20060594 Ver 1_COMPLETE FILE_20060410

O"\ O? W Al ?9QG
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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
May 2, 2006
Mr. Carl R. Dawson
City of Raleigh
Department of Public Woxks
P.O. Box 590
Raleigh, NC 27602-0590
Subject Property: 709 Hunting Ridge Road
Ut to Mine Creek [030402,27-33-14, C, NSW]303d
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 06-0594
Wake County
J?
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (15A NCAC 2B .0233) with Additional Conditions
Dear Mr. Dawson:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 50 linear feet of perennial stream and 1,500 square feet (ft) of Zone 1 Neuse
River protected riparian buffer for the purpose of performing stream repair/restoration on an unnamed
tributary to Mine Creek at the subject property, as described within your application dated March 29,
2006, which was received by the N.C. Division of Water Quality (DWQ) on April 10, 2006. After
reviewing your application, we have decided that the impacts are covered by General Water Quality
Certification Number(s) 3495 (GC3495). The Certification(s) allows you to use Nationwide Permit(s)
NW 13 when issued by the US Army Corps of Engineers (USACE). This letter shall also act as your
approved Authorization Certificate for impacts to the protected riparian buffers per 15A NCAC 2B .0233.
In addition, you should obtain or otherwise comply with any other required federal, state or local permits
before you go ahead with your project including (but not limited to) Erosion and Sediment Control, and
Non-discharge regulations. Also, this approval to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application shall expire upon expiration of the 404 or CAMA
Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 2H.0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
No`" Carolina
401 Oversight/Express Review Permits Unit Ut!lCR??j?
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Intemet: http://h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
y
City of Raleigh -Department of Public Works
Page 2 of 3
May 2, 2006
Amount Approved
nits Plan Location or Reference
Stream - perennial 50 linear feet PCN page 9 of 13
Buffer -Zone 1 1,500 (square ft. PCN page 12 Of 13
2. Erosion & Sediment Control Practices
Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
3. No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, or rules occur.
4. Diffuse Flow
All constructed stormwater conveyance outlets shall be directed and maintained as diffuse flow at
non-erosive velocities through the protected stream buffers such that it will not re-concentrate
before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If this is not
possible, it may be necessary to provide stormwater facilities that are considered to remove
nitrogen. This may require additional approval from this Office.
5. Protective Fencing
The outside buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange warning
fencing (or similar high visibility material) for the areas that have been approved to infringe
within the buffer, wetland or water prior to any land disturbing activities to ensure "compliance
with 15A NCAC 2B 33 and GC 3402.
6. No Sediment & Erosion Control Measures w/n Wetlands or Waters
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters
is unavoidable, they shall be removed and the natural grade restored within six months of the date
that the Division of Land Resources has released the project.
City of Raleigh - Department of Public Works
Page 3 of 3
May 2, 2006
7. Certificate of Completion
Upon completion of all work approved within the 401.Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401 Oversight/Express Review Permitting Unit, North Carolina
Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification shall expire upon
expiration of the 404 or CAMA Permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Cyndi Karoly or Ian McMillan in the Central Office in
Raleigh at 919-733-1786 or Eric Kulz in the DWQ Raleigh Regional Office at 919-791-4200.
AWK/Um
Enclosures: GC 3495
Certificate of Completion
cc: USACE Raleigh Regulatory Field Office
Eric Kulz, DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Sincerely,
C6w
Alan W. Klimek, P.E.
Filename: 060594CORaleigh709HintingRidgeRoad(Wake)401_NBR
!
0/
l
April 6, 2006
Ms. Laurie Dennison
North Carolina Department of Environment
and Natural Resources
Division of Water Quality
401/Wetlands Certification Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: Preconstruction Notification Application Form for
Streambank Stabilization at:
709 and 713 Hunting Ridge Road
Raleigh, NC 27615
Dear Ms. Dennison:
20060594
APR
s/ZO?Jr,v• ?r?r~,a
Please find enclosed seven copies of a completed "Preconstruction Notification Application
Form" for the referenced project. I am submitting one copy of this application concurrently to
Mr. Monte Mathews with the United States Army Corps of Engineers.
This stream stabilization project impacts less than 150 linear feet and meets the criteria
established under the US Army Corps Nation wide (NWP 13) Permit. This stream is subject to
the Neuse River Riparian Area Protection Rules and the proposed stabilization activities are not
exempt under Neuse Riparian Buffer Protection Rules - Rule .0233 (15A NCAC 2B.0233).
Therefore written concurrence from DWQ is sought per conditions established in Condition 6
under DWQ's General Permit - GC3495. Enclosed is Check No. 00590939 in the amount of
$200.00 serving as the applicable review fee for this project.
Thank you for your assistance in processing this application. If I may answer any questions
concerning the application, please contact me at [phone].
Sincerely,
James K. Leumas, P. E.
Senior Project Engineer
JKL/
Enclosures
cc: Ms. Sheila Thomas-Ambat, E. I.
Mr. Monte K. Matthews
OFFICES • 222 WEST HARGETT STREET • POST OFFICE BOX 590 • RALEIGH, NORTH CAROLINA 27602
RECYCLED PAPER

April 6, 2006
Mr. Monte K. Matthews
Raleigh Regulatory Field Office
U. S. Army Corps of Engineers
6508 Falls of the Neuse Road
Suite 120
Raleigh, NC 27615
Re: Preconstruction Notification Application Form for
Streambank Stabilization at:
709 and 713 Hunting Ridge Road
Raleigh, NC 27615
Dear Mr. Matthews:
Please find enclosed one copy of a completed "Preconstruction Notification Application Form"
for the referenced project. This stream stabilization project impacts less than 500 linear feet and
meets the criteria established under the US Army Corps Nation Wide (NWP 13) Permit.
I am submitting seven copies of this application concurrently to Ms. Laurie Dennison with the
North Carolina Department of Environment and Natural Resources, Division of Water Quality,
401/Wetlands Certification Unit.
Thank you for your assistance in processing this application. If I may answer any questions
concerning the application, please contact me at [phone].
Sincerely,
-?, It, -
James K. Leumas, P. E.
Senior Project Engineer
JKL/
Enclosure
cc: Ms. Sheila Thomas-Ambat, E.I.
Ms. Laurie Dennison
OFFICES • 222 WEST HARGETT STREET • POST OFFICE BOX 590 • RALEIGH. NORTH CAROLINA 27602
RECYCLED PAPER
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SUPPLEMENTAL REPORT FOR REPAIR OF SEVERE SCOUR
EROSION AT OUTLET OF 48-INCH DIAMETER REINFORCED
CONCRETE PIPE - 709 HUNTING RIDGE ROAD
Introduction
This narrative supplements the Pre-Construction Notification Application for the
referenced project. The City of Raleigh is submitting this request for repair of severe
scour erosion at the outlet of a 48-inch diameter reinforced concrete pipe (RCP) on behalf
of Mr. Geoffrey Reiff, the owner of the property at 709 Hunting Ridge Road; and Mr.
and Mrs. David C. Challener, the owners of the property at 713 Hunting Ridge Road.
The City of Raleigh Stormwater Drainage Policy [Resolution (1998)-833] is a cost-share
program that provides financial and technical assistance for alleviating severe erosion,
structural flooding and /or public nuisance on fully developed private property. This
policy is available to citizens within the City of Raleigh's corporate limits.
Project Scope
An unnamed tributary to Mine Creek runs near the rear property line of the referenced
property. Perpendicular to the stream channel is a 48-inch diameter reinforced concrete
pipe (RCP) that discharges into a small outlet channel that then flows into the stream
channel. A small peninsula comprised of alluvial, non-cohesive soil materials separates
the stream channel from the outlet area of the 48-inch diameter RCP. Because of high
discharge velocities and inappropriate means of energy dissipation, the area at the outlet
of the 48-inch diameter RCP is severely eroded and has caused a large scour area. A site
inspection was performed by staff of the City of Raleigh Public Works Department,
Stormwater Management Division. The enclosed digital photographs (Pictures 1 through
4) show the conditions observed on October 27, 2003. The severe erosion conditions
have become progressively worse and if left unchecked will cause a breach in the
peninsula separating the area at the outlet of the 48-inch diameter RCP and the stream
channel.
OFFICES • 222 WEST HARGETT STREET • POST OFFICE BOX 590 • RALEIGH. NORTH CAROLINA 27602
RECYCLED PAPER
709 Hunting Ridge Road
Supplemental Report for PCN
Page Two
The area described below is the primary focus for stabilization of the severely eroded
scour area:
DESCRIPTION PROBLEM
Approximately 50 Severe erosion has occurred at the outlet of the 48-inch diameter
linear feet of area storm drainage RCP and in the outer bend of the main stream
along the channel channel along the peninsula separating the scour area and the main
stream channel.
Proposed Improvements
The City of Raleigh proposes to stabilize the scour area by using gabion walls extending
from the wingwalls of the outlet headwall for the 48-inch diameter RCP. At the right
(facing downstream) wingwall of the existing headwall structure an L-shaped gabion
basket wall will be constructed. Similarly, at the left wingwall of the existing headwall
structure a straight gabion basket wall will be constructed. Class 2 riprap will be placed
in the scour area to restrain further erosion and to dissipate energy at the outlet of the 48-
inch diameter RCP.
Also, the peninsula that separates the scour area at the outlet of the 48-inch diameter RCP
from the main stream channel will be repaired. The peninsula has severely eroded from
the high velocity discharge flows from the 48-inch diameter RCP on the left side of the
peninsula. On the right (facing downstream) side of the peninsula is the main stream
channel. The right side of the peninsula is the left (facing downstream) bank of the main
stream channel and this is in an outer bend of the stream channel. Flows along the main
stream channel have severely eroded the stream side of the peninsula. The erosion of the
peninsula from both the 48-inch diameter RCP and the main channel has resulted in a
significant reduction in the cross section of the peninsula which currently has a top width
of less than five feet. The proposed improvements will include reconstruction of the
peninsula with soil materials less resistant to erosion than the in situ alluvial non-
cohesive soils. Following shaping of the reconstructed peninsula and grading the side
slopes to 2H:I V, the lower portion of the peninsula on the stream side will have filter
fabric and Class 2 riprap placed on it up to the floodplain bench elevation as shown in
Figure 1. The upper portion of the peninsula will be vegetated with grass and live stakes
and/or rooted plants spaced at approximately five to seven feet on center.
709 Hunting Ridge Road
Supplemental Report for PCN
Page Three
The vertical depth of the channel for the scour area at the outlet of the 48-inch diameter
RCP varies but is generally between four and six feet. The peninsula is approximately
five feet in vertical height. The USGS 7.5-Minute Quadrangle map shows a blue line
(intermittent) stream at the location of the site along the main stream channel. Site visits
by staff of the Stormwater Services Division observed water in the main channel during
each site visit and for this reason the main stream channel has been listed as perennial on
the PCN form. It should be noted that the drainage area of the 48-inch diameter RCP is
44 acres, and the drainage area for the main stream channel at this property, including the
drainage area of the 48-inch diameter RCP is approximately 120 acres.
Attached are plans showing the location of the improvements and gabion profiles. The
City of Raleigh has specifications for gabion installation, riprap placement, grading, and
establishment of vegetation. The specifications for the gabion baskets, live stakes and
rooted plant plugs are included with this PCN supplement. Only those trees that are
necessary to be removed for construction of the gabion basket walls will be removed.
PICTURES
709 Hunting Ridge Road 10-27-03 #1 - This is the outlet channel for the 48-inch
diameter reinforced concrete pipe (RCP). Water discharges out of the RCP and turns 90
degrees to the left and flows through this outlet channel toward the footbridge. On the
right side of the channel is the downstream end of a peninsula that separates the main
stream channel from the outlet channel for the 48-inch diameter RCP The outlet channel
for the RCP has severely eroded. The bank on the left side of the outlet channel for the
RCP is approximately 4 to 5 feet in height. Picture taken facing downstream.

709 Hunting Ridge Road 10-27-03 #2 - This is the outlet headwall for the 48-inch
diameter reinforced concrete pipe (RCP). Water discharges out of the RCP and is aimed
at the peninsula that separates the scour area from the main stream channel. (The main
stream channel is on the other side of the peninsula. The top right bank of the main
stream channel can be seen on the other side of the peninsula which has significantly
eroded in cross section.) After exiting the RCP, the flow from the pipe turns 90 degrees
to the left and flows through the outlet channel toward the footbridge as shown in the
previous picture. The bank height of the peninsula is approximately 4 feet and is
approximately 5 feet to the right where a log rests. Picture taken facing downstream.

; 4L
709 Hunting Ridge Road 10-27-03 #3 - The left wingwall of the outlet headwall and the
outlet apron of the headwall (which is covered in leaves) is visible in this picture. This
picture shows the outlet channel for the 48-inch diameter reinforced concrete pipe (RCP)
which is 90 degrees to the left of the direction of flow out of the RCP. Discharges from
the 48-inch diameter RCP have severely eroded the peninsula that separates the scour
area from the main stream channel. Only the downstream end of the peninsula has not
severely eroded. The bank on the left side of the outlet channel for the RCP is
approximately 4 to 5 feet in height. Picture taken facing downstream.
709 Hunting Ridge Road 10-27-03 #4 - The outlet headwall and scour area can be seen
in this picture. Note the severe erosion on the right side of the outlet headwall. This
bank is approximately 5 feet in height. Picture taken facing upstream.
709 Hunting Ridge Road
Repair of Severe Scour Erosion
South Side of Channel
(Facing Upstream)
Vegetation
Peninsula
"-"""""""""" Riprap with ______ ---
Filter Fabric
Underliner

2
5 ft.
Existing Ground Line
Figure 1 - Stream Bank Repair Section
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a THIS DOMMENT ORIGINALLY
ISSUED AND SEALED BY
JAMES K. LEUMAS
PE N 015037
ON 03.21.2006
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REMOVE & DISPOSE
j EXIST.STUMPS
REMOVE DEAD TREE
^9
,,,,JIONS
NOTES: ? R .
(SEE PROFIIES?
CONTRACTOR MAY NEED TO CONSTRUCT TEMPORARY EARTHEN OR GRAVEL RAMP
DFOR EQUIPMENT ACCESS TO BE REWVED FOLLOMING COMPLETION OF IMPROVEMENT `"? r ; --- -
SAW CUT APRON
PLACE AND TAMP SUITABLE SOIL MATERIAL TO AVER EXPOSED RODTS NEAR
2O TREE STUMP BETWEEN WING WAIL ENDS
a 20 10 0 20 40
3 PACK • 57 STOVE BENEATH CONCRETE APRON IN ANY VOID AREAS r J r c? '
I Q
ROOTED PLANT PLUGS OR LIVE STAKES TO BE ' GRAPHIC SCALE 1"-20'
4 y j?
PUINTED ON SLOPES AS DIRECTED BY ENGINEER
LEGEND:
Q/q op ?.
GABION PROFILES

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op A
-1:5' -3' _x 1-6 ]--(-?y l 31-x 3 x 9
1. x x 6 709 HUNTING RIDGE ROAD
RALEIGH, NC
3 1.5 0 3 6
GRAPHIC SCALE 1'=3' (I I' x 17' PLOT)

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SELECT SPECIFICATIONS FOR
LIVE STAKES, ROOTED PLANT PLUGS
AND GABIONS
STORMWATER DRAINAGE IMPROVEMENT PROJECTS
TECHNICAL SPECIFICATIONS
Article 20
Live Stakes
20.1 Description
This section specifies requirements for the installation of live stakes.
20.2 Submittals
PW 2004 - 14
The Contractor shall submit product information to the Engineer for live stakes to be used in each
location prior to beginning work. Submittals by the Contractor of product substitutions
substantially meeting the requirements as indicated herein may be considered by the Engineer.
20.3 Materials
Live Stakes - Live stakes shall be composed of freshly cut, dormant branches consisting of the
species indicated below:
Common Name
Alternate Leaf Dogwood
Black Cherry
Black Willow
Buttonbush
Green Ash
Ironwood
Red Chokeberry
River Birch
Serviceberry
Silky Dogwood
Sugarberry
Swamp Chestnut Oak
Tag Alder
Water Oak
White Basswood
Winterberry
Botanical Name
Comus altemifolia
Prunus serotina
Salix nigra
Cephalanthus occidentalis
Fraxinus pennsylvanica
Carpinus caroliniana
Aronia arbutifolia
Betula nigra
Amelanchier arborea
Comus amomum
Celtis laevigata
Quercus michauxii
Alnus serrulata
Quercus nigra
Tilia heterophylla
Ilex verticillata
The Contractor may propose the use of other species native to North Carolina in the Piedmont
region for review by and approval of the Engineer.
The term dormant is used here to describe live cuttings taken in the late falUearly winter
(November I to December 31) or the late winter/early spring (March l to April 15), after the trees
have lost their leaves or before they bud, while the ground is unfrozen. Live branch cuttings for
live stakes shall be 1 to 2 inches in diameter and 2 to 3 feet in length.
LIVE STAKES 76
STORMWATER DRAINAGE IMPROVEMENT PROJECTS PW 2004 - 14
TECHNICAL SPECIFICATIONS
A mixture of live stakes shall be used, shall consist of two (2) or more of the approved plant
species as set forth above. The mixture of types of live stakes shall be such that the percent of
live stakes shall be equally divided for the number of different types of live stakes used.
Live stakes shall be obtained by the Contractor from a certified nursery that specializes in
production of bioengineering plant materials, with prior approval of the source by the Engineer.
Live stakes shall be protected against drying out and overheating, and shall be transported to the
construction site within 8 hours of harvest and shall be installed immediately (especially if the
ambient temperature is 50T or above), except as otherwise noted herein. If the cuttings are not
installed on the day of harvesting, the nursery grown materials shall be handled and stored in such
a manner as to prevent drying out and shall be placed in controlled storage conditions (i.e.
freezing temperatures or refrigeration) and protected until installation is possible. If storage is
required, live branch cuttings shall be stored for a period no longer than three (3) days. Any
storage of live branch cuttings must be approved by the Engineer prior to storing.
20.4 Installation
A. The bark on the live stakes must remain intact. Each live stake should have at least two
buds and the buds on the stakes shall be oriented towards the top of the live stake.
B. The bottom end of each live stake shall be cut such that it is angled to 30 to 45 degrees
for easy insertion into the soil. The cut on the top end of the stake shall be at a 90 degree
angle to the stake to ensure a flat surface for hammering into the slope.
C. Buds of the live stakes shall be oriented upwards during staking. Live stakes shall be
tamped into the ground vertically (straight up and down as opposed to perpendicular to
the slope). Live stakes shall be tamped into the ground with a rubber mallet or a dead
blow hammer, which is a hammer with a head filled with shot or sand.
D. Live stakes shall be spaced at 5 feet on center or as directed by the Engineer. When more
than one row is used, the live stakes shall be staggered from one row to the next.
E. A minimum of 2/3 of the length of each live stake shall be installed into the ground and
soil firmly packed around it after installation. Rebar or similar material may be used to
make a pilot hole in firm soil prior to installing stakes.
F. Stakes that split during installation shall be promptly removed and replaced, and will not
be considered for payment.
20.5 Method of Measurement
Live stakes shall be measured on a per each basis for the number of live stakes installed and
accepted.
LIVE STAKES 77
STORMWATER DRAINAGE IMPROVEMENT PROJECTS PW 2004 - 14
TECHNICAL SPECIFICATIONS
20.6 Basis of Payment
Live stakes shall be paid for on a per each basis without differentiation of the species of live
stakes used. The unit cost shall be full compensation for all work, materials, labor, maintenance
and other incidentals necessary to complete the work, in accordance with the contract documents
or as directed by the Engineer. In addition, the Contractor shall maintain a one (1) year repair and
replacement warranty for the live stakes with a live stake survival of at least 80 percent achieved
after one year from acceptance of each project location for the live stakes. There will be no
additional compensation due the Contractor for repair or replacement of live stakes as a result of
plant mortality.
--000--
LIVE STAKES 78
STORMWATER DRAINAGE IMPROVEMENT PROJECTS
TECHNICAL SPECIFICATIONS
Article 21
Rooted Plant Plugs
21.1 Description
This section specifies requirements for the installation of rooted plant plugs.
21.2 Submittals
PW 2004 - 14
The Contractor shall submit product information to the Engineer for rooted plant plugs to be used
in each location prior to beginning work. Submittals by the Contractor of product substitutions
substantially meeting the requirements as indicated herein may be considered by the Engineer.
21.3 Materials
Rooted Plant Plugs - Rooted plant plugs shall be plants of the species indicated herein that are
grown in containers. Rooted plant plugs must be healthy, vigorous, well-rooted and established
in the container in which they are delivered. Each plant must have been grown in its container
long enough for the fibrous roots to have developed so that the root mass will retain its shape
and hold together when removed from the container. The container must be sufficiently rigid to
firmly hold the soil protesting the root mass during transporting, handling, and planting, and the
soil must not be allowed to become frozen. The containers for the rooted plant plugs shall be at
least 2 inches x 2 inches square with the depth of each container at least 4 inches. The exposed
portion of each rooted plant plug shall be at least 4 inches in height above the soil.
Rooted plant plugs to be used on any project shall be of the species indicated below:
Common Name Botanical Name
Buttonbush Cephalanthus occidentalis
Winterberry Ilex verticillata
Doghobble Leucothoe axillaris
Spicebush Lindera benzoin
Yellow Root Xanthorhiza simplicissima
Possumhaw Viburnum Viburnum nudum
Virginia Willow Itea virginica
Elderberry Sambucus nigra L. ssp. canadensis (L.) R. Bolli
Strawberry Bush Euonymus americanus
The Contractor may propose the use of other species native to North Carolina in the Piedmont
region for review by and approval of the Engineer.
A mixture of rooted plant plugs shall be used and shall consist of two (2) or more of the approved
plant species as set forth above. The mixture of types of rooted plant plugs shall be such that the
percent of rooted plant plugs shall be equally divided for the number of different types of rooted
plant plugs used.
ROOTED PLANT PLUGS 79
STORMWATER DRAINAGE IMPROVEMENT PROJECTS PW 2004 - 14
TECHNICAL SPECIFICATIONS
Rooted plant plugs shall be obtained by the Contractor from a certified nursery that specializes in
production of bioengineering plant materials, with prior approval of the source by the Engineer.
Rooted plant plugs shall be protected against damage and shall be transported to the construction
site, stored and handled in such a manner as to prevent drying out overheating or causing damage
to the plants. The rooted plant plugs shall be watered and given sufficient sunlight and air to
ensure their survival prior to installation.
21.4 Installation
A. A hole shall be excavated for each rooted plant plug to be used on the project with the
diameter and depth of the hole being at least 2 inches greater than the depth and square
size of the rooted plant plug containers. The Contractor shall take care during
transplanting of the rooted plant plugs to prevent damaging the rooted plant plugs.
Transplanting shall be performed using acceptable horticultural practices. The area
surrounding the rooted plant plugs shall be backfilled with acceptable soil materials that
will hold the rooted plant plugs firmly in place.
B. Rooted plant plugs that are damaged, diseased, dead or otherwise unhealthy shall not be
used, and if installed shall be promptly removed and replaced, and will not be considered
for payment.
21.5 Method of Measurement
Rooted plant plugs shall be measured on a per each basis for the number of rooted plant plugs
installed and accepted.
21.6 Basis of Payment
Rooted plant plugs shall be paid for on a per each basis for the species of rooted plant plugs used.
The unit cost shall be full compensation for all work, materials, labor, maintenance and other
incidentals necessary to complete the work, in accordance with the contract documents or as
directed by the Engineer. In addition, the Contractor shall maintain a one (1) year repair and
replacement warranty for the rooted plant plugs with a rooted plant plug survival of at least 80
percent achieved after one year from acceptance of each project location for the rooted plant
plugs. There will be no additional compensation due the Contractor for repair or replacement of
rooted plant plugs as a result of plant mortality.
--000--
ROOTED PLANT PLUGS 80
STORMWATER DRAINAGE IMPROVEMENT PROJECTS PW 2004 - 14
TECHNICAL SPECIFICATIONS
Article 22
Gabions
22.1 Description
This work shall consist of fumishing, assembling, and filling woven wire mesh gabions with rock to the
dimensions, lines and grades shown on the plans, or as determined by the Engineer. These specifications
are in accordance with ASTM A975-97. All ASTM reference specifications in this article are
incorporated herein by reference. These include, but are not limited to, the following:
ASTM A975-97(2003) Standard Specification for Doublc-Twisted Hexagonal Mesh Gabions and Revet
Mattresses (Metallic-Coated Steel Wire or Metallic-Coated Steel Wire with Polyvinyl Chloride (PVC)
Coating)
ASTM A641-97 Specification for Zinc Coated (Galvanized) Carbon Steel Wire
ASTM A370-92 Test Methods and Definitions for Mechanical Testing of Steel Products
ASTM A90-93 Test Method for Weight (Mass) of Coating on Iron and Steel Articles with Zinc or Zinc-
Alloy Coating
ASTM A313-92 Specification for Chromium-Nickel Stainless and Heat-Resisting Steel Spring Wire
ASTM A764-93 Specification for Steel Wire, Carbon, Drawn Galvanized and Galvanized at Size for
Mechanical Springs
22.2 Materials
22.2.1 Woven Mesh Gabions
22.2.1.1 Wire:
All tests on the wire mesh must be performed prior to manufacturing the mesh.
Tensile strength: both the wire used for the manufacture of gabions and the lacing wire, shall have a
tensile strength of 54,22 to 70,22 psi (38-48 kg/mm2), in accordance with ASTM A641-97.
Elongation: the test must be carried out on a sample at least 12 in. (30 cm) long. Elongation shall not be
less than 12%, in accordance with ASTM A370-92.
Zinc coating: minimum quantities of zinc according to ASTM A641-97, Class III soft temper coating
GABIONS 81
STORMWATER DRAINAGE IMPROVEMENT PROJECTS PW 2004 - 14
TECHNICAL SPECIFICATIONS
Adhesion ofzinc coaling: the adhesion of the zinc coating to the wire shall be such that, when the wire is
wrapped six turns around a mandrel having four times the diameter of the wire, it does not flake or crack
when rubbing it with the bare fingers, in accordance with ASTM A641-97.
22.2.1.2 Galvanized (zinc coated) woven wire mesh gabions (8 x 10 mesh type):
Wire mesh: Diameter - 0.120 inches (3.05 mm)
Selvedge Wire: Diameter - 0.153 inches (3.90 mm)
Mesh Opening: Nominal Dimension D = 3.25 inches, as per Fig.I
Ficl. 1
r4esh Type Nominal Dimension D
D
8 x 10 3.25 in. (83 mm)
22.2.1.3 Galvanized (zinc coated) lacing wire and internal stiffeners:
Lacing wire: Diameter - 0.087 inches (2.20 mm)
Stiffener's Wire: Diameter - 0.087 inches (2.20 mm)
22.2.1.4 Overlapping Fasteners:
Overlapping fasteners as recommended by the gabion manufacturer may be used in lieu of lacing wire for
basket assembly and installation. The spacing of the fasteners during all phases of assembly and
installation shall be in accordance with spacing based on 1,400 lbs. pull apart resistance for galvanized
mesh, with a nominal spacing of 4 inches (100 mm), and not to exceed 6 inches (150 mm).
Galvanized Fasteners: Diameter= 0.120 inch (3.05 mm), according to ASTM A313, Type 302, Class I.
Tensile strength: 230,22 to 273,22 psi (162 - 192 kg/mm2) in accordance with ASTM A764-93.
GABIONS 82
STORMWATER DRAINAGE IMPROVEMENT PROJECTS PW 2004 - 14
TECHNICAL SPECIFICATIONS
Proper installation of rings: A properly formed overlapping fastener shall have a nominal overlap of one
(1) inch after closure (Fig. 2).
Fig. 2
Close Open
0.75 in.
1?d --101i
ldorn-wloverlap
1
of one (1) inch
afi rCIOSUr@
22.2.2 Tolerances
Wire: Zinc coating, in accordance with ASTM A641-97, Class III soft temper coating.
Gahion sizes: t 5 % on the length, width, and height.
Mesh opening: Tolerances on the hexagonal, double twisted wire mesh opening shall not exceed f 10%
on the nominal dimension D values (see Fig. 1.)
22.2.3 Fabrication
Gabions shall be manufactured with all components mechanically connected at the production facility.
The front, base, back and lid of the gabions shall be woven into a single unit. The ends and diaphragm(s)
shall be factory connected to the base. The lid may be a separate piece made of the same type mesh as the
basket. All perimeter edges of the mesh forming the basket and top, or lid, shall be selvedged with wire
having a larger diameter.
The gabion is divided into cells by means of diaphragms positioned at approximately 3 ft centers. The
diaphragms shall be secured in position to the base so that no additional lacing is necessary at the jobsite.
22.2.4 Rock
The rock for gabions shall be hard, angular to round, durable and of such quality that they shall not
disintegrate on exposure to water or weathering during the life of the structure.
Gabion rocks shall range between 4 inches (0.10 m) and 8 inches (0.20 m). The range in sizes may allow
for a variation of 5% oversize and/or 5% undersize rock, provided it is not placed on the gabion exposed
surface. The size shal l be such that a minimum of three layers of rock must be achieved when filling the
gabions.
GABIONS 83
STORMWATER DRAINAGE IMPROVEMENT PROJECTS PW 2004 - 14
TECHNICAL SPECIFICATIONS
22.3 Construction Requirements
22.3.1 Assembly
Gabions are supplied folded flat and packed in bundles. Larger units may be supplied in rolls. The units
are assembled individually by erecting the sides, ends, and diaphragms, ensuring that all panels are in the
correct position, and the tops of all sides are satisfactorily aligned. The four comers shall be connected
first, followed by the internal diaphragms to the outside walls. All connections should use lacing wire or
fasteners as previously described in Section 22.2.1.3 and Section 22.2.1.4.
The procedure for using lacing wire consists of cutting a sufficient length of wire, and first looping and/or
twisting the lacing wire to the wire mesh. Proceed to lace with alternating double and single loops through
every mesh opening approximately every 6 inches (150 mm) pulling each loop tight and finally securing
the end of the lacing wire to the wire mesh by looping and/or twisting.
The use of fasteners shall be done in accordance with the manufacturer's recommendations as specified in
Section 22.2.1.4.
22.3.2 Installation
After initial assembly, the gabion baskets are carried to their final position and are securely joined
together along the vertical and top edges of their contact surfaces using the same connecting procedure(s)
described in Section 22.3.1. Whenever a structure requires more than one layer, the upper empty baskets
shall also be connected to the top of the lower layer along the front and back edges of the contact surface
using the same connecting procedure(s) described in Section 22.3.1.
22.3.3 Filling
Baskets shall be filled with rock as specified in Section 22.2.4. During the filling operation some manual
stone placement is required to minimize voids. The exposed faces of vertical structures may be carefully
hand placed to give a neat, flat, and compact appearance.
The cells shall be filled in stages so that local deformation may be avoided. That is, at no time shall any
cell be filled to a depth exceeding 1-foot (0.30 m) higher than the adjoining cell. It is also recommended
to slightly overfill the baskets to allow for settlement of the rock. Behind gabion walls, compact the
backfill material simultaneously to the same level as the filled gabions.
22.3.4 Internal Connecting Wires
Internal connecting wires should be used when a structure requires layers of gabions to be stacked on top
of each other. Internal Connecting Wires shall connect the exposed face of a cell to the opposite side of
the cell. An exposed face is any side of a gabion cell that will be exposed or unsupported after the
structure is completed. Lacing wire or prefabricated internal connecting wires may be used.
22.3.4.1 3-Foot High Gabions
3-foot high gabions shall be filled in three layers, 1-foot at a time. Connecting wires shall be installed
after the placement of each layer, that is, at 1-foot high and 2 feet high.
GABIONS 84
STORMWATER DRAINAGE IMPROVEMENT PROJECTS PW 2004 - 14
TECHNICAL SPECIFICATIONS
22.3.4.2 1.5-Foot High Gabions
1.5-foot high gabions do not require connecting wires unless the baskets are used to build vertical
structures. In some cases, these units shall be filled in two layers, 9 inches at a time. Connecting wires
shall be installed after the placement of the first layer, which is at 9 inches high.
22.3.5 Lid Closing
Once the gabion baskets are completely full, the lids are pulled tight until the lid meets the perimeter
edges of the basket. The lid must then be tightly laced and/or fastened along all edges, ends and tops of
diaphragm(s) in the same manner as described in Section 22.3.1.
22.3.6 Mesh cutting and folding
Where shown on the drawings or otherwise directed by the engineer, the basket mesh shall be cut, folded
and fastened together to suit existing site conditions. The mesh must be cleanly cut and surplus mesh
either folded back or overlapped so that it can be securely fastened together with lacing wire or fasteners
in the manner described in Section 22.3.1. Any reshaped gabions shall be assembled, installed, filled and
closed as specified in the previous sections.
22.4 Method of Measurement
22.4.1 The payment quantities for excavation shall be determined by the outside limits of the gabion
structure. Quantities will be determined from cross sections and the linear distance, and paid for under the
appropriate excavation bid items.
22.4.2 The quantity to be paid for installed and accepted gabions in place shall be the number of cubic
yards of gabions measured in their final position. Project conditions and material availability will
determine the actual size of gabion to be used.
22.4.3 Excavated material beyond the limits of the gabions shall be backfilled with gravel, crushed rock
or other material approved by the engineer.
22.5 Basis of Payment
Accepted gabions will be paid for at the unit price per cubic yard, which price shall include the installed
in place cost of all materials, equipment and labor to furnish materials and install, including gabions, rock,
and backfill material, completed, in place and accepted, and all incidentals required for the work.
--000--
GABIONS 85
HYDROLOGY, HYDRAULICS AND
GABION STABILITY CALCULATIONS
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Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Diameter
Discharge
Results
Manning Formula
Normal Depth
0.013
0.01660 fUft
4.00 ft
160.00 ft'/s
Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type SuperCritical
GVF:lnput Data
Downstream Depth
Length
Number Of Steps
GVF'Output; Data
Upstream Depth
Profile Description
Profile Headloss
Average End Depth Over Rise
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Downstream Velocity
Upstream Velocity
2.87 ft
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3.67 ft
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Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
316/2006 1:47:04 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
709-713 Huntinq Ridge Road
GVF Output Data
Normal Depth 2.87 ft
Critical Depth 3.67 ft
Channel Slope 0.01660 fUft
Critical Slope 0.01079 fUft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.00]
31612006 1:47:04 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
of CITY OF RALEIGH
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Office Use Only: ? `•y `? '-' Form Version March OS
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I.
II.
Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Pen-nit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NWP 13
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 Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Manat f
Environmental Concern (see the top of page 2 for further details), c
Eli
Applicant Information APR 1 t 000
1. Owner/Applicant Information
Name: Carl R. Dawson, Jr., P.E.
Mailing Address:_ City of Raleigh
P.O. Box 590
Public Works Department
Raleigh, NC 27602
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: carl.dawsonAci.raleigh.nc.us
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: NA
Company Affiliation:
Mailing Address:
Telephone Number: Fax Number:
E-mail Address:
Page 5 of 13
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: 709 Hunting Ridge Road -Stabilization of Scour at 48-inch Diameter Pipe Outlet
2. T.I.P. Project Number or State Project Number (NCDOT Only)
NA
3. Property Identification Number (Tax PIN): 1707937732
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): North Haven Point, Phase 3, Lot Number 40
Directions to site (include road numbers/names, landmarks, etc.):
From the I-440 Beltline take the Wake Forest Road/Falls of Neuse Exit and go north on Wake Forest Road.
Wake Forest Road will change to Falls of Neuse Road. Continue going north on Falls of Neuse Road and take
left turn onto Sandy Forks Road. Then take right turn onto Suburban Drive. Then take a left onto Hunting
Ridge Road. 709 Hunting Ridge Road will be on your right.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.87617°N -78.63177 °W
6. Property size (acres): Lot size is 0.34 acre.
7. Name of nearest receiving body of water: Unnamed tributary to Mine Creek which is a tributary to the
Neuse River.
8. River Basin: Neuse River
(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/maps/.)
Page 6 of 13
Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Existing land use and immediate surrounding area are zoned R-4
residential. Upstream of the site in the drainage area are some existing apartments with a land use zoned R-10
and some new town homes under construction which are also zoned R-10; and the Falls Village Shopping
Center which is zoned SC. Part of the shopping center drains to the 48-inch diameter pipe where there is severe
scour erosion at the outlet and part of the shopping center drains to the main creek into which the 48-inch
diameter pipe discharges at the property at 709 Hunting Ridge Road. The drainage area is comprised of
approximately 25% apartment property that is developed as R-10, 15% apartment property that is currently
undeveloped, 34% single family residential zoned R-4 although most of the lots are larger than 0.25 acre 20%
shopping center, and 6% streets. Along the common property line for the properties at 709 and 713 Hunting
Ridge Road there is a 48-inch diameter reinforced concrete pipe (RCP) with a concrete headwall structure at the
outlet. The 48-inch diameter RCP has a drainage area of approximately 44 acres. Severe scour erosion has
occurred at the outlet of the 48-inch diameter RCP which discharges approximately perpendicular to the stream
channel. The discharge from the pipe flows into a small earthen peninsula comprised of alluvial non-cohesive
soils which has severely eroded. After the discharge from the pipe hits the peninsula, it then flows to the left
and joins with the stream channel. The top width of the severely eroded peninsula is approximately 5 feet or
less and the side slopes of the peninsula are vertical. One side of the peninsula is eroded because of the high
discharge velocities from the 48-inch diameter RCP and the other side is eroded because it is located in the
outer bend of the stream meander and the non-cohesive nature of the soils of which it is comprised.
Describe the overall project in detail, including the type of equipment to be used: The scour
erosion at the outlet of the 48-inch diameter RCP will be repaired by removing a small portion of the concrete
apron of the outlet headwall; grading the scour area to install an L-shaped gabion basket wall extending from
the right end of the existing wingwall of the existing outlet headwall; grading the scour area to install a straight
gabion basket wall structure extending from the existing wingwall of the existing outlet headwall structure;
installing Class 2 riprap in the scour area to dissipate the energy from the high veloci discharge from the 48-
inch diameter pipe; reconstructing the severely eroded peninsula to restore the peninsula; and establishing
vegetation on disturbed soil areas, including live stakes and/or rooted plant plugs, the variety of which will
depend on availability at the time of construction. The repair area is approximately 50 feet in length along the
stream channel with 20 feet in width for repairs of the scour area at the outlet of the 48-inch diameter RCP and
10 feet in width for repair of the severely eroded peninsula. The existing toe of the stream channel on the right
side of the peninsula which is in the outer bend of the stream channel will be maintained, graded to a stable
slope, and lined with riprap up to the floodplain bench elevation. The bottom width of the stream will not be
changed as a result of the repairs. The total repair area is thus approximately 1,500 square feet = 0.034 acre.
The stream impacts will be approximately 8 ft x 50 ft = 400 sq ft = 0.009 acre. Equipment to be used will be a
Bobcat 442 track-mounted backhoe, a dump truck to dispose of materials, a small kneading compactor or
"wacker packer" for compacting soil materials, and small hand tools such as shovels and rakes. Construction
equipment will not need to cross or get into the stream. All work can be completed working from the left side
of the discharge channel from the 48-inch diameter RCP.
10. Explain the purpose of the proposed work: The purpose of the proposed work is to repair the severely
eroded scour area at the outlet of the existing 48-inch diameter RCP and outlet headwall structure, and to
reconstruct the severely eroded peninsula. This project will help minimize future erosion potential of the stream
bank along this section of the channel.
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,
Page 7 of 13
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. NA
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future permit requests are anticipated.
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. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should 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.
Provide a written description of the proposed impacts: There are no indicators of wetlands on site.
A field investigation by staff of the City of Raleigh's Storm Water Management Division was made to determine the
severity of the scour erosion. Please see the enclosed report titled "Stream Bank Repair Summary - 709 Hunting
Ridge Road for a narrative including digital photographs of the site.
1. Individually list wetland impacts. Types of 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 flnndinu
Wetland Impact
Site Number
(indicate on map)
Type of Impact Type of Wetland
(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Floodplain
(yes/no) Distance to
Nearest
Stream
(linear feet) Area of
Impact
(acres)
There are no indicators
of wetlands.
0.00

Total Wetland Impact (acres) 0.00
2. List the total acreage (estimated) of all existing wetlands on the property:0.0 Acres
Page 8 of 13
3. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, 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. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact
Number
(indicate on ma)
Stream Name
Type of Impact
Perennial or Intermittent? Average
Stream Width
Before Imp act Impact
Length
(linear feet) Area of
Impact
(acres)
S-1 (See Report) Unnamed Tributary to Stabilization Perennial 8 ft 50 <.01
Mine Creek (Bottom Width)
Which is a
Tributary to the
Neuse River

Total Stream Impact (by length and acreage) 50 <.01
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact
Site Number
(indicate on ma) Name of Waterbody
(if applicable)
Type of Impact Type of Waterbody
(lake, pond, estuary, sound, bay,
ocean, etc.) Area of
Impact
(acres)
NA 0.00

Total Open Water Impact (acres) 0.00
5. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): <0.01
Wetland Impact (acres): 0.00
Open Water Impact (acres): 0.00
Total Impact to Waters of the U.S. (acres) <0.01
Total Stream Impact (linear feet): 50
6. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
Page 9 of 13
7. Pond Creation: NA
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.): NA
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond: Expected pond surface area: NA
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts. This severe scour erosion stabilization
project is intended to restrain further erosion at the outlet of a 48-inch diameter reinforced concrete pipe (RCP)
discharging into an unnamed tributary to Mine Creek which is a tributary to the Neuse River. Standard protection
measures will be used during construction to minimize erosion and off-site sedimentation in accordance with the
"North Carolina Erosion and Sediment Control Planning and Design Manual" prepared by the North Carolina
Department of Environment and Natural Resources. Because of the outlet velocities from the 48-inch diameter
RCP, gabions were required for stability and to restrain erosion at the outlet of the 48-inch diameter pipe
Bioengineering techniques and use of live stakes and/or rooted plant plugs to help stabilize disturbed soil areas have
also been incorporated into the design. If the existing scour area is not repaired it is anticipated that the high
velocity discharges from the 48-inch diameter RCP will cause further erosion and breach the peninsula-, this will
then degrade the stream channel through sediment deposition and additional erosion
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by. the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, 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.
Page 10 of 13
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 NCEEP 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/ncwet]ands/strmgide.htm].
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.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.ne.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): NA
Amount of buffer mitigation requested (square feet): NA
Amount of Riparian wetland mitigation requested (acres): NA
Amount of Non-riparian wetland mitigation requested (acres): NA
Amount of Coastal wetland mitigation requested (acres): NA
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ® No ?
2. 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
Page 11 of 13
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
X.
Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
213 .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ® No ?
2. If "yes", 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 1500 3 (2 for Catawba) NA
2 NA 1.5 NA
Total 1500
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 213.0242 or.0244, or.0260. NA
XI. Stormwater (required by DWQ)
Describe impervious acreage (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. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. Existing impervious acreage includes the house deck and
driveway for the residential property at 709 Hunting Ridge Road. These features account for 18% of the total
property acreage of 0.34 acres. Erosion and sediment control measures such as silt fencing will be used during
construction to minimize the potential for off-site sedimentation during construction activities
Page 12 of 13

XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
XV. 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).

0312

Applicant/Agent's S
(Agent's signature is valid or
if an authorization letter from the applicant is provided.)
Page 13 of 13
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Street Raleigh, North Carolina, United States 7/1/1988
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SUPPLEMENTAL REPORT FOR REPAIR OF SEVERE SCOUR
EROSION AT OUTLET OF 48-INCH DIAMETER REINFORCED
CONCRETE PIPE - 709 HUNTING RIDGE ROAD
Introduction
This narrative supplements the Pre-Construction Notification Application for the
referenced project. The City of Raleigh is submitting this request for repair of severe
scour erosion at the outlet of a 48-inch diameter reinforced concrete pipe (RCP) on behalf
of Mr. Geoffrey Reiff, the owner of the property at 709 Hunting Ridge Road; and Mr.
and Mrs. David C. Challener, the owners of the property at 713 Hunting Ridge Road.
The City of Raleigh Stormwater Drainage Policy [Resolution (1998)-833] is a cost-share
program that provides financial and technical assistance for alleviating severe erosion,
structural flooding and /or public nuisance on fully developed private property. This
policy is available to citizens within the City of Raleigh's corporate limits.
Project Scope
An unnamed tributary to Mine Creek runs near the rear property line of the referenced
property. Perpendicular to the stream channel is a 48-inch diameter reinforced concrete
pipe (RCP) that discharges into a small outlet channel that then flows into the stream
channel. A small peninsula comprised of alluvial, non-cohesive soil materials separates
the stream channel from the outlet area of the 48-inch diameter RCP. Because of high
discharge velocities and inappropriate means of energy dissipation, the area at the outlet
of the 48-inch diameter RCP is severely eroded and has caused a large scour area. A site
inspection was performed by staff of the City of Raleigh Public Works Department,
Stormwater Management Division. The enclosed digital photographs (Pictures 1 through
4) show the conditions observed on October 27, 2003. The severe erosion conditions
have become progressively worse and if left unchecked will cause a breach in the
peninsula separating the area at the outlet of the 48-inch diameter RCP and the stream
channel.
OFFICES • 222 WEST HARGETT STREET • POST OFFICE BOX 590 • RALEIGH. NORTH CAROLINA 27602
RECYCLED PAPER
709 Hunting Ridge Road
Supplemental Report for PCN
Page Two
The area described below is the primary focus for stabilization of the severely eroded
scour area:
DESCRIPTION PROBLEM
Approximately 50 Severe erosion has occurred at the outlet of the 48-inch diameter
linear feet of area storm drainage RCP and in the outer bend of the main stream
along the channel channel along the peninsula separating the scour area and the main
stream channel.
Proposed Improvements
The City of Raleigh proposes to stabilize the scour area by using gabion walls extending
from the wingwalls of the outlet headwall for the 48-inch diameter RCP. At the right
(facing downstream) wingwall of the existing headwall structure an L-shaped gabion
basket wall will be constructed. Similarly, at the left wingwall of the existing headwall
structure a straight gabion basket wall will be constructed. Class 2 riprap will be placed
in the scour area to restrain further erosion and to dissipate energy at the outlet of the 48-
inch diameter RCP.
Also, the peninsula that separates the scour area at the outlet of the 48-inch diameter RCP
from the main stream channel will be repaired. The peninsula has severely eroded from
the high velocity discharge flows from the 48-inch diameter RCP on the left side of the
peninsula. On the right (facing downstream) side of the peninsula is the main stream
channel. The right side of the peninsula is the left (facing downstream) bank of the main
stream channel and this is in an outer bend of the stream channel. Flows along the main
stream channel have severely eroded the stream side of the peninsula. The erosion of the
peninsula from both the 48-inch diameter RCP and the main channel has resulted in a
significant reduction in the cross section of the peninsula which currently has a top width
of less than five feet. The proposed improvements will include reconstruction of the
peninsula with soil materials less resistant to erosion than the in situ alluvial non-
cohesive soils. Following shaping of the reconstructed peninsula and grading the side
slopes to 2H:1 V, the lower portion of the peninsula on the stream side will have filter
fabric and Class 2 riprap placed on it up to the floodplain bench elevation as shown in
Figure 1. The upper portion of the peninsula will be vegetated with grass and live stakes
and/or rooted plants spaced at approximately five to seven feet on center.
709 Hunting Ridge Road
Supplemental Report for PCN
Page Three
The vertical depth of the channel for the scour area at the outlet of the 48-inch diameter
RCP varies but is generally between four and six feet. The peninsula is approximately
five feet in vertical height. The USGS 7.5-Minute Quadrangle map shows a blue line
(intermittent) stream at the location of the site along the main stream channel. Site visits
by staff of the Stormwater Services Division observed water in the main channel during
each site visit and for this reason the main stream channel has been listed as perennial on
the PCN form. It should be noted that the drainage area of the 48-inch diameter RCP is
44 acres, and the drainage area for the main stream channel at this property, including the
drainage area of the 48-inch diameter RCP is approximately 120 acres.
Attached are plans showing the location of the improvements and gabion profiles. The
City of Raleigh has specifications for gabion installation, riprap placement, grading, and
establishment of vegetation. The specifications for the gabion baskets, live stakes and
rooted plant plugs are included with this PCN supplement. Only those trees that are
necessary to be removed for construction of the gabion basket walls will be removed.
PICTURES
709 Hunting Ridge Road 10-27-03 #1 - This is the outlet channel for the 48-inch
diameter reinforced concrete pipe (RCP). Water discharges out of the RCP and turns 90
degrees to the left and flows through this outlet channel toward the footbridge. On the
right side of the channel is the downstream end of a peninsula that separates the main
stream channel from the outlet channel for the 48-inch diameter RCP The outlet channel
for the RCP has severely eroded. The bank on the left side of the outlet channel for the
RCP is approximately 4 to 5 feet in height. Picture taken facing downstream.
709 Hunting Ridge Road 10-27-03 #2 - This is the outlet headwall for the 48-inch
diameter reinforced concrete pipe (RCP). Water discharges out of the RCP and is aimed
at the peninsula that separates the scour area from the main stream channel. (The main
stream channel is on the other side of the peninsula. The top right bank of the main
stream channel can be seen on the other side of the peninsula which has significantly
eroded in cross section.) After exiting the RCP, the flow from the pipe turns 90 degrees
to the left and flows through the outlet channel toward the footbridge as shown in the
previous picture. The bank height of the peninsula is approximately 4 feet and is
approximately 5 feet to the right where a log rests. Picture taken facing downstream.
709 Hunting Ridge Road 10-27-03 #3 - The left wingwall of the outlet headwall and the
outlet apron of the headwall (which is covered in leaves) is visible in this picture. This
picture shows the outlet channel for the 48-inch diameter reinforced concrete pipe (RCP)
which is 90 degrees to the left of the direction of flow out of the RCP. Discharges from
the 48-inch diameter RCP have severely eroded the peninsula that separates the scour
area from the main stream channel. Only the downstream end of the peninsula has not
severely eroded. The bank on the left side of the outlet channel for the RCP is
approximately 4 to 5 feet in height. Picture taken facing downstream.
709 Hunting Ridge Road 10-27-03 #4 - The outlet headwall and scour area can be seen
in this picture. Note the severe erosion on the right side of the outlet headwall. This
bank is approximately 5 feet in height. Picture taken facing upstream.
709 Hunting Ridge Road
Repair of Severe Scour Erosion
South Side of Channel
(Facing Upstream)
Vegetation
-------------' Riprap with Peninsula
----- ---
' ; Filter Fabric
Underliner IV 2
IVY/

5 ft.
Existing Ground Line
Figure 1 - Stream Bank Repair Section
NTS
V
APR 1 C' 1QG6
DENR WA. ER QUALITY
WETLANDS AND sj-nr. #-,TER BRANCH
Nr DEPT OF ENVIRONMENT & NATURAL RESOURC
DIVISION OF WATER QUALITY
1650 MAIL SERVICE CENTER
RALEIGH NC 27699-1617
00590939
NUMBER DATE GR. AMOUNT DISCOUNT TAX ADD. CHRG. NET AMOUNT
709HUNTINGRDG 04/04/06 200.00 .00 .00 .00 200.00
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