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August 28, 2003
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WETLANDS 1401 GROUP
®8 DEC 1 1 2003
To: William Wescott, US Army Corps of Engineers WATER GQUALITYSECTI
Todd St. John, NC Division of Water Quality ®N
J. David Hodges, Jr., Mideast RC&D
From: Kevin Tweedy, PE
Re: Permit application for the Mill Branch Stream Restoration Project
Greenville, North Carolina
Please find enclosed a Pre-Construction Notification Application and a stream restoration
design for the Mill Branch Stream Restoration Project. The project is located in Pitt
County. The purpose of the project is to restore the dimension, pattern, and profile of
approximately 700 feet of and unnamed tributary to Mill Branch. The project meets the
DWQ definition of stream restoration and therefore a permitting fee has not been
included with this package. The project is funded by the NC Clean Water Management
Trust fund through a grant to the Mideast Resource Conservation and Development
Council. This is not a stream mitigation project.
If you have questions about this project, please contact David Hodges at [phone].
If you have questions about the design, please contact me at [phone].
Enclosures
go()() R,egenc,y Parkway. Suite 200 1 34? Harding Place. Suite 1 00
C' arv, Nortit Carolina 2? t ( C'hsrl i.>tte, North Carolina 28204
I'1),one: c) 19,463 54 88 P hone: 0 . 3 3.4.44 54
f a, r.- 9 t 9 .=1 63. 5490 Fax : 7 0 4 . 3 3 4 . 4 4 9 2
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 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 (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: J. David Hodges, Jr.
Mailing Address: 403 Government Circle, Suite 5
Greenville NC 27834
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Kevin Tweedy, PE
Company Affiliation: Buck Engineering PC
Mailing Address: 8000 Regency Parkway, Suite 200
Cary, NC 27511
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
Page 5 of 13
III. Project Information
8.
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: Mill Branch Watershed Project
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN):
4. Location
County: Pitt Nearest Town: Greenville and Simpson
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): Off of State Route 33, north of
Town of Simpson. See attached maps.
5. Site coordinates, if available (UTM or Lat/Long): approx. N35° 35.09', W77° 16.98'
(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. Property size (acres): Project work area is - 1 acre
7. Nearest body of water (stream/river/sound/ocean/lake):Mill Branch, tributary to Tar River
River Basin: Tar-Pamlico
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/m4ps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Surrounding property is primarily agriculture and
residential lawn. See attached narrative for more information.
Page 6 of 13
10. Describe the overall project in detail, including the type of equipment to be used:
Restoration of stream as part of Clean Water Management Trust Fund grant;
restoration of dimension, pattern, and profile and use of in-stream structures for
stability and habitat improvement; See attached narrative for more information.
11. Explain the purpose of the proposed work: stream restoration; improved water quality;
demonstration project for education
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.
PCN was originally submitted in June 2001 for this project. No comment was issued from
DWO or Corps within the 30 day window of review. Final coordination with landowners
has taken two years, therefore original permit to perform this work has expired.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No. It is possible that the downstream reach, below the proposed project could be proposed
for mitigation or restoration in the coming years.
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
Page 7 of 13
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.
1. Provide a written description of the proposed impacts: The current stream channel
will be restored to a stable dimension, pattern, and profile. Existing culverted crossings
will be improved to aid in stream stability and decrease flooding.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0
Total area of wetland impact proposed:
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please secif )
Riggs Reach Restoration -713 Unnamed Tributary 12 feet Perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapguest.com, etc.).
Page 8 of 13
Cumulative impacts (linear distance in feet) to all streams on site: - 713 feet
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. 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: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Impacts are necessarv to restore Droiect stream reaches and improve water quality. See
attached narrative.
Page 9 of 13
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.ne.us/ncwetlands/strmgide.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.
N/A
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at 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 (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Page 11 of 13
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 See below 3
2 See below 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
Under Tar-Pamlico buffer rules, stream restoration is exempt. However, at a minimum 25'
buffers will be restored along the project reach. Buffers and restored stream will be
protected by conservation easement.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
N/A
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
N/A
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
Page 12 of 13
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 13 of 13
(Agent's signature is valid only it an authonzation letter trom the applicant is provided.)
Mill Branch Stream Restoration Plan
for
Mid-East Resource Conservation
and Development Council
Prepared by:
Buck Engineering PC
8000 Regency Parkway, Suite 200
Cary, NC 27511
August 2003
Executive Summary
The Mill Branch Watershed Project is a collaborative effort between the North Carolina
Clean Water Management Trust Fund (CWMTF) and the Mid-East Resource
Conservation and Development Council (RC&D) to address water quality and
environmental concerns in the Mill Branch watershed near Greenville, North California.
The RC&D, with the assistance of Buck Engineering, proposes to improve watershed
water quality by restoring a section of stream along an unnamed tributary to Mill Branch.
The tributary is an incised channel along much of its length with limited access to a
floodplain. Streambank erosion is severe in areas with minimal vegetation and high
streambanks. Project objectives include restoring sections of the channel to a natural
stable form, improving floodplain functionality, and replacing culverts to reduce flooding
and improve water quality.
The purpose of this report is to present existing condition information and the restoration
design.
Mill Branch Stream Restoration Plan 1 Buck Engineering

1 Introduction
The project focuses on an unnamed tributary to Mill Branch, approximately two miles
east of the town of Greenville, North Carolina (Figure 1.1). From its confluence with the
tributary, Mill Branch flows into the Tar River near the Rainbow Banks area. The project
watershed is approximately 170 acres (0.25 miz) in size (Figure 1.2), and the total "blue-
line" stream length is 3,650 feet. Historically, land-use within the watershed has been
primarily agricultural. However, in recent years urban land uses are increasing in the
watershed.
The stream restoration portion of the project focuses on approximately 700 linear feet of
the unnamed tributary to Mill Branch, referred to as the "Riggs Reach". The location of
the reach is shown in Figure 1.2.

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?• l

64.._

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I
Black,Jack
i
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Calico
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i
Figure 1.1 Location of the Mill Branch Watershed Project
Mill Branch Stream Restoration Plan 2 Buck Engineering
o
411
A,

Project
Watershed
= 170 Acres

Riggs Reach
•
d-- S i rn poor
Ce
Gem - .?
I h,
P_Wl/
Figure 1.2 Project watershed for unnamed tributary of Mill Branch.
Goals and Objectives
The goals of the Mill Branch Watershed Project are to improve water quality and
decrease risk of flood damage in the Mill Branch watershed. The specific objectives
include:
1. Evaluate existing road culverts along the project tributary,
2. Make recommendations for improved culvert designs,
3. Improve floodplain functionality and restore stream functions,
4. Restore native floodplain vegetation through a forested riparian buffer,
5. Improve the aesthetics of the stream corridor, and
6. Improve water quality through the use of wetland systems.
This report documents only the stream restoration portion of the watershed project.
Mill Branch Stream Restoration Plan 3 Buck Engineering

2 Existing Condition of the Project Reach
2.1 The Riggs Reach
Over much of its length, the project reach is deeply incised. The unnamed tributary, as
well as Mill Branch, were not always severely incised. At one time, the streambed and
channel were several feet higher and had access to a floodplain. Mill Branch and the
unnamed tributary have been channelized (straightened and deepened) to minimize
flooding and maximize the land available for agriculture. In addition, residential and
urban land uses have modified floodplain functionality and increased runoff. The
combination of channelization and increased runoff significantly increases stream power
(product of the density of water, shear stress, and velocity) and results in an unstable
channel. This is caused by an increase in channel slope, depth, and velocity. Near the
lower end of the watershed, the stream has incised into the Yorktown Formation. At this
location, the valley narrows and a steep scarp separates the uplands from the Tar River
floodplain. Based on other streams in the region, it is likely that Mill Branch once flowed
above the Yorktown Formation upstream of the scarp. The Yorktown Formation probably
formed a "knickpoint" over the scarp. Presently, the knickpoint has been removed and
Mill Branch is laterally and vertically controlled by the fossiliferous clay characteristic of
the Yorktown Formation.
The restoration focuses on the Riggs Reach, which extends from the outlet of the Route
33 culvert to the Brown farm road crossing, with a total existing stream length of 710 feet
(see plan sheets). An existing longitudinal profile and cross-sectional surveys are
presented in Appendix 1 for the Riggs Reach. A summary of existing condition
parameters is provided on Sheet 2 of the plan sheets. A narrative description is provided
in Section 2.2.
2.2 Morphological Characterization of the Riggs Reach
The Riggs Reach is characterized over most of its length as an incised E5 Rosgen stream
type (Rosgen, 1994). The high bank height ratios indicate that the floodplain is only
accessed during extreme flow events. The "5" after the "E" means that the median
particle size of the streambed is sand. Some gravel sized particles can be found within the
stream bed; however, it appears that this material has been introduced as a result of road
construction and maintenance.
The Riggs Reach begins at the outlet of the culvert beneath SR 33. There is a large
plunge pool at the culvert outlet. Below the plunge pool and extending to the Riggs
driveway culvert, the stream has a stable bed with minor bank erosion. This section has
some riffle and pools, however due to the straightness of the channel, pools are relatively
shallow. Downstream of the Riggs driveway, the channel becomes more incised. The
farm road culvert at the end of Riggs Reach 1 serves as a grade control device for the
lower portions of the reach. Without the culvert in place, it is likely that the Riggs Reach
would be more deeply incised and be characterized as a G stream type.
Mill Branch Stream Restoration Plan 4 Buck Engineering
The stream channel along the Riggs Reach is relatively straight, indicating that the stream
has been channelized in the past. Sinuosity for the Riggs Reach is 1.07.
3 Bankfull Verification
Correct field identification of bankfull stage is crucial to the natural channel design
process. Dimensions for the new channel are based on the bankfull cross-sectional area
identified during field assessments. If bankfull is identified incorrectly, the new channel
may be designed either too small or too large, resulting in channel instability. For this
reason, verification of bankfull stage should be conducted to assure that the bankfull
stage has been identified correctly.
Bankfull stage was identified on the project reach as the upper scour line, the back of a
developing alluvial bench, or a prominent break in the bank slope (see cross-sections in
Appendix 1). To verify bankfull stage, bankfull areas were plotted versus watershed area
on the North Carolina Coastal Regional Curve being developed from data collected at
reference reach sites in the Coastal Plain (brown filled circles in Figure 3.1). Figure 3.1
also displays a regression line for Coastal Plain Regional Curve data collected by
EcoScience Corporation (EcoScience, 2003). The regression line compares bankfull area
to watershed area. Data for the Riggs Reach plot above the data collected from Coastal
Plain reference reaches. This is attributed to a higher percentage of impervious surface in
the project watershed than more rural reference reach watersheds. Although the
watershed would not be characterized as urban, the watershed has a greater percentage of
impervious surfaces than more rural areas which were used to develop the coastal curve.
Therefore the stream likely has a slightly higher bankfull cross-sectional area than if the
watershed were completely undeveloped.
Mill Branch Stream Restoration Plan 5 Buck Engineering
Figure 3.1 Comparison of Riggs Reach bankfull cross-sectional area to regional
curve information.
4 Reference Reach Analyses
Reference reaches are stable streams used to determine the functional potential of a
stream channel to be restored (Rosgen, 1998). Reference reach surveys are conducted to
quantify the dimension, pattern, and profile of the stable reference reach. These data are
then used in the design for the degraded stream which is to be restored.
A reference reach located in Wayne County was chosen to serve as a reference for the
work on the Riggs Reach due to its similar watershed size and valley type. The reference
reach is located along a section of Still Creek within Cliffs of the Neuse State Park. The
stream is a Rosgen "B" stream type with a drainage area of 0.35 mil. Data for the
reference reach stream are provided on Sheet 2 of the plan sheets.
5 Restoration Design
5.1 Natural Channel Design for the Riggs Reach
At the upstream end of the Riggs Reach, from approximate station 10+00 to 11+40,
rootwads and bioengineering practices will be used to stabilize existing streambanks and
restore riparian vegetation (see Appendix 2 for specifications on common bioengineering
practices). Eroding bank areas will be sloped back and stabilized with the use of coir fiber
matting and bioengineering. Rootwads will be used primarily to protect streambank areas
subject to high velocities from the Route 33 culvert.
Downstream of the Rigg's driveway, a Priority level II restoration is proposed, where the
stream will be reconnected to a floodplain at a lower elevation than the original
floodplain. This will be accomplished by lowering the current floodplain and excavating
a new stream channel at a slightly higher elevation than the existing channel (see typical
design cross sections on Sheet 2 of the plan sheets). The floodplain for the stream will be
excavated in order to widen the area available to dissipate flood flow energy. The new
steam channel will meander across the excavated floodplain. Bedform features will be
restored through the use of instream structures, including cross vanes, rootwads, and log
vanes (see details in plan sheets). Rock cross vanes will be used to control grade and
reduce stream slope between structures.
The culvert under the Rigg's driveway will be rebuilt to incorporate the use of bankfull
culverts. Bankfull culverts are used to keep flood flows spread across the floodplain both
upstream and downstream of culverted crossings, thereby reducing the energy of water
flowing through the main stream culvert. At the Brown farm road crossing, the existing
undersized culvert will be replaced with a larger culvert designed to carry a 25 year
design storm event without overtopping.
Mill Branch Stream Restoration Plan 6 Buck Engineering
Minimum 25 foot wooded buffers will be restored along all restored lengths of stream
channel. From approximate station 10+00 to 11+40, low growing trees and shubs will be
planted within the buffer area, such that line-of-sight will not be impeded from Route 33
to the adjacent houses. Below the driveway culverts, primarily bare root hardwood
species will be planted. All established buffer areas will be protected by conservation
easement.
6 Sediment Transport Analysis
The purpose of sediment transport analysis is to ensure that the stream restoration design
creates a stable sand bed channel that does not aggrade or degrade over time. The
overriding assumption is that the project reach should be transporting all the sediment
delivered from upstream sources, thereby being a "transport" reach.
Sediment transport is typically assessed by computing channel competency, capacity, or
both. Sediment transport competency is a measure of force (lbs/ft) that refers to the
stream's ability to move a given grain size. Quantitative tools include shear stress and
critical dimensionless shear stress. Since these equations help determine a size class that
is mobile under certain flow conditions, they are most important in gravel bed studies
where the bed material ranges in size from sand to cobble, of which a fraction are mobile
during bankfull conditions. In sand bed systems, all particle sizes are mobile during
bankfull flows; therefore, there is no need to determine the maximum particle size that
the stream can transport. Due to the relatively high energy of the project reach, there is
little chance of aggradation and thus no need to assess the stream's capacity to carry the
amount of sediment being delivered from its watershed. The primary concern regarding
sediment transport of the project reach is to determine whether the streambed will
degrade (downcut) over time.
Due to the topographical location of the stream and past channelization, the project reach
exhibits an overall slope considerably greater than stable sand-bed systems typically
found in alluvial settings. The project is located approximately one mile from the Tar
River. When small streams flow into larger stream systems, there is always a length of
channel upstream along the smaller system that experiences increased channel grade as a
result of downcutting to the water surface elevation of the larger system. This is a process
that occurs over geologic time and is essentially how valleys are formed. Channelization
of these smaller streams leads to even steeper stream slopes that often accelerate
downcutting of the stream.
Under natural circumstances, these streams are subject to erosion and downcutting over
geologic time as the stream seeks to balance stream energy with sediment supply. Over
the short term (decades to centuries), stream grade is held by knickpoints; locations
where the stream grade drops abruptly over a short distance, thus lowering the average
slope over the reach. Knickpoints in Coastal Plain systems typically form where the
stream intersects a dense layer of clay, consolidated sediments, or decomposing rock.
Knickpoints can also form as a result of debris jams and dense root mats.
Mill Branch Stream Restoration Plan 7 Buck Engineering
Restoration and stabilization of these stream systems should seek to impede downcutting
of the stream channel by reducing stream gradient and re-establishing stable knickpoints
to hold stream gradient over time. In this capacity, these systems function less like
alluvial streams and more like colluvial streams, where energy is dissipated mostly
through step pools and not through meander geometry.
The proposed stream design seeks to stabilize stream gradient through the use of rock
cross vanes, simulating the function of natural knickpoint features. In this way, the
average stream gradient has been reduced to approximate meandering sandbed channel
gradients in between cross vanes (0.002 - 0.004 ft/ft). Energy during high flows will be
dissipated primarily through turbulence created at the cross vane structures. Between
cross vane structures, sand bed habitat functions will be addressed by restoring stable
riffle features and incorporating woody material into meander pools.
7 References
EcoScience. August 2003. Bankfull Hydraulic Geometry Relationships and Recurrence
Intervals for North Carolina's Coastal Plain. Journal of American Water Resources
Association, Vol. 39, No. 4, pg. 861 - 871.
Rosgen, D. L. 1994. A classification of natural rivers. Catena 22:169-199.
Rosgen, D.L., 1998. The Reference Reach - a Blueprint for Natural Channel Design.
Draft Presented at ASCE Conference on River Restoration in Denver Colorado -March,
1998. ASCE. Reston, VA.
Mill Branch Stream Restoration Plan 8 Buck Engineering
Appendix 1
Existing Condition Profiles,
Cross Sections, and Bed Material Analyses
For the Riggs Reach

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SIEVE ANALYSIS DATA SHEET
SITE OR PROJECT: Unnamed Tributary to Mill Creek
REACH/LOCATION: Riggs Reach
DATE COLLECTED:
FIELD COLLECTION BY: D. Taylor, K. Tweedy
LAB ANALYSIS BY: D. Taylor
PARTICLE CLASS WEIGHT (g) Reach Summary
MATERIAL PARTICLE SIZE (mm) Riffle Pool Total Class % %Cum
mom sin/Clay <.o62 181.26 77.5 256.71 7.74 7.74
?:' - :s ••••• ''
.• ;i;;;; ;
Fine
Very
.062-125 800.82 250.2
1050.97
31.44
39.18
s?•?°? ?.... ?•?•.. Fine .125-25 1151.39 141.9 1293.30 38.69 77.87
A Medium .25-.50 354.09 54.0 408.06 12.21 90.08
N}
.
{
Coarse
50 -1.0
85
66
25
3
110.99
3.32
93.40
ti .
. D g• . . .
'• ?1 • • ••••••••.
:... s; rs;e, Ve Coarse
ry 1.0-1.4
56.58
28.1 84.68 2.53 95.93
Very Coarse 1.4-2.0 81.28 54.7 135.94 4.07 100.00
Very Fine 0-4
75
2 Q Q
Q 100.00
O .
. ,
Fine 4.75-6.3 Q 100.00
G
R
Medium
6.3-12.5
0
100.00
A C Medium 12.5-16.0 100.00
V
E
Coarse
16.0-22.6
100.00
?Q L Coarse 22.6 - 32 100.00
v
C
Very Coarse
32 - 45
100.00
?qC
Very Coarse
45 - 64
100.00
ou, Small 64 - 90 100.00
Small 90 -128 100.00
COBBLE
Large 128-160 100.00
O Large 180 - 256 100.00
Small 256 - 362 100.00
Small 362 - 512 100.00
BOULDER
Medium 512 - 1024 100.00
Large-Very Large 1024 - 2048 100.00
BEDROCK Bedrock > 2048 100.00
Totals: 2711.08 631.57 3342.65 100 100
Channel materials
D,e = 0.08mm
D.= 0.12mm
D. = 0.16mm
D.= 0.38mm
Ds = 1.25mm
Appendix 2
Reference Reach Information for Still Creek
Cliffs of the Neuse State Park, Wayne County

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Cary, NC 27511
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- Still Creek Reference Reach
i
03020202 Vicinity Map
,-?-%
11 i ?
0 750 1,500 3,000
? __ -, Feet
Summary Sheet: Still Creek (Cliffs of the Neuse State Park)
Summary Table for the Project Reach Summary of Cross-section Data:
Rosgen Stream Type E5
Drainage Area (sq mi) 0.35
Reach Length Surveyed (ft) 528.84
Bankfull Width (ft) 7.3
Bankfull Mean Depth (ft) 0.84
Width/Depth Ratio 8.7
Bankfull Area (sq ft) 6.2
Bankfull Max Depth (ft) 1.2
Width of Floodprone Area (ft) 60
C
0 Entrenchement Ratio 6.2
w Max Pool Depth (ft) 1.5
Ratio of Max Pool Depth to
Bankfull Depth 1.8
Pool Width (ft) 7.6
Ratio of Pool Width to Bankfull
Width 1.0
Pool to Pool Spacing (ft) 42 - 90
Ratio of Pool to Pool Spacing to
Bankfull Width 5.7-12.3
Bank Height Ratio 1.2
Meander Length (ft) 43 - 84
Meander Length Ratio 5.9-11.5
E Radius of Curvature (ft) 21 - 47
? Radius of Curvature Ratio 2.9-6.4
n. Meander Belt Width (ft) 15 - 48
Meander Width Ratio 2.1-6.6
Sinuosity 1.33
Valley Slope (ft/ft) 0.0088
T WS Slope (ft/ft) 0.0066
L Pool Slope (ft/ft) 0.0001
CL
Ratio of Pool Slope to WS Slope
0.01
Cross-section Descriptor X1 X2 X3 X4 X5
Feature Riffle Riffle Pool Riffle Riffle
Ros en Stream Type E5 E5 - -- E5 C5
Bankfull Width (ft) 6.56 7 7.6 7.9 39.86
Bankfull Mean Depth (ft) 0.75 1 0.9 0.7 0.17
Width/Depth Ratio 8.8 7 8 10.9 229.02
Bankfull Area (sq ft) 4.89 6.9 7.2 5.7 6.94
Bankfull Max Depth (ft) 1.09 1.3 1.5 1.1 0.53
Width of Flood prone Area (ft) 31.77 70 70 70 145
Entrenchment Ratio 4.84 10 1 8.9 1.79
Bank Height Ratio 1.49 1.2 1.1 1 1.6
Longitudinal Station of Cross-
section
173.51
239.47
254.96
286.17
484
Channel materials
D76 = 0.25mm
D35 = 0.37mm
D5o = 0.46mm
D64= 1.1omm
D95= 1 4.63mm
94
93
92
.-.
91

90
?a
89
w
88
87
86
Profile - Still Creek Reference Reach
90 190 290 390
Station (ft)
490 590
......................................... ......................................................................... ............................... ................... ..............................
I IN
S KF flax BK
Fe f yj 4, Area B# ti, B Ra ER BKf Elev f I
Riffle E5 4.9 6.56 0.75 1.09 8.8 1.5 4.8 91.95 92.48
Cliffs of the Neuse Reference Reach Cross-section 1+73, Riffle
104
102
100
0 98
96
°-' 94
w
92
90
a - - Bankfull - - a - - Floodprone

90 100 110 120 130 140 150 160 170 180 190
Station (ft)
200
Stream PIIF M
Feat re Type BKF Area BKF Wi th th Depth VVJD BH ER: BKF Elegy TO lei
Riffle C5 2.56 6.1 0.42 1.14 14.5 1.1 >88.36 91.92 92.04
Cliffs of the Neuse Reference Reach Cross-section 2+40, Riffle

100

$ 98
-a-
Bankfull - -a- - Floodprone
0 96

> 94
--- ----------- ---------- -----...... ...-------o
w
92 -

90
90 110 130 150 170 190 210 230
Station (ft)

g Str a
e
a T y B h ep Dept BJ+R ti ER ev TO ev
01
!P-?
o --- 0.65 5.96 0.11 0.74 54.2 2 1.2 91.26 92
100
98
0 96
94
m
w 92
90
Cliffs of the Neuse Reference Reach Cross-section 2+55, Pool
90 100 110 120 130 140
Station (ft)
150 160 170 180 190

rya x F
eatur pe Area B :W'd th D tai ti E BV E! Be
Riffle C5 1.09 7.79 0.14 1.09 55.64 1 1.5 91.61 91.63
Cliffs of the Neuse Reference Reach Cross-section 2+86, Riffle
98
97
_ 96
c 95
94
m 93
uw 92
91
90
- o - • Bankfull - - o-Floodprone
.......................................... .................. .......................
------------- --;
90
110
190
210
I
Stream F
`
-ftaturej Type' - B ea IfiLWith h
4) p iD, H Ratio.
JJ' ER' " KF EJW T B.
e
.
Riffle C5 6.9 39.86 0.17 0.53 229.02 4.7 1.8 88.39 90.36
Cliffs of the Neuse Reference Reach Cross-section 4+85, Riffle
93
92
= 91
90
ca
ai 89
w
88
87
90 120 150 180 210 240
Station (ft)
270 300 330 360

SIEVE ANALYSIS DATA SHEET
SITE OR PROJECT: Cliffs of the Neuse State Park
REACH/LOCATION: Still Creek
DATE COLLECTED: February 2002
FIELD COLLECTION BY: JKV, MJC, JR
LAB ANALYSIS BY: JKV
PARTICLE CLASS WEIGHT (g) Reach Summary
MATERIAL PARTICLE SIZE (mm) Riffle Pool Total Class % % Cum
Silt/ Clay < .062 4.5 4.50 0.47 0.47
si YS i L Very Fine .062-125 22.5 22.50 2.36 2.84
°' ° ytiti
7ti? A° Fine
Medium .125-25
.25-50 119.5
384.5 119.50
384.50 12.56
40.41 15.40
55.81
.N Coarse .50-1.0 254 254.00 26.69 82.50

"•'i i rs i s-Very Coarse 1.0-1.4 54.5 54.50 5.73 88.23
YyYtiti 3Y w'.?ti
• •ti
Very Coarse
1.4-2.0
19
19.00
2.00
90.23
O Very Fine 2.0-4.75 47, 5 47.50 4.99 95.22
?o Fine 4.75-6.3 18.5 18.50 1.94 97.16
G
R o
O
Medium
6.3-12.5
22
22.00
2.31
99.47
A Medium 12.5-16.0 5 5
00 0
53 100
00
O . . .
V

E Coarse 16.0-22.6 100.00

Q? Coarse 22.6 - 32 100.00
O Very Coarse 32 - 45 100.00
-Very Coarse 45 - 64 100.00

O Small 64 - 90 100.00
n
Small
90 - 128
100.00
COBBLE Large 128 - 180 100.00
Large 180 - 256 100.00
Small 256 - 362 100.00
Small 362 - 512 100.00
Medium 512 - 1024 100.00
rge-Very Lar 1024 - 2048 100.00
BEDROCK Bedrock > 2048 100.00
Totals: 951.50 0.00 951.50 100 100
Channel materials
D16 = 0.25mm
D35 = 0.37mm
D50 = 0.46mm
D84 = 1.10mm
D95 = 4.63mm
Riffle Summary
Class % % Cum
0.47 0.47
2.36 2.84
12.56 15.40
40.41 55.81
26.69 82.50
5.73 88.23
2.00 90.23
4.99 95.22
1.94 97.16
2.31 99.47
0.53 100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
100.00
1 7 100.00
100 100
Q jE7CT. 0088 RIGGS REACH
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SYMBOLOGY ° BUCK ENGINEERING
O0= ROCK J-HOOK SF SILT FENCE
00
Q= ROCKVANE 8 SAFETY FENCE
SUMMARY OF QUANTITIES
Item Description Quantity Unit
C Mobilization/Demobilization 1 LS
E Temporary Silt Fens 200 LF
F Temporary Seeding (Rye Grain) 80 LES
F Mulching (Strav4 80 BALES
G Permanent Seed 10 LBS
H Excabation, Fill, Grading 1 LS
H Clearing 0.3 ACRES
I Gravel (#57 Stone) 20 TONS
I Rip-rap (Class A Stone) 40 TONS
I Rip-rap (Class B Stone) 10 TONS
I Pip-rap (Class I Stone) 30 TONS
I Boulders (4x3xZ) 125 TONS
J Root Wads 25 EACH
J Logs 30 Long, 12" Diam. 15 EACH
J Filter Fabric, Type 2 Non-Woven 200 SY
K Removal of Existing Pipe Culverts 100 LF
K Permanent Culbert (5 It Diam. CA) LF
K Permanent Culbert (4 ft Diam. CA) 60 LF
K Permanent Culbert (3 ft Diam. CA) LF
L Coconut Coir)FiberMatti M SY
M Shrub and Tree Transplants SY
N Pump Around Stream Diversion LS
0 Special Stilling Basin EACH
P Planting of Bareroot Trees 0.6 ACRES
PROJECT ENGINEER
OUTLET PROTECTION TF TAPE FENCE
ROCK CROSS VANE FP 100 YEAR FLOOD PLAIN
MODIFIED ROCK CROSS VANE -@- CONSERVATION EASEMENT
SINGLE WING DEFLECTOR - - - - - - - - EXISTING MAJOR CONTOUR
DOUBLE WING DEFLECTOR -------- EXISTING MINOR CONTOUR
i
TEMPORARY SILT CHECK FOOT BRIDGE
L_ J
ROOT WAD
- TEMPORARY STREAM CROSSING
?
1
0®
00
LOG J-HOOK L-J

?-T
PERMANENT STREAM CROSSING
® LOG VANE ® TRANSPLANTED VEGETATION
LOG WEIR TREE REMOVAL
LOG CROSS VANE ^ TREE PROTECTION
° CONSTRUCTED RIFFLE NON-DEDICATED TREE
00 o BOULDER CLUSTER MEMORY TREE
ROCK STEP POOL
"NOTE: ALL I TEMS ABOVE MAY NOT BE USED ON THIS PROJECT
STANDARD SPECIFICATIONS
EROSION AND SEDIMENT CONTROL PLANNING
AND DESIGN MANUAL
DECEMBER 1993
6.06 CONSTRUCTION ACCESS
6.60 TEMPORARY SEDIMENT TRAP
6.62 SILT FENCE
GENERAL. NOTES
1. CONSTRUCTOR IS REQUIRED TO INSTALL INSTREAM STRUCTURES USING A TRACK HOE
WITH A HYDRAULIC THUMB OF SUFFICIENT SIZE TO MOVE BOULDERS 5'X4'X3' (APPROXIMATELY 3.5 TONS)
2. CONSTRUCTION IS SCHEDULED TO BEGIN FALL 2003.
IPRELIMINARY PLANS
DO NOT Use FOIL CON"R=1024
B 00
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Fa: 8194036490
manount!km
CONSTRUCTION SEQUENCE
The Contractor is responsible for fol lowing the sequence of construction in accordance with the plans and provisions, as directed by the Engineer. Construction shall proceed in the
following manner unless otherwise directed by the Engineer.
The length of stream that is Isolated as a daily work area is left to Contrxlor'a discretion in accordance with the following provisions
1. Allproject operations will be conducted in amanner that reduces erosion and sedimeltloss to the stream.
2. At the end of each workday, each reach of stream must be a completed work product, La all bank and channel modifications, including excavation, grading, and
fill, and all bioengineering treatments (with theexception oflive staking which maybe deterred untilall bank and channel work is completed) must be finished as
called for in the plans and as directed by the Engineer.
3. Completion of the entire bank stabilization work on both sides of the channel will be required prior to the initiation of the next section of channel construction.
The following provisions, along with the instructions contained in the plans, constitute the sequence of construction:
Reach 1 Construction (from Route33tojust below Farm Road)
1. Setup staging areas and construction accesses as indicated on the plans. The Contractor shall mark trees and areas to be protected from constructionactivities with flagging
andfor fencing. No construction activities shell commence until the Engineer has reviewed the site to ensure that all protection areas have been clearly marked.
2. Mobilize equipment andmaterials tothesite
3. Remove and replace culvertedcrossing on Farm Road. The Conlratorshal Ipump water around theconstruction area until the culvert has been replaced and all stabilization
practices associated with the culvert have been installed.
4. Install rootwads and bank stabilization practices near slat on 10+00.
5. Install pump-around operation to route stream flow from approximate station 11+00 to 12+50.
6. Remove existing culvert and Install new culverts underneath Riggs Driveway crossing. Contractor is responsible for repairing utility lines that run through the driveway fit I.
7. Excavate floodplain bench and plunge pool sections of channel from station 12+00 to12+50.1nstallallstabilization practices.
8. Remove pump-around operation.
9. Replace and repair asphalt on driveway.
10. Once Riggs Driveway crossing has been completed and stabilized, begin clearing and excavation of the new floodplain along Reach 1. The Contractor will transport
excavated soil material not used during the project to a disposal area
11. Install pump around system for Reach 1 from approximate station 12+50 to 14+50.
12. Begin excavation and construction of the new stream channel from station 12+50 to 14+50. Water shal l be pumped around this area of work until work has been completed
and stabilized in that area. Excavation, installation of structures, and bank stabilization shall be completed before fuming water into thenew stream channel.
13. Once the section of channel from 12+50 to 14+50 has been completed and water turned in, begin construction of new channel from station 14+50 to 16+40 in the dry.
Excavation, instal laid on of structures, and bank stabilization shall be completed before turning water into the new stream channel.
14. Turn water into the new section of channel from 14+50 to 16+40 by installing an earthen plug in the old channel at approximate station 14+50. Once water has been turned,
fill old channel from 14+50 to 16+40 to design grades and stabilize.
15. Install cross-vans and bank stabilization practices from 16+40 to 17+33. Care should betaken to avoid loss of sediment in the stream channel.
16. Smooth and repair all stockpile areas, construction access, roads, and other areas of disturbed sol I.
17. Apply mulch, temporary seeding, and permanent seeding to all designated areas.
18. Demobilize equipment from the siteL
19. Plant riparian vegetation during the dormant season (November `March).
EARTHWORK SUMMARY
IN CUBIC YARDS
CUT FILL TOTAL TOTAL
LINE STATION TO STATION TOTAL 1.25% BORROW WASTE
RIGGS REACH 12+30.58 17+33.26 2728 119 2609

TOTAL 2728 119 2609

GRAND TOTAL 2728 119
SAY 2700 100 2600
RIPARIAN WOODY VEGETATION TYPICAL RIFFLE, POOL AND BANKFULL BENCH PROJECT
RIPARIAN WOODY VEGETATION
rr1AAMr)N MAMF SCIENTIFIC NAME FLOOD TOLERANCE
WILLOW OAK UERCUS PHELLOS WEAKLY TO MODERATELY TOLERANT
SWAMP CHESTNUT OAK QUERCUS MICHAUXII WEAKLY TOLERANT
LAUREL OAK QUERCUS LAURIFOLIA WEAKLY TO MODERATELY TOLERANT
OVERCUP OAK QUERCUS LYRATA MODERATELY TOLERANT
BLACKGUM NYSSA SYLVATICA WEAKLY TOLERANT
SWAMP BLACKGUM NYSSA BIFLORA TOLERANT
BALD CYPRESS TAXODIUM DISTICHUM VERY TOLERANT
NOTE: SEE DETAIL ON SHEET EC-2 FOR BARE ROOT PLANTING SPECIFICATIONS
BARE ROOT VEGETATION WILL BE PLANTED IN ALL DISTURBED
BUFFER AREAS (AS SHOWN ON EC-2).
RIPARIAN SEED MIXTURE
COMMON NAME SCIENTIFIC NAME
IRGINIA WILDRYE ELYMUS VIRGINICUS
SWITCHGRASS (PAN/CUM VIRGATUM
FOX SEDGE CARER VULPINOIDEA
NOTE: RIPARIAN SEED MIXTURE WALL BE SPREAD OVER ALL CLEARED AND
DISTURBED BUFFER AREAS.
STREAM DESIGN PARAMETERS
Existing Design Reference*
01
CL
s
m

Rosgen Stream Type E51 G5 E5 E5
Drainage Area (sq m) 0.23 0.23 0.35
Reach Length (ft) 713 733 528.84
Bankfull Width (ft) 9 11 7.44
Bankfull Mean Depth (ft) 1.3 1.1 0.82
Width/Depth Ratio 7.2 10 9
Bankfull Area (sq ft) 12 12 6.1
Bankfull Mean Velocity (ft/sec) 1.9 1.9 106
Bankfull Discharge (cfs) 23 23 9
Bankfull Max Depth (ft) 2.38 1.5 1.2
y Width of Floodprone Area (ft) 19.6 30 - 60 64
E Entrenchment Ratio 2.1 2.8-5.5 8.8
p Max Pool Depth (ft) 2.4 2.2 1.45
Ratio of Pool Depth to Bankfull Depth 1.6 2 1.8
Pool Width (ft) 15.51 15 9
Ratio of Pool Width to Bankfull Width 1.7 1.4 1.2
Pool to Pool Spacing (ft) 98 25 - 44 45
Ratio of Pool to Pool Spacing to Bankfull Width 9.6 2.4-4.0 6
Bank Height Ratio 1.7 1 1
Meander Length (ft) NA 55 - 87 43 - 84
Meander Length Ratio NA 5-8 5.9-11.5
Radius of Curvature ft NA 27 - 38 21 - 47
Radius of Curvature Ratio NA 2.5-3.5 2.9-6.4
Meander Belt Width (ft) NA 33 - 55 15 - 48
Meander Width Ratio NA 3-5 2.1 -6.6
Sinuosi 1.07 1.10 1.33
Valle Slope (ft/ft) 0.0133 0.0133 0.0088
m WS Slope ftlft 0.0125 0.0120 0.0066
Pool Slo a (ft/ft) 0.0001 0.0001 0.0001
Ratio of pool slope to WS sloe 0.01 0.01 0.02
Reference Reach is Still Creek, located within Cliffs of the Neuse State f arK, Wayne county.
TOP OF TERRACE
\J?C VARIES Wbkl ?VARIES?
2y ry
o-M a>
--i W?
RIFFLE WITH BANKFULL BENCH
TOP OF
w6M
Wb p?
POOL WITH BANKFULL BENCH
PRELIMINARY PLANS
W NM USE MR CONSMUC ON
a I
? 6000 Rpe Carolina Suite 1100
Cary, NoM Cantina 27 11611
BuPhone: 618-163548
Q
E ma., I- Bt8i8}540
REACH 1
RIFFLE POOL
11 15 WIDTH TO DEPTH RATIO (VVbkf/D)
1.1 1.4 AVERAGE DEPTH (D)
1.6 2.2 MAXIMUM DEPTH(D-Max)
10 10.8 WIDTH OF BANKFULL("
12.0 20.9 BANIffULLAREA (AbN)
4.9 4.0 80T TOM WIDTH (Wh)
TYPICAL STRUCTURE PLACEMENT
LOG VANE
MAT BANKS WITH COIR FIBER MATTING
ROCK CROSS VANE
/z- MAT BANKS WITH COIR.FIBER MATTING
TOP OF BANK
I /
?_„` \ I y'0 MAT BANKS WITH COIR FIBER MATING
MAT BANKS WITH COIR FIBER MATTING
STRUCTURE NOTES:
1. GENERALLY, ROOTWADS AND LOG VANES
WILL BE INSTALLED IN THE LOCATION AND
SEQUENCE AS SHOWN.
2. ADDTIONAL STRUCTURES OR CHANGES TO
STRUCTURE LOCATIONS MAY BE MADE BY
THE ENGINEER DURING CONSTRUCTION.

i
I
MAT BANKS, BEHIND ROOTWAD,
WITH COIR FIBER MATTING.
NOTES
FIBER MATTING TO BE INSTALLED ON
STREAMBANK AND BEHIND ROOT WADS ON
OUTSIDE OF MEANDER BENDS.
2. IF ROOT WADS DO NOT COWER ENTIRE SLOPE
ON OUTSIDE OF MEANDER BENDS, COIR FIBER
MATTING IS NEEDED.
ROOTWADS
(NUMBER AND
SIZE TO BE
DETERMINED
BY THE ENGINEER)
0
W
N
J
D
m
41
?I
I
TYPICAL BANKFULL CULVERT PLACEMENT
ENGINEER
1/3 113 113
BOTTOM BOTTOM BOTTOM
WIDTH OF WIDTH OF WIDTH OF
CHANNEL CHANNEL CHANNEL BANNFULL
HEADER ROCK PRELIMINARY PLANS
ROWR -
TO 10% SLOPE DO NOT USS FOR CONSPRUCNON
4%
N 20' TO 30- STREAMBED TOP OF FILL
ELEVATION

A BACKfILL (ON-SITE ALLUVIUM) FOOTER ROCK
CA
E
m m #57 STONE FILTER FABRIC FOR DRAINAGE (
X
VATED)
a A a NATURAL STONE CLASS AM MIX o
8000 Regency P.mre
FL 27511
???
cary.Naroca4Ima
e OW v' PROFILE VIEW PAOna: 9tBJ63548
54BS

_Ll
d EL F- 919i515490
1
i .\
>

I SCOUR POOL
1

.T
INVERTS INVERT C
INVERT A
SCOUR POOL (EXCAVATED) PER
O
yE
S PLAN VIEW DIRECTION Of ENGINEER
ET
E
N
g
BOULDERS
BACKFILL (ON-SITE
#57 STONE
FILTER FABRIC FOR DRAINAGE
FLOOD PLAIN /- COIR FIBER MATTING
TOP OF
1' hr NATURAL STONE CLASS AS MIX
AMBED 1 I
-&MINIMUM -
SECTION A-A'
BASEFLOW
IF ROOT WAD DOES NOT COVER r?
ENTIRE BANK 8 CONSTRUCTION
'i^ i:."ih::.'.('.:i..•,.'.',';;•. L::'i:::i:•f: `::i:i$LS'r?: i•'.i:':':Y. <j:.':;?'.:;i
IS BETWEEN MID OCTOBER TO
MID MARCH, PROTECT BANK ..'.: r'...':';:.'. ..
WITH BRUSH LAYER (SEE DETAIL) .. .
10.15 FEET LONGS FOOTER LOG >12" DIAMETER
>10" DIAMETER INSTALLED BELOW STREAMBE ,
CROSS SECTION VIEW
N
F
0
s
O
L
U
F
m
m
i
J
CL
C
T
NOTE:
DRIVE POINT METHOD
SHARPEN THE END OF THE LOG WITH A CHAINSAW BEFORE "DRIVING"
IT INTO THE BANK ORIENT ROOT WADS UPSTREAM SO THAT THE
STREAM FLOW MEETS THE ROOT WAD ATA90-DEGREE ANGLE, DEFLECTING
THE WATER AWAY FROM THE BANK A TRANSPLANT OR BOULDER SHOULD
BE PLACED ON THE DOWNSTREAM SIDE OF THE ROOT WAD IFABACK EDDY
IS FORMED BY THE ROOT WAD. THE BOULDER SHALL BE APPROXIMATELY
4'XTX Z.

ROOT WAD
/ ROOTWAD
DER *FO.OTr=IR LOG
LAN I PLAN VIEW
DRIVE POINT METHOD TRENCHING METHOD
NOTES FOR ALL VANE STRUCTURES:
1. BOULDERS MUST BE AT LEAST 4' x Tx2
2. INSTALL FILTER FABRIC FOR DRAINAGE BEGINNING AT THE MIDDLE OF THE HEADER ROCKS AND
EXTEND DOWNWARD TO THE DEPTH OF THE BOTTOM FOOTER ROCK AND THEN UPSTREAM
TOA MINIMUM OF SIXFEET.
3. DIG A TRENCH BELOW THE BED FOR FOOTER ROCKS AND PLACE FILL ON
UPSTREAM SIDE OF VANE ARM, BETWEEN THE ARM AND STREAMBED.
4. START AT BANK AND PLACE FOOTER ROCKS FIRST AND THEN HEADER(TOP)ROCK
5. CONTINUE IMTH STRUCTURE, FOLLOWING ANGLE AND SLOPE SPECIFICATIONS.
S. USE NATURAL STONE CLASS AIB MIXTO FILL GAPS ON UPSTREAM SIDE OF BOULDERS, AND#57 STONE
TO FILL GAPS ON UPSTREAM SIDE OF NATURAL STONE CLASS ALB.
7. AFTER ALL STONE HAS BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE
STRUCTURE WITH ONSITEALLLMUM TO THE ELEVATION OF THE TOP OF THE HEADER ROCK
8. START SLOPE AT 1/2 TO 213 BANKFULL STAGE
TRENCHING METHOD
IF THE ROOT WAD CANNOT BE DRIVEN INTO THE BANK OR THE BANK NEEDS
TO BE RECONSTRUCTED, THE TRENCHING METHOD SHOULD BE USED. THIS
METHOD REQUIRES THAT ATRENCH BE EXCAVATED FOR THE LOG
PORTION OF THE ROOT WAD. IN THIS CASE, A FOOTER LOG SHOULD BE
INSTALLED UNDERNEATH THE ROOT WAD IN ATRENCH EXCAVATED PARALLEL
TO THE BANK AND WELL BELOW THE STREAMBED. ONE-THIRD OF THE
ROOT WAD SHOULD REMAIN BELOW NORMAL BASE FLOW CONDITIONS.
ROOT WADS

113 BKFL WIDTH
\ 1
-8-LIMD1 LOGBURIED
BELOWSTREAMBED
PLAN VIEW
TRANSPLANTS
TOP OF STREAMBANK
i
FLOW
STREAM8ED i
Ao)y1?° ?'
1.'
PROFILE VIEW
NOTES:
1. LOGS SHOULD BE AT LEAST 12' IN DIAMETER, RELATIVELY STRAIGHT,
HARWOOD. AND RECENTLY HARVESTED.
2. SOIL SHOULD BE COMPACTED WELL AROUND BURIED PORTIONS OF LOG
3. TRANSPLANTS ARE PLACED ALONG THE TOP OF THE BANK OVER
THE BURIED LOG VANE TO PROTECT AGAINST EROSION DURING
HIGH FLOWS.
STRUCTURE DETAILS
NTS
PIPE
CULVERT SIZEI
TYPE UPSTREAM
INVERT
ELEVATION DOWNSTREAM
INVERT
ELEVATION SLOPE OF

PIPE HORIZONTAL
DISTANCE FROM
PIPE AUQ MINIMUM
DEPTH OF FILL
ABOVE PIPE (DP)
A(PROPOSED) 48' CA - 7
B (PROPOSED) 3B" CA 10' 7
C(PROPOSED) 38' CA iD
NOTE$
11RT OF PIPE 'A" SHOULD BE SET 12 INCHES BELOW STREAMBED GRADE -
2. SIDE SLOPES AROUND 48' CA WILL BE STABILIZED USING PLAIN RIP RAP, CLASS I AND FILTER FABRIC
FORDRANAGE SIDE SLOPES AROUND 38"CAV#LL BESTALNUZED USING COIR FIBER MATTING.
LOG VANE
LOG BURIED
IN STREAMBANK
AT LEAST 5
TRANSPLANTS
PROJECT REFERENCE NO. SHEET N0.
PROJECT ENGINEER
EROSION CONTROL MATTING LIVE STAKING

-1 2' ? ti
s
r

PRELIMINARY PLANS
J'
f\
M4, 00 NOT U8B POR G0NVMUCT10N
Q SQUARE CUT TOP
PUCE COIR FIBER MATTING IN 61NCH DEEP TOP OF STREAMBANK
BUDS FACING UPWARD
TRENCH, STAKE, BACKFILL, AND COMPACT
LIVE CURING
TOP OF STREAMBANK MIN. i/2"OIA 2'- VLENGTH
TOE OF BANK

6751
200
thParksy
BOOB
-lina
1
, N
Cary, 7M Cerollm 31517
B!WC
P
TOE OF SLOPE
TYPICAL MATTING STAKE
Borron+opcHANNEL Faxx: 81"53-6480
PUCE COIR FIBER MATTING IN 61NCH DEEP ANGLE CUT 20.45 DEGREES
TRENCH, STAKE, BACKFILL, AND COMPACT
NOTES:
1. BANKS SHOULD BE SEEDED PRIOR TO
BOTTOM OF CHANNEL PLACEMENTGF MATTING.

LIVE STAKE DETAIL
2. PLACE COIR FIBER MATTING ACCORDING TO CROSS-SECTION VIEW OF LIVE STAKING SPECIFICATION
MANUFACTURER RECOMMENDATIONS.
3. MATTING STAKES SHOULD BE PLACED
IN A DIAMOND SHAPED PATTERN
CROSS SECTION VIEW
TRENCH TOP OF TOP OF STREAMBANK
.
.
..: ..
.
. .
.
.
..
.
.
:.
'
TRENCH .
.:
.:.: ..
.: .:.: :.: ..: :.
:
:
:
:
: .
. .
'
STREAMBANK
y
1 1 1 / 1 1 / 1 1 1 1 TOP OF STREAMBANK ?
7a.,..:.. .,
TOP OF /
1
1 1 1 1 1 1
/
1
I
.., ?.., .1.., 1 .: _.1 .: .?
,.. ,? '...1.....
.
.
_
_
_
_
_
STREAMBANK _ _ _ _ _ _ _ _ _ _ STAKES
1 1 1 1 1 1 1 / ..
• .N ; :.. ; : . , . ..... ..... ..
..
.
' 1
'
1'
%
NOTES.
1 1 1 1
1 1 1 1 1 1 .
„
..
PANT STAKES FROM
T. ,' 1•', .',1, .' /''"' .?:,':• I,':, I:":'?:",.?, TOP OF BANK TO TOE OF BANK 1. STAKES SHOULD BE CUT AND INSTALLED ON THE SAME DAY.
1 1 1 1 1
. 2. DO NOT INSTALL STAKES THAT HAVE BEEN SPLIT.
FIBERMATTNG
OI
1 1 1 1 1 1 1 1 1 1 1 1 3. STAKES MUST BE INSTALLED WITH BUDS POINTING UPWARDS.
R TO BANK
B
T
1 1 1 1 1 1 1 TO F TO 4. STAKES SHOULD BE INSTALLED PERPENDICULA
STAKES SHOULD BE 12 TO 2 INCHES IN DIAMETER AND 2 TO 3 FT LONG.
5
TOE O OF S SLOPE LOPE
1 1 1 1 1
TOE OF SLOPE
.
6. STAKES SHOULD BE INSTALLED LEAVING 116 OF STAKE ABOVE GROUND.
1 1 1 / 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1
PLAN VIEW OF LIVE STAKING SPECIFICATION
PLAN VIEW
TRANSPLANTED VEGETATION PLANTING SPECIFICATIONS
PL&MNG
TRANSPLANTED VEGETATION AND ROOTMASS
NOTES;
i. PUNT BARE ROOT SHRUBS AND TREES TO THE WIDTH OF THE
®
® \ / ® ® \ \

TOP OF STREAMBANK BUFFER AS SHOWN T BETWEEN PLANTINGS, 3
. LOOSE N COMiP1ACT SOIL PLANTINGS, DEPENDING ON SIZE
4. PLANT IN HOLES MADE BYA MATTOCK, DIBBLE, PLANING BAR, OR
OVED MEANS

TOP OF BANK .
5. PLOTHER APPR
ANT IN HOLES DEEP AND WIDE ENOUGH TO ALLOW THE ROOTS
TO SPREAD OUT AND DOWN WITHOUTJ-ROOTING.
6. KEEP ROOTS MOIST WHILE DISTRIBUTING OR WAITING TO PLANT
BY MEANS OF WET CANVAS, BURLAP, OR STRAW.
'I 7. HEEL-IN IN O MUST IF NOT PROMPTLY
PLANTED LANTED UPON PON ARRIVAL TNAL TO P PROJE JECT SITE.
T SITE,
®
®
® I

\ J/ TOE OF BANK
BOTTOM OF CHANNEL
PLAN VIEW
CROSS SECTION VIEW OF BARE ROOT PLANTING
N OTES;
1. EXCAVATE A HOLE IN THE BANK TO BE STABILIZED THAT WILL
ACCOMMODATE THE SIZE OF TRANSPLANT TO BE PLACED.
BEGIN EXCAVATION AT THE TOE OF THE BANK l19IES;
2 EXCAVATE TRANSPLANT USING A FRONT END LOADER.
EXCAVATE THE ENTIRE ROOT MASS AND AS MUCH ADDITIONAL
WHEN PREPARING THE HOLE FOR A POTTED PUNT OR
1.
HOLE FOR A
SOIL MATERIAL AS POSSIBLE. IF ENTIRE ROOT MASS CAN NOT BE pUNTIN URGER - 12 INCHES
SHRUB DIG THE HOLE 8
THAN THE DIAMETER OF THE POT AND THE SAME DEPTH
TRANSPLANTED VEGETATION AND ROOTMASS EXCAVATED IN ONE BUCKET LOAD, THE TRANSPLANT IS TOO LARGE AS THE POT.
AND ANOTHER SHOULD BE SELECTED. 2. REMOVE THE PLANT FROM THE POT. LAY THE PUNT ON
PLACE TRANSPLANT IN THE BANK TO BE STABILIZED SO THAT
3 ITS SIDE IF NECESSARY TO REMOVE THE POT.
.
VEGETATION IS ORIENTATED VERTICALLY. 3. IF THE PLANT IS ROOTBOUND (ROOTS GROWING IN A
4. FILL IN ANY HOLES AROUND THETRANSPLANT AND COMPACT. SPIRALAROUNDTHE ROOT BALIJ, MAKE VERTICAL
DE JOUST DEEP ENOUGHTO
S
0 TOP OF STREAMBANK 5. ANYL0 BE Sol FT IN THE STREAM SHOULD BE REMOVED. PA
CUTE YATHAKNIFE OR
CUT THE NET OF ROOTS. ALSO MAKEA
8. PLACE MULTIPLE TRANSPLANTS CLOSE TOGETHER SUCH THAT EE BOTTOM OF THE BALL.
T
N
' THEY TOUCH. TOP OF STREAMBANK LO
4, PU(E THE PLANT IN
HE
5. FILL HALF OF THE HOLE WITH SOIL (SAME SOIL
REMOVED FOR BACKFIL .
6. WATER THE SOIL TO REMOVE AIR POCKETS AND LL
m THE REST OFT THE HOLE WITH THE REMAINING SOIL

O TOE OF BANK

B _ _ BOTTOM OF CHANNEL
. _
BOTTOM OF CHANNEL
STABILIZATION AND
L VEGETATION N
m
n
o
r
a
s
CROSS SECTION VIEW OF CONTAINER PLANTING

TS
m
xr CROSS SECTION VIEW
EXAMPLE OF PUMP AROUND OPERATION
ENGINEER
PRELIMINARY PLANS
DO NOT 05S FOR CONSIRUCfION
ISUC 9000 27511
1 I
Ph 919463-U88
O Far: 818183.5430
SPECIAL STILLING BASIN 1
(SEE DETAIL ON THIS SHEET AND PROJECT i
SPECIAL PROVISIONS)
UTILIZEA STABILIZED OUTLET INSTEAD
OF A SPECIAL STILLING BASIN IF PUMPING
CLEAN WATER
IMPERVIOUS DIKE -
(SEE PROJECT SPECIAL PROVISIONS)
TEMPORARY
FLEXIBLE HOSE

I
I
I
I
I
I
SPECIAL STILLING BASIN
WITH ROCK PAD
SPECIAL STILLING BASIN
EXISTING TERRAIN
L
?- - 15.0 -20.0 FT
8.0IN OF SEDIMENT
CONTROLSTONE
FILTER FABRIC FOR DRAINAGE STREAMBANK
NOT TO SCALE NOTE: PROVIDE STABILIZED OUTLET TO STREAMBANK
I
SPECIAL STILLING BASIN
(SEE DETAIL ON THIS SHEET
AND PROJECT SPECIAL PROVISIONS)
- DEWATERING PUMP
HOSE
I
EXISTING
STREAM
I CHANNEL
SEQUENCE OF CONSTRUCTION FOR TYPICAL WORK AREA:
1. INSTALL SPECIAL STILLING BASIN(S).
2 INSTALL UPSTREAM PUMP AND TEMPORARY FLEXIBLE HOSE.
3. PLACE UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING
OPERATIONS FOR STREAM DIVERSION
4. PLACE DOWNSTREAM IMPERVIOUS DIKE AND PUMPING
APPARATUS. DEWATER ENTRAPPED AREA TO BE DEWATERED SHALL
BE EQUAL TO ONE DAYS WORK
S. PERFORM STREAM RESTORATION WORK IN ACCORDANCE WITH THE PLANS.
8. EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL
OF IMPERVIOUS DIKES. REMOVE IMPERVIOUS DIKES, PUMPS, AND
TEMPORARY FLEXIBLE HOSE. (DOWNSTREAM IMPERVIOUS DIKES FIRST).
7. ALL GRADING AND STABILIZATION MUST BE COMPLETED IN ONE DAY WITHIN
THE PUMP AROUND AREAS BETWEEN THE IMPERVIOUS DIKES.
THE IMPERVIOUS DIKE LOCATIONS AS SHOWN ON THIS SHEET ONLY SHOWTHE
UPPER AND LOWER EXTENT OF%RKFOR EACH STREAM SEGMENT. THE
CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE LOCATION
OF THE IMPERVIOUS DIKE(S) FOR EACH DAYS WORK
8. REMOVE SPECIAL STILLING BASIN(S) AND BACKFILL STABILIZE DISTURBED AREA
WITH SEED AND MULCH.
I
I I
I I
I FLOW I
I '
1 1
I `
1
:Vi --
NOTES
1. ALL EXCAVATION SHALL BE PERFORMED IN ONLY DRY OR ISOLATED
SECTIONS OF CHANNEL
2. IMPERVIOUS DIKES ARE TO BE USED TO ISOLATE WORK FROM
STREAM FLOW WHEN NECESSARY.
3. ALL GRADED AREAS SHALL BE STABILIZED WITHIN 24 HOURS.
4. MAINTENANCE OF STREAM FLOW OPERATIONS SHALL BE INCIDENTAL
TO WORK THIS INCLUDES POLYETHYLENE SHEETING, DIVERSION PIPES,
PUMPS AND HOSES.
5. PUMPS AND HOSES SHALL BE OF SUFFICIENT SIZE TO DEWATER
THE WORK AREA
IMPERVIOUS DIKE
(SEE PROJECT SPECIAL PROVISIONS)

PUMP AROUND PUMP J `**ft _ _ +
A-A
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