20040596 Ver 1_Complete File_20040420

\(V A TA Michael F. Easley, Governor
\O William G. Ross Jr., Secretary
0 North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
p Coleen H. Sullins, Deputy Director
Division of Water Quality
April 20, 2004
Wake County
DWQ Project # 04-0596
APPROVAL of 401 Water Quality Certification and Neuse River Buffer Rules
City of Raleigh
Central Engineering Department
Attn: Carl Dawson, Jr.
Post Office Box 590
Raleigh, NC 27602-0590
Subject Property: 4231 Standing Rock. Way
Dear Mr. Dawson:
You have our approval, in accordance with the attached conditions, to impact 127 feet of perennial
stream and 0.01 acres of Neuse River Buffers for the purpose of stream bank stabilization as you
described in your application dated March 8, 2004. After reviewing your application we have decided,
this fill is covered by General Water Quality Certification Number 3399. This Certification allows you
to use Nationwide Permit Number 13 when the Corps of Engineers issues it. This approval is also valid
for the Neuse River buffer rules (15A NCAC 2B .0233). In addition, you should get any other federal,
state or local permits before you go ahead with your project including (but not limited to) Sediment and
Erosion Control, Coastal Stormwater, Non-Discharge and Water Supply Watershed regulations. Also
this approval will expire when the accompanying 404 or CAMA permit expires unless otherwise
specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you
change your project, you must notify us and 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. This approval shall expire when the corresponding Nationwide Permit
expires or as otherwise provided in the General Certification. If total wetland fills for this project (now
or in the future) exceed one acre, compensatory mitigation may be required as described in 15A NCAC
2H .0506 (h). For this approval to be valid, you must follow the conditions listed in the attached
certification and those listed below.
Conditions of Certification:.
1. 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/Wetlands Unit, North Carolina Division of Water Quality,
1650 Mail Service Center, Raleigh, NC, 27699-1650.
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
ftE
Page 2
Mr. Dawson
April 20, 2004
Violations of any condition herein set forth may result in revocation of this Certification and may result
in criminal and/or civil penalties. This Certification shall become null and void unless the above
conditions are made conditions of the Federal 404 and/or coastal Area Management Act Permit.
If you do not accept any of the conditions of this certification, 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 John Dorney at 919-733-9646 or Bob
Zarzecki at 919-733-9726.
Sincerely,
JRD/bs
Attachments: Certificate of Completion
Cc: USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
File Copy
Central Files
P.E.,
or
DWQ # 04-0596
v
March 30, 2004
Ms. Jennifer Burdette
Raleigh Regulatory Field Office
United States Army Corps of Engineers
6508 Falls of Neuse Road - Suite 120
Raleigh, North Carolina 27615
RE: Pre-Construction Notification Application Form for
Streambank Stabilization at:
4231 Standing Rock Way
Raleigh, NC 27606
Dear Ms. Burdette:
WETLANDS/ 401 GROUP
APR 1 5 2004
WATER QUALITY SECTION
Please find enclosed one copy of a completed "Pre-Construction Notification Application
Form" for the referenced project. I am submitting seven copies of this application
concurrently to Mr. John Dorney with the North Carolina Department of Environment and
Natural Resources, Division of Water Quality, 401/Wetlands Unit. It should be noted that
the proposed repairs are not for new development construction, but rather to address an
existing erosion problem along a stream channel in the Neuse River Basin.
Thank you for your assistance in processing this application. If I may answer any
questions concerning the application or if you would like to meet me for a site inspection,
please contact me at telephone number [phone].
Sincerely,
?VPA?
John D. Hollis, E.I.
Stormwater Project Engineer
JDH/
Enclosure
cc: Mr. H. Daniel Bowden, P. E.
Ms. James Leumas, P.E.
Mr. John Dorney
Ms. Becky L. Ward, P. E.
040596
March 30, 2004 1 GROUP
VVETLkNaS 14Q
Ms. Jennifer Burdette
Raleigh Regulatory F' Id Office APR, 2$04
United States Army orps of Engineers
6508 Falls of Neu eRoad - Suite 120 ITy SECTION
Raleigh, North rolina 27615 WATER?(???-
RE: Pr -C nstruction Notification Application Form for
e bank Stabilization at:
4231 tanding Rock Way
a gh, NC 27606
Dear Ms. Burdette:
Please find enclosed one copy of a completed "Pre-Construction Notification Application
Form" for the referenced project. I am submitting seven copies of this application
concurrently to Mr. John Dorney with the North Carolina Department of Environment and
Natural Resources, Division of Water Quality, 401/Wetlan6 Unit. It should be noted that
the proposed repairs are not for new development construEtion, but rather to address an
existing erosion problem along a stream channel in the Neuse River Basin.
Thank you for your assistance in processing this application:',If I may answer any
questions concerning the application or if you would like to meet me for a site inspection,
please contact me at telephone number [phone].
Sincerely,
John D. Hollis, E.I.
Stormwater Project Engineer
JDH/
Enclosure
cc: Mr. H. Daniel Bowden, P. E.
Ms. James Leumas, P.E.
Mr. John Dorney
Ms. Becky L. Ward, P. E.
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "NIA".)
I. Processing 4C%J1
is;-JUCr,.JrJ,
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NW13
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
H. Applicant Information
1. Owner/Applicant Information
Name: City of Raleigh
Mailing Address: Central Engineering Department
Post Office Box 590
Raleigh, NC 27602-0590
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: Carl.Dawsonna,ci.ralei2h.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:
Company Affiliation:
Mailing Address: VvEl DS 1401 G
AP
Telephone Number:
E-mail Address:
Fax Number: WATER (QUALITY SECTI01
Page 5 of 14
M. 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: 4231 Standing Rock Way, New Hope Crossing
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 1725708377
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): New Hope Crossing Townhouses Phase I
Directions to site (include road numbers, landmarks, etc.): Take I-440 to New Bern
Avenue, HWY 64, north to New Hope Road SR 2036, turn left on New Hope, left on to
Skvcrest Drive, take the first left into New Hope Crossings development on to Charnev
Road, first right is Standing Rock Way. The drainage ditch is behind the first town
homes on the right.
5. Site coordinates, if available (UTM or Lat/Long): Lat 39°30'54"/ Long 83°25'07"
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 0.49 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): Unnamed Tributary to Crabtree
8. River Basin: Neuse River Basin
(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/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The project site has been developed into a combination
Page 6 of 14
of Town homes and single family lots. The proposed project is located within the town
home common area. The watershed is approximately 14.7 Acres. The watershed is
Fully built out with single family homes above the project site. The homes in the
watershed have been built in a high density development. The project drainage
ditch/stream originates at the end of a 42 inch RCP culvert that was placed under
Skycrest Drive. The watershed above the 42 inch pipe is connected with a storm
drainage system throughout the development. The ditch/stream continues as an open
channel for approximately 127 feet to a 36 inch flared end section downstream of the
42inch pipe. The stormwater enters the 36 inch system and is piped through the
subdivision on the south side of the project. The stormwater eventually discharges
from the system into an unnamed tributary of Crabtree Creek. A 15" CPP discharges
water from a curb inlet located on Standing Rock Way at the upper end of the
ditch/stream. The existing ditch/stream is mostly 1.5 to Met in depth through out the
oroperU on the eastern bank. The western stream bank is higher in elevation, with the
bank beginning at 4 feet and rising to as much as 7 feet above the channel at the
downstream end. Town homes have been built in the lower floodplain area to the east
of the ditch/stream. Above the eastern bank on the downstream end is a single family
residence. The residential structures are close at the down stream end with only
approximately 40 feet between the structures. The drainage conveyanceis located
between the two structures. The ditch/stream is normally dry and functions only as a
storm water conveyance system. The ditch/stream has been lined with ripral) and has
lost much of its capacity with the placement of the rip rap in the channel. The town
homes are currently experiencing flooding in the crawl spaces during frequent storm
events. There is no existing vegetation along the ditch/stream except for the grass
which has been planted up to the edge of the riprap and some weeds through the rip
rap.
10. Describe the overall project in detail, including the type of equipment to be used: The
proiect will consist of improvements in the capacity of the existing channel . removal of
the existing riprap along most of the channel, installation of erosion control matting in
place of the riprap to allow vegetation to grow, and the removal of the 15'CPP to
construct a new channel . The proposed ditch/stream western bank will remain with
the same bank slope and dimensions as the existing conditions. The eastern bank will
be excavated to provide for an new channel section that has a 3 foot bottom width and
3H: 1V side slope. The upstream and down stream exit and approach areas from the
storm drainage pipes will remain as the existing conditions with the rip rap. The 42
inch pipe has been constructed with a steep slope that could generate velocities as much
as 23 feet per second during storm events. The riprap is needed to armor the channel to
prevent erosion. At the approach to the 36 inch pipe at the downstream end the rip rap
will remain to continue to stabilize the high steep banks that are adjacent to constructed
vegetation to grow along the channel banks. The existing 15" CPP at the upstream end
of the proiect is currently undersized and is causing problems with street drainage and
is therefore proposed to be removed. In its place a 5' Reinforced concrete flared end
Page 7 of 14
section will be attached to the existing yard inlet and a new channel will be constructed
to the existing ditch/stream. The equipment that is proposed to be used on this project
is a dump truck, loader and track hoe. The work is proposed to be completed from the
eastern side of the ditch on the town home property.
11. Explain the purpose of the proposed work: The purpose of this proiect is to address
flooding concerns of the town home owners on the eastern side of the open channel and
to provide for additional storm water quality benefits with the removal of existing
riprap. The proposed proiect was requested by the town home association to the City
of Raleigh. This project qualified for funding by the City of Raleigh Storm Drainage
Policy and is currently being designed and permitted by the City for construction. The
proiect will stabilize the channel banks, provide for better conveyance and better
vegetative buffer on the channel banks.
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.
None 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. 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
Page 8 of 14
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.
1. Provide a written description of the proposed impacts: The proposed project will
impact approximately 127 linear feet of ditch/stream channel. The impacts will be in
improvements to channel capacity and placement of drainage control fabric on banks.
No wetland impacts are anticipated for this site. Erosion control measures will be
installed to contain sediment prior to any rain events.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at littp://,,N-w?v.femzt.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.00 acres
Total area of wetland impact proposed: 0.00 acres
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
lease specify)

S I Channel capacity
improvements &
stabilization w/
fabric
127 feet
UT to Crabtree Creek
8 feet
Storm Water Flows
only

Page 9 of 14
* 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
;NAN,N.us2s.eov. Several internet sites also allow direct download and printing of USGS maps (e.g., vvyNy-topozornc.com,
wv?-, .mapquestxom, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 127 feet
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U. S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres)
Name Wate)
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
N/A N/A NA NA NA

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
Pond Creation N/A
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Size of watershed draining to pond: N/A Expected pond surface area: NIA
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.
Page 10 of 14
This proiect is limited to a channel length of 127 feet tat has qualified for the City of
Raleigh assistance program for structural flooding problems. The work to the stream will
be limited to improving conveyance on the eastern bank The western bank because of its
height and steepness will not be worked on only to remove the existing riprap and to install
the drainage fabric and plants. Because this area is confined by structures and utilities
there is not any opportunity to make changes in the glanform. It was not possible to create
a bankfull bench in the floodplain because of the close proximity of the sanitary sewer and
the cover requirements over the pipe required by the City of Raleigh. The ditch/stream
only carries water when it rains. The channel is dry as well as the surrounding soils until it
rains. The conveyance improvements will have no effect on any aquatic plant or animal
species because none are currently present. The structural flooding can only be addressed
by improved conveyance. The conveyance improvements to the channel were minimized to
prevent the peak flood water elevation for the 10 year event from reaching any structures.
The 10 year design storm is a minimum standard for the City of Raleigh. The work
proposed will be an enhancement for water quality because the plan calls for removal of
approximately 105 sauare yards of riprap to be removed. This area will be amended with
too soil, covered by an erosion control blanket and then planted with a variety of sedges
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
htip-.//Ii-?o.enr.state.nc.us/'ncwetiands/*stri-n()ide.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
Page 11 of 14
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.
NIA
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http:/./h2o.enr.state.nc.us/wrp/indox.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): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes E] No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Page 12 of 14
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
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* I Impact^*\ I Multiplier Required
475
2 I 1.5
Total 475
Zone I extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or. 0260.
As a Dart of this project 475 sauare feet of channel bank in zone one will be impacted by
reshaping activities. The banks will be sloped back at a 3H:1 V slope and planted.
Additional improvements included in the plan will involve the removal of an additional 475
sauare feet of riyrap on the western bank. This bank will also be enhanced with sedges
and perennial flowers.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
N/A
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
N/A
Page 13 of 14
XM. 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. 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).
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 14 of 14
0
Vicinity Map
Scale F = 1000 feet
Becky L. Ward Consulting
Drainage Area = 14.7 Acres UT Crabtree Creek
Watershed Map
4 Scale: 1" = 300 feet
Becky L. Ward Consulting
N
Map
Cop
0
Soils Map
Scale: 1" = 582 feet
33 ft

Becky L. Ward Consulting
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RUNOFF CURVE NUMBER COMPUTATION Version 2,00
Project : Standing Rock Bay User: BLW Date:
County Wake State: Checked: Date:
Subtitle--.Drainage Discharge Calculation for Bxisitng Ditch
------------------------------------------------------ ----------------- ------
Hydrologic Soil Group
COVER, DESCRIPTION A B C D
Acres (CN)
---------------------------
FULLY DEVELOPED URBAN ARRAS Reg Bstab.)
Streets and roads
Paved; curbs and storm severs - .08(98) -
Residential districts Avg .1 imperv
(by average lot size)
1/8 acre (torn houses) 65 12(85) ,39(92)
1/4 acre 38 1.75 (75)
1/2 acre 25 .5(10) -
Total Area (by Hydrologic Soil Group) 143 .39
--------------
TOTAL DRAINAGE AREA: 14.72 Acres WBIGHTHD CURVE NUMBER 84t
- Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : Standing Rock.Way - User: BLW Dated
County : Wake State: Checked: - . Date:
Subtitle:,Drainage Discharge Calculation for Exisitng Ditch
------------------------
-------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity. Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
---------------------
Sheet 3.6 200 ,.01 f 0.515
Shallow Concent'd 250 .015 u 0.035
Open Channel 500 .033 .0131.7 4,5 0.013
Open Channel 127 ,021 .03516.4 12.8 0.004
Time of Concentration = 0.57+
-- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense Shallow Concentrated ---
B Fallow (No Res.) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 t Res. H Woods, Light P'Paved
D ,Cultivated > 20 t Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : Standing Rock Way User: BLN Date:'
County : Wake State: Checked: _ Date:
Subtitle.: Drainage Discharge Calculation for Bxisitag Ditch
Data: Drainage Area 14.72 + Acres
Runoff Curve Humber 84
Time of Concentration: 0.57 Hours
Rainfall. Type
Pond and Swamp Area NONE
Storm Number 1 2 3--- 4- 5-
Frequency (yrs) 2 10 25 50 100
24-Hr Rainfall (in) 3.6 5.38 6.41 7.21 8.00
Ia/P Ratio 0.11 0.07 0.06 0.05 0.05
Used 0.11 0.10 0.10 0.10 0.10
Runoff (in) 2.02 3.62 4.58 5.34 6.10
Unit Peak Discharge 0.768 0.772 0.772 0.772 0.772 0
(cfs/acre/in)
Pond and Swamp. Factor 1.00 1.00 1.00 1.00 1.00
0.0t Ponds Used
--- ------
Peak Discharge (cfs)' 23 41 52 61 69
- Value(s) provided from TR-55 system routines
?l

2tr ?cG.r.?a? 2 lots f-Ac. = I.15 Ac.
i aG.?.,ka,( io t o Vs &c. .= 11, 11 A e-
f avt4? =r 0.05Ae,
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?? z = h
a• 7? = ? ?J? IU V - tv'e4 ltl41v- 6uUUJU
? ?b Nza?I ?? .ate ab?c, 444.
j tl 0 a
OL" via 4t,%. to gxztl. G"
C-,p - YvQok,.-- V= 0?3 ??Sc e, . - ?-Gj Erie cfl, ac vr,?o
42 Inch RCP 10 Yr Storm Event
Worksheet for Circular Channel
Project Description
Worksheet 42 inch pipe
Flow Element Circular Chann .
Method Manning's Forr
Solve For Channel Depth
Input Data
Mannings Coeffic 0.013
Channel Slope 07740Q Nit
Diameter 42.0 in
Discharge 55.00 cfs

Results
Depth 1.05 ft
Flow Area 2.4 ft2
Wetted Perime 4.06 It
Top Width 0.00 ft
Critical Depth 2.32 ft
Percent Full 30.1 %
Critical Slope 0.004932 Nit
Velocity 22.60 ftfs
Velocity Head 7.94 ft
Specific Energ, 8.99 ft
Froude Numbe 4.58
Maximum Disc 301.08 cis
Discharge Full 279.89 cfs
Slope Full 0.002989 ftfft
Flow Type supercritical
Project Engineer: Becky L. Ward
c:lstanding rock way inlet standing rock.fm2 Becky L. Ward Consulting FlowMaster v7.0 [7.0005]
12/08/03 11:26:28 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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Standing Rock Way Plan: Improved Drainage way 12/11/2003
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Standing Rock Way Plan: Improved Drainage way 12/11/2003
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Improved Station 0+78
Worksheet for Irregular Channel
Project Description
Worksheet Station 0+78/ Imprc
Flow Element Irregular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Channel Sic 027000 ftfft
Discharge 41.00 cfs
Options
Current Roughness Methc )ved Lotter's Method
Open Channel Weighting I )ved Lotter's Method
Closed Channel Weightinf Horton's Method

Results
Mannings Coefficier 0.033
Water Surface Elev. 312.27 ft
Elevation Range 1.29 to 316.29
Flow Area 6.9 ft2
Wetted Perimeter 9.70 ft
Top Width 9.26 ft
Actual Depth 0.98 ft
Critical Elevation 312.38 ft
Critical Slope 0.018103 fttft
Velocity 5.91 ftfs
Velocity Head 0.54 ft
Specific Energy 312.81 ft
Froude Number 1.21
Flow Type Supercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00.0 0+42.5 0.030
0+42.5 0+55.5 0.033
0+55.5 0+67.0 0.030
Natural Channel Points
Station Elevation
(ft) (ft)
0+00.0 313.72
0+06.5 313.69
0+10.0 313.38
0+20.0 313.08
0+30.0 312.98
0+40.0 312.84
0+42.5 312.80
0+46.5 311.30
0+51.5 311.29
0+55.5 313.61
Project Engineer: Becky L. Ward
c:Wanding rock wayrinlet standing rock.fm2 Becky L. Ward Consulting FlowMaster v7.0 [7.0005]
12/11/03 04:17:22 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
Improved Station 0+78
Worksheet for Irregular Channel
Natural Channel Points
Station Elevation
(ft) (ft)
0+58.0 314.55
0+62.0 315.32
0+67.0 316.29
Project Engineer: Becky L. Ward
c:\standing rock way inlet standing rock.fm2 Becky L. Ward Consulting FlowMaster v7.0 [7.0005]
12/11/03 04:17:22 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
Improved Station 0+48
Worksheet for Irregular Channel
Project Description
Worksheet Station 0+48 with Improv(
Flow Element Irregular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Channel Sk 027000 ft/ft
Discharge 41.00 cfs
Options
Current Roughness Methc )ved Lotter's Method
Open Channel Weighting 1 )ved Lotter's Method
Closed Channel Weightnn4 Horton's Method
Results
Mannings Coefficler 0.032
Water Surface Elev. 313.51 ft
Elevation Range 2.52 to 315.83
Flow Area 8.7 ft2
Wetted Perimeter 18.05 ft
Top Width 17.76 ft
Actual Depth 0.99 ft
Critical Elevation 313.59 ft
Critical Slope 0.019140 ft/ft
Velocity 4.72 ft/s
Velocity Head 0.35 ft
Specific Energy 313.85 ft
Froude Number 1.19
Flow Type Supercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00.0 0+25.0 0.030
0+25.0 0+36.5 0.033
0+36.5 0+48.0 0.030
Natural Channel Points
Station Elevation
(ft) (ft)
0+00.0 313.85
0+02.0 313.83
0+04.0 313.82
0+12.0 313.64
0+22.0 313.40
0+25.0 313.25
0+28.0 312.53
0+33.0 312.52
0+36.5 313.97
0+39.0 314.68
Project Engineer: Becky L. Ward
cAstanding rock way inlet standing rock.fm2 Becky L. Ward Consulting FlowMaster v7.0 [7.0005]
12/11/03 04:16:07 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of2
Improved Station 0+48
Worksheet for Irregular Channel
Natural Channel Points
Station Elevation
(ft) (ft)
0+44.0 315.36
0+48.0 315.83
Project Engineer. Becky L. Ward
cAstanding rock way inlet standing rock.fm2 Becky L. Ward Consulting FlowMaster v7.0 [7.0005)
12111/03 04:16:07 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
Station 0+08 Full Flow in Existing Channel
Worksheet for Irregular Channel
Project Description
Worksheet Station 0+08
Flow Element Irregular Chant
Method Manning's Forr
Solve For Discharge
Input Data
Channel Slope 027000 ft/ft
Water Surface Elev. 314.99 ft
Options
Current Roughness Methc )ved Lotter's Method
Open Channel Weighting I>ved Lotter's Method
Closed Channel Weightinc Horton's Method
Results
Mannings Coeffic 0.035
Elevation Range 2.55 to 317.61
Discharge 133.97 cfs
Flow Area 16.4 ftz
Wetted Perimeter 12.84 ft
Top Width 11.57 ft
Actual Depth 2.44 ft
Critical Elevation 315.34 It
Critical Slope 0.020624 Wit
Velocity 8.19 ftts
Velocity Head 1.04 It
Specific Energy 316.03 ft
Froude Number 1.22
Flow Type Supercritical
Roughness Segments
Start End Mannings
Station Station Coefficient
0+01.0 0+22.4 0.030
0+22.4 0+35.0 0.035
0+35.0 0+52.0 0.030
Natural Channel Points
Station Elevation
(ft) (ft)
0+01.0 314.99
0+10.0 315.02
0+16.0 315.13
0+19.0 315.14
0+22.4 315.00
0+24.2 313.18
0+25.7 313.05
0+26.7 312.80
0+27.5 312.55
0+28.8 313.01
Project Engineer. Becky L. Ward
0standing rock way inlet standing rock.fm2 Becky L. Ward Consulting FlowMaster v7.0 [7.0005]
12/08/03 11:58:19 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
Station 0+08 Full Flow in Existing Channel
Worksheet for Irregular Channel
Natural Channel Points
Station Elevation
(ft) (ft)
0+35.0 315.38
0+35.6 316.11
0+41.0 316.31
0+47.0 316.85
0+52.0 317.61
Project Engineer. Becky L. Ward
c:lstanding rock wayVnlet standing rock.fm2 Becky L. Ward Consulting FlowMaster v7.0 [7.0005]
12/08/03 11:58:19 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
66,nn l S/qc. = 0 -Oa7
-6 y,Scr ? lU _ y? ?oU y?
Oi-Ob 31 y 03 31Y.,30
3 i ?.3 9
0 31. 3, ?O 3/3'I 3/3. SS
0 74- 78 313.17 313. a8 313.31
J 13 /11 ITL
or- eyAsl7
?.Gc?-tL G ?t-fJtcdL4 Ci?•?itti4 - /
EC
:cam t ?a? 1t1 L? C? ! SCu ?c l3)
a 13 3/0.13
. qls. #1,1= 3,3 ?- OcsiIn Srm 313.
. = 6a b y3 y 3
- Is S??knl. ws X310.0 +3.3 ' 3?3.30 of 310?? roIPC
HF,O- CIAS FILE SP•W, ,era
Discussion on Drainage investigation for Inlet on Standing Rock Way:
The inlet was evaluated using the Flowmaster program, which is based on the HEC-12
methodology in determining the efficiency of roadway inlets. The inlet is a standard City
of Raleigh inlet with an opening of 62 inches. The inlet was evaluated for a 10-year
storm event as well as the 100-year event. The highest elevation of the driveway before
overtopping occurs was field measured to be 316.93 at the right of way. During both of
these storm events the models predicted water surface elevations lower than the driveway
and therefore overtopping should not occur due to the inlet itself.
The 15" RCP pipe from the curb inlet at Standing Rock Way to the yard inlet was
analyzed to determine pipe capacity. The pipe was installed with a slope of 0.99% and
has sufficient capacity to cant' the 10-year storm event.
The 15" pipe was evaluated with the Highway Capacity Charts to check the entrance
conditions to the pipe. Assuming inlet control in the pipes the 10-year storm event head
water elevation to pass the storm was also predicted to be below the driveway elevation.
The pipe was also evaluated assuming outlet control. The assumption was made that the
15"CPP just downstream of the yard inlet was restricted and that the water rose to the top
of the yard inlet grate. This placed a tail water of 2 feet on the pipe. During the 10-year
storm event through the 50-year it was determined that inlet conditions would still
control. The main channel was also checked to see if those water surface elevations
would create tail water conditions that were higher than the yard grate elevation. In all
cases the water surface elevation was lower than the yard inlet grate. Therefore the
entrance to the 15" RCP at the curb inlet is not causing the water to back up over the
driveway.
The 15-inch CPP exiting from the yard inlet was evaluated to determine pipe capacity. It
was determined that this pipe was severely restricting the flow and that only 24% of the
10 year storm event would be expected to be carried through to the main channel causing
the water to back up.
Therefore it was determined that the most probable cause of the problem at the curb inlet
on Standing Rock Way is due to the severely restricted 15 inch Corrugated plastic pipe at
the end of the system. Because of the shallow slope a 24-inch RCP pipe would be
required to carry the 10-year storm event if the 15" CPP was replaced. Due to the
shallow depths of soil in the area, the installation of a 24-inch pipe would not provide any
cover over the pipe. Therefore we are recommending that the 15-inch CPP be removed
and replaced with one 15" RCP flared end section attached to the box and a channel be
constructed to the main ditch. The channel proposed is trapezoidal with a minimum
bottom width of 1.0 foot, minimum height of 1.5 foot, and 2H:1 V side slopes.
Z
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0.3£35
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ia8
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/o s ewevl
,?o '
_ dzA
g?Q = y 9a ens
GJf S a&-r eAi Z = , ad
6710 = 0' 7&Z74Z2-) X1,03) = S6e,4
q,7,5-.r 6,7b C 8.19 )(/.03) - (""eo as
qsv = 0.7b C 9, 91o y/. °3) = 7, a cls
g "uo 0, 7b C 1.7a ) 103 = ?. b efs
1h /r.1
?,v a?'7 ?/rJGUNi ?rs?n, - F/rrhrrr?e?okc. CHI a.1r•ado?vq?
_Gn? ?.c?rr? - /(? ..s , evt? w5 eCcvc? r? `: /fo . 3 7
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0. ! 9 Z - 0.0099 ?1//1-
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die = G. S!z ens
?s''crn
? ? ?,?9? = ,p,ooa9
/Z. - CJ ? 31 d•.

A. 1z -033
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C .033
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31
r - i.9oiJ.
Standing Rock Way Inlet 10 Year
Worksheet for Curb Inlet In Sag
Project Description
Worksheet Curb Inlet -1
Type Curb Inlet In Si
Solve For Spread.
Input Data
Discharge. 5.80 cis
Gutter Width 1.83 ft
Gutter Cross Slope 0.050 ftM
Road Cross Slope 0.030 MR
Curb Opening Lent 5.20 It
Opening Heigh 0.50 ft
Curb Throat Type iorizontal
Local Depression 3.0 in
Local Depression 4 183 It
Results
Spread 14.83 ft
Throat Incline Arn30.00 degree
Depth 0.48 ft
Gutter Depressiot 0.4 in
Total Depression 3.4 in

Project Engineer. Becky L. Ward
04 tanding rock way)inlet standing rock.fm2 Becky L Ward Consulting FlowMaster v7.0 [7.0005]
12110/03 03:12:09 PM 0 Haestad Methods, inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Standing Rock Way Inlet 100 Year
Worksheet for Curb Inlet In Sag
Project Description -
Worksheet Curb Inlet -1
Type Curb Inlet In St
Solve For Spread
Input Data
Discharge 9.72 cfs
Gutter Width 1.83 it
Gutter Cross Slope 0.050 M
Road Cross Slope 0.030 ftNt
Curb Opening Leni 5.20 R
Opening Height 0.50 ft
Curb Throat Type iorizontai
Local Depression 3.0 in
Local Depression 1.83 ft

Results
Spread 20.931t
Throat Incline Ant 30.00 degree
Depth 0.65 tt
Gutter Depressloi 0.4 in
Total Depression 3.4 In
Project Engineer. Becky L. Ward
c:WWnding rock wayliniet standing rock.fm2 Becky L Ward ConsuWng FdowMaster v7.0 [7.0005]
12110103 03:14:04 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Storm Inlets
Storm Drainage Attribute Field Data Collection
Becky Ward Consulting
?,?uv v?cuui ItIML
also 9
+(4A std v ws -3

Typical Cross Section '•; '"
24" RCP Required to Replace 16" CPP
Worksheet for Circular Channel
Project Description
Worksheet 15" CPP
Flow Element Circular Chann
Method Manning 's Forr
Solve For Discharge

Input Data
Mannings Coetfic 0.013
Channel Slope 002900 ft/R
Depth 1.25 it
Diameter 24.0 in
Results
Discharge 8.70 cis
Flow Area 2.1 tt2
Wetted Perime 3.65 R
Top Width 0.00 ft
Critical Depth 1.05 it
Percent Full 625 96
Critical Slope 0.004991 Wit
velocity 421 ftfs
Velocity Head 028 ft
Specific Energ, 1.53 ft
Froude Numbe 0.72
Maximum Disc 13.10 cis
Discharge Full 12.18 cfs
Slope Full 0.001480 ft/ft
Flow Type SubcdOcai
Project Engineer. Becky L. Ward
cAstanding rock wayVnlet standing rock.fm2 Becky L. Ward ConsuMng FlowMaster v7.0 [7.0005)
12/11/03 10:40:58 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Trapezoidal Channel to Replace 15" CPP
Worksheet for Trapezoidal Channel
Project Description
Worksheet Trapezoidal Chanrx
Flow Element Trapezoidal Chanrx
Method Manning's Formula
Solve For Discharge
Input Data
Mannings Coeffia 0.030 .
Channel Slope 00299 1ta
Depth 1.501t
Left Side Slope 2.00 H : V
Right Side Slope 2.00 H : V
Bottom Width 1.002
Results
Discharge 13.54 cfs
Flow Area 6.0 fh
Wetted Pedmr 7.71 ft
Top width 7.00 ft
Critical Depth 1.01 ft
Critical Slope 0.017471 Nit
velocity 2.26 Me
Velocity Head 0.06 ft
Specific Energ 1.58 2
Froude NumM 0.43
Flow Type Subcriftal

Project Engineer. Becky L. Wand
c:Nstanding rock wayMnlet standing rock.fm2 Becky L Ward Consulting FlowMaster v7.0 ]7.0005]
12/11/03 11:13:43 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
r
/
SKYCREST.QR1VE CB _
54„LF 42" RCP
-00 7.74%- ----1-----------s_ss -ss=?\
?`?---ss-ss-
/
S5? ----R---R----?
EXISTING TOP -?41 LF(\ 15" rCCP- ®0.29% '-- '0;0
\\ OF BANK 315.1$ t I ?Z
• i ?...
S.R.WAY r,-
0 ,
ti I n
EXISTING
'CHANNEL ED
cc) PUMP ???'A I {
LLI
/ \- - J
V.
CP&
SbUTH /
/ SINGLE
6'T/ OBROAr?
/ FAMILY(
HOUSE BAND {
r
%911 7 T '
//.. 7,T -- STANDING ROCK WAY
o \\\ 6 T I j 50 PUBLIC ROW
ss /, , OFc ?\ i t i EL. 31 .93 PLANTED ISLAND
Ao
136' A
'UTIIITY\ OX / /
.? N to
I°
oN
CC) rn
/ W °'
O

?
? ~v
03
v
w
I

0
1
I ? ? w
I U -4

I ?a

0
\
\\ ? _

?Z ??
RR

0. W
_ Ma j
0 j
W'?
a LL

0 0
W
_>
0
LEGEND
STORM DRAINAGE W
ss - ss - SANITARY SEWER LINE
CONSTRUCTION - - - - - PROPERTY LINE Z
s ?-
,''/ ?O \\ \\ / //app ENTRANCE i _ ROW--_ RIGHT-OF-WAY
WAKE CO. TOPO PRIOR
? TO DEVELOPMENT
¢? ,' \ A O,? \ /// ---T-- EASEMENT LIMIT
' o SANITARY SEWER CLEAN OUT
AG?'9 \\ \\ //// /z:O EXISTING CONCRETE DRIVEWAY
,? ,pa\ ?? S? \ \ \ v/ // // ,,,'tIf11111A11/i0+t1
E
/ ,• H CAR01
" JUNIPER
E HOLLY
30 15 0 30 60
SCALE IN FEET
a
13344
19/N
?HrruNN?``
SHRUB
TOB FROM FIELD SURVEYED
CROSS SECTIONS
TOE FROM FIELD SURVEYED
CROSS SECTIONS
a SITE ACCESS
11-23-03
PROJECT NAME:
Standing Rock Way
DWG NAME:
c-base
SCALE:
1°=30'
HEET NO
1 OF
LEGEND
DRAINAGE FABRIC
Lj RIP RAP
??gNUOp???I
?jkk ! 13344 a s:?
V 4
•
0 $
c/rr N.T1P??
? fNIVN 4k,%.?•'?
EXISTING CURB INLET
RIM EL = 105.32
SKYCREST DRIVE INV EL = 317.38 -..._ CB.
EXIST. 42 RCP 50 LF 42" RCP
7.74%

EXISTING RIP RAF5'(9
TO REMAIN
,'psFC' EXISTING TOP
XAA OF BANK
\l;ve' F
C
REMOVE EXISTING RIP RAP &
AMERICAN GREEN C-350
OR APP. EQUAL.
SEE CROSS SECTIONS FOR
CHANNELIMPROVEMENTS
EXISTING SS MH
INV. EL = 306.7
(MH BURIED) PLANS CALL '
FOR MH HEIGHT = 6.5
EXISTING CURB INLET
-?'?
RIM EL. = 313.94 a
INV. EL. = 308.14
Q0
X01

nx EXIST(Nl?
CHANNEL

i
CIO 15"
X
TBM SEE__NOTE..10
EXISTING SS MH
RI'M'
IM EL 32,3.9._..
_ INV. EL = 311.0
EXISTING YARD INLET
RIM EL. = 315.08 REPLACE 15" CPP W/TRAPEZOIDAL
INV. EL. = 313.08 r,nn rrcc
ATTACHED TO EXISTING YARD INLET
29%° ET & EXTEND RIP RAP APRON
INLI
- --; FOR A DISTANCE OF 10 FEET.
WRAP RIP; RAP--AROUND BEND FROM
TOE TO TOB THIS IDE OF CHANNEL
vs ,.._.
i
I {
I ?a
T
a'
INV. EL.=312.96
I +.
I ?
PROPOSED TOB
z = PROPOSED TOE'-,,
y > f
f
k?
L SHRUBS & TREES IN THE
'.? 5 WAY OE CONSTRUCTION
36" RCP ` IVEHICLLS TO BE REMOVED,
CO
oPRESERVED & REPLANTED.
INV.-'EL. 310 ,08? EXISTING RIP RAP
T4- REMAIN
GENERAL NOTES
1. CONTRACTOR TO INSTALL EROSION CONTROL MEASURES PRIOR TO CLEARING.
2. ALL CONSTRUCTION TO BE IN COMPLIANCE WITH CITY OF RALEIGH STANDARDS.
3. CONTRACTOR TO INSTALL DRAINAGE FABRIC WITH STAPLES PER
MANUFACTURERS RECOMMENDATIONS FOR ALL SLOPED/GRADED AREAS.
4. ALL DISTURBED AREAS ARE TO BE RE-SEEDED AND STRAWED PER CITY OF
RALEIGH STANDARDS
5. LOW GROWING SHRUBS TO BE PLANTED ON CHANNEL BANKS BY HOA.
6. ALL UTILITY AND TREE LOCATIONS ARE APPROXIMATE. CONTRACTOR TO FIELD
LOCATE ALL UTILITIES PRIOR TO CONSTRUCTION.
7. DISTURBED AREAS TO BE AMENDED WITH TOP SOIL PRIOR TO SEEDING.
8. SEED TO BE PLACED UNDER ALL DRAINAGE FABRIC.
9. CONTRACTOR TO ANCHOR FABRIC SECURELY UNDER RIP RAP AT BOTH ENDS
OF THE PROJECT.
10. EXISTING SS MH RIM AT SKYCREST DRIVE RIM EL ASSUMED 323.9,
USED AS TBM FOR PROJECT.
11. CONTRACTOR TO STABILIZE ALL DISTURBED AREAS AS DIRECTED BY
THE CITY PRIOR TO ANY RAIN EVENTS DURING CONSTRUCTION.
12. FLOOD PROOFING MEASURES AROUND CRAWL SPACE ACCESS DOORS
TO BE PROVIDED BY OTHERS.
CONTRACTOR TO CLEAN OUT
FROM THE BASINS

EXISTING CURB INLET
RIM EL. = 315.89
INV. EL. = 313.99
30 15 0 30
SCALE IN FEET
DRAINAGE FABRIC
SEED UNDER FABRIC NAG USE EXISTING
C-350 OR EQUAL RIP-RAP TO
PLACE ON BANK
5' MIN.
FABRIC LINER
UNDER RIP RAP
TRAPEZOIDAL CHANNEL "A"
NTS
AS VIEWED LOOKING DOWNSTREAM
Nto
r-
0)
co
w "
V W
? w
d ovU
`T ?+ q z
Q wm
'm
"a
41
0 N
!!ZAz
LU
v?

(0
v
W
?> W
J
V
?
w a
a2

= J 0
W
Z
3:Z
W t
ZV

12-08-03
REVISIONS:
1-4-04 COMMENTS
'ROJECT NAME:
Standing Rock Way
)WG NAME:
c-channel-improv
3CALE:
1"=34'
3HEET NO.
2 OF 2
00525786
WETLANDS 1401 GROUP
APR 1 S 2004
WATER. QUALITY SECTION
NC DEPT OF ENVIRONMENT & NATURAL RESOURC
NC DIVISION OF WATER QUALITY
401 WETLANDS UNIT
1650 MAIL SERVICE CENTER
RALEIGH NC 27699-1650

NUMBER DATE GR. AMOUNT DISCOUNT TAX App. CHRG. NET AMOUNT
4231STANDINGROC 03/17/04 200.00 .00 .00 .00 200.00
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