20021883 Ver 1_Complete File_20021211

Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan Klimek, PE
Division of Water Quality
December 11, 2002
Mr. Ron Ferrell
Wetlands Restoration Program
1619 MSC
Raleigh, NC 27699-1619
Dear Mr. Ferrell:
Subject: Stream Restoration/Enhancement
Hatchet's Grove Stream Restoration
Wake County, NC
DWQ# 021883
This Office is in receipt of the plans for the stream restoration projects of approximately 3700 feet of Hatchet's
Grove Creek in the Neuse River Basin originally submitted to this Office on December 9, 2002. DWQ Staff
reviewed the plans and determined that stream restoration and/or enhancement would be achieved.

The stream impacts associated with the project may proceed without written approval from the Division. Please
be advised that seven copies of a complete, formal application and a $475.00 fee is required for projects
intended for compensatory mitigation credit (see General Certification No. 3353, issued March 18, 2002). Any
request for mitigation credit shall be addressed under separate cover.
If you have any questions. regarding this matter, please contact Mr. Todd St. John at [phone].
cc: Mr. Todd St. John, Wetlands
Jeff Jurek, WRP
Raleigh Regional Office
File
R. D ro nee
nds Unit Supervisor
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
North Carolina
Department of Environment and Natural Resources
Michael F. Easley, Governor
William G. Ross Jr., Secretary
MEMORANDUM:
TO: John Dorney
FROM: Ron Ferrell
SUBJECT: Permit Application-Hatchet's Grove
DATE: 12-9-02
A?A
NCDENR
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0,? l 8193
Attached for your review are 2 restoration plans (1 sent to Raleigh Regional) for the
Hatchet's Grove Stream Restoration project in Wake County. Please feel free to call the
project manager (Jeff Jurek) with any questions regarding this plan (733-5316).
Thank you very much for your assistance.
attachment: Restoration Plan (2 originals)

Fj? f?,?PY

Z ?' copy
Wetlands Restoration Program 1619 Mail Service Center Raleigh, NC 27699-1619
[phone] Fax: [phone]

Office Use Only: Form Version October 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
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: ?
II. Applicant Information
1. Owner/Applicant Information
Name: NC Wetlands Restoration Pro
Mailing Address: 1619 Mail Service
N
Raleigh, NC 27699-1619
Telephone Number: 919-733-5208 Fax Number: 919-733-5321
E-mail Address: [e-mail]
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:
Company Affiliation:
Mailing Address:
Telephone Number:
E-mail Address:
Page 5 of 12
Fax Number:
f
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 Hatchet's Grove Tributary Stream Project
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): _
4. Location
County: Wake Nearest Town: Cary
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): Davis Drive to Morrisville Pkwy
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application: Golf
Course
7. Property size (acres): 6 ac
8. Nearest body of water (stream/river/sound/ocean/lake): Crabtree Ck,
9. River Basin: Neuse
(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/mags/.)
Page 6 of 12
10. Describe the purpose of the proposed work: Stream Restoration
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: Recreation-Golf.
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.
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:
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
1. Wetland Impacts
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet).
Type of Wetland***

* 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 htto://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.)
List the total acreage (estimated) of existing wetlands on the property: 0
Total area of wetland impact proposed: 0
2. Stream Impacts, including all intermittent and perennial streams (SEE PLANS)
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 )

* 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.).
Cumulative impacts (linear distance in feet) to all streams on site: 3700 FT.
Page 8 of 12
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number
(indicate on ma)
Type of Impact Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, cean, 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.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond, ,,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
_SEE PLAN
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.
Page 9 of 12
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
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.
SEE PLAN
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wM/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Page 10 of 12
r
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone t extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 11 of 12
r
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
.
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.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 211.0500) 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).

Applicant/4gen Si nature Date
(Agent's signat e i valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
A ; "
;TRPOnn R1=gTnRAT10K1 PI AN
HATCHET'S GROVE
TRIBUTARY
aKE COUNTY, NC FILE COPY
'nVFMBER 2002

Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
wwwSandMoom
Table of Contents

1.0 Introduction ................................................................................................. I
1.1 Project Site Description ......................................................................2
1.2 Stream Survey Methodology ...............................................................2
1.2.1 Bankfull Verification ...............................................................3
1.2.2 Stream Classification ...............................................................3
2.0 Existing Site Conditions ..............................................................................4
2.1 Watershed ....................................................... ....................................4
2.1.1 General Description ............................. ....................................4
2.1.2 Surface Waters .................................... ....................................4
2.1.3 Soils .................................................... ...................................4
2.1.4 Land Use ............................................. ....................................5
2.2 Restoration Site ............................................... ....................................5
2.2.1 Site Description ................................... ....................................5
2.2.2 Existing Stream Conditions ................. ....................................5
2.2.3 Plant Communities .............................. ....................................7
2.2.4 Wildlife ............................................... ....................................7
3.0 Reference Reaches ................................................................... ....................9
3.1 Sal's Branch ................................................................... ....................9
'
3.2 Mill Creek ...................................................................... ....................9
4.0 Stream Channel Design ........................................................... ..................11
'
4.1 Natural Channel Design .................................................. ..................11
4.1.1 Dimension ........................................................... ..................14
' 4.1.2 Pattern ................................................................. ..................14
4.1.3 Bed Form ............................................................ ..................14
4.1.4 Riparian Buffer Zone ........................................... ..................15
' 4.1.5 Stormwater ......................................................... ..................15
4.2 Stream Structures ............................................................ ..................16
4.2.1 Cross-Vane .......................................................... ..................16
' 4.2.2 J-hook ................................................................. ..................16
4.2.3 Root Wads .......................................................... ..................16
4.3 Sediment Transport ......................................................... ..................16
5.0 Riparian Planting Plan ...............................................................................18
' 6.0 Monitoring Plan .........................................................................................19
6.1 Stream Channel .................................................................................19
6.2 Riparian Buffer .................................................................................19
' 7.0 References ........................

List of Tables
Table 1. Channel Morphology Table ......................................................13
List of Figures and Sheets
Figure 1 Vicinity Map
Figure 2 Location Map
Figure 3 Orthographic Map
Figure 4 Regional Curve
Figure 5 Watershed Area
Figure 6 Watershed Aerial
Figure 7 Typical Cross-Section of proposed channel
Figure 8 Stream Structures
Sheets 1-5 Proposed Plan View of Hatchet's Grove Tributary
Sheet 6 Proposed Longitudinal Profile of Hatchet's Grove Tributary
List of Appendices
Appendix A Existing Cross-Sectional Channel Data
Appendix B Photographic Log
Appendix C BEHI Sheets
ii
Hatchet's Grove Tributary Stream Restoration Plan
Prepared by: Soil & Environmental Consultants, PA
1.0 Introduction
An unnamed tributary of Crabtree Creek, locally known as Hatchet's Grove Tributary, located
' within the confines of the Prestonwood Country Club property has been selected by the North
Carolina Wetland Restoration Program (WRP) to be restored after securing the conservation
easement. Preliminarily, it has been estimated that over 3,700 linear feet of stream channel and
approximately 4.0 acres of riparian buffer (Zone 1) will be restored following the implementation
of the proposed restoration plan.
The site has been chosen because of the current degraded state of Hatchet's Grove Tributary. The
current conditions of the channel are mainly the result of historical channel modifications such as
channelization and periodic dredging, past and present day vegetation maintenance practices,
existing channel constraints (golf cart bridges), and the incremental increase of stormwater runoff
onto the site from adjacent impervious sources.
The majority of the stream banks are nearly vertical and exposed, with minimal vegetative cover.
' As a result, the banks are actively eroding, subsequently slumping and promoting lateral channel
migration and meander creation. The current channel is classified as an "F" type channel (with
some sections minimally classifying as an E-type channel) under the Rosgen Stream
' Classification System. Some sections of channel have limited access to the flood plain during
peak flood flows but not bankfull events that occur as a result of the 1.5 to 2 year storm event.
The current channel is in an incised state, therefore flood flows are concentrated within the
' channel and an active flood plain does not exist at the bankfull elevation. The channel is in a
progressive state of transition. As a result of the stream bank instability, meanders and a new
floodplain located at the bankfull elevation are beginning to take form within the existing
confined channel.
The current obviously degraded state of the channel, limited flood plain functionality due to
channel incision, existing and future erosion potential, limited native vegetation along the banks
and riparian buffer zone, and an amenable landowner to work with, presents this site as a viable
restoration project.
' The restoration plan proposes to construct a stream channel that is stable and self-maintaining that
will not aggrade or degrade over time by utilizing Rosgen-based natural channel design
procedures and techniques. This will be accomplished by fulfilling the following objectives:
' 1) Develop a channel with the appropriate cross-sectional dimension, pattern, and
longitudinal profile utilizing the existing channel condition survey, and collected
' reference reach data as a guide.
2) Improve and create bed form diversity (riffles, runs, pools, and glides).
3) Construct a flood plain (bankfull bench) that is accessible at the proposed bankfull
channel elevation (Priority II restoration).
' 4) Insure channel and stream bank stabilization by integrating grade control structures, root
wads, and native vegetation, in conjunction with the eradication or modification of
current grounds maintenance practices.
5) Establish a native forested riparian plant community within a minimum of 30 feet, when
possible, from the edge of the restored reach.
6) Integrate existing golf course uses with the proposed restoration plan providing aesthetic
and education values.
1.1 Project Site Description
The proposed restoration site is currently being utilized as a golf course facility, owned, operated
and maintained by the Prestonwood County Club. The project site is specifically located
approximately 2,600 feet southwest of the Morrisville-Carpenter Road (SR 3014)/Aviation
Parkway (SR 3015) Intersection and 3,000 feet east of Davis Drive (SR 1613), Morrisville, Wake
county, North Carolina (Figures 1-3). The project is entirely located within the Prestonwood
Country Club property.
Hatchet's Grove Tributary flows from west to east and empties directly into Crabtree Creek,
which flows from the south to the north. An unnamed tributary, which intersects Hatchet's Grove
400 feet from the western property boundary flows from west to east also. The project initiates at
the western-most property line and terminates at a sanitary sewer line approximately 100 feet
upstream of the confluence with Crabtree Creek.
The project site currently exhibits numerous existing uses. The primary land use within the site is
as a golf course facility, which includes all of the amenities and structures required to access,
maintain, and service the area for this purpose. Structures include 6 golf cart bridges, numerous
asphalt paths, five ponds, two sanitary sewer lines, irrigation facilities, multiple stormwater
outfalls, fairway under-drain discharge pipes, and tee boxes. Access within the site is provided
by six 30-foot long golf cart bridges that cross the project stream starting approximately 450 feet
down stream of the project origin and are sporadically located along the channel reach with the
sixth bridge located approximately 300 feet upstream of Crabtree Creek. Utilities are also located
within the site consisting of two sanitary sewer lines, and a CP&L 100-foot wide power line
easement. The main sanitary sewer line is located south and parallel to Hatchet's Grove along the
entire length of the project stream. The easement is located along the right bank starting at the
western property boundary, crossing the unnamed tributary at a 45 degree angle and continues
along Hatchet's Grove until it joins Crabtree Creek were the line crosses Hatchet's Grove at a
perpendicular angle and continues parallel to Crabtree Creek. The location of the sewer line
along the right bank of Hatchet's Grove has subsequently confined, restricted and limited any
potential restoration of the creek along this area. Amenities on site include five ponds, that were
used as borrow sources to create tee boxes, elevated greens, and other fairway features.
1.2 Stream Survey Methodology
A field reconnaissance of the channel was performed prior to the commencement of the site
survey. The purpose of the reconnaissance is to identify the bankfull elevation utilizing existing
indicators. Typical bankfull indicators were obscured and sporadic due to active bank erosion,
slumping, grounds maintenance activities, and past channel modifications. Features that were
utilized when present included depositional features, vegetation positions, scour lines, and wrack
lines. Other feature that were identified during the reconnaissance and subsequently surveyed
included existing stormwater outfalls, bridges and utilities.
Soil & Environmental Consultants, PA subcontracted Withers & Ravenel Inc. to survey the
existing channel conditions under our field supervision and to develop a 1-foot topographic map
of the restoration site. The map was used to evaluate present landscape conditions and
constraints, to determine the final location of the proposed channel alignment, and to calculate
t required grading volumes.
During the channel survey, 15 cross-sections were completed along Hatchet's Grove Tributary
' utilizing a total station to collect the field data. The cross-section data is present in Appendix A.
1.2.1 Bankfull Verification
' Cross-sectional data that was collected in the field was plotted and subsequently compared to the
North Carolina Rural Regional Curve (SRI 2000) for accuracy. All of the cross-sectional areas
' surveyed plotted within the 95% confidence interval as depicted on Figure 4. The surveyed
cross-sections were not utilized to generate the trend line or the 95% confidence intervals.
1.2.2 Stream Classification
The channel was classified utilizing the stream classification system devised by Dave Rosgen
(Rosgen 1996). This classification scheme utilizes several parameters based on field collected
data and site observation, which collectively determines the stream type. The criteria utilized to
determine stream type includes the slope, width/depth ratio, entrenchment ratio, sinuosity, and
bed materials. A summary of these channel parameters are available in Appendix A.
2.0 Existing Site Conditions
2.1 Watershed
2.1.1 General Description
The site is located in the Triassic Basin of the Piedmont physiographic region of North Carolina.
The surrounding landscape topography is characterized as hilly, with side slopes that are
generally steep to moderately sloping. The site topography is relatively flat adjacent to the
stream; vertical fall from the project origin to the confluence with Crabtree Creek is
approximately 6 feet resulting in a valley slope of 0.0022 based on the 1-foot topographic map
provided by Withers & Ravenel. The wide, gently sloping, well-defined flood plain is a Valley
Type VIII as defined in Applied River Morphology (Rosgen 1996).
2.1.2 Surface Waters
The channel is located within the Neuse River Basin, USGS Hydrologic Unit 03020201 and
DWQ subbasin 030402 (USGS 1974 and DENR 1992). Hatchet's Grove Tributary flows directly
into Crabtree Creek (Stream Index Number 27-33-(1)), which also correlates with the terminus of
the project. The North Carolina Division of Water Quality (NC DWQ) has not assigned a stream
index number to Hatchet's Grove Tributary or the unnamed tributary located within the project
site. The current State classification of the stream is Class C NSW waters (DENR 1992). Class
C waters are protected for aquatic life propagation and survival, fishing, wildlife, secondary
recreation, and agriculture. The NSW designation is a Nutrient Sensitive Waters which require
limitations on nutrient inputs. Based on the most recent USGS quadrangle the restoration channel
is a 3rd order stream and the drainage area at the terminus of the project is approximately 3.7 mil
(Figure 5).
2.1.3 Soils
The project site is located in the Triassic Basin region of the North Carolina Piedmont
physiographic province. Soils present in the riparian areas adjacent to Hatchet's Grove Tributary
are characteristic of those found in alluvial landforms in the Triassic Basin. However, extensive
grading and filling associated with the golf course has likely modified much of the naturally
occurring soils onsite.
Chewacla soils (Aquic Fluventic Dystrochrepts) are the prevalent map unit along the channel.
Formed in fine loamy alluvial material, they are somewhat poorly drained with low natural
fertility. Wehadkee soils (Fluventic Haplaquepts) are present along the channel to a lesser extent.
These soils are also formed in fine loamy alluvial material, and are poorly drained with low
fertility. As Hatchet's Grove Branch nears Crabtree Creek, it enters a large, contiguous area of
Congaree (Typic Udifluvents) mapped immediately adjacent and parallel to Crabtree Creek.
These are also alluvial soils with low fertility frequently found on floodplains.
Other soils in the project's vicinity include Augusta (Aerie Ochraquults) and Wahee (Aerie
Ochraquults), which are often mapped on terraces. In the upland areas surrounding the project,
Mayodan (Typic Hapludults) and Creedmoor (Aquic Hapludults) are the predominate soil series,
which are both closely associated with the Triassic Basin landscape.
4
2.1.4 Land Use
Currently, the project site is being utilized as a golf course facility and the majority of the
surrounding area located immediately adjacent to the site has been converted to housing
(apartments and single family homes), and infrastructure uses (roads, parking lots). Areas of
forest and agricultural land exist sporadically throughout the watershed, yet numerous parcels
have recently had development plans approved by the local municipalities or are under
construction (Figure 6). As a result of the land use conversion, impervious area has been
drastically increased to an estimated 15-20%, and is expected to nearly double in the next decade
based on current development trends in the vicinity.
2.2 Restoration Site
2.2.1 Site Description
The restoration site consists of a historically modified (re-aligned, channelized, and dredged)
stream channel as interpreted from aerial photography supplied by the Wake County Natural
Resources Conservation Service. Photographs observed during the file search included years
1949, 1954, 1965, 1971, 1988, and 1993. Based on photographic interpretation, the site has been
historically utilized for agricultural production (row crops) from 1949 to the early 1990's. More
than likely, the site has probably been farmed since the Civil War. As a result of this past use, the
natural plant communities, topography, and hydrologic conditions have been altered or in some
cases obliterated. Since the early 1990's, land use in the vicinity has been progressively converted
to residential and commercial land uses.
Although the site use has been converted and subsequently stabilized due to the termination of
tillage, grounds maintenance adjacent to the channel has continued and is likely more aggressive
than it was in the past. Vegetation along the channel is continuously cut down to the edge of the
water in order to provide fairway visibility and clearance required for play over. Fairways cross
Hatchet's Grove Tributary five individual times within the project site. The maintenance
practices combined with increased stormwater discharge resulting from the increase of
impervious area within the watershed has resulted in continuous bank failure and channel
degradation (scour, down cutting, etc.). Previous historic alteration such has straightening and
dredging the channel has increased slope, stream power, and confined flood flows which has
perpetuated the channel degradation process.
2.2.2 Existing Stream Conditions
The project stream originates at the Prestonwood County Club's western property line and
continues until approximately 100 feet upstream of the confluence with Crabtree Creek. The
current channel length of Hatchet's Grove Tributary is approximately 3,200 linear feet. An
additional 300 linear feet of an unnamed tributary is located perpendicular to the western property
line and parallel to Hatchet's Grove. This tributary joins Hatchet's Grove approximately 250 feet
east of the project origin. The total project length is approximately 3,500 linear feet. The channel
and site surveys were conducted from July 23 to the 26, 2002. Additional data including the
pebble count and BEHIs were collected on the 13 of August 2002. Photographs taken of the
project site are provided in Appendix B.
Based on the completed channel survey and observations made during the site reconnaissance,
' Hatchet's Grove Tributary was historically channelized and subsequently re-aligned during the
process. Stream channelization in this case was probably completed to maximize productive
cropland acreage, promote site drainage, and to reduce the historic groundwater table elevation.
As a direct result of the channelization procedure, the dredged and lowered channel no longer has
full access to the historic flood plain at the bankfull elevation. As a result of this modification the
channel is considered to be incised or confined, concentrating flood flows that would have
originally been dispersed onto the flood plain. As a result of the incision, boundary shear stress
along the banks has increased beyond historical levels and bank erosion and bed scour is fairly
prominent.
Bank erosion is present throughout the length of the project reach. Perpetuated by incision, the
channel is the preliminary stages of transition from an "F" to a "C" type channel. As depicted on
the photograph of cross-section K, a flood plain is beginning to develop at a lower elevation. In
this same photograph, evidence of the high banks and lateral channel migration and meander
formation is evident.
Computing current bank height ratios, which is the maximum bank height divided by the
maximum bankfull depth, can numerically express the extent of channel incision. Utilizing the
survey data gathered in the field, bank height ratios averaged 1.96 with a range of 1.5 to 2.1.
Typically, bank height ratios on a reference reach streams are 1.0 and rarely greater than 1. 1,
therefore based on this comparison Hatchet's Grove is extremely incised. Channel adjustments
due to these conditions include lateral channel extension, slumping, bed instability, and bank
erosion.
Fourteen riffle cross-sections were surveyed along Hatchet's Grove Tributary. Bankfull cross-
sectional area ranges from 23.7 to 55.9 square feet. Bankfull width ranges from 14.9 to 27.6 feet
with mean depths between 1.6 to 3.0 feet. The stream type varies along the restoration reach
from an F to an E, with the majority of the reach emulating an F channel type. The average
dimensions are below and the individual cross-sections are summarized in Appendix A.
Bankfull Width:
Cross-sectional Area:
Bankfull Mean Depth:
Maximum Depth:
Width/Depth Ratio:
Entrenchment Ratio:
Bank Height Ratio:
21.73 feet
45.06 square feet
2.10 feet
3.53 feet
10.75
7.11
1.9
Past impacts as explained in the previous paragraphs culminated with current site influences such
as increased stormwater flows and intensity, golf cart bridges, and aggressive grounds
maintenance are perpetuating and accelerating the degradation process of Hatchet's Grove
Tributary. Stormwater sources piped directly into the main stem of the creek have steadily
increased following the construction of the golf course and adjacent apartment complexes. The
cart bridges installed across the channel, which provide access to the golf course, have
constrained the channel and resulted in bed scour and bank erosion immediately below and above
each span. The channel is currently crossed by six 30-foot long bridges. The majority of the
riparian zone is aggressively maintained because of the numerous fairways that cross the channel.
As a result native plants along the riparian buffer are sparse and this area is dominated by
Bermuda grass resulting in shallow rooting depths compared to the existing bank heights,
essentially providing limited bank stability and very high erodibility indexes. Bank Erodibility
Hazard Index sheets were completed in the field and are provided in Appendix C.
6
2.2.3 Plant Communities
Throughout most of its extent on the property, Hatchet's Grove Tributary flows through a
maintained golf course. Thus, the riparian community is severely restricted to the stream banks,
' and primarily consists of Bermuda grass (Cynodon dactylon) as well as a variety of ornamental
species (e.g. crepe myrtle, wax myrtle, annual flowers, etc.). Small stands of loblolly pine (Pinus
taeda) have been left in some areas, partitioning various holes along the course. In patchy spots
' along and within the banks, smaller individuals of black willow (Salix nigra), alder (Alnus
serrulata), green ash (Fraxinus pennsylvanica), and sweet gum (Liquidambar styraciflua) occur
sporadically, often within the active channel and on top of features such as depositional bars.
Periodically, these species are mowed back or removed altogether. To a lesser extent common
' wetland herbs such as Carex spp. and Juncus spp. were observed within the active channel and
banks.
' Upstream of the confluence of Hatchet's Grove Tributary and the unnamed tributary, the riparian
area along Hatchet's Grove is wooded and intact with the exception of a mowed and maintained
sewer easement that is located along the right (south) bank and between the two channels. The
' unnamed tributary is sporadically forested from the property boundary to the confluence with
Hatchet's Grove. The majority of the riparian area along this unnamed tributary is located within
utility rights-of-way or adjacent to manicured putting greens. The existing riparian community,
' consists primarily of bottomland hardwood forest species, including sycamore, sweetgum, red
maple (Acer rubrum), and river birch (Betula nigra). In higher areas along the channels there are
small stands of loblolly pine. The shrub stratum generally consists of smaller individuals of
' canopy species, as well as sourwood (Oxydenrum arboretum), various Viburnum species,
blackberry (Rubus spp.), and privet (Ligustrum sinense). Japanese honeysuckle (Lonicera
japonica) and greenbrier (Smilax rotundifolia) are particularly vigorous and widespread in the
forested riparian area, often blanketing the open forest floor. Virginia creeper (Parthenocissus
' quinquefolia), poison ivy (Toxicodendron radicans) and trumpet creeper (Campsis radicans) are
present as well.
2.2.4 Wildlife
In order to assess any potential impacts to threatened and/or endangered species that may
potentially occur within the project site, a 2-mile radius encompassed of the project vicinity was
searched at the North Carolina Natural Heritage Program (NHP) office for known elements of
occurrence of federal listed threaten or endangered species and state species of concern. No
' elements of occurrence of either federally or state-listed species were identified during the NIP
file search within the 2-mile search radius. The species that are listed as federally threatened or
endangered by the U.S. Fish and Wildlife Service for Wake County are listed below:
Common Name Scientific Name Status
Bald Eagle Raliaeetus leucocephalus Threaten *
' Red-cockaded woodpecker Picoides borealis Endangered
Dwarf wedge mussel Alasmidonta heterodon Endangered
Michaux's sumac Rhus michauxii Endangered
' * proposed for delisting
' Due to the fact that the land use in the project's immediate vicinity (golf course) requires
extensive grounds maintenance associated with the landscaping and the degraded state of the
1 7
stream channel, no suitable habitat for the above listed federal species was observed within the
proposed restoration site.
Elements of occurrence for the following State rare plants, located outside of the 2-mile radius
around the project site, include Indian psychic (Gillenia stipulata), Carolina thistle (Cirsium
carolinanum), American bluehearts (Buchnera Americana), and Lewis's heartleaf (Hexastylis
lewisii). Rare animal elements of occurrence outside the evaluated two mile radius include
Bachman's sparrow (Aimophila aestivalis), four-toed salamander (Hemidactylium scutatum),
black vulture (CoragTs atratus), and Ceraclea tarsipunctata, a rare caddisfly species. Each of
these occurrences was recorded by NBP to be located within Umstead State Park. The stream
restoration is not expected to have any adverse effect on the habitat of any of these listed species;
rather, habitat quality will likely be enhanced as a result of the project.
During the field reconnaissance, characteristic piedmont fauna were observed onsite. Tracks of
or physical sighting of the following species were observed: whitetail deer (Odocoileus
virginianus), raccoon (Procyon lotor), American crow (Carduelis tristis), killdeer (Charadrius
vociferus), mallards (Anal platyrhynchos), Great blue heron (Ardea herodias), eastern cottontail
(Sylvilagus floridanus), and red tail hawk (Buteo jamaicencis).
3.0 Reference Reaches
The reference reaches described below were utilized as aids in the design process of the proposed
Hatchet's Grove Tributary restoration plan not as a template. These channels were chosen
because of the similarities that are evident when compared to the project stream. For instance, all
of the reference reaches and Hatchet' Grove are located in a wide flat alluvial valley (Valley Type
VIII), classify as E type channels, possess fine grained channel substrate, and have low gradient
channel slopes (<1%).
3.1 Sal's Branch
Sal's Branch is located approximately 1.5 miles south east of the Highway 70/540 interchange in
Umstead State Park, Raleigh, Wake County, North Carolina. Based on the Southeast Durham
' 7.5-minute topographic quadrangle Sal's Branch is a I' order stream and the reference survey
was collected at a point at which the drainage area was calculated to be approximately 0.35 mil.
The headwaters of the stream originate at Highway 70, which is predominately characterized as
commercial. As the creek flows onto Park property the watershed becomes forested with the
exception of an access road and buildings utilized to service the needs of the park and its patrons.
Stream data was collected in July of 2001. Information gathered included pattern and
' longitudinal profile, cross-sectional area, slope, and pebble count data. Based on the data
collected, Sal's Branch was determined to be an E4 channel type when utilizing the Rosgen
Stream Classification System. The channel was determined to have a bankfull cross-sectional
area of 13.8 square feet, a width of 10.2 feet, and a mean depth of 1.3 feet.
The channel is located in a Valley Type VIII, which is characterized as a wide alluvial valley with
a a low slope gradient.
3.2 Mill Creek
' Mill Creek is located approximately four miles west of the I-77 and SR 1001 interchange, 2,000
feet north of Charity Hill Church at the end of SR 1321, and 7 miles west of Dobson, Surry
County, North Carolina. Based on the Bottom and Roaring Gap 7.5-minute topographic
quadrangles, Mill Creek is a 3'd order stream with a total drainage area of approximately 4.5 mil
at the point that the survey was conducted. The stream is located in an open field utilized for hay
production, immediately upstream the land use adjacent to the creek is active pasture. As the
valley gradient increases from the point of the survey to the headwaters, the watershed becomes
increasingly forested, with farm uses diminishing. The headwaters are predominately forested
with single family homes located sporadically along the State maintained roads. Lake Laurel also
exists within the upper drainage area with a watershed of approximately 2.0 mil.
Stream data was collected in March of 2002. Over 800 linear feet of channel was longitudinally
surveyed, five cross-sections were measured, and pebble count data was collected. The channel
had an average bankfull cross-sectional area of 27.5 square feet, width of 18.4 feet, and a mean
depth of 1.5. Based on the data collected, Mill Creek was classified as an E4 channel.
After the gathered field data was plotted for Mill Creek it was compared to the North Carolina
Regional Curve. As a result of the comparison, Mill Creek plotted at or just below the 95%
confidence interval. Re-evaluating the data and the watershed conditions we have determined
that several key watershed factors may be affecting the dimension of the stream channel. One of
the most predominate features located within the watershed was Lake Laurel which impounds ,
and controls drainage from approximately 2.0 mil. It is believed that the dam and outlet structure
may have a significant effect on the volume, discharge rate, and timing of flows equivalent to a
bankfull event, thereby reducing the discharge rate or altering the timing of the peak flow through
the reference reach during the bankfull event (channel forming flow). As a result of the delay,
reduction, or elimination of the bankfull storm flow from the portion of the watershed controlled
by Lake Laurel, Mill Creek has apparently adjusted its cross-sectional dimension. The active
drainage area of Mill Creek after eliminating the Lake Laurel drainage area is approximately 2.7
mil. When the collected field data is compared to the presumed active drainage area, the
measured cross-sectional area plotted just below the regression line on the regional curve.
Other factors that may be influencing the dimension of Mill Creek include infiltration of flows
into the surrounding landscape, other recently constructed ponds within the watershed, and
drainage diversion potentially associated with road projects or farming activities.
Mill Creek is also located in a Valley Type VIII.
10
4.0 Stream Channel Design
4.1 Natural Channel Design
The restoration design for the Hatchet's Grove Tributary is based on natural channel design
principles and techniques utilizing reference reach data sets and the existing channel conditions
survey data. Reference data that has been utilized to develop the restoration design for the stream
' channel included the North Carolina Rural Piedmont Regional Curve (SRI 2000), Sal's Branch
reference reach data (Doll and Jelenevsky June 2001), Mill Creek reference reach data
(Jelenevsky et. al. March 2002), and the Hatchet's Grove Tributary channel survey.
' The proposed stream design will restore a naturally meandering E/C type stream channel to a
more appropriate location based on the current site constraints as depicted on the Plan View
(Sheets 1-5). A bankfull bench or nested flood plain will also be constructed adjacent to channel
alignment. The resulting restored stream channel will be approximately 3,700+ linear feet,
increasing the overall channel length by approximately 400 linear feet. This restoration is
considered to be a Priority II restoration and is being utilized in this case because the flood plain
at its current elevation is not accessible at bankfull flows. This design is distinguished as a
Priority II stream restoration since a bankfull bench (nested flood plain) will be constructed
adjacent to the proposed channel alignment and will be located at a lower elevation relative to the
historic flood plain. The existing and proposed morphological characteristics are depicted on
Table 1.
' The restoration design will result in a riffle-pool channel profile that will be reinforced utilizing
in-stream structures such as boulder cross-vanes, J-hook vanes and root wads. The new channel
will subsequently be vegetated with transplants, bare-root seedlings and live stakes. Cross-vanes
will be installed at the head of every glide/riffle interface and root wads will be installed at every
outside meander bend as determined by the designer during the construction phase to ensure
stabilization of the stream channel grade and banks. Erosion control matting, temporary seeding,
and live stakes will be utilized to reduce bank erosion immediately following completion of each
' section of channel and provide bank stabilization.
The proposed channel alignment shifts the stream to the north of its current location through three
ponds, between two existing fairways and eventually ties into the original alignment upstream of
Bridge #6. This alignment is being proposed because of the numerous site constraints present
along the current channel corridor. Constraints include the sanitary sewer line that parallels the
south stream bank, six (6) golf cart bridges, five (5) fairways, numerous golf cart paths, and
multiple stormwater pipes that discharge directly into the creek. If the channel remained in the
current location, a Priority 11 restoration would not be physically feasible because of the present
utilities, infrastructure and course layout. In addition, the proposed buffer restoration would be
limited because termination of current site uses is not an option.
The proposed alignment will route the restored channel through three existing ponds and between
existing fairways as depicted on the plan view sheets. This alignment will provide several
advantages to the restoration project. Shifting the creek to the north will minimize existing site
constraints and increase the width available for the restoration corridor. The area within the
ponds, based on the land survey, will accommodate the proposed channel and bankfull bench.
Placing the channel between fairways, as shown on Sheet 4, will provide a suitable belt width in
which to meander the channel and permanently establish a forested riparian zone. This alignment
11
will also eliminate at least three (3) of the current bridge crossings. Only one bridge crossing will
need to be installed along the proposed channel alignment as depicted on Sheet 3.
12
Table 1. Hatchet's Grove Tributary Morphology
Variables Sal's Branch Mill Creek Hatchet's Grove Tributa Hatchet's Grove Tributa
Survey Crew Doll/Jelenevs Jelenevs et. al. S&EC, Withers & Ravenel Jelenevs
Survey Date Jun-01 Mar-02 Jul-02 Oct-02
Parameter Reference Reference Existing Conditions Proposed Design
Stream Type E E4 E5/175 E5
Drainage Area (mil) 0.35 2.6* 3.7 3.7
Bankfull Width (Wbkf) 10.2 18.4 21.73 20
Bankfull Mean Depth (Dbkf) 1.3 1.5 2.1 2.5
Width/Depth Ratio 7.6 12 10.75 8
Max Riffle Depth Dmax 1.9 2.9 3.53 3.5-3.6
Max Riffle Depth Ratio (Dmax/Dbkf) 1.5 1.9 1.68 1.4-1.44
Bankfull Cross-Sectional Area (Abkf) 13.8 27.5 45.06 50-60
Bankfull mean velocity (Vbkf) 3.8 4.9 2.94 3.33
Bankfull Discharge (Qbkf) 51.6 134 132.47 166.5
Width of Flood Prone Area W a 100 200 170 200
Entrenchment Ratio W a/Wbkf) 9.8 10.9 7.66 10
Min Meander Length (Lm) 35.0 40 N/A-Straight Channel 80
Max Meander Length Lm 43.0 76 N/A-Straight Channel 150
Min Meander Length Ratio Lm/Wbkf) 2.0 2.2 N/A-Straight Channel 4
Max Meander Length Ratio (Lm/Wbkf) 4.2 4.1 N/A-Strai t Channel 7.5
Min Radius of Curvature (Rc) 11 30 N/A-Straight Channel 30
Max Radius of Curvature Rc) 21 44 N/A-Straight Channel 60
Min Radius of Curvature Ratio (Rc/Wbkf) 1 1.6 N/A-Straight Channel 1.5
Max Radius of Curvature Ratio (Rc/Wbkf) 2 2.4 N/A-Straight Channel 3
Min Belt Width Wblt 20 40 N/A-Straight Channel 40
Max Belt Width (Wblt 62 76 N/A-Straight Channel 110
Min Meander Width Ratio (Wblt/Wbkf) 2.0 2.2 N/A-Straight Channel 2
Max Meander Width Ratio (WblvWbkf) 6.1 4.1 N/A-Straight Channel 5.5
Sinuosity (stream length/valley length) 2 1.8 1.06 1.22
Valley Slope 0.006 0.14 0.0022 0.0026**
Avg. Stream Slope (bkf) 0.005 0.008 0.002 0.0022
Min Riffle Slope (Srif) 0.016 0.007 0.0028 0.005
Max Riffle Slope (Srif) 0.036 0.0367 0.0301 0.01
Min Riffle Slope/Ave Slope (Sriff/Save) 3.0 1 1.4 2.3
Max Riffle Slope/Ave Slope (Sriff/Save) 6.9 5.2 15.05 4.5
Min Riffle Length Lriffle 3.0 12 27.3 15
Max Riffle Length Lriffle 28 60 67.7 50
Min Riffle Len hBankfull Width Lrni 0.3 0.65 1.26 0.75
Max Riffle Len ankfull Width (Lrif/Wbkf) 2.7 3.2 3.12 2.5
Pool Slope (Spool) 0 0 0 0
Pool Slope Ratio S ool/Sav) 0 0 0 0
Pool Depth (D pool) 2.8-3.26 4.3-4.4 4.2 5.5-6.0
Pool Depth Ratio (D ool/Dbkf) 2.2-2.5 2.9 2 2.2-2.4
Pool Area (A pool) 24.0 50.5 80.5 70-80
Pool Area Ratio (Apool/Abkf) 1.7 1.8 1.79 1.2-1.6
Pool Length (L pool) 21-35 21-53 60-182 20-70
Pool Length Ratio L ool/Wbkf) 2.1-3.4 1.14-2.8 2.8-8.4 1-3.5
Pool Width (W ool 10.2 19-30 33 20
Pool Width Ratio (W ooMkf) 1 1.0-1.6 1.52 1
Pool/Pool Spacing (- 51-66 30-84 68-202 50-140
Pool Spacing Ratio - /Wbkf) 5.0-6.5 1.6-4.6 3.1-9.3 2.5-7
Effective Drainage Area
** Valley slope calculated utilizing proposed bankfull bench elevations versus valley length

13
Shifting the creek to the north will also provide an area to disperse existing stormwater sources
that have been connected directly to the creek. The original channel will be fitted with a
stormwater pipe that will conduct the majority of the existing stormwater inputs to the large
irrigation pond located southeast of the project corridor and adjacent to Crabtree Creek. This
pond will then in affect provide treatment to the stormwater originally straight piped into
Hatchet's Grove and will also subsidize the golf course's irrigation requirements. This measure
should also reduce previous scour, and bank erosion associated with the stormwater outfall
structures. Section 4.1.5 Stormwater explains this issue in further detail.

4.1.1 Dimension
Based on the channel survey, the bankfull cross-sectional area ranged from 23.7 to 55.9 square
feet. The average bankf ill cross-sectional area is 45.06 square feet. Bankfull width ranged from
14.9 feet to 28.8 feet wide and the average bankfull width is 21.73 feet. Bankfull mean depth
ranged from 1.6 to 3 feet deep with an average value of 2.1 feet.
The proposed design width for Hatchet's Grove is 20 feet and an average depth of 2.5 feet. The
width and depth was determined utilizing the average measured width of the existing stream, the
North Carolina regional curve, reference reach data, existing site constraints and on the required
shear stress to move the D84 of the reach-wide pebble count. The proposed dimensions result in
an E channel type. The depiction of the proposed cross-section is depicted on Figure 7.
4.1.2 Pattern
The current pattern of the existing project reach is essentially straight, with a measured sinuosity
of 1.06. Meanders are beginning to form and are evident by the presence of eroding banks
flanked by depositional features located on the opposite bank.
As a result of the proposed channel re-alignment through three existing ponds, channel pattern
and subsequently sinuosity will be substantially increased. The proposed sinuosity as a result of
the proposed alignment will be 1.2. Meanders have been integrated throughout the length of the
project reach to the maximum extent possible based on existing site constraints and the reference
reach data. The integration of meanders into the proposed restoration design reduces overall
channel slope by increasing channel length decreasing shear stress while providing aquatic habitat
diversity.
4.1.3 Bed Form
Bed form along Hatchet's Grove Tributary is in extremely poor condition, due to various channel
conditions and off-site influences. The majority of the longitudinal profile resembles a riffle/run
bed with large scour pools located immediately below each golf cart bridges. Bed form is in a
degraded condition because of several culminating factors. Flood flows are concentrated within
the incised and constrained channel and this water is typically laden with excess sediment as a
result of bank erosion and upstream sediment sources (i.e. construction). This condition is further
exasperated by incremental increases in storm water due to development (imperviousness) in the
watershed. Increased stormwater runoff, excess sediment, and current site constraints have
resulted in a channel that is in constant transition in an attempt to reach equilibrium. Therefore it
is unlikely that the bed form remains consistent but fluctuates after each storm event depending
on storm intensity.
14
The restoration design incorporates riffles, runs, pools, and glides into the longitudinal profile
providing bed form characteristics exemplified within the reference reaches. Riffles will be
located along straight segments of the channel, runs connect the riffles to the pools which are
located along the outside meander bends and glides connect the pool to the riffle. Riffles will
have a maximum depth of 3.6 feet and the pools will be substantially deeper at a maximum depth
of 6.0 feet. The proposed longitudinal profile is depicted on Sheet 6 and is plotted along with the
existing channel longitudinal profile. The as built profile may differ slightly because of
unforeseen site constraints or limitations that may be discovered during construction (i.e.
bedrock).
4.1.4 Riparian Buffer Zone
A riparian buffer area will be established immediately adjacent to the restored stream channel.
The riparian zone will include the entire bankfull bench (nested flood plain) and toe slope, which
will tie the surround existing grade with the proposed bankfull bench elevation. Typical width
will be approximately 25 to 30 feet on either side of the stream channel. These areas will be
planted with the appropriate native riparian vegetation and will provide channel stability and
stormwater treatment. Species will consist primarily of trees and small shrubs with some specific
areas dominated by shrubs only were required by current site constraints (i.e. fairways). The
detailed planting plant is addressed in Section 5.0 Planting Plan.
4.1.5 Stormwater
As mentioned in previous sections, there is a large volume of stormwater directly discharged
(straight-piped) into Hatchet's Grove from off-site sources. This storm water run off is primarily
attributed to impervious area associated with existing roads, parking lots and rooftops within the
Legends at Preston Apartments complex. Discharges associated with this facility and its
stormwater network are sizeable. During larger storm events (and resultant higher discharges) the
capacity of portions of the existing stormwater system are exceeded and flow to Hatchet's Grove
Creek is transported overland.
The feasibility of piping the runoff associated with the first inch of rainfall (or some portion
thereof) through a pipe network is being evaluated. Such a network could be installed along the
general alignment of the existing stream channel. This pipe network would discharge into the
existing irrigation pond (located south of Hatchets Grove and adjacent to the west of Crabtree
Creek - Sheet 5). The general idea of the network is to pass frequent event discharges through
the pipe network while allowing larger events to flow overland, here again along the alignment of
the existing stream channel. This swale could then be graded to outfall into the irrigation pond,
into the floodplain of the restored channel, or both.
In addition to allowing for the collection, use (and potential reuse) of stormwater for irrigation
purposes, passing some portion of the off-site stormwater through the pond will provide a level of
treatment (Total Suspended Solids and Total Nitrogen removal) which not currently provided.
And, regardless of its outfall location, the passage of the larger portion of the off-site stormwater
though the grass-lined swale would still allow for a level of treatment which is currently not
provided. In this fashion previously untreated stormwater will be treated is some fashion prior to
its discharge into Hatchet's Grove Tributary or Crabtree Creek.
15
4.2 Stream Structures
In order to provide grade control following construction of the channel, boulder cross-vane and J-
hook structures have been integrated with the design and will be utilized to reinforce and stabilize
the proposed channel. All structures will be constructed out of natural materials typically
consisting of locally quarried boulders. Existing natural grade control and stable channel sections
will be incorporated into the channel profile. Although, cross-vanes are depicted at each
riffle/glide interface, some of the structures may be omitted during the construction procedures
due to naturally occurring site attributes (i.e. bedrock, etc.). Typical structure layouts, which are
based on Rosgen designs, are provided on Figure 8 (Rosgen 2001).
4.2.1 Boulder Cross-Vane
The boulder cross-vane structure plan and cross-section view are illustrated on Figure 8. The
cross-vane is an in-stream grade control structure that concentrates stream energy toward the
center of the channel and away from the near-bank areas reducing shear stress along the banks
and preventing bank erosion. This structure serves as grade control within the bed of the channel
and reduces the potential of headcutting, creates a stable width/depth ratio, while promoting
sediment transport capacity. Since the structure will be constructed in a sandy loam material the
upstream side of the structure will be lined with a non-woven fabric and backfilled with
excavated channel material and in some cases imported stone aggregate. This is a modification
required because of the potential for the structures to "pipe" following installation due to the
voids created during the installation of the structure in fine-grained substrate. Piping may
eventually lead to structure failure and potentially catastrophic stream bed and bank erosion.
4.2.2 J-hook Vane
' The J-hook vane structure plan and cross-section views are also illustrated on Figure 8. This
structure is typically used along outside meander bends where the near-bank shear stresses are the
highest. This structure will be utilized to reduce potential bank erosion by redirect velocity
' gradients toward the center of the channel and away from the near-bank area. This structure
occupies 2/3 of the bankfull channel cross-sectional area and is constructed similarly to the cross-
vane with footer boulders and non-woven fabric.
4.2.3 Root Wads
Root wads will be utilized along the outer-most sections of the meander bends as determined
during the construction process. These structures are composed of available native trees with an
appropriately sized root fan and an 8 to 12-foot long trunk section. These structures are installed
perpendicular to the side of the stream bank with the root fan exposed to the channel while the
trunk section anchors the structure in place. If required, logs can be installed immediately below
the channel invert to serve as a footer on which the root wad is positioned. The root wad
structure serves multiple purposes such as providing protection of the outer bank from potential
' erosion, diverse aquatic habitat, shade, and a source of detritus.
4.3 Sediment Transport
' A naturally stable channel has the ability to transport its sediment load without aggrading or
degrading the channel bed. Sediment load is comprised of suspended load, bed load and wash
' load. Suspended load is comprised of sediment that is being transported in suspension by upward
momentum present in the channel. Bed load is comprised of bed material that is transported by
16
rolling, sliding, or skipping along the channel bed. Wash load is comprised of fine particles that
may remain in suspension indefinitely and have very low rates of settling. At high discharge
rates, a significant portion of the bed load and potentially the sub pavement may become
suspended, especially if the bed material is composed primarily of fine grained material and the
substrate is uniform throughout such as sand-dominated channel.
Hatchet's Grove is a sand-dominated stream therefore typically utilized entrainment computations
cannot be applied to accurately determine streams competency to move a particular particle size.
Entrainment computations are applicable to gravel bed stream where the median diameter of the
riffle (d5o) is 2 millimeters or larger.
In order to determine if the proposed channel can transport its current sediment load, shear stress
was calculated utilizing the dimensions of the proposed riffle cross-section and the designed
bankfull slope. The calculated value was then compared to Shield's Curve to confirm that the
designed channel could move the Ds4 particle of the reach wide pebble count, which is 13 mm.
The formulas utilized and resulting calculations are provided below:
i = YRS
T = Shear stress (lbs/f )
Y = Specific gravity of water (62.4lbs/fe)
R = Hydraulic radius (ft)
S = Bankfull channel slope (ft/ft)
The hydraulic radius is calculated by:
R = A/Wp
A = Cross-sectional Area (fe)
R = Hydraulic radius (ft)
Wp = Wetted perimeter (ft)
Where W. = (2 * channel depth) + width = (2 * 2.5) + 20 = 25 ft
R = 50 fe (A)/25ft (Wp) = 2.0 ft
Therefore, shear stress was calculated to be:
T = 62.41b/fe (7) * 2.0 ft (R) * 0.0022 ft/ft (S)
T = 0.275 lbsJftz
Shear stress was calculated to be 0.27 lb/fe, and Shield's Curve predicts that the proposed stream
could move the 17 mm particle. Based on Rosgen's Revised Shields Diagram (Wildland
Hydrology 2001) the channel should be able to move a particle larger than 40 mm in size.
Because the channel is characterized as a sand-dominated bed, the proposed channel should have
the capacity to transport its current sediment load based on the completed shear stress calculations
and Shield's Curve.
17
5.0 Riparian Planting Plan
The majority of the restored riparian zone, which will be located primarily within the created
bankfull bench and toe slope areas, will be planted with bare root seedlings consisting of
bottomland hardwood species. Native trees and shrubs that are currently located within the
channel clearing and excavation limits will be removed with as much of the root ball intact and
transplanted adjacent to the restored creek channel or bankfull bench. Trees as large as 4-inches
' DBH and approximate 20 feet tall will be transplanted and integrated into the buffer restoration
when available. Immediately following the completion of the stream channel, the bare root
seedlings will be planted during the fall or early spring seasons. During the following fall,
' supplemental shrub and tree species will be planted if survival rates of previously planted
seedlings are below target densities as determined in late summer (August-September). Plant
species that will be utilized within the restoration site are listed in the table below.
The restored stream channel will be planted with the appropriate channel bank species in the form
of live stakes, bare-root seedlings, and transplants consisting primarily of black willow (Salix
nigra), silky dogwood (Corpus amomum), and elderberry (Sambucus canadensis). If quantities
from on site sources are not plentiful the live stakes will be supplemented by locally identified
plant sources (i.e. existing power line ROWs, adjacent properties, etc.) or purchased from locally
reputable nurseries. Black willow will not consist of more than 40 percent of the stream bank
plantings.
The planting plan consists of individual hardwood tree species as listed below. The goal is to
plant approximately 600 bare-root seedlings per acre, with an approximate 8-foot by 8-foot
spacing.
Plant List
Scientific Name Common Name
Trees
Frazinus ennsylvanica Green ash
Platanus occidentalis American sycamore
Quercus pagoda Cherrybark oak
Betula nigra River birch
Quercus hellos Willow oak
Acer negundo Box elder
Quercus ni ra Water oak
Driodendron tulipi era Tulip tree
Small Trees and Shrubs
Cornus amomum Silky dogwood
Cephalanthus occidentalis Buttonbush
Alnus serrulata Tag alder
Salix nigra Black willow
Sambucus canadensis Elderberry
* Species composition may be adjusted based on local availability.
18
6.0 Monitoring Plan
The restoration site will be monitored for five consecutive years or until the required success
criteria has been met as determined by NC DWQ and the U.S. Army Corps of Engineers
(USACE). Monitoring activities will initiate immediately following the completion of the stream
construction in order to alleviate any potential problems as they occur. The riparian buffer
restoration will be monitored the following growing season projected to be summer of 2003.
Parameters that will be included in the annual stream monitoring to ensure the success of the
restoration activities will include stream channel surveys (longitudinal and cross-sectional
profiles), pebble counts, photographs, plant density, diversity and survival inventories, and
benthos sampling.
Following the submittal of the monitoring reports to the appropriate agency representatives, the
recipients of the report will be contacted for the purpose of discussing the monitoring data,
required success criteria and whether or not the site is functioning as expected. If the site is not
functioning as expected a site visit will be scheduled with the review agencies so that a
remediation plan can be created and implemented. The remediation plans, if required, will
directly reflect the requested alterations suggested by the regulatory agencies.
6.1 Stream Channel
Stream channel stability will be monitored by establishing permanent cross-sections located
approximately every 500 to 600 feet that will comprise of a nested riffle and pool segment. Each
cross-section will be monumented for future identity and survey. All of these cross-sectional
surveys will also be utilized as photographic points. Cross-section locations to be monitored will
be established immediately following construction during the completion of the "as built" survey.
The "as built" report will include the constructed stream channel dimension, pattern, and
longitudinal profile. This data will be utilized as a baseline to compare future monitoring surveys
and subsequently to determine channel stability and transition. Other stream channel
measurements that will be completed during the annual monitoring exercised will include pebble
counts, stream pattern data, and stream side plant conditions. Annual inspection of in-stream rock
vane structures will also occur to insure channel stability. Stream channel monitoring surveys
will be completed annually for five consecutive years, starting 1 year after the completion of the
project.
6.2 Riparian Buffer
Vegetation within the restored riparian buffer will be monitored for five consecutive years.
Linear transects will be permanently established following completion of the planting phase and
start and end points will be permanently monumented and surveyed. The plant species, density,
survival rates, and the cause of mortality if identifiable will be recorded along each transect.
Vegetation plots will be sampled annually and reported on every other year along with the
channel survey. The primary focus of the vegetative monitoring will be solely on the tree and
shrub stratum, although herbaceous species encountered may also be recorded. The target density
for the riparian buffer is to establish a minimum of 320 native trees species per acre at the end of
the 5-year monitoring period. Vegetation monitoring will occur between August and October.
19
7.0 References
DEHR. 1992. Draft Basinwide Assessment Report: Neuse River Basin. Division of Water Quality.
Dunne, Thomas and L.B. Leopold. 1978. Water in Environmental Plannine. W.H. Freeman and Company.
New York.
Gordon, N.D., T.A. McMahon, and B.L. Finlayson. 1992. Stream Hydrology. John Wiley & Sons Ltd.
West Sussex, England.
Harmon, W.A., G.D. Jennings, J.M. Patterson, D.R. Clinton, L.O. Slate, A.G. Jessup, J.R. Everhart, R.E.
Smith. 1999. Bankfull Hydraulic Geometry Relationships for North Carolina Streams.
hM2://www5 bae ncsu edu/prou ms/extension/MR,/sri/rural pied pgper html
Leopold, L.B., M.G. Wohnan, and J.P. Miller. 1992. Fluvial Processes in Geomorphology. Dover
Publications, Inc. New York, NY.
Leopold, L.B., 1994. A View of the River. Harvard University Press, Cambridge, Massachusetts.
Potter, E.F., J.F. Parnell, R.P. Teulings. 1980. Birds of the Carolinas. The North Carolina Press, Chapel
Hill, North Carolina.
Radford, A.E., H.E. Ahles and G.R. Bell. 1968. Manual of Vascular Flora of the Carolinas. The
University of North Carolina Press, Chapel Hill, North Carolina.
Rosgen, D.L. 1996. Applied River Morphology. Wildland Hydrology Books, Pagosa Springs, Colorado.
Rosgen, D.L. and Silvey, Lee. 1998. Field Guide for Stream Classification. Wildland Hydrology.
Rosgen, D.L. 2001. The Cross-Vane, W-Weir, and J-Hook Vane Structures... Their Description, Design
and Applications for Stream Stabilization and River Restoration. 2001 ASCE Conference
Proceedings. Reno, NV.
U.S. Fish and Wildlife Service. 2002. Wake County Endangered Species, Threatened Species, and Federal
Species of Concern. http://nc-es.fws.gov/es/c=list/wake.html.
United States Geological Survey. 1974. North Carolina Hydrologic Unit Map.
United States Geological Survey. 1987 and 1993. Cary, North Carolina 7.5-minute series topographic
map.
United State Geological Survey. 1971. Bottom, North Carolina 7.5-minute series topographic map.
United State Geological Survey. 1971. Roaring Gap, North Carolina 7.5-minute series topographic map.
Webster, W.B., J.F. Parnell, and W.C. Biggs Jr. 1985. Mammals of the Carolinas. Virginia, and Maryland.
The University of North Carolina Press, Chapel Hill, North Carolina.
20
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N W N M M
LL
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w ? W
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M mil' r- O) M M
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6 M
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V- qT
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c L
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IL ° ., ? O ? o

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3

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NO a m x _ ++ +.

C ZD N
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4 Y Y Y CU Y Y
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co O

LL L
1
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m
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co
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CO CM M O) CD N
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Cross-section A Pool Hatchets Grove Tributary
297
296
295
.? 294
c 293
a
> 292
w 291
290
289
288
0
20 40 60
Width from River Left to Right (ft)
is Grove Tributary
River Basin
eight of instrument ft : m
distance S
1*1 fftl elavati
294.75
293.66
292.68
29316
293.21
29,., 17
291 08
290.79
29. 8.3
291.11
291.21
291
woft
80
100
imensions
0.5 x-section area 2.4 ean
mean
33.0 width 36.9

4.2
d max
2.2 ]
radi
j
6.9 bank ht 13.5 ratio

60.0
W flood prone area
1.8
ratio
en
rau ic
s
3.4 velocit ftfsec
272.8 dischar e rate Q cfS
0.27 shear stress Ibs/ft sq)
0.37 shear velocity ft/sec
1.031 snit stream power (lbs/ft/sec)
0.15 l±roude number
9.0 friction factor ulu*
15.0 threshold rain size mm
E.023 measured D84 mm
relative rou " hness 12.8 €ric. factMan
nin 's n from channel material
1.09
Cross-section B Riffle Hatchets Grove Tributary
298
297
296
295
C
is 294
w 293
WAWA
292
291
290-
0 5 10 15 20 25 30
Width from River Left to Right (ft)
Hatchet's Grove Tributary
Neuse River Basin
(n) I (n)
H 16
31
56
1.42
295.7
295.32
295.9E
35 40 45 50
bankfull Ito g of bank (ft
7.48 4.3 15.0
292.52 295.7
tenet
imensions
23.7 x-section area .6 d mean
14.9 width 17.7 wet P
2.0 d max 1.3 h yd radi
5.1 bank ht ` 9.3 w/d ratio
15.0 W flood tune area 1.0 l ent ratio
heck rom c anne ma ena
13 measured D84 mm
37.0 relative roughness 11.8 fric. factor
0.023 annin 's n from channel material
Cross-section E Riffle Hatchets Grove Tributary
298
297
296-:
? 295
C 294
293
w 292
291 .
290
289 .....:. ........ ...... .
0 10
of Instrument
20 30 40
Width from River Left to Right (ft)
Hatchet's Grove Tributary
Neuse River Basin
ro r ra
295.92
294.62
12
05
50 60 70
E ec from channel material
13 measured D84 mm
48.0 relative roughness 12.4 Fnc. factor
0.023 Mannin 1 s n from channel material
Cross-section F Riffle Hatchet's Grove Tributary
297
296
295
294- AA6
c 293
._ 100
292
aD
w 291
290
289
288
0 10 20 30 40
Width from River Left to Right (ft)
section: =Grove rHaitchet's se River Basin
of instrument (ft):
ance FS
notes
elevation
bankfull top of
292.34 295.
50 60
lingo
295.12
294.09
292.34
291.59
290.45
290.63
290.38
290.45
289.79
289.17
288.91
289.33
289.79
289.93
291.57
293.45
?95.14
295.1
dimensions
54.5 x-section area 2.0 d mean
27.6 width 29.8 wet P
3.4 d max 1.8 h yd radi
6.2 bank ht 14.0 w/d ratio
100.0 W flood prone area 3.6 ent ratio
hydraulics
3.0 velocity ft/sec
163.7 discharge rate, Q cfs
0.23 shear stress Ibs/ft s
0.34 shear velocity ft/sec
0.739 unit stream power (lbs/ft/sec)
0.14 Froude number
8.8 friction factor u/u*
12.9
IL_ threshold rain size mm
check from channel material

13 measured D84 mm
45.6 relative roughness 12.3 fric. factor
0.024 Mannin 's n from channel material
Cross-section I Riffle Hatchet's Grove Tributary
297
296
295
294
0 293
.2
292
N
w 291
290
289
288
0 20 40 60 80
Width from River Left to Right (ft)
section: •
7Neuse rove Tributary
r Basin
notes
ht ofinstrument
elevation
295.23
296.16
295.99
293.52
292.75
291.09
290.15
289.32
288.9
289.78
292.1
292.57
294.09
296.13
296.6
296.31
295.91
bankfull Itop of
100 120 140
channel Mannii
slope ("n"
dimensions
47.4 x-section area 2.1 d mean
22.7 width 25.1 wet P
3.9 d max 1.9 h yd radi
7.1 bank ht 10.8 w/d ratio
200.0 W flood prone area 8.8 ent ratio
hydraulics
3.1 velocity ft/sec
145.6 discharge rate, Q cfs
0.24 shear stress Ibs/ft s
0.35 shear velocity ft/sec
0.802 unit stream power (lbs/fVsec)
0.14 Froude number
8.8 friction factor u/u*
13.3 threshold rain size mm
check from channel material
13 measured D84 mm
48.5 relative roughness 12.4 fric. factor
0.023 Mannin 's n from channel material
Cross-section J Riffle Hatchet's Grove Tributary
299
298
297
45
296
295
294
a 293
m
d 292
W 291
290
289
288
287
0 20 40 60 80 100 120 140 160 180 200
Width from River Left to Right (ft)
Vs Grove Tributary
River Basin
of instrument
notes I at. I (ft) I (ft) I elevation I I bankfull stop of banks (ft) I slope (%) I "n"
294.53
294.43
290.
292.05
291.13
290.58
288.53
288.58
288.25
288.04
288.12
289.55
290.37
291.13
292.6
293.42
294.44
295.33
296.09
296.72
297.74
dimensions
52.3 x-section area 2.2 d mean
23.4 width 26.7 wet P
4.4 d max 2.0 h yd radi
9.0 bank ht 10.4 w/d ratio
250.0 W flood prone area 10.7 ent ratio
hydraulics
3.2 velocity ft/sec
165.3 discharge rate, Q cfs
0.25 shear stress Ibs/ft s
0.36 shear velocity ft/sec
0.882 unit stream power (lbs/ftIsec)
0.14 Froude number
8.9 friction factor u/u*
13.7 threshold rain size mm
check rom channel material
13 measured D84 mm
51.9 relative roughness 12.6 fric. factor
0.023 Mannin 's n from channel material
i
i
i
i
i
i
i
i
i
i
Cross-section K Riffle Hatchet's Grove Tributary
297
296
295
294
293
c
292
291
w _
290
289
288
287
0 20 40 60 80 100 120 140 160 180 200
Width from River Left to Right (ft)
Grove Tributary
of
elevation I I bankfull
294.17
293.58
292.59
291.96
290.88
290.27
289.29
288.91
290.32
290.88
291.49
292.84
295.09
295.52
295.85
295.18
293.27
292.08
291.55
290.64
289.T5-
288.32
288.52
289.52
289.77
290.06
290.19
290.65
292.74
295.14
I.n..
dimensions
47.3 x-section area 1.8 d mean
26.6 width 28.5 wet P
3.4 d max 1.7 h yd radi
7.0 bank ht 14.9 w/d ratio
50.0 W flood prone area 1.9 ent ratio
hydraulics
2.8 velocity ft/sec
133.7 discharge rate, Q cfs
0.21 shear stress Ibs/ft s
0.33 shear velocity ft/sec
0
68
- unit stream power (lbs/fttsec)
.14 Froude number
P
8-
6 friction factor u/u*
1
1.9 9 threshold rain size mm
checR from channel material
13 measured D84 mm
41.3 relative roughness 12.0 fric. factor
0.024 Mannin 's n from channel material
Cross-section L Riffle Hatchet's Grove Tributary
300
299
298
297
296
295
o 29440
293
w 292
291
290
289
288
287
0
Hatchet's Grove Tributary
Neuse River Basin
of instrument
i
i
i
notes pt. (ft) (ft) elevation bankfull top of ban (ft) slope /. j 'In"
+0+ 5M 294.15 8,26 3.98 +++ + ++
27.01 295.24 291.74 296.02
? + 294.84
290.56
290.1
290.8
290.19
290.09
290.17
290.99
292.11
293.45
dimensions
50.5 x-section area 1.8 d mean
28.8 width 31.6 wet P
4.0 d max 1.6 h yd radi
8.3 bank ht 16.4 w/d ratio
200.0 W flood Lone area 6.9 ent ratio
hydraulics
2.8 velocity ft/sec
139.1 discharge rate, Q cfs
0.20 shear stress Ibs/ft s
0.32 shear velocity ft/sec
0.602 unit stream power (lbs/fttsec)
0.13 Froude number
8.6 friction factor u/u*
11.6 threshold rain size mm
check from channel material
13 measured D84 mm
40.6 relative roughness 12.0 fric. factor
0.024 Mannin 's n from channel material
287.77
288
288.35
288.61
289.7
289.47
289.46
289.93
290.52
291.16
291.11
291.06
291.74
293.85
295.5
296.02
20 40 60 80 100 120 140 160 180 200 220 240 260
Width from River Left to Right (ft)
Cross-section M Riffle Hatchets Grove Tributary
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
Width from River Left to Right (ft)
297
296
295
294
293
292
291
m
w 290
289
288
287
286
Hatchets Grove Tributary
hei ht of instrument ft : =? ? ?
omit distanos '
[:;;7T F F channel " anning's
t. ft ft elevation bankfull to of bank ft slo °h "n"
CL PATH 13 0 4.96 295.04 9.02 6.66 0?O 0.2 0.033
i NG 13 19.28 3.9 296.1 290.98 293.34
r 10971
ensions
46.9 x-section area 2.2 d mean
21.1
r width 23.0 wet P
3.7 d max 2.0 h yd radi
6.1 bank ht 9.5 w/d ratio
250.0 W fl prone area 11.9 ant ratio
11
ILI ice
3.2 veto ' ft/sec
151.9 dischar a rate Q dsL
0.25 shear stress, Ibs/ft 191
0.36 shear veoci ft/sec
0.899 unit stream r Ibs/ft/sec
0.15 Froude number
8.9 fiction factor u/u'
14.2 three old rain size mm
e rom channel material
13 measured D84 mm
51.6 relative rou hness 12.6 fric. factor
0.023 IManning's n from channel material
i
i
i
i
11
Cross-section N Riffle Hatchet's Grove Tributary
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
Width from River Left to Right (ft)
297
296
295
294
293
0 292
291
m
III 290
289
288
287
286
Hatchet's Grove Tributary
i
i
i
height of instrument (ft): OM
omit distance FS FS FS W fpa channel Mannir
notes ot. (ft) (ft) elevation bankfull top of bank (ft) slope (%) "n"
296.2
293.66
289.02
288.39
288.13
291.02
294.05
295.05
296.15
294.57
293.27
289.27
288.62
288
287.25
287.08
287.51
287.98
288.3
288.52
288.88
290.79
291.19
291.76
293.46
293.84
dimensions
42.7 x-section area 2.1 d mean
20.0 width 22.4 wet P
3.7 d max 1.9 h yd radi
6.4 bank ht 9.4 w/d ratio
11 250.0 W flood prone area 12.5 ent ratio
hydraulics
3.1 velocity ft/sec
131.9 discharge rate, Q cfs
0.24 shear stress Ibs/ft s
0.35 shear velocity ft/sec
0.822 unit stream power (lbs/ft/sec)
0.14 Froude number
8.8 friction factor u/u*
13.4 threshold rain size mm
ERR From channel material
13 measured D84 mm
49.4 relative roughness 12.5 fric. factor
0.023 Mannin 's n from channel material
Cross-section O Riffle Hatchet's Grove Tributary
296 _
295
294
293
iC 292
c 291
290--
1_U 289
288
287
286
I - 11 11 LI I - U-1 I
285
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440
Width from River Left to Right (ft)
section:
I's Grove Tributary
River Basin
of instrument
notes I pt. I (ft) I (ft) I elevation
293.85
293.66
291.95
290.52
288.1
288.62
289.91
292.47
293.65
292.91
289.53
288.2
286.49
286.36
288.18
¦ 340.75 10.18
0 352.88 6.78
0 363.97 5.77
0 375.44 4.9
0 394.87 6.69
0 402.39 6.09
0 417.72 6
5 431.17 5.01
bankfull top of
MIIAI:
289.82 293
O'not
dimensions
47.9 x-section area 2.7 d mean
17.8 width 20.4 wet P
3.6 d max 2.3 h yd radi
7.1 bank ht 6.6 w/d ratio
60.0 W flood prone area 3.4 l ent ratio?jj
hydraulics
3.6 velocity ft/sec
170.2 discharge rate, Q cfs
0.29 shear stress Ibs/ft s
0.39 shear velocity ft/sec
1.194 unit stream power (lbs/ft/sec)
0.15 Froude number
9.1 friction factor u/u*
15.9 threshold rain size mm
check from c anne material
13 measured D84 mm
62.4 relative roughness 13.1 fric. factor
0.023 Mannin 's n from channel material
Cross-section P Riffle Hatchet's Grove Tributary
294
293
292
291
290
c
289
m
N 288
w
287
286
285
284
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Width from River Left to Right (ft)
section:
Hatchet's Grove Tributary
Neuse River Basin
of instrument
notes
elevation I I bankfull stop of
292.99
293.05
289.93
289.87
288.83
289.6
285.96
285.2
285.38
285.6
286
287.04
287.36
289.61
291.33
292.55
292.79
291.87
291.1
33
IInI,
dimensions
46.3 x-section area 2.1 d mean
22.5 width 24.3 wet P
3.4 d max 1.9 h yd radi
6.1 bank ht 11.0 w/d ratio
200.0 W flood prone area 8.9 Lent ratio
hydraulics
3.1 velocity ft/sec
143.4 discharge rate, Q cfs
0.24 shear stress Ibs/ft s
0.35 shear velocity ft/sec
0.794 unit stream power (lbs/ft/sec)
0.14 Froude number
8.8 friction factor u/u*
13.4 threshold rain size mm
check from channel material
13 measured D84 mm
47.7 relative roughness 12.4 fric. factor
0.024 Mannin 's n from channel material
Cross-Section Q Riffle Hatchet's Grove Tributary
295--
294--
29340
292
291
c
290
m
289
w
288
287
286
285 -
0
20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320
Width from River Left to Right (ft)
section:
Hatchet's Grove Tributary
Neuse River Basin
description:- .
height of instrument (ft):
notes
om
elevation I I bankfull Itop of ban
293.96
290.9
289.44
288.92
290.14
287.37
286.67
286.02
285.97
286
285.54
286.49
287.52
289.63
291.37
291.03
290.36
290.75
289.55
chan
11nif
dimensions
34.1 x-section area 1.6 d mean
21.0 width 22.8 wet P
3.0 d max 1.5 h yd radi
5.8 bank ht 13.0 w/d ratio
250.0 W flood prone area 11.9 l ent ratio
y raulics
2.6 velocity ft/sec
89.7 discharge rate, Q cfs
0.19 shear stress Ibs/ft s
0.31 shear velocity ft/sec
0.532 unit stream power (lbs/ft/sec)
0.13 Froude number
8.5 friction factor u/u*
10.9 threshold rain size mm
check from channel material
13 measured D84 mm
37.5 relative roughness 11.8 fric. factor
0.024 Mannin 's n from channel material
Cross-Section R Riffle Hatchet's Grove Tributary
294
293
292
291
290
289-
288--
E _287--
'U 286
285
284
283
282
0
20 40 60 80
Width from River Left to Right (ft)
100 120
section: Cross-Section R.
Riffle
Hatchet's Grove Tributary
Neuse River Basin
description: - • • • •
height of instrument (ft): + if
omit distance FS FS FS W fpa channel Manning 's
notes pt. (ft) (ft) elevation bankfull top of bank (ft) slope (%) "n"
PATH 290.23 i 40.0 0.2 0.033
7 9-62 9.2 290.8 285.91 289.22
292.32
291.96
290.17
287.39
286.28
285.91
282.58
282.99
283.18
283.58
283.77
284.32
285.44
286.91
290.31
293.05
dimensions
42.4 x-section area 2.1 d mean
20.4 width 22.5 wet P
3.3 d max 1.9 h yd radi
6.6 bank ht 9.9 w/d ratio
40.0 W flood prone area 2.0 ent ratio
hydraulics
3.1 velocity ft/sec
130.1 discharge rate, Q cfs
0.23 shear stress Ibs/ft s
0.35 shear velocity ft/sec
0.794 unit stream power (lbs/ft/sec)
0.14 Froude number
8.8 friction factor u/u*
13.2 threshold rain size mm
check from channel material
13 measured D84 mm
48.1 relative roughness 12.4 fric. factor
0.023 Mannin 's n from channel material
Cross Sect ion
Cross-Section S Riffle Hatchets Grove Tributary
292

291

290
289

iG 288

c 287

286-
a3 285
284
283
282
281
0.00 20.00 40.00 60.00 80 .00 100.00 120.00 140.00
Width from River Left to Right (ft)
INIM"M Cross-Section S
Riffle
Hatchet's Grove Tributary
.euse River Basin
description:
•
height of instrument ft: + +
omit distance FS I FS FS W fpa channel Mannng's
notes pt. _ ft (ft _1
elevation bankfull to of ban (ft) sloe (0/6) "n"
NG 12 0.00 11.00 289 1 13.44 11.16 200.0 + 0.033
NG 12 11.81 + 289.62 286.56 288.84
TOB 12 21.93 11.16
288.84
: - 286.56 imensions
30.58 14.65 285.35 i 55.9 x-section area = 3.0 d mean
• : 282.62 18.6 width 22.9 wet P
0 33.96 18.17 281.83 4.8 d max 2.4 h yd radi
• 281.74 7.1 bank ht 6.2 w/d ratio
40.72 17.89 282.11 200.0 W flood prone area 10.7 ent ratio
42.17 17.18
282.82
43.31 14.36
85.64
rau ics
47.76 12.91 287.09 3.6 veloci ft/seC "
J 50.28 12.08 287.92 203.5 discharge rate Q cfs
• : 12 52.72 11.48 288.52 0.30 shear stress Ibs/ft s
NG Is 63.34 10.85 289.15 0.40 shear velocity ft/sec
'NG t2 :. - 290.26 1.364 unit stream power (lbs/ft/sec)
NG 12 100.41 8.12 291.88 0.14 Froude number
NG 12 :.: 8.63 291.37 9.2 friction factor u/u"
PATH 19 138.39 9.67 290.33 17.6 threshold rain size mm
J
erfrom channel material
13 sured D84 mm
69.5 roughness
L.relative 13.3 fric. factor
0.023 nin 's n from channel material
0
a
n4,
7_4 -
c
a ?
"Jj
m Ala .., iv • .... ? .a ....
Soil & Environmental Consultants, PA
Cross-section E (near cross-section F) at station 1+78
Cross-section I at station 5+52

5

E
A,1 N9 ? 4f MN ,"? ?
7
Cross-section L at station 11+02
Soil & Environmental Consultants, PA
'jj
Cross-section K at station 10+68

Soil & Environmental Consultants, PA
Cross-section M at station 13+26
r ? .

?a
Si.
ruD i ti d
1
t 1 AYY? 1$????`" .
a ? ?{." its
Cross-suction P at station 24+65
Soil & Environmental Consultants, PA
Cross-section O at station 17+97

X h
" ..

t ? r+ ?

Cross-section Q at station 24+97
i
i
i
i
i
Soil & Environmental Consultants, PA
Cross-section R at station 32+61
? k=
I'y i, ^t

,
'V

1 va.-?,.
Soil & Environmental Consultants, PA
Cross-section S at station 34+70
Unnamed tributary to Hatchet's Grove

s
Bare, vertical bank with high erosion potential at high flow
Soil & Environmental Consultants, PA
Ongoing bank erosion above bridge #3 after high flow (note collapsed vegetation)
? ? ? ? ? >w¦?l I•¦I ? ? ? w IIIII? I? ?¦¦? IIII?I IIIIIII? ¦? ?¦¦. .¦?
Bank Erosion Potential
Date: 8/13/2002
Stream: Hatchet's Grove Tributary
Feature: Riffle, Cross-Section "K"
Staton: Cross-Section "L" - 11+02
Crew: Jim Cooper, Patrick Smith
Notes: 100' below Bridge #2-BEHI #1
Very Low Low Moderate Hig h Very High Extreme Value Index
Parameter Value Index Value Index Value Index Value Index Value Index Value Index
Bank Height Ratio 1.0-1.1 1.0-1.9 1.11-1.19 2.0-3.9 1.2-1.5 4.0-5.9 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10 2.1 8
Root Depth/Bank Height 1.0-0.9 1.0-1.9 0.89-0.5 2.0-3.9 0.49-0.3 4.0-5.9 0.29-0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10 0.12 8.3
Root Density (percent) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 29-15 6.0-7.9 14-5.0 8.0-9.0 <5 10 5 9
Bank Angle
(degrees) 0-20 1.0-1.9 21-60 2.0-3.9 61-80 4.0-5.9 81-90 6.0-7.9 91-119 8.0-9.0 >119 10 80 5.9
_
--- -- n0 f10 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 29-15 6.0-7.9 14-10 8.0-9.0 <10 10 10 9
very L.ow I Low I moaeraze I reign I very nign I cxirerne 1
Erosion Potential 5-9.5 10-19.5 20-29.5 30-39.5 40-45 >45
Sub Total 40.2
Adjustments: Adjustments 0
Total 40.2
Bank Materials
Bank Erosion Potential:
Bedrock- Banks composed of bedrock have a very low bank erosion potential
Boulders- Banks composed of boulder have a very low bank erosion potential
Cobble- Subtract 10 points from total. If sand/gravel matrix is greater than 50% of bank material, then do not adjust.
Gravel- Add 5-10 points depending on percentage of bank material is composed of sand
Sand- Add 10 points
Silt Clay- no adjustment
Stratification- Add 5-10 points depending on position of unstable layers in relation to the bankfull stage

x
Location of BEHI #1 near cross-section L

Soil & Environmental Consultants, PA

Bank Erosion Potential
Date: 8/13/2002
Stream: Hatchet's Grove Tributary
Feature: Riffle/Run
Staton: 21+43, estimated
Crew: Jim Cooper, Patrick Smith
Notes: 150 feet below Bridge #4-BEHI #2
Very Low Low Moderate Hig h Very Hi h Extreme Value Index
Parameter Value Index Value Index Value Index Value Index Value Index Value Index
Bank Height Ratio 1.0-1.1 1.0-1.9 1.11-1.19 2.0-3.9 1.2-1.5 4.0-5.9 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10 1.4 5.5
Root Depth/Bank Height 1.0-0.9 1.0-1.9 0.89-0.5 2.0-3.9 0.49-0.3 4.0-5.9 0.29-0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10 0.15 7.9
Root Density (percent) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 29-15 14-5.0 8.0-9.0 <5 10 <5 10
Bank Angle (degrees) 0-20 1.0-1.9 21-60 2.0-3.9 61-80 4.0-5.9 81-90 L
J 91-119 8.0-9.0 >119 10 100 8.5

79-55
2.0-3.9
54-30
4.0-5.9
29-15 67
9
14-10
8.0-9.0
<1
0

10

<10

10
Very Low I Low i moaerate III rtign I very rtign 1 txtreme 1
Erosion Potential 5-9.5 10-19.5 20-29.5 30-39.5 40-45 >45
Sub Total 41.9
Adjustments 0
Adjustments: Total 41.9
Bank Erosion Potential: RY HIGH
Bank Materials
Bedrock- Banks composed of bedrock have a very low bank erosion potential
Boulders- Banks composed of boulder have a very low bank erosion potential
Cobble- Subtract 10 points from total. If sand/gravel matrix is greater than 50% of bank material, then do not adjust.
Gravel- Add 5-10 points depending on percentage of bank material is composed of sand
Sand- Add 10 points
Silt Clay- no adjustment
Stratification- Add 5-10 points depending on position of unstable layers in relation to the bankfull stage
w wi ? w w w ? ¦w w¦i ww w ww w w w ? w ? w
UY, _Q
4NUM
,z •1
4 t ?(.
'h
. _
t *c r? r
,
3 f >,r' njr? "
r
}ba uMN.{. 3 "? 1 f 4 .y1 ? P !I ?f ids P ,.
?t~?, ? F gt y ( -r i- tM
Location of BEHI #2 near cross-section O
l
i •!
I

Soil & Environmental Consultants, PA

Bank Erosion Potential
Date: 8/13/2002
Stream: Hatchet's Grove Tributary
Feature: Riffle
Staton: Cross-Section "Q", 24+97
Crew: Jim Cooper, Patrick Smith
Notes: 200 feet below Bridge #5-BEHI #3
Very Low Low Moderate Hig h Very Hi h Extreme Value Index
Parameter Value Index Value Index Value Index Value Index Value Index Value Index
Bank Height Ratio 1.0-1.1 1.0-1.9 1.11-1.19 2.0-3.9 1.2-1.5 4.0-5.9 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10 2.2 8.1
Root Depth/Bank Height 1.0-0.9 1.0-1.9 0.89-0.5 2.0-3.9 0.49-0.3 4.0-5.9 0.29-0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10 <.05 10
Root Density (percent) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 29-15 6.0-7.9 14-5.0 8.0-9.0 <5 10 10 8.5
Bank Angle (degrees) 0-20 1.0-1.9 21-60 2.0-3.9 61-80 4.0-5.9 81-90 6.0-7.9 91-119 8.0-9.0 >119 10 81 6
u lice Protection (percent) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 29-15 6.0-7.9 14-10 8.0-9.0 <10 10 10 8
very Low I Low I mogerate I hign I very hign Cxireme 1
Erosion Potential 5-9.5 10-19.5 20-29.5 30-39.5 40-45 >45
Sub Total 40.6
Adjustments 0
Adjustments: Total 40.6
Bank Erosion Potential: RY HIGH
Bank Materials
Bedrock- Banks composed of bedrock have a very low bank erosion potential
Boulders- Banks composed of boulder have a very low bank erosion potential
Cobble- Subtract 10 points from total. If sand/gravel matrix is greater than 50% of bank material, then do not adjust.
Gravel- Add 5-10 points depending on percentage of bank material is composed of sand
Sand- Add 10 points
Silt Clay- no adjustment
Stratification- Add 5-10 points depending on position of unstable layers in relation to the bankfull stage

Soil & Environmental Consultants, PA
Location of BEHI #3 near cross-section Q

.? 4
HATCHET'S GROVE
TRIBUTARY
ILI 1 , .lam
?
1131r7
WE COUNTY, NC
IOVEMBER 2002
P1 I'S"Slul"FT)

Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
-SandEC.com
Table of Contents
1.0 Introduction .................................................................................................1
1.1 Project Site Description ......................................................................2
1.2 Stream Survey Methodology ...............................................................2
1.2.1 Bankfull Verification ...............................................................3
1.2.2 Stream Classification ...............................................................3
2.0 Existing Site Conditions ................................... ...........................................4
2.1 Watershed ................................................ ...........................................4
2.1.1 General Description ...................... ...........................................4
2.1.2 Surface Waters ............................. ...........................................4
2.1.3 Soils ............................................. ...........................................4
2.1.4 Land Use ...................................... ........................................... 5
2.2 Restoration Site ........................................ ...........................................5
2.2.1 Site Description ............................ ...........................................5
2.2.2 Existing Stream Conditions .......... ...........................................5
2.2.3 Plant Communities ....................... ...........................................7
2.2.4 Wildlife ........................................ ...........................................7
3.0 Reference Reaches .......................................................................................9
3.1 Sal's Branch .......................................................................................9
3.2 Mill Creek ..........................................................................................9
4.0 Stream Channel Design ............................................................................. 11
4.1 Natural Channel Design .................................................................... 11
4.1.1 Dimension ............................................................................. 14
4.1.2 Pattern ................................................................................... 14
4.1.3 Bed Form .............................................................................. 14
4.1.4 Riparian Buffer Zone ............................................................. 15
4.1.5 Stormwater ........................................................................... 15
4.2 Stream Structures .............................................................................. 16
4.2.1 Cross-Vane ............................................................................ 16
4.2.2 J-hook ................................................................................... 16
4.2.3 Root Wads ............................................................................ 16
4.3 Sediment Transport ........................................................................... 16
5.0 Riparian Planting Plan ...............................................................................18
' 6.0 Monitoring Plan .........................................................................................19
6.1 Stream Channel .................................................................................19
6.2 Riparian Buffer .................................................................................19
7.0 References .................................................................................................20

List of Tables
Table 1. Channel Morphology Table ......................................................13
List of Figures and Sheets
Figure 1 Vicinity Map
Figure 2 Location Map
Figure 3 Orthographic Map
Figure 4 Regional Curve
Figure 5 Watershed Area
Figure 6 Watershed Aerial
Figure 7 Typical Cross-Section of proposed channel
Figure 8 Stream Structures
Sheets 1-5 Proposed Plan View of Hatchet's Grove Tributary
Sheet 6 Proposed Longitudinal Profile of Hatchet's Grove Tributary
List of Appendices
Appendix A Existing Cross-Sectional Channel Data
Appendix B Photographic Log
Appendix C BEHI Sheets
ii
Hatchet's Grove Tributary Stream Restoration Plan
Prepared by: Soil & Environmental Consultants, PA
' 1.0 Introduction
An unnamed tributary of Crabtree Creek, locally known as Hatchet's Grove Tributary, located
within the confines of the Prestonwood Country Club property has been selected by the North
Carolina Wetland Restoration Program (WRP) to be restored after securing the conservation
easement. Preliminarily, it has been estimated that over 3,700 linear feet of stream channel and
' approximately 4.0 acres of riparian buffer (Zone 1) will be restored following the implementation
of the proposed restoration plan.
The site has been chosen because of the current degraded state of Hatchet's Grove Tributary. The
' current conditions of the channel are mainly the result of historical channel modifications such as
channelization and periodic dredging, past and present day vegetation maintenance practices,
existing channel constraints (golf cart bridges), and the incremental increase of stormwater runoff
onto the site from adjacent impervious sources.
The majority of the stream banks are nearly vertical and exposed, with minimal vegetative cover.
' As a result, the banks are actively eroding, subsequently slumping and promoting lateral channel
migration and meander creation. The current channel is classified as an "F" type channel (with
some sections minimally classifying as an E-type channel) under the Rosgen Stream
' Classification System. Some sections of channel have limited access to the flood plain during
peak flood flows but not bankfull events that occur as a result of the 1.5 to 2 year storm event.
The current channel is in an incised state, therefore flood flows are concentrated within the
' channel and an active flood plain does not exist at the bankfull elevation. The channel is in a
progressive state of transition. As a result of the stream bank instability, meanders and a new
floodplain located at the bankfull elevation are beginning to take form within the existing
' confined channel.
The current obviously degraded state of the channel, limited flood plain functionality due to
channel incision, existing and future erosion potential, limited native vegetation along the banks.
' and riparian buffer zone, and an amenable landowner to work with, presents this site as a viable
restoration project.
' The restoration plan proposes to construct a stream channel that is stable and self-maintaining that
will not aggrade or degrade over time by utilizing Rosgen-based natural channel design
procedures and techniques. This will be accomplished by fulfilling the following objectives:
' 1) Develop a channel with the appropriate cross-sectional dimension, pattern, and
longitudinal profile utilizing the existing channel condition survey, and collected
' reference reach data as a guide.
2) Improve and create bed form diversity (riffles, runs, pools, and glides).
3) Construct a flood plain (bankfull bench) that is accessible at the proposed bankfull
channel elevation (Priority II restoration).
4) Insure channel and stream bank stabilization by integrating grade control structures, root
wads, and native vegetation, in conjunction with the eradication or modification of
current grounds maintenance practices.
5) Establish a native forested riparian plant community within a minimum of 30 feet, when
possible, from the edge of the restored reach.
6) Integrate existing golf course uses with the proposed restoration plan providing aesthetic
and education values.
1.1 Project Site Description
The proposed restoration site is currently being utilized as a golf course facility, owned, operated
and maintained by the Prestonwood County Club. The project site is specifically located
approximately 2,600 feet southwest of the Morrisville-Carpenter Road (SR 3014)/Aviation
Parkway (SR 3015) Intersection and 3,000 feet east of Davis Drive (SR 1613), Morrisville, Wake
county, North Carolina (Figures 1-3). The project is entirely located within the Prestonwood
Country Club property.
Hatchet's Grove Tributary flows from west to east and empties directly into Crabtree Creek,
which flows from the south to the north. An unnamed tributary, which intersects Hatchet's Grove
400 feet from the western property boundary flows from west to east also. The project initiates at
the western-most property line and terminates at a sanitary sewer line approximately 100 feet
upstream of the confluence with Crabtree Creek.
The project site currently exhibits numerous existing uses. The primary land use within the site is
as a golf course facility, which includes all of the amenities and structures required to access,
maintain, and service the area for this purpose. Structures include 6 golf cart bridges, numerous
asphalt paths, five ponds, two sanitary sewer lines, irrigation facilities, multiple stormwater
outfalls, fairway under-drain discharge pipes, and tee boxes. Access within the site is provided
by six 30-foot long golf cart bridges that cross the project stream starting approximately 450 feet
down stream of the project origin and are sporadically located along the channel reach with the
sixth bridge located approximately 300 feet upstream of Crabtree Creek. Utilities are also located
within the site consisting of two sanitary sewer lines, and a CP&L 100-foot wide power line
easement. The main sanitary sewer line is located south and parallel to Hatchet's Grove along the
entire length of the project stream. The easement is located along the right bank starting at the
western property boundary, crossing the unnamed tributary at a 45 degree angle and continues
along Hatchet's Grove until it joins Crabtree Creek were the line crosses Hatchet's Grove at a
perpendicular angle and continues parallel to Crabtree Creek. The location of the sewer line
along the right bank of Hatchet's Grove has subsequently confined, restricted and limited any
potential restoration of the creek along this area. Amenities on site include five ponds, that were
used as borrow sources to create tee boxes, elevated greens, and other fairway features.
1.2 Stream Survey Methodology
A field reconnaissance of the channel was performed prior to the commencement of the site
survey. The purpose of the reconnaissance is to identify the bankfull elevation utilizing existing
indicators. Typical bankfull indicators were obscured and sporadic due to active bank erosion,
slumping, grounds maintenance activities, and past channel modifications. Features that were
utilized when present included depositional features, vegetation positions, scour lines, and wrack
lines. Other feature that were identified during the reconnaissance and subsequently surveyed
included existing stormwater outfalls, bridges and utilities.
Soil & Environmental Consultants, PA subcontracted Withers & Ravenel Inc. to survey the
existing channel conditions under our field supervision and to develop a 1-foot topographic map
of the restoration site. The map was used to evaluate present landscape conditions and
2
constraints, to determine the final location of the proposed channel alignment, and to calculate
' required grading volumes.
During the channel survey, 15 cross-sections were completed along Hatchet's Grove Tributary
' utilizing a total station to collect the field data. The cross-section data is present in Appendix A.
1.2.1 Bankfull Verification
' Cross-sectional data that was collected in the field was plotted and subsequently compared to the
North Carolina Rural Regional Curve (SRI 2000) for accuracy. All of the cross-sectional areas
surveyed plotted within the 95% confidence interval as depicted on Figure 4. The surveyed
' cross-sections were not utilized to generate the trend line or the 95% confidence intervals.
1.2.2 Stream Classification
The channel was classified utilizing the stream classification system devised by Dave Rosgen
(Rosgen 1996). This classification scheme utilizes several parameters based on field collected
data and site observation, which collectively determines the stream type. The criteria utilized to
determine stream type includes the slope, width/depth ratio, entrenchment ratio, sinuosity, and
bed materials. A summary of these channel parameters are available in Appendix A.
2.0 Existing Site Conditions
2.1 Watershed
2.1.1 General Description
The site is located in the Triassic Basin of the Piedmont physiographic region of North Carolina.
The surrounding landscape topography is characterized as hilly, with side slopes that are
generally steep to moderately sloping. The site topography is relatively flat adjacent to the
stream; vertical fall from the project origin to the confluence with Crabtree Creek is
approximately 6 feet resulting in a valley slope of 0.0022 based on the 1-foot topographic map
provided by Withers & Ravenel. The wide, gently sloping, well-defined flood plain is a Valley
Type VIII as defined in Applied River Morphology (Rosgen 1996).
2.1.2 Surface Waters
The channel is located within the Neuse River Basin, USGS Hydrologic Unit 03020201 and
DWQ subbasin 030402 (USGS 1974 and DENR 1992). Hatchet's Grove Tributary flows directly
into Crabtree Creek (Stream Index Number 27-33{1)), which also correlates with the terminus of
the project. The North Carolina Division of Water Quality (NC DWQ) has not assigned a stream
index number to Hatchet's Grove Tributary or the unnamed tributary located within the project
site. The current State classification of the stream is Class C NSW waters (DENR 1992). Class
C waters are protected for aquatic life propagation and survival, fishing, wildlife, secondary
recreation, and agriculture. The NSW designation is a Nutrient Sensitive Waters which require
limitations on nutrient inputs. Based on the most recent USGS quadrangle the restoration channel
is a 3rd order stream and the drainage area at the terminus of the project is approximately 3.7 mil
(Figure 5).
2.1.3 Soils
The project site is located in the Triassic Basin region of the North Carolina Piedmont
physiographic province. Soils present in the riparian areas adjacent to Hatchet's Grove Tributary
are characteristic of those found in alluvial landforms in the Triassic Basin. However, extensive
grading and filling associated with the golf course has likely modified much of the naturally
occurring soils onsite.
Chewacla soils (Aquic Fluventic Dystrochrepts) are the prevalent map unit along the channel.
Formed in fine loamy alluvial material, they are somewhat poorly drained with low natural
fertility. Wehadkee soils (Fluventic Haplaquepts) are present along the channel to a lesser extent.
These soils are also formed in fine loamy alluvial material, and are poorly drained with low
fertility. As Hatchet's Grove Branch nears Crabtree Creek, it enters a large, contiguous area of
Congaree (Typic Udifluvents) mapped immediately adjacent and parallel to Crabtree Creek.
These are also alluvial soils with low fertility frequently found on floodplains.
Other soils in the project's vicinity include Augusta (Aeric Ochraquults) and Wahee (Aeric
Ochraquults), which are often mapped on terraces. In the upland areas surrounding the project,
Mayodan(Typic Hapludults) and Creedmoor (Aquic Hapludults) are the predominate soil series,
which are both closely associated with the Triassic Basin landscape.
4
2.1.4 Land Use
Currently, the project site is being utilized as a golf course facility and the majority of the
surrounding area located immediately adjacent to the site has been converted to housing
(apartments and single family homes), and infrastructure uses (roads, parking lots). Areas of
forest and agricultural land exist sporadically throughout the watershed, yet numerous parcels
have recently had development plans approved by the local municipalities or are under
construction (Figure 6). As a result of the land use conversion, impervious area has been
drastically increased to an estimated 15-20%, and is expected to nearly double in the next decade
based on current development trends in the vicinity.
2.2 Restoration Site
2.2.1 Site Description
The restoration site consists of a historically modified (re-aligned, channelized, and dredged)
stream channel as interpreted from aerial photography supplied by the Wake County Natural
Resources Conservation Service. Photographs observed during the file search included years
1949, 1954, 1965, 1971, 1988, and 1993. Based on photographic interpretation, the site has been
historically utilized for agricultural production (row crops) from 1949 to the early 1990's. More
than likely, the site has probably been farmed since the Civil War. As a result of this past use, the
natural plant communities, topography, and hydrologic conditions have been altered or in some
cases obliterated. Since the early 1990's, land use in the vicinity has been progressively converted
to residential and commercial land uses.
Although the site use has been converted and subsequently stabilized due to the termination of
tillage, grounds maintenance adjacent to the channel has continued and is likely more aggressive
than it was in the past. Vegetation along the channel is continuously cut down to the edge of the
water in order to provide fairway visibility and clearance required for play over. Fairways cross
Hatchet's Grove Tributary five individual times within the project site. The maintenance
practices combined with increased stormwater discharge resulting from the increase of
impervious area within the watershed has resulted in continuous bank failure and channel
degradation (scour, down cutting, etc.). Previous historic alteration such has straightening and
dredging the channel has increased slope, stream power, and confined flood flows which has
perpetuated the channel degradation process.
2.2.2 Existing Stream Conditions
The project stream originates at the Prestonwood County Club's western property line and
continues until approximately 100 feet upstream of the confluence with Crabtree Creek. The
current channel length of Hatchet's Grove Tributary is approximately 3,200 linear feet. An
additional 300 linear feet of an unnamed tributary is located perpendicular to the western property
line and parallel to Hatchet's Grove. This tributaryjoins Hatchet's Grove approximately 250 feet
east of the project origin. The total project length is approximately 3,500 linear feet. The channel
and site surveys were conducted from July 23 to the 26, 2002. Additional data including the
pebble count and BEHIs were collected on the 13 of August 2002. Photographs taken of the
project site are provided in Appendix B.
Based on the completed channel survey and observations made during the site reconnaissance,
' Hatchet's Grove Tributary was historically channelized and subsequently re-aligned during the
process. Stream channelization in this case was probably completed to maximize productive
cropland acreage, promote site drainage, and to reduce the historic groundwater table elevation.
As a direct result of the channelization procedure, the dredged and lowered channel no longer has
full access to the historic flood plain at the bankfull elevation. As a result of this modification the
channel is considered to be incised or confined, concentrating flood flows that would have
originally been dispersed onto the flood plain. As a result of the incision, boundary shear stress
along the banks has increased beyond historical levels and bank erosion and bed scour is fairly
prominent.
Bank erosion is present throughout the length of the project reach. Perpetuated by incision, the
channel is the preliminary stages of transition from an "F" to a "C" type channel. As depicted on
the photograph of cross-section K, a flood plain is beginning to develop at a lower elevation. In
this same photograph, evidence of the high banks and lateral channel migration and meander
formation is evident.
Computing current bank height ratios, which is the maximum bank height divided by the
maximum bankfull depth, can numerically express the extent of channel incision. Utilizing the
survey data gathered in the field, bank height ratios averaged 1.96 with a range of 1.5 to 2.1.
Typically, bank height ratios on a reference reach streams are 1.0 and rarely greater than 1. 1,
therefore based on this comparison Hatchet's Grove is extremely incised. Channel adjustments
due to these conditions include lateral channel extension, slumping, bed instability, and bank
erosion.
Fourteen riffle cross-sections were surveyed along Hatchet's Grove Tributary. Bankfull cross-
sectional area ranges from 23.7 to 55.9 square feet. Bankfull width ranges from 14.9 to 27.6 feet
with mean depths between 1.6 to 3.0 feet. The stream type varies along the restoration reach
from an F to an E, with the majority of the reach emulating an F channel type. The average
dimensions are below and the individual cross-sections are summarized in Appendix A.
Bankfull Width:
Cross-sectional Area:
Bankfull Mean Depth:
Maximum Depth:
Width/Depth Ratio:
Entrenchment Ratio:
Bank Height Ratio:
21.73 feet
45.06 square feet
2.10 feet
3.53 feet
10.75
7.11
1.9
Past impacts as explained in the previous paragraphs culminated with current site influences such
as increased stormwater flows and intensity, golf cart bridges, and aggressive grounds
maintenance are perpetuating and accelerating the degradation process of Hatchet's Grove
Tributary. Stormwater sources piped directly into the main stem of the creek have steadily
increased following the construction of the golf course and adjacent apartment complexes. The
cart bridges installed across the channel, which provide access to the golf course, have
constrained the channel and resulted in bed scour and bank erosion immediately below and above
each span. The channel is currently crossed by six 30-foot long bridges. The majority of the
riparian zone is aggressively maintained because of the numerous fairways that cross the channel.
As a result native plants along the riparian buffer are sparse and this area is dominated by
Bermuda grass resulting in shallow rooting depths compared to the existing bank heights,
essentially providing limited bank stability and very high erodibility indexes. Bank Erodibility
Hazard Index sheets were completed in the field and are provided in Appendix C.
6
2.2.3 Plant Communities
Throughout most of its extent on the property, Hatchet's Grove Tributary flows through a
maintained golf course. Thus, the riparian community is severely restricted to the stream banks,
and primarily consists of Bermuda grass (Cynodon dactylon) as well as a variety of ornamental
species (e.g. crepe myrtle, wax myrtle, annual flowers, etc.). Small stands of loblolly pine (Pinus
taeda) have been left in some areas, partitioning various holes along the course. In patchy spots
' along and within the banks, smaller individuals of black willow (Salix nigra), alder (Alnus
serrulata), green ash (Fraxinus pennsylvanica), and sweet gum (Liquidambar styraciflua) occur
sporadically, often within the active channel and on top of features such as depositional bars.
Periodically, these species are mowed back or removed altogether. To a lesser extent common
wetland herbs such as Carex spp. and Juncus spp. were observed within the active channel and
banks.
Upstream of the confluence of Hatchet's Grove Tributary and the unnamed tributary, the riparian
area along Hatchet's Grove is wooded and intact with the exception of a mowed and maintained
sewer easement that is located along the right (south) bank and between the two channels. The
unnamed tributary is sporadically forested from the property boundary to the confluence with
Hatchet's Grove. The majority of the riparian area along this unnamed tributary is located within
utility rights-of-way or adjacent to manicured putting greens. The existing riparian community,
consists primarily of bottomland hardwood forest species, including sycamore, sweetgum, red
maple (Acer rubrum), and river birch (Betula nigra). In higher areas along the channels there are
small stands of loblolly pine. The shrub stratum generally consists of smaller individuals of
canopy species, as well as sourwood (Oxydenrum arboretum), various Viburnum species,
blackberry (Rubus spp.), and privet (Ligustrum sinense). Japanese honeysuckle (Lonicera
japonica) and greenbrier (Smilax rotundifolia) are particularly vigorous and widespread in the
forested riparian area, often blanketing the open forest floor. Virginia creeper (Parthenocissus
' quinquefolia), poison ivy (Toxicodendron radicans) and trumpet creeper (Campsis radicans) are
present as well.
2.2.4 Wildlife
In order to assess any potential impacts to threatened and/or endangered species that may
' potentially occur within the project site, a 2-mile radius encompassed of the project vicinity was
searched at the North Carolina Natural Heritage Program (NHP) office for known elements of
occurrence of federal listed threaten or endangered species and state species of concern. No
elements of occurrence of either federally or state-listed species were identified during the NHP
file search within the 2-mile search radius. The species that are listed as federally threatened or
endangered by the U.S. Fish and Wildlife Service for Wake County are listed below:
Common Name Scientific Name Status
Bald Eagle Haliaeetus leucocephalus Threaten *
Red-cockaded woodpecker Picoides borealis Endangered
Dwarf wedge mussel Alasmidonta heterodon Endangered
Michaux's sumac Rhus michauxii Endangered
' * proposed for delisting
Due to the fact that the land use in the project's immediate vicinity (golf course) requires
extensive grounds maintenance associated with the landscaping and the degraded state of the
7
stream channel, no suitable habitat for the above listed federal species was observed within the
proposed restoration site.
Elements of occurrence for the following State rare plants, located outside of the 2-mile radius
around the project site, include Indian psychic (Gillenia stipulata), Carolina thistle (Cirsium
carolinanum), American bluehearts (Buchnera Americana), and Lewis's heartleaf (Hexastylis
lewisii). Rare animal elements of occurrence outside the evaluated two mile radius include
Bachman's sparrow (Aimophila aestivalis), four-toed salamander (Hemidactylium scutatum),
black vulture (Coragyps atratus), and Ceraclea tarsipunctata, a rare caddisfly species. Each of
these occurrences was recorded by NBP to be located within Umstead State Park. The stream
restoration is not expected to have any adverse effect on the habitat of any of these listed species;
rather, habitat quality will likely be enhanced as a result of the project.
During the field reconnaissance, characteristic piedmont fauna were observed onsite. Tracks of
or physical sighting of the following species were observed: whitetail deer (Odocoileus
virginianus), raccoon (Procyon lotor), American crow (Carduelis tristis), killdeer (Charadrius
vociferus), mallards (Anas platyrhynchos), Great blue heron (Ardea herodias), eastern cottontail
(Sylvilagus jloridanus), and red tail hawk (Buteo jamaicencis).

3.0 Reference Reaches
I
The reference reaches described below were utilized as aids in the design process of the proposed
Hatchet's Grove Tributary restoration plan not as a template. These channels were chosen
because of the similarities that are evident when compared to the project stream. For instance, all
of the reference reaches and Hatchet' Grove are located in a wide flat alluvial valley (Valley Type
VIII), classify as E type channels, possess fine grained channel substrate, and have low gradient
channel slopes (<1%).
3.1 Sal's Branch
Sal's Branch is located approximately 1.5 miles south east of the Highway 70/540 interchange in
Umstead State Park, Raleigh, Wake County, North Carolina. Based on the Southeast Durham
7.5-minute topographic quadrangle Sal's Branch is a I' order stream and the reference survey
was collected at a point at which the drainage area was calculated to be approximately 0.35 mil.
The headwaters of the stream originate at Highway 70, which is predominately characterized as
commercial. As the creek flows onto Park property the watershed becomes forested with the
exception of an access road and buildings utilized to service the needs of the park and its patrons.
Stream data was collected in July of 2001. Information gathered included pattern and
longitudinal profile, cross-sectional area, slope, and pebble count data. Based on the data
collected, Sal's Branch was determined to be an E4 channel type when utilizing the Rosgen
Stream Classification System. The channel was determined to have a bankfull cross-sectional
area of 13.8 square feet, a width of 10.2 feet, and a mean depth of 1.3 feet.
The channel is located in a Valley Type VIII, which is characterized as a wide alluvial valley with
a low slope gradient.
3.2 Mill Creek
Mill Creek is located approximately four miles west of the I-77 and SR 1001 interchange, 2,000
feet north of Charity Hill Church at the end of SR 1321, and 7 miles west of Dobson, Surry
County, North Carolina. Based on the Bottom and Roaring Gap 7.5-minute topographic
quadrangles, Mill Creek is a P order stream with a total drainage area of approximately 4.5 mil
at the point that the survey was conducted. The stream is located in an open field utilized for hay
production, immediately upstream the land use adjacent to the creek is active pasture. As the
valley gradient increases from the point of the survey to the headwaters, the watershed becomes
increasingly forested, with farm uses diminishing. The headwaters are predominately forested
with single family homes located sporadically along the State maintained roads. Lake Laurel also
exists within the upper drainage area with a watershed of approximately 2.0 mil.
Stream data was collected in March of 2002. Over 800 linear feet of channel was longitudinally
' surveyed, five cross-sections were measured, and pebble count data was collected. The channel
had an average bankfull cross-sectional area of 27.5 square feet, width of 18.4 feet, and a mean
depth of 1.5. Based on the data collected, Mill Creek was classified as an E4 channel.
' After the gathered field data was plotted for Mill Creek it was compared to the North Carolina
Regional Curve. As a result of the comparison, Mill Creek plotted at or just below the 95%
confidence interval. Re-evaluating the data and the watershed conditions we have determined
' that several key watershed factors may be affecting the dimension of the stream channel. One of
' 9
the most predominate features located within the watershed was Lake Laurel which impounds '
and controls drainage from approximately 2.0 mil. It is believed that the dam and outlet structure
may have a significant effect on the volume, discharge rate, and timing of flows equivalent to a '
bankfull event, thereby reducing the discharge rate or altering the timing of the peak flow through
the reference reach during the bankfull event (channel forming flow). As a result of the delay,
reduction, or elimination of the bankfull storm flow from the portion of the watershed controlled '
by Lake Laurel, Mill Creek has apparently adjusted its cross-sectional dimension. The active
drainage area of Mill Creek after eliminating the Lake Laurel drainage area is approximately 2.7
mil. When the collected field data is compared to the presumed active drainage area, the
measured cross-sectional area plotted just below the regression line on the regional curve. '
Other factors that may be influencing the dimension of Mill Creek include infiltration of flows
into the surrounding landscape, other recently constructed ponds within the watershed, and t
drainage diversion potentially associated with road projects or farming activities.
Mill Creek is also located in a Valley Type VIII.
10
4.0 Stream Channel Design
' 4.1 Natural Channel Design
' The restoration design for the Hatchet's Grove Tributary is based on natural channel design
principles and techniques utilizing reference reach data sets and the existing channel conditions
survey data. Reference data that has been utilized to develop the restoration design for the stream
' channel included the North Carolina Rural Piedmont Regional Curve (SRI 2000), Sal's Branch
reference reach data (Doll and Jelenevsky June 2001), Mill Creek reference reach data
(Jelenevsky et. al. March 2002), and the Hatchet's Grove Tributary channel survey.
' The proposed stream design will restore a naturally meandering E/C type stream channel to a
more appropriate location based on the current site constraints as depicted on the Plan View
(Sheets 1-5). A bankfull bench or nested flood plain will also be constructed adjacent to channel
' alignment. The resulting restored stream channel will be approximately 3,700+ linear feet,
increasing the overall channel length by approximately 400 linear feet. This restoration is
considered to be a Priority II restoration and is being utilized in this case because the flood plain
' at its current elevation is not accessible at bankfull flows. This design is distinguished as a
Priority II stream restoration since a bankfull bench (nested flood plain) will be constructed
adjacent to the proposed channel alignment and will be located at a lower elevation relative to the
' historic flood plain. The existing and proposed morphological characteristics are depicted on
Table 1.
' The restoration design will result in a riffle-pool channel profile that will be reinforced utilizing
in-stream structures such as boulder cross-vanes, J-hook vanes and root wads. The new channel
will subsequently be vegetated with transplants, bare-root seedlings and live stakes. Cross-vanes
' will be installed at the head of every glide/riffle interface and root wads will be installed at every
outside meander bend as determined by the designer during the construction phase to ensure
stabilization of the stream channel grade and banks. Erosion control matting, temporary seeding,
and live stakes will be utilized to reduce bank erosion immediately following completion of each
' section of channel and provide bank stabilization.
The proposed channel alignment shifts the stream to the north of its current location through three
' ponds, between two existing fairways and eventually ties into the original alignment upstream of
Bridge #6. This alignment is being proposed because of the numerous site constraints present
along the current channel corridor. Constraints include the sanitary sewer line that parallels the
' south stream bank, six (6) golf cart bridges, five (5) fairways, numerous golf cart paths, and
multiple stormwater pipes that discharge directly into the creek. If the channel remained in the
current location, a Priority II restoration would not be physically feasible because of the present
utilities, infrastructure and course layout. In addition, the proposed buffer restoration would be
limited because termination of current site uses is not an option.
The proposed alignment will route the restored channel through three existing ponds and between
' existing fairways as depicted on the plan view sheets. This alignment will provide several
advantages to the restoration project. Shifting the creek to the north will minimize existing site
constraints and increase the width available for the restoration corridor. The area within the
' ponds, based on the land survey, will accommodate the proposed channel and bankfull bench.
Placing the channel between fairways, as shown on Sheet 4, will provide a suitable belt width in
which to meander the channel and permanently establish a forested riparian zone. This alignment
11
will also eliminate at least three (3) of the current bridge crossings. Only one bridge crossing will '
need to be installed along the proposed channel alignment as depicted on Sheet 3.
12
Table 1. Hatchet's Grove Tributarv Mornholoev
I

Variables Sal's Branch Mill Creek Hatchet's Grove Tribute Hatchet's Grove Tributa
Survey Crew Doll/Jelenevs Jelenevs et. al. S&EC, Withers & Ravenel Jelenevs
Survey Date Jun-01 Mar-02 Jul-02 Oct-02
Parameter Reference Reference Existing Conditions Proposed Design
Stream Type E E4 E5/F5 E5
Drainage Area (miz) 0.35 2.6* 3.7 3.7
Bankfull Width Wbkf) 10.2 18.4 21.73 20
Bankfull Mean Depth (Dbkf) 1.3 1.5 2.1 2.5
Width/De th Ratio 7.6 12 10.75 8
Max Riffle De th (Dmax 1.9 2.9 3.53 3.5-3.6
Max Riffle Depth Ratio (Dmax/Dbkf) 1.5 1.9 1.68 1.4-1.44
Bankfull Cross-Sectional Area Ab 13.8 27.5 45.06 50-60
Banldull mean velocity (Vbkf) 3.8 4.9 2.94 3.33
Banldull Discharge (Qbkt) 51.6 134 132.47 166.5
Width of Flood Prone Area W a 100 200 170 200
Entrenchment Ratio W a/Wb 9.8 10.9 7.66 10
Min Meander Length (Lm) 35.0 40 N/A-Straight Channel 80
Max Meander Length Lm 43.0 76 N/A-Straight Channel 150
Min Meander Length Ratio (Lm/Wbkf) 2.0 2.2 N/A-Straight Channel 4
Max Meander Len Ratio (Lm/Wbkf) 4.2 4.1 N/A-Straight Channel 7.5
Min Radius of Curvature Rc 11 30 NA-Straight Channel 30
Max Radius of Curvature Rc) 21 44 N/A-Straight Channel 60
Min Radius of Curvature Ratio (Rc/Wbkf) 1 1.6 N/A-Straight Channel 1.5
Max Radius of Curvature Ratio (Rc/Wbk f) 2 2.4 N/A-Straight Channel 3
Min Belt Width Wblt) 20 40 NA-Straight Channel 40
Max Belt Width (Wblt 62 76 NA-Straight Channel 110
Min Meander Width Ratio Wblt/Wbkf) 2.0 2.2 N/A-Straight Channel 2
Max Meander Width Ratio Wblt/Wbkf) 6.1 4.1 N/A-Straight Channel 5.5
Sinuosity (stream len valle length) 2 1.8 1.06 1.22
Valle Sloe 0.006 0.14 0.0022 0.0026**
Avg. Stream Slope bkf) 0.005 0.008 0.002 0.0022
Min Riffle Slope (Sri 0.016 0.007 0.0028 0.005
Max Riffle Slope (Srif) 0.036 0.0367 0.0301 0.01
Min Riffle Slope/Ave Slope (Sriff/Save) 3.0 1 1.4 2.3
Max Riffle Slope/Ave Slope (Sriff/Save) 6.9 5.2 15.05 4.5
Min Riffle Length Lriffle 3.0 12 27.3 15
Max Riffle Length Lriffle 28 60 67.7 50
Min Riffle Len ankfull Width (LriVft 0.3 0.65 1.26 0.75
Max Riffle Len ankfull Width riM 2.7 3.2 3.12 2.5
Pool Slope (Spool) 0 0 0 0
Pool Slope Ratio S ool/Sav 0 0 0 0
Pool Depth (D pool) 2.8-3.26 4.34.4 4.2 5.5-6.0
Pool Depth Ratio (D ool/Dbkf) 2.2-2.5 2.9 2 2.2-2.4
Pool Area A ool 24.0 50.5 80.5 70-80
Pool Area Ratio (A ool/Abkf) 1.7 1.8 1.79 1.2-1.6
Pool Length (L pool) 21-35 21-53 60-182 20-70
Pool Length Ratio L ooVMkf) 2.1-3.4 1.14-2.8 2.8-8.4 1-3.5
Pool Width (W pool) 10.2 19-30 33 20
Pool Width Ratio W ool/Wbkf) 1 1.0-1.6 1.52 1
Pool/Pool Spacing - 51-66 30-84 68-202 50-140
Pool Spacing Ratio - /Wbkf) 5.0-6.5 1.6-4.6 3.1-9.3 2.5-7
Effective Drainage Area
* * Valley slope calculated utilizing proposed bankfull bench elevations versus valley length

13
Shifting the creek to the north will also provide an area to disperse existing stormwater sources
that have been connected directly to the creek. The original channel will be fitted with a
stormwater pipe that will conduct the majority of the existing stormwater inputs to the large
irrigation pond located southeast of the project corridor and adjacent to Crabtree Creek. This
pond will then in affect provide treatment to the stormwater originally straight piped into
Hatchet's Grove and will also subsidize the golf course's irrigation requirements. This measure
should also reduce previous scour, and bank erosion associated with the stormwater outfall
structures. Section 4.1.5 Stormwater explains this issue in further detail.

I

4.1.1 Dimension
Based on the channel survey, the bankfull cross-sectional area ranged from 23.7 to 55.9 square
feet. The average bankfull cross-sectional area is 45.06 square feet. Bankfull width ranged from
14.9 feet to 28.8 feet wide and the average bankfull width is 21.73 feet. Bankfull mean depth
ranged from 1.6 to 3 feet deep with an average value of 2.1 feet.
The proposed design width for Hatchet's Grove is 20 feet and an average depth of 2.5 feet. The
width and depth was determined utilizing the average measured width of the existing stream, the
North Carolina regional curve, reference reach data, existing site constraints and on the required
shear stress to move the D8, of the reach-wide pebble count. The proposed dimensions result in
an E channel type. The depiction of the proposed cross-section is depicted on Figure 7.
4.1.2 Pattern
The current pattern of the existing project reach is essentially straight, with a measured sinuosity
of 1.06. Meanders are beginning to form and are evident by the presence of eroding banks
flanked by depositional features located on the opposite bank.
As a result of the proposed channel re-alignment through three existing ponds, channel pattern
and subsequently sinuosity will be substantially increased. The proposed sinuosity as a result of
the proposed alignment will be 1.2. Meanders have been integrated throughout the length of the
project reach to the maximum extent possible based on existing site constraints and the reference
reach data. The integration of meanders into the proposed restoration design reduces overall
channel slope by increasing channel length decreasing shear stress while providing aquatic habitat
diversity.
4.1.3 Bed Form
Bed form along Hatchet's Grove Tributary is in extremely poor condition, due to various channel
conditions and off-site influences. The majority of the longitudinal profile resembles a riffle/run
bed with large scour pools located immediately below each golf cart bridges. Bed form is in a
degraded condition because of several culminating factors. Flood flows are concentrated within
the incised and constrained channel and this water is typically laden with excess sediment as a
result of bank erosion and upstream sediment sources (i.e. construction). This condition is further
exasperated by incremental increases in storm water due to development (imperviousness) in the
watershed. Increased stormwater runoff, excess sediment, and current site constraints have
resulted in a channel that is in constant transition in an attempt to reach equilibrium. Therefore it
is unlikely that the bed form remains consistent but fluctuates after each storm event depending
on storm intensity.
14
The restoration design incorporates riffles, runs, pools, and glides into the longitudinal profile
providing bed form characteristics exemplified within the reference reaches. Riffles will be
located along straight segments of the channel, runs connect the riffles to the pools which are
located along the outside meander bends and glides connect the pool to the riffle. Riffles will
have a maximum depth of 3.6 feet and the pools will be substantially deeper at a maximum depth
of 6.0 feet. The proposed longitudinal profile is depicted on Sheet 6 and is plotted along with the
existing channel longitudinal profile. The as built profile may differ slightly because of
unforeseen site constraints or limitations that may be discovered during construction (i.e.
bedrock).
4.1.4 Riparian Buffer Zone
A riparian buffer area will be established immediately adjacent to the restored stream channel.
The riparian zone will include the entire bankfull bench (nested flood plain) and toe slope, which
will tie the surround existing grade with the proposed bankfull bench elevation. Typical width
will be approximately 25 to 30 feet on either side of the stream channel. These areas will be
planted with the appropriate native riparian vegetation and will provide channel stability and
stormwater treatment. Species will consist primarily of trees and small shrubs with some specific
areas dominated by shrubs only were required by current site constraints (i.e. fairways). The
detailed planting plant is addressed in Section 5.0 Planting Plan.
4.1.5 Stormwater
As mentioned in previous sections, there is a large volume of stormwater directly discharged
(straight-piped) into Hatchet's Grove from off-site sources. This storm water run off is primarily
attributed to impervious area associated with existing roads, parking lots and rooftops within the
Legends at Preston Apartments complex. Discharges associated with this facility and its
stormwater network are sizeable. During larger storm events (and resultant higher discharges) the
capacity of portions of the existing stormwater system are exceeded and flow to Hatchet's Grove
Creek is transported overland.
The feasibility of piping the runoff associated with the first inch of rainfall (or some portion
thereof) through a pipe network is being evaluated. Such a network could be installed along the
general alignment of the existing stream channel. This pipe network would discharge into the
existing irrigation pond (located south of Hatchets Grove and adjacent to the west of Crabtree
Creek - Sheet 5). The general idea of the network is to pass frequent event discharges through
the pipe network while allowing larger events to flow overland, here again along the alignment of
the existing stream channel. This swale could then be graded to outfall into the irrigation pond,
into the floodplain of the restored channel, or both.
In addition to allowing for the collection, use (and potential reuse) of stormwater for irrigation
purposes, passing some portion of the off-site stormwater through the pond will provide a level of
treatment (Total Suspended Solids and Total Nitrogen removal) which not currently provided.
And, regardless of its outfall location, the passage of the larger portion of the off site stormwater
though the grass-lined swale would still allow for a level of treatment which is currently not
provided. In this fashion previously untreated stormwater will be treated is some fashion prior to
its discharge into Hatchet's Grove Tributary or Crabtree Creek.
15
4.2 Stream Structures
In order to provide grade control following construction of the channel, boulder cross-vane and J-
hook structures have been integrated with the design and will be utilized to reinforce and stabilize
the proposed channel. All structures will be constructed out of natural materials typically
consisting of locally quarried boulders. Existing natural grade control and stable channel sections
will be incorporated into the channel profile. Although, cross-vanes are depicted at each
riffle/glide interface, some of the structures may be omitted during the construction procedures
due to naturally occurring site attributes (i.e. bedrock, etc.). Typical structure layouts, which are
based on Rosgen designs, are provided on Figure 8 (Rosgen 2001).
4.2.1 Boulder Cross-Vane
The boulder cross-vane structure plan and cross-section view are illustrated on Figure 8. The
cross-vane is an in-stream grade control structure that concentrates stream energy toward the
center of the channel and away from the near-bank areas reducing shear stress along the banks
and preventing bank erosion. This structure serves as grade control within the bed of the channel
and reduces the potential of headcutting, creates a stable width/depth ratio, while promoting
sediment transport capacity. Since the structure will be constructed in a sandy loam material the
upstream side of the structure will be lined with a non-woven fabric and backfilled with
excavated channel material and in some cases imported stone aggregate. This is a modification
required because of the potential for the structures to "pipe" following installation due to the
voids created during the installation of the structure in fine-grained substrate. Piping may
eventually lead to structure failure and potentially catastrophic stream bed and bank erosion.
4.2.2 J-hook Vane
The J-hook vane structure plan and cross-section views are also illustrated on Figure 8. This
structure is typically used along outside meander bends where the near bank shear stresses are the
highest. This structure will be utilized to reduce potential bank erosion by redirect velocity
' gradients toward the center of the channel and away from the near-bank area. This structure
occupies 2/3 of the bankfull channel cross-sectional area and is constructed similarly to the cross-
vane with footer boulders and non-woven fabric.
' 4.2.3 Root Wads
' Root wads will be utilized along the outer-most sections of the meander bends as determined
during the construction process. These structures are composed of available native trees with an
appropriately sized root fan and an 8 to 12-foot long trunk section. These structures are installed
' perpendicular to the side of the stream bank with the root fan exposed to the channel while the
trunk section anchors the structure in place. If required, logs can be installed immediately below
the channel invert to serve as a footer on which the root wad is positioned. The root wad
structure serves multiple purposes such as providing protection of the outer bank from potential
' erosion, diverse aquatic habitat, shade, and a source of detritus.
4.3 Sediment Transport
A naturally stable channel has the ability to transport its sediment load without aggrading or
degrading the channel bed. Sediment load is comprised of suspended load, bed load and wash
load. Suspended load is comprised of sediment that is being transported in suspension by upward
momentum present in the channel. Bed load is comprised of bed material that is transported by
16
rolling, sliding, or skipping along the channel bed. Wash load is comprised of fine particles that
may remain in suspension indefinitely and have very low rates of settling. At high discharge
rates, a significant portion of the bed load and potentially the sub pavement may become
suspended, especially if the bed material is composed primarily of fine grained material and the
substrate is uniform throughout such as sand-dominated channel.
Hatchet's Grove is a sand-dominated stream therefore typically utilized entrainment computations
cannot be applied to accurately determine streams competency to move a particular particle size.
Entrainment computations are applicable to gravel bed stream where the median diameter of the
riffle (d5o) is 2 millimeters or larger.
In order to determine if the proposed channel can transport its current sediment load, shear stress
was calculated utilizing the dimensions of the proposed riffle cross-section and the designed
bankfull slope. The calculated value was then compared to Shield's Curve to confirm that the
designed channel could move the Dg4 particle of the reach wide pebble count, which is 13 mm.
The formulas utilized and resulting calculations are provided below:
T = YRS
T = Shear stress (lbs/fe)
Y = Specific gravity of water (62.4lbs/fi3)
R = Hydraulic radius (ft)
S = Bankfull channel slope (ft/ft)
The hydraulic radius is calculated by:
R = A/Wp
A = Cross-sectional Area (fe)
R = Hydraulic radius (ft)
Wp = Wetted perimeter (ft)
Where Wp = (2 * channel depth) + width = (2 * 2.5) + 20 = 25 ft
R = 50 fe (AY25ft (Wp) = 2.0 ft
Therefore, shear stress was calculated to be:
T = 62.4lb/fe (7) * 2.0 ft (R) * 0.0022 ft/ft (S)
T = 0.2751bsAe
Shear stress was calculated to be 0.271b/f?, and Shield's Curve predicts that the proposed stream
could move the 17 mm particle. Based on Rosgen's Revised Shields Diagram (Wildland
Hydrology 2001) the channel should be able to move a particle larger than 40 mm in size.
Because the channel is characterized as a sand-dominated bed, the proposed channel should have
the capacity to transport its current sediment load based on the completed shear stress calculations
and Shield's Curve.
17
5.0 Riparian Planting Plan
The majority of the restored riparian zone, which will be located primarily within the created
bankfull bench and toe slope areas, will be planted with bare root seedlings consisting of
' bottomland hardwood species. Native trees and shrubs that are currently located within the
channel clearing and excavation limits will be removed with as much of the root ball intact and
transplanted adjacent to the restored creek channel or bankfull bench. Trees as large as 4-inches
DBH and approximate 20 feet tall will be transplanted and integrated into the buffer restoration
when available. Immediately following the completion of the stream channel, the bare root
seedlings will be planted during the fall or early spring seasons. During the following fall,
' supplemental shrub and tree species will be planted if survival rates of previously planted
seedlings are below target densities as determined in late summer (August-September). Plant
species that will be utilized within the restoration site are listed in the table below.
The restored stream channel will be planted with the appropriate channel bank species in the form
of live stakes, bare-root seedlings, and transplants consisting primarily of black willow (Salix
nigra), silky dogwood (Cornus amomum), and elderberry (Sambucus canadensis). If quantities
from on site sources are not plentiful the live stakes will be supplemented by locally identified
plant sources (i.e. existing power line ROWS, adjacent properties, etc.) or purchased from locally
reputable nurseries. Black willow will not consist of more than 40 percent of the stream bank
plantings.
The planting plan consists of individual hardwood tree species as listed below. The goal is to
plant approximately 600 bare-root seedlings per acre, with an approximate 8-foot by 8-foot
spacing.
Plant List
Scientific Name Common Name
Trees
Fraxinus ennsylvanica Green ash
Platanus occidentalis Americansycamore
Quercus pa oda Cherrybark oak
Betula nigra River birch
Quercus hellos Willow oak
Acer negundo Box elder
Quercus nigra Water oak
Liriodendron tulipi era Tulip tree
Small Trees and Shrubs
Cornus amomum Silky dogwood
Cephalanthus occidentalis Buttonbush
Alnus serrulata Tag alder
Salix nigra Black willow
Sambucus canadensis Elderberry
* Species composition may be adjusted based on local availability.
18
6.0 Monitoring Plan
The restoration site will be monitored for five consecutive years or until the required success
criteria has been met as determined by NC DWQ and the U.S. Army Corps of Engineers
(USACE). Monitoring activities will initiate immediately following the completion of the stream
construction in order to alleviate any potential problems as they occur. The riparian buffer
restoration will be monitored the following growing season projected to be summer of 2003.
Parameters that will be included in the annual stream monitoring to ensure the success of the
restoration activities will include stream channel surveys (longitudinal and cross-sectional
profiles), pebble counts, photographs, plant density, diversity and survival inventories, and
benthos sampling.
Following the submittal of the monitoring reports to the appropriate agency representatives, the
recipients of the report will be contacted for the purpose of discussing the monitoring data,
required success criteria and whether or not the site is functioning as expected. If the site is not
functioning as expected a site visit will be scheduled with the review agencies so that a
remediation plan can be created and implemented. The remediation plans, if required, will
directly reflect the requested alterations suggested by the regulatory agencies.
6.1 Stream Channel
Stream channel stability will be monitored by establishing permanent cross-sections located
approximately every 500 to 600 feet that will comprise of a nested riffle and pool segment. Each
cross-section will be monumented for future identity and survey. All of these cross-sectional
surveys will also be utilized as photographic points. Cross-section locations to be monitored will
be established immediately following construction during the completion of the "as built" survey.
The "as built" report will include the constructed stream channel dimension, pattern, and
longitudinal profile. This data will be utilized as a baseline to compare future monitoring surveys
and subsequently to determine channel stability and transition. Other stream channel
measurements that will be completed during the annual monitoring exercised will include pebble
counts, stream pattern data, and stream side plant conditions. Annual inspection of in-stream rock
vane structures will also occur to insure channel stability. Stream channel monitoring surveys
will be completed annually for five consecutive years, starting 1 year after the completion of the
project.
6.2 Riparian Buffer
Vegetation within the restored riparian buffer will be monitored for five consecutive years.
Linear transects will be permanently established following completion of the planting phase and
start and end points will be permanently monumented and surveyed. The plant species, density,
survival rates, and the cause of mortality if identifiable will be recorded along each transect.
Vegetation plots will be sampled annually and reported on every other year along with the
channel survey. The primary focus of the vegetative monitoring will be solely on the tree and
shrub stratum, although herbaceous species encountered may also be recorded. The target density
for the riparian buffer is to establish a minimum of 320 native trees species per acre at the end of
the 5-year monitoring period. Vegetation monitoring will occur between August and October.
19
7.0 References
DEHR. 1992. Draft Basinwide Assessment Report: Neuse River Basin. Division of Water Quality.
Dunne, Thomas and L.B. Leopold. 1978. Water in Environmental Planning. W.H. Freeman and Company.
New York.
Gordon, N.D., T.A. McMahon, and B.L. Finlayson. 1992. Stream Hydrology. John Wiley & Sons Ltd.
West Sussex, England.
Harmon, W.A., G.D. Jennings, J.M. Patterson, D.R. Clinton, L.O. Slate, A.G. Jessup, J.R. Everhart, R.E.
Smith. 1999. Bankfull Hydraulic Geometry Relationships for North Carolina Streams.
bq://www5.bae.ncsu.edu/prouams/extensign/wqg/sri/rural pied 124per.html
Leopold, L.B., M.G. Wohnan, and J.P. Miller. 1992. Fluvial Processes in Geomorphology. Dover
Publications, Inc. New York, NY.
Leopold, L.B., 1994. A View of the River. Harvard University Press, Cambridge, Massachusetts.
Potter, E.F., J.F. Parnell, R.P. Teulings. 1980. Birds of the Carolinas. The North Carolina Press, Chapel
Hill, North Carolina.
Radford, A.E., H.E. Ahles and G.R. Bell. 1968. Manual of Vascular Flora of the Carolinas. The
University of North Carolina Press, Chapel Hill, North Carolina.
Rosgen, D.L. 1996. Applied River Morphology. Wildland Hydrology Books, Pagosa Springs, Colorado.
Rosgen, D.L. and Silvey, Lee. 1998. Field Guide for Stream Classification. Wildland Hydrology.
Rosgen, D.L. 2001. The Cross-Vane, W-Weir, and J-Hook Vane Structures... Their Description, Design
and Applications for Stream Stabilization and River Restoration. 2001 ASCE Conference
Proceedings. Reno, NV.
U.S. Fish and Wildlife Service. 2002. Wake County Endangered Species, Threatened Species, and Federal
Species of Concern. http://nc-es.fws.gov/es/cntylist/wake.html.
United States Geological Survey. 1974. North Carolina Hydrologic Unit Map.
United States Geological Survey. 1987 and 1993. Cary, North Carolina 7.5-minute series topographic
map.
United State Geological Survey. 1971. Bottom, North Carolina 7.5-minute series topographic map.
United State Geological Survey. 1971. Roaring Gap, North Carolina 7.5-minute series topographic map.
Webster, W.B., J.F. Parnell, and W.C. Biggs Jr. 1985. Mammals of the Carolinas. Virginia, and Maryland.
The University of North Carolina Press, Chapel Hill, North Carolina.
20
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PROJECT NO. SCALE SHEET TITLE:
6761 1" = 1000' LOCATION MAP
PROJECT MGR. FIELD WORK
Pi Pi PROJECT NAME:
DRAWN BY FILE NC WETLAND RESTORATION PROGRAM
HATCHET'S GROVE STREAM RESTORATION
MM
SECFILES\6761\
WAKE COUNTY, NORTH CAROLINA
NEWEST1 0_9\CADASTRAL\OVERALL2.DWG OCTOBER 2002
1
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2
?9
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1000 0 1000 2000
d
CADASTRAL INFORMATION FROM WAKE COUNTY GIS 1999 FIGURE 2
Soil & Environmental Consultants, PA
11010 Raven Ridge Road Raleigh, North Caroline 27614 • Phone: [phone] • Fax: [phone]
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ORTHOGRAPHIC PHOTOGRAPH FROM WAKE COUNTY GIS CIV
FIGURE E
6761 '
PROJECT MGR.
Pi FIELD WORK
Pi PROJECT NAME:
PA
Soil & Environmental Consultants
DRAWN BY FILE NC WETLAND RESTORATION PROGRAM
HATCHET'S GROVE STREAM RESTORATION ,
11010 Raven Ridge Road - Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
MM SECFILES\6761\ WAKE COUNTY, NORTH CAROLINA
WWw.SendEC.rAtn
NEWEST10_9\FINAL ORTHO.DWG
OCTOBER 2002
Rural Piedmont Regional Curves

Figure 4
North Carolina Regional Curve
North Carolina Wetland Restoration Program
Hatchet's Grove Stream Restoration Plan
Wake County, North Carolina

1 1 :.fie- ----

N

PROJECT NO. SCALE
1
2000 SHEET TITLE: p
SOURCE
1981 USGS 7
5 MINUTE QUAD
CARY
INC FIGURE 5
6761 = WATERSHED AREA ,
:
-
.
PROJECT MGR. FIELD WORK --
PJ PROJECT NAME: , Soil & Environmental Consultants PA
DRAWN BY FILE HATCHET'S GROVE TRIBUTARY ,
MM SECFILES\6761
\ NC WETLAND RESTORATION PROGRAM 11010 Raven Ridge Road - Raleigh, North Uolina 27614 - Pl unc (919) 846-59(X) - Pan: [phone]
WAKE COUNTY, NORTH CAROLINA
www.SandEC.com
NEWESTI0_9\USG S.DWG OCTOBER 2002
S&
EC

TYPICAL RIFFLE CROSS-SECTION
100
98
96
94
92
90
0
10 20
-20' 20'
KFULL STAGE
30 40 50 60
• BANKFULL BENCH WIDTH 15-20 FEET MINIMUM
• RIFFLE CROSS-SECTION AREA 50-60 FEET2
• RIFFLE MAX DEPTH 3.5-3.6 FEET
• RIFFLE AVERAGE DEPTH 2.5 FEET
• BANKFULL CHANNEL WIDTH 20 FEET
TYPICAL POOL CROSS-SECTION-
100
98
96
94
92
90
88'
0
20'
------- ------
--- -......
----- ------ - - ------ -
10 20
30 40 50 60
• BANKFULL CHANNEL WIDTH 20 FEET
• POOL CROSS-SECTION AREA 70-80 FEET2
• POOL MAX DEPTH 5.5-6.0 FEET
• POOL AVERAGE DEPTH 4.0 FEET
• BANKFULL BENCH WIDTH 15-20 FEET MINIMUM
FILE NUMBER FIGURE 7
6761 NOT TO SCALE TYPICAL CROSS-SECTIONAL DIMENSIONS '
PROJECT MGR.
PJ FIELD WORK
Pi PROJECT NAME:
PA
Soil & Environmental Consultants
DRAWN BY FILE HATCHET'S GROVE TRIBUTARY ,
11010 Raven Ridge Road Raleigh, North Carolina 27614 Phone: [phone] Fax: [phone]
MM SECFILES\6761\ WAKE COUNTY, NORTH CAROLINA
www
SandFC.com
NEWEST1 0_9\CROSS SECTION.DWG OCTOBER 2002 .
RE5TORATION DE51GN BY:
Soil & Environmental Consultants, PA
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FILTER FABRIC 20.31 r, ? w ? TYPICAL BOULDER SIZE
APPROX. 3-4"x3'x2'
CLASS "A"
AGGREGATE STONE, ,
1/3 13ANKFULL I/3 BANKFULL 1/3 BANKfIgI
CR055-SECTION VIEW
FLOOD PLAIN BANKFULL CHANNEL
8 OZ NONWO'
FILTER FABRIC
CLF
AGGREGATE STONE
)OTER ROCKS
FLOOD PLAIN
8 OZ NONWOVEN
FILTER FABRIC
CLASS "A"
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CR055-5ECTION VIEW
Reinforce revetment
(I with ero5lon control
?r ?? r r I I and/or transplants
FLOODPLAW /? ??
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BASE FLOW v
ROOT WAD REVETMENT rThaw?
ROOT WAD
FOOTER LOG
(optional)
Designer PPJ Scale
DrawnBy Dcte HATCHET'S GROVE TRIBUTARY sn`eg,
mm OCTOBER 2002 NC WETLANDS RESTORATION PROGRAM ;BREAM RESTORATION STRUCTUREC
EXISTING
AXLE
IRON PIPE FOUND
2.77', S 00'50'56" W
WIILW ?w?n?ws. uc
wi3mneam

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SOURCE OF 1' TOPO:
WITHERS k RAVENEL
1999 AERIAL PHOTOGRAPH
5 FROM THE USES WAKE
COUNTY DIGITAL ORTHOPHOTO
QUADRANGLE DATA SET.
PROPOSED CHANNEL:
3779 LINEAR FT.

EIP NI.
GRAPHIC SCALE
1 " = 250'
0 250 500
SHEET 2
L'j'ISnNG
AXLE
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EXISTING
AXLE
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MONUMENT

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NOTE: ACTUAL PLACEMENT OF STRUCTURES WILL
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HE ET
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PROPOSED CHANNEL ALIGNMENT
EXISTING INALWEG
C BOULDER CROSS-VANES
ROOT WADS
.? J-HOOK VANE
/ PROPERTY BOUNDARY
PAJ
SCALE
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FILE
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50 0 50 100 2
0
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296.00
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PROPOSED CHANNEL ALIGNMENT
EXISTING THALWEG
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ROOT WADS
?. J-HOOK VANE
PROPERTY BOUNDARY
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.coni
206.00
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PROPOSED CHANNEL ALIGNMENT
EXISTING THALWEG j
W BOULDER CROSS-VANES ` oo 00
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1
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0000900 PROPERTY BOUNDARY
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291

293 R I G E , L 4 11+26 +60
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\ 293
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PROPOSED CHANNEL ALIGNMENT =
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EXISTING THALWEG
\ C 24&LDER CROSS-VANES
1 W.S. 289.91 I
289 ROOT WADS U
/ 288 ?-
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PROPERTY BOUNDARY
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50 0 50 100
293.00
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I
NOTE: ACTUAL PLACEMENT OF STRUCTURES WILL
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PROPOSED CHANNEL ALIGNMENT
EXISTING THALWEG
BOULDER CROSS-VANES
ROOT WADS
J-HOOK VANE
/ PROPERTY BOUNDARY
SHEET 6 - Hatchet's Grove Proposed Longitudinal Profile
295.00
294.00
293.00
292.00
291.00
290.00
289.00
m
m
288.00
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287.00
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w
285.00
284.00
283.00
282.00
281.00
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Station (feet)
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Cross-section A Pool Hatchets Grove Tributary
297
296
295
iG 294
0 293
> 292
W 291
290 ......
289
288
0 20 40 60
Width from River Left to Right (ft)
Hatchet's Grove Tributary
of instrument

80
100

x- ion area .4 mean
width 36.9 wet P
I T d max 2.2 h yd radi
bank ht 13.5 wtd ratio '
flood prone area
W 1.8 l ent ratio
29
1
rau ics
3.4 velocity ft/sec
272.3 dischar e rate, Q cfs
0.27 shear stress Ibs/ft s
0.37 shear velocity ft/sec
1,031 unit stream Rower ibstfttsec
0.15 i=roude number
9.0 friction factor ulu*
15.0 thresho d rain size mm
289.74 [21 anne material
290.77 easuredD84 mm
292.64 lative rou hness 12.8 fric. factor
293.01 annin 's n from channel material
i
i
i
i
i
i
Cross-section B Riffle Hatchets Grove Tributary
298
297
296
295
c
294
w 293
292 :..
291
290
0 5 10 15 20 25 30
Width from River Left to Right (ft)
Hatchet's Grove Tributary
Neuse River Basin
of
I Ito[) of ba
296.18
296.1
295.31
35 40 45 50
heck from channel Material
13 measured D84' mm
37.0 relative roughness 11.8 frio. factor
0.023 IManning's n from channel material
Cross-section E Riffle Hatchets Grove Tributary
298--
29711
296
295
0 294
0
> 293
_m
w 292
291
290
289
0
10 20 30 40
Width from River Left to Right (ft)
Hatchet's Grove Tributary
Neuse River Basin
of instrument M: M11111DII
ince FS
t ft elevation
/.
i
3.21 IC M.
296.54
.8 3.46 295.92
.7 4.08
.77 5.38 294.62
.72
78-
.96

50 60 70
rau ics
3.1 veloci ft/sec
119.4 discharge rate Q cfs
0.23 shear stress Ibs/ft s
0.35 shear velocity ft/sec
0.794 unit stream power (lbs/ft/seq)
0.14 Froude number
8.8 friction factor u/u*
13.2 threshold rain size mm
heck from channel material
13 measured M mm
48.0 relative roughness 12.4 inc. factor
0.023 Mannin 's n from channel material
Cross-section F Riffle Hatchet's Grove Tributary
297
41
296
295
294
0 293
.2
292
a?
w 291
290
289
288
0
10 20 30 40
Width from River Left to Right (ft)
section: -
Riffle
Hatchet's Grove Tributary
Neuse River Basin
notes
Iht of instrument
istance FS
elevation
bankfull top of ba
292.34 295.06
295.12
294.09
292.34
291.59
290.45
290.45
289.79
289.17
288.91
289.33
289.79
289.93
291.57
293.45
?95.14
295.1
50
60
Mannir
11nit
dimensions
54.5 x-section area 2.0 d mean
27.6 width 29.8 wet P
3.4 d max 1.8 h yd radi
6.2 bank ht 14.0 w/d ratio
100.0 W flood prone area 3.6 ent ratio
hydraulics
3.0 velocity ft/sec
163.7 discharge rate, Q cfs
0.23 shear stress Ibs/ft s
0.34 shear velocity ft/sec
0.739 unit stream power (lbs/ft/sec)
0.14 Froude number
8.8 friction factor u/u*
12.9 threshold rain size mm
check from channel material
13 measured D84 mm
45.6 relative roughness 12.3 fric. factor
0.024 Mannin 's n from channel material
Cross-section I Riffle Hatchet's Grove Tributary
297
296
295
294
0 293
Y
292
N
W 291
290
289
288
A
0
notes
om
20 40 60 80
Width from River Left to Right (ft)
section: Cross-section I
Riffle
Hatchet's Grove Tributary
Neuse River Basin
of instrument
elevation
295.99
293.52
292.75
291.09
290.15
289.32
292.1
292.57
294.09
296.13
296.6
296.31
295.91
bankfull top of ba
292.75 295.9
100 120
140
11nll
dimensions
47.4 x-section area 2.1 d mean
22.7 width 25.1 wet P
3.9 d max 1.9 h yd radi
7.1 bank ht 10.8 w/d ratio
200.0 W flood prone area 8.8 ent ratio
hydraulics
3.1 velocity ft/sec
145.6 discharge rate, Q cfs
0.24 shear stress Ibs/ft s
0.35 shear velocity ft/sec
0.802 unit stream power (lbs/ft/sec)
0.14 Froude number
8.8 friction factor u/u*
13.3 threshold rain size mm
check from channel material
13 measured D84 mm
48.5 relative roughness 12.4 fric. factor
0.023 Mannin 's n from channel material
Cross-section J Riffle Hatchet's Grove Tributary
299
298
297
296
295
C 294
S 293m
iv 292
w 291
290
289
288
287
0 20 40 60 80 100 120 140 160 180 200
Width from River Left to Right (ft)
section:
Riffle
Hatchet's Grove Tributary
of instrument
notes pt. ft) (ft ) elevation bankfull top of bank (ft) slope ( 6) "n"
+ 6.04 293.96 7.95 3.28 2M O + 0.03
18.11 5.34 294.66 292.05 296.72
.. 294.53
291.31
290.78
290.74
290.25
289.34
287.94
287.68
288.22
290.52
291.64
292.05
291.13
290.58
288.53
288.58
288.25
288.04
288.12
289.55
290.37
dimensions
52.3 x-section area 2.2 d mean
23.4 width 26.7 wet P
4.4 d max 2.0 h yd radi
9.0 bank ht 10.4 w/d ratio
250.0 W flood prone area 10.7 ent ratio
hydraulics
3.2 velocity ft/sec
165.3 discharge rate, Q cfs
0.25 shear stress Ibs/ft s
0.36 shear velocity ft/sec
0.882 unit stream power (lbs/ft/sec)
0.14 Froude number
8.9 friction factor u/u*
13.7 threshold rain size mm
check from channel material
13 measured D84 mm
51.9 relative roughness 12.6 fric. factor
0.023 Mannin 's n from channel material
294.44
295.33
296.09
296.72
297.74
297.81
Cross-section K Riffle Hatchet's Grove Tributary
297
296
295
294
293-
c
0 292
m
d 291
w
290
289
288
287
0 20 40 60 80 100 120 140 160 180 200
Width from River Left to Right (ft)
section: '
Riffle
Hatchet's Grove Tributary
of instrument
notes
bankfull top of bai
291.55 295.18
'In..
294.17
293.58
290.27
291.49
292.84
295.09
295.52
295.85
295.18
288.19
288.32
288.52
289.52
289.77
290.06
290.19
289.98
290.21
290.65
290.86
291.24
dimensions
47.3 x-section area 1.8 d mean
26.6 width 28.5 wet P
3.4 d max 1.7 h yd radi
7.0 bank ht 14.9 w/d ratio
50.0 W flood prone area 1.9 ent ratio
hydraulics
2.8 velocity ft/sec
133.7 discharge rate, Q cfs
0.21 shear stress Ibs/ft s
0.33 shear velocity ft/sec
0.628 unit stream power (lbs/ft/sec)
0.14 Froude number
8.6 friction factor u/u*
11.9 threshold rain size mm
check from cWa-nnel material
13 measured D84 mm
41.3 relative roughness 12.0 fric. factor
0.024 Mannin 's n from channel material
295.3
295.01
Cross-section L Riffle Hatchet's Grove Tributary
300
299
298
297
296
9 295
o 294
293
w 292
291
290
289
288
287
0
Hatchet's Grove Tributary
of instrument
notes pt. (ft) (ft) elevation bankfull top of bank (ft) slope o) "n"
000 5.86 29415 8.26 3.98 00.0 0.2 0.0
27.01 295.24 291.74 296.02
PATV 57.10 • 294.84
290.56
290.1
290.8
290.19
290.09
290.17
290.99
292.11
293.45
294.06
290.32
289.33
288.25
287.77
288
288.35
288.61
289.7
289.47
289.46
dimensions
50.5 x-section area 1.8 d mean
28.8 width 31.6 wet P
4.0 d max 1.6 h yd radi
8.3 bank ht 16.4 w/d ratio
200.0 W flood prone area 6.9 ent ratio
hydraulics
2.8 velocity ft/sec
139.1 discharge rate, Q cfs
0.20 shear stress Ibs/ft s
0.32 shear velocity ft/sec
0.602 unit stream power (lbs/fVsec)
0.13 Froude number
8.6 friction factor u/u*
11.6 threshold rain size mm
check m channel material
13 measured D84 mm
40.6 relative roughness 12.0 fric. factor
0.024 Mannin 's n from channel material
291.16
291.11
291.06
291.74
293.85
295.5
296.02
20 40 60 80 100 120 140 160 180 200 220 240 260
Width from River Left to Right (ft)
Cross-section M Riffle Hatchets Grove Tributary
297
296
295
294
293
c 292
291
w 290
289
288
287
286
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
Width from River Left to Right (ft)
Grove Tributary
rer Basin
of
I elevation I I bankfull ItOD of
dimensions
46.9 x-section area 2.2 d mean
21.1 width 23.0 wet P
3.7 d max 2.0 h yd radi
6.1 bank ht : 9.5 w/d ratio
250.0 =2=22= rea 11.9 ent ratio
rau ics
3.2 velocity, ft/sec
151.9 discharge rate Q cfs
0.25 shear stress ((Ibs/ftsq)
0.36 shear velocity ft/sec
unit stream power (lbs/fVsec)
Froude number
L
8.9 friction factor u/u`
.2 res o rain s 4e mm
rom annel material
13 measured D84 mm
51.6 relative roughness 12.6 fric. factor
0.023 Mannin 's n from channel material
.38
Cross-section N Riffle Hatchet's Grove Tributary
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360
Width from River Left to Right (ft)
ZU /
296
295
294
293
0 292
291
m
w 290
289
288
287
286
Hatchet's Grove Tributary
of instrument
notes I Pt. I (ft) I (ft) I elevation I bankfull Itop of banks (ft) I slope (%) I "n"
289.98
289.02
288.13
291.02
294.05
295.05
296.15
294.57
291.97
290.8
289.27
288.62
U-8-
"287.25
287.08
287.51
287.98
288.3
288.52
MBKF ¦ 336.72 8.81
0 340.65 8.24
TQB 0 344.14 6.54-
NG 0 354.55 6.16
dimensions
42.7 x-section area 2.1 d mean
20.0 width 22.4 wet P
3.7 d max 1.9 h d radi
6.4 bank ht 9.4 w/d ratio
250.0 W flood prone area 12.5 ent ratio
hydraulics
3.1 velocity ft/sec
131.9 discharge rate, Q cfs _
-
0.24 shear stress Ibs/ft s
0.35 shear velocity ft/sec
0.822 unit stream power (lbs/fttsec)
0.14 Fronde number
8.8 friction factor u/u*
13.4 threshold rain size mm
the rom channel material
13 measured D84 mm
49.4
I relative roughness 12.5 fric. factor
0.023 Manning's n from channel material
Cross-section O Riffle Hatchet's Grove Tributary
296
295
294
293
292
0 291
290
w 289
288
287
286
285
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440
Width from River Left to Right (ft)
Hatchet's Grove Tributary
Neuse River Basin
height of instrument (ft):IIL 111
omit distance FS
notes pt. (ft) (ft) elevation
293.85
293.66
291.95
290.52
288.1
288.62
288.59
288.13
288.8
289.91
292.47
293.65
292.91
289.53
288.2
286.49
286.36
288.18
294.23
295.1
293.31
293.91
294
294.99
bankfull top of bank (ft) slope (%) "n"
10.18 6.78 .0r i 0.033
289.82 293.22
dimensions
47.9 x-section area 2.7 d mean
17.8 width 20.4 wet P
3.6 d max 2.3 h yd radi
7.1 bank ht 6.6 w/d ratio
60.0 W flood prone area 3.4 ent ratio
hydraulics
3.6 velocity ft/sec
170.2 discharge rate, Q cfs
0.29 shear stress Ibs/ft s
0.39 shear velocity ft/sec
1.194 unit stream power (lbs/ft/sec)
0.15 Froude number
9.1 friction factor u/u*
15.9 threshold rain size mm
c ec om c anne material
13 measured D84 mm
62.4 relative roughness 13.1 fric. factor
0.023 Mannin 's n from channel material
Cross-section P Riffle Hatchet's Grove Tributary
294
293
Ilk
292
291
290
289 -
288
w
287
286
285
284
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300
Width from River Left to Right (ft)
Hatchet's Grove Tributary
Neuse River Basin
ht of instrument
notes
elevation
292.8
292.99
293.05
289.0
290.15
289.87
288.83
289.6
289.72
J
285.96
285.2
285.38
285.6
286
287.04
287.36
288.25
288.59
289.61
291.33
292.55
292.79
291.87
291.1
bankfull top of bai
EMU
288.59 291.33
„n„
dimensions
46.3 x-section area 2.1 d mean
22.5 width 24.3 wet P
3.4 d max 1.9 h yd radi
6.1 bank ht 11.0 w/d ratio
200.0 W flood prone area 8.9 ent ratio
by raulics
3.1 velocity ft/sec
143.4 discharge rate, Q cfs
0.24 shear stress Ibs/ft s
0.35 shear velocity ft/sec
0.794 unit stream power (lbs/fVsec)
0.14 Froude number
8.8 friction factor u/u*
13.4 threshold rain size mm
check from channel material
13 measured D84 mm
47.7 relative roughness 12.4 fric. factor
0.024 Mannin 's n from channel material
Cross-Section Q Riffle Hatchet's Grove Tributary
295
294
293
292-
9291- eons
c
290
m
289
w
288
287
286
285
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320
Width from River Left to Right (ft)
Riffle
Hatchet's Grove Tributary
Neuse River Basin
description: - • •
hei4ht of instrument (ft):
oma aistance r?
notes pt. (ft) (ft) elevation
293.96
290.9
291.52
289.44
288.92
290.14
286.67
286.02
285.97
286
285.54
286.49
287.52
289.63
291.37
291.03
290.36
290.75
289.55
bankfull top of
288.59 291
Ifni#
dimensions
34.1 x-section area 1.6 d mean
21.0 width 22.8 wet P
3.0 d max 1.5 h yd radi
5.8 bank ht 13.0 w/d ratio
250.0 W flood rone area 11.9 ent ratio
hydraulics
2.6 velocity ft/sec
89.7 discharge rate, Q cfs
0.19 shear stress Ibs/ft s
0.31 shear velocity ft/sec
0.532 unit stream power (lbs/ft/sec)
0.13 Froude number
8.5 friction factor u/u*
10.9 threshold rain size mm
----
check from channel material
13 measured D84 mm
37.5 relative roughness 11.8 fric. factor
0.024 Mannin 's n from channel material
Cross-Section R Riffle Hatchet's Grove Tributary
294
293
292
--
291
29041
289
288
CO
287
w 286
285
284
283
282
0
J
¦
J
¦
J
¦
J
¦
J
section:
20
Hatchet's Grove Tributary
Neuse River Basin
notes
of instrument
40 60 80
Width from River Left to Right (ft)
elevation
290.23
290.8
292.32
291.96
290.17
287.39
286.28
285.91
285.11
282.58
282.99
283.18
283.58
283.77
284.32
285.44
290.31
293.05
bankfull Itop of ban
w
100 120
11nel
dimensions
42.4 x-section area 2.1 d mean
20.4 width 22.5 wet P
3.3 d max 1.9 h yd radi
6.6 bank ht 9.9 w/d ratio
40.0
ILI W flood prone area 2.0 ent ratio
hydraulics
3.1 velocity ft/sec
130.1 discharge rate, Q cfs
0.23 shear stress Ibs/ft s
0.35 shear velocity ft/sec
0.794 unit stream power (lbs/ft/sec)
0.14 Froude number
8.8 friction factor u/u*
13.2 threshold rain size mm
check from channel material
13 measured D84 mm
48.1 relative roughness 12.4 fric. factor
0.023 Mannin 's n from channel material
Cross-Section S Riffle Hatchet's Grove Tributary
292
291
290
289
?R 288
0 287
286
MU 285
284
283
282
281
0.00 20.00 40.00 60.00 80.00 100.00 120.00
Width from River Left to Right (ft)
140.00
section: •
Riffle
Hatchet's Grove Tributary
Neuse River Basin
description: - • •
height of instrument (ft): of of
notes
elevation
bankfull top of
286.56 288
fpa
„n,.
288.84
286.56
285.35
282.62
281.83
281.74
282.11
287.09
287.92
288.52
289.15
290.26
291.88
291.37
dimensions
55.9 x-section area 3.0 d mean
18.6 width 22.9 wet P
4.8 d max 2.4 h yd radi
7.1 bank ht 6.2 w/d ratio
200.0 W flood prone area 10.7 l ent ratio
hydraulics
3.6 velocity ft/sec
203.5 discharge rate, Q cfs
0.30 shear stress Ibs/ft s
0.40 shear velocity ft/sec
1.364 unit stream power (lbs/fUsec)
0.14 Froude number
9.2 friction factor u/u*
17.6
IL_ threshold rain size mm
check from channel material

13 measured D84 mm
69.5 relative roughness 13.3 fric. factor
0.023 Mannin 's n from channel material

c
c
•?
a
reP
sz? ti 'IT

a g

Cross-section I at station 5+52
Soil & Environmental Consultants, PA
Cross-section E (near cross-section F) at station 1+78
n;
z 4,
= a
r y ?' ?' w
Soil & Environmental Consultants, PA

T _ :?41
?.. _ ...E ip'

? to

c m
Cross-section K at station 10+68
Cross-section L at station 11+02
Soil & Environmental Consultants, PA
Cross-section M at station 13+26
Cross-section N at station 13+58

+ e

Cross-section O at station 17+97

T
J.

4g
vY V
x 1 ? +
t y
Cross-sectimi P at station 24+65
Soil & Environmental Consultants, PA
9

,.5
Cross-section Q at station 24+97
Soil & Environmental Consultants, PA

Cross-section R at station 32+61
i
I

ra
R
k a.'
i.'
?hy

Soil & Environmental Consultants, PA
Cross-section S at station 34+70
Unnamed tributary to Hatchet's Grove
i
i
i
i
i
i
i

Bare, vertical bank with high erosion potential at high flow
Soil & Environmental Consultants, PA

Ongoing bank erosion above bridge #3 after high flow (note collapsed vegetation)

Bank Erosion Potential
Date: 8/13/2002
Stream: Hatchet's Grove Tributary
Feature: Riffle, Cross-Section "K"
Staton: Cross-Section "L" - 11+02
Crew: Jim Cooper, Patrick Smith
Notes: 100' below Bridge #2-BEHI #1
Very Low Low Moderate Hig h Very High Extreme Value Index
Parameter Value index value index Value Index Value Index Value Index Value Index
Bank Height Ratio 1.0-1.1 1.0-1.9 1.11-1.19 2.0-3.9 1.2-1.5 4.0-5.9 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10 2.1 8
Root Depth/Bank Height 1.0-0.9 1.0-1.9 0.89-0.5 2.0-3.9 0.49-0.3 4.0-5.9 0.29-0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10 0.12 8.3
Root Density (percent) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 29-15 6.0-7.9 14-5.0 8.0-9.0 <5 10 5 9
Bank Angle (degrees) 0-20 1.0-1.9
- 21-60
-- 2.0-3.9 61-80 4.0-5.9 81-90 6.0-7.9 91-119 8.0-9.0 >119 10 80 5.9

?•. q 54-30 4.0-5.9 29-15 6.0-7.9 14-10 8.0-9.0 <10 10 10 9
very Low I Low I moaerate I rnign I very rrngn I r-xirerne
Erosion Potential 5-9.5 10-19.5 20-29.5 30-39.5 40-45 >45
Sub Total 40.2
Adjustments: Adjustments 0
Total 40.2
Bank Materials
Bank Erosion Potential:
Bedrock- Banks composed of bedrock have a very low bank erosion potential
Boulders- Banks composed of boulder have a very low bank erosion potential
Cobble- Subtract 10 points from total. If sand/gravel matrix is greater than 50% of bank material, then do not adjust.
Gravel- Add 5-10 points depending on percentage of bank material is composed of sand
Sand- Add 10 points
Silt Clay- no adjustment
Stratification- Add 5-10 points depending on position of unstable layers in relation to the bankfull stage

? Est r ? ,?,
Location of BEHI # 1 near cross-section L

Soil & Environmental Consultants, PA

Bank Erosion Potential
Date: 8/13/2002
Stream: Hatchet's Grove Tributary
Feature: Riffle/Run
Staton: 21+43, estimated
Crew: Jim Cooper, Patrick Smith
Notes: 150 feet below Bridge #4-BEHI #2
Very Low Low Moderate Hig h Very High Extreme Value Index
Parameter Value Index Value Index Value Index Value Index Value Index Value index
Bank Height Ratio 1.0-1.1 1.0-1.9 1.11-1.19 2.0-3.9 1.2-1.5 4.0-5.9 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10 1.4 5.5
Root Depth/Bank Height 1.0-0.9 1.0-1.9 0.89-0.5 2.0-3.9 0.49-0.3 4.0-5.9 0.29-0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10 0.15 7.9
Root Density (percent) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 29-15 6.0-7.9 14-5.0 8.0-9.0 <5 10 <5 10
Bank Angle (degrees) 0-20 1.0-1.9 21-60 2.0-3.9 61-80 4.0-5.9 81-90 6.0-7.9 91-119 8.0-9.0 >119 10 100 8.5
i 9 79-55 2.0-3.9 54-30 4.0-5.9 29-15 6.0-7.9 14-10 8.0-9.0 <10 10 <10 10
very Low I Low moderate I sign I very sign I Extreme
Erosion Potential 5-9.5 10-19.5 20-29.5 30-39.5 40-45 >45
Sub Total 41.9
Adjustments 0
Adjustments: Total 41.9
Bank Erosion Potential: -RY HIGH
Bank Materials
Bedrock- Banks composed of bedrock have a very low bank erosion potential
Boulders- Banks composed of boulder have a very low bank erosion potential
Cobble- Subtract 10 points from total. If sand/gravel matrix is greater than 50% of bank material, then do not adjust.
Gravel- Add 5-10 points depending on percentage of bank material is composed of sand
Sand- Add 10 points
Silt Clay- no adjustment
Stratification- Add 5-10 points depending on position of unstable layers in relation to the bankfull stage

Location of BEHI #2 near cross-section O

nw a,.
g
.' r ? ,y',. 0 v'? d f
ya; mCn :? ?T{
0 4,
f
r 1

ANN

Soil & Environmental Consultants, PA

Bank Erosion Potential
Date: 8/13/2002
Stream: Hatchet's Grove Tributary
Feature: Riffle
Staton: Cross-Section "Q", 24+97
Crew: Jim Cooper, Patrick Smith
Notes: 200 feet below Bridge #5-BEHI #3
Very Low Low Moderate Hig h Very Hi h Extreme Value Inde
Parameter
Value
Index
Value
Index
Value
Index
Value
Index
Value
Index
Value
Index
Bank Height Ratio 1.0-1.1 1.0-1.9 1.11-1.19 2.0-3.9 1.2-1.5 4.0-5.9 1.6-2.0 6.0-7.9 2.1-2.8 8.0-9.0 >2.8 10 2.2 8.1
Root Depth/Bank Height 1.0-0.9 1.0-1.9 0.89-0.5 2.0-3.9 0.49-0.3 4.0-5.9 0.29-0.15 6.0-7.9 0.14-0.05 8.0-9.0 <0.05 10 <.05 10
Root Density (percent) 100-80 1.0-1.9 79-55 2.0-3.9 54-30 4.0-5.9 29-15 6.0-7.9 14-5.0 8.0-9.0 <5 10 10 8.5
Bank Angle (degrees) 0-20 1.0-1.9 21-60 2.0-3.9 61-80 4.0-5.9 81-90 6.0-7.9 91-119 8.0-9.0 >119 10 81 6
79-55 2.0-3.9 54-30 4.0-5.9 29-15 6.0-7.9 14-10 8.0-9.0 <10 10 10 8
very Low I Low moaerate I sign I very sign I txtreme
Erosion Potential 5-9.5 10-19.5 20-29.5 30-39.5 40-45 >45
Sub Total 40.6
Adjustments 0
Adjustments: Total 40.6
Bank Erosion Potential: +-RY HIGH
Bank Materials
Bedrock- Banks composed of bedrock have a very low bank erosion potential
Boulders- Banks composed of boulder have a very low bank erosion potential
Cobble- Subtract 10 points from total. If sand/gravel matrix is greater than 50% of bank material, then do not adjust.
Gravel- Add 5-10 points depending on percentage of bank material is composed of sand
Sand- Add 10 points
Silt Clay- no adjustment
Stratification- Add 5-10 points depending on position of unstable layers in relation to the bankfull stage

Soil & Environmental Consultants, PA
Location of BEHI #3 near cross-section Q