft) 7.40 Hydr. Depth (ft) 1.72 2.91 0.68
Cow. Total Icfe) 36166.2 Conv. (cfe) 24614.1 10198.4 1353.7
Length Wtd. Ift) 17.00 Wetted Per. (ft) 267.10 62.27 69.43
Min Ch E1 (ft) 2611.88 Shear (lb/sq ft) 0.22 0.35 0.09
Alpha 1.05 Stream Power (lb/ft s) 0.52 0.92 0.11
Frctn Lose (ft) 0.06 Cum Volume (acre-ft) 3.81 5.79 5.91
C 6 E Loss (ft) 0.04 Cum SA (acres) 3.10 1.12 4.01
arning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
RIDGE
IVER: main channel
EACH: main channel RS: 108.15
NPUT
escription:
iat.nce from Upstream XS 17
eck/Roadway Width - 15
sir Coefficient 2.6
,stream Deck/Roadway Coordinates
8
nSta Hi Cord Lo Cord Sta Hi Cord In Cord Sta Hi Cord Lo Cord
2618 -704.6 2617.1 -11.62617.1
2618 9'a 18-416 2611.62 23.892618.416 2617.62
2619 183.4 2620
,at Bridge Cross Section Data
ration Elevation Data num. 17
St. El- Ste Elev Ste Elev Sta Elev St. Elev
-293 2620 -257 2619 -211 2618 -118 2617 -85 2617
-43 2617.3 .7.3 2617 02616.868 4.472615.808 17.112613.955
18.892611.884 23.272613.949 26.12636.408 29.492617.498 59.5 2618
11a 2619 157 2620
knning's n Values num. 3
Sta n Val ;Sta n Val Sta n Val
-293 .04. 0 .05 59.5 .04
wilt Sta: Left Right Coeff Contr. Expan.
0 59.5 .3 .5
iwnstream Deck/Roadway Coordinates
nu m. 9
Sta Hi Cord Lo Cord Sta H1 Cord I.O Cord Sta Hi Cord W Cord
-205 2618 -108.8 2617 -85.8 2617
-3 2618 6.72619.0792618.382 20.72619.0792618.382
83 2619 168.6 2620 203.6 2621
,wnstream Bridge Cross Section Data
ation Elevation Data num. 14
Sta El ev Sta El ev Sta El" Sta Elev Sta Elev
-252 2619 -205 2618 -160 2617 -49 2616.2 02616.253
2.3 13 12613.446 15.7.612.254 19.12613.283 31.72615.524
342615.998 46.5 2617 103 2618 174 2619
nning's n Values I nu m. 3
Sta n Val j Ste n Val Ste n Val
-252 .04 ! 0 .05 34 .04
tilt Sta: Left Right Coeff Contr. Expan.
0 34 .3 .5
stream Embankment side elope 0 horiz. to 1.0 vertical
_at ream Embankment side slope 0 horiz. to 1.0 vertical
xlmum allowable submergence for weir flow .95
evation at which weir flow begins - 2617.1
ergy head used in spillway design
illvay height used in design
it crest shape Broad Created
nber of Bridge Coefficient Sets . 1
W Flow Methods and Data
Energy
Lected Low Flow Methods . Highest Energy Answer
3h Method
Br Only
ge
! Parameters
Bridge
d Friction component to Momentum
Do not add Weight component to Momentum
Class a flow critical depth computations use critical depth
inside he bridge at the upstream end
Criteria to check for pressure flow . Upstream energy grade line
IDGE OUTPUT Profile N02
..G. US. (ft) 2638.09 Element Inside BR US Inside BR DS
P.S. US. (f t) 2618.06 E.G. El ev (ft) 26I 7.81 261751
) Total (cfe) 323.00 W.S. Elev (It) 2617.02 2616..77
Er_fe cfa) 3:3..2 Cr?' W-S. (ft) 2616-30 2625.53
weir !cfs! Mss CI lpth (ft; 5.24 4.51
)f:) ';el T-I (ft;.) 7.11 6.91
Ye_r S1. Rgt ifi) F'_ Ar_ (sq ft) 45.44 46-78
Year c_L-_rg Fr>.3e t C_?1 0.70 0.67
_r P_ :.e-_h :ft) S;Reif Fcrce (cu ft) 15[.45 150.16
Man E vin i ft) '617-21 ;Id, Lrth (it) 3.24 3.33
Min E: s 1ft1 2r7.62 v-7. Total (it) 20.27 19.56
EZ; (ft) 1.:4 Cam. . T.taI tcfs) 2313.0 2452.1
a %G (ft1 2.36 7:7 Width (ft) 14.Cl 14-03
OR xG Azea (q f: 53.£2 Frei. L.. (ft) 0-26 0.36
OR CV- .e: (t.: D} 7.31 C 6 E L- (ft) 0.72 0.29
'-__ if if Szeaz a=nal fIL,'Eq ft) 2.77 2.54
Se: w<^_af Sre__f x+3 ;____ ___s1 (2b;/ft f) 19.40 17.52
Noce: m- d=ares is r_ ri:ld if the eater D-:rface is a_- the - c`cr] cr if there is weir flow.
.7_e atvt'.is ana,u haJ been discrard-..,''.
1.?_e. dcths Kze !__=d at t°_is -ti- :.e critical d<pcb with the Iaest, valid.
_2. ? f was UDP?.
w?-i +?= ?2 Ye:-:y !?a D ci -Gedd ty sere Uiin D-5 ft (7.25 +). Twis ray indicate the need for
.:z 2 L': BCD E ecti-a-
,,og : :.De -rya a ratio !,*screau -jape divided Ly d-matrea+ c c,eyaace) is less than
2.7 cr greater Chan 1-4. This may indicate the need for additional cross sections.
BR3D-_ 0.:v_: vrtfrle t.,30
E-G. :a. (ftl :b78.70 E:-L :wide ER t:5 Inside ER DS
W.S. 's. (f.) '6:8.66 - El ra• (ft) 26:8.64 2618.45
T:ra. __sl 76I. C0 Y. S- EI_w (ft) 2618-52 2638.10
B_Ji- :tf.) .22.42 Crit s(ft) 26:8-37 2618.10
-_s) Mai CICpth (ft) 6.63 5.65
Sia - _ (ft) :e1 T 31 tft/s) 2.73
f 3.82
Wezz S-- :
_ (ft) ar Area (aq ft) 278.34 395.43
weir S.:xe-L3 .=iz t M1I .22 0.31
Weir V_ :Scutt (..! S-cif r ice I-- ft) 34:. E2 314.71
M-.. Ll ae_r F__ tftl j; nth ift) 1.:3 C.90
M:n EI Frs (ftl :637-62 W.P. a_:al ift) 306.35 230.50
Lel La w ift) 1.12 Conn- T tal irfa1 5334.3 7665.3
.Delta ti. {ft) 1.24 Tc7 Wadc!i (ft) ;'0.E6 223.16
Ea '-T-'en :,cca (eq ft) 53.82 Frctn loss (ft) 0.12 0.29
ER t,Den 7e1 (ft 3.C3 C 6 E I- (ft) 0-07 0.09
Ccef c Shear Total (lbisq it) 0.38 0.53
Br Sel :x.Y,. d :-r g -Ay Fewer Total (Ib; ft s) 1-C3 2.03
Wain-ng: 7te exrf ei atlcn --d nC be balanced within the s,--_ified cumber of iterations. The
'.`rd critical r^3 for t.:e water -face a:d cort-d on with the calculations.
War_-fig- M- ..e;e:.'ae r :io (? t a c:.c. e'i d-ce Civ ided t-, dv-treae -j- l is less than
f.7 r- _ eater ihi.'] 3.4. .10 may :: iicate the reed fcr
_cg ?S_ag the standard step rterat]SS. i t?E --d wit.I .-is- was DCL -,-I to critical
' water s-fs_`e came 'atf b'- critical depth- -hb_s indicates that there is
rot a :a___ r_Yr_t`:a: a?rs_ Thep ctra+ defau:te3 to critical depth-
:+.::? J..v:7 tr.. lie t.==
E-G. L'u. (ft) :619-14 Ei_t inside ER US lrside Ba LS
W.S. US (ft) 2619.[6 E.G- Elea (ft) 2619.04 .80
2
1
Q 7c -fs) 2326.C0 W.S- El ev (ft) 2618.83
i .39
6
:
(cfsl 153.55 CriC W-S. lit) 2628.I6
r.e 26I6.39
Q Heir acf.) Max C_1 Dpth (ft) 6.54 6.14
.el_ S.a :ft tf:l Fel Total (f11.) 3-58 5.00
Welt S.a 2y {ft) F1cw Area (fq fC) 170.23 265.30
v_iz S-zerg Fccd t Ml 0.26 0.40
Weir Mai rt.S (ft) Specif Force (co it) 527.33 485.92
lft) 2617.13 t Jz (ft) 1.15
Min
? weir r 1.38
!
M_ z,
Min rTf (f:! 2617.62 W-7. TM?I tft} 356.24
263-35 •
r;3 (f:i 0.53 C?.-r. Tca_ icfe) 34143.4 9763.8
zo-1 -3 Ef:F 2.1. Tp width lfi) 32:.60 223.93
Ba CS eq frl 53.82 F- :off (+`t) 7. i8 0.36
Ea .> >1 if cl D) 3.55 C b 'a IGa f (fL3 +-Ob 0-11
Chef c - Sear Total (lh/sq ft) 0.57 1.17
Or Sel method F eif ?iy R_ Tina. Ubi`ft f1 2-C3 5_85
taming: The comeyance ratio iupsiream conrveyance divided by downstream com'eyancel D less than
0.7 or greater than 1.4. This may indicate the need for additional cross Sections.
4arning: The energy equation could not be balanced within the specified number of iterations. The
program selected the water surface that had the least amount of error between cospited and
assumed values.
4arni 3: The conveyance ratio (-upstream conveyance divided by downstream conveyance) is less than
0.7 or greater than I.4. This may indicate the need for additional cross aectionf.
4arring: During the standard step iterations, when the assumed water surface was set equal to critical
depth, the cslcalated water surface case back below critical depth. This indicates that there is
not a valid subcritical answer. The program defaulted to critical depth.
37SDGG OUIV 7I Frofile #,I70
E.G its. (f[5 :619.37 Elemeit Inside ER W Inside ER DS
.
W.S
. 45. ([Ll 2619-28 S.G. Elev (f[) 2619.27 2616.59
Q Total (cfa{ 1621. L0 Y.S. El ev (fc) 2619.05 2678.46
Q Bridge (,cf.) 181.20 Crat W. 5. (ft) 2618.49 22618-46
Q weir tcfs) MoD G".1 Dpth (ft) 7.17 6.20
weir Sta Lft (ft) 4el Total (ft/s) 3.63 5.78
weir St. Rgt (ft) Flow Area (sq ft) 446.33 280.40
Weir Submezg Froude 8 C1 0.28 0-45
weir Man Depth (ft) Specif Force (_ ft) 655.57 589.02
mi. E1 Weir Flow (ft) 2617.12 H)dr Depth (FC1 1.25 1'23
.

.
Min E1 Vrs lft) 261762 W.P. Tt'tal lftl 393.60 264
.90
.53 Ccov- 7eta1 (cfs) 18569.3 10540.4
Lelta E3 (ft) 0
Delta W3 (ftI 1.10 Top Width (f t) 358.10 227.67
ER Open Area (sq ft) 53.82 Fictn I
(ft) 0.19 039
.
=
0.17
ER open ': el (file) 3.37 C 4 fi L:es (ft) 0.03
Coef of Q Shear Total "!:/fq ft) 0.54 1.56
Er Set Metbnl r_.e__f only Fewer Total (lt/ft f1 1.96 9.04
Iarnrng= :.r c-.-r,_ ratio t ;.scream r-seya-_^e divided L-1 G. acrea+ cs•- yance) zs less than
7 cr greater than 1.4. '1_-is Day indicate t- need fcr additieal cross secticrs.
Iazning: ^.e energy egation could not be balanced within the Specified -ber of iterations. he
pn gxam selected the water -face that had the least asr_._t cf error between cc-uted and
ass
-d ni
e!
-
c
.
arming: are rrre!•anre ratio ty-Ktr- wr ia:.:e divided by crea+ c':r/•anre) is less
than
0-7 cz greater than 1.4. This stay indicate the teed far additional cross aKtima.
ia-g -During t'e standard step iterations, WTm the ase:ned Water surface was set equal to critical
_ , th-, c32i i:ated Water r-dace came Uric belw critical depth. This indicates chat cbere is
roc a tial id suSCrztical a:swr?. =x program defaulted to critical depth.
`
F:.C?: rain e
azeI <S: IC8.3
Sp(rr
cseri}tier:: Esistirrg Section (-named) end reach 2
s statzta 13.26
a cf fx'csiYre•
to C :..-... s4.0 from D-:ey
ta_i-
-253 liVc -49 a.Md 46.5 t_h- 2:5 .nos WCi..; tCPo
a :
a-
zr :s
ran
- -t
.
,
i
z
:t-a _e7 __a wek Sta E: ev St. F.:r __a EI ev
-252 2619 -205 2618 -160 2617 -49 2616.2 02616.253
2.32615.454 13 12613.446 15.72612.254 19.12633. 283 31. 72615.524
342615.998 46. 5 2617 101 2618 174 2619
Manning's n Values Waco- 3
Sta n Val Sta n Val Sta n Val
-252 .04 0 .05 34 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr . Expan.
0 34 120 137 150 .3 .5
CROSS SECTION OUTPUT Profile 4Q2

e
e- (it) 2616.85 Element Left 08 Channel Right OB
d (f t) 0.15 Wt. n-Val. 0.040 0.050 0.040
I
ev (ft) 2616.70 Reach Len. (ft) 120.00 137.00 150.00
Crit W.S. Iit ) Flow Area (.q ft) 40.52 80.71 3.07
H.G. Slope (It/l[1 0.004204 Area leq f[) 90.52 80.73 7.07
Q Total (cfsl 323.00 Flow (cfa) 47.76 271.57 3.67
Top Width (ft) 161.09 Top Width (ft) 118.34 34.00 8.75
Vel Total (ft/s) 2.60 Avg. Vel. (ft/s) 1.18 3.36 1.30
Max Chl Dpth (ft) 4.45 Hydr. Depth (ft) 0.34 2.37 0.35
Conv. Total (cfe) 4981.5 Corry. (cfa) 736.6 4188.3 56.6
Length Wtd. (ft) 135.83 Wetted Per. (ft) 118.34 34.98 8.78
Min Ch E1 (ft) 2612.25 Shear (lb/.q ft) 0.09 0.61 0.09
Alpha 1.44 Stream Power (lb/ft el 0.11 2.04 0.11
Prctn Lose (ft) 0.86 Cum Volume (acre-ft) 0.07 2.74 0.05
C 6 E Loee (ft) 0.08 Cum SA (acres) 0.20 1.05 0.12
warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than
0.7 or greater than 1.4. This may indicate the need for addit ional cross sections.
-ROSS SECTION OUTPUT P rofile 4Q10
E.G. Elev (ft) 2617.58 Element Left OB ChanneI Right OB
Vel Head (ft1 0.16 Wt. n-Val. 0.040 0.050 0.040
W.S. Elev (f t) 2617.42 Reach Len. (ft) 120.00 137.00 150.00
Crit N.S. (ft) Flow Area (sq ft) 153.81 105.26 16.39
E.G. Slope (ft/ft) 0.003989 Area lIq ft) 153.8E 105.26 16.39
Q Total (cfa) 761.00 Flow (cfe) 326.20 411.85 22.95
Top Width (ft) 248.48 Top Width (ft) 178.98 34.00 35.49
Vel Total (ft/s) 2.76 Avg. Vel. (ft/a) 2.12 3.91 1.40
Max Chl Dpth (ft) 5.17 Hydr. Depth (ft) 0.86 3.10 0.46
Corry. Total (cfa) 12048.4 Conv. (cfe) 5164.5 6520.6 363.3
Length Wtd. (ft) 131.37 Wetted Per. (ft) 178.99 34.98 35.54
Min Ch E1 (ft) 2612.25 Shear (lb/sq ft) 0.21 0.75 0.11
Alpha 1.35 Stream Power (lb/ft s) 0.45 2.93 0.16
Frctn Lose (ft) 0.76 Cum Volume (acre-ft) 150
. 412
. 1.36
C i E 14.s (ft) 0.07 Cum SA (acres) .22
2 1
.07 2.47
laming: The conveyance ratio (upst ream conveyance divided by downstream conveyance ) is less than
0.7 or greater than 1.4. This may indicate the need for additi onal cross sections.
ROSS SECTION OUTPUT Profile 4Q50
E.G. El- (ft) 2618.15 Element Left OB Channel Right OB
Vel Head (ft) 0.19 Wt. n-Val. 0.040 0.050 0.040
W.S. El ev (fc) 2617.97 Reach Len. (ft) 120.00 137.00 150.00
Crit W.S. (ft) Flow Area fag ft) 257.93 123.77 43.79
H.G. Slope (ft/ft) 0.003983 Area (aq ft) 257.93 323.77 43.79
Q Total (cfe) 3326.00 Flow (cfa) 708.21 539.08 78.71
Top Width (ft) 302.65 Top Width (ft) 203.48 34.00 65.16
Vel Total (ft/s) 3.12 Avg. Vel. (ft/s) 2.75 4.36 1.80
Ma I Dpth (ft) 5.71 Hydr. Depth (ft) 1.27 3.69 0.67
tal (cfe) 21010.4 Conv. (cfe) 11221.6 8541.7 3247.2
td. (ft) 130.14 Wetted Per. (ftl 203.50 34.98 65.21
1 (f t) 2612.25 Shear (lb/sq ft) 0.32 0.88 0.17
Al 1.23 Stream Power (lb/ft a) 0.87 3.83 0.30
Prctn Lose (ft) 0.82 Cum Volume (acre-ft) 2.67 5.16 4.34
C 6 E 14ss (ft) 0.09 Gum SA (acres) 2.54 1.07 3.54
arning: The conveyance ratio (upst ream conveyance divided by downstream conveyance ) is less than
0.7 or greater than 1.4. This may indicate the need for additi onal cross sections.
ROSS SECTION OUTPUT Profile BQ100
E.G. Elev (ft) 2618.38 Element Left OB Channel Right OB
Vel Head (ft) 0.20 Wt. n-Val. 0.040 0.050 0.040
W.S. Elev (ft) 2618.18 Reach Len. (ft) 120.00 137.00 150.00
Crit N.S. (ft) Flow Area (.q ft) 302.66 131.07 59.33
E.G. Slope (ft/ft) 0.004077 Area (eq ft) 302.66 131.07 59.33
Q Total (cfa) 1621.00 Flow (cfe) 905.91 600.04 115.05
Top Width (ft) 327.71 Top Width (ft) 213.50 34.00 80.21
Vel Total Ift/s) 3.29 Avg. Vel. Ift/e) 2.99 {.SS 1.94
Max Chl Dpth Eft) 5.93 Hydr. Depth (ft) 1.42 3.86 0.74
Conv. Total (Cfs) 25386.6 Conv. (cfa) 14187.6 9397.1 1801.8
Length Wtd. (ft) 129.90 Wetted Per. (ft) 213.52 34.98 80.26
Min Ch E1 (ft) 2612.25 Shear (lb/sq ft) 0.36 D.95 0.19
Alpha 1.21 Stream Power (lb/ft e) 1.08 4.37 0.36
Prctn Lose (ft) 0.84 Cum Volume (acre-ft) 3.27 5.60 5.86
C 6 E I .. (ft) 0.10 Cum SA (acres) 2.67 1.07 3.93
-ing: The conveyance ratio (upstream conveyance divided by downstream conveyance) 1. leas than
0.7 or greater than 1.4. This may indicate the need for additional cross sect, one.
LOSS SECTION
EVER: main channel
ACH: main channel RS: 108
iPUT
ascription: Xsection 11, Head Riffle eta 20.66.34, Reach 3
rant 100.17
2613.8359 removed
:ations -122 thur -49 and 210 thru 301 taken
from NCDOT topo
ration Elevation Data num. 46
Sta El ev St. Elev St. El ev Sta Elev St. Elev
-90 2618 -71.5 2617 -49 2616 02615.385 10.39 2616
18.182615.665 36.12615.477 SD.862615.603 64.312615.973 69.072615.911
73.752615.717 76.262614.917 77.032614.825 77.83 2634.61 78.932614.227
79.252613.839 8(1.032613.663 80.822611.865 81.453611.448 61.962631.199
82.582610.925 87.232610.781 83.922630.836 84.412610.936 64.722611.275
85.012611.267 85.322611.799 85.532611.922 86.172612.197 87.792612.851
89 612.916 91.742633.112 94.122613.241 962613.173 98.442613.646
3 3.958 101.482614.252 101.872615.094 105.89 2635.68 110.162616.026
1 6.154 110.962616.078 122.342615.874 128.082615.835 210 2617
2618
inning'. n Values num. 3
Sta n Val ' Sta n Val Sta n Val
-90 .04 176.26 .05 102.87 .04
ink Sta: left Right Lengths: Left Channel Right Coeff Contr. Expan.
76.16 101.87 1080 1165 1261 .1 .3
rft Levee Station- 64.31 Elevation. 2615.97
LOSS SECTION C(TTPVr Profile 4Q2

c EIe-.rt left CS 01-eI Bight C9
.e x- :f ci 0-.42 Wt. n-ia7. 0.040 0.050 O-C40
W.S. (ft) 615.51 Read ion. if c) 1:60.00 1165.00 1163.:0
-t x.5_ tf[) ?3 FZtti Area is3 fti C.55 64.56 O.SS
' S. ?e f.)
'/ 3. C1:3 s? area (aq ft) 0.55 64.96 0.45
':fsi 335-C. F:- tCf.) 0.50 333.5I 0.59
_?, Yt=t [ft) 30.62 T:p Wi2th (it} 2.86 26.61 2.15
Wiz; Txal (ft!s) S.C3 A:3. ': e2- (v_:t4) 3-E7 5.13 1.33
Mai W: 4th (ft) a.;3 I.^,•s. nth I£t} C.30 2.44 6.21
- Tata2 (CV_a} _":-1 -fsi 6.5 32%b-1 5-8
:cr^= :)
+ 55-s6 Wr_:C tf:3 .56 25.38 A,
ltd
:_. :6:C.:7 sz- fc) 0. is 1-a3 0.13
S---react F__T (::: tt a) :.3- 1.34 0-27
Frt"? :csa ;f zi 5.55 Cs VC:se (acre-ic) '.CI 2.53 O.C4
C i E :n=_s ft! C_:4 Ca A (acres) C.:4 0.55 0.30
:`s _r?y :-. Baas gea:>z ttao I-C it I0-3 n . betwer_n t:z -rert and Previo cross section.
-- ?_nd:cate the need for a3:itzca3 cress eecticns-
1r:._e: s a --al d.. (-. .• ..ere fc?d at this Ietat-he critical depth with the 1-, valid, water
n?fa-e was used.
=S5 1 31 =.-F1.77 P- f ". D;:3
' Z--- (ttl .S:5.;5 E:e?L L.!t C3 Cannel Bight Oil
1 Ee.4 if i) .31 Mt. a-val. .:40 O. C50 C. C40
- "E:6.37 Fea3 1c. iftl :60. CO 1.65 ca 1<63.C3
L W.S. tft? Area isq ft) 57_;3 37.65 22-CO

ftlftl
' - S;-P.
:iI
area (eg it;
17_;6
87.CS
22-LJ
' - cfs) =67.^; F:? :f s) :33.66 5:4.f0 3a.S2
SW W.-.t E_`:! 323./2 TopW1dtt tfti i33.E0 26.63 62.33
3-38 A:s- -el. iftls) 2.6b 5-56 1.75
Ma:....: D;tt ift)
4 5.53 Y;:s. ??3 itt) C-66 3.30 0.35
CCCV .
T_u2 (cfsi 8:15.3 C.--v-. lcfa) :462.5 5417.9 405.5
I-q-.h Wtd. Ifc) 1:62.32 WK [ed Per. If[) 113-;6 29.33 62.57
7[za C El fl) :617-:3 Shear Iit;sq ft) 0.37 I.6D G.20
Alp 1-Sb Stream Fewer (lb,'ft sl 0. 3a 9-56 0.34
Frets "=s (ftl 7.64 C.? ':ol:ne (acre-ft) 1-17 3.b2 3.29
C F. E _.caa [f t} 0-f3 C A la:z K) 2.79 0.97 2.30
vir:.:n3: ^.-c eoe^y Zoes was o:eater tan I-0 ft (0-3 sl. bet- as r.:r rent and pr evious cross section.
t-s ray iod i: to the _ 3 for ailtsral cress s eethes.

' 3_ev (f:) 16:7 _:4 r.._ Left CS
' La'z3el Bight Cg
:eI mad :f:I 0.43 Wt. n-.- 3.CS0 .CSI 0.040
W.5_ E..rv (f L) __ leJ_ [f:) 1:63-tC 1:5 S.CO 61.4
Czit W_5- FI w area is; ft) 333.55 37.50 50.79
E_3. 5'_cpe (t f:}
' 3.01:242 Area (s; ft) :33.E6 97.53 50.79
rc
Q ta3 izfs'
1370_:0
Fl- (cfs)
544"3
618.16
137-09
Top Wid-.h (ft) 2ES-19 TCp Width (ft) 142.11 26.61 69.47
Te: 7Ctal (f[/s; 4.75 A g. ':e1. If C;.) 3.53 1.03 2.70
154: .W ih (i[) 5-5; F-dr- Depth if t) J.56 3.68 0.57
Caw. -:t_1 fcfs) 129:1.3 C_. (cf.) 5137.6 6490.6 1292.9
tang-*. '.T.d. ft) 1171.75 WKtej For. (ft) i42.s3 34.36 69.55
r- Ch El Uri 261J.'S Shear (It/s3 ft) 0.69 2.34 0.43
Alps 1.43 Stream Power (Ib/ft s) 2.63 16.44 1.07
F^..:.:CSS (f t; 5.%7 Ca vole (a =---ft) 2.12 4.61 4
C 6 -s L, {f :) D.C. C SA (acres) 2.J6 0.97 .
3.28
.LZr,=-.1: ..z ?e_,y rs:ix c-z._ -L be valanced within
- the specified -be of iteratic-. The
i
pz - -d critical
: .3 for the water a face and c-ti?-ed th t2-.e
on w calculations.
:ar-mac: he ==v_ xe r-w-:3 i fatnaa cs:c aCCe d vied
t !fj a -t- c.?^.?ey3:.:e) is less than
:.7 or Sxeate the need fcr additicoal cc- sections.
r than 1.4. This may imdzcate
.aznix: ^.< a-:_.;{ :mss was grea:er than 1-0 ft (a-3 a). bet. the cr uet and p svzaa cross sectfoa.
?'s ray irdicate the need for addi titraI czCas aettiooa.
"_ingj During the standard step iteratit<-.:, when the ..n amed water surf ace was set equal to critical
depth, the calculated water surface came back bel w critical depth. This indicates that there I.
not a valid sub-tical a-er. The program defa ulted to critical depth.
CROSS 5EC 01 0..:?LT Profile DQ16D
E.G. E:er eft) Z617.f4 Flerrzt Left Co (wan-iel Fight GB
ve3 Head (ft) 0.52 Wt. n-cal- 0.040 0.050 0.040
W.S. Elev (ft) 2616.52 Reach len. (ft) IC80.co 1165.c0 1262.00
Crft W.S. (ft) 2616-92 Flee Area Isq ft) 264.32 102.42 66.59
E.G. Slope Miff) 0.011673 Area (" ft) :64.32 1C2. 43 66.99
Q Total (cf.) 1673_CO Flow (c[s) 713.21 755.97 203.82
TCp Wide` (ft) 273.93 Top Width ([C) 145.93 26.61 301.40
1el Toc al Ift/:) 5.01 A.g. veI. tft/s) 4-34 1.38 3.04
Mass Chi LpLh (fc1 6.14 ? _. :rth if[) 2.23 3.E5 .66
0
0-- TxsI (cfsi 35414.9 Csr. !c £s) E603.3 6557.3 16
6 -1
Length Wtd. Ift1 3174.:6 Wetted Per. {ft) 146.11 29-35 101-48
[tin Ch E1 (ft) 2610-7s Shear (/blsq ft) 0.52 2.54 0-48
Alpha 1.34 Stream Power (lb/ft e) 3-56 38.75 1.46
Frctn Ins: (ft) 5.cc Ca volume (sae-f[) 2.63 5-24 5.64
C L E Lone Ift) 0.09 Cum SA (acres) 2.18 0.97 3.62
4arnizg: The energy equation could not be balanced within the specified -1,er of iterations. The
prograa used Critical depth for the water e-,irface and c ,tinned on with the calculations.
taznirsg: The Conveyance ratio (upstream conveyance divided 1rY d.. -stress conveyance) is leas than
0.7 or greater than I-4. This may indicate the need for additional Cross sections.
harming: The energy loss was greater than 1.0 ft 20.3 between the current and Previous cross section.
.his say indicate the need for additiosa3 cress secticss.
4arnim: During « stariazd. si r zterat i.;.s, w.ezi the ass----d water .-face was set equal to Critical
dT_t, the ----at rd water s-.s face came back below Critical depth. This indicates that there is
.Ct a .z.id n..s-rr-al a.:s.er. .s p_ a defaulred to critical d pth.
'Z? SC :14
i:c see..: ¢a:? e'!a?l
17:T
3?crz;:tis= lse?ia -dad R- eta -2.41.37
.:a ti Z4 : - -.S taien•fr7t
» a:d 3 S th=i 1°3-5 __ from
>..? - deratiz La - 33
-.sus S:a - E: ei S:a EIC
56 11.65:5:3.111
:3`9?:6:5.f27 :4.5326:4.533 :5-1316:4.6;5
33.6::6:1 .:3' 34.5'2 E:3.773 '_5.;:6:3_ES2
3535.45 26:3.E6 4:.36:E:3
47.24:6__.632 50.::iE.e_2s2 57_i2:E:6.1:3
55.42:5::.e55 o3.1s:E:T.d:3 E6.54:E:7_::6
151 :E:9 Ic6 :620 182 2611
'dam t?_-: 3 s:-.ea a???- )
SLa . - :.a n gal SLa a Val
:3 -:5 51.22 C4
Ft. Ele: Sts El ev
13.34:6:8.273 23 26tH-C8
27.61:6:4.527 29_3726C4.1E4
32.4:6:2.237 33.C2:EC2.169
'" 38 2E:2.36 36-62 :6:2.E4
42.:6: EC4.213 46-17:6:4.837
53.35: E:6.E73 56.51:6aT. 341
71.:4607.7:3 10.5 :608
163.5 :612
•
is
E
u Sts= L.!t g.tL !-G-ha: left C.a:sei X- _ _ C,oeff Contr. E pas.
:3 51.23 227 132 139 .1 .3
MSS `_=Zis X-7,- FrCfile E?2
E.C. Elev (ft) 2607.32 Element Left OB Channel Right 08
Vel Head (ft) 0.27 Wt. n-Val. 0.050 0.040
W.S. Elev (ft) 2607.05 Reach Len. (ft) 127.00 130.00 139.00
Crit W.S. (ft) Flow Area (sq Et) 81.95 2.07
E.G. Slope (ft/ft) 0.005520 Area (Bq ft) 81.95 2.07
Q Total (cfe) 349.00 Flow (cfs) 345.48 3.52
Top Width (ft) 31.94 Top Width (ft) 27.77 4.17
Vel Total (ft/0) 4.15 Avg. Vel. (ft/.) 4.22 1.70
Max Chl Dpth (ft) 5.28 Hydr. Depth (ft) 2.95 0.50
Conv. Total (cfs) 4697.2 Conv. (cfs) 4649.8 47.4
Length Wtd. (ft) 130.03 Wetted Per. (ft) 31.06 4.28
Min Ch E1 (ft) 2601.77 Shear (lb/sq ft) 0.91 0.17
1.02 Stream Power (lb/ft a) 3.83 0.28
e9 (ft) 0.99 Cum Volume (acre-ft) 0.01 0.55 0.00
08 !ft) 0.02 Cum SA (acres) 0.01 0.23 D.01
Earning: The conveyance ratio (upstream conveyance divided by downstream conveyance ) is lees than
0.7 or greater than 1.4. This may indicate the need for additional cross section..
yarning: The energy loos was greater than 1.0 it (0.3 m). between the current and p revious cross section.
This may indicate the need for additional cross secti ons.
ROSS SECTION OUTPUT Profile 4010
E.G. Elev (ft) 2609.12 Element Left OB Channel Right OB
Vel Head (ft) 0.18 wt. n-Val. 0.040 0.050 0.040
W.S. Elev (ft) 2608.74 Reach Len. (ft) 127.00 130.00 139.00
Crit N.S. (ft) Flow Area (sq ft) 3.02 129.24 59.28
E.G. Slope (ft/ft) 0.005051 Area (eq ft) 3.02 129.24 59.18
Q Total (cEs) 818.00 Flow Icf e) 4.20 689.65 124.16
Top Width IIt) 119.86 Top Width (ft) 7.90 28.22 83.74
Val Total (ft/.) 4.27 Avg. Vel. {ft/s) 1.39 5.34 2.09
Max Chi Dpth (ft) 6.56 Hydr. Depth (ft) 0.38 4.58 0.71
Corry. Total (cf$) 11509.6 C- (cfs) 59.0 9703.6 1747.0
Length Wtd. (ft) 130.64 Wetted Per. (ft) 7.93 32.19 83.91
Mfn Ch E1 (f t) 2601.77 Shear (lb/.q ft) 0.12 1.27 0.22
Alpha 1.35 Stream Power (lb/ft 8) 0.17 6.76 0.47
Frctn L.oea (ft) 0.93 Cum Volume (acre-ft) 0.04 0.91 0.11
C & E Inea (f tl 0.03 Cum SA (acres) 0.04 0.24 0.18
arning: The conveyance ratio (upst ream conveyance divided by downstream conveyance) is lees than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
ROSS SECTION OUTPUT Profile %Q50
E.G. Elev (ft) 2610.37 Element Left OB Channel Right OB
Vel Head (ft) 0.24 Wt- n-Val. 0.040 0.050 0.040
W.S. Elev (ft) 2610.13 Reach I.-. (et) 127.00 130.00 139.00
Crit W.S. (ft) Flow Area (sq ft) 21.05 168.51 205.54
E.C. Slope (ft/ft) 0.002751 Area (aq ft) 21.05 168.51 205.54
Q Total (cfs) 1422.00 Flow (cfs) 46.98 192.01 583.00
Top Width (f t) 162.05 Top Width (ft) 17.02 28.22 116.80
Vel Total (ft/.) 3.60 Avg. Vel. (ft/s) 2.23 4.70 2.84
Max Chi Dpth (ft) 8.35 Hydr. Depth (ft) 1.24 5.97 1.76
Co- Total (cfs) 27111.2 C- (cfs) 895.8 15100.2 11115.2
Length Wtd. (ft) 132.05 Wetted Per. (ft) 17.16 32.19 117.02
Min Ch E1 (ft) 2601.77 Shear (lb/sq ft) 0.21 0.90 0.30
Alpha 1.22 Stream Power (lb/ft e) 0.47 4.23 0.86
Frctn Los. (f t) 0.60 Cum Volume (acre-ft) 0.13 1.25 0.47
C & E Loss (ft) 0.06 Cum SA (acres) 0.09 0.24 0.29
,rning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross Bectione.
The conveyance ratio (upst ream conveyance divided by downstream conveyance ) is less than
0.7 or greater than 1.4. This may indicate the need for additi onal crosa sections.
ION OUTPUT Profile 4Q100
E.G. fi]ev (ft) 2610.94 Element Left OR Channel Right OB
Vel Head (f t) 0.22 Wt. n-Val. 0.040 0.050 0.040
W.S. El ev (ft) 2610.72 Reach Len. (ft) 127.00 130.00 139.00
Crit W.S. (ft) Flow Area (sq ft) 32.18 185.32 277.93
E.G. Slope (ft/ft) 0.002232 Area (sq ft) 32.18 185.32 277.93
Q Total (cfs) 1736.00 Fl ov (cfa) 76.15 835.82 824.02
Top Width (f t) 174.90 Top Width (ft) 20.35 28.22 12633
.
Vel Total (ft/a) 3.50 Avg. Vet. (ft/s) 2.37 4.51 2
.96
Max Chi Dpth (ft) 8.95 Hydr. Depth (ft) 1.58 6.57 2.20
Corry. Total (cfs) 36746.8 Conv. (cfs) 1611.9 17692.3 17442.5
length Wtd. (ft) 132.46 Wetted Per. (ft) 20.54 32.19 126.56
Min Ch E1 (ft) 2601.77 Shear (lb/sq ft) 0.22 0-80 0.31
Alpha 1.16 Stream Power (lb/ft e) 0.52 3.62 0.91
Frctn Loa: (ft) 0.51 Cum Volume (acre-ft) 0.19 1.39 0.65
C & E 149e (f t) 0.07 Cum SA (acre:) 0.12 0.24 0.33
rning: The velocity head has changed by more than 0.5 it (0.15 m). This may indicate the need for
additional cross sections.
ruing: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This say indicate the need for additional cross sections.
OSS SECTION
VER: main channel
ACH: main channel RS: 102
PVT
:cription: Xsection 17, Head Riffle Ste 33471.98, Reach 4
scion 0 -
77.91taken from Arcadia xsection
:tfons 78 - 94.5 taken from
NCDOT topo
it station 50.46 2604.7099
it station 59.52
2606.8799
it station 62.12 2607.1832
ition Elevation Data num. 49
Sta Elev Eta Elev Ste El ev Ste Elev St. Elev
02610.964 9.182609.538 17.462608.501 21.12606.973 24.212605.723
27. 28.952604.721 31.362604.418 33.252604.214 33.612603.826
34.552602.925 36.142602.801 37.082602 37.122602.239 37.332601.943
38.042601.805 38.84 2601.52 39.8 40.5 41.072601.521
41.532601.578 41.932602.005 42.542601.762 41.382602.047 43.662602.212
43.692602 -112 94.862602.435 45.482602.529 46.1 2603.243 46..692603.495
47. 972604.351 50 332604.762 50.462604.769 51772604.834 52.742605.189
53.76 2605.51 56.372606.699 16.9426 59..242606.875 62.182607.1:3
65.52607.489 6:.492607.659 71.492607.831 74.842608.101 77.9
02609; 86 2610 90 2611 94.5 2111,
n Values' nUm- 3
n Val Ste, n Val Sta n Val
.04 27.06 .05 56.37 .04
Lk Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
27.06 56.37 212 228 236 .1 .3
)SS SECTION OUTPUT Profile 4Q2
:.G. El" (ft) 2606.32 Element Left OB Channel Right OB
'el Head (ft) 0.43 wt. n-Val. 0.040 0.050
i.S. El ev (f t) 2605.89 Reach Len. (ft) 212.00 228.00 236.00
'rit W.S. (f t) 2605.15 Flow Area (eq ft) 1.66 65.27
r.:;- e Ifilft) v- 0:1137 Area (eq ft) 1.66 65.27
7- ?-fa3 345..: F:Cr Ccfs) 4.C3 344-97
7- w-.» ,ft) 1_7s Tcp Y-.i-_b If:) 3.26 27.53
-:e: t;ai 5.2: Avg. 7 (ft;'a) 2.44 5.29
:az ^7 7-•3 'ft1 4.63 -_ :eptb (ft) 3-51 2.37
Care. T-tat leis) 3253.1 cfa) 38-1 3255.3
Iengtb wtd. (ft) 227.91 wetted Per_ (ft) 3.40 3:-C2
win Ch E1 ift) 2603-20 shear (lh/sq ft) 0.34 1.52
Alpha 1-02 Strew Power (IbJft a) 0.13 5.06
Frctn Ins, T, 2.19 Cm Vnlux Earre-ft) C.C7 0.33
C S-t,. v.:3 Ca SA iscresl D.C1 0.14
crier-r I:as w _ ter t.4 l.C ft iJ-3 e,. tet-en the current -J F revims cross section.
ms's >r :care the ,,-d f cr a_Li.:3I ores sect i CSa.
..-.Ss S==If =71= r___11 4Z...
(ft) 26:3. i6 E:-t Left C3 C?arzel Right CH
- - _t) _73 Wt 0.C40 G.CS O.r' 0
isue. rr 243 "ea r_'a :Ci- tit) 2:2. CD 2:8.Ca 236.07
it W-ry if tj F_tv Area - _,
~ 3.65 1.9.85 3.'_5
- P .__, :644 a Ssq ft> 9.65 1:3.85 3.55
T'cta: e s) 6:4.:] -a Icfs1 43.75 T6S.7J 7.55
lip Width (ft) 44.87 w 7.L5 23.31 8.51
:el 7tt.al (`_t: a) 6.65 A:.- 2. t.ti sl 4.53 6.58 2.13
14ax ::`:: !r't-h (ft) 6.:3 :'-'idr De"tS (ft) 1-37 3.75 0.42
- Total (cfsi "3.8 (.fl) 424.0 7431.6 73.2
1-g-2: :td. Fitt -62 wetted Per- (ft) 7.50 31.58 8.56
W- ^ Ea MI EC'-;2 She- (;t(sq ft) O.ES 2.28 0.i@
Arta I. C6 Streas der Gh:lft z) 3.86 35.93 0.59
F_-ry. -r.) : 2.!] Cas VC2:a.e Sarre-f t1 0.72 0.56 O. G1
i E icsa tft) 0.72 CY SA `,acres) O.C2 G.15 0.03
war-mg: 7`L C 'iy :L4a y39 C ter t:21 1-J ft (7-3 a)- tetweC the cur rent and previcus cross section.
'^ia xay "n3-rate t`r aeedd f or ad:at-1 cress secti-
.r_ s ? 3t :.Li:T 7r:f v:e a 7
E-G- E_t•+ if tl _ Ele -_t :elt G C: _el Right C3
- ftJ -!5 WY. -GZ O.CSJ O-C40
W,S- E:- t) as (ft 232. GD 18_CJ 236.70
CrIt W-S. (`_ti c_6.C1 F x Area tsq ft) .-:.-45 151.56 26.67
E-'_ 5 _,,e tft/ft3 o_C:!796 Ares taq ft) 22-45 i53.56 28.67
Q Total cfs) 1422.[] Flow lcfa) 1:1.55 1191.61 138.24
Tcp Width (ft) 63-35 Tap Width (ft) 12.43 29.31 23.63
Vet Total (ft/s) 7.02 1. Is lf, a) 4.99 7.66 4.13
kax Chl D;)th (ft) 7.66 ).'ydr. Depth (ft) 1.81 5-17 1.12
Ccw_ ? tal (cfa) 15162-0 CGnv- {cfa) 1391-7 12707.6 1160.7
Length wtd. (f t) 221.11 wetted Fer. (f t7 13.11 31.98 22.13
X.in -'h E. M) 26:5_25 She r t:=.aq ft) 0.94 2.60 0.73
A:p-a I-IZ Streaa F_+?ez (Itjft a) 4.69 20.46 2.93
Pzcin :.^s= tf t) 253
. Cs Vcl:re (acre-ft) C.C6 0-77 0.09
6 E :. s ift) _CE
C C.a SA ;acres) 0-CS 0.15 0-07
acar_inc: 7t -:xvty head as cared -f ec-e rhaa O.s ft (0.15 a). This ray indicate the aced for
warl_x: 7r a zf :cas was -eater t.a: 1-0 ft i:.3 a b- the cvrre:.t and previa-s cress sectvcn.
7tl. _' :_...._ _e the reed f_z ad9-•Ci-1 cr=-:s sect i_

' r (ft) :617.37 El etett 1,eft Ca C--el Right C3
sel mad ;ft) C-89 Wt- n-Val. 0.040 0.CSO O.C40
Y_S_ F,:- (ft3 26:3-48 Reach L- (ft) 112. CD 218.00 136.00
CYit W.S. (ft) 2608.53 Flow Area (sq ft) 31.73 169.81 43.96
E.G. Slope (ft/ft) 0.006754 Area (sq ft) 31.77 169.81 4298
.
o local (<fsy 1736.00 Flow (cfa) 154.09 3381.74 .17
200
Tcp width (ft) 72.16 Tip Width (ft) 17.40 19.31 25.45
S'el Total (ftla) 7.10 Avg. Vel. (ft/ s) 4.86 6.14 4.66
Max Cal Zpth (ft) 8.28 Iidr. Depth (ft) 1-62 5.79 3.69
Corr, Total (cfs) 19236.2 Cc.. . icfe) 37l2.7 15358.5 2324.9
Length Wtd, it 327.71 wetted Per- Ift) 18.33 31.98 26.12
win Ch E3 (f c) 2601.10 -ear (lb/34 ft) 0.68 2-68 0.83
Alpha 1.14 St -a Power (lb/ft s) 4.30 11.83 3.87
Prctn Inca IEt) 2.41 Cu Vol- la- -f t) 0.10 0.66 0.14
C 6 E Inse (ft) O.CB Cas SA (acres) 0.06 0.15 0.La
Warning: the velocity head has changed by mere trap 0-5 ft (0.15 m). This say indicate the need for
additional c-.a sections.
Warning: The energy lose was greater than 1.0 ft 10.3 0). between the current and previous cross section.
This may indicate the need for additional cross sections.
CROSS SECIICW
Rltr^a. : main &- ,.el
RFACH: - channel RS: 101
IEPIIr
Description: Asection 16, Head Riffle Su 36.02-36, EeaC!I 4
Statiw El-.ti- Cates 25
Sta El" Sea El" Sta Elev Sta Elev S[a El ev
C2611.658 11-5'21608.3/2 19.[82605.716 21.352644-563 25.032604.353
2'5.4226,2.384 26-432"1.923 27.86-26:1.572 37-1:2660.482 32.052593.871
33.692593.855 ]4.582593.978 36.382559.515 38.742559.674 4C 762599'939
5-67 2601.16 51.532662.352
43.69 2539-72 44-982600.217 4f.96s6C9.4d3 4:'67'
53.316[2.962 54.712663-327 55-322603.512 59.9 26:5.59 62.[926:7.535
Hanain3's n values num- 3
Stn n Val Sta n t'al St. o Val
0 C4 25.42 _C5 54.71 C4
Sank Sta: Left RLgi't Lengt..- Le ft Car e1 Right Coeff C-tr. Expan.
25-42 54-71 0 v 0 .1 .3
."r?'> 5?'TCC14 .x.:1_^ Frtf ile 4'.2
Erev U.) .6:3-41 E: -c left Cd Cl -:ei Right 03
iitad t) Wt- a-I- 0.050
Te;
E-_s -) -2.52 ;e =2i Lem. ift)
-t w_ S. i_tI - -33 ^+ Area fail ft) 60.71
E.G_ :;e ]_::44:2 Ara (sq ft) 67.71
7:ta2 - 345.)cf.i 345.02
-? : "_-) 17.74 T2 i._3 Ift) 27.74
a1 -- A:-g. Eft; e1 5.75
1a.4. C_::Gth i!t) 3.13 2ydr.•Ytb (ft1 2.19
3 _ T=:s: cfa) 29:6.'2 Cs.. ;cfs) 29:-8.2
;z et: Wtj_ (ft) wetted Fer- M) 29.67
was G u (ft) 2553.67 S°_ear (Iti aq ft) 1.64
Alpha I.C7 Screws Fower (lb/ft s) 30.58
FrcVa L:as (f t) Ca Volume (acre-ft)
C 6 E !- "t, C SA (acres)
-roc >'?`.7t a:_=. 2zofile 4y:O
E:- ;ft) 1675-33 '*-_e?ea2 left Ca C--I Right De
V1 Eead :It: :.55 Wt. a-Val_ 0.040 O.GSO O.040
?f t)
w_s_ IfLJ 26:4-37 Gc 't ;e:i.
+t W_ if L) 2503_^.4 Flw Area Iaq ft) 0-27 303.10 1.25
I
17-4
1
E.C. Slope (ft/ft) 0.014418 Area (eq ft) 0.27 103.10 1.25
0 Total (cfe) 818.00 Flow (cfe) 0.40 814.02 3.59
Top Width (ft) 31.91 Top Width (ft) D.43 29.29 2.19
Vel Total (ft/0) 7.82 Avg. Vol. (ft/a) 1.45 7.90 2.86
Max Chi Dpth (ft) 4.69 Hydr. Depth (ft) 0.63 3.52 0.57
Com. Total (cfe) 6812.5 Co_. (cfe) 3.3 6779.3 29.9
Length Wtd. (ft) Wetted Per. (ft) 1.47 31.33 2.43
Min Ch E1 (ft) 2599.67 Shear (lb/aq ft) 0.17 2.96 0.46
Alpha 1.02 Stream Power (lb/ft e) 0.24 23.39 1.33
PrCtn Lose (ft) Cum volume ]acre-ft)
C 6 E Loee (ft) Cum SA (acre.)
OUTPUT Profile 800
*I..
v If t1 2601.11 Element Left OB Channel Right OB
Vel Head (ft) 1.44 Wt. n-Val. 0.040 0.050 0.040
W.S. Elev (f t) 2605.68 Reach Len. (ft)
Crit W.S. (ft) 2605.12 Flow Area (eq ft) 4.10 141.68 5.74
E.G. Slope ( ft/ft) 0.034411 Area (.q ft) 4.10 141.68 5.74
0 Total (cfe) 1422.00 Flow (CIS) 12.36 1382.32 27.32
Top Width (Itl 40.08 Top Width Ift) 6.16 29.29 4.62
Vel Total (ft/s) 9.39 Avg. Vel. (ft/e1 3.02 9.76 4.76
Max Ohl Dpth (ft) 6.01 Hydr. Depth (ft) 0.66 4.84 1.24
Conv. Total (cfe) 11845.5 Conv. (Cf.) 102.9 11514.9 227.6
Length Wtd. (ft) Wetted Per. (ft) 7.36 31.33 5.20
Min Ch E3 (ft) 2599.67 Shear Ilb/eq ft) 0.50 4.07 0.99
Alpha 1.06 Stream Power (lb/ft e) 1.51 39.70 4.73
Frctn I... (ft) Cum Volume (acre-ft)
C " E Was (ft) Cum SA (acres)
CROSS SECTION OUTPUT Profile 8Q100
E.G. Elev (fc) 2607.89 Element Left CB Channel Right OB
Vel Head (ft) 1.65 Wt. n-Val. 0.040 0.050 0.040
W.S. Elev (f t) 2606.24 Reach Len. (ft)
Crit W. S. (ft) 2605.78 Flow Area (.q ft) 8.01 157.94 8.57
E.G. Slope (EC/ft) 0.014404 Area (sq ft) 8.01 157.94 8.57
Q Total Icfa) 1736.00 Flow {Cis) 32.67 1656.22 47.11
Top Width (ft) 42.68 Top Width (ft) 7.85 29.29 5.53
Vel Total (ft/s) 9.95 Avg. Vel. (ft/.) 4.08 10.49 5.49
Max Chi Dpth (f t) 6.56 Hydr. Depth (ft) 1.02 5.39 1.55
Conv. Total (cfe) 14464.5 Conv. (cfa) 272.2 13799.8 392.5
Length Wtd. (ft) Wetted Per. (ft) 9.14 31.33 6.27
Min Ch E1 (f t) 2599.67 Shear (lb/sq It) 0.79 4.53 1.23
Alpha 1.07 Stream Power (lb/ft 9) 3.21 47.54 6.76
Frctn Loss (ft) Cum Volume (acre-ft)
C 4 E Lose (ft) Cum SA (acre.)
11MMARY OF MANNING'S N VALUES
:iver:main channel
Reach River Sta. nl n2 n3
main channel 120 .04 .05 .04
main channel 118 .04 .05 .04
main channel 115 .04 .05 .04
main channel 112 .04 .05 .04
main channel 108.2 .04 .OS .04
main channel 108.15 Bridge-
ridge
aannel 108.1 .04 .OS .01
el 108 .04 .05 .04
el 104 .04 .05 .04
eel 102 .04 .05 .04
W0 1 101 .04 OS .04
UMMARY OF REACH LENGTHS
aver: main channel
Reach River Sta. Left Channel Right
main channel 120 155 165 175
main channel 118 660 650 610
gain channel 115 390 410 430
gain channel 112 595 590 595
rain channel 108.2 67 80 96
rain channel 108.15 Bridge
rain channel 108.1 120 137 150
rain channel 108 1080 1165 1261
rain channel 104 127 130 139
rain channel 102 232 228 236
rain channel 101 0 0 0
1MMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
ever: main channel'.
Reach River Sta. Contr. Expan.
ain channel 120 .1 .3
n channel 118 .1 .3
.in channel 115 .1 .3
ain channel 112 .1 .3
.in channel 208.2 .1 .5
ain channel 108.15 Bridge
.in channel 108.1 .3 .5
.in channel 108 .1 .3
.in channel 104 .1 .3
ain channel 102 .1 .3
ain channel 101 .1 .3
ofile Output Table - Standard Table 1
Reach River St. Profile
ma' ame1 120 02
nne
1 120 010
e
1 120 050
nnol 120 0100
main channel 118 Q2
main channel 318 q10
main channel 178 050
main channel 118 Q100
main channel 115 Q2
main channe3 315 Q10
main channel 115 Q5D
main Channel 115 0100
0 Total Min Ch El H.S. Elev Crit W.S. E.G. Elev E.G. Slope
(Cf.) (ft) (ft) (ft) Ift) (ft/ft)
309.00 2629.41 2632.84 2632.01 2633.17 0.010646
730.00 2629.41 2633.29 2633.29 2633.45 0.007198
1275.00 2629.91 2673.58 2633.41 2633.80 0.008512
1559.00 2629.93 2633.79 2633.50 2613.97 0.008156
309.00 2627.20 2631.06 2630.42 2631.40 0.010623
730.00 2627.20 2631.81 2631.81 2631.99 0.005882
1275.00 2627.20 2632.18 2631.86 2632.44 0.007467
1559.00 2627.20 2632.36 2632.05 2632.65 0.007495
309.00 2621.97 2625.60 2624.67 2625.83 0.006887
730.00 2621.97 2626.53 2625.79 2626.85 0.007387
1175.00 2621.97 2627.14 2626.78 2627.53 0.007841
1559.00 2621.97 2627.42 2627.04 2627.83 0.007522
Vel Chnl Flow Area Top Width Froude 8 Chl
(ft/s) (sq ft) ift)
4.64 66.55 34.37 0.59
4.06 259.75 351.82 0.49
4.81 363.83 367.73 0.55
4.91 423.71 376.58 0.54
4.69 66.12 35.17 0.59
4.16 238.17 240.13 0.45
5.12 335.84 287.10 0.52
5.34 190.63 301.98 0.53
3.83 80.60 40.07 0.48
4.91 181.09 142.51 0.52
5.67 274.44 162.43 0.55
5.86 320.14 166.87 0.55
nail c 323.:0 -5:7.i6 2621.54 2621.54 26222.27 O.C31Q71 4.98 87.55 166.56 0.59
u-_. -_ - - -,E! CO 617.2'6 "522.4} 2622.40 -622.80 0_C13843 6.32 178.83 217.93 0.69
rum t-,=eI 1, -" :326-.1 2627.26 2622.78 2622.78 2623-25 0.074775 1.14 266.94 2{5.67 0.72
4a in t.-l 1:2 C:'} 162.._1 2627.26 2622.9} 2622-50 2623.46 0.016517 7.75 297.10 254-48 0.77
3 c?a-<.3 I:S.2 CI 3s3.C3 26:1.e8 2518.06 2616.27 2678.09 0.001785 1.41 267.72 217.06 0.79
ssia Caarrl 1.8 .2 CIC 767.L0 2611.18 '26;8.66 2617.74 2618.70 0.003472 1.90 451.31 339.31 0.23
ea to :.a :x1 2:3.2 326 C: 1511.13 2629.06 1613.]2 2619.14 0.001963 2.48 597.25 379.76 0.27
rain :.a:rel. 103.1 1621.01 2611.88 2619.28 2618.33 2619.37 0.002009 3.64 681.25 356.00 0.27

rasa ::a-<i 1_3.1 C2 321.Cp 2612.25 2616-i0 2616.85 0.004204 3.36 124.30 161.09 0.38
sain tra=el 1:;_I. 761 :s :61'2-i5 2617.42 2617.58 0-003989 3.91 275_{6 248.48 0.39
-'" -_a=t1 -r_.2 = ll.:E .O? 2612.25 2637.97 2618.15 0.003983 4.36 {25.49 32.65
0 D.40
a•a:-. ^_ ::b_3 :__.. 6;1 -1 1612.25 26:d-18 2638.38 D.004J77 4.58 493.06 27.71
3 0.41
C2 335.0} 2610.73 "6:5.51 2614-73 26:5.52 0.020364 5.13 65.56 3D-62 0.58
737. C2 -"- .73 2e26.3T -516.36 2676.75 0.009021 5.86 197.63 223.11 0.57
rain -- - '1. C1 -6: 0.7a :615-75 2616.:5 2E17-24 0-031242 7.03 268.58 258.38 0.65
yo ?, Cam. ::f :3 673.:3 2630.74 26:6-51 :616.52 2617.44 0 .011673 7.33 331.72 273-93 0.66
u? =t - - 1:4 C2 349.01 -60:.77 677.05 2607.32 0. CC5520 4.22 84. C2 31.54 0.43
rau - -- ::4 C:0 E18.C1 '5}3.77 226:8-74 2609-12 0.005051 5.34 191.55 119.86 0.44
1:4 0 1422..7 -"- .77 2611. I3 2610.37 0.002751 4.70 395.10 162.05 0.34
u ? a=zl 1:4 1736-C3 2EC1-77 2610.:2 2610.94 0.002232 4.51 495.42 374.90 0.31
ate c--cl 2:2 C2 341CO '611.30 2605.89 2605.15 26C6-12 0.011230 5.29 66.93 3078
. 0.60
ma:.. _a-el C:1 818.C0 611.23 2607.43 2608.16 0.010644 6.98 123.04 44.87 064
.
na-? ^._.-t1 1 2[22.07 -E02 2C 2608.66 1608.01 2609.7I 0.008196 7.86 202.61 61.
35 0.
61
_". ::3 1736.00 2607.2? 2609.48 26C8. 53 2610.]7 0.008094 B.1{ 244.52 T2-16 0.60
.s - - -149 CI 2535-67 2EC2-91 2602.38 2603-42 0.614402 5.75 60.71 27.74 0.68
- - a1S.03 '599.67 16C4.37 2603.74 2615.33 0.014418 7.90 204.63 31.91 0.74
- - ::1 C3 -593.67 '605-E3 2EC5.12 2607.73 0.074411 9.76 1$1.53 40.08 0.78
ra_. _"a_E. 67 :6C6-24 26,5.78 2EC7.39 0.0144 Ca 10.49 174.52 42.68 0.80
-ref i:e Gw t.:t. TatIe - _[3724' rd Tate 2
FraCh River 5ta Fztfile
E-G. El ev W.5. Elev
(fil lftl
2633.17 26632.64
2613.45 2633.29
2613.E3 2633.58
2633-57 2633.74
i63143 2631. C6
2631..53 i631.D1
"632-44 2532.14
2632. E5 2632-36
"625-e3 2625.60
2626.65 -6-53
2 52 7 .53 "627.14
2£27.83 :Ei7.42
2£22.27 262194
"622.81 2622..40
2623.25 2622.78
2523.46 2622-90
22618.63 1618.06
2618.701 261 66
2619.14 2619.06
2619.37 2619.28
Bridge
iE16.85 2616.73
;617.5s 2617-42
2618-15 2617.57
2618.34 2EI8.18
261552 2615.51
2616..75 2616.37
2617.24 2616.75
2617.44 2616.92
2607.32 2607.05
2609.12 2608.74
2610.37 2610.13
2610.94 2610.72
2606.32 26C5.89
2608.16 2607.43
2609.71 2608.66
2610-37 2609.48
:603.42 2602.91
2605.33 2604137
2EC7.13 - -:6
2677.89 2e.w24
t'el -cad Fret. Ices C L -o 1-.
(ft) (ft3 (ft)
0.33 3.77 0.00
0.16 1.70 0.CO
0.22 1.35 0-00
0-24 1.33 0-01
0-34 554
. 0.03
0.18 4
.22 0.01
0.27 4-50 0.01
0-i5 4.81 0.01
123 3.55 0.01
1.32 4.04 O-C1
0.39 t."27 0-C1
0.43 4.36 G.of
0.33 1.59 0.09
C-40 1-94 0-IS
0.43 2.50 1.1;
0.56 2.62 0.14
0C2
. 005
. 0.23
.C5
O 0
.05 0.02
0.C8 0.C6 0.04
0.09 0.C6 0-0a
Q Left Q Channel
(cfe) (of 9)
309.00
53.52 337.65
152.11 454.54
216.21 495.59
308.73
3.16 380.26
2700 53381
53..49 593..40
]09.00
141.60 5E8.40
444.29 830.71
628.34 930.51
23.70 269.21
235.33 412.62
554.23 533.23
713.41 601.75
180.45 142.54
493.73 258.77
892.57 397.28
1103.23 457.10
Q Right Top Width
(cf.) (ft)
- channel I20 C2
Z
rain Channel 121 Q30
n easel 120 C53
naia ct aei .i. _CO
niin - :3 C2
earn c_a-e 113 301
sa is l 2:B 51
win -_antel :.8 C_:}
as in: tar<I "

s as
ct--; 115
3
C4
main ct -r1 112 C2
-a da,=- - 112 070
rain Channel 112
C5D
rain c!anneI 112 Q1G0
in chacel ICS -2 C2
in c`ar::.e2 1.8.2 CIO
in `I' -e1 18.2 050
nain cianuel 318.2 QI03
main C`.a.:ael 1CS.15
as is Ca.?:ei :idol Q2
a ra =<: 1:3.1 211
a Canrx3 1C8-1 y ?
main to=.el 1;:4.1
charnel Its Q2
n channel 305 Q10
main Channel lea 050
main channel 108 Q100
Baia channel 104 Q2
main channel 104 Q10
main channel 104 Q5D
win channel I04 Q100
win channel 102 C2
saia Channel iC2 CIO
rain channel 102 050
main channel 102 01C0
win channel 301 112
win channel 1C1 Q10
eharel IC1 C50
>n Channel ICI 0100
ERR RS WARNINGS AND 4k7rES
Errors Warnings and Notes for Plan : existing
34.37
338.84 351-82
667.75 367.73
847.21 376.58
0.27 35-17
346.57 240.13
71419 287.10
914..11 301.98
40.07
142.51
162.43
0-15 166-87
3009 168.96
313..06 217.93
238.54 245.67
305.84 254.48
0.01 277.06
8.50 339.31
36.14 379.76
60.67 396.00
0.15 0-86 0.03 41.76 271.57 3.67 161.09
..6 0.76 0.07 326.20 411.85 22.95 248.48
0-19 0.62 0.C9 708.21 519.08 78.71 302.65
0.20 0.84 0.10 1C5-91 600.04 315.05 327.71
0.41 8.55 0.04 0.50 333.51 0.59 30.62
0.38 T_64 0.00 233.83 574.60 38.52 123.11
0.49 5.70 0.07 Sa4.73 686.18 337.09 258.18
0.52 5.00 0.09 713.'21 755.97 103.82 273-93
0.27 099
. 0.02 345.48 3.52 31.44
0.38 .93
0 0-03 4.20 689.65 124.16 11986
.
0.24 0.60 0.06 4698
. 792.01 583.00 362.05
0.22 0-51 0.07 76
.15 835.82 824.02 174.
90
0.43 2.84 0.01 4.03 344.97 30.78
0.73 2.80 0.02 43.75 766.70 7.55 44.87
0.8e 1.51 0 .06 711.95 1191-81 118.24 63.35
0.69 2.41 0.08 154.09 1381.74 200.17 72.16
0-51 349.00 27.74
0.56 0.40 814.02 3.59 31.91
1.44 12.36 1382.32 27.32 40-OB
1.65 32-67 1656.22 47.11 42.68
River: actin channel Reach: rain channel R5: 120 Profile: Q2
Warning:The energy Icas was greater than 1-0 ft (0.3 m). between the current and previous cross section. This ay indicate
the need for additional cress sections.
U.- )t: tiple Critical deptls were f-4 at this Sccatia7. to critical depth with the lowest, valid, water surface was
" d_
River: ra:a channel Reach: rain [la-I PS: 120 FYCfile: Q1D
waroim:TSe ex gr eT-t.nn C^.::3 net be :aI ed within Elie specified -ter of iterations. The program used critical depth
f- tv_e wa r rte- - and ecetsr-ued m with the cal-lati—
Wareing:?< cz _ ?c;ss was greater than 1.0 ft 0.3 a). be- t:-e erne t ar-1 Frevic^:s cress section. This ay indicate
the r--- f_ additi-I ¢tes setti:..s.
tin-rx:C-- :n3 t_e st-?Iard step Iterations, whey the as-ed water a_rface - set equal to critical depth, the calculated
water s rfa Ce Gas! 24_2 be1_v -cal depth. .._a indicates that tLEZe is not a valid stbori tiral answer. The
F; aID ^--e! ted to ¢Itical :rth-
E_ =2ia-I - : lain tin.=<7 : I2] Frtfil- 05C
tin.=?- - per-,alas was r eater tl-- 2-3 it t0-3 a;_ between the current and preview cross sett- This may indicate
-_,e ne-- f =r 4341[7sal CZtas SectI-
s?.fr: zap C'ar_el rain Cn--- I as: 120 Frcfile: 0101
gy ss acts r eater that I-G ft (C-3 n)_ between the current and previous cross section. This may indicate
-ditl
-- ver t<&-!'Rea.Cr: win cm--l RS: 113 Profile: 02
w 3:T`s - .r /-s was neater t3an 1.0 ft 0.3 mi. betty the current and previous cross Section. This ray indicate
the neat fcr additia-al moss sectic--a.
e. mal tiple Critical dept[. were f- d at [:.is Iocati?- The critical depth with the lowest, valid, water surface was
as M.
River: rain ciancel F.-Ch: I. CI-1-1 FS: 118 Profile: 010
tiaraim: r:i- r_ac:zi c^1'd not be ralaxM within the specified n:--er of iterations. The program -d Critical depth
ftr s¢face and Cnnti-.aed - WLLb tie calc-latic-s-
War_:TS-_ :id flow -_,ted for this crias-aecLl-
sa.._rl:T!,e ener-ly leas was c--eater t`.ao 1-7 it (0.3 a). between the C-e:t and p evia:is cress section. Eais may indicate
Ln,e --- f¢ .51itit- crass sect_za-
;1>.Z"g t_,e .a:-and step i rrat:xs, .ten the asred water -face was set egaI to critical depth, the calculatM
.3u --e c tack Lclow ¢1[1247 depth. TY's v-i?ica:es that there is nit a valid autcz:cical answer. TLe
e aIIYde-1-1ted to ^_itca.

174
C
tiver: main channel Reach: main channel RS: 118 Profile: Q50
Warning:The energy lose was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
tiver: main channel Reach: main channel RS: 118 Profile: Q100
Warning:The energy loea was greater than 1.0 it 10.3 m). between the current and previous cross section. This may indicate
the need for atldit tonal cross sections.
:aver: main channel Reach: main channel RS: 115 Profile: 02
Warning:The energy lose was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Noce: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was
used.
iv main channel Reach: main channel RS: 115 Profile: Q10
ing: The energy loss was greater than 1.0 It (0.3 ml. between the current and previous cross section. This may indicate
the need for additional cross section..
Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was
used.
iver: main channel Reach: main channel RS: 115 Profile: 050
warning: The energy lose was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross section..
iver: main channel Reach: main channel RS: 115 Profile: 0100
Wami:g:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
warning: The energy lone was greater than 1.0 it (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
iver: main channel Reach: main channel RS: 112 Profile: Q2
Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth
for the water surface and continued on with the calculations.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning:The energy loss was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Warning: During the atandard step Iterations, when the assumed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid eubcritical answer. The
program defaulted to critical depth.
iver: main channel Reach: main channel RS: 112 Profile: 010
Warning:7be energy equation could not be balanced within the specified number of iterations. The program used critical depth
for the water surface and continued on with the calculations.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is lee. than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning:The energy loos was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
[he need for additional cross sections.
Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there I. not a valid subcritical answer. The
program defaulted to critical depth.
iver: main channel Reach: main channel RS: 112 Profile: 050
Waxning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth
for the water surface and continued on with the calculations.
Warning:The conveyance ratio fupstream conveyance divided by downstream conveyance) is lees than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
warning: The energy lose was greater Chan 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Warning:During the standard step itera bona, when the a mad water surface wag set equal to critical depth, the calculated
water surface came back below, critical depth. This indicates that [here is not a valid subcritical .newer. The
program defaulted to critical depth.
iver: main channel Reach: main channel R5: 112 Profile: Q100
Warning:7be energy equation could not be balanced within the specified number of iterations. The program used critical depth
for the water surface and continued on with the calculations.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross section..
Waming:The energy loss was greater than 1.0 it (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross section..
Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. 'Ibis indicates that there is not a valid subcritical answer. The
program defaulted to critical depth.
ver: main channel Reach: main channel RS: 108.2 Profile: Q2
Ing:". velocity head has changed by more than 0.5 It (0.15 m). This may indicate the need for additional cross sections.
tng:The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
in channel Reach: main channel RS: 108.2 Profile: Q10
arning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
ver: main channel Reach: main channel RS: 108.2 Profile: Q50
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
ver: main charnel: Reach: main channel RS: 108.2 Profile: Q100
warning:77te conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
ver: main channel Reach: main channel RS: 108.15 Profile: 02
Note: Momentum answer is not valid If the water surface is above the low chord or if there I. weir flow. The momentum
answer has been disregarded.
ver: main channel Reach: main channel RS: 108.15 Profile: Q2 Upstream
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.
ver: main channel Reach: main channel RS: 108.15 Profile1 Q2 Downstream
Warn ing:The velocity head has changed by more than 0.5 it (0.15 m). This may indicate the need for additional cross section..
warning :The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater,than 1.4.
This may indicate the need for additional cross sections.
ver: main channel Reach: main channel RS: 108.15 Profile: Q10 Downstream
Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth
for the water surface and continued on with the calculations.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The
program defaulted to critical depth.
ver: main channel Reach: main channel RS: 108.15 Profile: Q50 Upstream
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is lea. than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
ter: main channel Reach: main channel RS: 108.15 Profile: Q50 Downstream
Warning:The energy equation could not be balanced within the specified number of iterations. The program selected the water
surface that had the least amount of error between computed and assumed values.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) I. less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning: During the standard step iteration., when the assumed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The
program defaulted to critical depth.
rer: lain channel Reach: main channel RS: 108.15 Profile: Q100 Upstream
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional croae sections.
rer: in channel' Reach: main channel RS: 108.15 Profile: Q100 Downstream
Wamaming:The energy equation could not be balanced within the specified number of iterations. The program selected the water
surface that had the least amount of error between computed and assumed values.
Waming:The conveyance ratio (upstream conveyance divided by downstream conveyance) is leas than 0.7 or greater than 1.4.
Thia asy indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. This indicate. that there I. not a valid subcritical answer. The
program defaulted to critical depth.
,er: main channel Reach: main channel RS: 108.1 Profile: Q2
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
fling:The n channel Reach: main channel RS: 108.1 Profile: Q10
ng:The conveyance ratio (upstream conveyance divided by downstream conveyance) I. less than 0.1 or greater than 1.4.
This may indicate the need for additional cross sections.
n channel Reach: main channel RS: 108.1 Profile: 050
conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than 0.7 or greater than 1.4.
Thi8 may indicate the need for additional cross s sections.
er: win channel Reach: main channel RS: 108.1 Profile: Q100
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is leas than 0.7 or greater than 1.4.
Thfa nay indicate the need for additional cross sections.
er: main channel Reach: main channel RS: 108 Profile: 02
W.ming:7be energy loss was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross section..
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was
ueed.i
er: win channel Reach: main channel RS: 108 Profile: 010
ti--g: h- er._.f lass was greater -, 1.0 It (0.3 s). tetween the cu-relit and previous cross section. This may indicate
the : 1 f_r a5:itz?'al cross aw^tics.
ca-el - n: =a z» c`.a =-el LS: iii Profile: C50
y war-_:?:7t-- et?..;f eya:ita cc,:ld =t be LalaYed within the specified nurser of iterations. The program used critical depth
f_r the water a,rface " a with the calcvlacians.
:a_.._s:__.e c?•-eiaxe ratio (Tst-.a r-vel-a:ce divided by dxscreaa conveh'aace) is lees than 0.7 or greater than 1.4.
ASS sap ind_ta:e the ,r,.1 fcr ad:iticral cross sections.
W-9: The enet-?y lass was =eater than 1-0 it is-3 a). between the Ctirreni and previous cross section. This may indicate
the reed for a15zcf-1 cress arrcixs-
the etas.' rd step icerat:^.rs, wde t=e ass3 ester surface was sec dial co critical depth, the cal cola ced
.a_^isan3 'r
water r;-`_acro case razz be- critical der-h- :ss z:lzcates that there in not a valid sul-tic.1 answer. The
prTZaa ta?lted t7 Critical
a:-- ea in van<I :-ea rain =•.-?2 L;: :,3 F^file: .ItJ
a.:-•9__?c _f es tie -!:a me Se .:a:ancei -t`.i3 c`e sgeciti? =-a-Der of iterations- The program us ed critical depth
I t-e -ter -faze and -:-d - with the Cai C.:lat lt=6.
:t.-- r?vr; .nee ratio (-.:,CCrexa cs"--rs c?.wijed Y/ 3. -atreaa cza vc-e) is lees than 0.7 or greater than 1.1.
7t's may .'.irate c e need for a.J.'.zczsa2 cuss asios.
-Y' :as was Leiter t'- :-a It 0-3 et. btween t`.e C -rent ani previous crass section. :his may indicate
:he zee -r a--t-l crta9 .ecinos.
tie atar=4a_d step its-ati_ . w the asrace3 waver sz:rfacs +a3 set equal to critical depth, the calculated
..arc -face tsar Lark below critical dept,- MIS indicates that there is not a valid subcrit i Cal answer. The
prr?g: is .ref a'.:::e3 W [TZiitsS d_yLal.
Z., sawn tha-l P-5 l.t Profile: C2
?wa_=_g: ?.s c'?-el?rre ratio tc;atreaa eoo:caxe divided by d-treae co-eyance) is less than 0.7 or greater than 1.4.
-is sap indicate the need for azmltlanal -9 eeccics-
r gf lass was greater than 1.0 It (0.3 a)- between the current and previous cross section. This may indicate
tr nee for a- sal crass sr_tiss-
vr -: a-s z±-el F- h:rain c -T :5: Ii4 Profile: C20
tzp treaa c .-,-e divided b' d-+.streaa coaveyanCel is less than 0.7 or greater than 1.4.
__ ice need fy-r .wit:saF ¢?s stza-
F c^ -el 13- 1:.4 Pr file: C50
---?-g:=t -1-ty `cad his c2r ? by - r . t:i- 0.5 it 17.15 at. ray ir{^.i care the need for additional cross sections.
.a_ -: _e cez e.-ice r o i treaa -_-ance divided by d-treaa c::.^,-Ce) is less than 0.7 or greater than 1.4.
n-s say -lnGi-te tie need fir a.'.: itisal cr::es sect-
i __ F.-1- .spa ?-`---+P: S: 1:4 Prof-e: w C
war-'-q:=± vel-ty `bead as changed by ere than 0.5 It t.'-15a). This say indicate cbe reed for additional cross sections.
darning:7-- cts:e-e ratio l•-."s- it sae -,+ a divided ty de stream ccvrarce) is less than 0.7 or greater than 1.4.
This say irdi care the need for additztaal c:ss sec-cicra.
Fiver: sa in chard Peach: rain chat-.e1 S: 102 Profile: C2
?:araira ..e --,I Ices ws greater than. 1.0 it t0-3 s)_ between the current and previous cross section. This may indicate
recd for ad:i clean cress 5 ti--
2i- d? P-C!I: mars channel FS: 1:2 Profile: C70
:"tee eergy less .as S---- 'h.. 1-0 In i0-3 el- tetwe>n the current and previous cross section. This may indicate
-.-e Leed for adGCisal cross St"lrt.9.
Gt-i S: 1:2 Profile: G50
.`.sad has changed by cre than 0.5 ft 10-15 a). 'Ms ray indicate the need for additional cross sections.
z<=--_irq: ^?,e, a-.s_zf 1_ss was greater "a I.0 ft 13-3 a). between tic c.:rreYt " previous cross section. This may indicate
tLe reed tc:r addisisal case -ti--
Fiver: as:r. =!-,-I Fea-..:.: .cam c:L I ;,.S: 1:2 ^r=tile: CIO:
r w'el xi:y head has changed- by ere c:,aa 0.5 ft '...15 a)- This may indicate the need for additional cross sections.
ti - ::.s Icas - great- than 1.0 It to.] eh- betr-ea t:s c.:rre-:c aid prevics:s cross scctzon. This say indicate
?e -d ftr a.`.'.isisal c.bes -i-.
•
0

HEC-RAS Version 3.1.2 April 2004
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
x x xxxxxx xxxx xxxx xx xxxx
x x x x x x x x If x
x x x x x x x x x
is xxxxxxx xxxx x xxx xxxx xxxxxx xxxx
x x x x x x x z x
x x x x x x x x x x
x x xxxxxx xxxx x x x x xxxxx
'RWECT DATA
'roj ect Title: Ratcliff cove
zoj ect File : Ratcliff.prj
M Date and Time. 5/6/2005 2:16:11 PM
roject in English units
IAN DATA
]an Title: PTOposedStreameankfull
,an File : 9:\TRA\604012_Ratcliffe Cove\Hyd\Ratcllff.p03
Geometry Title: ProposedStreamBankfull
Geometry File : 9:\TRA\604012_Ratcli f fe Cove\Hyd\Ratcliff.g04
Flow Title : StreamflowBankfull
Flow File : g:\TRA\604012_Ratcliffe Cove\Hyd\Ratcliff.f02
Ian Summary Information:
umber of: Cross Sections • 10 Multiple Openings 0
Nlverts 1 Inline Structures • 0
Bridges 0 Lateral Structures - 0
omputational Information
Water our fa s, calculation tolerance 0.01
Critical depth calculation tolerance 0.01
Ma%lmum number of iterations • 20
Maximum difference tolerance 0.3
Flow tolerance factor 0.001
Imputation Optima
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
L0W DATA
low Title: StreamflowBankfull
low File : g:\TRA\604012_Ratcli ffe Cove\Hyd\Ratc liff.f02
Icfsl
Reach
0 RS eankfull
Mel main channel
. 120 247
morn channel main channel 118 247
main channel main channel 112 259
main channel main channel 108 269
.in channel main channel 104 281
,-dory Conditions
River Reach Profile Upstream Downstream
main channel main channel Bankfull Normal S . 0.0144
X)METRY DATA
-try Title: ProposedStreamBankfull
ometry File :g:\TRA\604012_Ratcliffe Cove\Hyd\Ratcliff.904
OSS SECTION
VER: Alain chaMel
ACH: main channel RS: 120
PUT
acription:
ation Elevation Data 17 num. Sta Elev Sta El ev Sta Elev Sta El ev Sta Elev

-117 2635 -109 2634 -87 2633 -53 2632.7 -20 2633
02633.241 4.42631.324 5.72629.748 12.62629.407 182 629.935
27.72631 993 39.32633.281 130 2632.5 225 2632.2 249 2633
282 2634 288 2635
Ming's n Values; num. 3
Sta n Val Sta n Val Sta n Val
-117 .06 0 .05 39.3 .06
nk Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
0 39 .3 175 210 175 .1 .3
ght Levee Stat ion. 40.42 Elevation. 2633.41
OSS SECTION OUTPUT Profile #Bank full
E.G. Elev (ft) 2632.69 Element Lett OB Channel Right OB
Vel Head (ft) 0.37 wt. n-Val. 0.050
N.S. Elev (ft) 2632.32 Reach Len. (ft) 175.00 210.00 175.00
Crit W.S. (ft) 2631.71 Flow Area (sq ft) 50.33
E. G. Slope (ft/ft) 0.013531 Area (aq ft) 50.33
3 lcfs) 247.00 Flow (cfs) 247.00
If t) 2a. 54 Top width (ttl 28.54
(ft/s)- 4.91 Avg. V.I. (ft /e) 4.91
M Dpth (ft) 2.91 Hydr. Depth (ft) I.76
v. Total lcfa) 2123.4 Conv. (cfs) 2123.4
Length Wtd. (fU l 208.31 Wetted Per. (ft) 29.75
Min Ch El (ft) 2629.41 Shear (lb/sq ft) 1.43
41pha 1.00 Stream Power (lb/ft 8) 7.01
Frcto I
(tt) 3.72 Cum Volume (acre-ft) 0.47 5.45 0.58
=
6 E Iues (Lt) 0.04 Cum SA (acres) 1.37 2.30 1.22
wing: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
ruing: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
Tta stay iv2icate the reed for .3diti-l CTGaa sections.
3;:te: critical deco were fc_.d at this locatim. ..r- critical depth vi Us the lowest, valid, water
-face was ;med.
:zz-:J6
RI:--: aia charnel
REAC2A: eaia channsl FS: I!$
:31-II.:T
:ea,^r-vc_.,.-_ r.-ppccl X-taa..Sta 12.::, 73ch I
Stat- -31-555 to 6T.453
`r j 3N :z 5
5.3ti3 -c.. -49 :v. 11 :23 tom: 337 tacea fza
-tats= ET- Lion .nta 32
?za QN Sta Sta Elev Sta E17
i C2
-EF 2635 - 1634 -49 2633 -3.-5's52632y524 -21 .532630.1 13
-14.341£3: _:CB n. 3:E3v.1:5 -".:aT2£i 9.558 -5.5'2-2E2H .525 -a .2s2E:B.C55
-2-[45:£27_675 -.336 S.7I21E17.F75 d.4E72E28-035 33. Iti2f2 H
12_ais F:3.'_58 :4.:7263^_::8 13.:72630.1.:8 31-513 2630-82 67.453 :637. E2
..3 631 - :E3-9 133 2531 151 2632 157 2E33
528.3 i75 "63D 136 2531 23a :632 .i. :633
166
3:6 2£34 337 2635
2a=:s3's t .ails r_.?r a
Sta -.. :'al - n Tal Sta n Val
--.6 _-_ -6 33 _:5 14.17 _C6 67.4s3 -C4
-: 5ta: r - -- Left C_a=e: a.- Co. ff Cctz. Fran-
---93 M4y7 5:2 B:3 .2 .3
rt :.e•ree States- :39 Qnati- :E31
,...?.> _w 73 ?::c_- ?_^_'f i2e 4FaJtfnll
E-G. F_e. (ft) 2633.53 F..eLeft C3 C.-I Right CB
Ve. Bead tft) 0.23 Wt. n-TbI. G.C60 O.C50 0.060
y-S- _ev Cft) '0 Aeach Ion. Aft) 6C0. C0 6C0 CO 6:000
wit f "^ 3..52 Flow Area fsq ftl 9.63 -5:3 8 9..63
>`. Ze Cft/ft? "5542 A--ea isq ftl 9.63 55.36 9.63
T-tai -fet 247_:7 Flow Acfai 11.55 223.30 11.55
Top ':: tt_*?(ft% 76 -?'?"3 eft} 7.38 21.CD 17.33
.slits/ ifti xi c3--31 A+-3.)+:'e3- ifs: x: I - it 4 . C3 1.34
mis r-7 -per` eft) 3.72 ;.e+th fft) 0-SS :. Ea 0.55
C,.,a. total c-fa) 3317.9 C2. - Acf.; :.5 -- /6c_5
-h Y'G:. {ftl :1 wetted Ae Aft) 17.55 "-c54 17.45
Min C F. ( f LI 2 62i1: 59 S:<a? r AlL sq ft) C_i9 7.65 0.19
Al ?a . 35 ---. F-- G!:'ft s) 0.24 3.42 G.24
P'cLi` L- (ft) 6.54 C Ycluae farce-fi) Z-45 5-19 0.56
c L E Loss Aft) 0.02 Ca Sh tacres) 1.34 2-16 1.38
ra--nin3: ^.r rw-.4ie"e ratio (=stress ors -; divided by d. strea-a cerr:eyaoceI is IT than
-
:.7 w -eater t_ai l-4- 7%' may indi Gate the need for additional cross sections
vasniry: T` -zy I as wa6 g -ter than 1-0 ft 00.3 a)- )xtween the current and previous cross section.
?)s say ..:d:ate th4e need for add-t-l cuss secti-
acte: c: a7 ;.vca were f-1 at t_is location. :..e critical depth with the lowest, valid, water
x._-ac-e a?a ued.
CYSS= 1&
nn c-I
cam cta._nel AS: 115
Z)'
Lesczi;.tion: Fr-- ed EseGtiaa. St. 20.00, reach 2
station -ICO thra -32 and
Statiw Qc+a124 taken fres h DCf topo
ticn Oat. 22
St. El Sts Elev Sta El ev Sta 61- Sta -
-1BI 2630 -163 2529 -753 2628 -14$ 1627 -E4 2625-2
-]416 2625.38 -23.07 -2624.08 -14.07 2624.[8 -12-44 :623.5 -13.14 2622.28
-6 .-47 2623.6 -5.71 2621.32 0 2620.54 2-85 2621.32 4.23 2621-8
5-56 2652.'.6 6.25 2623.5 6.93 2624.[8 21.53 2624.06 37.77 2626.04
a5 2629 49 2637
Yaai:rj's n V.I.- ones. 4
St. n :b1 Sts n cal SCa n Val Sea a cal
-ill 4 -64 ..6 -14.07 CS 6.53 -C6
B Sa: ;.eft Fri-t 1.ex_•v.s: Deft Chisel Rl?.it Cceff Contr. Er'T--.
-14.07 6.53 330 383 367 .1 -3
.ha,> >c-"T.•2? JC-'^a_^. FZCf ile 43ankf?:1I
E.G- El- Aft) 2624.37 El -t Ieft CB Camel Right GB
Tel Head Aft} 0.47 Wt. n-Val. O.C50
X.S. El ev fIt) 2623.90 Reach 3. n. Aft) 380.00 38 G. CD 380.00
Crit W_S. Aft) Flow Area faq ft) 44.99
E.G. Slope Aftift) O-CI3251 Area fsq ft) 44.99
Q Total {cfa) 247.CO FIw (cfs) 247. CO
Top Width lft) 30.32 Top width (ftJ 20.71
:'el Total (ft/s) 5.49 A.3 Tel. tftls) 5.49
9taz C.: Dpth (fti 3.36 ,r- Depth Aft) 2.22
Can.^_tal (cfs) 2245.7 C.-e. (cf.) 2145-7
Ion-r?ut3. Aft) 36..:1 wetiej iEr. Aft) 22.1
1t:a C°. L ft) 2522.54 Scar {S: so ft) I.EB
Aipa I. C2 tzeaa pnwez S!ft 97 5.2a
_^.if a-f t: 0.36 4.27 0.47
F: C- :cam f--ti -.24 r
w E :Iaa Cft) --i2 C St iatzea) 1.19 1-60 1.C2
liar-_.og: -he G2': er-a~e ratan (--, stzea, a c: wy-e d-•vidM'f downst- tr--e) is less than
:_7 c greater t:dn 1.4_ his as -ilicate he teed fcr ad3ltiL-al cross sections.
war.-i.'+3_ er--7i I^.as was 9 eater th- 1.0 ft 0.3 ?1- between t h-- care e-.t arj previous cross section.
'l- ray indiate the :seed f.z a:dici-1 crow sect-
G AS S zu
R: u: as it C ?e3
F?"Y: ear Via.-e3 ;S: I12
7a7-
Czscript:m: -cP--d isectas. S.a 23.8^.. -teach 2
Htati=3 -:43-5 thru -37
^a 128 taken -oe )+ .: top.
.ets ...m 27
2_eW 5:3 E: C+ Sts Ei r
-148 2625 -135 2624 -2:1 2623
-24.3 262/.65 -22.16 26:1.12 -7.15 2621.1:
-4.38 '2618.97 -2.94 2618.53 0 2617.79
11.52 2619.43 32-9 2620.57 74.55 2621.13
49-14 c621.11 53.45 2621-37 65 2621.7
-_? 2i:4 175 2625
---?'a c
cal- Sts a cal St. n cal
-/4a 'f4 -57 .CS -7.75 .CS
Bt Sta: Left 1,S t 1-q---a_ .c-t C -.e1
'_15 I4-55 '•40 743
Sta E:, - St. Elcr
-l3 2621 -57 2621.7
-645 1620.57 -5.7b 2619.43
5..912618.53 H.76 26I8-97
29.54 2622.12 30.56 2621-37
73 :622 127 2613
Sta a cal St' n :'a1
14.55 C6 65 .C4
:`.t Coeff `cnt-r. Espan.
740 _3
•
•

CROSS SECTION OUTPUT Profile MBankfull
E.G. EIev (ft) 1 2622.03 Element Left OB Channel Right OB
Vel Head (ft) 0.15 Wt. .-Val. 0.059 0.050 0.060
W.S. EIev (ft) 2621.98 Reach Len. (ft) 740.00 740.00 740.00
Crit W.S. (ft) Flow Area (sq ft) 21.15 63.85 28.32
E.G. Slope (ft/ft) 0.003398 Area (eq ft) 21.15 63.85 28.32
0 Total (CIS) 259.00 Flow (cf.) 15.64 216.08 27.28
Top Width (ft) 146.48 Top Width (ft) 69.43 21.70 55.35
Vel Total (ft/.) 2.29 Avg. Vel. (ft/.) 0.74 3.38 0.96
Max Chl Dpth (ft) 4.09 Hydr. Depth (ft) 0.30 2.94 0.51
otal (cfe) 4442.9 Conv. (cfe) 268.3 3706.7 467.9
td. fft) 740.00 Wetted Per. (ft) 69.50 23.38 55.38
I (ft) 2617.79 Shear (lb/eq ft) 0.06 0.58 0.11
1.95 Stream Power (lb/ft .) 0.05 1.96 0.10
Frctn Lose (ft) 5.10 Cum Volume (acre-ft) 0.27 3.80 0.35
C G E Loae (ft) 0.04 Cum SA (acre.) 0.87 1.61 0.78
earning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
'arning: The energy loss was greater than 1.0 ft (0.3 ml. between the current and previous cross section.
This may indicate the need for additional cross sections.
ROSS SECTION
IVER: main channel
EACH: main channel RS: 108.2
NPUT
escription: Proposed Xaection, Sta 31.20 Reach 2
pprox Sta 18.46
/S of
-footbridge-
tation: 0 thru 29.49 from Arcadia survey
tationa
-293 thru -7.3 and 59.5 thru 157 taken from NCDOT topo
Cation Elevation Data num- 29
Sta El ev Ste El ev Ste El ev Sta El ev Sta El ev
-302 2620 -270 2619 -220 2618 -124 2617 -108 2616.9
-95 2617 -65 2617.25 -35.17 2617.51 -29.537 2616.1 -14.544 2616.3
-14.542616.099 -12.899 2615.68 -11.514 2614.81 -8.748 2614.46 -5.901 2614.12
-.005 2611.56 2.943 2614.12 4.376 2614.46 5.759 2614.81 6.456 2615.68
7.162616.098 7.163 2616.1 7.27 2616.1 22.155 2616.1 29.112 2617.04
34 2617.84 57 2618.2 102 2619 148 2620
lnning-8 n Values num- 5
Ste n Val Sta n Val Sta n Val Sta n Val Sta n Val
-302 .04 -65 .06 -14.54 .05 7.16 .06 57 .04
ink Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
-14.54 7.16 40 40 40 .3 .5
TOSS SECTION OUTPUT Profile BBankfull
E.G. Elev (ft) 2616.89 Element Left OB Channel Right OB
Vel Head (ft) 0.59 Wt. n-Val. 0.06D 0.050 0.060
W.S. Elev (ft) 2616.29 Reach Len. (ftl 40.00 40.00 40.00
Crit W.S. (ft) 2616.29 Plow Area (aq ft) 2.95 40.25 2.95
E.C. Slope (ft/ft) 0.020746 Area (sq ft) 2.95 40.25 2.95
Q Total (cIs) 259.00 Flow (cfs) 3.44 252.12 3.44
Top Width (ft) 53.23 Top width (ft) 15.76 21.70 15.76
Vel Total (ft/e) 5.61 Avg. Vel. ( ft/9) 1.17 6.26 1.17
Max I Dpth (ft) 2.73 Hydr. Depth (ft) 0.19 3.85 0.19
C tal fcfs) 1798.2 Conv. 4cfs) 23.9 1750.4 23.9
d. (ft) 40-Do Wetted Per. (ft) 15.79 22.74 15.79
1 (ft) 2613.56 Shear (lb/sq ft) 0.24 2.29 0.24
Al 1.21 Stream Power (lb/ft s) 0.28 14.36 0.28
Frctn Loa: (ft) Cum Volume (acre-ft) 0.07 2.91 0.08
C 4 E Lose (ft) Cum SA (acre:) 0.15 1.25 0.18
ruing: During subcritical analysis, the water surface upstream of culvert went to critical depth.
LVERT
VER: main channel'
ACH: main channel] RS: 108.15
acription:
"IT
Stance from Upstream XS 13
ck/Roadway Width 12
it Coefficient 2.6
stream Deck/Roadway Coordinates
num- 13
Sta Hi Cord IA Cord Ste Hi Cord W Cord Sta Hi Cord Lo Cord
-228 2618 -170 2617 -109 2618
-87 2619 -65 2620 -43 2623
-21 2622 27 2622 49 2621
71 2620 93 2619 96 2619
164 2620
stream Bridge Cross Section Data
?tion Elevation Data num- 29
Sta Elev Ste El- Ste Elev Sta El- St. Elev
-302 2620-270 2619 -220 2618 -124 2617 -108 2616.9
-95 2617 -65 2617.25 -35.17 2617.51 -29.537 2616.1 -14.544 2616.1
14.542616.099 -12.899 2615.68 -11.514 2614.81 -8.748 2614.46 -5.901 2614.12
-.005 2613.56 2.943 2614.12 4.376 2614.46 5.759 2614.81 6.456 2615.68
7.162616.098 7.163 3616.1 7.27 2616.1 22.155 2616.1 29.112 2617.84
34 2617.84 57 2678.2 102 2619 148 2620
zing's n Values nm 5
Ste n Val Sta nVal St. n Val Ste n Val Sta n Val
-302 .04 -65 .06 -14.54 .05 7.16 .0E 57 .04
k Sta: Left Right Coeff Contr. Expan.
-14.54 7.16 .3 .5
nstream Deck/Roadway Coordinates
num- 13
Ste Hi Cord In Cord Sta Hi Cord 1.o Cord Sta Hi Cord Lo Cord
-228 2618 -170 2617 -109 2618
-87 2619 ! -65 2620 -43 2621
-21 2622 27 2622 49 2621
2620 ? 93 2619 96 2639
2620 )
Bridge Cross Section Data
ti evation Data num- 30
Ste Elev Ste El- Ste El ev Ste Elev Sta Elev
-262 2619 -219 2618 -174 2617 -65 2616.8 -33.12 2616.59
29.54 2615.7 -14.72 2615.7 -14.55 2615.7 -12.9 2615.09 -11.52 2613.82
-8.75 2613.31 -5.91 2612.81 0 2612 2.94 2612.81 4.38 2613.31
5.76 2613.82 6.45 2615.09 7.15 2615.7 7.23 2615.7 7.47 2615.7
22.16 2615.7 26.37 2635.7 28 2617 32 2618 41 2618
45 2617 57 2617 84 2617 115 2618 130 2639
Wing's n Values num. 5
Sta n Val Sta n Val Ste n Val Sta n Val Ste n Val
-£5 .:6 -4.55 -_5 ]_15 ..e 57 .G{
__-x zz C=eff C-tr. raa_
_4.5=_ .-._ _3 _5
:ner`.e_t- Fi_ - I
33.:4 :30 25:8- F
Lpatreu. E?^ t .:de a; - 2 :errz_ to 1-0 vertical
r-tr- Z t -t. el:.pe - h--riz. to 1.0 vertical
)'- a::tw-:b;e s-. r-ge-<e fcz we-z fl cv. - -95
Fle,ati= at , -- weir f:ow be_--
;. •
Weir treat Bha;,e - ertad _--ted
' rent S__ap• ;i:ae Spa,
8: Cir-' _
F'A sca e t a- t T p-_.e-txs frta __ll
-?lrer :.>atLa L .,?rh y _ - H:.ttos n Let` elcci-d it- :ass Ccef Exit lose ccef
?43 _c:. .C:4 C -9 1
2>=?treas a-:at:m - is tb_1
Cctrr3:tee Stat- -23-5
fb t=treas E _ 2615.7
C-terl- S.atitn - -23-5
".:ve_ x=s 9.z, a Rise S;.an
-at F3iazt t 3 - :T_s a.d Inlet top ed_e ha-el
F--.a Sa:c t - _ _ /2 J:arM ii , e3_; ,mitt top ed,e 1_.'e/-..c43D
f'__at :-,p n attce, n Blocked F--traz:c^_ :.CBB Coef Exit 1-8 Coef
C24 CS 0 .7 1
?.reaa i? ?613...s
_3.5
-E:2
C?terltr-Sta::.a . -3.5
sl -.
i aL-r i3 c:r^ lar 3
FrtA Cart t i - Cs:et=_ F:;r_ C_ive
i 3,a S.a:e # 1 - ST_ ed=e -tr-e nth hea?_;l
Sol _ter- - z5_;eet J_5.
C?'rert ra ^a :-t :.r..,_..'. 'i:p n 'stun n nth 2lctked E:tr-. lama Coef Exit lcsa Coef
ii .C24 _C24 0 -9 1
ratr?a =:c:at:cn - --.6.1
r_. ?i3 . :b.5
Lcrstrtin' r.-at:a
1 r Vel US If:; a} .'S
n, amine: ctei -53 C:iv tiel ts :ft:.) 3.55
'£16.73 C?l '; lp ift3 2536.10
W_5. :ft; -23 C_Iv 1^r El As Ift) 26;5.10
Z-G '- t} 5:6.45 C?lr Frctn le (ft) 7.24
W .S_ -.c (fit 2516.25 C:Sv Exit :Zs lft)
Delta !`v lfc) 0.34 Csly Lot' 1-. (ft) C.11
Delta w5 (fcJ 0.64 Q Weir lcfs)
E.G 1C tfil 2616.£9 xeir Sta I.t[ (ft)
E_^. OC (ft) 2626.83 Weir Sta ;gt (ft)
C_:_ 0,-t let Weir Sub-9
C_ls Us ? (It) 2616.53 weir )tax Lepth (ft)
r WS cute-_ ift) :416.4; weir A 3 Lepth (ft)
7:/v •i. ze' 'Ch (ft7 0.48 Weir F- Are3 (sq ft)
CLv (7t :e,_h fft) c-44 r- E1 weir Flcw (fit 2£37.30
warning: During a::Scritical a-alysis, the water --ace t;.atream cf culvert Wert to critical depth.
warning: i,,r-g s•_'-C cal mal)?is, with the exit Seas set .1-0, tin projected wSc, in culvert has a lever
energy t2 - the dc•.- tream energy- Mcst I:kely, tIe do- stream croas section blocly part of the
Calvert or the ineffective area is set too far in- Instead of projecting the w5rL, the program did
an energy halance to get the WSM, inside t:.e Culvert at Cl dow-stream -3-
Note: D r g atibcrltical aral)sia, the culvert direct step method, the solution went to --I depth.
CULL-,= OUTPJf Profile OBankfull Culy Group: Culvert 11
Q Niv Grotty It's) 255.03 NIv Full Len Ift)
t Hazzela 1 NIv Vel us (ft/e) 4-71
Q Harrel (cf.) 255.03 NIv Vel D5 (ft/.) 2.68
E.G_ uS. (ft7 2616.79 Nlv Inv E1 Up Iftl 26356
N.S. US. (ft! 2616.29 Nlv Im E1 Lhi (Et) 2b332..00
E.G. PS (ft) 2616.45 NIv Frctn LB (ft) O.C9
N.S. IS (fc) 2616.25 Nlv Exit Iris (ft) 0. CO
Delta M (ft) 0-34 N lv ilt rums IIt1 0.24
Delta US (ft) d.C4 Q Weir tcls)
E.G_ IC (ft) 2616.30 Weir Sta Lft (ft)
E.G. OC Ift) 2616.75 weir Sts Pgt (ft)
N/vert C_t 'l Outlet Weir S:bnerg
Cli:v WS- i.--' (ft) 2E;6 weir wax Xtr I10
cul, WS Wt: et iftl 16 16.32 Weir A:g Lepth IIt
)
Culy n'zl Depth tfC) 1.42 Weir F"' Area i11 ft)
C.iv Crt Depth (ft) 1.69 Min El weir Fl- (ft) 2617.30
Warning: D__-frrg s-t-itical analysis, the water surface upstream of culvert rent to critical depth.
warning: D-g subcritical a-alyars, with t:.e exit I-- set .1.0, the projected WSEL in culvert has a lower
ene_ than the downstream energy. Mcst likely, the d-stream cross section blocks part of the
culvert or the ineffective area is set too far in. Instead of pznjectirg the USEL, the program did
so --,.( halat-:e to get the WSF, inside the culvert at the d-tream end.
C,3:= 1U_-V= Pr_frle 83a-.kfu:: _..iv C.rca.p : C.:Ivert 41
1 C {:az (cfs) 1.53 C_lv R.ll Len (ft)
I Pa_ e:a C_lv Se: LS !ft's) 2 76
:ar_r: I_fs} 1.53 C:.1-r 3-el -_ Sfti F3 3.55
E.G _ (tti 7 C-l-r :ky ift) 261' 30
W.S- a ftl 2s :a::! -r EI n.itt) 2615
6.45 C='v Fr_ L. ,ft) 0.24
is - .5 C=1v Ez:t lc (ft)
to .^-_ -'Y --3__4 C_:v r_.tr Lz a if-] C.11
:G.U ws (ft1 -ct weir ( fa)
G_ :C cf.t -5'6.6] weir Spa
Lft lti) •
Z_i :A (tt_ ?6/6-EI welr Eta Fj (ftl
=; We- 5,baerq
C-:v''S -.n: e= iIt) £:6.55 Weir Max ?S tIC)
r US a._: ec (_il :b.b.4i xeir A-.g Depth (ft)
N:v tied Depth ift) 0.46 Weir Flow Area Ia4 ft)
Nlv Crt Depth (fi) 0.44 Min Fl Weir Flcw (ft) 2617.30
wa_ :,--.g s.?zi cal --sia, t? water s_nfatr 4streaa cf nlvert went to critical depth.
w_th the exit 1- set -1.0, the prejected WSM in culvert has a lower
ex_W tta the i-vostream enec,,f. Most l:ke:y, the downstream cross eect- blocks part of the
=:cert cr the ;:.affective area is set too far : . Instead c r•ject)n3 the NSEL, the program did
_ ,ass t` t th. Win.. : _e t:s -: er. at t.x• d cream e.-d.
Fc- __ _ L<-. ..ire= step eet`,ad, the sclut-..ent to normal depth.
OSS SECTION
1VER: main channel
EACH: main channel RS: 108.1
NPUT
eeCription: Proposed Xsection, station 31.60, reach 2
pprox Station
19+26
/S of .footbridge'
to 0 thru 34.0 from ARCADIS
survey
[ 293 thru -49 and 46.5 thru 208 from NCDOT topo
evat ion Data num. 30
Elev Ste Elev Ste Elev Sta Elev St. Elev
62 2619 -219 2618 -174 2617 -65 2616.8 -33.12 2616.59
-29.54 2615.7 -14.72 2615.7 -14.55 2615.7 -12.9 2615.09 -11.52 2613.82
-8.75 2613.]1 -5.91 2612.81 0 2612 1.94 2612.81 4.38 2613.31
5.76 2613.87 6.45 2615.09 7.15 2615.7 7.23 2615.7 7.47 2615.7
22.16 2615.7 26.37 2615.7 28 2617 32 2618 41 2618
45 2617 57 2617 84 2617 115 2618 130 2619
inning's n values num. 5
Sta n Val Sta n Val Ste n Val Sta n Val Sta n Val
-262 .04 -65 .06 -14.55 or, 7.15 .06 57 .04
ink Sta: Left Right Length.: Left Channel Right Coeff Contr. Expan.
-14.55 7.15 240 240 240 .3 .5
:effective Flow num- 1
St. L Ste R El ev Permanent
33.04 130 2618.01 F
'OSS SECTION OUTPUT Profile BBankfull
E.G. Elev (ft) 2616.45 Element Left OB Channel Right OB
Vsl Head (ft) 0.20 Wt. n-Val. 0.060 0.050 0.060
W.S. El ev (ft) 2616.25 Reach Len. (ft) 240.00 240.00 240.00
Crit W.S. (ft) 2614.77 Flow Area (sq ft) 8.92 64.63 10.83
E.G. Slope Ift/ft) 0.004057 Area (sq ft) 8.92 64.63 10.83
p Total (cfa) 259.00 Flow (cis) 9.05 238.64 11.32
Top Width (f t) 58.83 Top Width (ft) 17.22 21.70 19.91
Vel Total (ft/s) 3.07 Avg. Vel. (ft/e) 1.01 3.69 1.04
Max Chl Dpth ( ft) 4.25 Hydr. Depth (ft) 0.52 2.98 0.54
Co-. Total (cfs) 4066.5 Conv. [cfe) 142.0 3746.8 177.7
Length Wtd. (ft) 240.00 Wetted Per. (ft) •17.28 23.72 20.11
Min Ch E1 fit) 2612.00 Shear (lb/sq ft) 0.13 0.69 0.14
Alpha 1.34 Scream Power (Ib/ft s) 0.13 2.55 0.14
Prctn Was (ft) 1.60 Cum Volume (acre-ft) 0.06 2.87 0.07
C 6 E Lose (ft) 0.08 Cum SA (acres) 0.14 1.23 0.16
ruing: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
Ming: The energy loss was greater than 1.0 it (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
Multiple critical depths were found at this location. The critical depth with the lowest, valid,
energy was used.
)SS SECTION
IER: main channel
ICH: main channel RS: 108
?U1'
p oposed Xs
: ection, et a 34.00, Reach 3
7 2613.8359
0
removed
2
1
2 thur -49 and 210 thru 301 taken from NCDOT
topo
itlon Elevation Data num. 27
St. El ev Sta El ev Sts El ev Sta El ev Ste El ev
-194 2618 -176 2617 -156 2616 -123 2615 -104 2615
-65 2615.5 -40 2616 -37.22 2616.09 -30.36 2614.38 -30.32 2614.36
30.07 2614.36 -15.07 2614.36 -13.37 2613.8 -11.94 2612.61 -9.06 2612.14
-6.11 2611.67 .01 2610.91 3.06 2611.67 4.55 2612.14 5.98 2612.61
6.7 2613.8 7.43 2614.36 22.43 2614.36 28.96 2616 51 2616.3
134 2617 163 2618
ning's n Value. num. 5
Sta n Val Ste n Val Ste n Val Sta n Val Sta n Val
-194 .04 -65 .06 -15.07 .05 7.43 .06 57 .04
k Sta: Left Right Length.: Left Channel Right Coeff Contr. Expan.
-15.07 7.43 1210 1290 1410 .1 .3
ffective Flow num. 1
Sta L Sta R Elev Permanen t
-194 -37.22 2616.09 F
SS SECTION OUTPUT Profile MBankfull
.G. Elev (ft) 2614.77 Element Left OB Channel Right 09
el Head (ft) 0.46 Wt. n-Val. 0.050
. S . Elev (ft) 2614.31 Reach Len. (ft) 1210.00 1290.00 1410.00
rit N.S. (ft) 2613.63 Plow Area (eq ft) 49.69
.G. Slope (ft/ft) 0.012585 Area leq ft) 49.69
Total (cfa) 269.00 Flow (cte) 269.00
rp Width (f t) 22.29 Top Width (ft) 22.29
el Total (ft/8) 5.41 Avg. Vel. (ft/s) 5.41
uc .1 Dpth (ft) 3.40 Hydr. Depth (ft) 2.23
- Total (cf 0 3 2397.9 Corn. (cfe) 2397.9
M90 Wtd. (ft) 1290.15 Wetted Per. (ft) 24.01
In Ch E1 (ft) 2610.91 Shear (lb/sq ft) 1.63
'.pha 1.00 Stream Power (lb/ft e) 8.80
?ctn Lo.s (ft) 7.96 Cum Volume (acre -f t) 0.04 2.55 0.04
L E Loss (ft) 0.09 Cum SA (acres) 0.09 1.10 0.11
:ing: The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
:ing: The energy Ines as greater than 1.0 ft 10.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
.. Multiple critical depths were found at this location. The critical depth with the lowest, valid, water
surface was used.
S SECTION
:R: main channel
channel RS: 104
r Proposed Xeection, eta 46+90, reach 4
ions 22. 03. 22.58,
23.94, 25 .99,24.96, 29.27, 25.05, 23.16
ion Elevation Data num. 21
Ste El ev Ste El ev Ste El- St. Elev Ste Elev
-40 2612 -37.05 2611.58 -20.25 2605.97 -17.24 2605.97 -8.62 2605.02
6.24 2603.89 -4.61 2602.21 -3.72 2601.49 0 2601.24 3.72 2601.48
4.61 2602.21 6.25 2603.89 8.62 2605.02 17.26 2605.97 20.25 2605.97
25 2607.56 64 2608 101 2609 121 2610 134 2611
140 2612
ra;-s , s ; - _ a
'- n 3- St,a al V.1 Sta
..
. a Val
-43 _:a -i7.:4 .15 17
26
.C6 64 C4
F.a._s S-7 13zh- !eft ^.?^tl R g`.t Coeff C-tt. E- -
--'e:4 i27 120 135 .1 .3
s::ZS _' `'-3 *B-f:::l
E-S. E. e+ (ft) ;E:"--.- Ele-t Left C3 Cancel Right CS
Ve: E -d lft 0-:6. Wt. ^-.z1- '.L£7 3-L52 O.C60
Y.5_ E:
ff-

em

._26.55

P.- is :ft}
-

227.:26

i20.L0

139.00
Cr:t Y-S- (ft; F:-. Area iaq ft) 2.26 66.65 2.24

• Area I;q It _? 2.:6 -6.65 2_i4
' -ca: :cis:
' 2.C5 51 2.C4
r x_ 43.i- TTyY:?th if t} 4_75 31.50 4.13
' - t;a:
'
? -_! A:,. (ft/sl

• C.51 3.20
il
Tat - -
- 6it3 C. 47 2.5 .47
--C=.r-? al = 4E.' ict_ 33.6 4535.2 33.4
--t i?__. - I:J:12 Betted Per. ift1 4.55 37. D1 4.62
(ft` 2£:2.24 5:-r (:ti :q f[7 3_I1 0.54 0.11
1.C6 Streae F---r (:Lift a) 0.10 1-74 0.10
' - .2623 1St: -63 C' .z- ia_re-ft) C-C1 0.53 0.01
C i E Z- :f t) 0.:1 C- Sw i-es, C.C2 0.26 0.03
Ya-: ing: :- t:3 a _- a- a cc?:rr.i-.Ce di-2ed 1'f d -streaa cave}ancel is less than
L.i . _-eater t_'an 1.4. 7t a say 1.`Xf:C3CG the need I— addit -1 cmas a KtinnB.

C-L3

' -_ .-- - 1sSta 42.iL. p=acb 4
s_ pc.. 3

fait s-cict 35?3:
..a_: p-t 3?.:4

L
O.-t )a'-nta 4C.i:
"1:4..:55, 35-ES 2E:.4- 7u4, 41-:5 2'_.4.5345, 42.26
=i2
-.1-a / -5545 t-1-J - frog N1. t--
E_. c:at:m eta
?
' .. - - S- El er St. 5- Elev
-38 :E/: -33?C3 Z6:5.17, - 2 a.i5 26:5.62 -...i5 2 ELS-62 -8-63 2£L4.72
-6-25 2i03-E£ -4.E2 26:2.[3 -3-12 1:1.4 G 2 6:1-.5 7.71 26:1.4
4_s_ __ _ 6.24 2£:3.E6 8.12 1:4.72 5 2 EC5.E2 2 .25 26:5-E2
-E5 :£:7-42 33 26:5 44 .s.5 52 :61D 56 :111
3
`•
5_26 n
261
. n Val n Val
-12 .L6 -17
25 .:i :7,25 ..6
6:=-i S .eft 1en-_:s: left Chan:-.1 Ri9 t C--ff Catr. Exp-
--.-s5 _. 25 212 2:a a_a .1 .3
lxnic f'll
E--. ev {ft; :rV6.07 Eleseat Left C8 C-1 Right CH
.C60 O.C50 0.060
Y.S. a. ev tf t. :E:5.s2 Rea3 :.¢o. !ft) 212. Co '2C.LO 236. DO
"'--t x.5- (ft) Flva Ares (sq ft) 0.64 69.37 0.64
E-C_ S:t`e (ft/ft) O.CL7525 A_- (aq ft) C.64 69.37 0.64
v =.^ca: 4ti si iSl_CO Fl- icfs) 0.45 :53.11 0.45
7-V 43.17 --v Yii:3 tft} 3.58 34.5D 3.58
VGl 7--i (ft/s; 3.58 A:y_ Vel. iItlsl 0-10 4.C4 0.70
V C.: l-pth (f t) 4.63 RFdr. De; (ft) 0.18 2.01 0.18
Cony Tct l (cfs} 3156.5 Cam. (.1.) 5.0 3146.5 5.0
)nth Ntd. (ft) 22a.02 Wetted Per- (ft) 3.62 36-19 3.62
Min C2' El ffi) :601.18 Shear (lb/.q ft) 0.09 0.93 0.C9
AlpY.a I:C3 Stream POwer (lb/ft s) 0-06 3.77 O.C6
Frc- ices (ft) 2.30 Ci Vole (acre-ft) O.CO 0.32 0.00
C 6 E toss (ft) 0.01 Cu SA (acres) 0.01 0.17 0.02
Naming: The energf less was greater than 1.0 It (0-3 a). between the current and previous cross section.
TI-is ray indicate the need fer additional cress sections.
RI ER1 cd in channel
R'u•.04: rain cha.7nel PS: ICI
zsFtlr
:eECripti- Fr-'-d lsectic.•t, St. 50.30. Reach 4
Z.3 tl al E/erati:n Data _
r 21
Sta El- Sta .1e St. El- St. Elev St. Elev
-36 2610 -33 2609 -3D 2608 -27 26D7 -25.4292666.476
-24 2606 -21 2605 -18 2604 _15.C6 2603.2 -8.62 2602.46
-6.24 2601.58 -4.62 2660.27 -3.72 2599.7 0 2559.52 3.72 2599.7
4.62 26C 0.27 6.25 2601 .58 8.62 2602.46 17.25 2601-2 20.25 2603-2
31.68 2613.62
NanniKJ's n Values 3
Sta a vat Sca n val Sta n Val
-36 .C6 -25C .C5 27.25 C6
E-ji 5ta: left ' ;t La-ag hs: Left CI -e1 Ri-c Cteff C-tr- ex- -
17.:5 C 0 0 .1 .3
.5. #s - : 1
E. ^... E_^r l:t) :1:3.75 left Ca 0---
-Cal ?d : 39 2. :2615 0.060 0.050
x.55 cS .35 RGS.= Ia. ?ft)
t Y_?• r__} -= _J4 -w Amy ie7 ft) O.CS 56.20
o t!t_ft} CT <f:l Area M4 ft) 05 56.20
--.1 Flew icfs) O.C2 260.56
"PY=_ (sty }c.li :tQ Width (ft) 0.58 32.11
:el ^u: (ft/±! 4.95 Avg. Vel. (ft/a} 0.526 4.99
ti CL: pct : -- 3.64 3r. :'r•.S (ft) O.CB 1.74
'- ?- 2343-0 Ct- . )cfs) 0.2 2336.3
1 :3= - d i`t Petted per. lft) 0.61 33.56
w .- O s (ft} 2553.52 yar (It/sq ft) 0.07 1.43
AiiJs 1.C1 _treaa r•sez (12,'ft s) O. Ca 7.44
_,.n :,csa (ft] Cs :?:ue (a ZG-ft)
C e E Z- (ft} C- SA (acres)
Right C.8
0-060
0.49
0.49
0.42
322
0..84
0.15
3.5
3.27
0 "
0..11
E

r
S3F.l'x7 Cx- *C?.L1=5655 S :-LZ7---
i?_. a..er _a_ nl n2 n3 n4 r5
main channel 120 .06 .05 .06
main channel 118 .06 .05 .06 .04
main channel 115 .04 .06 .05 .06
main channel 112 .04 .06 .OS .06 .04
main channel 108.2 .04 .06 .05 .06 .09
main channel 108.15 Culvett
main channel 108.] .04 .06 .05 06 04
main Channel 308 .04 .06 .05 :06
4
:0
main channel 104 .06 .05 .06 .04
main channel 102 .06 .05 06
in channel 101 .06 .05 :06
0. REACW LENGTHS
fiver: main channel
Reach River Sta. Left Channel Right
win channel 120 175 210 175
Hain channel 178 800 800 800
Hain channel 115 380 380 380
twin Channel 112 740 790 740
rain channel 108.2 40 40 90
pain channel 108.15 Culvert
pain channel 108.1 240 240 3f0
Twin channel 108 1210 1290 1410
rain channel 104 127 120 139
rain channel 302 212 220 236
lain channel 101 O 0 0
)MMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
,ver. main channel
Reach River Sta. Contr. Expan.
win channel 120 .1 .3
.in channel 118 I .3
.in channel 115 .1 .3
ain channel 112 .1 .3
min channel 108.2 .3 .5
min channel 108.15 Culvert
.in channel 108.1 .3 .5
ain channel 108 .1 .3
.in channel 104 .1 .3
min channel 102 .1 .3
afn channel 101 .1 .3
ofile Output Table - Standard Table I
Reach River Sta Profile Q Total Min Ch E1 W.S. Elev Crit W.S. E.G. Elev E .G. Slope Vel Chnl Flow Area Top Width Froude K Chl
(cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/e) (sq ft) (ft)
main channel 120 Bankfull 247.00 2629.41 2632.32 2631.71 2632.69 0.013531 4.91 50.33 28.54 065
.
main channel 118 Bankfull 247.00 2626.99 2630.70 2629.61 2630.93 0.005542 4.03 74.65 55.76 0
.44
main channel 115 Bank1u11 247.00 2620.54 2623.90 2624.37 0.013251 5.49 44.99 20.31 0.65
main channel 112 Bankfull 259.00 2617.79 2621.88 2622.03 0.003398 3.38 113.31 146.48 035
.
main channel 108.2 Bankfull 259.00 2613.56 2616.29 2616.29 2616.89 0.020746 6.26 46.15 53.23 0
81
channel Io8.15 Culvert .
nnel 108.1 Bankfull 259.00 2612.00 2616.25 2614.77 2616.45 0.004057 3.69 84.38 58.83 0.38
nnel 108 Bankfull 269.00 2610.91 2614.31 2613.63 2614.77 0.012585 5.41 49.69 22.29 0.64
noel 104 Bankfull 281.00 2601.24 2606.55 2606.71 0.003728 3.20 91.15 43.98 0.36
hannel 102 Bankfull 281.00 2601.18 2605.82 2606.07 0.007925 4.04 70.65 41.67 0.50
Lain channel 301 Bankfull 281.00 2599.52 2603.36 2602.74 2603.75 0.014421 4.99 56.74 36.11 0.67
>file Output Table - Standa rd Table 2
?each River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C 6 E Loss Q Left Q Channel Q Right Top Width
(ft) (ft) Ift) (ft) (ft) (cfs) (cfs) (cfs) (ft)
.in channel 120 Bankfull 2632.69 2632.32 0.37 1.72 0.04 247.00 28.54
lain channel 118 Bankfull 2630.93 2630.70 0.23 6.54 0.02 11.95 223.10 11.95 55.76
is in channel 115 Bankful1 2624.37 2623.90 0.47 2.24 0.10 247.00 20.31
lain channel 112 Bankfull 2622.03 2621.88 0.15 5.10 0.04 15.64 216.08 27.28 146.48
.in channel 108.2 Bankfull 2616.89 2616.29 0.59 3.44 252.12 3.44 53.23
Lain channel 108.15 Cu lvert
min channel 108.1 Bankfull 2616.45 2616.25 0.20 1.60 0.08 9.05 238.64 11.32 58.83
min channel 108 eankfull 2614.77 2614.31 0.46 7.96 0.09 269.00 22.29
min channel 104! Sankfull 2606.71 2606.55 0.16 0.63 0.01 2.05 276.91 2.04 43.98
min channel 102 i Bankfull 2606.07 2605.82 0.25 2.30 0.01 0.45 280.11 0.45 41.67
.in channel 101, BankfuII 2603.75 2603.36 0.39 0.02 280.56 0.42 36.11
ORS WARNINGS AND NOTES
ors Warnings and Notes for Plan : ProStrBkf
er: main channel Reach: main channel RS: 320 Profile: Bankfull
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning:The energy lose was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross section..
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was
used.
er: main channel: Reach: main channel RS: 118 Profile: Bankfull
Warning :The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was
used,
er: main channels Reach: main channel RS: 115 Profile: Bankfull
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is leas than 0.7 or greater than 1.4.
This may indicate the need for addi tiona3 cross sections.
Waming:The energy loss was greater than 1.0 ft (0.3 m), between the current and previous cross section. This may indicate
the need for additional cro.s sections.
er: main channel Reach: main channel RS: 112 Profile: Bankfull
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional Cr... section..
Warning:The energy loss was greater than 1.0 it (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
n channel Reach: main channel RS: 108.2 Profile: gak full
:During eubcri t ical analysis, the water surface upstream Of Culvert went to critical depth.
n channel Reach: main channel RS: 108.15 Profile: Bankfull
ing: During subcritical analysis, the water surface upstream of culvert went to critical depth.
main channel Reach: min channel RS: 108.15 Profile: Rankfull Culy: Culvert 82
Warning: During' eubcritical analysis, with the exit lose set .1.0, the projected WSEL in culvert has a lower energy tban the
downstream energy. Most likely, the downstream cross section blocks part of the culvert or the ineffective area is
set too far in. Instead of projecting the WSEL, the program did an energy balance to get the WSEL inside the Culvert
at the downstream end.
Note: During subcritiCal analysis, the culvert direct step method, the solution went to normal depth.
s: main channel Reach: main channel RS: 308.15 Profile: Bank full Culy: Culvert #1
Warning:During :ubcritical analysis, with the exit loss set -1.0, the projected WSEL in culvert has a lower energy than the
downstream energy. Most likely, the downstream cross section blocks part of the culvert or the ineffective area is
set too far in. Instead of projecting the WSEL, the program did an energy balance to get the WSEL inside the culvert
- - - _atzeaw eJ-
?_rez: =z off. _ : rain :.ar=.e1 FS: 1:3.15 FrafiI- Sankfull C4- Culvert t3
'saz-_v3'=•_::n3 -t-t c't -t /cas se; -1.0, the Crc}r_ted HSEL in culvert has a lower energy than the
sr_tre- E= -. MZ2- tl-e d. nstreas czcas aectim blocks part of the culvert or the ineffective area i
set ta I Dread c`;pro; actin3 the Wti- tLe program d:d an energy talance to get the USEL inside the culvert
at tz &--tress -,d-
_i_ ?L'ig a TiCi Cal - 'i-. _te _ _:T^ direct step, r _r0. Lt so-tam we^t to rs raal depth.
saver: sa in c*°__ 1 .'.each: earn Ca,: 73- 1:.3-1 Fzcfile:e3aJtful2
warni:.g:me cOS•eya.^. Ce ratite (ty.itz e3II Civfl3.?e d;raided by dC.TStreaa C iaoce) is lees tr- C.7 cr greater than 1.4.
is ray indicate t`.e need fzr a,.._ sal crtaa settit
's3taiag: ?.e e:.e r3y :cas was - eater U- I.Z It 10-3 s7- between CLe e,:rrent a.-3 press wa cross section. This aay indicate
twee ze!-d f-r a3:it:aa2 - seL:i.3J'
Xe+_: r _t:;..e sitars: dr-..a were fc>=d at t^ia 1-tica_ - critical depth with the lowest, valid, energy was used.
c!:_1 Fea_: za in cam'-'el : I.s Frtfile: 3-.kf u11
e ya. a_- _ r: a-<e rat:? !T^etreaa tom- el- a d-led Ly .'a=stzeaa conveyance) is less than 0.7 or greater than 1.4.
^ia -7 ?di>te t.`.e need for aJ-ti.: l cross sect-
+a. __^r_ ever=j 1- was seater Vian 1_@ It (0.3 c)_ between the current snd previous cross section. 'Tis may indicate
a t:< need f_r 3ddiLi?a1 cr... aecti-
sa- te::t:p:e cntical der h. were fcmd at t`_is locatiea_ ...e critical depth with the lowest valid, water surface was
C-1 F.edzL: - cr."_ l Its Fr-cfrle: na:.kf,:al
:• aav-a?_.: ?..e c-.rr: a-.?-e ca- :,;3tze3a txvey e d vaned by d-treax caneyance) is less tfan 0.7 or greater than 1.4.
71:- sai :_atet=eneed for adt-l cross e_cti_..s.
._: -: aa? -u-ei :.ea jh: rain c??e7 '- 2.1 Frcf is e: na:af;:21
?r s.-_;?::•_,e ee _ =sa was cater t:az /.: It t].3 a7 _ between ttz current and prevreus cross section. Tis say indicate
:S- r _r
•
0

HEC-RAS version 3.1.2 April 2004
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
x x xxxxxx xxxx xxxx xx xxxx
x x x x x x x x x x
x x x x x x It x x
xxxx xxxxxx xxxx
xxxxxxx xxxx x 'Go'
x x x x x x x x x
x x x x x x x x x x
x x xxxxxx xxxx x x x x xxxxx
PROJECT nATA
Proj eCt Title: RatCliff Cove
Project File : Ratcliff.prj
tun Date and Time: 5/10/2005 3:31:20 PM
Project in English units
?LAN DATA
?Ian Title: Proposed Stream
?Ian File : g:\TRA\604012_Ratcliffe Cove\Hyd\Ratcliff.p02
Geometry Title: Prop osedStreamFlood
Geometry File g:\TRA\604012 Ratcliffe Cove\Hyd\Ratcliff.g03
Flow Title streamflow
F3 ow File 9 :\TRA\604012 Ratcliffe Cove\Hyd\Ratcliff.f01
;Ian Summary Information:
lumber of: Cross Sections - 10 Multiple Openings - 0
Culverts - 1 Inline Structures - 0
Bridges 0 lateral Structures - 0
Computational Information
Water eurfatt calculation tolerance - 0.01
Critical depth calculation tolerance - 0.01
Maximum number of iteration. 20
Maximum difference tolerance - 0.3
Flow tolerance factor - 0.001
'omputation Option.
Critical depth computed only where necessary
Conveyance Calculation Methodr At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
LOW I1ATA
low Title: atreamflow
low File : 9:\TRA\604012 Ratclif fe Cove\Hyd\RatcIiff.f01
to a (c [e)
Rea Ch RS Q2 010 Q50 Q100
aMel main channel 120 309 730 1275 7559
main channel main channel 112 323 761 1326 1621
main channel main channel 108 335 787 1370 1673
main channel main channel 104 349 818 1422 1736
oundary Conditions
River Reach Profile Upstream Downstream
main channel main channel Q2 Normal S - 0.0144
main channel main channel Q10 Normal S - 0.0144
main channel main channel Q50 Normal S - 0.0144
main channel main charms; Q100 Normal S - 0.0144
IOMETRY DATA
-ometry Title: Proposed5treamFlood
eometry File 9:\7RA\6040I2_Ratcliffe Cove\Hyd\R atcliff.903
toss SECTION
:VER: main channel
1ACH: main channel RS: 120
IP Tl
rScription:
.atfon Elevation Data num. 17
Sta El ev Sta Elev St. Elev Sta Elev St. Elev
-117 2635-109 2634 -87 2633 -532632.7 -20 2633
02633.241 ! 4.92631.324 5.7 21,71.748 12.62629.407 182629.935
27.72631.993.; 39.32633.281 130 2632.5 225 2632.2 249 2633
282 2634 288 2675
nning•s n Valuee m
n 3
Sta n Val Sta n Val St. n Val
-117 .06 0 .062 39.3 .06
nk Sta: Left Right Lengths: Left Channel Right
0 39.3 170 370 170
ght Levee Station- 39.3 Elevation-2633.281
OSS SECTION OUTPUT Pro file BQ2
E.G. Elev (ft) 2632.85 Element
Vel Head (ft). 0.82 Wt. n-Val.
W.S. Elev Ift1 2632.03 Reach Len. (ft)
(ft) 2632.03 Flow Area (ft)
-Is (ft/ft) 0.049018 Area lag It) )
(cf.) 309.00 Flow Icfe)
th IfU 25.20 Top Width Ift)
Ve otal (ft/e)! 7.29 Avg. Vel. (ft /s)
Max Chl Dpth (ft) 2.62 Hydr. Depth (ft)
Conv. Total (cfs) 1395.7 Conv. (cf.)
Length Wtd. (ft) 170.00 Wetted Per. (ft)
Min Ch El (f t) 2629.41 Shear ( lb/.q It
Alpha 1.00 Stream Power (lb/ft a)
Frctn lq.. (f[) 1.07 Cum Volume (acre-ft)
C 6 E Lose (ft) 0.23 Cu. SA (acres)
Coeff Contr. Expan.
.1 .3
Left OB Channel Right OB
0.062
170.00 170.00 170.00
42.40
42.40
309.00
25.20
7.29
1.66
1395.7
26.34
4.93
35.90
0.82 5.46 186
.
2.00 2.0D 3
.28
ruing: The energy equation could not be balanced within the specified number of iterations. The
_aa sew r__ed t.._ water -face that ad Lhr I_aD. aav,.t cf errcr between c-_.ted and
999.3 sa_
zan_s: t? r__ ._y h__ ?a ca ; 1' va-.:e t_aa t_5 ft !t-IS n)- This ray indicate the need for
:1 t^.. e3ance ratin r'y tze37r C^_sv e3-dr<e d _d.d 1•j d??G as G':T.Tja.?e) i6 IesD than
7 - c-ter t 2.f. TTI-2 ray i.Y.':ca- 4.e need fcr a.ritl al cz.^.af Decticna.
.awing: T'_e C-er7y Ices was greater tad, 1.ss ft (_3 tI- betwe,e7 ae e+rrmt and FrR:ous Gros. 8ecti-
'Shia nay indicate Lhe reed fcr additacral cress secticns-
Waznirg: Duri-r3 tl.e standard step itezatie-a, wren the ass-3 water scrface was set eq.:a1 to critical
dep-rb., the cal-fated water -fare c-e :zvt .belt-a critical depth. This indicates flat there is
valid nnct a hcrftire I a=s.er_ :..e prx_ras defaulted to critical depth.
Sate: rid tiy:e critical detta were fc, d at this Iocaticn, The critical depth with the lowest, valid, water
-face wa. used-

e* fr_LF :633.43 L'I-t Left C3 Carrel Aig`,t Ca

? +.-C£0 O.C62 0.[60
Y'i. 33.:3 Feath Ic-i_ ift) .C7
? 377.:0 1-' Co
t W- Slid "c33-:5 -. Area ft) 23.E6 87.25 743.17
- ?e ( ft) .3413 "ta ;tq ft: 33 C! 83.25 147.17
7rca -fr? /tw -f.3 4a.i 72.99
' 3[9..0
35'_87 7-P ti<i?? (fc} 93-35 3 S.J7 225.22
- 2a1 Fft/t?
,ve i.F2 ;:_3 :eI- iCCi Bi 1.45 4.47 2_36
M , :pt-h Sf t3 3-34 :epth ift) 0.36 2.12 0.65
C__ -vtal (eft) E3_3.1 Crr. ltfal 4:2-4 1211.9 2668.8
1ESath eft) 370-00 Wetted Fer. (ft) 53.36 40.76 213.24
Mini C EI (ft) :E-.3.41 5-- Ilhiaq ft) 7.30 1-71 0.55
_Cpha 1.56 Stream Ponder (ID/ft t) 0.44 7.64 1.is
FYCLa i...D (fi) 2.65 C ?'cl?me (acre-ft) 4.SS 7.76 4.50
C 6 E I.--. eft) O.C7 Ca SA (acrea7 4.9b 2.07 5.34
:s - ?,- t:_-3 -.;id list be Dala.-.ced wit_i the specified a'.:Zer of iterations. The
Frogras selected the water .-face that a3 the least ax°.4t cf errcr between computed and
a...-d v „e9-
ifar?'i y: :.e -71 Ic.as was Steater tha.7 1.C ft (0-3 a._ betwee:i tee -t 8:+d preii0us crass sectitn-
t!?is -Y -1-cats t!?e ceed fcr addiLl 33I tuts titcti_
xL _ng: L--Ina the atar1ard step 3terst-. hC LLe ass,-ed water £:rfatt wd! set c,,. I to critical
the ca:??:aced water e_rface cat Ldjt he:Cw CritiGl nth- SSis indicates that there it
c a •-alid -_Critical riser- :_.e prin.. def-Ite9 to critical depth..

E:- (ft) 2633.85 E, _r Left Ca Car=et Right Ca
tom..' Ift1
e 0.24 Wt- - O.C67 O.C62 O.C60
-5- F:- (ft)
W :633-£0 Rta--h Ica. (ft) 170.CO 170.00 !70 co
Czit W-S- ift3 :633.45 Flew Area Es-4 ft7 64-11 15.61 213.74
E .G_ S: re (ft;ft) O.CS5414 Arta Isq ft) 64_I1. 55.61 213.74
T2ta1 {-
? I275.ct Fl- (cf.) 246.26 502.23 626.51
Ta. WidLh
(f 5.17
' Tcp Yidth (f L1 160.27 39-30 229.60
gel --al (ftf.; 3.42 Avg- :'e3. (ft is) 2.28 5.25 2.97
Mar ^.. _ *. (f:3 t.20 ice- z"th (f t7 0 .b4 2.43 0.93
-f.1 C:E 3.5 Crr. F
i.- il78.3 4[45-2 5[46.3
,t_•:3
t.1 fft- 370_CC wetted Fer- (ft) 1Ct_28 40.:6 229.63
:; i_:) :6:3.12 S!--. i _2 f'_) 0.62 2.:6 0.90
A:? a 135
. Su.aa?aier (:h,rft s) 1.40 11.86 2.63
F:?a:ca. (ft; 1
.66 a. Cc.:ae faze-ft) 9.34 9.41 9-13
C b E -r...5 (f t; O-CS C.xi Ss iarzea) 7.69 2.03 7.59
war-__ir.;: .s cr•-eaace r (:?a Lreas -i- divided .j d-t- e.,-:' 17ance) is Iess then
:-1 =r -Ler tan 1.4. i
-_.is say indicate the need fcr a5dl .:-a2 cress secti.
sarniny: _- -gy Ices vas Great er t? 1-0 ft P-3 a). between the ent and previow cross section.
nzr
T1s uy indicate Ue seed for a...rti a1 c-ss a ectic-.a.
_r,.5 SZT? =-77 Pzcfile 9„11 3
E.S_ Lw (ft) .534.[2 Elese-L Left CS Channel Right 09
:e3 aa3 ('_t) P.:S W:. n-gal- C.C60 0.062 0.060
K.S. F2 ev (f t) 2533.77 Reach Leo. (ft) 277.[0 370.[0 170.[0
Chit W.5- (ft) 2633.56 Flcv Area Iaq ft) 62.23 I."2.20 252.71
'_ Sltpe :ftift) 0.:14850 ea (sq ft) 81_":3 IC2.20 252-71
¢ Total (cf.) 1553.03 Flcv (cf.) 207.55 550.89 BOO-16
Ttp Width`. ift] 376-39 Top Width (ft) LC3.56 33.30 235.13
gel Txa2 (ft/s) 3.57 Av-3. c-tl- tttl a) 2.56 5.39 3.37
Yu Chi nth (tt) 4.36 i?'dz. Depth (ft) 0.7d 2.60 1.07
C_- Tcta1 (cft) 12733.2 Cc. . (cf.) 1, C6.5 4520.6 6566.1
1.es Wtd. (ft) 170.[0 Wetted Per. (tc) 203.38 40.76 235.15
Min Ch E1 (ft) 2623.41 Shear Ilt/sq ft) 0.72 2.32 1.CO
AI p.. I.27 streaa ?t _z (SD/ft sl 1.65 12.53 3.15
Fr I.osa (ft) 1.62 C_ tgluoe (sae-ft) 11.19 10.12 ]1.52
c b E Lc.e lft) 0-C1 CL Sl (acre a) 8.09 2.03 8.38
Warning: The ccrveya_-rce ratio (upstress cocveyance divided ty dowcatreaa c2 ejance) is Iess than
0-7 cr nreater than 1.4. Shia way indicate the need fcr additi onal crcas aectiora.
Warning: The ea erg/ Ices was greater than 1-0 ft (0.3 a). between the Gorr-t and previous cross section.
Thi. clay indicate the need fcr additix l cress s ecti-
Cn..Sa S==Ri
R::Tjt: uin char_.el
43:.64: rail e--eI FS: Ila
13'7;'
ce-h 1
S32 inns! 555 t- 67-453
e ed st ns..
S.-ati._. -co c`=.3 -ii and 139 L_^4 33: tad e,c frca
,rm- tLpo
Satin-. Eleatitc, ?a to iris. 33
E: rr Sts - Sta E ev Sta El ev Sts FS e7
-66 -62 2634 -49 :633 -33.5552 E J<'-524 -21.93 :630. IC9
-.s-24:61. ::a -e-332630.126 - 6-247:E23-55a -5-576:6 28.525 -4-24 :6:8.055
-e.84i:b:7.6'5 :,626.556 5.7122627.6.5 9.46726 28-C35 23.342 262..525
12.42:£:"s -SSS I4-C :.30.1:4 :3.07;630.I-a 31-519 ", 530.63 44 2630-92
£'_453 :" "' 1:3 531 2:a 630-9 333 2631 151 2631
:E- " 161a-3 175 :630 156 :631 238 2637
.ci3 326 2=_34 337 2615
--_-'t t - S
-_ _ _ 3 :-
n
a
1 n -- Sts n -a1
-c_ 4 ..? -052 Sa.G
-6.33 3b 67.453 +C4
az< `-..a: e - :<ft aa=-1 r - i =ht C-ff Ccntr_ EaYa3.
-s. 3h :4..7 - £i5 £75 -1 -3
- - .r?ee =?t_2. L33 r_1CatiW. 2631
01:Z3 E'Z=-ZK
E.G. Eier tft3 2631.23 Elese-t Left Cal C7arsel Right CB
:el Head (ft) O.C6 Wt. a-cal. 0.060 0.062 0.045
M.S. El ev (ft) 2631.24 Reach I-. (ft) 7CO.C0 695.00 675.00
CYit M.S. (f t) 2629.92 FlCw Area (Eq ft) 19.53 66.64 112.79
E.G. Si .c (ft/fc) 0.7-2332 Area (sq fi) 19.53 66.64 112.79
..al !^`_.) 3:5.77 F1- (cf.) 23.24 153.16 126.50
7tp Width j£t7 :3:_49 Tcp Wid(ft) 19.52 22. C0 191.97
Tel 7tta2 ts7 Ara- (t:l s) 1.19 2.39 1.13
a- .:1 -S:`? ft) 4-:5 7rr_e_ Lepth (ft; I.C3 3.17 0.55
Ca-r_ 7Z-1 ?cf.) 63SS.3 Ccar_ (cf-I 491.3 1297-G 262 a.0
:.ens.- ir-3_ eft) Ei4.C] W=_tted Y_. tft3 13-E6 22.54 292.30
1, ? _ ;Sts 26:6.53 .---r ftt 0.14 0-a3 0.03
•

Alpha 1.47 Stream Power (lb/ft e) 0.37 1.03 0.10
Frctn Lose (ft) 6.55 Cum Volume (acre-ft) 0.79 5.25 1.64
C 4 E LOSS (ft) 0.01 Cum SA (acres) 1.97 1.91 2.90
arming: The energy equa tion could not be balanced within the specified number of iterations. The
program selected the water surface that had the least amount of error bet ween computed and
assumed values.
arning: The conveyance ratio (upst ream conveyance divided by downstream conveyanc e) is lees than
0.7 or greater than 1.4. This may Indicate the need for additi onal cross sections.
arning: The energy loss was greater than 1.0 ft (0.3 m). between the cu rrent and previous cross section.
This may indica te the need for additional cross secti on..
t Multiple critical depths w ere found at this location. The crit ical depth with the lowest, valid, water
surface Was use d.
ION OUTPUT Pr ofile #Q10
E.G. £l ev (ft) 2631.62 Element Left OB Channel Right OB
Vel Head (ft) 0.18 Wt. n-Val. 0.060 0.062 0.045
W.S. Elev (ft) 2631.44 Reach Len. (ft) 700.00 695.00 675.00
Crit W.S. If I) 2631.21 Flow Area (eq ft) 23.52 70.85 152.11
E.C. Slope (ft/ft) 0.007382 Area (sq ft) 23.52 70.85 152.11
Q Total (c£s) 730.00 Flow (cfs) 54.86 313.04 362.10
Top Width (ft) 241.71 Top Width (ft) 20.33 21.00 200.39
Vel Total (ft/8) 2.96 Avg. Vel. (ft/8) 2.33 4.42 2.38
Max Chl Dpth Ift) 4.45 Hydr. Depth (ft) 1.16 3.37 0.76
Co_. Total (cfa) 8496.7 Conv. (cfs) 638.5 3643.6 4214.6
Length Wtd. (ft) 689.42 Wetted Per. (ft) 20.49 22.54 200.72
Min Ch E1 (f t) 2626.99 Shear (lb/sq ft) 0.53 1.45 0.35
Alpha 1.32 Stream Power (lb/ft e) 1.23 6.40 0.63
Frctn Lose (ft) 5.37 Cum Volume (acre-ft) 4.48 7.46 3.93
C 6 E Losa (ft) 0.01 Cum SA (acres) 4.74 1.91 4.53
arming: The energy loss was greater than 1.0 ft (0.3 m). between the cur rent and previous cross section.
This may indicate the need for additional cross sections.
ROSS SECTION OUTPUT Profile 9050
E.G. El ev (ft) 2632.15 Element Left OB Channel Right OB
Vel Head (f t1 0.20 Wt. n-Val. 0.060 0.062 0.044
W.S. El ev (ft) 2631.95 Reach Len. (ft) 700.00 695.00 675.00
Crit W.S. (ft1 2631.53 Flow Area (.q ft) 34.41 81.56 259.77
E.G. Slope (ft/ft) 0.006854 Area (sq ft) 34.41 81.56 259.77
Q Total (cf.) 1275.00 Flow keel 93.37 381.40 800.23
Tap Width (ftl 265.17 Top Width (ft) 22.37 21.00 221.81
VeI Total (ft/sl 3.39 Avg. Vel. (ft/el 2.73 4.68 3.08
Max Chl Dpth (ft) 4.96 Hydr. Depth (ft) 1.54 3.88 1.17
C.-. Total (cfe) 15401.1 Conv. (cf.) 1127.9 4607.3 9666.2
Length Wtd. (ft) 688.40 Wetted Per. (ft) 22.59 22.54 222.15
Min Ch E3 (ft) 2626.99 Shear (lb/.q ft) 0.65 1.55 0.50
Alpha 1.13 Stream Power (lb/ft a) 1.77 7.24 1.54
Frctn Loss (ft) 5.13 Cum Volume (acre-ft) 9.34 9.07 8.20
C 6 E Lose (ft) 0.02 Cum SA (acres) 7.46 1.91 6.71
krning: The energy lose was greater than 1.0 It (0.3 m). between the cur rent and p revious cross section.
This may indicat e the need for additional cross sections.
'.OSS SECTION OUTPUT Pro file #Q100
E. G. El- (ft) 2632.40 Element Left OB Channel Right OB
Vel Head (ft) 0.22 Wt. n-Val. 0.060 0.062 0.044
W.S. Elev (ft1 2632.18 Reach Len. (ft) 700.00 695.00 675.00
Cr It W.S. (ft) 2631.67 Flow Area (sq ft) 39.64 86.38 311.94
E.G. Slope (ft/ft) 0.006612 Area (sq ft) 39.64 66.38 311.94
(cf e) 3559.00 Flow (cfe) 113.01 412.22 7033.77
h If[) 277.52 Top Width (f[) 23.28 21.00 237.24
1 (ft /e) 3.56 Avg. Vei. (ft/8) 2.85 4.77 3.31
M Dp[h (ft1 5.19 Hydr. Depth (ft) 1.70 4.11 1.34
Conv. Total (If.) 19173.2 Co- (If.) 1389.8 5069.7 12713.7
Length Wtd. (ft) 688.16 Wetted Per. (ft) 23.54 22.54 233.58
Min Ch E1 (ft) 2626.99 Shear (lb/sq ft) 0.70 1.58 0.55
Alpha 1.10 Stream Power (lb/ft s) 1.98 7.55 1.83
Frctn Loss (ft) 5.06 Cum Volume (acre-ft) 10.96 9.75 10.42
C 6 E Loss (ft) 0.02 Cum SA (acres) 7.84 1.91 7.46
ruing: The energy loss was greater than 1.0 It (0.3 m), between the curr ent and pr evious cross section.
This may indicate the need for additional cross sections.
:)SS SECTION
?ER: main channel
1CH: main channel RS: 115
3Cription: Proposed section, Sts 20+00, reach 1
?tion -100 thru -32 aXnd
124 taken from NCDOT topo
ition Elevation Oat, num. 22
Sta El ev St. Elev St. Elev Sta Elev Sta Elev
-181 2630 -169 2629 -159 2628 -149 2627 -64 2625.2
34.26 2625.38 -29.07 2624.0. -14.07 2614.08 -12.49 2623.5 -14.14 2622.28
-8.97 2623.8 -5.71 2621.32 0 2620.54 2.85 2621.32 4.33 2621.8
5.58 2622.28 6.25 2623.5 6.93 2624.08 21.93 2624.08 37.77 2628.04
45 2629 49 2630
ming-e n Values ` mum- 5
Sta n Val Sta n Val Sta n Val St. n Val St. n Val
-181 .04 -34.26 .06 -14.07 .062 6.91 .06 37.77 .04
A Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
-14.07 6.93 300 310 340 .1 .3
ASS SECTION OUTPUT Profile #Q2
:.G. El ev (ft) 2624.89 Element Left OB Channel Right OB
'el Head (ft) 0.35 Wt. n-Val. 0.060 0.062 0.060
'.S. Elev (ft) 2624.55 Reach Len. (ft) 300.00 320.00 340.00
Yit N.S. (ft) Flow Area (eq ft) 7.44 58.47 7.44
:.G. Slope (ft/ft) 0.011926 Area (aq ft) 7.44 58.47 7.44
'Total (cfs) 309.00 Flow (cfe) 11.64 285.73 11.64
op Width (f[1! 54.73 Tap Width (ft) 16.86 21.00 16.87
el Total (ft/s) 4.21 Avg. Vel. (ft/s) 1.56 4.89 1.56
ax Chl Dpth (ft) 4.01 Hydr. Depth (ft) 0.44 2.78 0.44
onv. Total (Ifs) 2829.5 Conv. (cfe) 106.6 2616.4 106.6
ength Wtd. (ft) 320.66 Wetted Per. (ft) 16.92 22.91 16.93
in Ch El (ft) 2620.54 Shear (lb/.q ft) 0.33 1.90 0.33
1.25 Stream Power (lb/ft e) 0.51 9.28 0.51
(ft) 2.72 Cum Volume (acre-ft) 0.57 4.25 0.70
(ft) 0.05 Cum SA (acres) 1.67 1.58 1.28
ning: The energy lose was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
SS SECTION OUTPUT Profile #Q10
.G. Elev (ft) 2626.23 Element Left OB Channel Right OB
el Head (ft) 0.32 Wt. n-Val. 0.053 0.062 0.060
.S. Elev (ft) j 2625.91 Reach Len. (ft) 300.00 320.00 340.00
rit W.S. (ft) 2625.20 Flow Area (sq ft) 63.79 87.05 34.11
'.- =: _ :ft' _`t) :.1244 Area is; ft) 63.79 87-CS 34.11
- cf3) 730-:0 Kow (cf31 167.66 461.23 ICI-11
w:-t.: (ft)
•? Tip ::dth (ftl 83.39 21.00 22.31
:eL T t!3) 3-95 A-.-g. Ve:. ift/s) 2-63 5.30 2.96
Y_ c l; ift) 5.37 2i ?_ De^!t3 (f t) 0.76 4.15 1.53
C_ 7i_/ -
• 5:39-8 C? - icfa) 184 6-5 5074.7 1113-6
L-37-h iftF
J 319-39 Wetted Fer- ift) 53.55 22.91 22.54
(ftl
Min C Z. 26;2.54 tar (lb!aq ft) 0-39 2.96 0.78
A,; P2-. 1-32 Streaa Fabler (;it 'ft 8) I.C3 IC.36 2.31
F ^t_^.:,vss ift) 7.53 Ca V.:- (acre-ft) 3.78 6.20 2.49
e i E tft: J.:I Can Sa iatres) 3.31 3.55 2.80
la J.ix- .G C<? j' ;- a wa3 ^eater t`>z 1.0 It 33.3 F7. b- tte -t and previ C:a c-sa 8efticn.
pia -T =' rerd I= 33°.iL i."?d1 _^_Y3 sesti c-s.

_ _ r__ (ft- ._27.:; ;~. erect Iefc Ca Ca-?:el Riy'.t CS
_ ft
'.
as
w__ a-Veal.
O.CSa
O.Cb1
8.C60
w 5- E_ef (ft "" -6i Reath /.ei. (ft) 31..05 320 OD 340.00
-t w_S_ i_t; -"i-11 Flan Area (aq fen) 239-75 112.83 52.00
- G ?e iftift) •'_133
Y area tsq ft) 139.:5 IC2.83 52.00
- tat (cfa?
V 1275-c0 Fiw (cf.) 453.91 604.91 196.19
tiidth ff t7
Ttp 165.18 Top width (ft) 318.86 21.00 25-32
Vet :'?-.al (f ti el 4.33 Av-g. V.I. ift)s) 3.46 5.58 3.58
elsx C2 Cr t- (ft) 6.12 iS It, rep (f t) 1. ID 4-90 2.05
7-1 (cs_3) 14232-1 c=-- (cf.) 5363.7 6704.9 2063.7
L-_2: I!-) 317.£4 wetted Fer- ift) 119.14 22.91 25.64
Y- C E: if-) :"2" .54 Scar (;tisq ft) 0.60 2.:8 1.03
1-22 Streaa. 2- (._,ft e1 '-C7 I3-sl l.£9
i!t) 3-:6 C_ :tee Z.ce-ftl 7_'S 7.60 5.79
C G m :t?a :ft) u_:a Cs 52. t.oreal 6.32 I.58 4.79
war_irc: :I- _sra-,_e ra o (-z,str eaa r .-e)-e d.vid? bf d_-reaa cc4telyce7 ra less ttan
1.7 - seater t.. 1.4- Tt- my L'h:i Cate Lt. need f_r a .ti ?_al -58 e ectl-.
tiarzi -: :_e --- :- was erecter c:, 0 ft 0.3 a b--- tie C -t a=d previou cress -t-
n-'_. say i_v_ca _e the reed fcz aritii:3l cress 3ectic ia.

' '- (fcz 2y2"' F1 -t :.eft CS Cannel "12-t CS
'-d ift)
'ei C-39 0.047 0.062 0.060
w-S. E. : (fLJ -u 6.94 Reach lea- ift) 3.a co 320.00 340.e0
Crit w-S. ftJ
` 2626-36 Flow .Area tag ft3 I75.50 1.8.81 59.37
E_G. Si-,.e
iftlft) O-CCd219 Area isq ft, 175.50 IGE.dl 59.37
C 7.a1 itfsi 1553_co Flow of.) 664.64 667.88 226.48
tp width ift3 W d-h Ift) ;32.30 21. c0 26.46
Vel Ttt.l ift/s) 4-54 Avg. Vel. (fti t) 3-79 6.1
4 3.d1
7?_`. (ft', 6.-43 :yd - nth (f CI 1.33 Z
5-i -.:4
1i.'. Total (cfa) 17156-5 ic. s. ..i 7367.0 2498.1
:. yth W td. (ft7 317-:3 Wetted Fir- +ft} 1.id .il 26.81
Ytt? C. S1 (ft7 2523.54 Ste- :I*_I aq ft) 6d 2.44 1.I4
3.:?: -id Streaa 1- .Deft s) 2-57 14.56 4.33
Frctn :-3 (ft) 3.56 C Facie-ft) 9-23 1_I9 7.54
C I. E :.can ift) ._.a Cx Sea. (acres) 6-59 1.56 5.45
Uzr_in;: :.s c ,e-.atce ratio f?,-str eaa c;..::eyase divided ty d` -atreaa cur:eyancel ie 188e than
2.7 c --_eater ;.`an 1.4. ;has my is icate the recd for addit -1 acss aecci?
r:. g: T^- cer_y Ir s was treater Lt- 1.0 ft 45-7 e} _ betwee:i a.e current and previous -9 section.
Ttis = y ,-+..ca te the nec3 fir additiaal tress eet-tiaa-

RI :r-s : ?la eta-?e1
ct ^:el s_a- 212
IYTT
Less .:tins Fr?,.csed Is-lea, Sta 23.63. Reach 2
atatio- -143-5 t_._ -97
and 52 thrl 188 taken fra SCT(.T tcp7
Station Ele:ati? rata :6
St. El ev Sca Elev Sca E;ev 5ta Eiev 51a Elev
-146 2625 -235 2624 -121 2623 -59 2622 -37 2621.7
-24.3 2621.65 -22.16 2621.12 -7.15 2622.12 -6.45 2 6':0.57 -5.76 '2619.43
-5.39 2618-97 -2-54 2618-53 0 2617.73 5.91 2 618-53 8.76 2618-97
11.52 2619.43 12.9 2620.51 14.55 2621.12 '29.54 2 621-12 30.56 2621.17
49.14 2621.37 53-45 262I.37 73 2621 3'27 2623 153 2624
175 2625
Ydnaing-3 n Values 5
St. a 7a1 St. a Val Stn n Val St. II Val Std a vat
-148 .04 -37 C6 -7.15 .C62 14.55 .C6 49.14 C4
Bank Stn: Left RiSjht L-9ths: left Clearer-el Rig!-.t Cceff Cxtr- Ez^,.aa-
-7"15 14-55 610 bi5 630 -1 .3
ORCSS SEC71a4 ck rp;f Frcfile 4Q2
E.G. Eiev (ft) :622.33 Ele xac )eft C5 Cl-l Right CB
:"el F.ead (ft) 0.38 tic. n-Val- O.C57 C.L62 0.055
w.S. Elev (ft) 2621-95 Reach Len. (ft) 600.00 615.00 630.00
Crit W.S. (ft) Flc.r area is; ft) 2:.29 65-20 31.43
E.G. Slcpe (ft/ft) O-CC6417 Area (sq ft' 22.29 65.20 31.43
Q Total (cfe) 323-C0 FIOW (cfa) 27.03 248.00 47.91
7ni width IttI 150.57 Zcp width (ft) 72.50 21.70 56.78
Vel Total ifcis) 2.72 Avg. Vel. (ft/3) 1.22 3-10 1.52
I- Chi Dpth lft1 4.16 )-dr. Depth (ft) 0.32 3-00 0.55
Cow. Total (cfa) 4032.1 Coav. (cfe) 338.2 3095.8 598.1
Length Ultd- (ft) 615.42 wetted Fer. (ft) 72.56 23.38 56.81
Miz C E; (f c3 2617.79 ^.ear t1Di?;1 ft} 0.12 1.72 0.22
A: P=a 1-51 stream ;_ Utift s7 0.15 4-i5 0.34
Fzt'.a L.:aa (f t7 4.11 Cx Vci- (.-.-ft) C.47 7-73 0.55
C c E -c.:s (`-t) c_:1 Ca SA is _T-) 1.37 1.41 ..LO
oa_-max- .<oe__f Ins -as reste r tia_ 1.0 ft (3.3 e,. between the -t and Freviaus ernes aection-
?i3 fly ira_ te the need
s
I- .6---i-I --a
eCtlG.a-

E_G_ C_ lift) F; _t ).eft C3 Carrel Right CS
Ve; F-< 4 (ft.' 7_42 1.. n-tial- 0.051 O.C62 0.054
w. S- F: ;f t) 35 Reach Lea- (fen) 60O.c0 625.00 670.00
Grit w.? {ft) "6:2.17 F:_ ),tea. (sq ft) 52.43 72.68 54.48
- ' S!_Te Area (sq ft) 52.43 72.E8 54.48
C Tctal (of.) 762 C5 Flow (cfa) 141.'22 457.20 162.58
T_g tiid-_*. (f LF 167.78 Tcp widtb (ft) 91.44 21.70 74.64
Vcl 7 cal (ftis) 4.23 Avg- V.I. (ft/eJ 2.69 6.27 2.98
M C.Ll '`*yS' (fit 4.51 P:,'r. L- (ft} 0.57 3.36 0.73
Coav. Tcial .cfa) fi2C3.3 Cc v. (cf.) 1151-1 3726.8 1325.3
L-nLh wtd. (ft) 611.:8 Wetted Per- (ft) 9I.51 23.38 74.68
F_ Ca El (ft) 2637.79 r (Itisq ft) 0-54 2.93 0.69
I-SO Streaa (: !ft s) 1.45 is37 2.C5
;:ar (a¢e-ftI 1.18 5.62 2.14
C 6 n Ica: <fti .-IS C' Sa (acres) 3.32 1 42 2.22
T`.e era=_f e,e tic c-ld =t to talaxed within Lte s-, ified n-,ber cf iter tiC,S. The
;Zzsraa t-.. ?. :r
- lticDl d-,t b for 0- Water surface and CY t-d on with the caltlLatl-
?..^c rati3 lt: st
ha_---+g: :x rx:cz ies a ? divided ty Sam:treaa c-veya:-ce) is less than

c:
0
0.7 or greater than 1.4. Thin may indicate the need for additional croae sections.
laming: The energy lose was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
laming: During the standard step iterations, when the assumed water surface was set equal to critical
depth, the calculated water surface came back below critical depth. This indicates that there is
not a valid eubcritical answer. The program defaulted to critical depth.
ROSS SECTION OUTPUT Profile BQ50
E.G. Elev (ft) 2623.23 Element Left OB Channel Right OB
Vel Head (f t) 0.53 Wt. n-Val. 0.049 0.062 0.052
W.S. Elev (ft) 2622.69 Reach Len. (ft) 600.00 615.00 630.00
S. (ft) 2622.69 Flow Area tag ft) 90.97 81.43 88.11
pe (ft/ft) 0.018421 Area (sq ft) 90.97 81.93 B8 .31
(cfe) 1326.00 Flow (Cis) 363.10 608.61 354.28
T th (ft) 221.69 Top Width If[1 104.06 21.70 95.93
Vel Total (ft/-) 5.09 Avg. Vel. fft/B) 3.99 7.47 4.02
Max Chi Dpth (f t) 4.90 Hydr. Depth (ft) 0.87 3.75 0.92
Con,. Total (cfs) 9769.9 Conv. (cfe) 2675.3 4484.3 2610.4
Length Wtd. Iit l 611.13 Wetted Per. Ift) 104.14 23.38 95.98
Min Ch E1 (ft) 2617.79 Shear (lb/sq ft) 1.00 4.01 1.06
Alpha 1.32 Stream Power (lb/ft e) 4.01 29.93 4.25
Frctn Lose (f[) 2.62 Cum Volume (acre-ft l 6.95 6.92 5.24
C L E Lose Ift) 0.14 Cum SA (acres) 5.55 1.42 4.32
aming: The energy equation could not be balanced within the specified number of iterations. The
program used critical depth for the water surface and continued on with the calculations.
arming: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
arming: The energy loss was greater than 1.0 It (0.3 ml. between the current and previous cross section.
This may indicate the need for additional cross sections.
iming: During the standard step iterations, when the assumed water surface was set equal to critical
depth, the calculated water surface came back below critical depth. This indicates that there is
not a valid subcritical answer. The program defaulted to critical depth.
10SS SECTION OUTPUT Profile NQ100
E.G. Elev (ft) 2623.44 Element Left OB Channel Right OS
Vel Head Ift) 0.58 Wt. n-Val. 0.048 0.062 0.051
W.S. Elev (ft) 2622.86 Reach Len. (ft) 60000
. 615.00 63000
Crit W. '5' (f t) 2622.86 Flow Area leq ft) 108
.61 65.02 104.71
E.G. Slope (ft/ft) 0.019392 Area (eq ft) 308.61 85.02 104.71
Q Total (cfe) 1621.00 Flow (CIS) 487.28 670.97 462.75
Top Width (ft) 235.91 Top Width (ft) 109.35 21.70 104.86
Vel Total (ft/9) 5.43 Avg. Vel. (ft/5) 4.49 7.89 4.42
Max Chi Dpth fit) 5.07 Hydr. Depth (ft) 0.99 3.92 1.00
Conv. Total (cfe) 11640.4 Conv. (cfs) 3499.1 4818.2 3323.0
Length Wtd. (ft) 611.03 Wetted Per. (ft) 109.43 23.38 104.90
Min Ch E1 (ft) 2617.79 Shear (lb/8q ft) 1.20 4.40 1.21
Alpha 1.27 Stream Power (lb/ft el 5.39 34.74 5.34
Frctn Leas (ft) 2.55 Cut, Volume (acre-ft) 8.25 7.48 6.90
C 6 E Lees (ft) 0.15 Cum SA (acres) 5.76 1.42 4.94
ming: The energy equation could not be balanced within the specified number of iterations. The
program used critical depth for the water surface and continued on with the calculations.
ming: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for
additional cross sections.
ming: The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than
0.7 or greater than 1.4. This may indicate the need for additional croae sections.
ming: The energy lose was greater Chan 1.0 ft (0.3 m). between the Current and previous cross section.
This may indicate the need for additional cross sections.
ming: During the standard step iterations, when the assumed water surface was Bet equal to critical
depth, the calculated water surface came back below critical depth. This indicates that there is
not a valid subcritical answer. The program defaulted to critical depth.
*nIOH
VER: z in channel
FCH: main channel RS: 108.2
PUT
4cription: Proposed Xsection, Sta 31.20 Reach 2
?rox Sta 18.46
3 of
•footbridge•
ations 0 thru 29.49 from Arcadia survey
'tions
-293 thru -7.3 and 59.5 thm 157 taken from NCDOT topo
Rion Elevation Data - 28
Sta Elev Sta Elev Sta El ev St. El ev Sta Elev
-302 2620 -270 2619 -220 2618 -124 2617 -108 2616.9
-95 2617 -45 2617.4 -35.17 2617.51 -29.537 2616.1 -14.544 2616.1
14.542616.099 -12.899 2615.68 .11 *514 2614.82 -8.748 2614.46 -5.901 2614.12
-.005 2613.56 2.943 2614.12 4.376 2614.46 5.759 2614.81 6.456 2615.68
7.162616.098 7.163 2616.1 7.27 2616.1 22.155 2616.1 29.112 2617.84
34 2617.84 102 2619 148 2620
1
wing's n Values I num. 5
Sta n Val ! Sta n Val Sta n Val Sta n Val Sta n Val
-302 .04 -45 .06 -14.54 .062 7.16 .06 34 .04
0c Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
-14.54 7.16 40 40 40 .3 .5
ISS SECTION OUTPUT Profile 4Q2
'..G. Elev (ft) 2617.31 Element Left OB Channel Right OR
'el Head (ft) 0.24 Wt. n-Val. 0.059 0.062 0.060
'.S. El ev (ft) 2617.06 Reach Len. (ft) 40.00 40.00 40.00
Pit N.S. (ft) 2616.54 Flow Area (9q ft) 19.99 56.98 16.29
.G. Slope (ft/ft) 0.009727 Area IBq ft) 19.99 56.98 16.29
Total (cfe) 323.00 Flow (cfe) 38.61 248.45 35.95
op Width (ft) 102.26 Top Width (ft) 61.71 21.70 18.84
el Total (ft/.) ! 3.46 Avg. Vel. (ft/s) 1.93 4.36 2.21
ax Chl DPth (ft) 3.50 Hydr. Depth fft) 0.32 2.63 0.86
onv. Total (cfa); 3274.9 Conv. (cfa) 391.4 2519.1 364.5
ength Wtd. !ft) I 40.00 Wetted Per. (ft) 61.83 22.74 18.96
in Ch E3 (f[) 2613.56 Shear (lb/eq ft) 0.20 1.52 0.52
lpha 1.30 Stream Power (lb/ft a) 0.38 6.63 1.15
rctn Less (ft) Cum Volume (acre-ft) 0.18 2.93 0.21
6 E Lose (ft) Cum SA (acres) 0.44 1.11 0.45
SS SECTION OUTPUT Profile 8030
.G. Elev (ftl 2619.51 Element Left OB Channel Right OB
d (ft) 0.07 Wt. n-Val. 0.044 0.062 0.058
(ft) 2618.44 Reach Len. (ft) 40.00 40.00 40.00
f ft) 2617.63 Flow Area (sq ft) 254.15 86.85 58.76
e (ft/ft) 0.002131 Area (nq ft) 254.15 86.85 58.76
(cf.) 763.00 Flow (c fa) 437.04 234.80 89.16
?p Width (ft) 311.11 Top Width lft) 227.43 21.70 61.98
El Total (ft/0) I 1.90 Avg. Vel. (ft/s) 1.72 2.70 1.52
ax Chi Dpth (ft), 4.88 Hydr. Depth (ft) 1.12 4.00 0.95
lnv. Total (cfa) 16483.5 Conv. (cfa) 9466.4 5085.9 1931.3
.9th Wtd. (ft) 40.00 Wetted Per. (ft) 227.62 22.74 62.20
(n f31 E1 (ft) 2613.56 Shear (lb/sq ft) 0.15 0.51 0.13
lpha 1.17 Stream Power (lb/ft e) 0.26 1.37 0.19
^Ctn Ives (ft) Cum Volume (acre-ft) 1.27 4.49 1.32
e E Loea (ft) Cum SA (acres) 1.11 1.11 1.43
Z, SS »..3E L".... r.. Frzfa:e 4:50
E:;. ftl .613-:5 E--t Left C3 th-I Right 03
ei read : -C7 tit. n-YD, O.Oq 0. c62 0. C54
Y.,. _e< iftl '6:9.:J Rear_'e :.ea. (ftS 40.00 43 Co
_ 40. C0
."..:t Y.S. ift) 1. F!- Area {s7 ft? 415-48 I:1
-21 .2 53
E.C. S.cpe iftift) G.CiIE65 Area :sT ft) 4:5.48 1:1.21 112-53
0 Total (cfs) 1326.00 Fl.. icfa) 559-15 :E3-46 183.'+-9
7cp Width tft) 373.88 ;t2 Yid--.i* ift) E9 2,.70 39.43
1'el T..2a: ftla) -:1 A:g_ :el- tfcial 2.:7 2-SO 1.63
74aa r' {cu (ft, 5-4 Bi =r- .:4th tfti 1-61 4.56 1.13
fcfs7 i---:..f Csr. tcfs) :551.8 6563.0 4246.0
L, -b Y (ft)
2 4: "wetted Per- :ft; 22.74 59.72
Y?i C E.
{ftl :E:3-55 Si- tIL;aJ ftl 0.52 0.13
A:; :a 1.:8 sit-. :;- ilt.,ft s) G.35 1.45
Fr-t= :...s ;ft) a.
Ca vtle `. arze-ft)
7-46
5.63
3.79
4 E:t . i_.. Ca SA ia_zes7 }. GS 1-Il 2.91
y.=y' Sz ^3t 4.._-
' - - tft) ;E:3.46 El eae:t :,eft CB C.anvel Right 0e
(fs) -:8 - a-'.'a1. 0-043 O- C62 O. 053
Yi- = w tftl 9.31 Lea_ ift) 4C. CC 43-CG 40.00
Y.S. (ftl :6:3. i5 T,- Area is4 fc} fEa-55 2".7.24 141.95
' S.t4e ...
-'
-- 772 A.-. ed t e ZC) S155 1::7.24 142.55
?.s. __s) .0
. Fl- t:`_11 075.33 34.21 44
Z.- fft) 4:1
.55 :?p Yam Cft) 61.59 :3.73 ZI2.17
re: .>•-. s) i9
2- A': j- CEl. {ft!si
2.
- 84 1.'0
Haa ct.::p: ift) 5.82 ;c - Cc;tli iftl 1-E3 4-SS 1
.
?.v. T:;ra: [cfal 5:3.2
'a C_ . tcfe) 5545-5
• 7227.4 5735.9
L-g-h UTZ. tf c3 4G.:3 Welted Per. ift) :67.8 ^.74
2 112.50
M n S E: tf it :613.56 Seat tlLisa ft) C.20 0.52 0-14
A:. 1.47 Streaa ao-er (:Lift a) C-44 1.48 0.224
F_-ct.^. :mss SZt) Ca 'F:iuae taare-ft) 4.14 6.12 5.12
• E :c=_a Oft) ca sA taues) 3.17 1.Z7 3.37
C1.:
Iii=R. ze: c'a <I
T?.:t}.: as as c`a==^3 ;?i: 2:3_:5
L! zRit _G-_
:ata:a-e f a ??atreaa ss - 13
Z,--k E,-f Y=c3 - 12
w_ir C.._• lent - 2.6
Ctreaa Lsck."F_.ad+ay C-d-rates
13
ata it =.-3 In ti C:-I L. Ct J =ta Ei rd In Cord
26:a
b:S -170 :517 - 15
a7 254 -E5 -43 2£21
__ 45 :621
11 2£20 93 26;9 56 ^2619
264 :6..
i?:ze_a Brt 3e Cr.?s Se^_i? ata
_tst.3 E: - - Za 23
Sta Ever Sa - er - Ever 5ta E/rr St. F!
-3C: :623 -270 2613 -223 2617 -124 2611 -3C3 616.9
-55 -617 -45 225217.4 -35-17 :617.5i -:3.537 2616.1 -14.544 1616.1
:4.54:6:6-:99 -I3-859 5-E8 -1I-51{ 2614.dZ -d-158 :£34-46 -5-5L1 2624.12
-.GC^5 2'£:3.56 -543 2614-IS 4.376 -2614-a6 5-759 2£24.21 6-456 2£:5.68
•r-- •s:5E 7-IE3 2616.1 -:7 _ 6.1 12.155 616-1 29-112 1617. 54
•.34`:627.84 1:2 2619 h14a :c2.
Ya Ing-s 0 7a1xs 5
Std a Val S:-a n VDl Sts II Cal Sts II tsl St. II Val
-302 -:4 -45 -06 -14-54 CE2 7.16 34 C4
Std: :efr C-,eff C-tr. Exyan-
-14-54 7.16 -3 -5
G. .streaa Aecki Roadwy Cxrdirarea
nom 13
St3 Fi c-rd L. Cord Sta Hi Cord 1. Ccrd St. Hi Cord LO Cnrd
-228 2618 -170 2617 -109 2618
-87 2619 -65 2620 -43 2621
-21 2622 27 2622 49 2621
71 2620 93 2619 56 26i9
164 2620
Downstreaa Bridge Crcas Seed= Data
Station Elevation Data n,^_ 31
Sta El ev Sta Elev Sta Elev St. El- Sta Elev
-2'252 2619 -219 :618 -174 :617 -45 2616.8 -33.12 :616.53
-29.54 2625.7 -3{-72 2615.1 -14.55 '2625.7 -12.9 2615.04 -21.53 2633.82
-8.75 3613.31 -5.91 2612.81 0 2612 2-54 2b12_E1 4.38 2613.31
5.76 26:3.82 6.45 2615-C9 7.15 22615.7 7.23 2615-7 7.47 2615.7
22.16 26:5.7 26.37 2615.7 :8 2617 32 2,Is 37 :618
47 2618 45 2517 57 2617 64 :617 115 2618
130 2619
MaLrsi^.g •3 a .aloes 5
Sta 7 Val Sta r. Val St-a n Val Eta n Sta n Val
-262 .:4 -45 ..e -24 55 .C62 7.25 -36 37 .C4
Bank Sra: Left Right C.eff C-.-,r- Ex;-.
-24.55 7.15 .3 .5
Ray-.t L-- Stati 37 Eletiati 2618
.Tsucaa 6u-t -le sltpe tc 2.7 s-ertiral
LG .StrEaa r t 3-Se z'-Pe to S.i t'eLt._dl
ILZic.Z a::O.aLie _^?-e f Yert flc 55 ,..
E:eratix at d-•ch ---r fl v beg rs - :6:7.1
Sr- :saS --1 2=111-y
Spill-Y Trigs eased - des_s -
.e-r crest sax - 'crtad Crested
s.zSer o. ?.?•-er_a - 3
y-,s = Rise Spa-:
3
rezt 42 C--
F3e2. .'drt ! - tea Y__.ii 'ape C.1 ert
: a e 8 3- =tom fr?a fill
-- -terra U ,-
B ie1 LLc-1Y 1- C::tf
,,.-.rte- .y._tZa :.-3t 'Les--p 3 sttx a Depth
-hi
av.s:iesa El-ti- . 2615.7
C-terlire Static - -23-5
C'?a-<r_ tae Et=;e .Rase sir-
CI 7.25 -C.S
Fria C:arc 8 9 - faired •irq a:1. -' IRAs( t p edge br:el
F-.7 Stare 8 I. - Yas ll flared 45 deg.; islet tcp edge be.,el-O.C43D
v-x Cat-A - saghc.4t U.S. Es
la-?i :.z"+. e:.zv Last L-S:h :.? n b`tt? n Lrth B-ked Entrance Ices Ccef
6 -" ::4 -C5 0 .7
: aueaa M -ti- - 2623-56
Exit L- Coef
Z
Exit 1-3 Coef
1
•
•
•
Centerline Station - -3.5
Downstream Elevation - 2612
Centerline Station - -3.5
Culvert Name Shape Rise Span
Culvert 13 Circular 3
PHWA Chart # 1 - Concrete Pipe Culvert
FWWA Scale # i - Square edge entrance with headwall
Solution Criteria - Highest U.S. EG
Cn1Vart Upetrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loas Coef
0 40 .024 .024 0 .9 1
Upstream Elevation - 2616.1
Centerline Station - 16.5
Mean Elevation - 2615.7
Centerline Station - 16.5
CULVERT OUTPUT Profile #Q2 CUly Group: Culvert #2
Q Culy Group (Cfa) 5.76 CUly Full Len (ft)
# Barrels 1 CUly Val US (ftle) 3.44
Q Barrel (cfe) 5.76 Culy vel DS (ft/s) 2.23
E.G. US. Ift) 2617.31 Culy Inv E1 Up (ft) 2616.10
W.S. US. (ICl 2617.06 Cu ly Inv E1 Do (fU 2615.70
E.G. DS if c) 2616.96 Culy Frctn Le (f t) 0.19
N.S. DS (It) 2616.80 LU1v Exit Loss (f[) 0.00
Delta EG (f t) 0.35 Culy Entr Losa (ft) 0.17
Delta WS (f t) 0.26 Q Weir (cfe) 0.00
E.G. IC (f t) 2617.14 Weir Sta Lft (ftl -153.13
E.G. DC (ft) 2617.31 Weir Sta R9t Iftl -151.49
Culvert Control Outlet Weir Submerg 0.00
CUly WS Inlet (ft) 2616.96 Weir Max Depth (ft) D.Ol
Cult' WS Outlet (ft) 2616.88 Weir Avg Depth (ft) 0.01
CUly Mml Depth (ft) 0.81 Weir Flow Area (eq ft) 0.01
CuIv Crt Depth (ft) 0.75 Min E1 Weir Flow (f[) 2617.30
Warning: During subcrltical analyefe, with the exit loss Bet -1.0, the projected WSEL in culvert has a lower
energy than the downstream energy. Most likely, the downstream cross section blocks part of the
culvert or the ineffective area is set too far in. Instead of projecting the WSEL, the program did
an energy balance to get the WSEL inside the culvert at the downstream end.
CULVERT OUTPUT Profile #Q10 CUly Group: Culvert #2
Q CuIv Group (Cf.) 20 .21 Cult' Pull Len (ft)
# Barrels 1 CUly Val US (f[/ e) 4.46
Q Barrel (Cf.) 20 .21 C lV Vel DS (Et/B) 3.83
2E.G. US. IIt) 2618 .51 CuIv Inv E1 Up (ft) 2616.10
W.S. US. If t) 2618 .44 CuIv Inv El On Ift 2635.70
E.G. DS (ft) 2617 .91 Cult' FrCtn Le (ft) 0.22
W.S. DS (f t) 2617 .60 Cu Exit Loas (ftl 0.11
Delta EG (f t) 0. 60 Cult' Entr Loss (ft) 0.28
Delta WS (f t) 0 .64 Q Weir (cfe) 242.19
E.G. IC (f t) 2618. 31 weir Sta LEt (ft) -245.32
E.G. OC (ft) 2618. 52 Weir Sta Rgt (ft) -97.86
Culvert Control outlet Weir Submerg 0.17
Cult' WS Inlet (ft) 2617. 93 Weir Max Depth (ft) 1.21
Cult' WS outlet (ft) 2617. 80 Weir Avg Depth (ft) 0.71
C1ily Nml Depth lft) 3. 60 Weir Plow Area (eq f[) 104.67
Cult' Crt Depth lft) 1. 44 Min El Weir Flow (ft) 2617.30
CULVERT OUTPUT Profile 0950 CuIv Group: Culvert #2
Q CUly Group (Cf.) 30.04 Cult' Full Len (fU
# Barrels 1 Cult' Vel US (ft/s) 5.10
Q arrel (cfs) 30.04 CUly Vel DS (ft/a) 4.79
S. (ft) 2619.18 Cu Inv E1 Up IEt) 2616.10
(ft) 2619.10 Cu IV Inv El On (f[) 2615.70
S (f C) 2618.33 Caly Frctn La (ft) 0.29
DS (f G) 2618.19 Cult' Exit Lose (ft) 0.22
Delta EG lIt) 0.85 CuIv Entr Was (ft) 0.36
Delta WS (f t) 0.91 Q Weir (cfe) 655.20
E.C. IC (f t) 2618.99 Weir S[a Lft (ft) -275.75
E.G. OC (f t) 2619.20 Weir Sta Rgt (ft) JOB.21
Culvert Control Outlet Weir Submerg 0-30
Culy WS Inlet (ft) 2618.43 Weir Max Depth (ft) 1.89
Cult' WS Outlet (ft) 2618.19 Weir Avg Depth (f t) 1.05
CuIv .1 Depth (f t) 2.09 Weir Flow Area (sq ft) 211.99
Cult' Crt Depth (ft) 1.78 Min El Weir Flow (ft) 2617.30
CULVERT OUTPUT Profile #Q100 Cult' Group: Culvert 02
Q CuIv Group (cfe) 33.49 CuIv Pull Len (ft)
# Barrels 1 Cult' Val US (ft/.) 5.14
Q Barrel We) 33.49 Cult' Val DS (ft/B) 4.96
E.G. US. (ft) 2619.46 Cult' Inv fil Up (EC) 2616.10
W.S. US. (ft) 2619.38 CUly I- E1 Dn (f[1 2615.70
E.G. DS (ft) 2618.57 CUly Prctn L. (ft) 0.31
W.S. OS fftl 2618.43 CU IV Exit Loaa (ft) 0.24
Delta 113 (ft} 0.89 CUly Entr loss (ft) 0.37
Delta WS (ft) 0.95 Q Weir (cfa) 897.87
E.G. IC (f[) 2619.23 Weir Sta Lft (ft) -284.55
E.C. OC (ft) 2619.48 Weir St. Rgt (ft) 122.91
Culvert Control Outlet Weir Submerg 0-34
Cult' WS Inlet (ft) 2618.71 weir Max Depth I[t) 2.16
Cult' WS Outlet (ft) 2618.43 Wet[ Avg Depth lftl 1.15
Cult' Nml Depth (ft) 2.28 Weir Flow Area (sq ft) 285.37
Cult' Crt Depth (ft) 1.88 Min E1 Weir Plow Ift) 2617.30
'IMVERT OUTPUT Profile #Q2 Cult' Group: Culvert #I
Q Cult' Group (cfa) 311.49 Cult' Full Len Ift)
# Barrels 1 Cult' Ve1 US (C[/s) 4.87
Q Barrel (cfa) 311.48 CuIv 'lei DS IE[/s) 3.16
E.G. US. (f t) 2617.31 Cult' Inv S1 Up lft) 2613.56
W.S. US. (ft) 2617.06 Cult' Inv E1 On (f t 2612.00
E.G. DS (ft) 2616.96 Cu V Frctn LB If C) 0.09
W.S. DS (ft) 2616.80 Cu Iv Ex it Loss (f t) 0.00
Delta EG (ft) 0.35 Culv Entr Loaa lft) 0.26
Delta WS (ft) 0.26 Q Weir (cfe) 0.00
E.G. IC (I t) 2616.69 Weir Sta Lft ([[) -153.13
E. G' OC (f t) 2617.31 Weir Sta Rgt If t) -151.49
Culvert Control Outlet Weir Submerg 0.00
CuIv WS Inlet (ft) 2616.68 Weir Max Depth (ft) 0.01
Culy WS OutI ec (f t) 2616.80 Wer Avg Depth (ft) 0.01
Cult' Nml Depth (ft) 1.61 Weir Plow Area (aq ft) 0.01
CuIv Crt Depth (ft) 1.93 Min El Weir Flow (ft) 2617.30
Pltl' Profile 0910 Cult' Group: Culvert #1
oup (Cf.) 476.39 CUIV Full Len (ft)
# Barrels 1 Cult' Val US (ft/B) 571
Q Barrel We) 478.39 Cult' Vel DS (ft/e) 4.-02
E.G. US. (f[) 2618.51 Cult' Inv E1 Up If t) 2613.56
WS. US. (ft) 2618.44 CUly Inv E1 On (ft) 2612.00
E..G. DS (ft) 2617.91 Culy Prctn Ls (ft) 0.30
N.S. DS (f t) 2617.80 Cu lt' Exit Lose (ft) 0.14
Delta EG If t) 0.60 CuIv Entr Lose (ft) 0-35
Delta WS (f t) 0.64 Q Weir (cfa) 242.19
E.G. IC (f t) 2617.13 Weir Sta Lft lft) -245.32
E.G. OC (ft) 2618.51 Weir Sta Rgt (ft) -97.86 y
r ? :___ •!L} "6:7.£5
v sal :,ep'3 t3 2-:3
?r.__'_? .ft) 3.ST
CULCERT OUMM rmfile t2s) C:lv
Q C,- Q Su (cf.) 610.71
1 Barrels I
Q Bagel (cf.? 510.71
E-G. L!t) :6I9.I!
W.S. z (f t) "619.10
(f t) 6:3-33
W_S. S :it3 :6:3.39
2:5 0-25
...c.: to IZ ilil
t)
L:6.46
:7[ "13-:4
-er- r •p.t:et
ftj
r tij f`.
r 9m:? 2.43
...s Zit i!t, 3-:2
Keir S;=Y.en C.S7
Ke:z wax Lepth {f t7 1.23
t1 0.77
weir F:x Are3 (a? ft; 1:4.67
El Ke:r Fix Ifti :£17.30
Group : C,Ivert it
C:lv Ft:11 Ian (ft)
r ceE U' 4f:i a) 675
C.lv Bel ns iftl!) 4..61
C_Iv 1-r El LIP aft) 2613-56
Culr 1-v f2 D. (ft) 2612. CO
C.-ir Frctn la (f t) 0-13
C;lv Exit Lcsa Lft) 0.22
C.:lv r tz ::.ss Lft) 0 .43
Ke:z tcfs) 655.20
e:z Sta :.ft tit? :75.75
S:a Iftl 18.21
Wear S"zrg .30
.e:r Was Lett: 'r t,
1.69
.err Ag ze'; if c! 2.C5
tie:z F - A _ iaq ft) 221-93
74:n E! Weir F:- tftl :617.30
C=:> X=_77 _frl. fy::0 C:lv G.-4, .avert 11
Q s _-aP fcfs) 656.15 Ciir F:ll Len (ft)
• filar: e1. 1 gel IS (ft/8) 6.69
Sar_e_ t_s) 656.35 C,:lv :'el =S (Eris) 4.98
Lft7 2613.46 C.lc I- El L}7 (ft) 2613.56
t) "63.3! - Dn (f[) 2612. co
Li If t) '£:d-5T v Fres Ls If t) 0.13
S ft) :6/4. 4J C:.•v 11t 1cs! tfl) 0.24
=e,:ta !t7 J-!9 Entr lcsi tft) 0.52
0-35 err {cfs; 697.57
w..r Sta Lft (ft) -is 4. 55
E.5- LC t) 2--:.46 Lenz S- a,- {ft) .21.93
zvtlet Wear S-i-g C-34
r Wj e.
1 :1.:1 z naz Depth fit -
Z?Zc WS ?Ltst if ;-:2 Weir Ag Lett_ if t7 3.15
r S+al Lath 2 .'_4 e:r Fix Area t?q `il 235.37
,ft) 3.17 r.? Ei re- E:t. 1ft) :6:7.30
?_•u. <?,?- F-_.rle Flt C:iv Grc_:.: C I---t $3
..p tcfs!. 5.76 -ilv F:il Lem If0
i Barrels 1 C_Iv Vel US MI.) 3.44
;i Sarre: lifsi 5.76 C:lv ':el LS (file) 2.23
i!t) 2627.]1 C_/v 1:. EI Ly tf ti 2616-10
Y.S_ w. f_`ti 2627.[6 GIv 2 V. Do (fc) 2625.70
E_G. _ti :626.96 CL?l v Frr la tft) 0-:9
W_S_ Ds !t) : - Exrt Lcsa (f tl 0.C0
its I- tft) 0.35 C.lv r Lcas aft) 0.17
0.16 G K r It!.) C.CO
_ tieiziS.3 L`t if. - .Il
if-
^3 iO`:et Keir S_aerg
50 _co
v as Wet tft) 2£:6-96 r Mar[ :r3 C) 0.61
_::et ili7 2616-11 near A--? ;et,11i tft) O.LI
r a•cl:,e^}1' tfi} 9.4I weir Fl tv 7•rea i8? tG) -63
??r 7 R•3 :fez 0.75 ..ra El Kerr FECW LIG) 2617.30
tiar_ia3: D-ia3 e-.h-rtical aallsis, with the exit ]csa set .1.0, the pro3ected WSSL in Nlvert has a lxer
_'sz tan t`e .'.c _-streaa c ergy. )tst Iakely, the darastreas cross section blocks part of the
cz:Ivert or the rneffective area is set too far in. Instead of projecting the WSEL, the program did
ao enerTf balaxe to Se: t'.e uC. firs fide L.e Gvlvert at the downatreas end_
rA'...u M-_-77 Fr-_f-le #:la CLv Grc-:P: C:r-vert 83
Q Glv .;-rv? (cfs7 22.:I ca?v F:II It's (ft)
i barre39 1 NIv vel 1:S (fti H) 4.46
Q Barrel (cfa) 20-21 Cnly Vel 1S aft /s) 3.83
S.G. L5. (ft) 1618.51 Nlv Irv El alp (ft7 2616.10
W.S_ L'S. ift) "2618.44 Nlv L- EI Dn Lft) 2615.70
E.G. CS Ift) 2617.91 Nlv Frc[n LS (ft) 0.22
W_S. 15 If[) 2617.86 Nlv Exit Ins! (LC) 0.11
Lelia ? Iit:7 0.60 N1v Eztr 1Cee 1ft) 0.28
Del Ca WS (ft) 0.64 Q Weir (cfa) 242.29
S.G. IC Eft) 261!.17 Weir Slift (ft) -245.32
S-G. GC If c) 2611.52 Weir St' F.9t (ft) -9786
Nlvert Control c tle[ Weir S.beer3 0..17
NIv KS Inlet (ft) 1611.93 Weir Max Depth (it) 1-:3
NIv US outlet (CC1 2617.69 Weir Av-3 Lepth (ft) 6.71
Cult' Wal Depth !f t) 1-60 W:- Flo. Area (.4 ft) I0t-67
aal Crt Depth Ift) 1.44 Min El Weir Flow (ft) 2617.30
L•JL: uT OUMT FrOfile BQ50 NIv Grtup: Nlvert 83
4 C- Gro« (cfs) 30.C4 NIv Full Sirs (ft)
i Barrels S LU1 Vel US (ft/s) 5-10
Q Barrel Icfs) 30. C4 CLly Vel CS If [Je) 4.79
E.G. i5. (ft7 :619.18 C al, Irv F1 Up if tl 2616.10
K.S_ IS_ LCC) :fi 79.10 Cult' Irv El D. (fit 2615.76
E.G. L5 Ift) 2618.33 Cult' Frctn Za (Ct0.29
W.S. ".S {ft{ :618.19 Cu1v Exi[ I<8! (f!) 0.22
Delta EG (it) 0:65 Cult' ?.[r Ica! (ft) 0.36
Lelts US ift) C.92 Q Wear (cf.) 655.20
E.G. :C (€c1 2628.8 'weir Sta Lft lLtl -275.75
E_ G. CC (ft3 :519.20 Weir Stn R_t ift) 1.8.21
Calvert C__tztl P.tIet Weir S--bmerg 0.30
C4 7Ci :.,et 1ft) 2618.43 Weir Max D--,Lh (ft) 1.89
0.:2v as 0.-., r_ (ft} 2£1!.19 Wear A,.g Leah (f:) 3-05
Clv ?I :?_h (fti 2.C3 weir Fl- Area !sq Lt) 221.99
„_.v .Y :+e;th (it, 1.73 Min a Kerr Flt. tft} :617.30
C-.•v Grt,_V: C_lrr 83
c!sl 33-49 C?"v 1_11 Ins, tit)
i Ba.,-s•! C_lv gel LS (ft'8) 5.14
at 4.96
Srre? c!s' 31.43 C_'r t- i zS
'- 5.46 C'v ft) -6;
6.
a.5 5 '31 C1v 2LV ar t)
C_lv FYRn+:s ift) 0.31
W_S_ !!} 3 C:lr Exit Lc!! (Itl 0.24
De-Its Ei fft3 C.23 C:Iv F=tr 14is tft) 0.37
Le: to ':S fit_` Q Weir (cfs) 897.87
EG IC (f L 2618.59 Weir St. Lft J,G) -284-55
E..G. - OC (ft7 l 2619-48 Weir Sta Rgt (ft) 122.91
Culvert Coctm, CGri let Weir Stbner9 0.34
Caly WS /r,et (ft{ 611.71 Keir Max Depth (ft) 2.16
C?i . WS 613et (Lt$ :6:8.43 Weir Avg Depth aft) 1.15
C:.'r "L Z.;tz, Lfr) 2.:8 Weir Fl- Area (eq ft) 285.17
(":v C2 Dep_ ;ft) :.EB Min El Weir Floc Ift) 2617.35

RIVER: main channel
REACH: main channel RS: 108.1
INPUT
Description: Proposed Xsection, station 31460, reach 2
npprox station
19.26
D/S of "footbridge.
9ta 0 thru 34.0 from ARCADIS
survey
to a -293 thru -49 and 46.5 thru 208 from NCDC)T topo
El evatlon Da[a num. 31
El ev Sta El ev Sta Elev S[a Elev S[a El ev
2619 -219 2618 -174 2617 -45 2616.8 -73.12 2616.59
4 2635.7 -14.72 2615.7 -14.55 2615.7 -12.9 2615.09 -11.52 2613.82
-8.75 2613.31 -5.9I 2612.81 0 2613 2.94 26,.81 4.38 2613.31
5.76 2613.82 6.45 2615.09 7.15 2615.7 7.23 26215.7 7.47 2615.7
22.16 2615.7 26.37 2615.7 28 2617 32 2618 37 2618
41 2618 45 2617 57 2617 84 2617 115 2616
130 2619
taming 'a n Values num. 5
S t a n Val Sia n Val Sta n Val Sta n Val Sta n Val
-262 .04 -45 .06 -14.55 .062 7.15 .06 37 .04
Sank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
-14.55 7.15 190 220 235 .3 .5
tight Levee Station. 37 Elevation. 2618
.ROSS SECTION OUTPUT Pro file NQ2
E.G. Elev (ft) 2616.96 Element Left 08 Channel Right OB
Vel Head (ft) 0.15 Nt. n-Val. 0.060 0.062 0.060
W.S. EI ev (f t) 2616.80 Reach Len. (ft) 190.00 220.00 235.00
Crit N.S. (ft) 2615.08 Flow Area (aq ft) 20.18 76.55 21.97
E.G. Slope (ft/ft) 0.004264 Area (sq ft) 20.18 76.55 21.97
Q Total (cfe) 323.00 Flow (cfe) 24.74 26,.64 36.62
Top Width (ft) 74.80 Top Width (ft) 32.50 21.70 10.60
Vel Total (ft/s) 2.72 Avg. Vel. (ft/9) 1.23 3.42 1.67
Max Chi Dpth (ft) 4.80 Hydr. Depth (ft) 0.62 3.53 1.07
Coco. Total (cfe) 4946.7 Conv. (cfa) 378.9 4006.9 560.8
Length Wtd. (ft) 219.59 Wetted Per. (ft) 32.61 23.72 20.99
Min Ch E1 (f t) 2612.00 Shear (lb/eq ft) 0.16 0.86 0.28
Alpha 1.34 Stream Power (lb/ft 8 ) 0.20 2.94 0.46
Frctn We. (ft) 1.74 Cum volume (acre-ft) 0.16 2.87 0.19
C 6 E Loss (ft) 0.11 Cum SA (acres) 0.40 1.10 0.43
earning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than
0.7 or greater than 1.4. This may indicate the need for additional crone section..
laming: The a ergy loss was greater than 1.0 ft (0.] m). between the current and previous cross section.
Thia may indicate the need for additional croas sections.
tote: Multiple critical depths were found at this location. The critical depth with the lowest, valid,
energy was used.
ROSS SECTION OUTPUT Profile tQ10
E.G. Elev (ft) 2617.91 Element Left OB Channel Right OB
Vel Head (ft) 0.31 Wt. n-Val. 0.046 0.062 0.060
W.S. Elev (ft) 2617.80 Reach Len. (ft) 190.00 220.00 235.00
Crit W.S. (ft) 2617.17 Flow Area (sq ft) 180.80 98.16 43.98
E.G. Slope (ft/ft3 0.003153 Area (eq ft) 180.80 98.16 43.98
Q Total (cfe) 761.00 Flow (cfe) 330.41 340.50 90.09
Top Width (ft) 241.14 Top Width (ft) 195.40 21.70 24.05
cal (it/.) 2.36 Avg. Val. (ft/.) 1.83 3.47 2.05
1 Dpth (ft) 5.80 Hydr. Depth (ft) 0.93 4.52 1.83
otal (cf.) 13552.3 Conv. (cfa) 5884.1 6063.8 1604.4
Wtd. (ft) 213.45 Wetted Per. (f t) 195.52 23.72 24.60
Ch E1 (f t) 2612.00 Shear (lb/sq ft) 0.1E 0.81 0.35
Alpha 1.32 Stream Power (lb/ft s) 0.33 2.83 0.72
Frctn Loss (ft) 1.27 Cum volume (acre-ft) 1.07 4.40 1.27
C 6 E Loss (ft) 0.14 Cum SA (acres) 0.92 3.10 1.39
arming: The conveyance ratio lupstream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
arming: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional croas sections.
ote: Multiple critical depths were found at this location. The critical depth with the lowest, valid,
energy was used.
ROSS SECTION OUTPUT Profile 4Q50
E.G. Elev (ft) 2618.33 Element Left OB Channel Right OB
Val Head (ft) 0.14 Wt. n-Val. 0.045 0.062 0.049
W.S. Elev (f[) 2618.19 Reach Len. (ft) 190.00 220.00 235.00
Crit W.S. Ift) 2617.62 Flow Area (eq ft) 260.47 106.63 126.07
E.G. Slope (ft/ft) 0.003745 Area (eq ft) 260.47 106.63 126.07
Q Total (cfe) 1326.00 Flow (.is) 628.35 425.98 271.67
Top Width (f t) 344.97 Top Width (ft) 212.59 21.70 110.69
Val Total (ft/a) 2.69 Avg. Val. (ft/sl 2.41 3.99 2.15
Max Chl upth (ft) 6.19 Hydr. Depth (ft) 1.23 4.91 1.14
Conv. Total (cfe) 21668.1 Co". (cfe) 10267.9 6960.9 4439.1
IengU1 Wtd. IIt)i 209.20 Wetted Per. (ft) 212.71 23.72 111.41
Min Ch E1 (ft) 2612.00 Shear (lb/8q ft) 0.29 1.05 0.26
Alpha 1.21 Scream Power (lb/ft e) 0.69 4.20 0.57
Frctn Wes (ft) 1.40 Cum Volume (acre-ft) 3.15 5.54 3.68
C 6 E Was (ft) ? 0.11 Cum SA (acres) 2.84 1.10 2.81
3rning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than
0.7 or greater than 1.4. This may Indicate the need for additional cross section..
4rning: The energy lose was greater than 1.0 ft (0.3 m). between the current and previous cross section.
This may indicate the need for additional cross sections.
)ts: Multiple critical depths were found at this location. The critical depth with the lowest, valid,
energy was used.
LOSS SECTION OUTPUT Profile BQ100
E.G. Elev (ft) 2618.57 Element Left OB Channel Right DB
Val Head (ft) 0.14 Wt. n-Val. 0.044 0.062 0.048
N.S. El- (ft) 2618.43 Reach Len. (et) 190.00 220.00 235.00
Crit w.S. Ift) 2617.77 Flow Area (eq Lt) 331.86 111.75 152.62
E.G. Slope (ft/ft) 0.003604 Area (eq f[) 311.86 111.75 152.62
Q Total (cfa) 1621.00 Flow (cfe) 809.31 451.88 359.81
Top Width (ft) 1 358.67 Top Width (ft) 222.74 21.70 114.23
Val Total (ft/.) 2.81 Avg. Val. (f[/a) 2.60 4.04 2.36
Max Chi Dptb (ft) 6.43 Hydr. Depth (ft) 3.40 5.15 1134

T
tal
(.fl) 27001.5 Conv. (cfs) 13480.9 7527.2 5993.4
td. (ft) 208.44 Wetted Per. (ft) 212.86 23.72 114.96

*
o
1 (ft) 2611.00 Shear (Ib/sq ft) 0.33 1.06 0.30
3.16 Stream Power (lb/ft a) 0.82 4.29 0.70
,
Ies (ft) 1.40 Cum Volume (acre-ft) 3.77 6.02 4.98
C 6 E Ina: (f t) 0.1] Cum SA (acres) 2.94 1.10 3.27
inning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than
0.7 or greater than 1.4. This say indicate the need for additional cross sections.
iming: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous croas section.
This say indicate the need for additional cross sections.
)te: Multiple critical depths were found at this location. The critical depth with the lowest, valid,
energy was used.
ZZ:zS _-:2
cs?-
Izsu:? F.-_Tcsed I-tie, eta 34.C:, Reach 3
rem,v: e3
atatics -:22 thx.- -43 a.'13 :13 tbrJ 3:1 tales f- e:=::
antra rvaL:ta Ca to ?.a. -
Lev Fta E: e* ^.a n Sta E: e• Sta E: es
-4 'E:8 - T :EZT -:23 2535 -2:4 2615
:i 3_3
-4S "" -s . 2516 -37-:2 :536-:} - 1634.33 -33.32 2614.35
:_4 36 -3s -:3-37 -E:3.E ,5m, 2E1 Z-61 -4. C6 2EI2.14
:2 : 14 5.53 iEll.fil
. .32 3.:6 :-12-67 4.55 612.
5 7 2:5:3-a 7-43 1:4.3, 22-t1 :6:4.36 21.56 :636 37 :E36-3
:34 .e.7 __- ..-._
aka= lag's a:xs
3•':a/ -
Sta. Sta n V31 St. a Val St, a Val St. n Val
-:54 .1m, -t5 -.6 -15.07 .:62 7.53 -C6 37 Os
_nI_-i 5_a: r :,eft - L-S:S_a: Left C:!-eI 5.i?ht Cceff Contra Expaa.
-I:..7 7-43 3:63 11:3 2205 -1 -3
:.aft :e.±e Sta ti ?. -31.22 Elecati,.a 2616.C9
:R B r_2
_13 E:em,e=t left C3 Ca-Z ri5_ t C3
se! =e.4 <.-153 Yt. n aI- O.Cc :.C6. LEO
, .
w`S_ "b:s.63 Fear- le :ft. .36 O.C3 IZC3.C0 12:5.CO
Crit Y_S. (f[7 :633.35 - A_-ea ( a, ft) 3.33 .27 3.78
S ;I .?, C:I 513 A: ea (sq ft) 3-53 56.27 3.78
7=_C -f sf 335." ';c+ cf.) 4.13 ]25. C9 4.52
' wid-•. (f;i ``-4-E6 --_-p width (ft) :6.19 2'2.53 25.97
7tta3 [f t: e5 _:4 J?g. (ft/m,3 1-30 -78 1.30
Max cl- :;~3 (f c) 3.£9 r.?. Ce;c_ ift) 0.24 2.57 0.24
C.__" Tate/ (Z.,.) 2435.9 Coo-,- (cfs; 36.3 2363-9 35.6
:exti.-d. :ft) 1103.83 wetted 'r [ft) 16.22 24.24 16.00
Min ?°. E: ff c1 /E10.51 Sear (lt/aq Ito D.38 3-74 0.28
A:-, /.Ia Stzw Y_.°ez I/D%ft a) 0.36 15-83 0.36
Ft n lees (ft; 7.58 Ca Vc,- (acre-ft) 0.10 253 0.12
a _ :.ass (f[i v-C9 C_ SA fazes) 0.29 0..98 0.33
scar-_i : :s --n-axe ratio (:_strea: is:>i3+'e divi :ed Ly d-tzeaa c-e)aze) is less than
cr great r t^aa 1-4- - may ind:ca:e t'e need for a6dit-l croaa sections-
Y3r:_i_"e: 12 !.-__ ?aa w:a C th., 1-D ft (7-3 m,1- tetw-i L1:e CtiZrGi and previous cross 9CCLiCII-
ray fcr ad,:2- :aI zees eectrt-s.
z:cze: - _p:e ot:ttcal d.ep_'.e -e fc-d at this lxatia_ 1-- e:tical G;,th w=th t!:e lc+at, valid, water
s-s fm,=± was ?:.

(f L1
L :E:6.f0 veaC.i I,eft Ce Carxl Righ.[ Cs
E"_ Fr_.. If t!
" G_Sl YL. - O.C60 O.C62 v^.C60
w_S- Elev if t) 2625.52 Reach -°-- (1t) 'C60-CO 1100.00 1205.00
t Y.S_ ( 5_48 Flak Area (sq ft) 26.63 65.89 26.26
- '. Slct•e (ft/ftl 3_LI4751 A: ea ts9 ft) 28.63 65.69 28.26
-2_e) %b7 _Ca Flow (cfs) 103.66 561.02 102.30
-P -idh. (10 f5 _I9 .cq width (ft) 21.47 22.50 21.22
(ft/s; -51 A.g. Vel- [ft;.) 3.62 6.76 3.62
} 1? (ftl 5.01 iPr..r Cer-,3 if t)
- 1.33 3.82 1.33
C.- 7cta1 tits) 6{79.9 Cr .
(cfa) 853.7 4783.9 642-3
1--,S u d- Ift} 1137.27 wetted Per. (ft) 21.67 24,24 21.41
ftia = (ft) 2613.51 S-_ (Zt.(sq ft) 1.22 3126 1.22
A:pva 1.22 Stream, Fwer (lb/ft e) 4-41 22.07 4.40
Frcin Tres if tJ 7_T2
-ft)
Ca V_l:me (aCr.
0-61
3.54
1.08
C s E :csa ift. O.cs C SA (acres) 0.44 C.58 1.27
war-.'ry: ^cx rare- ratio (v-„sires{ ec.- i-e divided by I---str- ecesceyance) is less than
0_7 Cr grea r than 1.4- 7Lia say >rdicate the need for additional r- .-taona_
waraiiiq: The energy loss w s greater than 1.0 ft 10.3 m). between the axi,rent and preview cross section.
72.12 say indicateathe need for additional cross sectiwa.
Note: Multiple critical depths were f-L-,d at thfs location. Ttc critical depth with the lowest, valid, water
.-face -s used-
CRCS'S SEC IJM OLrT-, r Profile # ,';SO
E.G. E2ev Ift) 2616.82 El effect Left Ca Channel Right OS
Vet head If c) 0.51 wt. n-Val. O.C45 0.062 0.060
w.S- Elev Ift) 2616.31 Reach Len- (ft) 1C 60.00 11 Do CO 12C5.C0
Crit W.S. (f t) 2636.31 Flcw Area Isq ft) 139.54 54.62 41.02
. S!-,w, (ft/ft) O.C14655 Area (eq ft) 235.E4 94-62 41-C2
Q Total (cfs) 1370.1.3 Flow {cf.) 548.07 681.36 340.56
Tap width (ft) 22I-65 Tam, Width (ft) 147,17 22.so 52. C4
Vel Total (ft/s) 4.53 Avg. Vel_ {ft/a) 3.52 7.20 3.43
Mss Chi Dpth (f t) 5-40 H}^SI. Depth if [I 0.55 4.21 0.79
Coma Total (cf.) 11301.6 Cbnv. fcf.l 4521.3 5620.8 1159.6
Length Ytd, (ft) 1110.65 wetted Per. (ft) 147.35 24.24 52.25
Min Ch E1 if t) 2610.91 Shear (lb/.q ft) 0.87 3.58 0-72
Alpha 1.34 Stream Power (lb/ft s) 1.41 5.%8 2.47
Frrtn loss (ft) 5.52 C us Volume (acre-ft) 2.28 5.03 3.23
C 6 E Loss Ift) 0.07 Clan SA (acres) 2.05 0.58 2.37
wa=I g: ,Le energy equa tion c-ld not be balanced within the specified n-ber of iterations. The
pr"_gram, used cr itical depth fcr tie water -face and -titled - with the calculation..
tiax-ia3: :Le -iacce ratio tupstreaa ccase)e-ze divi - by dcwcetream ccavelaoc e) is leas than
3.7 cr a-reater than 1.4. :Lis say i:aiicate the need for additional cross sections.
xar^' ^x eaezgi less Was greater chan 1-0 ft 13-3 e), bxtwee_n tIe micros.:{ and previous cross section.
leis say tue need for addititnaI cross s ecti-
)carni :v ri-g the stantaz3 step i:e:ati?,.s, -tea the - -d water surf ace - s et equ3 to critical
e'th. the cale_lated water surface cane back bel w critical depth. Zia indicates that there is
?t a valid -bcritical ans,-T. Tte program defa : lted to critical depth.
C...„-,S 5. ?i •T7t7 Fr cfrle SQ1:0
E-G- E:ev ift) :617_C4 Eleme:-.t Left CS Cacel Right Ca
Vtl F:aad Oft) 7.57 wi. a-Val. O. C45
3.1. 62
O.C59
Y.S-c if t) 2616-47 -each l.ea_ (ft) ZC60.L3 1/:3.64 1205.00
,.t w.5_ (ft) 2616,47 Fl- Area Isq ft) 163.36 58.17 50.60
E-G_ S:2e (lt/ft) 7.025563 Area lsq ft) 763.16 58-17 so_60
7-=Ca: met C1
• Flow (tfs) 732.50 755.25 I85.25
7 . 241.66 ?:y w(ft} 150.27 22-50 69.10
' 7c[a; 1ft; a} 5.36 A,-g. 'e2- (ft/e) 4.f9 7.69 3.66
ttas ^: :ptt-' (Itk 5.56 E'i Wiz."` [ft ) 1.49 4.36 0.73
7ctaI (cfs) 13241.4 C?v_ (cfa) 5797.6 5577.6 1466.2
I.- ktd. (ft) 117]-58 wetted Fer. (ft) 256.52 24.24 69.30
M:n (h E1 lft) :630.53 Shear (lb,'eq ft) 1_ ca 4.24 0.73
Alpha 1.29 Scream Power (lb/ft a) 4-65 31.05 2.66
Fr_un Icss Ift) 5.41 Cs VII _e (acre-ft) 2.74 5.49 4.43
C i E :esa (ftt ._:3 Clem, SA (acres) 2.13 0.5a 2.77
sa=_?g: acid n_,t be ba:ance3 wit.'ii_n the sp_ifred __t_
of
iterations. The
-?raa -__3 cr itial anth far the water aarface aa'3 cs t:x-.?e3 an with the calculations.
aa_--_g: :1-- k2' ra-e ratio ik;atrea. c :e•:aace divided l"t d -.aura. a_re7 - Ieea than
•
or great er
tie m
r :sa 1.4. This ray
eed for addrtic
:.a1
cross
sectic
e, __7 Ices was greater ttan I.C. ft (0-3 M)- bet-i the cvr rac and previous crcae ecti-

49

This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the seemed water surface was set equal to critical
depth, the calculated water surface came back below critical depth. This indicates that there is
not a valid subcritical answer. The program defaulted to critical depth.
CROSS SECTION
RIVER: main channel
REACH: main channel RS: 104
INPUT
D on: Proposed Xeection, eta 46.90, reach 4
e 2x.03, 22.58,
23.94, 25.94,24.46, 2 4.27, 25.05, 23.16
St Elevation Data num. 22
Sta El ev Sta Elev Sta Elev Sta Elev Sta Elev
-40 2612 -37.05 2611.58 -20.25 2605.97 -17.24 2605.97 -8.62 2605.02
-6.24 2603.89 -4.61 2602.21 -3.72 2601.48 0 2601.24 3.72 2601.48
4.61 2602.21 6.25 2603.89 8.62 2605.02 17.26 2605.97 20.25 2605.97
25 2607.56 47 2607.8 64 2608 101 2609 321 2610
134 2611 140 2612
manning-0 n Valuea nu m. 4
Eta n Val Sta n Val Ste n Val Sta n Val
-40 .06 -17.24 .OS 17.26 .06 47 .04
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
-17.24 17.26 110 120 125 .1 .3
CROSS SECTION OUTPUT Profile aQ2
E.G. Elev (ft) 2607.03 Element Left OB Channel Right OB
Vel Head (ft) 0.19 Wt. n-Val. 0.060 0.050 0.060
W.S. El- (ft) 2606.85 Reach Len. (ft) 110.00 120.00 I25.00
Crit W.S. (ftl Flow Area (aq ft) 3.79 96.82 3.77
E.G. Slope (ft/ft) 0.003886 Area (sq ft) 3.79 96.82 3.77
0 Total (cfe) 349.00 Flow ]cfe) 4.43 340.20 4.39
Top Width (ft) 45.74 Top Width (ft) 5.63 34.50 5.63
Vel Total (ft/8) 3.34 Avg. Vel. (ft/-) 1.17 3.51 3.16
Max Chl Dpth (f t1 5.61 Hydr. Depth (ft) 0.67 2.81 0.67
..v. Total (cfe) 5598.3 Conv. (cfs) 70.8 5457.1 70.4
Length Wtd. (ft) 119.95 Wetted Per. (ft) 5.78 37.07 5.75
Min Ch El (It1 2601.24 Shear (lb/sq ft) 0.16 0.63 0.16
Alpha 1.Da Stream Power (lb/f[. e) 0.19 2.23 0.19
Frctn Loss (ft) 0.65 Cum Volume (acre-ft ) 0.01 0.60 0.02
C 6 E Loss (ft) 0.01 Cum SA (acres) 0.03 0.26 0.04
Earning: The conveyance r atio (upstream conveyance divided by downstream conveyance) is less than
0.7 or greater t han 1.4. This may indicate the need for additional cross sections.
:ROSS SECTION OUTPUT Pro file 4Q10
E.G. Elev (ft) 2608.71 Element Left OB Channel Right OB
Val Head (ft) 0.33 Wt. n-Val. 0.060 0.050 0.056
W.S. El ev Ift1 2608.38 Reach Len. (ft) 110.00 120.00 125.00
Crit W.S. (ft) Flow Area (eq ft) 15.93 349.65 40.97
E.C. Slope Ift/ft) 0.004122 Area (eq f[) 15.93 149.65 40.97
Q Total (cfe) 818.00 Flow (cfe) 33.20 723.88 60.93
Top Width (ft) 105.43 Top Width (ft) 30.22 34.50 60.71
'I Total (ft/.) 3.96 Avg. Vel. (ft/s) 2.08 4.84 1.49
Max .1 Dpth (ft) 7.14 Hydr. Depth (ft) 1.56 4.34 0.67
Co- Total (cfs) 12741.5 Conv. (cfe) 517.1 11275.4 949.0
Length Wtd. (Et) 119.90 Wetted Per. (ft) 10.61 37.07 60.98
l (ft) 2601.24 Shear (lb/e ft) 0.39 1.04 0.17
7.34 Stream Power r Ilb/f[ e1 0.80 5.02 0.26
ea If t) 0.67 Cum Volume (acre-EC) 0.07 0.96 0.12
se (ftl 0.02 Cum SA (acres) 0.06 0.26 0.14
ROSS SECTION OUTPUT Profile 8Q50
E.G. Elev (ft) 2610.11 Element Left 08 Channel Right OB
Val Head (ftl 0.27 Wt. n-Val. 0.060 0.050 0.049
W.S. El ev Ift) 2609.84 Reach Len. (ft) I1D.00 720.00 125.00
Crit W.S. (f t) Flow Area (sq ft) 34.05 200.04 163.12
E.G. Slope (ft/ft) 0.002787 Area (Bq ft) 34.05 200.04 163.12
0 Total (cfs) 1422.00 Flow (cfa) 76.13 965.52 380.35
Top Width (f t) 149.6D Top Width Ift) 14.59 34.50 100.50
Val Total (ft /9) 3.58 Avg. Vel. (ft/el 2.24 4.83 2.33
Max Chl Dpth (ft) 8.60 Hydr. Depth (ft) 2.33 5.80 1.62
Conv. Total (cfs) 26935.3 Conv. (cfe) 1442.1 15288.7 7204.5
Length Wtd. (ft) 320.27 Wetted Per. (ft) 15.22 37.07 10080
.
Min Ch E3 (ft) 2601.24 Shear llb/sq ft) 0.39 0.94 0
.28
Alpha 1.37 Stream Power (lb/ft s) 0.87 4.53 0.66
Frctn Was (ft) 0.52 Clam Volume (acre-ft) 0.17 1.31 0.41
C 4 E Lose (ft) 0.05 Cum SA (acres) 0.09 0.26 0.26
arning: The conveyance ratio (upst ream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
ROSS SECTION OUTPUT Profile #Q100
E.G. El- (ft) 2610.71 Element Left OB Channel Right OB
Vel Head (ft) 0.25 Wt. n-Val. 0.060 0.050 0.098
N.S. El ev IfC1 2610.46 Reach Len. (ft) 110.00 120.00 325.00
Cri[ N.S. Ift) Flow Area (sq ft) 43.62 221.33 228.24
E.G. Slope (ft/ft) 0.002366 Area (sq ft) 43.62 223.33 228.29
Q Total (cfa) 1736.00 Flow ]cfe) 97.85 1053.04 585.10
Top Width (ft) 160.60 Top Width (ft) 16.44 34.50 109.66
Vet Total (ft /e) 3.52 Avg. Val. (ft/s) 2.24 4.76 2.56
Max Chl Dpth (ft) 9.22 Hydr. Depth (ft) 2.65 6.42 2.08
Conv. Total ]cfs) 35686.4 Co- (cfa) 2011.5 21647.3 12027.8
Length Wtd. (ft) 120.44 Wetted Per. (ft) 17.17 37.07 109.98
Min Ch E1 (f t) 1 2601.24 Shear (lb/sq f[) 0.38 0.88 0.31
Alpha 1.31 Stream Power (lb/ft e) 0.84 4.20 0.79
Frctn L
(ft) 0.46 Cum Volume (acre-ft) 0.22 1.46 0.58
=
C 6 E Lose (ft) ! 0.05 Cum SA (acres) 0.10 0.26 0.30
3rning: The velocity head has changed by more than 0.5 ft (0. 15 m). This may indica te the need for
additional cross sections.
4rnfng: The conveyance ratio (upst ream conveyance divided by downstream conveyance) is less than
0.7 or greater than 1.4. This may indicate the need for additional cross sections.
loss SECTION
Vn channel
n channel RS: 102
'Scription: Proposed Xeection, Ste 48.10, Reach 4
nit point 32.68,
2602.9246
nit point 35.30 2601.5195
.it point 37.04
2601.1984
nit point 36.63 2602.0053
nit points 40.20
2604.7099, 39.85 2604.7624, 41.25 2604.8345, 42.26
2605.1892
a:at- 71 - 54.5 talc from F-=c- topo
ata a. 22
Su Ei ev
St. El- Sta El ev St. E: ev Sta Elev
-21 :al: - -6:i-81 - 5 2 5.62 -17.35 26:5.62 -8.63 260-12
-"-:5 26.3.£5 S.EI .:5 0 :6:1.:8 3.71 2605.4
4-£: i" - 6-14 2E:3-66 S.E2 26:4.72 17_:5 26C 5-62 20-:5 26:5.62
:5_FS '%.42 33 :F:3 44 :£:s 41 :E:S.4 52 :610
SE t '3611 6: :612
rwining's c V.I-. r 4
Sta .. Val ::.t, a Val St. a Va: 5`.s, s 7a1
-34 ._s _:_ 27.25 ._s 47 ._4
F_.c Sta. -t Ca= <I Ral t Cc_ff Ccz. EXT16a.
-s'.:5 17.25 a-. :<3 230 .2 .J
E-3. Ges ift'; :60639
. i. e+ t Left CS C -I Right Ce
- : mad ;::} C
.3C Wt- n-Val- O.C60 0.050 O.C60
W2j. ;f i3 :£:6-C3 Eeath LCS- (ft) 220.00 230.00 230.00
7 t W-S- ) Flcv Ares isq ft) 1.69 %6.43 1-69
Z-5- =: are (f-eft: '-'323 Area faq ft) 1.69 %8.43 1.69
- t1.) 349.03 Flx Itfsl 2.55 345.09 3.95
43.14 =?'"'h (It3 4.37 34.50 4.37
Ve. Txa; ff t'e( 4.:7 A:3. V.I- {f it D) I.is 4.40 2.16
ffai :.pth ( - 4.31 P- d•_--. D1-h ift7 0.35 '.27 0.39
. ^_ca2 (tfal 3i.7 C.-?r. (tf j 2I.9 3661.0 21.9
I??W Yid. f`f t) 220.[2 netted Fer- (ft) 4.45 36.73 4.45
f.1n E: (f :: :E:1.16 ca=r i'.*;Eq ft} 0.19 S.Cb a_19
Sir- ; - (=:ft al -' 4_Eb 0.22
Fr^._a :cc ftI 2.31 C- Vol- f.-e-ft) C-C] 0-36 0-CI
C t E ::es Ift) 0.:2 Can SA (.c -) D.OI 3.17 0-C2
Faring: Tte energy I ces vas greater than 1.0 fc (0-3 a)- tetWem the i ent and pr evious crass section.
TLS ray ir-te t3ee reed f cr addlt-l crcas -t -,*.
5.; S=Z51 3:r.7 Frrfile fv:0
E-G. E_C+ (ft) :6:6--2 neaCt Left C3 Cae1
M Rigt.L CS
VeI Ind ift) 0.S3 . -V.I. O.06a G O.C60
W-S_ E_:- Cf:) :":-,A9 Fe-h I®. tft) 220. 230.CD
Cr-- W-S. (ft3 ;-:6.45 - Area (sq ft} :.33 227. CS :O.SS
'_ S:CVe (ft(ft) - :%561 Area I-, ft) D-F3 127_:5 10.95
cta; - - -;x (tfsj 27.03 '64.56 25.55
op F_ 2. t) 3s .=p +1_h (ftl a. 60 34. 5.24
Tt?I
(ft i D1
-
J>. el- (ft/s)
'.50
6.C
2.39
i6z :pth (fi} 6.31 i-tr- =P,th. ff tI I.:6 3.6E 1.17
T-i t sf :24-4 Cxr- (ifs) 3:5.5 FE2 6-3 292.6
:.nth W,d. If tl _:5 Wetted ?,e, ift) 6.51 36.71 9.54
itt3 2':1.I8 Sheir f;bi sq ft) 0.60 1.70 C-56
1.13 Streaa ?.- -r (Ihift e) 1.49 70.:1 1-34
Fr nn, ".=D (ft) 2.39 Ca Vo!- (acre-ft) 0.04 0.58 0-OS
. n _Is /ftl D_ C3 Cl SA lanes) 0-03 0-37 0.04
War z.g+ =-.c eo-_f I :.ss tin Sreater tins 1.0 ft 0.3 m}. bet ? the current and pr evious cross -otion.
Daf te the for al:it-l ort eD Seor--

er (ft) ;6:g-S5 E'. wort !eft Ca ?-onel Right CH
Vol F-i (f.} C-73 Wt- n-Vag. CEO 0-C50 O.C60
J... E:- tft) :603.61 -each L-- (f t} 213 C3 2:0.:0 230. co
Cr1c W.S. (ft) Fl a r Area Isq ft) 24.66 172.76 33.67
E.G. 5_tpe (ft/f t) O.C::Z5b Azea (sq ft} 24.E6 172.76 33.67
Q Tm. (ifs} 1422-C: FIB. (cfD) 62.06 1253.63 E8.33
T? Width (f t} 71.76 T:-p Width (ft) 22.5E 34.56 24.6E
Vet To_,, (ft/.) 6.15 A:3. V.I. (ftJs) 3.30 7.24 2.62
Yar Cw -,t(ft) Dtpt3 ILLS 1 5 fi 5.01 1.36
Cis Total (cfs) 15357.0 C- (cfD) 544.0 14357.0 1016.0
--td. (ft) :27. C6 Wetted per. Ift) 13.20 36.79 25.03
Min C L' (f t) 26-1-ID Shear (Ih/sq ft) 0.90 2.22 0.63
A d; 1.:5 St- Pc er (lt(f[ e) 2.56 16.05 1.67
PzCt Icsa 1f t3 '-24 Cgs Vol-ee (acre-ft) 0.09 0.79 0.13
C t E 7CDS (fL) 0.C5 C- SA I-.) 0.05 0.17 0.09
Warning: - vel-ty bead has dance d by more than 0-5 ft (O. /S m)_ Thi s may indicate the need for
addati a2 r rODS sectiora.
Wa og: :ne a Tr I css vas greater t han 1.0 ft 40.3 a). bets the n:r rer_t and previcvs cross section.
7tis ray ind icate t)x need for additi-I crcas eeoti cs.
CROSS SEC72CH GU.P-'r Profile 84;1CD
E.G. El- (ft) :610_39 Eleoent L<ft C3 C--A.=:e1 Right ca
'let Eead (ft) 0.75 Wt. -Val- O.06D C-CSD O.C60
at. S_ E,- IIn I 2609.40 Peach Lea. (ft) 220.60 220.00 23G co
,'it W.S- Ift) Floe Ares, faq ft) 32.92 193.14 49.66
E.G- Slope (ft/ft) 0.007216 Area (eq ft) 32.62 193.14 49.68
Q Total (Cfs) 1736.Oa Fl- (cfD) 116.52 2472.68 146.80
Top Wide {tt1 78.62 Top Width (ft) 14.35 34-50 29.77
V.1 Total (ft/.) 6.29 Avg- Vet. (ft /a) 3.55 7.63 2.94
Has Cil L-t'"i (ft) 8.22 Hydr. Depth (ft) 2.29 5.60 1.68
C-. 7-I (cfs} 2C4/6.7 Cary. (cfs) 1371.7 17336.8 1728.2
length Wtd_ fft) 220.11 Wetted P-- (ft) 24.97 36-79 30.16
Min Ch El If0 :6CI.18 Shear (2b/aq ft) 0.99 2.36 0.75
Alpha 1.23 Stress T^cer (13Jfn D3 3.51 18-G3 2.19
F11tn I-D (ft3 2.18 C Vo3uee (sire-ft) 012
. C-93 0.18
C t E L- (ft) D-C6 CAD SA tacrea) 0
-:6 0.17 0.10
Farairy: ^e ve:xity Lead has ct, ed ty sore t'.aa 0.5 ft (:. 15 z). ^:i s Day i iicate the coed for
341C1CSd1 c " DD 9- ti ".
Warning: < r .-awe ratio (;,-stres s -y- divided t -.ctzeaa c.^er+e}a:ace} 1s leas ttaa
?.7 or i-r at er than 1.4. :ha s m 1_-dacate Cie need fir acditi-I crcas eect--
i+arai:y: ;..e energy loss rag greater than 1-0 ft (0.3 a). beta the cvz rent -6 previous cross section.
:Lis say ind icate the need fcr a3di citral crcas Dect: c.s_
CR--S SB=.ZN
EI ER Cain oh--!
E?....+- na_n _axae. FS: 2:2
:SP
xDCY it = op-j 3s-_-__.. S:a 5:.3% -ea?3 4
Eta:i r. - t.s -a 21
Sta u-er Sta El ev
-chi " „ -33 09 -t3 -21 :6:7 -:5-4:9:6:6.475
-24 2E:6 -22 26_5 is ,6_4 's -8.62 2602-46
-6. a4 16:1._`6 -4.E1 26:3.27 -3.72 :593-7 0 25i3-52 3.72 515-7
4.62 - .:7 6.25 :6:1 .5E 5-E2 :6:.2.46 IT_:5 :E:3.2 .0-25 :6:3.2
31.68 2611-62
W-ino•s n ;.:- ass- 3
Sts, m .3: st. a V.I Sts n Va1
:a .:a _:S 17.:5 C6
s'"r, s : Left ' ghc Iem3---h- Left Cannel Eight C-If Caatr. Ezpen.
i_.-z _.-25 v 0 0 .1 .3
C---S S=-:i1 0=v T ;=file {Z2

is
E.G. Elev (ftl 2604 05 Element Left OB Channel Right OB
Vel Head (f t) - 0.46 Wt. n-Val. 0.060 0.050 0.060
H.S. Elev (ft) 2603.60 Reach Len. (ft)
Crit W.S. (ft) 2603.13 Flow Area (aq ft) 0.29 63.84 1.29
E.G. Slope (ft/ft) 0.014404 Area (aq ft) 0.29 63.84 1.29
0 Total (cfe) 349.00 Flow (cfe) 0.28 346.80 1.92
Top Wid[h (Ct) 37.30 Top Width (ft) 1.45 32.31 3.54
vel Total lit/.1 5.33 Avg. Vel. (ft/el 0.99 5.43 1.46
Max Chi Dpth (ft) 4.08 Hydr. Depth (ft) 0.20 1.98 0.37
Conv. Total (cfe) 2907.9 Conv. (cfe) 2.4 2889.6 16.0
Length Wt, Ift1 Wetted Per. (ft) 1.51 33.96 3.67
If[I 2599.52 Shear (lbeq ft) 0.17 .69 0.32
wl 1.07 S[ream Powwer (lb/Et e) 0.17 9 9.18 0.47
ft) Cum olme (acre-Ct)
(ft)
: Cum SA (acres)
CROSS SECTION OUTPUT Profile 4Q10
E.G. Elev (ft) 2605.69 Element Left OB Channel Right OB
Vsl Head (f t) 0.85 Wt. n-Val. 0.060 0.050 0.060
W.S. El ev If t) 2604.8/ Reach Len. (ftl
Crit W.S. (Itl 2604.75 F1 Qw Area (sq ft) 4.73 304.06 6.75
E.C. Slope (ft/ft) 0.014420 Area (sq ft) 4.73 104.06 6.75
Q Total (cfe) 818.00 Flow (cfe) 12.31 783.41 22.28
Top Width (f t) 43.00 Top width Iftl 5.46 32.31 5.23
Vel Total (fC/B) 7.08 Avg. Vel. (ft/a) 2.62 7.53 3.30
Max Chi Dpth (ft) 5.32 Hydr. Depth (Itl 0.86 3.22 1.29
Conv. Total Ic[e) 6812.0 Conv. (cfe) 102.5 6523.9 185.6
Length W[d. Ift) Wetted Per. (ft) 5.70 33.9
6 5.77
Min Ch E1 (ft) 2599.52 Shear (lb/eq ft) 0.74 2.7
6 1.05
Alpha 1.09 Stream Power (lb/ft s) 1.94 20.77 3.48
Frctn I... (ft) Cum Volume (acre-ft)
C 6 E 1.88 (fa) Cum SA (acres)
CROSS SECTION OUTPUT Profile 8Q50
E.G. Elev (ft) 2607.26 Element Left OR Channel Right OR
VeI Head (f C) 1.25 Wt. n-Val. 0.060 0.050 0.060
W.S. Elev (ft) 2606.01 Reach Len. (ft)
Crit W.S. (ft) 2605.50 Flow Area (89 ft) 13.16 141.89 13.60
fi.G. Slope (ft/ft) 0.014404 Area (eq ft) 13.16 141.89 33.80
Q Total (cfe, 1422.00 Fl Ow (c[e) a8. 91 1312.80 60.30
Top Width (ft) 48.30 Top Width (f [) 8.97 32.31 6.82
Vel Total (it/0) 8.42 Avg. Vel. (ft/.) 3.72 9.25 4.37
Max Chi Opth (ft) 6.49 Hydr. Depth (ft) 1.47 4.39 2.02
Conv. Total (cfa) 11848.4 Conv. (cfe) 407.5 10938.5 502.4
Length Wtd. (ft) Wetted Per. (ft) 9.41 33.96 7.74
Min Ch El (ft) 2599.52 Shear (lb/.q ft) 1.26 3.76 1.60
Alpha 1.13 Stream Power (lb/ft e) 4.68 34.76 7.01
Frctn Loss (ft) Cum Volume (acre-ft)
C 6 E Loss (ft) Cum SA (acres)
BOSS SECTION OUTPUT P rofile 4Q100
E.G. El ev (ft) 2607.95 Element Left OB Channel Right OB
VeI Head lft) 1.43 Wt. n-Va1. 0.060 0.050 0.060
W.S. Elev (ft) 2606.52 Reach Len. (ft)
Crit W.S. (ft) 2606.01 Flow Area (sq ft) 18.14 158.43 17.47
E.G. Slope (ft/ft) 0.014403 Area (eq ft) 18.14 158.43 17.47
0 Total (cfe) 1736.00 Flow We) 75.16 1577.61 83.23
Top Width (ftl 50.33 Top Width (ft) 10.51 32.31 7.51
Ve otal (ft/.) 8.95 Avg. Vel. (ft/.) 4.14 9.96 4.77
Dpth (ft) 7.00 Hydr. Depth (ft) 1.73 4.90 2.33
t.I (cfe( 14465.2 Conv. (cfe) 626.3 33145.4 693.5
td. (f t) Wetted Per. (ft) 11.03 33.96 8.60
M1 E1 (ft) 2599.52 Shear (lb/aq ft) 1.48 4.19 1.83
Alpha 1.15 Stream Power (lb/ft e) 6.13 41.77 8.70
Frctn Lose (ft) Cum Volume (acre-ft)
C 6 E LOBS (ft) Cum SA (acre.)
-UM4ARY OF MANNING'S N VALUES
.iver: main channel
Reach ( River Sta. n1 n2 n3 n4 n5
main channel 120 .06 .062 .06
main channel Iis .04 .06 .062 .06 .04
main channel 115 .04 .06 .062 .06 04
main channel 112 .04 .06 .062 .06 :04
main channel 108.2 .04 .06 .062 .06 .04
main charu?el 108.15 Culvert
main channel 108.1 .04 .06 .062 .06 .04
main cbannel 106 .04 .06 .062 .06 .04
main channel 104 .06 .05 .06 .04
main channel 102 .06 .05 .06 .04
main channel 101 .06 .05 .06
UM4ARY OF REACH LENGTHS
iver: main channel
Reach River Sta. Left Channel Right
main channel 120 170 170 170
main channel 118 700 695 675
main channel 115 300 320 340
main channel 112 600 615 630
main channel 108.2 40 40 40
min channel 108.15 Culvert
main channel 108.3 190 220 235
main channel 108 1060 3100 1205
main channel 104 110 120 125
Hain channel 102 210 220 230
Hain channel 101 0 0 0
I
OF CONTRACTI
ON AND EXPANSI
ON COEFFICIENTS
channel
I
ch
River Sta.
Contr.
Expan.
I. channel 120 .1 .3
rain channel 118 .1 .3
win channel 115 .1 .3
win channel 112 .1 .l
win channel 308.2 .l .5
.in channel 108.15 Cul vert
.in channel 108.1 .3 .5
win channel 108 .1 .3
win channel 104 .1 .3
aa.: t-z?3 -I .3

K' St. F-file -ctal xia C3 El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chn1 Flew Area Top Width Froude a Chi
it!.) ift) (ft) (ft) (ft) (ft/ft) (it/.) (aq ft) (ft)
raii cFa-t1 220 C2 3:9-C0 :629.41 2632-c3 2632.03 2632.85 0.449018 7.29 42.40 25.20 0.99
uin Camel 120 C:7 730.1: :629.41 :633.29 2633.29 2633.48 0.013413 5.47 260.09 351.87 0.54
12:5.00 :629.41 :633.60 2633.45 2633.65 0.015414 5.25 373.46 369.17 0.59
uia ct?-- - 1553.[0 2623.41 :633.77 2633.56 2634.02 0.014850 5.39 436.15 378.39 0.59
uis t- 3:3. C] 6:6-59 2631-24 :629.52 2631.29 O.OC2332 2.38 198.96 232.49 0.24
sa in c`,tl _ J.C] 6.i3 2633.44 :631-23 2633.62 0.407382 4.42 246.48 241.71 0.42
1C: 6:6.39 :E31 . 55 2E31_-3 2632.15 8.416854 4.68 775.74 265.17 0.42
us 1559.:2 :E:6-3r :e32.:2 :63:.67 :632.50 0.006632 4.77 437.97 277.52 0.41
u c";._.Je :.2 3:3-{: 2"- -54 "6:4-55 :624.219 0-131926 4.65 73.35 54.11 0.52

y?t3

-
11

- - - " .5S ""'" :625.:7 '625.23
6254
0.11
5.30
184.95
126.70
0.46
- - '275. t: - -54 "Z:6 E. :6";6.11 2627.CI 0.CJ6119 5.68 254.59 165.1
: 0.47
_=-.t. .:5 .553.:7 ;5:5.54 :6:6.55 :625-36 2627-32 0.(18219 6.24 143-68 6
179.7 0.a8
u:a c? l 112 v2 323-.7 :637-19 621.55 2622.13 0-OC6417 3.80 138.92 150.97 0.39
s cYa.?.e: 122 C3} .63.10 2617.73 :622-3] Is 3o 2622.72 0.035(50 6.21 179.79 187.78 0.60
uia ctn..e1 112 650 1326.[2 2617.13 :622.69 2622.63 2623.23 0.018422 7.47 360.52 221.69 0.68
Rath c,ar.•.el 232 G1C0 3621.[0 2627-79 2622.86 2622.86 2623.44 0.039392 7.89 298.34 235.91 0-70
Baia c`..a.-.a3 1:8.2 C2 323. C7 :633.56 :627. C6 2636.54 2617.31 0.009727 4.36 93.26 102.26 0.47
I:i.2 CI7 .61.10 '611.56 "635.44 2617.63 2616.51 0.002131 2.70 399.77 311.11 0.24
.a c: a_=ti ::8-2 C52 1326.(] :633.56 2639.30 :638.02 2619.18 0.001865 2.80 629.22 379.88 0.23
as is c_`a?<: 1:E-2 -1:0 1621.10 16 13.56 2619.38 2618.15 2619.46 0.001772 2.84 737.78 401.55 0.22

323-C0 2612:.0
. 26:6.80 2615 CE
. 261656
. 0114264
. 3-42 118.10 74.80 0.32
161-C1 - _
-- 6:7. 63 '627
.17 ZE17
.91 .103153
0 3.41 322.54 241.14 0.29
x2 t? _.=_e: ..E.1 ;6 C- :612.:7 ';El-.1.3 :637.62 2638.33 0.403745 3.93 593.37 344.97 0.32
.c.;._; :612.:1 :6:9.43 2617.77 ;E 57 0.1136{4 4-04 576-23 358.67 0.31
uia ct-el I:: 5.17 262^.. 91 2614-67 2ET3-95 :635.31 0.136923 5.18 63.88 54.66 0.64
aa:n r>- RI ICS '7.[] 26::.52 :615.52 5-41 :616-50 0.014753 6.76 112.78 65.19 0.61
rasa Cs.-e1 :.d 2377.:0 :610-51 2616.31 :616.31 2636-82 0.014655 7.20 275.27 221.65 0.62
ra:n c`a ?.cl T:H 21 J0 1673-C7 2630.91 2616.47 2616.47 2617.C4 0.015963 7.69 313.94 241.86 0.65
in
n "re3
3:4
52
349.17
2603.24
26^_6.85
2647.C3
0.003886
3.51
104.38
45.74
0.37
rasa y.a ::el T:4 C:} als-C0 :.24 2618.38 2608.71 0.004322 4.84 206.54 105.43 0.41
rasa c azel 1:4 v 2 1422.13 '25.2.24 1643-fin 2630.31 0.002787 4.83 397.21 149.60 0.35
w.n c-.`.aae: 1:4 Y):0 1736-C1 26:1.24 2610.46 26I0-71 0.002]66 4.76 493.19 160.60 0.33
-ra r?=:r1 :2 349.[7 2E:3-18 26C6.C8 :646.3: 0.007989 4.40 81.61 43.24 0.51
ra.:n 2 Eta. C1 6{1.38 2607.49 2616.45 26CB.C2 0.0078
4 6.02 748.77 52.35 0.55
14:2.0. £13.67 2609.55 5
8
0-60155 7.24 231.29 73.76 0.51
ca:t c'a--<1 ..: ., 1736-C0 .e_..2s ;6ts-4J :610.39 0.007226 7.63 275-83 78-62 0.57
-„= t=a.=s3 :2 343.[7 "- - 2603.60 2673.13 2604. CS 0.014404 5.43 65.42 37.30 0.68
saia ct- a: C3 2553.52 26:4.94 2614.35 ;6C S.E9 0-414420 7.53 115.51 43.00 0.71
sa i? <--_<1 ::1 :53 i4:i-C. 539.52 "6:6.41 :Si 5.50 :677.26 0.414404 9.25 168.89 48.30 0.78
v_ C2:-- .". Z.__ .."f.{] ::>.-_2 2EC6 -'_2 2fC£.{1 2617.55 0.0144[3 9.96 294.04 50.33 0.79

.LeacS Xi-c St. Profile E-G- uev W-S- E- ':el Head Frctn I- C 6 E lnsa Q Left Q Channel Q Right Top Width
(ft) (f t) (f t) (fU (ft) (cf.) (Cfel (cfa) (ft)
uia Z!, _1 I:C C2 :63285
. 2632.03 0.62 1.07 0.23 309.00 25.20
uin c..- 1:0 C:0 :633
.48 2633.:9 0. 13 1.65 0.00 48.92 371.99 309.10 351.87
saw c=_:_-s1 1.:0 2 :633-a5 2633.60 0.24 1.E1 0.01 146.26 502-22 626.51 369.17
aait c`m - l 120 C1:0 2634.02 2633.77 0.:5 1.62 0.01 207.95 550.89 800.16 378.39
ct. -.el C2 :631.29 :631.24 0-C6 6.55 0.01 23.24 158.66 126.90 232. a9
rn Cfa*=t3 i:5 263:.62 :631.44 0.:d 5.37 0.01 54.86 313.04 362.10 241.71
- - ::6 X57 :632.15 :631.55 O.2J 5.37 0.03 93.37 381.40 800.23 265.17
na.,. v.d.?t2 ..E ..C1 :ES2-tC :_32.:6 7-22 5.C6 0.02 333-41 412.22 1033.77 277.52
Bait c+.aa I 115 C2 E:4.19 "",24.55 0.35 .72 O.CS 11.64 285.73 11.64 54.73
rai: c--_:.e1 315 0 '- -:3 6:5-51 0-32 3.50 O.CI 167.66 461.23 101.11 126.70
vs zSa
-:1 S:5 = '527 -CI '626.66 0-35 3.76 0.C2 403.91 604.91 186.19 165.18
.
Baia zt- I:5 a :627.32 .ca6-94 0.33 3.56 0.12 664.64 667.68 226.48 179.76
sa- :-el 112 C2 "6:2.13 :621.55 0-13 4.81 0.01 27.09 248.00 47.91 150.97
naia C.-l 112 110 :622.12 2622.30 0.42 2.75 0.11 141.22 457.20 162.58 187.78
sass _-_a :_1 623.23 622.63 0.53 2.62 0.14 363.30 608.61 354.38 221.69
earn ?a?e/ 112 CIC1 2623.44 2622.56 0.53 2.55 0.15 487.28 670.97 462.75 235.91
?i I:d_2 C2 2617-31 2617.[6 0-24 38.61 248.45 35.95 102.26
"629.51 :619-44 0.07 437.04 234.80 89.16 311.11
uin :-c3 "s-2 C52 2619.18 :619.10 0.07 859.15 283.46 183.39
3
9 379.88
sa- ?- 1 ::4.2 Z."z 261.9-46 :614-3d ..Cd 1075.33 304.23 44
241: 4
aau =a1: !:i-s ..:.rest
>e:? =t "3. 1. 2616-56 :636-13 v.IS 1.74 0-11 -24.14 261.64 36.62 74.80
.ac.-. _a-t: ::5.2 :617.5: 2611.4_0 0.11 1.27 0.14 330.42 340.50 90. 09 241.14
=-a: 2:1.1 2616-33 612.:3 O.14 7.40 0.11 620.35 515.58 271.67 344.97
na- t`._..e: ..s-I ?:--7 :Eis - S. :619.43 C.:4 3_40 1.13 809-31 451-BB 359.81 358.67
- 2625.21 1614.63 3.50 7.50 0.09 4.99 325.09 4.92 54.66
zais -_ ::E :616.50 :625-52 -SE 7.71 0.10 113.68 583.02 102.30 65.19
n z=e: /C6 "2626.62 '2616.31 0.51 5-92 0.07 548.01 681.36 140.56 221.65
mmZ-. 2617.44 :6I6.47 0.57 5.41 0-10 732.50 755.25 185.25 241.86
- :.4 C3 607.03 '2616.65 0.19 0.65 0.01 4.41 340.20 4.39 45.74
2:4 117 2619-71 :618.39 6.33 0.67 0.02 73.20 723.88 60.97 105.43
maut_ ::4 :630.11 2609.64 0.27 0.52 0.05 76.13 965.52 380.35
1 149.60
160
60
ma- =t c: ::4 .:C7 2610.71 2610-46 0.25 0.46 0.C5 97.85 1053.04 585.
0 .
mis ct - ::2 s: E:6-33 EC6.C8 0.10 2.31 0.02 1.95 345.09 1.95 43.24
rd3 c'a--=_i C:2 e. C2. 6(7.49 0.53 2.19 0.03 37.09 764.96 25.95 52.35
- 5 6:6-E1
1.73
3.:4
6.45
81.16
1251.61
88.73
7116
.
sa...r?. .:2 .:C1 :-1..19 2E:3.40 7.79 :.28 0 .C6 116.52 1472-68 146.80 78
.62
-is =a.r=1 - :6:4. C5 -613.6} 4.46 0.28 346 so 1.92 37.30
:6:5.61 'E:4-!a 0-fi 12.33 '83.41 22.18 43.00
nav cCa-_°. ,SC '.26 26-6 1-25 48-91 1312.80 60.30 48.10
26'6-52 1.43 75.16 1577.61 87.27 50.33
Errors Warnrngs and Notes for Flan : F-poeed
River: rain channel Reach: main channel FS: 120 Profile: C2
War..:a3:TT< energy e7.+ati? -:d not be baled xittim the specified m-ber of iterations. The program selected the eater
s-!.- t:at lzd t;.e lea at asst cf error bet- -p-red aa3 .--e3 v.I -
-_-'3;._c <t: xitr tra3 ?s c--g- hers t'm 0.5 it (J-15 e7. :IIia say indicate Ue need for additional cross sections.
ratio is.-s- tzxaa cmve}7JSCe d-v ded by do r trcas c?veyaxe) is less a- 0.7 or greater than 1.4-
This s y -rii Cate t2 need for add:ti-al crab secti-
Wa=_ - • :143 .sas greater ti- 1.; ft (:.3 s)- bet-i the -t. a=-d prerieu cross section. This may indicate
^-d fcr ai-iiora: crtxs sectisa-
ra -5:?--z3g t_.t =_-fard step iterati-. r=n t:x assn-ed rateZ -face - set eq-1 to critical depth, the calculated
•
•

water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The
program defaulted to critical depth.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was
used.
iver: main channel Reach: rain channel RS: 120 Profile: 010
Waming:The energy equation could not be balanced within the specified number of iterations. The program selected the water
surface that had the least amount of error between computed and assumed values.
Warning:The energy loss was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Warning:During the standard step iterations, when the seemed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The
program defaulted to critical depth.
v in channel Reach: main channel RS: 120 Profile: 050
r ng:The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
ing: The energy loss was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
iver: main channel Reach: main channel RS: 120 Profile: 0100
W.ming:The conveyance ratio (upstream conveyance divided by downstream conveyance) is lees than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning: The energy loss was greater than 1.0 ft 40.3 m). between the current and previous croee section. This may indicate
the need for additional croee section,,
iver: main channel Reach: main channel RS: ll8 Profile: 02
Warning:The energy equation could not be balanced within the specified number of iterations. The program selected the water
surface that had the least amount of error between computed and assumed values.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.1 or greater than 1.4.
Thia may indicate the need for addi tionaI cross sections.
Waming:Tbe energy loos was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Note: Multiple critical depth. were found at this location. The critical depth with the lowest, valid, water surface was
used.
iver: main channel Reach: main channel RS: "a Profile: Q10
Waming:The energy lose was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
iver: main channel Reach: main channel RS: 118 Profile: Q50
warning: The energy lose was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional croee sections.
iver: main channel Reach: main channel RS: 118 Profile: 0100
Warning:7'he energy loss was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cm.. sections.
ever: main channel Reach: main channel RS: 115 Profile: Q2
Naming: The energy loss was greater than 1.0 ft (0.3 m)• between the current and previous cross section. This may indicate
the need for additional cross sections.
.ver: main channel Reach: main channel RS: 115 Profile: Q10
Warning:Tbe energy lose was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
.ver: main channel Reach: main channel RS: 115 Profile: 050
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning:The energy lose was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
ver: main Chdnnei Reach: ma in channel RS: 115 Profile: 0100
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional croee sections.
Warning: The energy loss was greater than 1.0 it (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross aeccions.
ver: main channel Reach: main channel RS: 112 Profile: Q2
Warning:The energy loss was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
ver: main channel Reach: main channel RS: 112 Profile: Q10
Warning:The energy equation could not be balanced within the specified number of iterations. The program used critical depth
for the water surface and continued on with the calculations.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) I. less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning:The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
ng: During the standard step iteration", when the assumed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The
program defaulted to critical depth.
ve n channel Reach: main channel RS: 112 Profile: Q50
Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth
for the water surface and continued on with the calculations.
warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross section,.
Warning: The energy loss was greater than 1.0 ft (0.3 m)• between the Current and previous cross section. This may indicate
the need for additional cross sections.
Warning:DurI ng the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The
program defaulted to critical depth.
eer: main channel Reach: main channel RS: 112 Profile: Q100
Wornfng:The energy equation Could not be balanced within the specified number of iterations. The program used critical depth
for the water surface and continued on with the calculations.
Warning:7be velocity head has changed by more than 0.5 ft MIS m). This may indicate the need for additional cross sections.
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) I. less than 0.7 or greater than 1.4.
This may indicate the need for additional. cross sections.
Warning: The energy loss was greater than 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Warning:During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated
water surface came back below critical depth. This indicates that there is not a valid .ubcritical answer. The
program defaulted to critical depth.
rer: Bain channel Reach: main channel RS: 108.15 Profile: Q2 Culv: Culvert 82
warning:During subcritical analysis, with the exit loss set -1.0, the projected WSEL in culvert has a lower energy than the
downstream energy. Most likely, the downstream cross section blocks part of the culvert or the ineffective area is
.et too far in. Instead of Projecting the WSEL, the program did an energy balance to get the WSEL inside the culvert
at. the downstream end.
rer: main channel Reach: main channel RS: 108.15 Profile: Q2 Culy: Culvert 83
warning :During subcri ticai analysis, with the exit loss set -1.0, the projected WSEL in culvert has a lower energy than the
downstteam energy. Most likely, the downstream cross section blocks part of the culvert or the ineffective area I.
set too far in. Instead of projecting the WSEL, the program did an energy balance to get the WSEL inside the culvert
at the downstream end.
,er: main channel Reach: main channel RS: 108.1 Profile: Q2
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warn ing:The energy lose was greater Chan 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.
er: main channel Reach: main channel RS: 108.1 Profile: Q10
Miming: The conveyance ratio (upstream conveyance divided by downstream conveyance) I. lees than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Waming:Tbe energy ins. was greater than 1.0 ft (0.3 m). between the Current and previous cross section. This may indicate
the need for additional cross sections.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.
er: main channel Reach: main channel RS: 108.1 Profile: Q50
Warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning:The energy loss was greater than 1.D ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used.
er: main channel Reach: main channel RS: 108.1 Profile: Q100
warning:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
:Tbe energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Multiple critical depth, were found at this location. The critical depth with the lowest, valid, energy was used.
er: main channel Reach: main channel RS: 108 Profile: Q2
Naming:The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning:The energy lose was greater Chan 1.0 It (0.3 m). between the current and previous cross section. This may indicate
the need for additional cross sections.
Note: Multiple critical depths were found at this location. The Critical depth with the lowest, valid, water surface was
used.;
or: main channel Reach: main channel RS: 108 Profile: Q10
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is leas than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
aa-_:- ?::tee -r-:r,. icss was greater t:an ft (3.3 z) - between Ll- carrent a.-.d previous cross section- This a:ay indicate
fcr adCit:,:.ai ewes: eectitcs.
_z- ic_ag.e orzt:cal de-,ths wire r -od at this Ixsuon. The critical depth with the lowest, valid, water surface was
red.
>.. zaa c: -=.ei ;each: Bain C:3_ti ;;S- 1:5 ?rrzfll- r50
--s 1?dr?ng-T ,e -7f P"-ti- -Izl xt be b.1-el within the specified nueber of iterations. The program used critical depth
f=r LhG rater a_rface a 1 cat::-ed on nth tS_e calculations.
wa _zrs.:.s c._°:ei-e ratio ?stzea9 c.:--n-re divided by do natream conveyance) is leas than 0.7 or greater than 1.4.
T7;ie say indicate the need fcr adiitic I cress sections.
as rni:.g::.t er<._f less was greater than 1-0 Et tG-3 m). between the elrrent armed previOLa cross section. :his say indicate
?e ya s_r aa+::t:Sal Crt95 ae^?'L13.5.
iaar-:=;3: A^zi. t a Sts-e--d Step iterati-s. w`_'O t2.e aas--med water l face was set C,. l to Critical depth, the Calculated
water r.?face c- h-k be: as critical dr 3- This ..Czcates tbac there is ^ t a valid eutcritical answer- The
p-xras 3efa-ite•! t_ .-:coal v?.?.
i _a_ -a c.'.s=<: 'sea rain c- -!
r__ld not bP bala?ed wt_ia t? specified ,ter of i[eratz- The program used critical depth
r -" w __r ?_ -e sad :rz i._:aed a w: tSli? talc.:iatic-s.
w:az-_-x_: _'Y ^s--«.a? r t:o :zeaa -'-e did--j by d-trzam c-ey-e) is leas than 0.7 or greater than 1.4.
Lay :3:: Cate e :P_Cd fir ad:it:t^,ai --a sectir=a.
lea__:.--_x -y :=as was c_ - - V` -1 1-C ft [:.3 e). between tLe curzert and prevzoua cross section- True ay indicate
r.M; f? vCi2z?al? cr;.a s sect i,=.a
?a-3-:>--3 the star az-t step iterati-s. w.1r t-he as--d water surface was set equal to critical depth, the calculated
+?ter s--!ace care :a.zi below critical depth. TLis ix?irates that there is not avalid -b-itical answer. The
P-05-"- defa.:Ited ?- critical d_itn.
Feach! rain ch..-21 ": 2 c4 Fzefzl- C2
tia^-s' .-n-x-e ratio (:.-stream -elance d:vidd by do-tream ccn^eyancel is less than 0.7 or greater than 1.4.
ray zndlate the eed for addi_1 ernes sectics.
F. s: aa:r: ?l 5-zf, ra Ca4<3 RS: 1.4 Fr-file: (.150
tin ^_:rg;:s c:r,--«sa_ ,e r -z (;- tress c-c:e - divided by do ratreas r.:m-eyance) is leas than 0.7 or greater than 1.4.
?•a mV lnd-e the need fcr a 1 icss
c`a gel ;Z: 1:4 Fzcfl;e:
Yca3 has c_a..r_? =r?mc-ze :-5 ft (..:Svc). Thaa ray indicate a..e reed for additional cross sections.
ratio t-tray -"aw.e d_vi:rj by d-treax cc. •ey-) is leas than 0-7 or greater than 1.4.
?'S ra :Cate C? to«d f:I d:d?t?C-a1 CrCS3 lEC2:_3.
1:2 ;rf- ?z
sd_^_.-.3:=.3 -' :?mS was Y ter than 1-2 ft 0.3 m). between tt.e c_rzer and prewio,s cross section- This my indicate
.deaCI:.S3
a_ a ch-r-I ieah: sa r -el : 1;.2 F-fil- Q.0
saw-_i g:_.,e ei zgy I-9 was greater Lan 1.0 ft i0-3 n). b- the current and previoua cross section. This say indicate
t=ee r-I f -r addit itra: cross -1-
A--% Baia channel Peach: wain cha:sel FS: 1c2 P-flle: C.0
az^-,.*g: Tee eel eczty head :as c`a_ryed Ly ore L:an 0-5 ft (0-15 s). :die nay indicate the need for additional cross sections.
tin Mid:Tne ene__f loss was greater t:an 1.0 ft 10-3 n). tetween the es -t and previous cross section. Thia may indicate
thie reed for ad:iti-I r- .-t-
z:vrz: rain Ctrl R-h: lain r!a-l FS: 2:2 Profile: C1G0
wa^-ia:-:-e:xi:y b-I :as rt-ged ?^ sore t- 0-5 ft (0.15 m)- his ray indicate the need Ecr additional cross sections-
, a?ing: t<E.E:-e'eyd're Idt iJ ( .9xrWi Cnc:«,- divided by downstream ten yance) is less than 0.7 or greater than 1.4.
=ids .ray in4:i-te t°e veil f- ai:iti?al ergs sectics-
wa=?rg:_.t st:?f :was was .umber Lz- 1.1 ft iJ-3 wJ- between the crest and pr«:ia:a cross Sectitm, This Fay indicate
:_:r -.1 f-r addit:mil cr=9a sec- _-
0
0
0

0
C
0
Iciv
a
m
z
v
x
x
•
Appendix H
Restoration Plan Design Sheets
•
0
(? L E4 JU L..)
N - 6 2006
t; S ` _ -
70ne• Imp$et
(square feet) Multiplier R.equlred
M ' tion
1 0 3
2 0 t.?
~ Total 0
L.vna 1 txtt1M Olit-iU teet perpcnu1ca1ar troll n= t0nk of channel; Lone 'L CXUMdS an
additional 20 tixt tiom ffie edge of Zone 1.
If buffer uitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration 1 Enhancement, Preservation or
Paymmt into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
NIA
XL Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss storin.'ctciater 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.
NIA
XW. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rut"?
Yes ? No
Is this au after-the-fact permit application?
Yes ? No
XiV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicsnt utay
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
Threateacd Species, accessibility problems, or other issues outside of the applicant's control).
Page 12 of 13
9/2:d £t-0166c829T6:01 £689££)6% SaW-U3N-0P1G:W0dJ 8£=£T 9002-9-Nnf
Y1H. 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 prrcnuial
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 saine 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
tt •1 2,o.enr..state.ne.us/newetlandsistrm ide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much infomiation as possible, including, but not limited to: site location (attach directions
and/or map, if oftsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan ^iefw,
preservation mechanism (e.g., deed restrictians, conservation cusernent, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The restoration plan is attached. The lan indicates the conservation casement
acquired by the state, plan views dross section view and yroyosed method of
enhancement and restoration.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWR.P) 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 NCWRF rust 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/Wcdands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWR', check the NCWRP website at htcnl/h2o nr state nc owr?/inaaz.ht?tt. If
use of the NC WRP is proposed, please check the appropriate box on page three and provide
the following information;
Page 10 of 1.3
9/£=d £t7OZ662828T6=01 D689££Z6% SGW-L.3M-JMO-WONJ -2£=£T 900-2-9-NFIr
i
1. Wetland Impacts (No Impact)
Wetland Impact
Site Number
indicate on ma
Type of impact" Area of
Impact
(acres) Located within
I00-ymr.Floodplain"
yes/no Distance to
Nearest Stream
(linear feet)
Type of Wetland""

' Last=ri unpact SepUMLy and iaermiy temporcuy impacu. rmp4Lts lrrL•ruue, nut are ralr uciurnu ru; rnecn4nvxu cirgruig, V44UV, aui,
exc-avation, flooding, ditch-sng(drainage, etc. For dams, separately list Impuas due to both m-44tum and flooding,
*= 190-Year floadplains ate identified through the Fodcrd Ememon j Management Agmoy's (FEMA) Flood Insurazo: Rata Maps
(Fahl), or FEMA-approved local floodplain maps. Maps arc available through the FEMA Map $crvico Caatcr at 1-300-358-96 t6. to
antineatlte(p_!/w•rw-fu?ria.eov. ,
+*+ List a wcdmd type that bast describes wetland to be impacted (e.g., freshwawrJsaltwatcr marsh, fortAtti wetland, bckrvcr pond.
CaroliaaBay, bog, rtc.)
t
List the total acreage (estimated) of existing wetlands on tho property: 0 acres
Total area of wetland impact proposed: 0 acres
2. Stream Impacts, including all intermirtent and perennial streams
stream Impact Length of Average Width Pumrmlai or
Site Number Type of impact" impact Stream Name** of Stream Intermittsmt?
indicate on map) linear feet) Before Impact lease Spec*)

Ratcliffe Cove Reslope banks
and plant
594
Ratcliffe Cave Branch
25 feet
Pormnial
Branch riparian buffer
Restore frank
UT A height ratio of I 254 Unnamed Tnlurny to 11.5 feet Peennial
and plant Ratcliffe Cove Brancli
riparian buffer

UT B Raise stream bed
and create step-
483 Unnamed 14ibutary to
9-5 feet
Perennial
Ratcliffe Cove Branch
pool system
Raise stream bed

DTI C and create step-
&t0 Onnamed Tributary to 9.5 feet Perennial
pool system and Ratcliffe Cove Branch
plant buffers

D Create step-pool
l9
1 Unnamed Tributary to 8.4 feat Perennial
sy3tem Ratcliffe Cove Branch
• List each impact sepat'aba-ty and rac-nuty tomporruy rmpacrs. rmpaccy mwuuo, uu? acv LLVl us,u4G4 vv- ... r -r•
dams (separately list impacts due to both structtua and flooding), rclumtion (include linear font befora and atber, and act losslgA*
stabiUui9n ac dAti" (Cement v.•all, rip-rap, crib wall, gabions, ctc.), cxeavatioa, ditrhinghtruieh[enina, etc. if strcun r-facatian is
proposed, plans and profll1w showing the linear footprint for bode the original and relocated streams must bG included.
Page, 8 of 13
9/t;':d £tOL662e28T6:Oi C689=6T6 SONti-1i3N-OVIO:WOdJ ZZ:RT 900x-9-Nflt
l€IT. Project llnformation
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 asap
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 plants 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 applic ant's dzscretiorn,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires ruformaxion 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 wither than a sequential sheet version of the full-sire plans. If full-sizo plW5 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. Naive bf project: Ratcliffe Cove Branch $tregm Resioration Project
2. T.I.P. Project Number or State Project Number (NCDOT Only): Nli
3. Property Ideubfication Number (Tax PIN): NIA
4. Location
County: I?avwood C4}n?ty Nearest Town: Waynesville
Subdivision name (include phase/lot number):NIA
Directions to site (include road numbers, landmarks, etc.): The .Ratcliffe Cove Branch site is
loc'ated' alonrr the south side _ of Silt 1802 CFranris Farm Road), approximately I nude
northeast of the city of Wavnesvflls, in flaywood County_ It is a proximately 3 Miles_
smahwesi ofClyde and 18 nz&v northeast ofSylva.
5. Site coordinates, if available (UTM or Lat(Lon& North: 5,97110278, West: 78.07800278
(Note - If project is linear, such as a road or utility line, attach a sheet that sepandely 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:
Forestry, pasture, and a small of rural residential
7_ Property size (acres): 94 acres
8. Nearest body of water (streamlriver/sound/ocean/lake): Raccoon Creek
9. River Basin: French Broad
(Note - this must be one of North Carolina's seventeen designated major river basins. The
s .)
River Basin map is available at htto://h'-)o.enr,-.tatt--,ne.us/admin/im-p
Page 6 of 13
9?S=d ?bOL66c828T6 01 C689M26T6 SQW'U3M-OV1(3:W06J £Z:ZT 9002-9-Nnf

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
ECOSYSTEM ENHANCEMENT PROGRAM
NATURAL CHANNEL DESIGN STREAM RESTORATION PROJECT
ILRATCILIIFFE COVE BliKANCH
HAYWOOD COUNTY, NORTH CAROLINA
BEGIN PROJECT
STA10+00.00 -RCB-
N 5.97110278 ,
W 78.07800278
,
'6
-UTA-
0
a
Q
0
0
SCO #D05006S
I,
' ;12
X.
i
"'13 - ' '
,8
` 10
?1 it I
I I
.- I I
BEG)
/i --- -- ` STA.
14 '
I?
BEGIN PROJECT
BEGIN PROJECT IS
STA10+00.00 -UTB- STAIO-fOODO -UTC-
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
ARCH [)"" I S
G 6 M of North Carolina, Inc.
EEP PROJECT MANAGER - MICHAEL MCDONALD WWW.ARCADIS-US.COM
REVIEW COORDINATOR - LIN XU 801 Corporate Center Drive, Suite 300
ARCADIS PROJECT MANAGER - DEN FURR Ra C 21601 5013
Te1:919/8 919/854-1282 Fax:[phone]
DESIGN ENGINEER
PROJECT
rm
J
r
INDEX OF SHEETS
SHEETS NO. CONTENTS
1 TITLE SHEET
2 LEGEND
3 GENERAL NOTES
3A - 3C ALIGNMENT DATA
3D - 3K MORPHOLOGICAL TABLES
4 - 4A TYPICAL SECTIONS
5-15 PLAN SHEETS
16 - 27 PROFILE SHEETS
ECI - EC3 EROSION CONTROL PLANS
PPI - PP3 PLANTING PLANS
DI - D7 DETAIL SHEETS
omitted CROSS SECTIONS
VICINITY MAID
LEGEND
LJ
ROADS & RELATED ITEMS
Prop. Woven Wire Fence _ _ _ _ _ _ _ e-
Prop. Chain Link Fence _ _ _ _ _ _ _ B E3
Prop. Barbed Wire Fence _ _ _ _ _ _ _ -0 0
Existing Fence _ _ _ - _ _ _ _ _ _ _ -x-x-
Exist. Guardrail _ _ _ _ _ _ _ _ _ _ ----
Prop. Guardrail _ _ _ _ _ _ _ _
Equality Symbol _ _ _ _ _ _ _ _ _ _
RIGHT OF IVAY
Right of Way Marker _ _ _ _ _ _ _ _ S
Exist. Right of Way Line w/Marker _ _ _ --A--
Prop. Right of Way Line (by others) _ _ _
Prop. Right of Way Line (by contract) _ _ _
Exist. Control of Access Line _ _ _ _ _ _ -

Prop. Control of Access line _ _ _ _ _ _
Exist. Easement Line _ _ _ _ _ _ _ _ _ ----
Prop. Temp. Construction Easement Line -r-
Prop. Temp. Drainage Easement Line _ _,m-
Prop. Perm. Drainage Easement Line _ -p,-
BOUNDARIES & PROPERTIES
Property Line Surveyed- _
Property Line Not Surveyed-
Exist. Iron Pin 0

Property Comer _ _ _ _ _ _ _ _ _ _ . --+
Property Monument _ _ _ _ _ _ _ _ _ E&
Property Number _ _ _ _ _ _ _ _ _ _ 12J
Parcel Number _ _ _ _ _ _ _ _ _ _ _ O
Fence Line _______•__ __ -x-x-x-
Existing Wetland Boundaries _ - _ - _ _ --- IMB_
Proposed Wetland Boundaries _ _ _ _ _ . -•LB-
Buildings ____•______ __
Foundations _ _ _ _ _ _ _ _ _ _ _ _ L-j
HYDROLOGY
Stream or Body of water _ _ _ _ _ _ _ _... -
Flow Arrow _ _ _ _ _ _ _ _ _ _._...?
Disappearing Stream- _ _ _ _ _ _ ---
Spring - - - - - - - - - - - - - -
Shoreline
Falls, Rapids _ - _ _ - - _ - _ _ _ _ ____.
UTILITIES TOPOGRAPHY
Loose Surface _ _ _ _ _ _ _ _ _ _ _ -------
Exist. Pole _ _ _ _ _ _ _ _ _ _ _ _ _ • Hard Surface _ _ _ _ _ - _ _ _ _ _
Exist. Power Pole _ _ _ _ _ _ _ _ _ _ 4 Change in Road Surface _ _ _ _ _ _ _ _ _ _ _ _
Exist. Telephone Pole _ _ _ _ _ _ _ _ _ -e- Curb _ _ _ _ _ _ _ _ _ _ _ _ _ _ .
Exist. Joint Use Pole _ _ _ _ _ _ _ _ _ 1 Right of Way Symbol _ _ _ _ _ _ _ _ RAW
Telephone Pedestal _ _ _ _ _ _ - _ - 111 Guard Post
_ _ _ _ _ _ _ _ _ _ _ _ Ocr
Cable TV Pedestal _ _ _
"
- ©
Paved Walk____________
-------
Hydrant - - - - - - - - - - - - - -0 Bridge - - - - - - - - - - - - - -
Exist. Water Valve _
"
®
Box Culvert -or Tunnel
Sewer Clean Out
- - - -
Q+
Culvert
Power Manhole _ _ - - _ _ _ _ - - - © Footbridge _ _ _ _ _
Water Manhole _ _ _ _ _ _ _ _ - - - ® Footpath
Trail

Light Pole _ _ _ _ _ _ _ _ _ _ _
_ _ a ,
_ _ _ _ _ _ _ _ _ _ _
Power Line Tower _ _ _ _ _ _ _ _ _ _
STREAM IMPROVEMENTS
Pole with Base_________ __ 0
Power Transformer _ _ _ _ _ _ _ _ _ . Ed Approx. Location of Proposed Boulder
Cross Vane (See Detail)
Guy Wire Anchor _ _ _ _ _ _ - - - Approx. Location of Proposed Boulder _ _ _ _
Sanitary Sewer Manhole _ _ _ _ _ _ _ _ 0 J-Hook Vane (See Detail)
Stone Sewer Manhole _ _ _ _ _ _ _ _ Q Approx. Location of Proposed Log - - _ - _
Tank; Water, Gas, Oil _ _ _ - - _ - _ _ O J-Hook Vane (See Detail)
Recorded Water Line Approx. Location of Proposed At-grade- _ _ _
_ _ _ _ _
Sanitary Sewer _ _ _ _ _ _ _ _ _ - .-?
_ - mss-ss- Stream Crossing (See Detail)
Approx
Location of Proposed Boulder

Recorded Gas Line .
_ _
Vane (See Detail) _ _
Storm Sewer ?C_ Approx. Location of Proposed Rootwad _
- _ _ _ _ _ _ _ _ _
Recorded Power Line _ _

-F'-
?' [See Detail)
Approx. Location of Proposed Scream _ _ _ _ _
Recorded Telephone Cable _ _ _ _ _ _ -,-,_ Plug (See Detail)
Recorded UG Telephone Conduit _,r-,c_ Approx. Location of Proposed Boulder
Exist. Water Meter _ _ _ _ _ _ _ _ _ _ Q Step Pool (See Detail)
Exist. Overhead Power Line _ Approx. Location of Proposed Boulder- _ _ _ _ _
_ _ - -oc? Pool Drain
Step
Exist. Underground Utilities _ _ _ _ _
q, Op
Approx. Location of Proposed Constructed- _ _ _ p
STRUCTURES Riffle (See Detail)
MAJOR Proposed Oxbox PondWetland- - - - - - - -
_ _ _
Bridge, Tunnel, or Box Culvert - cone
I
C (See Detail)
Bridge Wing Wall, Head Wall Approximate limits of Buffer- _
and End Wall _ _ _ _ _ _ _ _ _ _ )- ..( Existing Thalweg

MINOR Existing Top of Bank _ _ _ _ _ _ _ _ _
Head & End Wall _ _ _ _ _ _ _ _ _ coN\ Proposed Thalweg _ _ _ _ _ _ _ _ _ _
Pipe Culvert _ _ _ _ _ _ _ _ _ _ _ ? _ -- -- Proposed Bankfull_ _ C(cut) F(fill)
Footbridge- _ _ _ _ _ _ _ _ _ _ _ >-_--__-, Slope Stake Line _ _ _ _ _ _ _ _ _ _ C( - - -
Drainage Boxes- _ _ _ _ _ _ _ _ _ _ _ ? cB
VEGETATION
Existing Woods Line
E
i
i
T 0
x
st
ng
ree_ _ _ _ _ _ _ _ _ _ _ _ _

Existing Ash- - - - - - - - - - - - - -'::?'
Existing Beech_ _ _ _ _ _ _ _ _ _ _ _ _ --
h 0
Existing Birc
_ _ _ _ _ _ _ _ _ _ _ _ _
B
E
i
i
Eld
x
st
ng
ox
er _ _ _ _ _ _ _ _ _ _
?
Existing Cedar- - - - - - - - - - - - -
Existing Cherry _ _ _ _ _ _ _ _ _ _ _ _ _®
i
D
d T _
sting
ree_ _ _ _ _ _
Ex
ea _ _
_ _
E
i
i
El
x
st
ng
m_ _ _ _ _ _ _ _ _ _ _ _ _
i
H
kb
Exist
ac
erry _ _ _ _ _ _
ng _ _ _ _ _
E
i
i
Hi
k
x
st
ng
c
ory _ _ _ _ _ _ _ _ _ _ _ _
ll
E
i
i
H
o
y_ _ _ _ _ _ _ _
x
st
ng _ _ _ _ _
b e
Existing Horn
eam _ _ _ _ _ _ _ _ _ _ _
d
Existing Ironwoo
_ _ _ _ _ _ _ _ _ _ _
l
Existing Map
e_ _ _ _ _ _ _ _ _ _ _ _ _
lb
Existing Mu
erry - _ _ _ _ _ _ _ _ _ _ _

Existing Oak_ _ _ _ _ _ _ _ _ _ _ _ _
i
E
i
i
P b
ers
mmon- _ _ _ _ _
x
st
ng _ _ _ _ _
/I
Existing Pine_ _ _ _ _ _ _ _
l _ _ _ _ _
Existing Pop
ar- _ _ - _ _ _ _ _ _ _ _
d ?
Existing Redbu
_ _ _ _ _ _ _ _ _ _ _ _
Existing Sweet Gum_ _ _ _ _ _ _ _ _ _ '-5ff

Existing Sycamore- _ _ _ _ _ r
®`"V
_ _ _ _ _
0
Existing Walnut- _ _ _ _ _ _ _ _ _ _ _
Existing Willow _ _ _ _ _ - _ _ _ _ _ _TP
D
0
L
L
u
E
c
N
O
O
i
ii
o°
GENERAL NOTES
E
1. THIS PLAN IS BASED ON THE PRINCIPLES OF NATURAL CHANNEL DESIGN.
2. PROPOSED CONSTRUCTED STREAM FEATURES AND STRUCTURES SHOWN ON THESE PLANS
ARE SHOWN IN THEIR APPROXIMATE LOCATION AND SHALL BE FIELD LOCATED AND
DIMENSIONED TO INSURE PROPER CHANNEL DIMENSION.
3. ALL ELEVATIONS SHOWN ON THESE PLANS ARE REFERENCED TO AN ASSUMED DATUM
4. THE LOCATION OF ALL EQUIPMENT AND MATERIAL STAGING AREAS, HAUL ROADS, AND
ACCESS POINTS TO BE LOCATED AS NOTED ON THESE PLANS. LIMITS OF TREE
PROTECTION FENCING, SILT FENCING, CONSTRUCTION STAGING AREAS, AND GRAVEL
CONSTRUCTION ACCESS ROADS SHOWN APPROXIMATE ON PLANS. EXACT LIMITS AND
LOCATIONS TO BE COORDINATED WITH THE DESIGNER.
5. BOULDERS WILL BE STAGED IN CONSTRUCTION STAGING AREAS UPON DELIVERY.
EXISTING BOULDERS WILL ALSO BE UTILIZED IN FORMATION OF BOULDER VANES
WHERE FEASIBLE.
6. CONSTRUCTION ACTIVITIES SHALL PROGRESS DOWNSTREAM, UNLESS OTHERWISE
DIRECTED BY THE DESIGNER.
7. EQUIPMENT WILL REMAIN OUTSIDE OF CHANNEL FOR THE MAJORITY OF CONSTRUCTION.
MINIMAL IN-STREAM WORK IS ANTICIPATED FOR SUCCESSFUL PLACEMENT OF
STRUCTURES.
20.CONSTRUCTION PERSONNEL SHOULD PARK ALL VEHICLES WITHIN THE LIMITS OF THE
DESIGNATED CONSTRUCTION STAGING AREAS. ALL OTHER CONSTRUCTION EQUIPMENT
AND VEHICLES SHOULD BE PARKED WITHIN THE CONSTRUCTION STAGING AREAS WHEN
NOT IN USE.
21.CONTRACTOR TO BE RESPONSIBLE FOR REPAIRS TO ANY DAMAGE TO EXISTING
UTILITIES, INCLUDING BUT NOT LIMITED TO, OVERHEAD AND UNDERGROUND
UTILITIES, CURB AND GUTTER, PAVEMENT, SIDEWALKS, STORM DRAINAGE SYSTEMS,
SANITARY SEWER SYSTEMS, OR FENCING. ANY REQUIRED REPAIRS TO BE MADE IN
ACCORDANCE WITH ANY AND ALL APPLICABLE STATE AND OR LOCAL MUNICIPALITY
STANDARDS.
22.CONTRACTOR SHALL KEEP ALL TOPSOIL STOCKPILED ON SITE SEPARATELY FROM
OTHER SOIL MATERIALS.
23.BOULDER VANES MAY BE INSTALLED IN LIEU OF BOULDER J-HOOK VANES AT THE
DIRECTION OF THE DESIGNER.
24.CONTRACTOR TO COORDINATE ALL FENCING ACTIVITIES WITH NRCS (HAYWOOD
COUNTY) AND THE LANDOWNER. FENCING ACTITIVIES TO INCLUDE, BUT ARE NOT
LIMITED TO, REMOVAL OF EXISTING FENCING AND INSTALLATION OF NEW FENCING.
25.APPROXIMATE EARTHWORK QUANTITY = 4,950 CU. YD. EXCESS MATERIAL.
R. ALL MECHANIZED EQUIPMENT OPERATED IN OR NEAR THE STREAM OR ITS TRIBUTARIES
SHALL BE INSPECTED REGULARLY AND MAINTAINED TO PREVENT CONTAMINATION OF
STREAM WATERS FROM FUELS, LUBRICANTS, HYDRAULIC FLUIDS, OR OTHER TOXIC
MATERIALS. ANY EQUIPMENT REPAIRS, MAINTENANCE, OR REFUELING ACTIVITIES
SHALL NOT BE DONE WHILE THE EQUIPMENT IS IN THE STREAM OR ITS TRIBUTARIES.
9. CONTRACTOR TO DISPOSE OF ALL WASTE MATERIAL OFF-SITE AS DIRECTED BY
NCEEP AND IN ACCORANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS.
10.ALL ON-SITE TREES REMOVED DURING THE STREAM RESTORATION CONSTRUCTION TO
BE USED ON-SITE AS ROOTWADS, FOOTER LOGS, ETC. WHERE FEASIBLE, AND AS
DIRECTED BY THE DESIGNER
11.ALL ROOTWADS SHALL BE INSTALLED BY DRIVING THEM INTO THE STREAMBANK, AS
OPPOSED TO INSTALLATION THROUGH EXCAVATION OF THE STREAMBANK, WHERE
FEASIBLE, AND AS DIRECTED BY THE DESIGNER
12.ALL DISTURBED AREAS TO BE RESEEDED IMMEDIATELY AS SPECIFIED IN THE PROJECT
SPECIFICATIONS.
13.APPLY SEED AND EROSION CONTROL FIBER PLATTING TO BANKFULL BENCH AND CUT
BANKS DAILY AS EXCAVATION PROGRESSES. EROSION CONTROL FIBER MATTING WILL
BE KEYED INTO THE TOP OF SLOPE AND AT THE ENDS OF EACH MAT TO PREVENT
UNDERCUTTING FROM SHEETFLOW. ADDITIONAL SILT FENCING WILL BE INSTALLED AS
DIRECTED BY THE DESIGNER.
14.UNLESS OTHERWISE DIRECTED BY NCEEP OR NOTED ON THESE PLANS, A 30-FOOT
MINIMUM WIDTH PERMANENTLY VEGETATED BUFFER SHALL BE PLANTED.
15.USE ROOTWADS, TOPSOIL, AND TRANSPLANT VEGETATION GENERATED ON-SITE FOR THE
PROPOSED STREAM CONSTRUCTION AS CLOSE AS POSSIBLE TO THE EXISTING LOCATION
FROM WHERE THESE ITEMS ARE REMOVED IN ORDER TO MINIMIZE HAULING DISTANCE
AND STORAGE DURATION.
16.UNLESS OTHERWISE DIRECTED BY THE DESIGNER, WHERE FEASIBLE, WHEN BEGINNING
CONSTRUCTION ON A GIVEN REACH, WHERE CLEARING IS REQUIRED, USE THE
FOLLOWING SEQUENCE:
A.REMOVE TRANSPLANT VEGETATION AND STOCKPILE AS SPECIFIED ON THE PLANS.
B.REMOVE LARGER TREES THAT CAN BE USED ON-SITE FOR ROOTWAOS, FOOTER LOGS,
LOG VANES, OR FLOODPLAIN HABITAT STRUCTURES AND STOCKPILE AS SPECIFIED
ON THE PLANS.
C.REMOVE REMAINING VEGETATION AND DISPOSE OF OR STOCKPILE AS SPECIFIED ON
THE PLANS.
D.REMOVE TOPSOIL AND STOCKPILE AS SPECIFIED ON THE PLANS.
E.REMOVE REMAINING SOIL MATERIALS AS REQUIRED AND STOCKPILE AS SPECIFIED
ON THE PLANS.
17.EXISTING NON-NATIVE VEGETATION WITHIN THE PROPOSED LIMITS OF CONSTRUCTION
TO BE REMOVED AS SPECIFIED IN THE PROJECT SPECIFICATIONS.
1B.CONTRACTOR TO PROVIDE TEMPORARY PLANT BEDDING AREA ON SITE FOR TEMPORARY
STORAGE OF VEGETATION TRANSPLANTS. TRANSPLANTS TO BE KEPT WATERED,
MULCHED AND SHADED AT ALL TINES AS SPECIFIED IN THE PROJECT SPECIFICATIONS.
19.CONSTRUCTION STAGING AREAS TO BE OF ADEQUATE SIZE TO PROVIDE SAFE AND
ORGANIZED STORAGE FOR BOULDERS, ROOTWADS, AND LOGS TO BE USED FOR
IN-STREAM STRUCTURES, MULCH, TOPSOIL AND OTHER SOIL MATERIAL, TEMPORARY
PLANT BEDS FOR VEGETATION TRANSPLANT MATERIAL, AS WELL AS ALL OTHER
RELATED CONSTRUCTION MATERIALS AND EQUIPMENT.
1I J1
u
1'1
U
ALIGNMENT DATA ° RATCLIFFE COVE BRANCH
Point RC81 N 660,868.80 E 823,530.88 Sta 10+0(L00 Curve RCB-8 Curve RCS-14 Curve RCB-20
PJ.Stotlon 18+89.52 N 661.625.40 E 823.39718 PJ.Stotion 26+33.04 N 662JT6.74 E 823.348.22 PJ.Stotlon 32+91.34 N 662,691.78 E 823J34.03
Course from RCB1 to PC RCB-IN 9'34'50JG23'E Dist 42.73 Delta = 96'51'42.9985'(RT) Delta = 10'30'065687'(RT1 Delta = 74.29'02.0148'(RTI
Degree = 98'4T'08.9T63' Degree = 12T'19'26136r Degree = 95'29'34.6TTr
Curve RCB-I Tangent = 65.51 Tangent = 64.87 Tangent : 45.61
P.LStatlon 10+8T.88 N 660.955.45 E 823.545.51 Length = 9BJ5 length = 86.79 Length = 78.00
Delta = 73'55' 39.9923' 0.T) Radius = 58.00 Radius = 45.00 Radius = 60.00
Degree : 95'29' 34.677r P.C.Station 18#24.01 N 661,573.93 E 823,437.82 P.C.Station 25+68.18 N 662,166.99 E 823,412.35 P.C.Stotion 32+45.73 N 662,681.28 E 823J18.42
Tangent = 45,15 P.T.Statton 19+22JG N 661,659.40 E 823,45318 P.T.Stotlan 26+54.96 N 662,233.39 E 823,379.81 P.T.Statton 33.23.73 N 662,737.36 E 823J32.27
Length : 77.42 C.C. N 661.609.82 E 823,483.38 C.C. N 66211.48 E 823,419,1 C.C. N 662.719.67 E 823.192.23
Rodlus = 60.00 Chord Bear : N 10'15'05.4239'E Chord Bear = N 26'06' 08.8083' 1 Chard Bear = N 39' 27' 02.4616' N
P.C. Station 10+42.73 N 660,940.93 E 823.537.99
P.T. Stotion 1+2OJ4 N 660.975.00 E 821504.81 Course from PT RCB-8 to PC RCB-9 N 58' 43' 56.9232' E Dist 34.39 Corse from PT KB-14 to PC RCB-15 N 29' 08' 54.4761'E Dist 32.95 Course from PT RCS-20 to PC RCS-21 N Z' 8' 31.4542' 1 Dist 3728
C.C. N 660.920.91 E 823,4T8.83
Chord Bear = N 27'22' 59.8339' N Curve RCB-9 Curve RCB-15 Curve RCB-21
PJ.Station 19+99.92 N 661.699.76 E 823.519.74 P.1. Station 21+54.41 N 662.32015 E 823,42815 P.. Station 33+96.71 N 662,0019 E 823J29.46
Course from PT RCB-Ito PC RCB-2 N 64'27'23.0275'1 Dist 3528 Delta = 87'53'28J42r(LT) Delta = 102'53'2T.9485'(LT) Delta = 7r03'39.0359'(LT)
Degree = 87'1726136r Degree = 108'06'18.8797' Degree = 114.35'29.6125'
Curve RCB-2 Tangent = 43.37 Tangent = 66.50 Tangent = 35.70
P.I.Stotlon 12+06.47 N 661.012J2 E 823,426.87 Length : 69.03 length : 95JS Length = 62.01
Delta : 9T'8'24.S44B'(RT) Radius = 45.00 Radius = 53.00 Radius : 50.00
Degree = 127'19' 26136r P.C.Stotion 19+56.55 N 661.61715 E 823.482.6T P.C. Station 26+81.91 N 662,262]7 E 823.395.86 P.C. Station 33+0.01 N 662.774.61 E 823,130.83
Tangent = 51,05 P.T.Statlon 20+25.58 N 661.131.64 E 823.498.61 P.T. Station 27+83.09 N 662.318.87 E 823.364.41 P.T.Station 34+23.02 N 66222057 E 823.09517
Length = T6.35 C.C.N 60.715.71 E 823.459.31 C.C.N 662,28739 E 823.349.57 C.C.N 662,772.69 E 813,080,87
Roolus = 45.00 Chord Bear = N 14.41' 8.852r E Chord Bear : N 12'17' 49.4982' M Chord Bear = N 37' 44' 20.9T2r 1
P.C. Station 1+55.42 N 660.990.21 E 823,4T2.9T
P.T. Station 12.31.71 N 66LO55JZ E 823,454.39 Course from PT RCB-9 to PC RCS-10 N 29'0731.21871 Dist 57.73 Course from PT RCB-15 to PC RC8415 N 73'44'33.4724'1 Dist 19.37 Course from PT RCB-21 to PC RCS-22 N 7I*16'10.490rW Dist 63.18
C.C. N 661,030.86 E 823.49129
Chord Bear = N 15.58' 53.6316' 1 Curve RCS-10 Curve RCB-16 Curve RCS-22
PJ. Station 21+30.51 N 661.82917 E 823,447.48 PJ.Statlon 28+77.95 N 662,365.42 E 823113.34 PJ.Stotion 35+03.49 N 661.843.73 E 823.01810
Course from PT RCB-2 to PC RCB-3 N 32'31'18.6348'E Dist 43.80 Delta : 81'42'2L3087(RT) Delta : ID5'l6'53.T624*(RTl Delta : Z714'05.3O12*(RT1
Degree = 104' 04' 462%5' Degree : 14' 35' 29.625' Degree = 89' 31' 28.1598'
Curve RCB-3 Tangent : 47.61 Tangent = 65.49 Tangent : 16.69
P.LStotlon 13+1157 N 66L12L48 E 623,496.86 Length : 7&50 Length = 91.88 Length = 32.66
Delta = 69'58'20.3925'(LT) Rodtus : 55.05 Radius : 50.00 Radius = 64.00
Degree = 14'35'29.6125' P.C.Station 20.82.90 N 661.187.70 E 823.470.68 P.C.Station 28+12.46 N 662.34T.09 E 823,33612 P.C.Statlon 34+86.80 N 662.838.93 E 823.034.19
Tangent = 34.99 P.T. Station 21+0.41 N 661.858.22 E 823,48527 P.T. Station 29.04.33 N 662,42114 E 823.30T.60 P.T. Station 35+19.45 N 662.855.13 E 823.006.60
Length = 6LD6 C.C.N 661.81452 E 823.518.T5 C.C.N 662,795.19 E 823.75011 C.C.N 662.900.22 E 823.052.0
Roolus : 50.00 Chord Bear = N 8.4r 39.4355' E Chord Bear = N 21'06' 06.5912' N Chord Bear : N 58' 37 07.8395' 1
P.C.Station 12.15.57 N 664092.01 E 823.478.00
P.T.Stotlon 13.36.64 N 6GU49.30 E 813.475.63 Corse from PT RCB-10 to PC RCB-1 N 52'39'045283'E D13T 39.68 Course from PT RCB-16 to PC RCS-17 N 31' 33'52.8026'E Dist 30.36 Course from PT RCS-22 to PC RCS-23 N 44'02'05J8871 Dist 66.45
C.C. N 66418.9G E 823,435.89
Chord Bear : N 2' 2r 51.504' 1 Curve RCB-R Curve RCS-I7 Curve RCB-23
PJ. Station 22+77.88 N 664928.88 E 8215TT.86 PJ. Station 29.70.03 N 662,477JT E 823.342.07 Pi. Station 36+19.01 N 661,92T.70 E 822,931,40
Course from PT RCB-3 to PC RCB-4 N 37'2rOLT5T7 1 Dist 58.34 Delta : 103'5742.5736'(LT) Delta = 78'49'2718r( T) Delta = 44'57'33.758T'0.T)
Degree : 95'29' 34.67Tr Degree = 133'14' 45.5957 Degree = Tr 37' N.OOTB'
Curve RCB-4 Tangent : 76.79 Tangent = 35.34 Tangent = 33.10
P.1. Station 14+36.84 N 60228.96 E 823,414.84 Length = 108.90 Length = 59JG length : 62.T8
Delta = 71'35'341866'(RT) Radius = 60.00 Radius = 43.00 Radius = 80.00
Degree = 98'47'08.9TG3' P.C.Stotlon 22+01.09 N 60.882.29 E 8235Ni.82 P.C.Station 29+34.69 N 662,447.09 E 823,323.53 P.C.Station 35+85.90 N 662,90150 E 822.960.41
Tangent = 10.86 P.T.Stotion 23+09.99 N 664976.85 E 823,517.90 P.T.Station 29+93.85 N 662.501J9 E 823,316.15 P.T.Stotlon 36+48.68 N 662,927.88 E 822,904.30
Length : T2.52 C.C.N 664929.99 E 823.480.42 C.C.N 662,469.65 E 823186.92 C.C.N 662,847,90 E 822.902.90
Radius = 58.00 Chord Bear : N 0' 37131317' E Chord Bea' = N T' 45' 51.29871 Chord Bear = N 66' 30' 52.0683' 1
P.C. Station 13494.98 N 60.195.68 E 823.44014
P.T. Station N+67.50 N 6016154 E 827,438.43 Course from PT RCB-1 to PC RCS-12 N Sr20'38.0552'¦ Dist 42JS Course from PT RCS-11 to PC RC8.18 N 47'18'491T98'1 Dist 45.53 Course from PT RCS-23 to PC RCB-24 N 88'5738,9476'1 Dlst 67.28
C.C. N 664230.87 E 823,486.35
Chord Bear = N r 3r 44,044' 1 Curve RCB-12 Curve KS-18 Curve RC13-24
PJ.Statlon 23+85.33 N 662,023.90 E 823,459.06 PJ,Station 30+58.90 N 662.545.29 E 823168.33 PJ.Statlon 37+59.08 N 662.929.82 E 822,793.91
Course from PT RCB-4 to PC KB-5 N 34'17'32.5287E Dist 52.70 Delta = 69'16'2LO55'DiTI De1to = 48'4728.4525'(lT) Delta : 63'16'39.42r(RT)
Degree = 19'21'58.3463' Degree = 133'14'45.5957 Degree = 8r SrO4,D089'
Curve RCB-5 Tangent : 33A Tangent =19.52 Tangent : 43.13
P.L Station 15+62.46 N 66L342.DO E 823.491.93 Length = 58.03 Length = 36.64 Length = 1TJI
Delta = 80'24'52.982(r0.T) Radius = 48.00 Radius = 43.00 Radius = 70.00
Degree : 14.35'29.685' P.C.Statlon 23+52JI N 662.103.19 E 823.484.96 P.C.Statlon 30+39.38 N 662.532.06 E 823182.68 P.C.Stotlon 37+5.95 N 662,929.01 E 822.837.04
Tangent = 4216 P.T.Statlon 24+1010 N 662.055.45 E 823.4691T P.T.Stotlon 30+16.02 N 661,564.80 E 823168.85 P.T.Statlon 37+9316 N 662,968.68 E 822.77520
Length : TOJB C.C. N 662.040.68 E 823.514.94 C.C. N 662.563.67 E 823.311.53 MN 662.999.05 E 822,838.27
Radius : 50.00 Chord Bear = N 16' 42' 2T.5294' 1 Chord Bear = N 22' 54' 04.60901 Chord Bear = N 5T'Zr 1913Tr 1
P.C.Stotlon 5+20.20 N 664307,08 E 823,468.12
P,T.Statlon 5+90.3T N 6643TL29 E 823.46416
Course from PT RCB-12 to PC RCS-13 N 17'55'42.9963'E Olst 31.16
Course from PT RCB-18 to PC RCS-19 N 1'30' 39.6172'E Dist 31J4
Course from PT RCB-24 to PC RCB-25 N 25'42'59.5265'1 Dist 39.9
C.C.N 664335.25 E 823,426.81
Chord Bear : N 5'54'53.962r1
Curve RCB-13
Curve RCB-19
Curve RCS-25
P1.Stotion 25.1316 N 662.153.51 E 823,501.00 PJ. Station 31+7056 N 662.659.10 E 823.271.34 PJ. Station 38+92.01 N 663,057.65 E 822.732.35
Course from PT RCS-5 to PC RCB-6 N 46'OT'20.4531`11 Dist 31.20 Dana : 99'S'55.OB90'1LTI Delto = 78'013.0863"0.11 Delta = 93'51'48.0268'0.T)
Degree : 102'18'50.011 Degree : 13'27.12.0593' Degree = 104'10'26.9204'
Curve RCB-6 Tangent : 65.90 Tangent = 63.39 Tangent = 58.84
P.L Station 16+55!8 N 60,41611 E 823,414.75 Length = 97.04 Length : )06.46 Length : 90JO
Delta : 74'44' 31.9248' 02T) Radius = 56.00 Radius = 78.00 Radius : 55.00
Degree = 130' 13' 03.6506' P.C. Station 24+4T.3T N 662,090.81 E 823.480.71 P.C. Station 31+OTJ7 N 662,595.93 E 823169.67 P.C. Station 38+33.17 N 663,004.64 E 822.757.88
Tonoent = 33.0 P.T.Station 25.44.40 N 662.53.41E 813,435.85 P.T.Stotlan 32+13.63 N 662.673.90 E 823109.65 P.T. Station 39+231T N 663.028.60 E 822,6BU8
Length = 57.40 C.C.N 661.108.05 E 823.411.43 C.C.N 662.597.99 E 823.191.70 C&N 662,980.77 E 822,108.33
Radius : 44.00 Chord Bear : N 31' 42' 44.54871 Chord Bear = N 3T' 35' 26.92571 Chord Bear = N 12' 38' 53.53971
P.C.Stotlon 5+21.51 N 664392.92 E 823.43198
P.T. Station 16+78.9T N 60,445.71E 823.430.85
Course from PT RCB-13 to PC RCO-14 N er21'12.0926.1 Dist 21TT
Corse from PT RCB-19 to PC RC9.20 N TV 4r33.4690'1 Dist 32JO
Course from PT RCS-25 to PC RCS-26 S 60'25'12.4467'1 Dist 43J3
C.C. N 664424.63 E 823.469.47
Chord Bear = N 8'45'OL4901 1
Course from PT RCB-6 to PC RC13-7 N 28'3T'IT.4717E Dist 60.57
Curve RCB-T
P.LStotlon IT+TL22 N 664526.69 E 823.475.04
Delta = 66' 51' 03.5470' 0.T)
Degree = 1721' 58.3463'
Tangent : 31.68
ength : 56.00
L

rD PRELIMINARY PLANS NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
Radius = 48.00
CADIS
A ECOSYSTEM ENHANCEMENT PROGRAM
P.C-Station 17+39.54 N 664498.88 E 823.459.86 DO NOT USE FOR CONSTRUCTION
P.T. Station 17.95.54 N 66455157 E 823.455.43
C.C.N 664521.87 E 823,417.73
G & M of North Carolina
Inc.
5
Chord Bear = N 4'45'14,3018.1 ,
WWW
ARCADIS-US
COM 4
RATCLIFFE COVE BRANCH
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S 04Mi06 RESTORATION PLANS HAYWOOD COUNTY. NORTH CAROLINA
2 E
Raleigh, NC 21601 5073 I REB 1216105 DRAFT RESTORATION PLAN
Tel: [phone] Fax: [phone] DESIGN ENGINEER BY DATE DESCRIPTION OF REVISION ALIGNMENT DATA - RATCLIFFE COVE BRANCH SHEET NO.3A

n
ALIGNMENT DATA ° RATCLIFFE COVE BRANCH & UTA
Curve RCS-26 Course from RCB3 to RC84 S 80'23' 01.1494 W Dist L48 Point UTAT N 661.960.9 E 824,071.67 Ste 10+00.00 Course from UTA21 to UTA22 N 89' 36' 50.0965' N Dist 4.64
PJ. Station 40.20.66 N 661,98053 E 822.596.48
Delta = 77.59' 59.4879 (11T) Point RC84 N 662.985.79 E 822.034.43 Ste 46+93.94 Course from UTAT to UTA2 N 33* IT' 36.8178' W Dist L76 Point UTA22 N 661.950.51 E 823,986.69 Ste 11+05.33
Degree = 85'30' 5T.9198'
Tangent = 54.26 Course from RC84 to RC85 S 74.20' 51.0633' 11 Dist 30.83 Point UTA2 N 6649GL99 E 824.070.70 Ste 10+01.76 Course from UTA22 to UTA23 N 57'16' 42.8538' N Dist 26.89
Length : 91.21
Radius = 67.00 Point RC05 N 662.977.47 E 822.004,74 Ste 47+24.77
P.C. Station 39+66.41 N 663,007,31 E 822,643.67 Course from UTA2 to UTA3 N 55' 47' 19.9326 N Dist 218 Point UTA23 N 661,965.04 E 817,964.08 Sto 1+32.21
P.T. Station 40+57.62 N 663,021.1E 822,560.47 Corse from RCB5 to RCB6 S 7r4r16.9T27 t Dist 23.94
C.C.N 663,065.58 E 811,610.59 Point UTA3 N 66496317 E 824,068.81 Ste 10+04.04 Course from UTA23 to UTA24 N 36.44'03-40'N Dist 2.62
Chord Bear = N 80' 34' 47.8094' N Point RC86 N 662,969.95 E 82L982.01 Ste 47+48.71
Course from UTA3 to UTA4 N 87'13'34.5280'M Dist 3.53 Point UTA24 N 661.967.14 E 823,962.51 Ste 11+34.83
Corse from PT RCS-26 to PC RC5-2T N 4r34'4&Or.54't Dist 63.45 Course from RCB6 to RC87 S 84.48'362985'11 Dist 7.41
Curve RCS-27 Point RC87 N 662.96917 E 82L9T4.5T Ste 4T+56.19 Point UTA4 N 664963.44 E 824,06518 Ste 10+07LS Course from UTA24 to UTA25 N 75'01'28.5174'W Dist 8.01
P.L Station 41+62.51N 663,099.57 E 822,490.86
Delta = 82'48'00J488'(01 Course from RCBT to ROBS S 42'21'222024'14 Dist T.25 Course from UTA4 to UTA5 S 69'25'15.3148'M Dist 4.59 Point UTA25 N 664969.19 E 823.954.77 Ste 1+42.84
Degree = 12r 54' 21.2899'
Tangent = 41.44 Point RCBS N 662,963.91 E 821.969.68 Ste 4T+67.44 Point UTA5 N 661.961.83 E 824,060.99 Ste 10+12.16 Course from UTA25 to UTA26 N 87'44' 38.9123' 14 Dist 14.76
Length : 67.92
Radius : 47.00 Corse from RCB8 to RC89 S 53'30'42.2225'14 Dist 5.84 Corse from UTA5 to UTA6 S 85'39'41.9149'14 Dist 2.18 Point UTA26 N 661.969.TT E 823,940.02 Ste 1+51.60
P.C. Station 4I+2LOT N 663,068.58 E 522.518.36
P.T. S1atlon 41+88.99 N 663.076.18 E 822,456.67 Point RCB9 N 662,960.44 E 821.964.99 Ste 47+69.28 66 E 824
81 Ste 10+14
Point UTA6 N 664961
058
35 Course from UTA26 to UTA27 S 77.48' 27.1564' N Dist 11.01
C.C. N 663.077.39 E 822.48311 ,
,
.
.
Chord Bear = N 8758' 48J398' 14 Course from RC89 to RCBIO S 47' 56' 15.9353' N Dist 26.98
Course from UTA6 to UTAT S 53'12' 03.0999'14 Dist 5.02 Point UTA27 N 66496724 E 823.92819 Ste 1.69.60
Course from PT RCS-21 to PC RCB-28 S 55' 31' L785T' 14 Dist 56.72 Point RC810 N 662,942.37 E 82%944.96 Ste 47+9625
Point UTAT N 664958.65 E 824,054.79 Ste 10+19.37 Course from UTA27 to UTA28 S 61'30'13.4925'M Dist 23.45
Curve RCB-28 Course from RCBIO to RCB1S 69'9'36.7859'14 Dist 10.31
PJ.Station 42+9197 N 663.016.90 E 022,370.03 Corse from UTAT to UTA6 S 18' 07' 33.2053'tl Dist 2.58 Point UTA28 N 661.956.05 E 823,907,67 Ste 1+93.06
Delta = 75'41'35.9687 IRTI Point RC8J N 662,938.82 E 821.93528 Ste 48+06.56
Degree = 91'24'451714
Tangent = 4826
Corse from RC81 to RCB2 S 59' OS' 20.0940' 14 Dist 17.90 Point UTA6 N 66L95620 E 824.053.99 Ste 10+21.95 Course from UTA28 to UTA29 N 76'38'20.8767'14 Dist 49JI
Length = 82.02
Radius = 62.00 Point RCB2 N 662,931.68 E 824923.36 Ste 48+20.46 Corse from UTA8 to UTA9 S I'05' 40.5TI8' 14 Dist 219 Point UTA29 N 661.967.40 E 823,859.89 Ste 12+42.17
P.C. Station 42+45.11 N 663,044.6 E 822,409.85
P.T,Statlon 43+21.73 N 663.048.82 E 822,333.83 Corse from RCBt2 to RCB13 5 47.04'24.6519'14 Dist 63.33 Point UTA9 N 664954.05 E 824,053.57 Ste 10+24.14
C.C. N 663,095.32 E 822,314.84
Chard Bear = N 86'29'00.2299.14 Point RCB13 N 662,888.55 E 82LB76.99 Ste 48+83.79 Corse from UTA9 to UTAIO S T'36'22J338'14 Dist 2.06
Course from PT RCB-23 to PC RCB-29 N 48' 35' 121455' 14 Dist 4212 Course from RC813 to RCS14 S 48' i7' 50.4368' 14 Dist 29.61
Point 137,010 N 614.952.01 E 824.057.30 Ste 01+2610
Curve RCB-29 Point RC814 N 662,868.81 E 824854.83 Ste 49.13.46
P.1. Station 44+23.03 N 663,11.86 E 822,262.36 Corse from UTAH) to U7A1 S 14'43' 39.7665' 14 Dist 2.67
Delta = 92'17'6.935'r(LT) Corse from RCB14 to RCB6 S 28'54'25.4863'14 Dist 55.68
Degree = 12' 20' 40.7966' Point UTA1 N 661.949.43 E 824,052.62 Ste 10+28.86
Tangent = 53.08 Point RCB15 N 662.820.07 E 824827,92 Ste 49+69.4
Length : 82.6
Radius = 5LDO
Corse from RCS15 to RCEK S 24'44'51.5003.14 Dist 25.10 Course from UTAT to UTAR S 20'4rI4,6955'14 Dist 185
P,C.Stotlon 43+69.95 N 663.OT6.T5 E 822,302.17
P,T.Statlot 44+SZJO N 663,070.68 E 821,228.87 Point RCB16 N 662.79727 E 0,817.41 Ste 49+9424 Point UTA12 N 664945.83 E 824,051.26 Ste 10+32.72
C.C. N 663,038.50 E 822,268.43
Chard Bear = 5 85'16'09.7865'1 Corse from RCBt6 to RC817 5 20'20'47.3387'11 Dist 42.70 Corse from UTA12 to UTA13 S 24'38'6.9326.14 Dist 7.00
Course from PT RCS-29 to PC RCS-30 S 39'07'31.8185'14 Dist 22.86 Point RCSI7 N 662,T5T23 E 824802.56 Ste 50.36.94 Point UTAR N 664939.46 E 824.048.34 Ste 10+39.72
Curve RCB-30 Corse from RCSIT to RCB:8 S 14'52'I&3644'W Dist 43.71
Course from 137,011 to utA14 S 7707'06.8016'14 Dist 504
P-.Stotlon 45+07.12 N 663,027.53 E 1122.193.17
Delta = 72'07'48286'(RT) Point RCBt8 N 662,714.98 E 821.791.34 Ste 50+80.66
Degree = 121'6'262361 Point UTA4 N 664937.91 E 824.043.54 Ste 10+44.76
Tangent = 32.77 Corse from RCSIS to RCM S 26'19'3L8D60'14 Dist 7,66
Length = 56.65 Course from UTA14 to UTA15 S 74'50' 45.0557 N Dist 6,92
Radius = 45.00 Point RM9 N 662,70812 E 8XT87.95 Ste 50+8832
P.C. Station 44+74.95 N 663,052.95 E 822214.45 Point UTA15 N 664936.10 E 824.036-36 Ste 10+9.68
P.T. Station 45+31.60 N 663.039.41 E 82216322 Corse from RCS19 to RC1320 S 4710' 42.4876' II Dist 1816
C.C. N 663,081.35 E 822.179.54
Chord Bear = S 75'r 25.9593'•
Point RC820 N 662,694.58 E 82LT75.68 Ste 9+06.58
Course from UTAI5 to UTAIG N 86'14' 28.5055' 1 Dist 17.86
Course from PT RCS-30 to PC RCS-31 N 68' 00'06.OT00't Dist 6.81 Corse from RCS20 to RCS21 S 21'29 391200'14 Dist 52.14 Point UTA16 N 661.93727 E 824,06.04 Ste 10+69.54
Curve RCS-31 Point R=N 662,646.07 E 82L756.58 Ste 51+58.T2 Corse from UTAH; to UTAIT N 64'59'03.0508'14 Dist 15.70
P.L Station 46+OL54 N 663.065.71 E 822.098.42
Delta = 96'09'2T.T300'I.TI Corse from RC88 to RCS22 S 65'04.20.5345'14 Dist 28.80 Point UTAIT N 664943.T4 E 824,005.17 Ste 10+84.85
Degree = I21' 6' 26136r
Tangent = 5012 Point RC822 N 662,633.93 E 821.730.46 Ste 9+81.52
Length = 75.52 Corse from UTAI7 to UTA18 N 56'r3L8235'14 Dist 4.79
Radius : 45.00 Corse from RCB22 to RC823 S 60'10' 59J310' 14 Dist 38.50
P.C. Station 45+9.42 N 663.046.83 E 822.144.85 Point UTA18 N 664946,41 E 824,0009 Ste 10+89.64
P.T. Station 46+26.95 N 663,017.53 E 822,084.63 Point RCB23 N 662.614.79 E 821,697.05 Ste 52+26.03
C.C.N 663,005b E 822J27.89 Course from UTA18 to UTA19 N 55'28'24.9389'14 Dist 4,70
Chord Bear = S 64.03113.8350'14
Course from PT RCS-31 to PC RCB-32 S 6'49'52.5560'14 Dist 441 Point UTA19 N 661.949.07 E 823.99T32 Ste 10+9434
Curve RCB•32 Course from UTA6 to UTA20 N 88'03'24,OIT4'14 Dist 3.95
PJ, Station 46+5537 N 662.990J8 E 822,076.92
Delta = 68'28' 355000* (RT) Point UTA20 N 661,94911 E 823,993.37 Ste 10+9829
Degree = 229'10'59X150'
Tangent = 17.01 Corse from UTA20 to UTA21 N 58' 04' 14,308r 14 Dist 2,40
Length : 29.88
Radius = 25.00
4
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06
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P.T. Station 46+68.23 N 662.981.44 E 822.059.99
C.C.N 663,013.31E 822,051.45

` PRELIMINARY PLANS
140,07,0 CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
Chord Bear : S 49' 55' 06.4000' N
R CAD 1
15

ECOSYSTEM ENHANCEMENT PROGRAM
DO NOT USE FOR CONSTRUCTION
Course from PT RCB-32 to RCB2 S 84'I7'09.809r14 Diet 7.72
4
Inc.
G & M of North Carolina 5
Point RCB2 N 662,981.68 E 821,052.31 Ste 46145.95 ,
COM
WWW
ARCADIS-US RATCLIFFE COVE BRANCH
Course from RC82 to RCB3 S 84'18'25.6036'11 Dist 1650 .
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RESTORATA7N PLANS HAYWOOD COUNTY, NORTH CAROLINA
2 ES 0
0
Point RCB3 N 662,986.04 E 822.035.89 Ste 46+92.45 Raleigh, NC 27607-5073 1 REB 01/16/05 DRAFT RES70RATIM PLAN
Tel: [phone] Fax: [phone] DESIGN ENGINEER BY DATE DESCRIPTION OF REVISION ALIGNMENT DATA - RCB & UTA SHEET NO. 3B
i'
ALIGNMENT DATA ° UTB, UTC, & UTD
Point UTBI N 662.8253 E 823.662.62 Sto 10.00.00 Point UTC N 663.805.18 E 822,432.88 Sto 10+00.00 Point UTC21 N 663.403.56 E 822.265.93 Sto 14+39.71 Point UTDI N 663,512.92 E 822,219.92 Sto 10+00.00
Course from UTBI to UTB2 S 52'48' 3T.645r N Dist 17.14 Course from UTCI to UTC2 S 36' 53' 43.5518' 1 Dist 4.04 Course from UTC21 to UTC22 S 25.52' 50.0279' 1 Dist 18.50 Course from UTDI to UTD2 S 2r46'10245r E Dist 1214
Point UT132 N 662.814.59 E 823.648.49 Sto 10+17.T4 Point UTC2 N 663.80195 E 822.430.46 Sto *+04.04 Point UTC22 N 663.386.91 E 822157.86 Sto 14+5812 Point UT02 N 663.408.69 E 822261.54 Sto 11+1214
Course from UT82 to UTB3 S 67.28'56.5143'1 Dist 1818 Course from UTC2 to UTC3 S 5'0*.9875'1 Dist 21.51 Course from UTC22 to UTC23 5 27'23'31.1248'11 Dist 83.98 Course from UTD2 to UTD3 5 40'34'16.9141'E Dist 6.T5
Point UTB3 N 662,80T.59 E 823.63L60 Sto 17+36.02 Point UTC3 N 663,780.53 E 822.42&51 Sto 10+25.54 Point UTC23 N 663,312.35 E 812,219.12 Sto 15+42J9 Point UT03 N 663,403.56 E 822165.93 Sto 1.1&99
Course from UT83 to UT84 S 67.31' 36.4215' 1 Dist 26.58 Course from UTC3 to UTC4 S 8'55' 19.5732' 1 Dist 12.72 Course from UTC23 to UTC24 S 5' 35' 43.O2Or 1 Dist 16.88
Point UT84 N 662.797.47 E 823.601.03 Sto 10+6259 Point UTC4 N 663.767.91 E 822,426.54 Sto 10+3816 Point UTC24 N 663.19555 E 822.211.57 Sto 15+59.08
Course from UT84 to UTB5 5 65'14'59.7196'1 Dist 20.58 Course from UTC4 to UTC5 S 7.10'2&0333'1 Dist 8.45 Course from UTC24 to UTC25 S 25'4'54.0136'1 Dist 25.11
Point UTB5 N 662,78&85 E 823.588.33 Sta 10+8318 Point UTC5 N 663.759.59 E 822,425.48 Sto 10+46.71 Point UTC25 N 663112/9 E 822106.62 Sto 15+84.78
Course from UT85 to UT86 S 69'45'06.6066'1 Diet 23.89 Course from UTC5 to UTC6 S 18'38'26.544.1 Dist 9.87 Course from UTC25 to UTC26 S 57.35'461373'N Dist 14.17
Point UTBG N 662,18059 E 823.565.92 Sto 1+01.06 Point UTC6 N 663.T40.T6 E 822.419J3 Sto 10+66.58 Point UTC26 N 663.264.38 E 822J94.5 Sto 15+99.56
Course from UTB6 to UTBT S 64'or04.8738'IF Dist 36.56 Course from UTC6 to UTCT S 36'05'49.7476'1 Dist 5.54 Course from UTC26 to UTC2T 5 31'25'1.4958'11 Dist 20.01
Point UTBT N 662.764.57 E 823,53105 Sto 1+43.63 Point UTC? N 663,73619 E 822,415.81' Sto 10+7212 Point UTC27 N 66314T30 E 822.18172 Sto 10+r157
Course from UTBT to UT88 S 67'24'20.1253'1 Dist 5643 Course from UTCT to UTCB 5 13'38'22.4466.1 Dist 10.70 Course from UTC27 to UTC28 S 33'49'30.3030'1 Dist 46.90
Point UT88 N 662.744.81 E 823.48557 Sto 1+95.06 Point UTCB N 663.125.89 E 822.41334 Sto 10+82.82 Point UTC28 N 663108.34 E 822.157.0 Sto 16+66.47
Course from UT88 to UTB9 S 68'24'40.5422 1 Dist 54.63 Course from UTCB to UTC9 5 35'00'09.5462.1 Dist 10.93 Course from UTC28 to UTC29 S 24.5r25.52T4.1 Dist 1&04
Point UT139 N 662,724.71E 823.434.77 Sto 12+49.69 Point UTC9 N 663,716.94 E 822,407.08 Sto 10+93.75 Point UTC29 N 663.19197 E 812.15D.02 Sto 16+84.51
Course from UT89 to UTBIO S 70'46' 4&3087' 1 Dist 3172 Course from UTC9 to UTC10 S 25'14' 55.T1571 Dist 673 Course from UTC29 to UTC30 S 4.59' 45.6524' 1 Dist 10.56
Point UT810 N 662.71416 E 823.404.82 Sto 4+81.41 Point UTCIO N 663.70632 E 822.402.07 Sto 1+05.48 Point UTC30 N 663.181.45 E 822.149.1 Sto 16+95.07
Course from UTB* to UTB1S 65'26'34.5175'1 Dist 47.31 Course from UTC* to UTCIS 19'43'OL868T W Dist 3727 Course from UTC30 to UTC31S 4.2r20.0324'1 Dist 14.95
Point UT81 N 662.694.60 E 823.36179 Sta 13+28.72 Point UTC7 N 663.67L24 E 822.389.50 Sto 1.42.15 Point UTC31 N 663.16655 E 822141.97 Sto 17+10.01
Course from UTBI to UTB4 S 64.58'39.4T371 Dist 53.42 Course from UTCI to UTCB S 18'02 585414'1 Dist 33.56 Course from UTC31to UTC32 S 51'26'31543'1 Dist 9.35
Point UTB4 N 662.672.01 E 823.71338 Sto 13+82.5 Point UTC4 N 663,639.33 E 822319JO Sta I+1631 Point UTC32 N 663J60.72 E 822,140.66 Sto 11+1936
Course from UT84 to UT813 5 86'34'023579'1 Dist 26.43 Corse from UTC4 to UTCB S 21.19'3L5946'1 Dist 28.05 Course from UTC32 to UTC33 5 2'32'18.8396'1 Dist 6.42
Point UT813 N 662.610.42 E 823186.99 Sto 14+08.58 Point UTCB N 663,0310 E 822.36&90 Sto 4.04.36 Point UTC33 N 663.154.30 E 822.14038 Sto 17+25.TB
Course from UT&3 to UTB14 N 89'09'38.92431 Dist 1136 Course from U703 to UTC4 S 25'06'5LOT19'1 Dist 23J3 Corse from UTC33 to UTC34 S 1'50'243398'1 Dist 32.41
Point UTB14 N 662.670.68 E 823269.63 Sto 14+25.94 Point UTC4 N 663.59225 E 822359.08 Sta 4+27.49 Point UTC34 N 663.12329 E 822J30.99 Sta 17+5819
Course from UT814 to UTB5 N 85' 40' 17.898(r1 Dist 68.39 Course from UTC4 to UTC5 5 7.40' 18.108' E Dist 5.6T Corse from UTC34 to UTC35 S 24' 33' 38.3109' 1 Dist 34.89
Paint UT&5 N 662.GT5.B4 E 823101.44 Sto 14+9433 Point UTC5 N 663.586.63 E 822.359.84 Sto 4+3311 Point UTC35 N 663.091.56 E 822.16.49 Sta IT+93.08
Corse from UTC5 to UTC6 S 40' 3r 54.1TB' ¦ Dist 18.80 Course from UTC35 to UTC36 S 19' 27' 5L3T44' 1 Dist 27.28
Point UTC16 N 663,572.34 E 822347.62 Sto 4.51.97 Point UTC36 N 663A65.84 E 822101.40 Sta 18+20.35
Corse from UTC6 to UTC7 S 17'25'25.791'1 Dist 19Z Course from UTC36 to UTC37 S 18'13'42.0054'1 Dist 5.85
Point UTC7 N 663.554.02 E 822.34L87 Sta 4+7117 Point UTC37 N 663.060.28 E 822JO5.57 Sto 19+26.21
Course from UTC7 to UTCB S 2T'17'56.345r1 Dist 11.96 Corse from UTC37 to UTC38 S 29'25'58.4416.1 Dist 18JO
Point UTC9 N 663.529.19 E 822.329.05 Sto 4+99J3 Point UTC38 N 663,044.52 E 812,096.67 Sto 18+44.31
Corse from UTCiS to UTC9 S 26'1'20.0532'1 Dist 69.62 Corse from UTC38 to UTC39 S 25'10'41.095'1 Dist 22.35
Point UTC9 N 661466.70 E 81219832 Sto 13+6&T5 Point UTC39 N 663.024.29 E 822.08117 Sto 18+66.65
Course from UTC9 to UTC20 S 26'55'4.01771 Dist 37.10
Point UTC20 N 663.433.09 E 822.28125 Sto 14+06.45
Corse from UTC20 to UTC215 27'25'2L2458'1 Dist 3327
PRELIMINARY PLANS NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
l
ARCADIS DO NOT USE FOR CONSTRUCTION ECOSYSTEM ENHANCEMENT PROGRAM
Inc.
G & M of North Corolino 5
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ARCADIS-US
COM 4 RATCLIFFE COVE BRANCH
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RES
04/14/06
RESTORAT*N PLANS HAYWOOD COUNTY, NORTH CAROLINA
Raleigh, NC 27607-5073 1 RES 4/16/D5 DRAFT RESTORATCH PLAN
Tel: [phone] Fax: [phone] DESIGN ENCOCER BY DATE DESCRPTICN OP REVrSK)N ALIGNMENT DATA - UTB, UTC. & UTO SHEET NO. 3C
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND
PROPOSED CHANNEL WITH REFERENCE REACH DATA
L
RATCLIFFE COVE BRANCH - REACH 1
Sta.10+00.00 to Sta. 21 +81.00 RCB-
Variobles Exist) Channel Proposed Reach Reference Reach
i. Stream Type C4 C4 C4
2. Drainage Area (s . mi) 326 326 0B3
3. Bankfull Width (Wbkf) ft Mean. 26B Mean: 21 Mean: 18.4
Range.- 25.6 - 28D Range. N/A Ran e. 17B - 19D
4. Bankfull Mean Depth (dbkf) ft Mean: 13 Mean: 1.66 Mean: -15
Rome. 13 - 13 Range.- N/A Range. 1.4 - 1.6
5. Width/Depth Ratio (Wbkf/dbkf) Mean: 207 Mean: 12T Mean: 123
Range, 20J - 212 Range: N/A Range. 119 - 12.7
6. Bankfull Cross-Sectional Area Mean: 34B Mean: 34B Mean: 279
(Abkf) s ft Range. 325 - 37D Range: N/A Range: 259 - 30D
7. Bankfull Mean Velocity (Vbkf) fps Mean. 472 Mean: 5.43 Mean: 4bl
Ro e: 376 - 776 Range.. 4.13 - 776 Range: 396 - 5.66
8. Bankfull Dlscharge.cfs (Obkf) Mean. 189 Mean. 189 Mean: 138
Range: 148 - 270 Range: 144 - 270 Range: 119 - 170
9. Maximum Bankfull Depth (dmax) ft Mean: 2.82 Mean. 237 Mean: 2J5
Range.- 2.42 - 3.60 Range: 229 - 2.49 Range.- 2.07 - 225
10. Ratio of Low Bonk Height to Max. Mean. 135 Mean: I Mean. 112
Bankfull Depth (Bhlow/dmox) Range. IDO - 174 Range. N/A Rowe: IDO - 139
ll. Width of Flood Prone Area (Wfpa) ft Mean. 255 Mean. 181 Mean: 160
Range, 161- 348 Range: 141- 221 Range. 120 - 200
12. Entrenchment Ratio (<Nfpa/Wbkf) Mean. 9.7 Mean. 8b Mean: 8.6
Ro e: 5B - 135 Rome. 67 - 105 Range. 67 - !05
13. Meander Length (Lm) ft Mean. 620 Mean: 71 Mean: 62
Range: N/A Range: 65 - 78 Range. 57 - 68
14. Ratio of Meander Length to Mean. 23J Mean: 3.4 Mean: 3.4
Bankfull Width (Lm/Wbkf) Range. N/A Range: 3J - 37 Range. 3J - 37
l5. Roduls of Curvature (Rc) ft Mean. 183 Mean: 36 Mean: 31
Ra e. 60 - 240 Range: 19 - 80 Range. Il - 70
16. Ratio of Radius of Curvature to Mean. 6.8 Mean. 1 Mean. 1.7
Bonkfull Width (Rc/Wbkf) Range., 224 - 896 Range: 0.6 - 3B Range. Ob - 3B
17. Belt Width (Wblt) ft Mean: 375 Mean: 32D Mean: 28
Range. 332 - 417 Range: 11- 76 Ro e: 10 - 66
18. Meander Width Ratio (Wblt/Wbkf) Mean. 1.4 Mean: 15 Mean: 15
Rowe. 124 - 156 Range. 05 - 3.6 Range. 05 - 3.6
19. Sinuosity (Stream length/volley Mean: ID2 Mean: IJ5 Mean: 13
distance) (k) Range. N/A Ron e. N/A Ron e: N/A
20. Valley Slope (ft/ft) Mean. OD09 Mean.- OD09 Mean: OD089
Rome. N/A Range. N/A Ran e: N/A
21. Average Water Surface Slope or Mean. OD088 Mean. OD078 Mean: OD068
Bonkful Slope for Reach (Sbkf or Range: N/A Range. N/A Range: N/A
SGV )=(Svoll /k) ft / ft
22. Pool Slope (Spool) ft / ft Mean. OD026 Mean: OD039 Mean: OD034
Range. 0 - 0DI13 Range. 0010 - OD088 Ron e:0.0009 - 0D077
23. Ratio of Pool Slope to Average Mean. 03 Mean. 05 Mean: 05
Slope (S llSbkf) Ro e: OD - 128 Rome. OJ3 - 1J3 Range. 0J3 - IJ3
24. Maximum Pool Depth (dpool) ft Mean: 31 Mean. 3.44 Mean: 3Jl
Rowe: 317 - 4D3 Range. 3D5 - 3B5 Rome: 276 - 3.49
25. Ratio of Maximum Pool Depth to Mean: 2.81 Mean: 207 Mean: 2D7
Bonkfull Mean Depth (d l/dbkf) Range. 244 - 3JO Range: 1.84 - 232 Ran e: 194 - 232
26. Pool Width (Wpool) ft Mean: 21.4 Mean: 21 Mean: 159
Ro e: 19J - 23b Range. N/A Range. 157 - 16D
Variables Existln Channel Proposed Reach Reference Reach
27. Ratio of Pool Width to Bankfull Mean: 0.8 Mean: 0.86 Mean: OB6
Width (W i/Wbkf) Range. 071- OB8 Runge. 0B5 - OB7 Range., OB5 - 0.87
28. Bankfull Cross-sectional Area at Mean. 37 Mean. 41B Mean: 32.6 - -
Pool ( I) s ft Range: 337 - 403 Range. 34B - 452 Range: 28J - 37D
29. Ratio of Pool Area to Bankfull Mean. 1.06 Mean: 12 Mean: 12
Area ( 1/Abkf) Ra e: 097 - iJ6 Range. ID - 13 Range: ID - 13
30. Pool to Pool Spacing (p-p) ft Mean: 112 Mean. 95 Mean: 63
Range, 40.4 - 228E Range. 76 - 118 Rome. 66 - 103
31. Ratio of Pool-to-Pool Spacing to Mean: 4J8 Mean. 45 Mean. 45
Bankfull Width ( - /Wbkf) Rome. 151- 854 Range. 3.6 - 5.6 Range: 3.6 - 5.6
32. Pool Length (Lp) ft Mean: 375 Mean: 315 Mean: 28
Range: 139 - 74.8 Range, 147 - 44J Range.. 13 - 39
33. Ratio of Pool Length to Bankfull Mean. 1.4 Mean. 15 Mean. 15
Width ( /Wbkf) Range, 052 - 279 Range. 07- 2J Range: 07- 2J
34. Riffle Slope (Sriff) ft / ft Mean. 0027 Mean: OD151 Mean: OD132
Ro e:OD057 - 0.0403 Range. OD030 - OD195 Range: OD026 - 00175
35. Ratio of Riffle Slope to Average Mean: 2.4 Meon: 194 Mean: 194
Slope (Srlff/Sbkf) Ra e: Ob5 - 458 Range, 038 - 257 Range: 038 - 257
36. Maximum Riffle Depth (drlff) ft Mean: 2.82 Mean. 237 Mean: 2J5
Range. 2.42 - 3.60 Range. 229 - 2.49 Ro e: 207 - 225
37. Ratio of Riffle Depth to Bonkfull Mean. 22 Mean. 1.43 neon: 1.43
Mean Depth (driff/dbkf) Ra e: 1.86 - 277 Range. 138 - 150 Ro e. 138 - 150
38. Run Slope (Srun) ft / ft Meon: 2J Mean.. OD112 Mean: OD097
Range.- 127 - 463 Range: OD051- OD209 Ro eD.0044 - OD182
39. Ratio of Run Slope to Average Mean. 2J Mean: 1.43 Mean: 1.4
Slope (Srun/Sbkf) Range, 127 - 4,63 -Range.. 0.65 - 268 Ro e: 0.65 - 268
40. Maximum Run Depth (drun) ft Mean: 2.84 Mean. 257 Mean: 232
Range.- 221- 335 Rome. 234 - 294 Range. 2JI - 2.66
41. Ratio of Run Depth to Bankfull Mean. 22 Mean. 155 Mean: 155
Mean Depth (drun/dbkf) Range, 170 - 258 Range. 1.41- 177 Range.. 1.41- 177
42. Slope of Glide (Sgl) ft / ft Mean: OD074 Meon: OD046 Meon: OD04
Range: 0 - OD205 Range. OD007 - OD071 Ro e:OD006 - OD062
43. Ratio of Glide Slope to Average Meon: OB4 Mean.- 0588 Mean: 0588
Water Surface Slope (S 1/Sws) Range: 0 - 233 Ra e. OD88 - 0912 Ro e: OD88 - 0912
44. Maximum Glide Depth (dgl) ft Mean. 328 Mean. 291 Mean. 2.63
Ro e: 275 - 3b7 Ra e: 2.87 - 295 Rc e: 259 - 2.67
45. Ratio of Glide Depth to Bankfull Mean. 252 Mean. 175 Mean: 175
Mean Depth (d !/dbkf) Range.. 2.12 - 2B2 Rance: 173 - 178 Rome. 173 - 178
46. Step Slope (Sst) Meon: N/A Mean.. N/A Mean: N/A
Rome: N/A Ro e: N/A Range. NIA
47. Ratio of Step Slope to Average Mean: N/A Mean. N/A Mean: N/A
Water Surface Slope (Sst/Sav) Ra e. N/A Range. N/A Rome. NIA
48. Maximum Step Depth (dst) Mean: N/A Mean: N/A Mean: N/A
Ra e: N/A Range. N/A Ra e. N/A
49. Ratio of Step Depth to Bonkfull Mean: N/A Mean: N/A Mean. N/A
Mean Depth (dst/dbkf) Rome: N/A Ra e: N/A Rome: NIA
n
U
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND
PROPOSED CHANNEL WITH REFERENCE REACH DATA
111
RATCLIFFE COVE BRANCH - REACH 2
Sta. 21 + 81.00 to Sta. 32 +30.00 RCB-
Variables Exlstl Channel Proposed Reach Reference Reach
1. Stream Type C4 C4 C4
2. Drainage Area (s . ml) 3.47 3.47 0.83
3. Bankfull Width (Wbkf) ft Mean: 21.8 Mean: 217 Mean: 18.4
Range. 21.8 - 21.8 Range: N/A Ron e. I7B - 19D
4. Bankfull Mean Depth (dbkf) ft Mean. IB Mean: 17 Mean: 15
Range, IB - iB Range. N/A Range: 1.4 - 15
5. Wldth/Depth Ratio (Wbkf/dbkf) Mean: 122 Mean. 127 Mean: 123
Ra e: 122 - 122 Rance. N/A Range: 119 - 12.7
6. Bankfull Cross-Sectional Area Mean: 387 Mean: 37 Mean: 279
(Abkf) s ft Range. 387 - 387 Range: N/A Range, 25.8 - 30.0
7. Bankfull Mean Velocity (Vbkf) fps Mean: 635 Mean: 598 Mean: 451
Range, 455 - 9.82 Range: 395 - 9.82 Range. 396 - 5.66
8. Bankfull Discharge. cfs (Qbkf) Mean. 210 Mean: 191 Mean. 138
Rang e: 176 - 275 Range, 146 - 275 Range. 119 - 170
9. Maximum Bankfull Depth (dmox) ft kfean: 3J3 Mean: 2.43 Mean: 2J5
Range. 254 - 3.9 Range: 235 - 255 Range. 2D7 - 225
10. Ratio of Low Bank Height to Max. Mean: 125 Mean. 1 Mean: U2
Bankfull Depth (Bhlow/dmax) Range. 1.05 - 1.71 Range, N/A Range. 1,00 - 139
!l. Width of Flood Prone Area (Wfpa) ft Mean. 301 Mean: 187 Mean: 160
Ro e. N/A Range. 145 - 228 Range. 120 - 200
12. Entrenchment Ratio (Wfpa/Wbkf) Mean: 13B Mean. 85 Mean: 85
Range, N/A Range: 67 - 105 Rowe: 67 - 105
13. Meander Length (Lm) ft Mean: N/A Mean: 74 Meon: 62
Range, N/A Range: 67 - 80 Range: 57 - 68
14. Ratio of Meander Length to Mean: N/A Meon: 4 Mean: 3.4
Bankfull Width (Lm/Wbkf) Range, N/A Range. 3J - 37 Range: 3J - 37
15. Roduls of Curvature (Rc) ft Mean: N/A Meon: 37 Mean. 31
Range, N/A Range, 13 - 82 Range. 11- 70
16. Ratio of Radius of Curvature to Mean: N/A Mean: 17 Mean: 17
Bankfull Width (Rc/Wbkf) Range. N/A Range.- 0.6 - 3.8 Range. 05 - 3B
17. Belt Width (Wblt) ft Mean: N/A Mean: 33.0 Mean: 28
Range.. N/A Ro e. //- 78 Rome. Oct-66
18. Meander Width Ratio (Wblt/Wbkf) Mean. N/A Mean. 15 Mean. 15
Ra e. N/A Range.- 05 -3S Range: 05 - 35
19. Sinuosity (Stream length/valley Mean: 1,01 Mean: IJ9 Mean: 13
distance) (k) Range: N/A Range: N/A Range. N/A
20. Volley Slope (ft/ft) Mean: OD081 Mean: OD081 Mean: OD089
Ro e: N/A Ro e: N/A Range. N/A
21. Average Water Surface Slope or Mean: 01x78 Mean: 0.0068 Meon: OD068
Bankful Slope for Reach (Sbkf or Range. N/A Range: N/A Range: N/A
SGV )=(SVall /k) ft / ft
22. Pool Slope (Spool) ft / ft Mean: OD04 Mean: 00034 Meon: 0.0034
Range. OD - 0.0109 Ra e:0.0009 - OD077 Ro e.OD009 - OD077
23. Ratio of Pool Slope to Average Mean. 05 Mean: 05 Mean: 05
Slope (S l/Sbkf) Rome, OD - 136 Range: OJ3 - U3 Ra e.. OJ3 - 1.13
24. Maximum Pool Depth (dpool) ft Mean: 4J Mean. 352 Mean: 3J1
Rowe. 374 - 454 Range., 3J3 - 394 Rowe., 276 - 3.49
25. Ratio of Moxlmum Pool Depth to Mean. 228 Mean. 2D7 Mean: 207
Bankfull Mean Depth (d 1/dbkf) Ra e: 2.08 - 258 Range. 04 - 232 Range, 1.84 - 232
26. Pool Width (Wpool) ft Mean: 293 Mean: 217 Mean. 159
Ra e: 293 - 293 Range. N/A Rowe.. 157 - 16D
Variables Existing Channel Proposed Reach Reference Reach
27. Ratio of Pool Width to Bankfull Mean. 1.34 Mean. OB6 Mean. 0.86
Width (W 1/Wbkf) Range. 134 - 1.34 Range. OB5 - OB7 Range: 0.85 - OBl
28. Bankfull Cross-sectional Area at Mean: 433 Mean. 44.4 Mean. 325
Pool (1) s ft Range. 433 - 433 Range.. 37D - 481 Range: 28J - 37.0
29. Ratio of Pool Area to Bankfull Mean: IJ2 Mean: 12 Mean: 12
Areal 1/Abkf) Range. IJ2 - IJ2 Range.. ID - 13 Range: IA - 13
30. Pool to Pool Spacing (p-p) ft Mean. 1443 Mean. 98 Mean. 83
Range. 78.4 - 277D Rowe.. 78 - 12,9 Range. 66 - 103
31. Ratio of Pool-to-Pool Spacing to Mean. 65 Mean: 45 Mean: 45
Bankfull Width (- /Wbkf) Range: 35 - 127 Range. 35 - 55 Range, 3.6- 55
32. Pool Length (Lp) ft Mean: 44J Mean: 32,6 Mean. 28
Range: 165 - 881 Range. 152 - 455 Range. 13 - 39
33. Ratio of Pool Length to Bankfull Mean: 2 Mean: 15 Mean: 15
Width ( bkf) Range: 076 - 3J Range: 07 - 2.1 Range: 07 - 21
34. Riffle Slope (Sriff) ft / ft Mean: 0.012 Mean: OD132 Mean. 0.0132
Ra e: 0 - 0.0309 Range. 0.0726 - 0.0175 Range. 0.0026 - 0.085
35. Ratio of Riffle Slope to Average Mean.. 15 Mean: 194 Mean: 194
Slope (Srlff/Sbkf) Ro e: 00 - 3.86 Range. 038 - 257 Range: 038 - 257
36. Moxlmum Riffle Depth (dr)ff) ft Mean. 3J3 Mean. 243 Mean: 2J5
Range. 254 - 3.90 Range. 235 - 255 Range., 2117 - 225
37. Ratio of Riffle Depth to Bankfull Mean: 1 Mean.. 1.43 Mean: 1.43
Mean Depth (driff/dbkf) Range. L47 - 2J7 Range: 138 - 150 Range. 138 - 150
8. Run Slope (Srun) ft / ft Mean: 0.0104 Mean: OD097 Mean. 0.1X197
Ra e:00030 - 011163 Range. 0.0044 - 011182 Range, 0.0744 - OD182
39. Ratio of Run Slope to Average Mean: 13 Mean: 1.43 Mean: 1.43
Slope (Srun/Sbkf) Ra e. 038 - 2.04 Range. 055 - 2.66 Rance: 055 - 2,68
40. Moxlmum Run Depth (drun) ft Mean: 327 Mean. 254 Mean: 232
Range: 254 - 3.80 Range.. 2.40 - 3.01 Ra e: 2J1- 256
41. Ratio of Run Depth to Bankfull Mean: 19 Mean: 155 Mean: 155
Mean Depth (drun/dbkf) Ra e. 1.41- 211 Rome- 1.41- 177 Range: 1.41- 177
42. Slope of Glide (Sgl) ft / ft Mean: OD065 Mean. OD04 Mean: OD04
Range, 0 - OD166 Range-0006 - OD062 Ro e:0.0006 - 0.0062
43. Ratio of Glide Slope to Average Mean: 00 Mean: 0588 Mean. 0588
Water Surface Slope (S 1/Sws) Range. OD - 2.08 Range. 0.088 - 0912 Range. 0.088 - 0912
44. Maximum Glide Depth (dgl) ft Mean: 352 Mean: 298 Mean. 253
Rome. 330 - 3B7 Range. 294 - 3.03 Range: 259- 2,67
45. Ratio of Glide Depth to Bankfull Mean: 2.01 Meon: 175 Mean. 175
Meon Depth (d 1/dbkf) Range: 1,83 - 2J5 Rowe. 173 - 178 Range: 1,73 - 178
46. Step Slope (Sst) Mean: N/A Mean: N/A Mean. N/A
Rc e: N/A Range: N/A Range, NIA
47. Ratio of Step Slope to Average Mean: N/A Mean: NIA Mean: NIA
Water Surface Slope (Sst/Sav) Range: N/A Rowe.. N/A Range. MIA
48. Maximum Step Depth (dst) Mean: N/A Mean: N/A Mean: N/A
Ra e: N/A Rowe, N/A Range: NIA
49. Ratio of Step Depth to Bankfull Mean. N/A Mean. N/A Meon: N/A
Mean Depth (dst/dbkf) Range, N/A Range. N/A Rance: NIA
J
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND
PROPOSED CHANNEL WITH REFERENCE REACH DATA
L
RATCLIFFE COVE BRANCH - REACH 3
Sta. 32 +30.00 to Sta. 46 +32.00 RCB-
Variables Exlstl Channel Proposed Reach Reference Reach
1. Stream Type C4 C4 C4
2. Drainage Area (s . mil 3L5 3.65 0.83
3. Bankfull Width (Wbkf) ft Mean: 245 Mean: 225 Mean: 18.4
Ro e. 245 - 245 Range. N/A Range. 17.8 - 19D
4. Bankfull Mean Depth (dbkf) ft Mean. 13 Mean: 178 Mean. 15
Ra e: 13 - L3 Ran e. N/A Range, 1.4 - IL
5. Width/Depth Ratio aVbkf/dbkf) Mean: 183 Mean: 127 Mean: 123
Range. 183 - 183 Range. N/A Ron e: 119 - 127
6. Bankfull Cross-Sectional Area Mean: 328 Mean: 40 Mean: 279
(Abkf) s ft Range. 328 - 328 Range: N/A Ron e: 259 - 30.0
7. Bankfull Mean Velocity (Vbkf) fps Mean: 5J4 Mean: 55 Mean: 49
Rome. 3.4 - 853 Range: 3B8 - 853 Range: 396 - 5.66
8. Bankfull Discharge. cfs (Obkf) Mean: 205 Mean. 200 Mean. 138
Ra e. 112 - 280 Range: 155 - 280 Range: 119 - 170
9. Maximum Bankfull Depth (dmox) ft Mean: 3D2 Mean: 255 Mean: 2J5
Rowe: 2.64 - 378 Range. 2.46 - 2.67 Range. 2.07- 225
!0. Ratio of Low Bank Helght to MOx. Mean: 136 Mean: 1 Mean. iJ2
Bankfull Depth (Bhlow/dmox) Range.- 1D3 - 08 Range. N/A Range.- IDO - 139
IJ. Width of Flood Prone Area (Wfpa) ft mean. 279 Mean: 194 Mean: 160
Range, N/A Range. 151- 236 Range. 120 - 200
12. Entrenchment Ratio (Wfpo/Wbkf) Mean. 11.4 Mean: 8.6 Mean: 8.6
Ro e: N/A Range: 67 - 105 Range. 67 - 105
13. Meander Length (Lm) ft Mean: 210 Mean: 77 Mean: 62
Range, 92 - 322 Range: 70 - 83 Range. 57 - 68
14. Ratio of Meander Length to Mean: 851 Mean: 3.4 Mean: 3.4
Bonkfull Width (Lm/wbkf) Range., 375 - 1314 Range. 3J - 37 Range. 3J - 37
15. Roduis of Curvature (Rc) ft Mean: 112 Mean: 34 Mean: 31
Range: 35 - 260 Ron e: iI - 81 Range.- 11- 70
16. Ratio of Radius of Curvature to Mean. 4.6 Mean. 17 Meon.. 17
Bankfull Width (Rc/Wbkf) Ro e: 1.43 - 10.61 Range. OB - 3B Ra e. 0.6 - 3B
17. Belt Width (Wblt) ft Mean. 39D Mean: 34D Mean. 28
Rome.- 203 - 66.6 Rowe: It - 81 Rowe. /0 - 66
18. Meander Width Ratio (Wblt/lVbkf) Mean. 159 Mean: 15 Mean: 15
Rome. OB3 - 272 Rome. 05 - 3B Range. 05 - 3.6
19. Sinuosity (Stream length/valley Mean: 1.02 Mean. IJ6 Mean. 13
distance) (k) Rowe: N/A Range. N/A Range: N/A
20. Volley Slope (ft/ft) Meon: 02071 Mean: OD071 Mean: OD089
Rome.- N/A Range: N/A Ron e: N/A
21. Average Wafer Surface Slope or Mean: OD07 Mean: OD061 Mean: OD068
Bonkful Slope for Reach (Sbkf or Range. N/A Range: N/A Range: N/A
Sav )=(SVall /k) ft / ft
22. Pool Slope (Spool) ft / ft Mean: OD025 Mean: 0731 Mean: OD034
Rome: 0.0011- OD045 Ran e:0.0008 - OD069 Range. OD009 - OD077
23. Ratio of Pool Slope to Average Mean.. 036 Mean: 05 Mean: 05
Slope (S 1/Sbkf) Range. OJ6 - 0L4 Range. OJ3 - lJ3 Range, OJ3 - IJ3
24. MOxImUm Pool Depth (dpool) ft Mean. 42 Mean: 3.68 Mean. 3JI
Range. 3.66 - 524 Range: 328 - 4J3 Rome. 276 - 3.49
25. Ratio of Maximum Pool Depth to Mean. 323 Mean: 207 Mean. 207
Bonkfull Mean Depth (d 1/dbkf) Rome. 2.82 - 4D3 Rowe: 04 - 2.32 Ro e.. 1,84 - 232
26. Pool Width (Wpool) ft Mean. 19 Mean. 225 Mean: 159
Ro e: 19 - 19 Rome: N/A Range. 157 - 16D
Variables Exlstl Channel Proposed Reach Reference Reach
27. Ratio of Pool Width to Bankfull Mean. 078 Mean. 0.86 Mean: 0.86
Width (W 1/Wbkf) Ran e: 078 - 078 Range.- 0.85 - 0.87 Range: 0.85 - 0.87
28. Bankfull Cross-sectional Area at Mean: 33.8 Mean: 48 Mean: 32.6 -
Pool ( i) s ft Range. 33B - 33,8 -Range.- 40 - 52 Range. 28J - 37D
29. Ratio of Pool Area to Bankfull Mean: 103 Mean. 12 Mean: 12
Area (1/Abkf) Range. ID3 - 1113 Ro e: 10 - 13 Range.- 10 - 13
30. Pool to Pool Spacing (p-p) ft Mean.. 2081 Mean. !01 Mean: 83
Ro e: 1227 - 348.6 Ro e: 81- 126 Range. 66 - 103
31. Ratio of Pool-to-Pool Spacing to Mean. 8.49 Meon: 45 Mean: 45
Bankfull Width ( - /Wbkf) Range: 5DI - 1423 Range. 3.6 - 5,6 Range. 3L - 5.6
32. Pool Length (Lp) ft Mean. 1019 Mean. 33.8 Mean: 28
Range: 373 - 200D Range. 15B - 47.3 Range: 13 - 39
33. Ratio of Pool Length to Bankfull Mean: 4J6 Mean. 15 Mean. 15
Width ( /wbkf) Range: 152 - 8J6 Range. 07 - 2J Range: 07- 2J
34. Riffle Slope (Sriff) ft / ft Mean. OD161 Meon: OD118 Mean. 0D132
Ra e:00080 - 0D263 Range.- OD023 - 0Dt57 Range: 011026 - OD175
35. Ratio of Riffle Slope to Average Mean: 23 Mean: 194 Mean: 194
Slope (Srlff/Sbkf) Range.. I0 - 376 Range. 038 - 257 Range: 0.38 - 257
36. Maximum Riffle Depth (driff) ft Mean. 3D2 Mean: 2 Mean: 2J5
Range. 2.64 - 378 Range. 246 - 2.67 Range: 207 - 225
37. Ratio of Riffle Depth to Bankfull Mean. 23 Mean.. 1.43 Mean: 143
Mean Depth (driff/dbkf) Range. 203 - 290 Range. 138 - 150 Ra e. 138 - 150
38. Run Slope (Srun) ft / ft Meon: OD071 Mean. OD087 Mean: OD091
Range, ODOfI - OD166 Ra e: OD040 - OD163 Ra eDD044 - OD182
39. Ratio of Run Slope to Average Mean: ID Mean. 1.43 Mean. 143
Slope (Srun/Sbkf) Range.- 024 - 2.40 Range. 0.65 - 2LB Range. 0.65 - 2L8
40. Maximum Run Depth (drun) ft Mean. 329 Mean. 276 Mean: 2.32
Range: 295 - 3.80 Ro e. 251- 3J5 Range., 2JI - 2.66
41. Ratio of Run Depth to Bonkfull Mean: 25 Mean: 155 Mean: 155
Mean Depth (drun/dbkf) Range: 227 - 292 Rome. 1.41- 177 Range. 1.41- 177
42. Slope of Glide (Sgl) ft / ft Meon: OD145 Mean: OD036 Mean: OD04
Range. OD015 - OD429 Range. OD005 - OD056 Ro e:OD006 - OD062
43. Ratio of Glide Slope to Average Mean: 2D7 Mean: 0588 Mean. 0588
Water Surface Slope (S I/Sws) Range. 021- 6J3 Ra e: 0D88 - 0912 Rowe.. OD88 - 0912
44. Maximum Glide Depth (dgl) ft Mean. 3D3 Mean: 3J2 Mean. 2.63
Rance. 272 - 354 Ra e: 3D8 - 3J7 Ro e.. 259 - 2.67
45. Rotlo of Glide Depth to Bankfull Mean: 233 Mean. 175 Mean. 175
Mean Depth (d 1/dbkf) Rowe: 209 - 272 Range.- 173 - 178 Rowe. 173 - 178
46. Step Slope (Sst) Mean. N/A Mean: N/A Mean. N/A
Range.. N/A Range. N/A Rowe. N/A
47. Ratio of Step Slope to Average Mean: N/A Mean. N/A Mean: N/A
Water Surface Slope (Sst/Sav) Range. N/A Rowe.- N/A Range. N/A
48. Maximum Step Depth (dst) Mean: N/A Mean: N/A Mean. N/A
Rome: N/A Ro e: N/A Range. N/A
49. Ratio of Step Depth to Bonkfull Mean. N/A Meon: N/A Mean: N/A
Mean Depth (dst/dbkf) Ra e: N/A Ra e: N/A Ro e: N/A
11
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND
PROPOSED CHANNEL WITH REFERENCE REACH DATA

RATCLIFFE COVE BRANCH - REACH 4
Sta. 46+32.00 to Sta. 52+26.03 RCB-
Variables Existin g Channel Proposed Reach Reference Reach
/.Stream Type B411c 841Ic B411
2. Drolna e Area (s .ml) 3.87 3.87 018
3. Bankfull Width (Wbkf) ft Mean: 25 Mean. 345 Mean: 115
Range: 24 - 25 Range. N/A Rome. 97 - 133
4. Bankfull Mean Depth (dbkf) ft Mean. Ib Mean: 1.33 Mean: 05
Range. lb - 1.6 Range. N/A Range. 0.40 - 0.60
5. Width/Depth Ratio (Wbkf/dbkf) Mean. 15B Mean: 26D Mean. 23
Rome. 15.3 - 163 Range: N/A Range: 15D - 323
6. Bankfull Cross-Sectional Area Mean: 39.6 Mean: 45B Mean: 6
(Abkf) s ft Range. 37B - 41.4 Range.- N/A Range, 5.4 - 63
7. Bankfull Mean Velocity (Vbkf) fps Mean. 5.66 Mean: 527 Mean. 5.3
Rome. 507 -732 Range.- 4.45 - 633 Range. 5J3 - 5.63
8. Bankfull Dlschorge.cfs (Qbkf) Mean: 224 Mean: 237 Mean. 40
Range, 192 - 290 Range. 204 - 290 Range. MIA
9. Maximum Bankfull Depth (dmax) ft Mean. 31 Mean: 354 Mean: 131
Rome. 25 - 3.6 Range: 3DO - 378 Rome: 113 - 1.42
10. Ratio of Low Bank Helght to Max. Mean: 131 Mean: 1 Mean. 12
Bankfull Depth (Bhlow/dfwx) Range, 107 - 1.64 Rc e: N/A Range: IDO - 1.88
ll. Width of Flood Prone Area (Wfpo) ft Mean: 43 Mean: 62 Mean: 212
Range, 38 - 47 Range. 55 - 79 Range. 155 - 300
12. Entrenchment Ratio (Wfpa/Wbkf) Mean: If Mean: L8 Mean: 1.8
Range, L6 - 19 Range.- L6 - 23 Range. 1.6 - 23
13. Meander Length (Lm) ft Mean. 213 Mean: 411 Mean: 137
Range, N/A Range. 328 - 493 Range. 109 - 165
14. Ratio of Meander Length to Mean. 852 Mean: 119 Mean: 119
Bankfull Width (LmAVbkf) Range, N/A Range. 95 -143 Range. 95 - 143
15. Roduis of Curvature (Rc) ft Mean. 153 Mean: 66 Mean: 22
Rome.- 40 - 265 Range: 31-0 Rome: 10 - 40
16. Ratio of Radius of Curvature to Mean: 61 Mean. 19 Mean: 19
Bankfull Width (Rc/Wbkf) Range: 1.6 - 10.6 Range. 09- 35 Range. 09 - 35
17. Belt Width (Wblt) ft Meon: 50 Mean. IOOD Mean: 33
Rome. 359 - 665 Rome: 93 - 104 Range. 31- 35
18. Meander Width Ratio (Wblt/Wbkf) Meon. 205 Mean: 29 Mean: 29
Rome. 1.44 - 2.66 Rome: 27 - 3D Ro e. 27 - 3D
19. Sinuoslty (Stream length/volley Mean: 1D2 Mean: 1D2 Mean. 119
distance) (k) Range, N/A Rome: N/A Range.. 11/A
20. Valley Slope (ft/ft) Mean. ODI12 Mean: OD112 Mean. 00433
Ro e. N/A Rome: N/A Ra e: N/A
21. Average Water Surface Slope or Mean. ODY Mean.. 0011 Mean: 00364
Bonkful Slope for Reach (Sbkf or Range: N/A Range: N/A Range. N/A
Sav )=(SVa11 /k) ft / ft
22. Pool Slope (Spool) ft / ft Mean. OD049 Mean: 00023 Mean: 0.0077
Rome: 0 - 00159 Range: 0 - OD053 Ra e.. 0 - 00174
23. Rollo of Pool Slope to Average Mean. 0.45 Mean: 02115 Mean: 02115
Slope (S I/Sbkf) Ro e: 0 - 1.45 Rome. 0 - 0.4780 Ran e. 0 - 0.4780
24. Moxlmum Pool Depth (dpool) ft Mean.. 4J9 Mean. 4.84 Mean. 02
Ra e: 394 - 490 Ro e: 375 - 5.85 Ra e. 1.41- 220
25. Ratlo of Moxlmum Pool Depth to Mean. 2.62 Mean. 3b4 Mean. 3.64
Bonkfull Mean Depth (d 1/dbkf) Range. 246 - 3D Range.- 282 - 4.40 Ron e: 292 - 4.40
26. Pool Width (Wpool) ft mean: 253 Mean. 345 Mean: 99
Rome. 253 - 253 Range. 193 - 39D Range.. 6.4 - 13D
Variables Exlstln Channel Proposed Reach Reference Reach
27. Ratio of Pool Width to Bankfull Mean: IDI Mean. 0.86 Mean: 0.86
Width (W 1/Wbkf) Range. 101- IDI Range., 056 - 1.13 Range: 056 - IJ3
28. Bankfull Cross-sectlonal Area at Mean. 46J Mean: 605 Mean: 79 -
Pool ( 1) s ft Range: 46J - 46J Range: 403 - 815 Range. 5.3 - 107
29. Ratio of Pool Area to Bankfull Mean: 116 Mean: L3 Mean: 13
Area ( 1/Abkf) Ran e. U6 - 1.16 Range. 0.88 - 178 Range: 0.88 - 178
30. Pool to Pool Spacing (p-p) ft Mean: 116.6 Mean. 77 Mean: 2559
Range. 71D - 2057 Range. 47 - 142 Range: 15b9 - 4721
31. Ratio of Pool-to-Pool Spacing to Mean. 4.66 Mean: 22 Mean: 22
Bankfull width (- /Wbkf) Ron e: 2.84 - 823 Range, 136 - 411 Range: 136 - 4J1
32. Pool Length (Lp) ft Mean: 375 Mean: 245 Mean: 811
Rowe: 259 - 67B Range: 128 - 37.6 Range: 425 - 1251
33. Ratio of Pool Length to Bankfull Mean: 15 Mean. 071 Mean: 071
Width (/Wbkf) Range: 1D4 - 271 Range. 037 - 109 Range: 037 - 1.09
34. Riffle Slope (Srlff) ft / ft Mean. OD159 Mean: 00187 Mean: OD62
Ra e:00083 - OD329 Range. OD140 - 00243 Ro e.. OD464 - OD605
35. Ratio of Riffle Slope to Average Mean. 1.45 Mean: 17 Mean: I.7
Slope (Srlff/Sbkf) Ra e: 075 - 299 Range. 127- 221 Ro e: 127- 221
36. Maximum Riffle Depth (drlff) ft Mean: 3J Mean: 354 Mean: 133
Range. 2.85 - 329 Range. 3.00 - 378 Ra e. U3 - 1.42
37. Ratio of Riffle Depth to Bank ull Mean. 194 Mean: 2.66 Mean: 2.65
Mean Depth (drlff/dbkf) Range. 178 - 205 Range. 226 - 294 Range. 226 - 2.B4
38. Run Slope (Srun) ft / ft Mean. OD119 Mean: 00113 Mean. OD376
Range.. OD078 - 00184 Range. OD066 - 00165 Range. OD220 - 00546
39. Ratio of Run Slope to Average Mean. 108 Mean: 1D3 Mean: 1D3
Slope (Srun/Sbkf) Range.- 071- 1.67 Ro e. 0.60 - 150 Range: 0.60 - 150
40. Maximum Run Depth (drun) ft Mean. 322 Mean. 3.46 Mean. 1.3
Range: 312 - 332 Ra e: 290 - 4J5 Ro e. 109 - 156
41. Ratio of Run Depth to Bonkfull Mean. 2D Meon. 2.6 Mean. 2.6
Mean Depth (drun/dbkf) Range: 2D - 2D8 Range. 2J8 - 3J2 Ra e.. 2J8 - 312
42. Slope of Glide (Sgl) ft / ft Mean. 00119 Mean: 00008 Mean. OD027
Ro e:OD018 - OD220 Ra e. 0 - OD024 Range. 0 - 00080
43. Ratio of Gllde Slope to Average Mean: ID8 Mean: 0074 Mean: OD74
Water Surface Slope (S I/Sws) Rance: OJ6 - 200 Range: 0- 022 Rowe: 0 -022
44. Moxlmum Gllde Depth (dgl) ft Mean: 3.41 Mean. 4.44 Mean: Ib7
Range. 338 - 3.45 Range, 399 - 4,89 Range. 150 - 04
45. Ratio of Glide Depth to Bonkfull Mean. 213 -
Mean. 334 Mean. 334
Mean Depth (d 1/dbkf) Range. 211- 216 Ra e. 3DO - 3.68 Rance. 3DO - 3.68
46. Step Slope (Sst) Mean: N/A Mean: OD517 Mean: 01712
Range. N/A Range. N/A Range, NIA
47. Ratio of Step Slope to Average Mean: N/A Mean: 47 Mean. 47
Water Surface Slope (Sst/Sav) Range: N/A Ro e. N/A Range: NIA
48. Maximum Step Depth (dst) Mean. N/A Mean: 5J5 Mean: 205
Range. N/A Rome. N/A Rowe: MIA
49. Rollo of Step Depth to Bankfull Mean: N/A Mean: 3B7 Mean. 3.87
Mean Depth (dst/dbkf) Range: N/A Ro e. N/A Range: MIA
c:
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND
PROPOSED CHANNEL WITH REFERENCE REACH DATA
UNNAMED TRIBUTARY A
ImeNk
to I Sta.10+00.00 to Sta.12+59.00 -UTA-
Variables Exlstl Channel Proposed Reach Reference Reach
1. Stream Type 8411 B411 8411
2. Drolno e Area (s .ml) OJ8 OJ8 OJ8
3. Bankfull Width (Wbkf) ft Mean: 115 Mean: 115 Mean: 115
Ra e: 97 - 133 Range.- 97 - 13.3 Range: 97- 133
4. Bankfull Mean Depth (dbkf) ft Mean: 05 Mean: 05 Mean: 05
Range. 0.40 - 050 Ra e: 0.40 - 0.60 Range.. 0.40 - OLO
5. Width/Depth Ratio aVbkf/dbkf) Mean. 23D Mean: 193D Mean: 23D
Range, 15D -323 Range.- 15D - 323 Range.- 15D - 323
6. Bankfull Cross-Sectional Area Mean. 6 Mean: 6 Mean: 6
(Abkf) s ft Rowe, 5.4 - 63 Range. 5.4 - 63 Range: 5.4 - 63
7. Bankfull Mean Velocity (Vbkf) fps Mean. 53 Mean: 53 Mean: 53
Ra e: 5J3 - 553 Range. 5J3 - 553 Range: 5J3 - 553
8. Bankfull Discharge. cfs (Obkf) Mean. 40 Meon: 40 Mean: 40
Range, N/A Range. N/A Range: it/A
9. Maximum Bankfull Depth (dmax) ft Mean: 131 Mean. 131 Mean: 131
Range. IJ3 - 1.42 Rowe: IJ3 - 1.42 Range: 1J3 - 1.42
/0. Ratio of Low Bonk Height to Max. Mean: 12 Mean: 12 Mean: 12
Bankfull Depth (Bhlow/dmax) Range, 1.00 - 08 Range: L00 - i.88 Rance: IDO - 1.88
ll. Width of Flood Prone Area (Wfpo) ft Mean: 212 Mean. 212 Mean. 02
Ra e. 155 - 30D Range: 155 - 30D Rowe. 155 - 30.0
12. Entrenchment Ratio nvfpoAVbkf) Mean: IB Mean: 1.8 Mean. 1B
Ro e: l5 - 23 Range. 15 - 23 Range. !L - 23
13. Meander Length (Lm) ft Mean: 137 Mean. 137 Mean: 137
Ra e: 109 -165 Range. 109 - 165 Range. 109 - 165
14. Ratio of Meander Length to Meon: 119 Mean. 119 Mean: 119
Bonkfull Width (Lm/wbkf) Range. 95 -143 Range. 95 -143 Rome. 95 - 143
15. Raduis of Curvature (Rc) ft Mean: 22 Mean. 22 Mean: 22
Range, 10 - 40 Ro e: 10 - 40 Ro e: 10 - 40
16. Ratio of Radius of Curvature to Mean. 19 Mean: 19 Mean. 19
Bonkfull Width (Rc/Wbkf) Ra : 09 - 35 Range: 09 - 35 Ro e. 09 - 35
17. Belt Width (Vblt) ft Mean: 33D Meon: 33D Mean. 33D
Range., 31- 35 Ran e. 31- 35 Rowe.- 31- 35
18. Meander Width Ratio (Wblt/Wbkf) Mean. 29 Mean: 29 Mean: 29
Range. 27 - 3D Range: 27 - 3.0 Range. 27 - 3D
19. Sinuosity (Stream length/valley Mean: 1.19 Mean: 1.19 Mean: 1.19
distance) (k) Range, N/A Range. N/A Rowe: NIA
20. Valley Slope (ft/ft) Mean: OD433 Mean. OD433 Meon: 0.0433
Range. N/A Range: N/A Range: NIA
21. Average Woter Surface Slope or Mean: 0.0364 Mean: OD364 Mean: OD364
Bonkful Slope for Reach (Sbkf or Range. N/A Range. N/A Range: N/A
Sav )=(Sval1 /k) ft / ft
22. Pool Slope (Spool) ft / ft Mean. OD077 Mean. OD077 Mean: OD077
Ra e. 0 - 0.0174 Range: 0 - 0.0174 Ra e: 0 - OD174
23. Ratio of Pool Slope to Average Mean. 02115 Mean. 02115 Mean: 02115
Slope (S 1/Sbkf) Range, 0 - 0.4780 Range. 0 - 0.4780 Ra e: 0 - 0.4780
24. Moxlmum Pool Depth (dpool) ft Mean: IB2 Mean. 1.82 Mean: 02
Rance: 1.41- 220 Range. 1.41- 220 Ra e: 1.41- 220
25. Ratio of Maximum Pool Depth to Mean. 354 Mean. 354 Mean: 354
Bonkfull Mean Depth (d I/dbkf) Range., 2B2 - 4.40 Ro e: 2B2 - 4.40 Rowe.- 282 - 4.40
26. Pool Width (Wpool) ft Meon: 99 Mean: 99 Mean: 99
Ra e. 6.4-13.0 Range. 6.4-13D Rowe. 6.4-13D
Variables Existing Channel Propos ed Reach Reference Reach
27. Ratio of Pool Width to Bankfull Mean. 0B6 Mean: 0B6 Mean: 0186
Width (ly I/Wbkf) Range: 056 - IJ3 Range.. 056 - 113 Range.- 0.56 - iJ3
28. Bankfull Cross-sectional Area at Meon: 7.9 Mean: 79 Mean: 19
Pool ( 1) s ft Range. 53 - 107 Ro e: 53 - 107 Range: 53 - 107
29. Ratio of Pool Area to Bankfull Mean: 132 Mean: 132 Mean: 132
Area (I/Abkf) Range: 0B8 - 178 Range: 0.88 - 178 Range, OB8 - 178
30. Pool to Pool Spacing (p-p) ft Mean. 2559 Mean: 2559 Mean: 2559
Range: 1559 - 4721 Range. 1559 - 4721 Range.- 1559 - 4721
31. Ratio of Pool-to-Pool Spacing to Mean: 223 Mean: 223 Mean: 223
Bankfull Width (- /Wbkf) Ra e: 136 - 0 Range. 136 - 4Jl Range: 136 - 4JI
32. Pool Length (Lp) ft Mean: 8J1 Mean: 8Jl Mean: 8Jl
Ra e: 425 - 1251 Range. 425 - 1251 Range. 425 - 1251
33. Ratio of Pool Length to Bankfull Mean. 071 Mean: 071 Mean: 071
Width (L Mpkf) Ra e: 037 - 1.09 Ro e: 037 - ID9 Range: 0.37 - 1.09
34. Riffle Slope (Sriff) ft / ft Mean. OD62 Mean: OD62 Mean. 0062
Range. 0.0464 - OD805 Range.- OD464 - OD805 Range. OD464 - 0.0805
35. Ratio of Riffle Slope to Average Mean. I7 Mean: 17 Meon: i7
Slope (Srlff/Sbkf) Range: 127 - 221 Ro e: 127 - 221 Range: 127 -221
36. Maximum Riffle Depth (drlff) ft Mean: 133 Mean: 1.33 Mean: 133
Range: IJ3 - 1.42 Range. 113 - 1.42 Range: IJ3 - 1.42
37. Ratio of Riffle Depth to Bankfull Mean. 256 Meon: 256 Mean: 2L6
Mean Depth (driff/dbkf) Range. 226 - 2B4 Range. 226 - 2B4 Range, 226 - 284
38. Run Slope (Srun) ft / ft Mean. OD376 Mean. OD376 Mean: ODJ76
Rome. OD220 - 0.0546 Ra e:0.0220 - 0.0546 Ra e:0.0220 - 00546
39. Ratio of Run Slope to Average Mean: 1.03 Mean.- 1.03 Mean: iD
Slo (Srun/Sbkf) Rome. 050 -1.50 Ro e: 050 - 150 Range: 050 -150
40. Maximum Run Depth (drun) ft Mean: 13 Mean: 13 Mean: 13
Range.. 1.09 - 156 Ra e. 1.09 - 156 Rowe. 1.09 - 156
41. Ratio of Run Depth to Bankfull Mean. 25 Mean. 25 Mean. 25
Mean Depth (drun/dbkf) Range. 218 - 3J2 Range. 2.18 - 3J2 Rance.- 2J8 - 3J2
42. Slope of Glide (SgO ft / ft Mean. OD027 Meon: 0.0027 Mean: OD027
Range.- 0 - 0.0080 Range.- 0 - 0.0080 Ro e: 0 - 0.0080
43. Ratio of Glide Slope to Average Mean: OD74 Mean: OD74 Mean.- OD74
Water Surface Slope (S 1/Sws) Range. 0 - 022 Ra e: 0 - 022 Rance. 0 -022
44. Moxlmum Glide Depth (dgl) ft Mean. 157 Mean: 157 Mean. ILl
Range, 150 - 184 Rome. 150 - IB4 Rome. 150 - 04
45. Ratio of Glide Depth to Bankfull Mean. 334 Mean: 334 Mean: 334
Mean Depth (d 1/dbkf) Ro e. 3.00 - 358 Ra e. 3.00 - 358 Range. 3.00 - 358
46. Step Slope (Sst) Mean. OJ712 Mean: OJ7I2 Mean: 01712
Ra e: N/A Range: N/A Range. NIA
47. Ratio of Step Slope to Average Mean. 47 Mean.. 47 Mean: 47
Water Surface Slope (SstISavg) Range. MIA Range.- NIA Range: MIA
48. Maximum Step Depth (dst) Mean: 205 Mean: 2.05 Mean: 2.05
Ra e: N/A Range. N/A Rome. NIA
49. Ratio of Step Depth to Bankfull Mean: 3.87 Mean: 3B7 Mean.- 3B7
Mean Depth (dst/dbkf) Rome: Il/A Range. N/A Range. N/A
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND
PROPOSED CHANNEL WITH REFERENCE REACH DATA
UNNAMED TRIBUTARY B
Sta.10+00.00 to Sta.14+83.00 -UTB-
Variables Exists Channel Proposed Reach Reference Reach
1. Stream Type Unknown Grcvel Bed 8411 B411
2. Drainage Area (s . ml) Oil Oil OJ8
3. Bankfull Width (Wbkf) ft Mean: N/A Mean: 8,7 Mean: 115
Range.- N/A Range: N/A Range, 91 - 133
4. Bankfull Mean Depth (dbkf) ft Mean: N/A Mean: 0.6 Mean: 05
Ro e. N/A Range. N/A Range.- 0.40 - 060
5. Wldth/Depth Ratio (Wbkf/dbkf) Mean: N/A Mean: 15D Mean: 23D
Range, N/A Range. N/A Range.- 15D - 323
6. Bonkfull Cross-Sectlonl Area Mean: N/A Mean: 5 Mean: 6
(Abkf) s ft Range. N/A Range. N/A Range.- 5.4 - 63
7. Bankfull Mean Velocity (Vbkf) fps Mean: N/A Mean: Mean: 53
Range: N/A Range: Range. 5J3 - 5.63
8. Bankfull Discharge. cfs (Obkf) Mean.. N/A Mean. Mean: 40
Range, N/A Range, Range. N/A
9. Maximum Bankfull Depth (dmox) ft Mean. N/A Mean: 1.6 Mean: 131
Range, N/A Range: 136 - 170 Range: 1J3 - 1.42
10. Ratio of Low Bonk Neigh to Max. Mean. N/A Mean. I Mean: 12
Bankfull Depth (Bhlow/dmax) Range, N/A Range: N/A Range. 1,00 - 1.88
IL Width of Flood Prone Area (Wfpo) ft mean.- N/A Mean: 151 Meon: 212
Rowe. N/A Range: 139 - 202 Range: 155 - 300
12. Entrenchment Ratio (Wfpo/Wbkf) Mean. N/A Mean: 1.8 Mean.. 19
Rowe: N/A Range.- 1,6 - 23 Range. lb - 23
13. Meander Length (Lm) ft Mean: N/A Mean: N/A Mean: 137
Range. N/A Range. l1/A Ra e: 109 - 165
14. Ratio of Meander Length to Mean: N/A Mean. N/A Mean 11.9
Bonkfull Width (Lm/Wbkf) Range: N/A Range. N/A Range. 95 - 143
15. Roduis of Curvature (Rc) ft Mean: IVIA Mean: NIA Mean: 22
Range, N/A Range. N/A Range. /0 - 40
16. Ratio of Radius of Curvature to Mean: N/A Mean. N/A Mean. 19
Bankfull Width (Rc/Wbkf) Range. N/A Range. N/A Range: 09 - 35
17. Belt Width (Wblt) ft Mean: N/A Mean. N/A Mean: 33.0
Range., N/A Ro e. N/A Range: 31- 35
18. Meander Width Ratio (Wblt/Wbkf) Mean: N/A Mean: N/A Mean. 29
Range. N/A Range, N/A Rowe. 21 - 30
19. Sinuosity (Stream length/volley Mean: N/A Mean. N/A Mean. IJ9
distance) (k) Range, N/A Range. N/A Rowe: NIA
20. Volley Slope (ft/ft) Mean: 00206 Mean. 00206 Mean.- 00433
Range: N/A Range. N/A Rome. NIA
21. Average Water Surface Slope or Mean: 00203 Mean. 00178 Mean: 00364
Bankful Slope for Reach (Sbkf or Range. N/A Range: N/A Range: N/A
Soy )=(Svoll /k) ft / ft
22. Pool Slope (Spool) ft / ft Mean: 00133 Mean: 00038 Meon: OD077
Rowe: OD097 - 00189 Range. 0 - 00085 Rome. 0 - 0,0174
23. Ratio of Pool Slope to Average Mean. 0.6551 Mean: 02115 Mean: 02115
Slope (S 1/Sbkf) Rowe, 0.4778 - 09310 Range., 0 - 0.4780 Range. 0 - 0.4780
24. Maximum Pool Depth (dpool) ft Mean: N/A Mean. 2J8 Meon: 02
Range, N/A Range, 1.69 - 2.64 Range.- 1.41- 220
25. Ratio of Maximum Pool Depth to Mean.. N/A Mean. 364 Mean: 3.64
Bonkfull Mean Depth (d 1/dbkf) Range. N/A Range, 282 - 4.40 on e. 292 - 4.40
26. Pool Width (Wpool) ft Mean. N/A Mean: 87 Mean: 99
Ra e: N/A Range. 49 - 99 Ro e. 6.4 - 13D
Variables Existing Channel Proposed Reach Reference Reach
27. Ratio of Pool Width to Bonkfull Mean: N/A Mean. 0.86 Mean: 0.86
Width (W I/Wbkf) Range: N/A Range. 056 - 1J3 Range. 056 - iJ3
28. Bankfull Cross-sectional Area at Mean.. N/A Mean: 6.6 Mean: 7.9
Pool (I) s ft Ra e: N/A Range. 4.4 - 89 Range: 53 - 107
29. Ratio of Pool Area to Bankfull Meon: N/A Mean: 132 Mean: 132
Area ( 1/Abkf) Range: N/A Ro e. 0.88 - 178 Range: 0.88 - 178
30. Pool to Pool Spacing (p-p) ft Mean: 36 Mean: 19.4 Mean: 2559
Range: N/A Range. 119 - 35.8 Range: 15.69 - 4721
31. Ratio of Pool-to-Pool Spacing to Mean.. N/A Meon: 22 Mean: 223
Bonkfull Width (- /wbkf) Range.- N/A Range. 136 - 4Jl Range: 136 - 4JI
32. Pool Length (Lp) ft Mean. 41J Mean. 62 Mean: 8Jl
Range: 177 - 790 Range. 32 - 95 Range: 425 - 1251
33. Ratio of Pool Length to Bankfull Mean: N/A Mean: 071 Mean: 071
Width ( /Wbkf) Range: N/A Range. 037 - 1.09 Ro e. 037 - 1.09
34. Riffle Slope (Sriff) ft / ft Mean. 00445 Mean. 00303 Mean: OD62
Range. N/A Range. OD226 - 00393 Ro e: 00464 - 00805
35. Ratio of Riffle Slope to Average Mean: 22 Mean. 17 Mean: 17
Slope (Sriff/Sbkf) Ra e: N/A Range. 127 - 221 Range: 127 - 221
36. Maximum Riffle Depth (driff) ft Mean: N/A Mean: 1.6 Mean: 133
Range., N/A Range. 136 - 170 Range. iJ3 - 1.42
37. Ratio of Riffle Depth to Bankfull Mean. N/A Meon: 266 Mean: 2.66
Mean Depth (driff/dbkf) Range: N/A Range. 226 - 294 Range: 226 - 2.84
38. Run Slope (Srun) ft / ft Mean. N/A Meon: N/A Mean: 00376
Range. N/A Range.- N/A Range.-O.0220 - 0,0546
39. Ratio of Run Slope to Average Mean: N/A Mean: N/A Mean. 10
Slope (Srun/Sbkf) Ra e: N/A Range: N/A Range., 060 - 150
40. Maximum Run Depth (drun) ft Mean: N/A Mean: N/A Mean. 13
Range.. N/A Ro e. N/A Range. 109 - 1.56
41. Ratio of Run Depth to Bonkfull Mean: N/A Mean: N/A Mean: 2.6
Mean Depth (drun/dbkf) Range, N/A Rowe. N/A Range. 2J8 - 3J2
42. Slope of Glide (Sgl) ft / ft Mean: N/A Mean. N/A Mean: 0.0027
Range: N/A Range. N/A Range: 0 - 00080
43. Ratio of Glide Slope to Average Mean: N/A Meon: N/A Mean: 0074
Water Surface Slope (S 1/Sws) Range., N/A Ra e. N/A Range: 0 - 022
44. Maximum Glide Depth (dgl) ft Meon: N/A Mean: N/A Mean: 1.67
Range. N/A Ro e: N/A Ra e: 150 - 194
45. Ratio of Glide Depth to Bankfull Meon: N/A Mean. NIA Mean: 3.34
Mean Depth (d 1/dbkf) Range. N/A Ro e: t1/A Range: 300 - 3.68
46. Step Slope (Sst) Mean: N/A Mean: 00837 Mean: OJ712
Ra e: N/A Range. N/A Range: NIA
47. Ratio of Step Slope to Average Mean: N/A Mean. 47 Mean: 47
Water Surface Slope (SSt/Sav) Range. N/A Ro e.. N/A Range. N/A
48. Maximum Step Depth (dst) Mean: N/A Mean: 232 Mean: 205
Ra e: N/A Range: N/A Ro e: N/A
49. Ratio of Step Depth to Bonkfull Mean: 111A Mean: 397 Meon: 397
Mean Depth (dst/dbkf) Range.. N/A Ro e: N/A Ro e: N/A
J
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND
PROPOSED CHANNEL WITH REFERENCE REACH DATA
UNNAMED TRIBUTARY C
Sta.10+00.00 to Sta.14+58.00 -UTC-

Range, N/A Range. N/A Range: 9J - 133

Range., N/A Range: N/A Range. 1511 - 323

Range.- N/A Range. Range. 5J3 - 563

Range. N/A Range. 32 - 95 Range: 425 - 1251

Range, N/A Range: 136 - IJO Range. 1J3 - L42

Rance:

Range.- N/A Range: 139 - 202 Range. 155 - 30.0
Slope (Srlff/SbkfJ
Range:
12. Entrenchment Ratio (WfpalWbkf) Mean. NIA Mean. 1B Mean: 1,8
Range: N/A Range. 16 - 23 Range. !6 - 23
Range:

Range, N/A Range. N/A Range. 109 - 165
Mean Depth (driff/dbkfJ
Range:

Mean.- N/A Mean. N/A Mean: 1.03
Slope (SrunISbkf)
16. Ratio of Radius of Curvature to Mean. N/A Mean: N/A Mean. 19
Range:
17. Belt Width lWbltl ft Mean: N/A Mean. N/A Mean: 33.0
Range. N/A Range. N/A Range. 31- 35
Mean Depth ldrun/dbkfJ
Range:
18. Meander Width Rollo (Wblt/Wbkf) Mean: N/A Mean: N/A Mean: 29
Range, N/A Range. N/A Range. 2J - 3D
Range:
19. Sinuosity (Stream length/valley Mean: l.01 Mean: N/A Mean: 119
distance) (k) Range: N/A Rowe: N/A Range: 111A

Range. N/A Range. N/A Ra e: 150 - 184
v
Mean Depth
4
i
0

Range.

N/A

Range.

N/A

Range.

N/A
E
Range:
N/A
Range:
0 - ODI01
Ron e:
0 - O,Oll4

0
Range, N/A Rowe: 169 - 264 Ro e: 1.41- 220
0
Range.
N/A
Ra e:
N/A

Range:
N/A

a
a
Range,
N/A
Ro e:
49 - 98
Ra e:
6.4 - 13A
PRELIMINARY PLANS NOR TH CAROLINA DEPA RTMENT OF ENVIRON MENT AND N ATURAL RESOURCES
ARCADIS DO NOT USE FOR CONSTRUCTION ECOSYSTEM ENHANCEMENT PROGRAM
o Inc.
G & M of North Carolina s
,
WWW.ARCADIS-US.COM s RATCLIFFE COVE BRANCH
d 801 Corporate Center Drive, Suite 30D 2 RES 04/14/06 eESTORATON PLANS HAYNOOD COUNTY, NOR TH CAROLINA
E
C Raleigh, NC 27607-5073 1 RES pn6ipS ORAFT RESTORATION RAN
Tel: [phone] Fax: [phone] DESIGN ¢NC tN Br DATE DESCRIPTON OF REVISaN UTC MORPHOLOGICAL TABLE SHEET NO.3J
Variables Existin g Channel Proposed Reach Reference Reach
1. Stream Type Unknown Sand/Slit Bed 8411 8411
2.Drainage Area fs .mil Oil Oll 018
3. Bonkfull Width lWbkfJ ft Mean: N/A Mean: 8T Mean: 115

4. Bonkfull Mean Depth ddbkfJ ft Mean: N/A Mean. 05 Mean: 05
Ro e: N/A Range. N/A Range: 0.40 - 060
5. Width/Depth Ratio lWbkf/dbkfJ Mean: N/A Mean. 15.0 Mean: 23.0

6. Bonkfull Cross-Sectional Area Mean: N/A Mean: 5 Mean: 6
fAbkfJ s ft Range.- N/A Range: N/A Range. 5.4 - 63
7. Bankfull,Ueon Velocity NbkfJ fps Mean: N/A Mean: Mean: 53

8. BonkfuN DJscharge,cfs lObkfl Mean: N/A Mean: Mean. 40
Ra e: N/A Range: Range. N/A
9. Maximum Bonkfull Depth ldmoxl ft Mean: N/A )dean: I6 Mean. 131

!0. Ratio of Lav Bank Nelgl? to Max. Mean.. N/A Mean: I Mean; 12
Bonkfull Depth (Bhlow/dmax) Range. N/A Range: N/A Range: r.oo - l88
ll. Width of Flood Prone Area lWfpal ft Mean. N/A Mean: 157 Mean: 212

13. Meander Length (Lm) ft Mean. N/A !aeon: N/A Mean: 137

14. Ratio of Meander Length to Mean: N/A Mean: N/A Mean: 119
Bonkfull Width (Lm/Wbkf) Range. N/A Range. N/A Range. 95 - 14.3
15. Raduis of Curvature IRcJ ft Min: N/A Mean: N/A Mean.. 22
Ra e: N/A Rome. N/A Range.- !0 - 40

Bonkfull Width (Rc/?vbkf) Range: N/A Range. N/A Rome. 09 - 35

20. Valley Slope (ft/ft) Mean: 0.02!9 Mean: 0.0219 Mean: 0.0433
Ro e: N/A Range: N/A Range: N/A
21. Average Water Surface Slope or Mean.. 0.0224 (ovg) Mean: 0.0224 lavgl Mean: 0.0364
Bonkful Slope for Reach (Sbkf or Range: N/A Range: N/A Range: N/A
Sav J=lSvall /kl ft / ft
22. Pool Slope (Spool) ft / ft Mean: N/A Mean: 0.0097 Mean: OIXJ71

23. Rollo of Pool Slope to Average Mean. N/A Mean: 02115 Mean: 02115
Slo fS I/SbkfJ Range. N/A Range. 0 - 0.4780 Range. 0 - 04780
24. Maximum Pool Depth (dpool) ft Mean: NIA Mean. 2j8 Mean. 02

25. Ratio of Moxlmum Pool Depth to Mean: N/A Mean. 364 Mean: 364
Bonkfull Mean Depth (d !/dbkf) Ro e: N/A Range: 282 - 4.40 Range: 282 - 4.40
26. Pool Width (Wpool) ft Mean: NIA Mean: 8.7 Mean. 9-9
Variables Existing Channel Proposed Reach Reference Reach
21. Rollo of Pool Width to Bonkfu!! Mean
39. Riffle Slope (Srlff) ft / ft
39. Ratio of Run Slope to Average
Range. N/A Range. NIA Range. NIA
Mean Depth ldst/dbkfJ

: N/A Mean: 0.86 Mean: 0.86
Width (W !/WbkfJ Range: N/A Range.- 056 - 1J3 Range. 056 - U3
28. Bonkfull Cross-sectional Area at mean. ll/A Mean: 66 Mean: 79 --
Pool ( pool) s ft Range.. N/A Range: 4.4 - 89 Range: 5.3 - IOJ
29. Ratio of Pool Area to Bonkfull Mean: N/A Mean: 132 Mean: !32
Area ( 1/Abkfl Range. N/A Ro e: 0.88 - IJ8 Range: 0.88 - !J8
30. Pool to Pool Spacing (p-p) ft Mean: N/A Mean: 19.4 Mean: 2559
Ra e: N/A Range: 10 - 35.8 Range. 1569 -4721
31. Ratio of Pool-to-Pool Spacing to Mean. N/A Mean. 223 Mean: 223
Bonkfull Width (- /Wbkfl Range. N/A Range, 136 - 9Jl Range: f36 - 41!
32. Pool Length (Cpl ft °• Mean. N/A Meon: 62 Mean: 811

33. Ratio of Pool Length to Bonkfull Mean: N/A Mean: 0.71 Mean.- 071
Width f /WbkfJ Range: N/A Range. 037 - C09 Range: 037 - lJ79
Mean: N/A Meon: 0.0381 Mean: 0.062
N/A Range. 0.0284 - 0.0495 Ro e:0.0464 - O1J805
35. Rollo of Riffle Slope to Average Mean. N/A Meon: IT Mean. IT
N/A Range. 127 - 221 Range. 127 - 221
36. Maximum Riffle Depth ldrlffJ ft Mean: N/A Mean: 16 Mean: 133
N/A Range. 1.36 - 1J0 Range. !J3 - 1.42
37. Ratio of Riffle Depth to Bonkfull Mean: N/A Mean: 266 Mean: 266
N/A Range. 226 - 2.89 Range: 226 - 284
38. Run Slope (SrunJ ft / ft Mean.. N/A Mean: N/A Mean: 0.0376
Ro e: N/A Range.- N/A Ro e:0.0220 - 0.0546

40. Maximum Run Depth ldrunl ft Mean. N/A Mean: N/A Mean: 13
N/A Range, N/A Range: 1.09 - 156
4t. Rollo of Run Depth to Bonkfull Mean.. NIA Mean. NIA Mean. 2.6
N/A Ro e: N/A Rance: 218 - 3J2
42. Slope of Glide (Sgl1 ft / ft Mean: N/A Mean: N/A Mean. 0.0027
N/A Range. N/A Range: 0 - 0.0080
43. Rollo of Glide Slope to Average Mean.. N/A Mean: N/A Mean: 0.074
Water Surface Slope (S 1/Swsl Ra e: N/A Ra e: N/A Ra e: 0 - 022
44. Maximum Glide Depth (dg11 ft Mean: NIA Mean. N/A Mean: 1.67

45. Ratio of Glide Depth to Bonkfull Mean: N/A Mean: N/A Mean: 3.34
ld I/dbkfJ Range, N/A Range.. N/A Range: 3.00 - 368
46. Step Slope (SstJ Mean: N/A Mean: 01053 Mean: 0!712

47. Ratio of Step Slope to Average Mean: N/A Mean. 4T Mean: 4T
Water Surface Slope lSst/Sav 1 Range: N/A Range.. N/A Range., N/A
48. Maximum Step Depth ldstJ Mean: N/A Mean: 232 Mean. 205
Ra e: N/A Ra e: N/A Ro e: N/A
49. Rollo of Step Depth to Bonkfull Mean: .N/A Mean. 387 Mean: 3.81

v
MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND
PROPOSED CHANNEL WITH REFERENCE REACH DATA
UNNAMED TRIBUTARY D
Sta.10+00.00 to Sta.11 +18.99 -UTD-
Variables Existin g Channel Proposed Reach Reference Reach
1. Stream Type Unknown Sand/Silt Bed B411 B411
2. Drainage Area (s .m1) OJI Oil OJ8
3. Bonkfull Width (Wbkf) ft Mean: N/A Mean: 8,7 Mean: 115
Ro e: N/A Range. N/A Range. 97 - 133
4. Bankfull Mean Depth (dbkf) ft Mean: N/A Mean: 0.6 Mean: 05
Ra e. N/A Range. N/A Range. 0.40 - 0.60
5. W1dlh/Depth Rollo (Wbkf/dbkf) Mean. N/A Mean. 15D Mean. 23D
Ra e., N/A Range. N/A Range: 15D - 32.3
6. Bankfull Cross-Sectional Area Meon: N/A Mean: 5 Mean: 6
(Abkf) s ft Range: N/A Range. N/A Range: 5.4 - 63
7. Bankfull Mean Velocity (Vbkf) fps Mean: N/A Mean: Mean: 5.3
Range, N/A Range: Rowe. 5.13 - 5.63
8. Bankfull Discharge. cfs (Obkf) Mean: N/A Mean: Mean: 40
Range. N/A Range: Range. 111A
9. Maximum Bankfull Depth (dmox) ft Mean. N/A Mean: 1.6 Mean: 131
Ra e. N/A Range. 136 - 170 Range: IJ3 - 1.42
10. Ratio of Low Bank Height to Max. Mean. N/A Mean. I Mean: 12
Bankfull Depth (Bhlow/dmox) Ra e: N/A Range: N/A Range: ILO - 1.88
ll. Width of Flood Prone Area (Wfpo) ft Mean: N/A Mean: 157 Mean: 212
Range.- N/A Range. 139 - 202 Range: 155 - 30.0
12. Entrenchment Ratio (Wfpo/Wbkf) Mean: N/A Mean: 18 Mean: L8
Range, N/A Range. 1.6 - 23 Range: 1,6 - 23
13. Meander Length (Lm) ft Meon. N/A Mean: N/A Mean: 137
Ro e. N/A Range. N/A Range. 109 - 165
14. Ratio of Meander Length to Mean. N/A Mean: N/A Mean. 119
Bonkfull Width (Lm/Wbkf) Range, N/A Range. N/A Range, 95 - 143
15. Roduls of Curvature (Rc) ft Mean: N/A Mean: 1(/A Mean. 22
Range, N/A Range: N/A Range. 10 - 40
16. Ratio of Radius of Curvature to Mean: N/A Mean. N/A Meon. 19
Bankfull Width (Rc/Wbkf) Ro e., N/A Range. N/A Range. 09 - 35
17. Belt Width (4Vb1t) ft Mean: N/A Mean: N/A Mean: 33.0
Range. N/A Range: N/A Range. 31- 35
18. Meander Width Ratio (Wblt/Wbkf) Mean: N/A Mean: N/A Mean: 29
Ro e., N/A Range, N/A Ro e. 27 - 3D
19. Sinuosity (Stream length/valley Meon. 0 Mean: N/A Mean: 09
distance) (k) Ra e: N/A Rance. N/A Range: N/A
20. Volley Slope (ft/ft) Mean: OD219 Mean: OD219 Mean: OD433
Ro e. N/A Ro e: N/A Ra e: N/A
21. Average Water Surface Slope or Mean. OD224 (avg) Mean: OD224 (avg) Mean: OD364
Bonkful Slope for Reach (Sbkf or Range: N/A Range. N/A Range: 1(/A
Sov )=(Sva11 /k) ft / ft
22. Pool Slope (Spool) ft / ft Mean: N/A Mean: OD047 Mean: OD077
Range. N/A Rance. 0 - 00107 Range. 0 - 0.0174
23. Ratio of Pool Slope to Average Mean: N/A Mean: 0215 Mean. 02115
Slope (S I/Sbkf) Ro e. N/A Range. 0 - 0.4780 Range. 0 - 0.4780
24. Maximum Pool Depth (dpool) ft Mean: N/A Mean: 2J8 Mean: 182
Range, N/A Rowe: 169 - 264 Rowe. 1.41- 220
25. Ratio of Maximum Pool Depth to Mean. N/A Mean: 364 Mean: 3.64
Bankfull Mean Depth (d 1/dbkf) Ra e. N/A Range: 282 - 4.40 Rowe.- 282 - 4,40
26. Pool Width (Wpool) ft Mean: N/A Mean. 87 Meon. 99
Ra e. N/A Ro e. 49 - 98 Range. 64 - 13D
Variables Existing Channel Proposed Reach Reference Reach
27. Rollo of Pool Width to Bonkfull Mean: N/A Mean. 0.86 Mean: 0.86
Width (W ll'Wbkf) Range: N/A Range. 056 - 1J3 Rowe. 056 - IJ3
28. Bankfull Cross-section! Area of Mean: N/A Mean: 6.6 Mean: 7.9
Pool ( 1) s ft Ra e: N/A Range. 4.4 - 89 Range: 53 - 107
29. Ratio of Pool Area to Bonkfull Mean: N/A Mean. 132 Mean. 132
Area ( 1/Abkf) Range: N/A Range, 0.88 - 178 Range. 0.88 - 178
30. Pool to Pool Spacing (p-p) ft Mean: N/A Mean: 194 Mean. 2559
Range: N/A Range. 11.8 - 35B Range. 15.69 - 4721
31. Ratio of Pool-to-Pool Spacing to Mean: N/A Mean: 223 Mean: 223
Bankfull Width (- /Wbkf) Range. N/A Range. 136 - 0 Ra e: 136 - 0
32. Pool Length (Lp) ft Mean. N/A Mean: 62 Mean. 8Jl
Range: N/A Ro e: 32 - 95 Rowe: 425 - 12.51
33. Ratio of Pool Length to Bankfull Mean: N/A Mean. 071 Mean: 071
Width l /Wbkf) Range: N/A Range. 037 - 1.09 Range. 037 - 1.09
34. Riffle Slope (Sniff) ft / ft Mean. N/A Meon: 00381 Mean: 0.062
Ran e: N/A Range. 0.0284 - 0.0495 Range: OD454 - OD805
35. Ratio of Riffle Slope to Average Mean. N/A Mean: 17 Mean: U
Slope (Srlff/Sbkf) Range: N/A Range. 127 - 221 Range: 127 -221
36. Moxlmum Riffle Depth (driff) ft Mean. N/A Mean: 1.6 Mean: 133
Range: N/A Range. 136 - 170 Range: IJ3 - 1.42
37. Ratio of Riffle Depth to Bonkfull Mean. N/A Meon.. 2.66 Mean: 2.66
Mean Depth (driff/dbkf) Range: N/A Range. 226 - 2.84 Range: 226 - 284
38. Run Slope (Srun) ft / ft Mean. N/A Meon.. N/A Mean: 0.037
Ra e: N/A Range. N/A Ra e:OD220 - OD546
39. Ratio of Run Slope to Average Mean: N/A Mean. N/A Mean: iD3
Slope (Srun/Sbkf) Ro e: N/A Range. N/A Rowe: 0.60 - 150
40. Maximum Run Depth (drun) ft Mean. N/A Mean. N/A Mean: l3
Range.- N/A Range. N/A Range: 1.09 - 156
41. Rollo of Run Depth to Bonkfull Mean. N/A Mean: N/A Mean: 2.6
Mean Depth (drun/dbkf) Ra e. N/A Range.- N/A Range: 218 - 3J2
42. Slope of Glide (Sgl) ft / ft Mean. N/A Mean.. N/A Mean: OD027
Range: N/A Range. N/A Rowe.. 0 - 0080
43. Ratio of Glide Slope to Average Mean. N/A Mean. N/A Mean. 0.074
Water Surface Slope (S I/Sws) Range: N/A Range. N/A Range.. 0 - 022
44. Maximum Glide Depth (dgl) ft Mean. N/A Mean. N/A Mean: 1.67
Rome. N/A Range. N/A Ra e.. 150 - 184
45. Ratio of Glide Depth to Bankfull Mean. N/A Mean: N/A Mean: 334
Mean Depth (d l/dbkf) Rome: N/A Range. N/A Range. JDO - 368
46. Step Slope (Sst) Mean: N/A Mean. 0JO53 Mean: OJ712
Ra e: N/A Range. N/A Range. N/A
47. Ratio of Step Slope to Average Mean: N/A Mean: 47 Mean: 47
Water Surface Slope (Sst/Sov) Range. N/A Ro e. N/A Range. N/A
48. Maximum Step Depth (dst) Mean: N/A Mean. 232 Mean. 2.05
Range: N/A Ro e: N/A Range. NIA
49. Ratio of Step Depth to Bonkfull Mean: N/A Mean.. 387 Mean: 387
Mean Depth (dsf/dbkf) Range: N/A Rowe.. N/A Range.. N/A
VARIES
EXISTING BENCH
NG
WIDTH VGf?ND
GROUND BANKFULL Z 15' WIDTH=2ILT
• MAXIMUM BANKFULL DEPTH
VARIES BETWEEN 3.05' AND 3.85'
PROPOSED CHANNEL
THALWEG ELEVATION
SEE STREAM PROFILE
REACHI RATCLIFFE COVE BRANCH POOL SECTION
Sta. 10+00.00 TO 21+81.00 -RCB-
EXISTING -J
GROUND //
VARIES

PROPOSED CHANNEL
BENCH EXISTING
BANKFULL WIDTH GROUND
WIDTH=21.9 215'
1 ,_
• MAXIMUM BANKFULL DEPTH
VARIES BETWEEN =AND 249
THALWEG ELEVATION
SEE STREAM PROFILE
REACHI RATCLIFFE COVE BRANCH RIFFLE SECTION
Sta. 10+00.00 TO 21+81.00 -RCB-
VARIES
BENCH
EXISTING

GROUND UND
GROUND BANKFULL
D
WIDTH EXISTING
' GROUND
T
' Z 15
- H=217
WID

• MAXIMUM BANKI DEPTH
PROPOSED CHANNEL VARIES BETWEEN 3J3'AND 394'
THALWEG ELEVATION
SEE STREAM PROFILE
REACH2 RATCLIFFE COVE BRANCH POOL SECTION
Sta. 21+81.00 TO 32+30.00 -RCB-
EXISTING
GROUND
94
PROPOSED CHANNEL
VARIES
BENCH EXISTING
BANKFULL WIDTH GROUND
WIDTTH=217' - 215'_
• MAXIMUM BANKFULL DEPTH
VARIES BETWEEN 235' AND 255'
THALWEG ELEVATION
SEE STREAM PROFILE
REACH2 RATCLIFFE COVE BRANCH RIFFLE SECTION
Sta. 21+81.00 TO 32+30.00 -RCB-
VARIES
VARIES
BENCH
EXISTING WIDTH EXISTING
GROUND - BANKFULL 15. GROUND
f WIDTH=225'
• MAXIMUM BANKFULL DEPTH
PROPOSED CHANNEL VARIES BETWEEN 328 AND 413'
THALWEG ELEVATION
SEE STREAM PROFILE
REACH3 RATCLIFFE COVE BRANCH POOL SECTION
32+30.00 TO 46+32.00 -RCB-
EXISTING
GROUND
??
PROPOSED CHANNEL
BENCH
WIDTH
BANKFULL = 3' EXISTING
GROUND
WIDTH=345' -
• MAXIMUM BANKFULL DEPTH
VARIES BETWEEN 375' AND 595'
THALWEG ELEVATION
SEE STREAM PROFILE
REACH4 RATCLIFFE COVE BRANCH POOL SECTION
Sta. 46+32.00 TO 52+26.03 -RCB-
VARIES
VARIES
EXISTING Z - - - BENCH EXISTING
GROUND GROUND
GROUND BANKFULL WIDTH
ROUND
WIDTH=225' 215'
• MAXIMUM BANKFULL DEPTH
PROPOSED CHANNEL VARIES BETWEEN 245 AND 26'
THALWEG ELEVATION
SEE STREAM PROFILE
EXISTING BENCH
GROUND WIDTH EXISTING
= 3' -
BANKFULL GROUND
WIDTH=345' -
3?
• MAXIMUM BANKFULL DEPTH
PROPOSED CHANNEL VARIES BETWEEN 3.00 AND 378'
THALWEG ELEVATION
SEE STREAM PROFILE
REACH4 RATCLIFFE COVE BRANCH RIFFLE SECTION
REACH3 RATCLIFFE COVE BRANCH RIFFLE SECTION
32+30.00 TO 46+32.00 - RCB - TYPICAL
0
0
N
Q
O
O
Sta. 46+32.00 TO 52+26.03 -RCB-
SECTI®NS NTS
J
U
VARIES
EXISTING BENCH EXISTING
GROUND BANKFULL WIDTH GROUND
VARIES
WIDTH=115'
PROPOSED CHANNEL ' MAXIMUM BANXFULL DEPTH
VARIES BETWEEN 1.4r AND 220'
THALWEG ELEVATION
SEE STREAM PROFILE
UTA POOL SECTION
Sta. 10+00.00 TO 12+59.00 -UTA-
EXISTING VARIES
GROUND BENCH
BANKFULL VARIES EXISTING
WIDTH=115' \ GROUND
\ 1-
-? - ZJ
• MAXIMUM BANKFUIl DEPTH
PROPOSED CHANNEL VARIES BETWEEN !13' AND 1.42
THALWEG ELEVATION
SEE STREAM PROFILE
UTA RIFFLE SECTION
Sta. 10+00.00 TO 12+59.00 -UTA-
VARIES
EXISTING BENCH EXISTING
GROUND BANKFULL - GROUND
1 WIDTH= 87' VARIES _ 11
PROPOSED CHANNEL ' MAXIMUM BANKFULL DEPTH
VARIES BETWEEN 169' AND 264'
THALWEG ELEVATION
SEE STREAM PROFILE
UTC POOL SECTION
Sta. 10+00.00 TO 14+58.00 -UTC-
EXISTING VARIES
GROUND EXISTING
BENCH GROUND
BANKFULL VARIES -
WIDTH=87' ZJ
'• MAXIMUM BANXFULL DEPTH
PROPOSED CHANNEL VARIES BETWEEN 136'AND 170'
THALWEG ELEVATION
SEE STREAM PROFILE
UTC RIFFLE SECTION
Sta. 10+00.00 TO 14+58.00 -UTC-
VARIES
EXISTING
GROUND
BENCH EXISTING
GROUND
BANKFULL WIDTH
J
W1DTH-87'
PROPOSED CHANNEL MAXIMUM BANKFULL DEPTH
'
'
VA
RIES BETWEEN 169 AND 264
THALWEG ELEVATION
SEE STREAM PROFILE
UTB POOL SECTION
Sta. 10+00.00 TO 14+83.00 -UTB-
EXISTING
GROUND
VARIES
BENCH
\ VARIES
\ BANKFULL
WIDTH=87'
PROPOSED CHANNEL
EXISTING
GROUND
' MAXIMUM BANKFULL DEPTH
VARIES BETWEEN 136' AND 170'
- THALWEG ELEVATION
SEE STREAM PROFILE
UTB RIFFLE SECTION
Sta. 10+00.00 TO 14+83.00 -UTB-
VARIES
EXISTING BENCH EXISTING
GROUND BANKFUIl - GROUND
WIDTH=87' 72j - PROPOSED CHANNEL BANKFULL DEPTH
ETWEEN 169' AND 264'
THALWEG ELEVATION
SEE STREAM PROFILE
UTD POOL SECTION
Sta. 10+00.00 TO 11+18.99 -UTD-
EXISTING VARIES
Z
GROUND
BENCH EXISTING
GROUND
BANKFULL
' VARIES -
WIDTH=87 ZJ

' MAXIMUM BANKFULL DEPTH
PROPOSED CHANNEL VARIES BETWEEN 136 AND 170'
THALWEG ELEVATION
SEE STREAM PROFILE
UTD RIFFLE SECTION
Sta. 10+00.00 TO 11+18.99 -UTD-
TYPICA1L SECTIONS
NTS

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PRELIMINARY PLANS NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DO NOT USE FOR CONSTRUCTION ECOSYSTEM ENHANCEMENT PROGRAM
ARCADI
G & M of North Carolino, Inc, 5
WWW.ARCADIS-US.COM J RATCLIFFE COVE BRANCH
10, 0 I ?D 801 Corporate Center Drive, Suite 300 HAYWOOD COUNTY, NORTH CAROLINA
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A RCADEP" PRE L I M I N A R Y PLANS

DO NOT USE FOR CONSTRUCTION NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES

ECOSYSTEM ENHANCEMENT PROGRAM
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ARCADIS PRELIMINARY PLANS

DO NOT USE FOR CONSTRUCTION NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES

ECOSYSTEM ENHANCEMENT PROGRAM
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VEGETATION TRANSPLANTING. SEEDING (TEMPORARY AND 10. COMPLETE SOIL PREPARATION, STREAK AND BUFFER PLANTING PER AREAS OF MATTING AND REMOVE ACCUMULATED SEDIMENT. A \ SLIT T '-'11
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AND THE ACCESS PATHS. PREPARE SOIL IN STAGING / STOCKPILE
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ABANDONED CHANNEL.
F.REMOVE TEMPORARY IMPERVIOUS DIKE AND PUMP AND
RELOCATE TO NEXT LOCATION DOWNSTREAM AS SHOWN ON
PLAN.
B.HAUL ANY EXCESS SOIL MATERIALS TO STOCKPILE OR SPREAD
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ARCADIS PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
ECOSYSTEM ENHANCEMENT PROGRAM
° Terrace G & M of North Carolina, Inc.
WWW
ARCADIS-US
COM S

'
' .
. RATCLIFFE COVE BRANCH
F 0 100
50
nn
l
Ch 80ICorporote Center Drive, Suite 300 3 z eEe 04/14/DG RESTORATION PLANS NAYNOOO COUNTY, NORTH CAROLINA

SCALE e
a Raleigh, NC 27607-5073
i RED pneiDS [aAVT RESTORATION PLA>t
6
rL Tel: [phone] Fax: [phone] DESIGN ENGINEER or DATE DESCRPTan OF REVISION PLANTING PLAN 3 SHEET NO. PP3
Details -Ratcliffe Cove Branch
m
BDULDERS IN THE VANE
A SHOULD NOT BE CAPPED OR
HAVE SPACES.TIE INTO
BANKFULL STAGE
'A FDOTER BOULDERS
THE TOP OF THE NEXT VANE
--SHOULD BE PLACED 100°OFF THE
BASE OF THE ABOVE STRUCTURE
d.? VANE SPACING APPROXIMATELY
3 x VANE LENGTH
-BACKFILL WITH EXISTING
CHANNEL MATERIAL OR WITH
STONE MATERIAL AS DIRECTED
BY DESIGNER ON SITE
113 _GEOTEXTILE
AAKFULL FABRIC
WIDT P KEY VANE INTO BANK WITH BOULDER
BANKFULL CUTOFF SILL - 5' MIN. IF VANE IS
WIDTH KEYED IN TO CONSTRUCTED BANFULL
BENCH, KEY VANE IN ACROSS ENTIRE
WIDTH OF THE BANKFULL BENCH.
PLAN VIEW
EXISTING 6ROVX
IEY VANE INTO BANK
0'
WITH BOULDER CUTOFF
SILL 5' MIRIMU1
E
STREAMBED
FOOTER BOULDERS PLACED
IM EXCAVATED TRENCH
SECTION A-A
FLOW- STREAMBED
VAKE BOULDER SCOU
AT PROPOSED
STREAMBED
ELEVATION
FOOTER BOULDERS DOEEPESTIN
BE PARTLINEOFWITHSCOURWHEREROOL
T
VANE ARMS TIE INTO BANKFULL.
DO NOT EXCAVATE SCOUR POOL
TOO CLOSE TO FOOTER BOULDERS.
SECTION B-B
SET TOP OF BOULDERS AT
PROPOSED STREAL'.°.ED ELEVATION
EXISTING
GROUND
FOOTER
BOULDER
SET FOOTER BOULDER
30.40% OF BANKFULL
DEPTH BELOW STREAMBED
CROSS SECTION VIEW
NOTE: ALL BOULDERS TO BE MINIMUM VOLUME OF
1 CUBIC YARD OR AS DIRECTED IN THE PROJECT
SPECIFICATIONS AND SHALL BE ANGULAR, FLAT
WITH ONE AXIS 3 TIMES AS LONG AS THE OTHERS
TO RESIST ROLLING. BOULDER SMALL BE CLEAN
AND FREE OF SEDIMENT
BOULDER VANE WITH GEOTEXTILE FABRIC
NTS
BOULDERS IN THE J TURN SHOULD
BE GAPPED Lj TO 1-2 WIDTH OF
NEXT BOULDER
WHEN PLACING J-NOOK VANES
AROUND A MEANDER BEND,PLACE
7y THE UPSTREAMIOST VANE ONE
F VANE LENGTH DOWNSTREAM OF
1, WHERE THE FIRST VELOCITY
cVECTORS HIT THE BANK
a
y BOULDERS IN THE VANE ARM
SHOULD NOT BE GAPPED OR
HAVE SPACES.TIE INTO BANKFULL
STAGE
`- FOOTER BOULDERS
VANE SPACING APPROXIMATELY
3 x VANE LENGTH
THE TOP OF THE NEXT ,I-HOOK
?-SHOULD BE PLACED 1001 OFF THE
BASE OF THE ABOVE STRUCTURE
GEOTEXTILE FABRIC
_RACKFILL WITH EXISTING
CHANNEL MATERIAL OR WITH
STORE MATERIAL AS DIRECTED
BY DESIGNER ON SITE
KEY VANE INTO BANK WITH BOULCER
P' CUTOFF SILL - 5' KIM. IF VANE IS
-KEYED IN TO CONSTRUCTED BANFULL
RENCH, KEY VANE IN ACROSS ENTIRE
WIDTH OF THE BANKFULL BENCH.
-1/3 BANKFULL WIDTH
PLAN VIEW
EXISTING GRDUNI
5
KEY , VANE INTO BANK
5' MINIMUM
FDOTER BOULDERS PUCE
IN EXCAVATED TRENCH
SECTION A-A
FLOW--- STREAPBED
VANE BOULDER SCDU
AT PROPOSED
STREAMBED
ELEVATION
FOOTER BOULDER DEEPEST PART OF SCOUR POOL
TO BE IN LINE WITH WHERE
VANE ARMS TIE INTO RANKFULL.
DO NOT EXCAVATE SCOUR POOL
TOO CLOSE TO FOOTER BOULDERS.
SECTION B-B
T TOP OF BOULDERS AT
1010 OSEsubwBED ELE N
EXISTING
GROUND
FOOTER
BOULDER
DEPTH BELOW STREAYBED
CROSS SECTION VIEW
NOTE: ALL BOULDERS TO BE MINIMUM VOLUBE OF
1 CUBIC YARD OR AS DIRECTED IN THE PROJECT
SPECIFICATIONS AND SHALL BE ANGULAR, FLAT
WITH ONE AXIS 3 TIRES AS LONG AS THE OTHERS
TO RESIST ROLLING. BOULDER SHALL BE CLEAN
AND FREE OF SEDIMENT
BACKFILL WITH EXISTING-
CHANNEL MATERIAL OR
WITH STONE MATERIAL AS
DIRECTED BY DESIGNER ON
SITE
FABRIC

P
IL?
?BWIANDTH KFUL
BOULDERS IN THE VANE
SHOULD NOT BE GAPPED EXISTING GROUND
OR HAVE SFACESTIE KEY INTO BAN
VANE
.? INTO BAMKFULL STAGE. 5' NIr
M
t
FOOTER BOULDERS
f

y STREAYBED 5`OTE
?` 2
LW FDOTER BOULDERS
r
BACKFILL WITH PLACED IN EXCAVATED
EXISTING CHANNEL GEOTEXTILE TRENCH
VANE SPACING APPROXIMATELY MATERIAL OR WITH FABRIC
3 x VANE LENGTH AS
EC
I

N<
'-THE TOP OF THE NEXT VANE DIR
TED
BY
DESIGNER ON SITE
SECTION A-A
SHOULD BE PLACED 100. OFF THE VANE BOULDER
BASE OF THE ABOVE STRUCTURE AT PROPOSED
- -KEY VANE INTO BANK WITH BOULDER STREAMBED ELEVATION
CUTOFF SILL - 5' MIN. IF VANE IS
STREAPBED
FLOW
KEYED IN TO CONSTRUCTED BANFULL -
BENCH, KEY VANE IN ACROSS ENTIRE
WIDTH OF THE BANKFULL BENCH. SLOU
BACKFILL WITH
P EXISTING NG CHANNEL
-1/3 BANKFULL WIDTH MATERIAL OR WITH
STONE MATERIAL DEEPEST PMT OF SCOUR POOL
DEEPEST PART OF SCOUR POOL AS DIRECTED BY TO BE IN LINE WITH WHERE
TO BE IN LIKE WITH WHERE VANE DESIGNER ON SITE VANE ARTS TIE INTO BANKFULL.
ARMS TIE INTO BANKFULL. DO NOT FOOTER DO NOT EXCAVATE SCOUR POOL
EXCAVATE SCOUR POOL TOO GEOTEXTIL BOULDERS TOO CLOSE TO FOOTER BOULDERS.
CLOSE TO FOOTER BOULDERS FABRIC
PLAN VIEW
CROSS VANE
CROSSOVER POINT
AT RIFFLE
CROSS VANES TO BE PLACED UPSTREAM OF CROSSOVER POINT
EETWEEN GLIDE AND RIFFLE SUCH THAT THE STREANBED
GLIDES OUT' OF THE SCOUR POOL CREATED BY THE CROSS
VANE SUCH THAT IT WILL TIE IN CORRECTLY WITH THE HEAD
OF RIFFLE AT THE CROSSOVER POINT.
TYPICAL CROSS VANE LOCATION-PLAN VIEW
VANE ARM ON INSIDE OF 4v
BEND IS SHORTER AND STEEPER .3C
CROSS VANE CONSTRUCTION IN MEANDER-
PLAN VIEW
SECTION B-B
SET TWELEVATION
PRO OISTING
OUND
BOULDER
L ISET FOOTED BOULDER FOOTER
30.40% OF BANKFULL
DEPTH BEL
OW STREAMBED
CROSS SECTION VIEW
NOTE: ALL BOULDERS TO BE MINIMUM VOLUME OF
1 CUBIC YARD OR AS DIRECTED IN THE PROJECT
SPECIFICATIONS AND SHALL BE ANGULAR FLAT
WITH ONE AXIS 3 TIMES AS LONG AS THi OTHERS
TO RESIST ROLLING. BOULDER SHALL BE CLEAN
AND FREE OF SEDIPENT
BOULDER CROSS VANE WITH GEOTEXTILE FABRIC
NTS
Details - Ratcliffe Cove Branch

COMPACTED
FILL
IMPERVIOUS-
CHANNEL PLUG
FILL
CHANNEL

PLAN VIEW
NOTES:
1. FINAL NURSER AND LOCATION OF OXBOW PONDS/
WETLANDS TO BE DETERMINED BY DESIGNER.
2. LOCATION OF CONNECTING CHANNEL TO BE
DETERMINED BY DESIGNER ON SITE IN ORDER
TO AVOID BANK EROSION.
3. AT THE DISCRETION OF THE DESIGNER THE
CONNECTING CHANNEL CAN BE CONSTRUITED AS
A BOULDER/STEP POOL SYSTEM TO DRAIN TO
THE PROPOSED STREAM CHANNEL.
4. AT THE DIRECTION OF THE DESIGNER, THE
CONNECTING CHANNEL MAY BE ELIMINATED.
PLAN VIEW
STREAM CHANNEL PLUG
NTS
J
u
0
T
P
N
O
O
N
N
Q
O
0
L
GROUND
CUT FOR CONNECTING
CHANNEL
ELEVATION
SLOPE < 14
CUT FOR CEOTEXTILE
POND -- ---- PROPOSED
PROPOSED FABRIC CHANNEL
BEGIN CUT FOR
CONNECTING CHANNEL
EXISTING CHANNEL AT PROPOSED BANKFULL
REDIPROPOSED POND ELEVATION
BOTTOM
SECTION A-A
5' . 10'
EXISTIN M1Y A1? VARIES
GROUND 4J
CUT FOR
CONNECTING GEOTEXTILE
CHANNEL FABRIC
SECTION B-B
OXBOW PONDMETLAND
NTS
NOTES:
1. STEPS TO BE SHORT, FREOL'ENT, AND
CLOSELY SPACED.
2. STEPS TO BE INSTALLED BY WORKING
FROM DOWNSTREAM TO UPSTFEAN.
3. POOL SPACING SHALL BE INVERSELY
PROPORTIONAL TO STREAM SLOPE,
AND DIRECTLY PROPORTIONAL TO
BANKFULL WIDTH.
4. POOL DEPTHS AT BANKFULL ELEVATION
SHALL BE TYPICALLY 3 TO 4 TIMES
DEEPER THAN STEP DEPTHS AT
BANKFULL ELEVATION.
5. ADEQUATE NUMBER OF FOOTER BOULDERS
TO BE USED IN ORDER TO FOLD UP THE
BOULDERS AT HEAD OF STEPS DURING
HIGH ENERGY/HIGH FLOW EVENTS.
SET TOP OF BOULDERS AT
LD7 ATIQA PUCE BOULDERS
UP TD BANKFULL
ELEVATION
BANKFULL ELEVATION
EXISTING
GROUND
J
1
OVERLAY FABRIC WITH
FOOTER EXISTING CHANNEL
BOULDERS MATERIAL OR STONE
MATERIAL AS DIRECTED
SET FOOTER BOULDERS BY DESIGNER ON SITE
BELOW TREAMBED GEOTEXTILE
FABRIC
SECTION A-A
STREAMBED
ELEVATION
OVERLAY FABRIC WITH-F" I G7
EXISTING CHANNEL
OR STONE SET FOOTER
L SET
MATERIAL AS DIRECTED BOULDERS
BY DESIGNER ON SITE BELOW
STREAMBED
SECTION B-B
PROAOPF

0 8P
'+NgFI RA,-

/

ROSION CONTROL
MATTING

NOTE:
MINI YARD ORASDIRECT D VOLUME
OF OKE ALL
CUBICC O E
IN THE
PROJECT SPECIFICATION AND SHALL BE ANGULAR
AND FLAIR WITH ONE AXIS S TIMES AS DENS AS
THE OTHERS TO RESIST ROLLING. BOULDERS
SHALL BE CLEAN AND FREE OF SEDIMENT
IMPERVI
L SELECT r
IVUSRI B
OULDER STEP/POOL
A? NTS
;
EXTEND PLUG MIN
OF- APFROXIILATE INVERT OF

e

IMPERVIOUS ?.
SELECT MATERIAL "A

20' MIX.
LENGTH .
1' BEYOND INVERT OF EXISTIX3 CHAK+E1
EXISTIING CHANNEL -

SECTION A-A
/\
' NOTES:
i. STREAM CHANNEL PLUG SHALL BE INSTALLED IN ACCORDANCE WITH
THE PROJECT SPECIFICATIONS.
J?
APPROXIMATE LIMITS DF\ \
` -
EXISTING CHANNEL t,
1?. 2• PLUG SHOULD BE INSTALLED AT THE INTERFACE BETWEEN EXISTING
CHANNEL AND PROPOSED CHANNEL.
3. 8077011 OF PLUG SHOULD BE A MINIMUM OF 1' BELOW THE INVERT OF
THE EXISTING CHANNEL.
•

?` rTEND PLUG MIN. OF
Y 1' BEYOND LIMITS OF 4. PLUG SHOULD EXTEND A MINIMUM OF 1' BEYOND THE LIMITS OF THE
EXISTING STREAM CHANNEL.
S. INSTALL EROSION CONTROL RATTING AND SEED IN ACCORDANCE WITH
THE PROJECT SPECIFICATIONS IPSEDIATELY AFTER GRADING.
EXISTIING CHANNEL
PLAN VIEW
Details - Ratcliffe Cove Branch
ROOTWADS SHALL BE ORIENTED 20'- 40'
PROPOSED UPSTREAM TOWARDS THE STREAM FLOW
STREAM CHANNEL IN THE PROPOSED CHANNEL TO REDUCE
IMPACTS TO NATIVE VEGETATION AND ACTUAL NUMBER AND PLACEMENT OF
BANK STABILITY. ROOTWADS AT EACH LOCATION TO BE
DETERMINED BY THE DESIGNER ON
/Re SITE.
P
IF ROOTWADS CANNOT BE DRIVEN, EXCAVATE TRENCH AT
LEAST 1' FOOT BELOW THE ELEVATION OF THE OLD STREAM
BED FOR.ROOTWADS. BACKFILL OVER AROUND, AND BELOW
BOTTOM FOOTER LOGS ROOT WAD LOS, -AND ANCHOR LOGS.
L
?p PACK BOULDERS AND
OGS IN BETWEEN ALL WADS TO FIR'ILY
SECURE ALL CONNECTIONS AND CAPS. ROOTWADS SHOULD
OVERLAP. PUCE NATIVE BOULDERS BETWEEN ROOTWADS.

FOOTER LOG
(12" DIA. MINIMUM
ENDS OF ROOTWADS SHALL BE
SHARPENED WIT" A CHAINSAW
P TO FACILITATE DRIVING
ANCHOR BOULDER
CUTOFF LOGS
NATIVE BOULDER EXCAVATE STREAM BANK AT 2:1 SLOPE OR
AS SPECIFIED ON
H
P
ANS A
ANK
U
(
) (12" VIA. MINIMUM) T
E
L
BOVE B
F
LL
ELEVATION. SEED AND INSTALL MATTING AS
SPECIFIED IMMEDIATELY AFTER GRADING.
ROOTWAD LOGS

(12" DIA. MINIMUM) EROSION-
CONTROL
OPTIONAL BAXKFULL BENCH. SEE STREAM
MATTING
RESTORATION PLAN TO CONFIRW LOCATION.
EROSION PLAN VIEW
CONTROL
MATTING CUT-OFF L ?
BANKFULL E LEVATION
ANCHOR BOULDERS TO REST ON
( I Z TOP OF ROOTWAD AND BEHIND
rg:=fll INVERT
ELEVATION-?
? AND ON TOP OF CUT-OFF LOG
BOTTOM OF FOOTER LOG
INSTALLED AT SAME EL
AS STREAM INVERT
ONLY CLEAN, SEDIMENT FREE
BOULDERS SHALL BE USED FOR
CONSTRUCTION
ANCHOR BOULDERS TO BE PLACED ON
THE DOWNSTREAM END OF EACH FOOTER
LOG SO THAT IT IS LEANING AGAINST
THE LOG ON THE SIDE AWAY FROM THE
CHANNEL
FOOTER LDG-
SECTION A-A
ROOTWAO INSTALLATION
HTS
10' MAX. SPACING
/'STEEL OR
i WOOD POST
i
U L.--EXISTING GROUND
FABRIC AS MANUFACTURED BY
TENEX, OR APPROVED EQUIVALENT
NOTE:
INSTALL FENCING AS SHOWN ON PUNS
AND MAINTAIN UNTIL COMPLETION OF
CONSTRUCTION OR AS DIRECTED BY
DESIGNER
TREE PROTECTION/CONSTRUCTION LIMITS FENCING
RTS
E
a
a
Q
0
0
PUMP INTAKE 1
UPSTREAM OF I
MINIMUM B" THICK 2
WASHED STONE OVER
SHEETING AND CL. B
TOP OF BANK
'NOTES:
1. DIKE IS NOT DESIGNED TO HOLD
STORM FLOW. MAY REQUIRE SOME
MAINTENANCE FOLLOWING ANY
SIGNIFICANT STORE EVENT.
2. BASE FLOW TO BE PUMPED EACH
DAY FROM UPSTREAM SIDE OF DIKE
AND DISCHARGED DOWNSTREAM OF
WORK AREA FOR THAT DAY.
3. IF WORK AREA DOWNSTREAM OF
DIKE CANNOT BE ADEQUATELY
DEWATERED THROUGH THE USE OF
A SINGLE PUMP, ADDITIONAL
PUMPING WITHIN THE WORK AREA
MAY BE REQUIRED. ALL FLOW
PUMPED FROM WITHIN THE WORK
AREA TO BE DISCHARGED INTO A
DEWATERING BAG OR DEWAIERING
BASIN PRIOR TO BEING DISCHARGED
INTO THE STREAM DOWNSTREAM OF
THE WORK AREA.
4. MAXI". P.EIGHT OF DIKE ABOVE
BASE FLOW TO BE MINIMIZED. DIKE
HEIGHT TO BE ONLY AS REQUIRED
TO PROVIDE ENOUGH BACKWATER
FOR ADEQUATE SUCTION AT PINK
INTAKE.
5. PROVIDE A MINIMUM OF 1200 FT.
OF DISCHARGE PIPE OR HOSE._
MIN. HEIGHT REQUIRED
ABOVE BASE FLOW
?URP INTAKE IMMEDIATELY SEE NOTE 4 IMPERVIOUS RUBBERIZED
UPSTREAM OF DIKE 2' M3N OR PLASTIC SHEETING
.
MINIMUM R' THICK 2" TO D"
BASE FLOW WASHED STORE
?: /
EXISTING
STREAMED LL. B RIP RAP J
GEOTEXTILE FABRIC KEY SHEETING INTO
STREAMED AND BACKFILL
SECTION A-A
INSTALL OYERFLOW WEIR TO
PREVENT BANK EROSION AND
TO ENCOURAGE OVERFLOW TO
REMAIN IN MIDDLE OF STRE
NG GROUND -
0 0 0 0 0 0 MIN. HEIGHT REQUIRED
ABOVE BASE FLOW-SEE
0 0 0 0 NOTE 4
Bb
?E El
GEOTEXTILE FABRI
SECTION B-B
IMPERVIOUS DIKE FOR STREAM PUMPING
KTS
I
PLANIVIEW
Details -
Ratcli

EXISTING GROUND
r, r,r BANKFULL BENCH r>
EROSION CONTROL
MATTING
TYPICAL RIFFLE
EXISTING GROUND-I
' ° ' ?r7 BANKFULL BENCH
EROSION CONTROL
MATTING
TYPICAL POOL
NOTES:
1. EROSION CONTROL RATTING TO BE PLACED ON CONSTRUCTED BANKFULL
BENCHES AND SLOPES.
2. MATTING TO BE PROPERLY INSTALLED, KEYED IN, AND SECURED PER
MANUFACTURERS RECOMMENDATIONS.
3. TEMPORARY AND PERMANENT SEED MIXTURES LIME, AND FERTILIZER TO
BE SPREAD PER THE PROJECT SPECIFICATIbNS OM CONSTRUCTED BAKKFULL
BENCHES AND SLOPES IMMEDIATELY PRIOR TO THE PLACEMENT OF EROSION
CONTROL MATTING.
TYPICAL EROSION CONTROL LIATTING PLACEMENT
NTS
? 50, MINIMU7
2' TO 3'
?o WASHED STONE "
o a:
1
PLAN VIEW
TO STAGING AREA AND
CONSTRUCTrwsITE'
25' MINIMUM
2" TO 3"
ADJOINING WASHED STONE
R0 1

6" MINIk:A

TEOTEXTILE FABRIC
PROFILE VIEW
NOTES:
1. PUT SILT FENCE OR TREE PROTECTION FENCE UP TO DIVERT
ALL EQUIPMENT TRAFFIC IN ORDER TO ENSURE CONSTRUCTION
ENTRANCE IS USED.
2. TURNING RADIUS SUFFICIENT TO ACCORODATE LARGE TRUCKS
IS TO BE PROVIDED.
3. ENTRANCE(S) SHOULD BE LOCATED TO PROVIDE FOR MAXIMUM
UTILIZATION BY ALL CONSTRUCTION VEHICLES.
4. ENTRANCE(S) MUST BE MAINTAINED IN A CONDITION WHICH
WILL PREVENT TRACKING OR DIRECT FLOW OF MUD ONTO
ADJOINING ROADWAY. PERIODIC TOP DRESSING WITH STONE
WILL BE NECESSARY. ANY MATERIAL WHICH STILL MAKES IT
ONTO THE ROADWAY MUST BE CLEANED UP IMMEDIATELY. IF
MUD CONTINUES TO BE TRACKED ONTO THE ADJOINING
ROADWAY, THE GOVERNING AUTHORITY WILL CLEAN THE
AREA AND INVOICE THE FINANCIALLY RESPONSIBLE PERSON
AS INDICATED ON THE FINANCIAL RESPONSIBILITY FORM.
5. PLACE CONSTRUCTION ENTRANCE AT ALL POINTS OF INGRESS
AND EGRESS UNTIL THE SITE IS STABILIZED. FREQUENT
CHECKS OF THE DEVICE AND TIMELY MAINTENANCE MUST BE
PROVIDED.
GRAVEL CONSTRUCTION ENTRANCE
NTS
0
0
v
v
0
BURY END OF
L00 VANE INTO
CHANNEL BED,
MIN. 5' 1!3
I RANKFULL
WIDTH
ANCHOR LOG BY
PINNING WITH
HEADER ROCK
m
F% Cove Branch
1• TO ?
30• y
?m
L2 BOULDERS IN THE J•TURN
SHOULD BE GAPPED 1A TO
OF NEXT BOULDER, TYP. '
FLOW POOL LOG
VANE
HEADER-
ROCK
FOOTER
ROCK
POOL EXCAVATED PER, A
DIRECTION OF ENGINEER
HEADER ROCK, TY
SEE PROFILE FOR
ELEVATION
113 113
BANKFULL BANKFULL
\ WIDTH i WIDTH
BANKFU
' MIN.
kOFA T HEADER ROCK BACK
MI NIMUM OF 1/3 WIDTH
FOOTER ROCK
I
EXCAVATED POOL
FOOTER ROCK, TYP.
2' MIN. ROCKS SHOULD NOT T BE
GAPPED OR HAVE ANY
SIGNIFICANT SPACES
SECTION A-A
TIE VANE AP.W INTO 112
BANKFULL ELEVATION
HEADER ROCKS, TYP.
44 TO 204 SLOPE Y
?-l
CHOR
FOOTER RDCKS, TYP. PINNINGLWITHY
HEADER ROCK
- FILTER FABRIC, TYP.
KEY IN VANE TO BANK--
MINIMUM OF 5' AT AN
ELEVATION EQUAL TO BED-
BANKFULL OR SLIGHTLY BACKFILL, TYP
LOWER
W57 STONE.
PLAN VIEW
LOG J-HOOK VANE DETAIL
HTS
SECTION B-B
NOTES:
1. DEEPEST PART OF POOL TO BE IN LINE WITH WHERE
VANE ARM TIES INTO BANKFULL.
2. DO NOT EXCAVATE POOL TOO CLOSE TO FOOTER BOULDERS.
3. CLASS "A" STORE CAN BE USED TO REDUCE VOIDS
BETWEEN HEALERS AND FOOTERS.
4. COMPACT BANKFULL TO EXTENT POSSIBLE OR AT THE
DIRECTION OF THE ENGINEER.
S. POLL DEPTH SHOULD BE 2 TO 3 TINS BANKFULL DEPTH.
6. LOG VANE SHOULD BE NO LESS THAN 12" IN DIAMETER.
8" OF CRUSHER RUN/ABC
EXISTING GEOTEXTILE FABRIC
SEEUNOTE 12' TYPICAL (VARIES), SEE PLAN
CROSS-SECTION VIEW
NOTE:
1. UNDERCUT AND REPAIRICOMPACT
ANY AREAS ]THERE EXISTING GRADE
IS SOFT ENOUGII TO PUMP UNDER
EXPECTED DUMP TRUCK LOADING.
2. USE ONLY IN LOCATION AS
DIRECTED BY ENGINEER.
CONSTRUCTION ACCESS ROAD
NTS
TEMPORARY SILT FENCE
NTS
FLOW . FILTER FABRIC, TYP
BACKFILL, TYP. -
P57 STONE, TYP:
NAIL FILTER FABRIC
TO BACK OF LOG VANE,
SEE PROJECT SPECIAL
PROVISIONS
157 STONE LOG VANE, TYP ,
EXCAVATED TR
FILTER FABRIC FOR LOG VANE
/ CONSTRUCTION
T
NOTES:
1. WIRE SHALL BE MINIMUM
OF 32" WIDE AND SHALL
HAVE A MINIMUM OF 6
STRANDS WITH 12" STAY
SPACING.
2. GEOTEXTILE FABRIC SHALL
BE MINIMUM OF 36" WIDE
AND SHALL BE FASTENED
ADEQUATELY TO THE WIRE
AS DIRECTED BY DESIGNER.
3. STEEL POSTS SHALL BE 5'
HIGH AND BE OF THE SELF-
FASTENER ANGLE STEEL
TYPE.
4. WOOD POSTS SHALL BE 6'
HIGH AND 3" IN DIAMETER.
POST SPACING
EXTENSION OF FABRIC AND
WIRE INTO TRENCH

SEE EROSION CONTROL PUN FOR PUMP LIMIT WORK AREA
CONSTRUCTION AREA
(LOCATION VARIES WITHIN THE
PUMP AROUND AREA)
IMPERVIOUS DINE
-(SEE DETAIL)
I ? 1
IMPERVIOUS DTIO:
I 1
SEDIr£NT (SEE DETAIL)
PUMP
DEWAT[AIN
STRUCTURE
`(SEE DETAIL)
MAIN PU'E?
(RASEFLOY)
PU'1P AROUND DETAIL
XTS
BOULDERS SHOULD EE
PLACED AT ANGLES TO
CREATE CONVERGENCE
FLOWS.
CONSTRUCTED
RIFFLE
-BOULDERS SHOULD ONLY BE
PLACED IN THE ACTIVE RED
OF THE STREAM.
-HEADER BOULDER
-FDOTER BOULDER CROSSOVER POINT
AT RIFFLE
CONSTRUCTED RIFFLE TO BE PLACED AT THE CROSSOVER
ETWEETHE HEAD OF RIFFLE AND HEAD OF RUN
PA*A POINT B
TYPICAL CONSTRUCTED RIFFLE LOCATION
IF AVAILABLE SCATTER PLAN VIEW
EXISTING CHANNEL MATERIAL
CREATE BOULDERS TO NERD OF HEADER BOULDERS
CREATE ROUGHNESS RIFFLE
SANKFULL
WIDTH LOW FLOW
WATER SURFACE
PLAN VIEW POOL
rPLACE HEADER BOULDERS SO STREANSED HEAD OF RUN
1 THAT 0.12" WILL PROTRUDE
J ABOVE LOW FLOW WATER SURFACE FOOTER BOULDERS
LOW FLOW WATER-1 /-TOP OF SAM SECTION B-13
SURFACE
SET FOOTER BOULDERS
30.404 OF BANKFULL
DEPTH BELOW STREAMBED
SECTION A-A
CONSTRUCTED RIFFLE
KTS
n
?
0
M1
Q
`o
SEDIMENT
PUMP SEDIMENT
EXISTIN FILTER BAG
cflouno PUMP
HOSE 154 SLOPE
EXIST.
STREAM '?3Gi9;+fig•ir'. N. B"
BED 20'-Op'
1 S'
GEOTEXTILE WIN. 157 WASHED STONE
FABRIC
NOTES:
1. WASHED STONE SHOULD EXTEND A MINIMUM OF 2 FEET
BEYOND ALL SIDES OF SEDIMENT FILTER BAG.
2. TO DISPOSE OF SEDIMENT CUT BAG OPEN AND SPREAD
SEDIMENT EVENLY TO EXITING GRADE. IMMEDIATELY
SEED AND COYER DISTURCED AREA WITH FILTER FABRIC
AND PROPERLY SECURE.
" ""-- 3. DISPOSE OF USED SEDIMENT FILTER BAG OFF-SITE.
DEWATERING STRUCTURE DETAIL
NTS

IM. RIP RAP BASIN
(TT) 1 2 3
A 2 1.5
6 2 1.5
C 3 2
0 2 1
E 10 5
F 24 10
6 20 10
0
ALL DIMENSIONS APPROXIMATE
BASIN B LOCATION (AT OUTLET)
1 STREAM SITE 1
2 STREAM SITE 5
3
(L SECTION
G E
Rb8REIPATOR APRON
Al<
lB
CULVERFILTER FABRIC
RA
HALF PLAN
i RIP RAP NOT SHORN
CULVERT
4 -
2" APRON

RIP RAP NOT SHOWN
RIP-RAP ENERGY DISSIPATOR BASIN
HIS
EXISTING TOP OF BANK
EXISTING 6ROUND
g"e
f
[LASS 'A"
RIP RAF
A EXISTING
GROUND
B
o ° o 0
0 0 ° ° 0 00
U
0
o 0
0 0
r T
11\1 A
NIN. t TCiTIIN
I) OF
CL. B RIP RAP 6AK
RAMKF
WIDTH ......................
EXTEND GRAVEL AND FABRIC DE31GP" BEM ON SEA
HORIZONTALLY (FIAT) 2' MIN. DIYERSIOA TO Be CORSI
BEYOND CONSTRUCTED STREAM TO DIYLRT SURFACE M1
CROS31NG SLOPE BEFORE TYING PLAN VIEW AROUND THE CROSSING.
TO EXISTING 6AADE. (TYPICAL. ODIN SIDES(
(TYPICAL, BOTN SIDES)
EXISTING MIN. 10' CLASS 'A'
GROUND-7 ('RIP RAP MOVE
1 ,AXKFULL STAGE
CUT ED%-
STREAM CROSSING
LBELOW MNKFOLL STAGE:
MIN. 12" CLASS 'R' R]? RAP
RELOW PROPOSED STREARSED
ELEVATION. UNDERCUT EXIST.
GRADE IF NECESSARY
SECTION A-A
MIN, IO'
CLASS 'A'
RIP RAP EXISTING GROUND
CUT FOR
BTREM CROSSING
15 MIN. GEOTEXTILE FABRIC
WIDTH
SECTION R-R
NOTES:
T. R]P RA TO BE SECURELY COMPACTED TO AVOID DISPLACEMENT.
2. GIOTEXI TILE FAB RIC TO BE OVERLAPPED WITH THE PRCCTEDING
DOWNSTREAM PIECE BY A MINIMUM OF 18" TO PREVENT WASHING.
FABRIC TO BE TOED IN AT ALL EDGES TO AVOID WASHING.
3. cEoTEXTILE FABRIC TO BE ANCHORED WITH PINS AT 3' ON
CENTER PRIOR TO PLACER.XT OF RIP RAN.
4. ALL DISTURBED ARIAS ASSOCIATED WITH THE CONSTRUCTION
OF THE STREAM CROSSING TO BE SEEDED PER THE PROJECT
SPECIFICATIONS
S. STRFAM CROS3IMG TO BE INSTALLED PERPENDICULAR TO
DIRECTION OF STREAM FLOW.
B. SUSGRADE OF PROPOSED STREAM CRDSSIRG TO BE CLEARED OF
ALL TREES, BRUSH, VEGETATION, STUMPS ROOTS. SOD. MD
OTHER DEDHS PRIR TO PLACEMENT OF UOTEXTLIE FABRIC
AND RIP RAP.
7. FENCE POST SHALL NOT BE PLACED WITHIN RMIVULL CHANNEL.
B. AT DIRECTION OF THE DESIGNER PFNMAREMT AT GRADE STRFAH
CROSSING TO Be INSTALLED JUST UPSTREAM M A BOULDER
CROSS VANE IN ORDER TO ENSURE PERMAIENT GRADE CONTROL
FOR THE CROSSING.
PERMANENT AT GRADE STREAM CROSSING
KTE

1?C? Culvert Cross Section - Ratcliffe Cove branch

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i-CHANNO

24, TN.- f3h

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it tOPE 36-RDPFINVERT
EDDI G LOCH E-12--FRO
tjUA
25`R15 -
X cinvEar r.: _ a
54 j ?io 35 3 19 5 4 S 19 15 Z4 Z5 M L 44 ?5 54
-RCR- STA. 31+40
CULVERT CROSS SECTION DETAIL
1]
0
0
0 4'
E
Q
SCALE
UTA Culvert Cross Section - Ratcliffe Cove Branch
of nrr ac. ttuono.ev rnuro miro
-UTA- STA. 12+40
CULVERT CROSS SECTION DETAIL
E?' o 2'
bQtHmm7H
SCALE