20040936 Ver 1_COMPLETE FILE_20070831

OF WA TF9 Michael F. Easley, Governor
Q William G. Ross Jr., Secretary
01 ? North Carolina Department of Environment and Natural Resources
j r Alan W. Klimek, P. E. Director
'i Coleen H. Sullins, Deputy Director
5 Division of Water Quality
September 8, 2004
(Replaces Approval Issued on July 12, 2004)
DWQ Project # 04-0936
Wake County
Page 1 of 3
Brittchurch Corporation
9313 Ten-Ten Road
Raleigh, NC 27603
Subject Property: Brittmore Sudbivision, Rand Road, Raleigh, NC
UT to Swift Creek [03-04-02, 27-43-(8), C NSW]
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (15A NCAC 2B .0233) with Additional Conditions
To Whom It May Concern:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 0.05 acres of wetlands, 22 feet of soeams and 3,570 square feet (ft ) of
protected riparian buffers for the purpose of constructing a sewer system, stormwater management and
driveway at the subject property, as described within your application dated June 8, 2004 and received by
the N.C. Division of Water Quality (DWQ) on June 9, 2004. After reviewing your application, we have
decided that the impacts are covered by General Water Quality Certification Number(s) 3402 (GC3402).
The Certification(s) allows you to use Nationwide Permit(s) 18 or 39 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 213 .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 Permit. This approval shall replace the approval
issued on July 12, 2004.
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:
Amount Approved Plan Location or Reference
(Units)
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address) NCDM
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (htto://h2o.enr.state.nc.us/ncwetlands)
Brittchurch Corporation / DWQ Project No. 04-0936
Page 2 of 3
September 8, 2004
Stream 22 (feet) Impact Site 1 (driveway crossing)
404 Wetlands 0.05 (acres) Impact Site 1 (fill for dry pond
construction)
Buffers 3,570 (square ft.) sewer & driveway
2. Buffer Mitigation (EEP) - You are required to mitigate for impacts to the protected riparian buffers.
The required area of mitigation to compensate for impacts to the protected riparian buffers is 621 square
feet as required under this Authorization Certificate and 15A NCAC 2B .0242(buffer mitigation rule).
We understand that you wish to make a payment into the. Riparian Buffer Restoration Fund administered
by the NC Ecosystem Enhancement Program (EEP) to meet this mitigation requirement. This has been
determined by the DWQ to be a suitable method to meet the mitigation requirement. In accordance with
15A NCAC 2B .0242(7)(buffer mitigation rule), this contribution will satisfy our compensatory
mitigation requirements under 15A NCAC 2B .0233(10)(buffer protection rule). Until the EEP receives
and clears your check (made payable to: DENR - Ecosystem Enhancement Program Office), no impacts
specified in this Authorization Certificate shall occur. The EEP should be contacted at [phone]
if you have any questions concerning payment into the Riparian Buffer Restoration Fund. You have one
month from the date of this approval to make this payment. For accounting purposes, this
Authorization Certificate authorizes payment into the Riparian Buffer Restoration Fund to
compensate for 621 fe of required riparian buffer mitigation for impacts to 207 fe of protected
riparian buffers; 03-04-02 river and subbasin, 27-43-(8), stream index number."
3. Diffuse Flow (Review) - An additional condition is that all constructed stormwater conveyance
outlets shall be directed and maintained to flow in a diffuse manner at non-erosive velocities through
the entire protected stream buffers without re-concentrating. If this is not possible it may be necessary
to provide stormwater facilities that are considered to remove nitrogen. Additionally, a stormwater
management plan for this project shall be provided to this Office before any of the impacts approved
herein are conducted. The plan shall specify all stormwater discharge points, plan details, and
calculations to indicate that diffuse flow through the protected buffers or nitrogen removal as
described above will be achieved. The stormwater management plan shall be approved in writing by
this Office before the impacts specified in this Certification occur. The DWQ has recently requested
additional information of your stormwater plan dated May 17, 2004. Please note that the impacts
approved in this letter shall not occur until you have received DWQ written approval of your
stormwater management plan.
4. 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.
5. 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,
Brittchurch Corporation / DWQ Project No. 04-0936
Page 3 of 3
September 8, 2004
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.
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.
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/Wetlands 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.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved
buffer impacts) shall be referred in writing to the Director for a decision. The Director's decision is
subject to review as provided in Articles 3 and 4 of G.S. 150B.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act and the Neuse riparian buffer protection rule as described within 15A NCAC 2B .0233. If you have
any questions, please telephone John Dorney at 919-733-9646 or Bob Zarzecki at 919-733-9726.
Sincere.
Alan W. Klimek, P.E.
AWK/bz
Enclosures: GC 3402
Certificate of Completion
cc: Will Buetow, S&EC, Inc., 11010 Raven Ridge Road, Raleigh, NC 27614
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
File Copy
Central Files
Filename: 040936
A' NINA
RCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
September 17, 2004
Brittchurch Corporation
9313 Ten-Ten Road
Raleigh, NC 27603
Subject Property
Brittmore Subdivision, Rand Road, Raleigh, NC
APPROVAL of Stormwater Management Plans
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # 04-0936
Wake County
On September 9, 2004, the Division of Water Quality (DWQ) received the additional information we
requested in order to review the stormwater management plan (Plan) prepared by your engineer, Mr.
Russell Briggs, P.E.
This Plan satisfies Condition 3 of the 401 Water Quality Certification issued to you on July 12, 2004. In
accordance with 15A NCAC 2H .1008(c)(3), recorded drainage easement must be placed around each
stormwater management facility. The stormwater management facilities must be constructed and
operational and the stormwater management plan implemented. Stormwater control measures used for
sedimentation and erosion control during the construction must be cleaned out and returned to their
designated state. All other conditions of the Certification are still applicable and must be followed.
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 Cynthia
Van Der Wiele at 919.715-3473.
Dorney,
Wed s / 01 Unit
JRD/cvdw
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files.
Russell Briggs, B&F Consulting, 2805 Tobermory Lane, Raleigh, NC 27606
Filename: 040936Brittmore(Wake)Storm.doc
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NorthCarolina
Phone: [phone] / FAX [phone] Internet: htto://h2o.enr.state.nc.us/ncwetiands Naturally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
B&F CONSULTING
RUSSELL BRIGGS, P. E. 919.618.0180
A M B E R F A R R E L L Y, P. E. 9 1 9. 3 8 9. 8 1 0 2
LETTER OF TRANSMITTAL SHEET
'I'O: PROM:
Cynthia Van der Wiele Russell Briggs
COMPANY: 1) Al Ii:
NCDWQ 9/9/2004
ADDRkSS: PI IONIS NUM13FR:
R1S:
Brittmoore Subdivision
? URG1:N'1' ? FOR 1ZFN11;W X 1'1.I;AS1? COMMIiNT ? I'Ll?ASF 1ZF11LY ? YI,1?AS1; RVCYCLI?
NO'ITS/CONIMI;NTS:
Additional information requested September 9, 2004 from our submittal of July 14, 2004.
W ET LANDS 1401 GRO(
SEP 0 `? %?04
WATER QL1k1TYSEC110
N
2805 TOBERMORY LANE • RALEIGH, NC 27606
WETLANDS 1401 GROUP
SEP 0 9 2004
OPERATIONS AND MAINTENANCE MANUAL
Project: Brittmoore Subdivision
BEST MANAGEMENT PRACTICES
Garner, NC
Property Owner /Responsible Party: ?j7Z)Tf!}{Lj , ice,
r
Prepared By: B&F Consulting, Inc.
2805 Tobermory Lane
Raleigh, NC, 27606
[phone]
Date: 8 September, 2004
WATER QUALITY SECTION
The maintenance of any Best Management Practice (BMP) installed to achieve
nitrogen loading and/or flow attenuating requirements for a development shall
be the responsibility of the property owner or other identified responsible
party. In the case of residential or commercial subdivisions, Home Owners
Associations or Merchants Associations must be established in order to identify
the responsible party. This manual establishes general procedures for
maintenance and operation of the allowed BMP types in accordance with the Town
of Garner Stormwater Program for Nitrogen Control. It is important to note that
only general maintenance tasks are identified here. All devices shall be
maintained to original design standards. This agreement shall be signed and
notarized by the responsible party to perform the tasks specified -in the plan,
including inspections, operation, and any needed maintenance activities..
I. Background
Identify the types of BMPs located on the site and give a brief
description on their design. If you need additional space please attach
separate pages to this document.
Please see attached report
II. Maintenance
A. Riparian Buffers -- Extra land in addition to required riparian
buffers that is used for nitrogen reduction should be left in an
undisturbed condition. Only maintenance activities allowed by the
buffer rules would be allowed. Any level spreaders used to diffuse
flow into the buffer should be maintained as required in section
II.B.2.
B. Vegetated Filter Strips with Level Spreaders
-- --- Maintenance requirements are as follows:
Brittmoore Subdivision
Page 2
1. At least once annually, remove deposited sediment, especially from
the upstream edge, to maintain original contours and grading.
2. Repair channels that form and regrade the filter strip to ensure
that the runoff flows evenly in a thin sheet over the filter strip.
3. Repair level spreader whose disrepair can cause the formation of
channels in the filter strip.
4. Reseed and regrade the filter strip to maintain a dense growth of
vegetation, especially if the strip has been used for sediment
control.
5. Grassed filter strips shall be mowed at least twice annually to a
minimum height of six inches.
C. Open Channel. Practices
Maintenance shall be performed as follows:
1. At least once annually, remove excess sediment, especially from the
upstream edge, to maintain original contours and grading.
2. At least once annually, repair any erosion and regrade the swale to
ensure that the runoff flows evenly in a thin sheet through the
swale.
3. At least once annually, inspect vegetation and revegetate the swale
to maintain a dense growth of vegetation.
4. Grassed swales shall be mowed at least twice annually to a minimum
height of six inches.
G. Retention Ponds
Maintenance requirements are as follows:
1. Debris and litter control checks for inlet, outlet, and orifice
obstruction after every storm producing runoff.
2. Provisions for routine vegetation management/mowing and a
schedule for these activities.
3. Checks every 6 months, or more frequently, for:
a. Sediment buildup and the need for removal.
b. Erosion along the bank and the need for reseeding or
stabilization and, if reseeding is necessary, a reseeding
schedule.
c. Erosion at the inlet and outlet and methods of stabilization.
d. Seepage through the dam.
e. Operation of any valves or mechanical components.
I. Other BMPs
Maintenance requirements will be based on the approved plans
subject to North Carolina Division of Water Quality approval.
The Town will inspect BMPs on an annual basis and forward a list of any
required deficiencies or repairs to the property owner/responsible party. The
property owner/responsible party will have 90 days to correct all deficiencies
and make all repairs to the satisfaction of the Town Engineer. Failure to
satisfactorily complete the repairs within the 90 days will cause the
BMP to be declared a nuisance as provided for in Section 6-17 of the Garner
Town Code. Abatement of the nuisance will proceed as provided for in Chapter 6,
Article TI of the Garner Town Code.
Brittmoore Subdivision
STORMWATER BEST MANAGEMENT PRACTICES
OPERATIONS AND MAINTENANCE AGREEMENT
Property Owner/Responsible Party
Sign.
Print: F U R&A-A/ M. 0 ,0LjJU0.4
STATE OF NORTH CAROLINA
Page 3
COUNTY OF WAKE
a Notary Public for said County and State,
do hereby certify that Jp ?( M C( ??((((?(-F personally appeared
before me this day and acknowledged the due execution of the foregoing
instrument.
Witness my hand and official_ seal, this the day of
(`' d .
Official. Seal
Notary Publ c
My commission expires "7 - __ C
Brittmore
Stormwater Analysis and Design
May 17, 2004
Prepared by
B&F Consulting
2805 Tobermory Lane
Raleigh, NC 27606
[phone]
Brittmore Stormwater Analysis and Design 2
Objective:
The storm drainage infrastructure for Brittmore shall be designed and analyzed to
provide diffuse flow into the Neuse River Buffer and detain the 1-year event to
pre-development levels.
Executive Summary:
A dry detention pond provides the reduction in peak flow for the one-year event.
The dry detention pond is constructed at the rear of lots 8 and 9. The outlet for
the dry detention pond is a single 18" barrel.
The dry detention pond also reduces the ten-year event to pre-development
levels, and thus permits the discharge into the head of the Neuse River Buffer at
the pre-development level.
A level spreader is utilized at the end of the Honorable Place to effect diffuse flow
into the Neuse River Buffer.
Brittmore Stormwater Analysis and Design
Analysis:
Existing conditions:
The existing site has impervious areas including drives, residence, tennis courts,
and parking. The total impervious area is 1.02 acres and the total site area is
11.91 acres, for an 8.58% impervious ratio. The composite rational "C" is
estimated as 0.40, with the impervious surface "C" assigned as 0.95, and the
wooded terrain assigned as 0.35.
Developed conditions:
The drainage area for Basin 1 based on the proposed storm drainage
conveyances is 6.0 acres. 0.32 acres are from off-site drainage. There are 13
full lots and approximately 2 lots with '/Z of the lot in the basin, for a total
equivalent lot count of 14. Thus, the proposed density in the basin is 14 units /
6.0 acres, or 2.33 units per acre. The rational "C" for this density is estimated as
0.45.
The drainage area at the end of the cul-de-sac that is undetained, but that will go
through a level spreader to provide diffuse flow into the Neuse River Buffer is
1.37 acres. Four lots comprise this drainage area denoted as Basin 2, for a
density of 2.9 units per acre. The rational "C" is estimated as 0.47
The drainage area for the lots that drain to the east of the property is 1.84 acres.
This is denoted as Basin 3. The equivalent of six lots drain to the east, with an
approximate density of 3.2 units per acre. The rational "C" is estimated as 0.5
The balance of the project is Basin 4, and it consists of the Neuse River Buffer
and a single lot on the other side of the Neuse River Buffer. This equates to 3.01
acres, and the rational "C" is estimated as 0.4.
The times of concentrations for the Basins were found by the Kirpich method. By
inspection, Basin 1 has the largest area and longest flow path. Thus the time of
concentration for this Basin will be the largest time of concentration of the Basins,
and thus most conservative. The Kirpich method states that
3 0.385
L
H
T, _
128
where
T. = Time of Concentration, in minutes
L = Length of mainstem, in feet
H = Elevation drop, in feet
Brittmore Stormwater Analysis and Design 4
The difference in elevation for Basin one is 47 feet (310 - 263) and the flow
length is 660 feet. Thus, the time of concentration for Basin 1 is
L3 0.385 (660 3 )0,385
T. = H = 47 = 3.2 minutes .'. use 5 minutes as default
128 128
The intensity for the one-year storm is given by the relationship:
K
t? +b
where
1= Intensity, in inches per hour
t,. =the time of concentration, in minutes
K, b =Site -specific and storm -specific constants
For the Garner area, the one-year, 24-hour storm is describe by the coefficients
K = 104 and b = 18. Thus the intensity for a one-year, 24-hour storm with a five-
minute time of concentration is
K 104
= =4.5
t, +b 5+18
For the Garner area, the ten-year, 24-hour storm is describe by the coefficients
K = 195 and b = 22. Thus the intensity for a ten-year, 24-hour storm with a five-
minute time of concentration is
K 195
= _72
t, +b 5+22
Brittmore Stormwater Analysis and Design 5
One Year Storm
Analysis and Design
Undetained
Pre-Development
Area
(acres) TC
(minutes) Intensity
(in/hr) C Q,
(cfs)
Basin 1 5.98 5 4.5 0.40 10.8
Basin 2 1.37 5 4.5 0.40 2.5
Basin 3 1.84 5 4.5 0.40 3.3
Basin 4 3.01 5 4.5 0.40 5.4
Total: 22.0
Post-Development
(undetained)
Area
(acres) TC
(minutes) Intensity
(in/hr) C Q,
(cfs)
Basin 1 5.98 5 4.5 0.45 12.1
Basin 2 1.37 5 4.5 0.47 2.9
Basin 3 1.84 5 4.5 0.50 4.1
Basin 4 3.01 5 4.5 0.40 5.4
Total: 24.6
Thus, Basin 1 must detain 2.6 cfs in the one-year, 24-hour storm for the post-
development flow from the site to be less than or equal to the pre-development
flow. The Post-development undetained flow is 12.1 cfs from Basin 1; the target
release is 9.5 cfs (12.1-2.6).
The routed storm (attached) shows a release of 4.5 cfs, which is well below the
target release rate.
Brittmore Stormwater Analysis and Design 6
Ten Year Storm
Analysis and Design
Undetained
Pre-Development
Area TC Intensity C Q10
(acres) (minutes) (in/hr) (cfs)
Basin 1 5.98 5 7.22 0.40 17.3
Basin 2 1.37 5 7.22 0.40 4.0
Post-Development
(undetained)
Area TC Intensity C Q10
(acres) (minutes) (in/hr) (cfs)
Basin 1 5.98 5 7.22 0.45 19.4
Basin 2 1.37 5 7.22 0.47 4.6
Basin 1 releases at the head of a Neuse River Buffer (NRB). Conversations with
Bob Zarzeckli, Environmental Specialist with NC Division of Water Quality on
May 11, 2004 indicate that at the head of a NRB, the flow may be discharged into
the existing channel forming the NRB as long as the flow rate does not increase
for the ten-year event. Thus, this detention needs to provide for a 2.1 cfs
reduction in the ten-year event, based on pre to post-development flows, or a
target release of 15.2 cfs (17.3 - 2.1).
The routed storm (attached) shows a release of 13.0 cfs, which is well below the
target release rate.
The diffuse flow is a performance criteria, and thus the same stipulations apply to
this release as to any diffuse flow mechanism (i.e. level spreader, plunge basin,
etc). If the release creates a problem (i.e. erosion or degradation of the NRB), a
remedy must be implemented.
The basin provides a peak reduction of 7.4 cfs, which is well above that required.
Basin 2 releases concentrated flow, and thus the need for a level spreader. The
level spreader will be 13 X 4.6 = 60 feet in length.
Basin 3 is far removed from the NRB and no diffuse flow mechanism is required.
Basin 4 does not concentrate the flow (one single-family residence), and there is
no diffuse flow mechanism required.
DWQ Project No
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person: Phone Number: (??Icr del
Level Spreader ID:
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
ft. (perpendicular to flow)
1.3-7 ac. (on-site and off-site drainage to the level spreader)
ac. (on-site and off-site drainage to the level spreader)
% (6% for forested, leaf littler cover, 8% for thick ground cover)*
?. cfs
?. cfs
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
yefff?f.
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter. `//oro?C T%l. CJ
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Britmore Detention Analysis B F Consulting
10-year 2805 Tobermory Lane
Storm Drainage Outfall "B" Raleigh, NC
[phone]
HYDROGRAPH PARAMETERS
Item Existing Proposed
Drainage Area
Pervious [acres] 4.29 6.0 Ref: Topgraphic
Impervious [acres] 0.0 2.29 Mapping
Drainage Area [acres] 4.29 8.29
27.6%
Rational C
Composite Rational C 0.30 0.50
Time of Concentration, Tc
Tc via Kirpich, with 1000 ' length of mai nstem, and 40' eleva tion difference, tc is 6 minutes
TIC [min] 5.0 5.0
Intensities, I
2-year [in/hr]
In, 406-year [in/hr]
Peak Discharge, Qp
2-year [cfs]
o 408-year [cfs]
Curve Number, CN
Soil Type
Hydrologic Soil Group
Pervious CN
Impervious CN
Composite CN
S
Precipitation Amount, P for 24 hour storm
2-year [inches]
10-year [inches]
Volume of Runoff, V, from 24-h our storm
2-year [inches]
409-year [inches]
[inches]
2-year [acre-feet]
1--l-00-year [acre-feet]
Time-to-Peak, Tp (for use in routing)
2-year [minutes]
10-year [minutes]
Time Interval for Routing
2-year [minutes]
ioi-08-year [minutes]
5.56 5.56
7.22 7.22
7.2 23.0
9.3 29.9
Q=CIA
B
59.0 59.0
99.0 98.0
59.0 69.8
6.9 4.3
3.6 3.6
5.6 5.6
0.53 1.06 v = ((p-.2S)^2)/(p+.8s)
2.44
0.38
0.87
8.6 Tp = V/(1.39*Qp)
15.2
2
2 for peak definition
Britmore Detention Analysis B F Consulting
10-year 2805 Tobermory Lane
Storm Drainage Outfall "B" Raleigh, NC
[phone]
BASIN PARAMETERS
Riser
18
3.3
266.00
= Dia. riser (inches)
= Cw riser
= Crest elev. riser Barrel
12 = Dia. barrel (inches)
0.59 = Cd barrel
263 = Invert elev. barrel Emergency Spillway
10 =Length
3.00 = Cw
269.8 = Crest elevation
4.0 = height outlet 1 [in.]
0.25 = length outletl [ft] Basin Geometry Description
0 = Cd outlet 1 15 Initial Basin parameter
0.00 = Invert outlet 1 30 Initial Basin parameter
0 = height outlet 2[in.] 10 multiplier for depth
0 = length outlet 2 [ft] 263.0 = Initial elev. water level
0 = Cd outlet 2
0 = Invert outlet 2
Results
Event Pre-Development Post Development Post Development
With Controls No controls
Peak Volume Peak Peak Volume Peak Volume
Discharge Discharge Elevation Discharge
[cfs] [ac-ft] [cfs] [ac-ft] [cfs] [ac-ft]
2 7.2 6.8 266.82 23
10 9.3 9.1 269.54 29.9
100
Check of description of storage areas:
Measured
Actual Surface
Elevation Area
(s.f. )
Calculated
Volume Predicted
Above N.P. Elevation
(c.f.)
Delta Comments
(ft)
263 903 452 263.62 0.62
264 1395 1,601 264.45 0.45
265 1898 3,247 265.23 0.23
266 2761 5,577 266.06 0.06
267 3769 8,842 266.96 -0.04
268 4840 13,146 267.93 -0.07
269 6001 18,567 268.94 -0.06
270 7276 25,205 270.00 0.00 Best fit in upper elevations, which is desireable
Britmore Detention Analysis
10-year
Storm Drainage Outfall "B"
ROUTING AND ANALYSIS --2-year storm
Time Inflow Storage Stage Outflow Surf. Area Q_barrel
[min] [cfs] [cubic ft] [ft] [cfs] [sq.ft]
0 0.0 0 263.0 0.0 450 0.0
2 3.0 0 263.0 0.0 450 0.0
4 10.3 355 263.5 0.0 1026 1.4
6 18.3 111 263.2 0.0 651 0.5
8 22.8 111 263.2 0.0 651 0.5
10 21.5 2,847 265.1 0.0 4012 4.6
12 16.2 5,426 266.0 0.0 6777 5.9
14 12.0 7,368 266.6 6.5 8788 6.5
16 8.8 8,027 266.8 63 9462 6.7
18 6.5 8,283 266.8 6.8 9722 6.8
20 4.8 8,253 266.8 6.8 9692 6.8
22 3.6 8,020 266.8 6.7 9454 6.7
24 2.6 7,643 266.7 6.6 9069 6.6
26 1.9 7,167 266.5 5.9 8581 6.5
28 1.4 6,695 266.4 3.8 8096 6.3
30 1.1 6,413 266.3 2.7 7805 6.2
32 0.8 6,221 266.3 2.0 7605 6.2
34 0.6 6,079 266.2 1.5 7458 6.1
36 0.4 5,969 266.2 1.2 7344 6.1
38 0.3 5,882 266.1 0.9 7253 6.0
40 0.2 5,811 266.1 0.7 7180 6.0
42 0.2 5,754 266.1 0.6 7119 6.0
44 0.1 5,705 266.1 0.5 7069 6.0
46 0.1 5,665 266.1 0.4 7028 6.0
48 0.1 5,632 266.1 0.3 6992 6.0
50 0.1 5,603 266.1 0.3 6963 5.9
52 0.0 5,579 266.1 0.2 6938 5.9
54 0.0 5,559 266.1 0.2 6916 5.9
56 0.0 5,541 266.0 0.1 6898 5.9
58 0.0 5,526 266.0 0.1 6882 5.9
60 0.0 5,513 266.0 0.1 6868 5.9
62 0.0 5,502 266.0 0.1 6857 5.9
64 0.0 5,492 266.0 0.1 6846 5.9
66 0.0 0 263.0 0.0 450 0.0
68 0.0 0 263.0 0.0 450 0.0
70 0.0 0 263.0 0.0 450 0.0
72 0.0 0 263.0 0.0 450 0.0
74 0.0 0 263.0 0.0 450 0.0
76 0.0 0 263.0 0.0 450 0.0
78 0.0 0 263.0 0.0 450 0.0
0
266.82 6.8 < ==maximum 2-yr
B F Consulting
2805 Tobermory Lane
Raleigh, NC
[phone]
Outlet Hydraulics
Q_riser Q Q
weir orifice em.spil outlet1
0.0 0.0 0 0.0
0.0 0.0 0 0.0
0.0 0.0 0 0.0
0.0 0.0 0 0.0
0.0 0.0 0 0.0
0.0 0.0 0 0.0
0.0 0.8 0 0.0
6.8 6.5 0 0.0
10.2 7.4 0 0.0
11.5 7.7 0 0.0
11.4 7.7 0 0.0
10.1 7.4 0 0.0
8.2 6.9 0 0.0
5.9 6.1 0 0.0
3.8 5.3 0 0.0
2.7 4.7 0 0.0
2.0 4.3 0 0.0
1.5 3.9 0 0.0
1.2 3.6 0 0.0
0.9 3.3 0 0.0
0.7 3.0 0 0.0
0.6 2.8 0 0.0
0.5 2.6 0 0.0
0.4 2.5 0 0.0
0.3 2.3 0 0.0
0.3 2.2 0 0.0
0.2 2.0 0 0.0
0.2 1.9 0 0.0
0.1 1.8 0 0.0
0.1 1.7 0 0.0
Britmore Detention Analysis
10-year
Storm Drainage Outfall "B"
ROUTING AND ANALYSIS -- 10-year storm
Time Inflow Storage Stage Outflow Surf. Area Q_barrel
[min] [cfs] [cubic ft] [ft] [cfs] [sq.ft]
0 0.0 0 263.0 0.0 450 0.0
2 1.3 0 263.0 0.0 450 0.0
4 4.8 151 263.3 0.0 716 0.7
6 10.1 728 263.9 0.0 1531 2.3
8 16.2 1,937 264.6 0.0 2989 4.0
10 22.0 3,875 265.5 0.0 5133 5.2
12 26.7 6,519 266.3 3.1 7914 6.3
14 29.4 9,358 267.1 7.0 10812 7.0
16 29.7 12,048 267.7 7.6 13509 7.6
18 27.5 14,704 268.2 8.1 16139 8.1
20 23.6 17,040 268.7 8.4 18434 8.4
22 19.9 18,853 269.0 8.7 20204 8.7
24 16.7 20,192 269.2 8.9 21507 8.9
26 14.1 21,136 269.4 9.0 22423 9.0
28 11.9 21,750 269.5 9.1 23018 9.1
30 10.0 22,089 269.5 9.1 23346 9.1
32 8.5 22,199 269.5 9.1 23453 9.1
34 7.1 22,119 269.5 9.1 23375 9.1
36 6.0 21,880 269.5 9.1 23145 9.1
38 5.1 21,511 269.4 9.0 22787 9.0
40 4.3 21,034 269.4 9.0 22324 9.0
42 3.6 20,468 269.3 8.9 21776 8.9
44 3.0 19,831 269.2 8.8 21156 8.8
46 2.6 19,136 269.0 8.7 20480 8.7
48 2.2 18,394 268.9 8.6 19757 8.6
50 1.8 17,617 268.8 8.5 18998 8.5
52 1.5 16,811 268.6 8.4 18210 8.4
54 1.3 15,986 268.5 8.3 17400 8.3
56 1.1 15,147 268.3 8.2 16576 8.2
58 0.9 14,299 268.2 8.0 15740 8.0
60 0.8 13,448 268.0 7.9 14898 7.9
62 0.7 12,597 267.8 7.7 14054 7.7
64 0.6 11,750 267.6 7.5 13211 7.5
66 0.5 10,910 267.4 7.4 12372 7.4
68 0.4 10,080 267.3 7.2 11540 7.2
70 0.3 9,263 2671 7.0 10716 7.0
72 0.3 8,462 266.9 6.8 9904 6.8
74 0.2 7,678 266.7 6.6 9105 6.6
76 0.2 6,914 266.5 4.7 8321 6.4
78 0.2 6,372 266.3 2.5 7762 6.2
80 0.1 6,091 266.2 1.5 7471 6.1
82 0.1 5,925 266.2 1.0 7298 6.1
84 0.1 5,816 266.1 0.7 7185 6.0
86 0.1 5,741 266.1 0.5 7106 6.0
88 0.1 5,686 266.1 0.4 7049 6.0
90 0.1 5,645 266.1 0.3 7006 6.0
92 0.1 5,612 266.1 0.3 6972 5.9
94 0.0 5,586 266.1 0.2 6945 5.9
96 0.0 5,565 266.1 0.2 6922 5.9
98 0.0 5,547 266.0 0.2 6904 5.9
100 0.0 5,532 266.0 0.1 6888 5.9
102 0.0 5,519 266.0 0.1 6875 5.9
104 0.0 5,508 266.0 0.1 6863 5.9
106 0.0 0 263.0 0.0 450 0.0
108 0.0 0 263.0 0.0 450 0.0
110 0.0 0 263.0 0.0 450 0.0
112 0.0 0 263.0 0.0 450 0.0
B F Consulting
2805 Tobermory Lane
Raleigh, NC
[phone]
Outlet Hydraulics
Q_riser Q Q
weir orifice em.spil outletl
0.0 0.0 0 0.0
0.0 0.0 0 0.0
0.0 0.0 0 0.0
0.0 0.0 0 0.0
0.0 0.0 0 0.0
0.0 0.0 0 0.0
3.1 5.0 0 0.0
17.6 8.9 0 0.0
34.4 11.1 0 0.0
52.1 12.7 0 0.0
68.0 13.9 0 0.0
80.5 14.7 0 0.0
89.7 15.3 0 0.0
96.3 15.6 0 0.0
100.5 15.9 0 0.0
102.9 16.0 0 0.0
103.6 16.0 0 0.0
103.1 16.0 0 0.0
101.4 15.9 0 0.0
98.9 15.8 0 0.0
Britmore Detention Analysis B F Consulting
10-year 2805 Tobermory Lane
Storm Drainage Outfall "B" Raleigh, NC
[phone]
114 0.0 0 263.0 0.0 450 0.0
116 0.0 0 263.0 0.0 450 0.0
118 0.0 0 263.0 0.0 450 0.0
120 0.0 0 263.0 0.0 450 0.0
122 0.0 0 263.0 0.0 450 0.0
124 0.0 0 263.0 0.0 450 0.0
126 0.0 0 263.0 0.0 450 0.0
128 0.0 0 263.0 0.0 450 0.0
130 0.0 0 263.0 0.0 450 0.0
132 0.0 0 263.0 0.0 450 0.0
134 0.0 0 263.0 0.0 450 0.0
136 0.0 0 263.0 0.0 450 0.0
138 0.0 0 263.0 0.0 450 0.0
140 0.0 0 263.0 0.0 450 0.0
142 0.0 0 263.0 0.0 450 0.0
144 0.0 0 263.0 0.0 450 0.0
146 0.0 0 263.0 0.0 450 0.0
148 0.0 0 263.0 0.0 450 0.0
150 0.0 0 263.0 0.0 450 0.0
152 0.0 0 263.0 0.0 450 0.0
154 0.0 0 263.0 0.0 450 0.0
156 0.0 0 263.0 0.0 450 0.0
158 0.0 0 263.0 0.0 450 0.0
160 0.0 0 263.0 0.0 450 0.0
162 0.0 0 263.0 0.0 450 0.0
164 0.0 0 263.0 0.0 450 0.0
166 0.0 0 263.0 0.0 450 0.0
168 0.0 0 263.0 0.0 450 0.0
170 0.0 0 263.0 0.0 450 0.0
172 0.0 0 263.0 0.0 450 0.0
174 0.0 0 263.0 0.0 450 0.0
176 0.0 0 263.0 0.0 450 0.0
178 0.0 0 263.0 0.0 450 0.0
180 0.0 0 263.0 0.0 450 0.0
182 0.0 0 263.0 0.0 450 0.0
269.54 9.1 -maximum maximum (10-yr)
Brittmore Detention Analysis B F Consulting
1-year and 10year 2805 Tobermory Lane
Basin 1 Raleigh, NC
[phone]
HYDROGRAPH PARAMETERS
Item Existing Proposed
Drainage Area
Pervious [acres] 5.98 4.2 Ref: Topgraphic
Impervious [acres] 0.0 1.78 Mapping
Drainage Area [acres] 5.98 5.98
29.8%
Rational C
Composite Rational C 0.40 0.45
Time of Concentration, Tc
Tc [min] 5.0 5.0
Intensities, I
1-year [in/hr] 4.50 4.50
100-year [in/hr] 9.70 9.70
Peak Discharge, Qp Q = CIA
1-year [cfs] 10.8 12.1
100-year [cfs] 23.2 26.1
Curve Number, CN
Soil Type
Hydrologic Soil Group B
Pervious CN 59.0 59.0
Impervious CN 99.0 98.0
Composite CN 59.0 70.6
S 6.9 4.2
Precipitation Amount, P
1-year [inches] 2.1 2.1
1r10-year [inches] 8.0 8.0
Volume of Runoff, V
1-year [inches] 0.07 0.30 v = ((p-.2S)^2)/(p+.8s)
?.y0-year [inches] 4.53
[inches]
1-year [acre-feet] 0.15
130-year [acre-feet] 2.26
Time-to-Peak, Tp (for use in routing)
1-year [minutes] 6.4 Tp = V/(1.39'Qp)
1,10-year [minutes] 45.2
Time Interval for Routing
1-year [minutes] 0.5
0 0-year [minutes] 2 for peak definition
Brittmore Detention Analysis B F Consulting
1-year and 1Myear 2805 Tobermory Lane
Basin 1 Raleigh, NC
[phone]
BASIN PARAMETERS
Riser
999
3.3
266.00
= Dia. riser (inches)
= Cw riser
= Crest elev. riser Barrel
18 = Dia. barrel (inches)
0.59 = Cd barrel
266 = Invert elev. barrel Emergency Spillway
20 =Length
3.00 = Cw
269.8 = Crest elevation
1.0 = height outlet 1 [in.]
1.00 = length outletl [ft] Basin Geometry Description
0.6 = Cd outlet 1 60 Initial Basin parameter
263.00 = Invert outlet 1 57 Initial Basin parameter
0 = height outlet 2[in.] 4 multiplier for depth
0 = length outlet 2 [ft] 266.0 = Initial elev. water level
0 = Cd outlet 2
0 = Invert outlet 2
Results
Event Pre-Development Post Development Post Development
With Controls No controls
Peak Volume Peak Peak Volume Peak Volume
Discharge Discharge Elevation Discharge
[cfs] [ac-ft] [cfs] [ac-ft] [cfs] [ac-ft]
1 10.8 4.5 266.92 12.1
10t, 23.2 25.2 270.10 26.1
Check of description of storage areas:
Measured
Actual Surface
Elevation Area
(s.f. )
Calculated
Volume Predicted
Above N.P. Elevation
(c.f. )
Delta Comments
(ft)
266 2761 1,381 266.38 0.38
267 3769 4,646 267.17 0.17
268 4840 8,950 268.04 0.04
269 6001 14,371 268.98 -0.02
270 7276 21,009 269.98 -0.02 Best fit in upper elevations, which is desireable
Brittmore Detention Analysis
1-year and 1Myear
Basin 1
ROUTING AND ANALYSIS --1-year storm
Outlet Hydraulics
Time Inflow Storage Stage Outflow Surf. Area Q_barrel
[min] [cfs] [cubic ft] [ft] [cfs] [sq.ft]
0.0 0.0 0 266.0 0.0 3420 0.0
0.5 0.2 0 266.0 0.0 3420 0.0
1.0 0.7 6 266.0 0.0 3422 0.0
1.5 1.6 111 266.0 0.2 3450 0.2
2.0 2.7 111 266.0 0.2 3450 0.2
2.5 4.1 188 266.1 0.3 3471 0.3
3.0 5.5 302 266.1 0.4 3502 0.4
3.5 7.0 455 266.1 0.6 3543 0.6
4.0 8.4 646 266.2 0.9 3595 0.9
4.5 9.7 873 266.2 1.2 3655 1.2
5.0 10.8 1,129 266.3 1.5 3723 1.5
5.5 11.6 1,407 266.4 1.9 3795 1.9
6.0 12.0 1,698 266.5 2.3 3871 2.3
6.5 12.1 1,991 266.5 2.6 3946 2.6
7.0 11.8 2,275 266.6 3.0 4019 3.0
7.5 11.2 2,541 266.7 3.3 4086 3.3
8.0 10.2 2,777 266.7 3.6 4145 3.6
8.5 9.2 2,978 266.8 3.8 4195 3.8
9.0 8.3 3,142 266.8 4.0 4236 4.0
9.5 7.5 3,273 266.9 4.1 4269 4.1
10.0 6.8 3,375 266.9 4.2 4294 4.2
10.5 6.1 3,451 266.9 4.3 4313 4.3
11.0 5.5 3,506 266.9 4.4 4326 4.4
11.5 5.0 3,540 266.9 4.4 4335 4.4
12.0 4.5 3,557 266.9 4.5 4339 4.5
12.5 4.1 3,559 266.9 4.5 4339 4.5
13.0 3.7 3,548 266.9 4.4 4337 4.4
115 3.3 3,525 266.9 4.4 4331 4.4
14.0 3.0 3,493 266.9 4.4 4323 4.4
14.5 2.7 3,451 266.9 4.3 4313 4.3
15.0 2.4 3,403 266.9 4.3 4301 43
15.5 2.2 3,348 266.9 4.2 4287 4.2
16.0 2.0 3,288 266.9 4.1 4272 4.1
266.92 4.5 < _= maximum 1-yr
B F Consulting
2805 Tobermory Lane
Raleigh, NC
[phone]
Q_riser Q Q
weir orifice em.spil outlet1
Brittmore Detention Analysis
1-year and 106year
Basin 1
ROUTING AND ANALYSIS -- 10?year storm
Outlet Hydraulics
Time Inflow Storage Stage Outflow Surf. Area Q_barrel
[min] [cfs] [cubic ft] [ft] [cfs] [sq.ft]
0 0.0 0 266.0 0.0 3420 0.0
2 0.1 0 266.0 0.0 3420 0.0
4 0.5 15 266.0 0.0 3424 0.0
6 1.1 73 266.0 0.1 3440 0.1
8 2.0 195 266.1 0.3 3473 0.3
10 3.0 398 266.1 0.6 3528 0.6
12 4.3 695 266.2 1.0 3608 1.0
14 5.7 1,094 266.3 1.5 3713 1.5
16 7.3 1,601 266.4 2.1 3846 2.1
18 8.9 2,217 266.6 2.9 4004 2.9
20 10.7 2,944 266.8 3.8 4187 3.8
22 12.5 3,778 267.0 4.7 4393 4.7
24 14.3 4,714 267.2 5.7 4620 5.7
26 16.1 5,745 267.4 6.8 4865 6.8
28 17.8 6,862 267.6 7.9 5126 7.9
30 19.5 8,056 267.9 8.9 5400 8.9
32 21.0 9,329 268.1 9.8 5686 9.8
34 22.3 10,675 268.4 10.6 5985 10.6
36 23.5 12,084 268.6 11.4 6292 11.4
38 24.5 13,541 268.8 12.1 6606 12.1
40 25.3 15,028 269.1 12.8 6922 12.8
42 25.8 16,526 269.3 13.4 7236 13.4
44 26.1 18,012 269.5 14.0 7544 14.0
46 26.1 19,462 269.8 14.5 7841 14.5
48 25.9 20,854 270.0 18.7 8124 15.0
50 25.4 21,718 270.1 24.0 8299 15.2
52 24.7 21,890 270.1 25.2 8334 15.3
54 23.7 21,833 270.1 24.8 8322 15.3
56 22.6 21,712 270.1 23.9 8298 15.2
58 21.4 21,555 270.1 22.9 8266 15.2
60 20.2 21,377 270.0 21.7 8230 15.1
62 19.1 21,194 270.0 20.6 8193 15.1
64 18.0 21,011 270.0 19.5 8156 15.0
66 17.0 20,827 270.0 18.5 8119 14.9
68 16.0 20,644 269.9 17.6 8082 14.9
70 15.1 20,457 269.9 16.7 8044 14.8
72 14.3 20,266 269.9 15.9 8005 14.8
74 13.5 20,068 269.8 15.3 7965 14.7
76 12.7 19,855 269.8 14.7 7922 14.6
78 12.0 19,616 269.8 14.5 7873 14.5
80 11.4 19,315 269.7 14.4 7811 14.4
82 10.7 18,945 269.7 14.3 7736 14.3
84 10.1 18,514 269.6 14.2 7647 14.2
86 9.6 18,031 269.5 14.0 7548 14.0
88 9.0 17,500 269.5 13.8 7438 13.8
90 8.5 16,930 269.4 13.6 7320 13.6
92 8.0 16,325 269.3 13.3 7194 13.3
94 7.6 15,692 269.2 13.1 7061 13.1
96 7.2 15,036 269.1 12.8 6923 12.8
98 6.8 14,363 269.0 12.5 6781 12.5
100 6.4 13,677 268.9 12.2 6635 12.2
102 6.0 12,984 268.8 11.8 6487 11.8
B F Consulting
2805 Tobermory Lane
Raleigh, NC
[phone]
270.10 25.2 < == maximum (ITyr)
aq; 14'
AdMMW?AWAUN?T. ___
A
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
September 3, 2004
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Brittchurch Corporation
9313 Ten-Ten Road
Raleigh, NC 27603
Subject Property: Brittmore Subdivision, Rand Road, Raleigh, NC
REQUEST FOR MORE INFORMATION-Stormwater Management Plan
DWQ Project # 04-0936
Wake County
On July 14, 2004, the Division of Water Quality (DWQ) received the stormwater management plan
prepared by your engineer, Mr. Russell Briggs, P.E., to comply with the conditions of the 401 Water
Quality Certification issued on July 12, 2004.
Only complete application packages will be accepted and reviewed by the Division of Water Quality
(DWQ)•
A complete package includes all of the items listed below.
¦ Signed and notarized Operation and Maintenance Agreement for the Stormwater facilities.
¦ Completed worksheet for each BMP.
¦ Detailed narrative description of stormwater treatment/management.
¦ Plans and specifications, including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htto://h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
NorthCarohna
;Vatmrally
Brittmore Subdivision
Page 2 of 2
September 3, 2004
Please respond within three weeks of the date of this letter by sending three (3) copies this information in
writing. This letter only addresses the stormwater management plan review and does not authorize any
impacts to wetlands or streams until the plans are approved. Please call Ms. Cynthia Van Der Wiele at
919-715-3473 or Mr. John Dorney at 919-733-1786 if you have any questions regarding this issue.
Sincerely,
JRD/cvdw
U?
orney,
Wetlands / 401 U it
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office File Copy
Central Files
Russell Briggs, B&F Consulting, 2805 Tobermory Lane,\Raleigh, NC 27606
Filename: 040936Brittmore(Wake)Storm MoreInfo.doc
SENDING CONFIRMATION
DATE SEP-8-2004 WED 09:51
NAME DWQ-WETLANDS
TEL [phone]
PHONE : [phone]
PAGES : 4/4
START TIME : SEP-08 09:49
ELAPSED TIME : 01,001,
MODE : ECM
RESULTS : OK
FIRST PAGE OF RECENT DOCUMENT TRANSMITTED...
FMA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Alid,eol F Easley, Governor William G. Rosa, Jr., Secretary
Alan W. Klimek, P.E., Director
Wetlands/401 Certification Unit
Street Address: 2321 Crabtree Boulevard Suite 250
Raleigh, NC 27604-2260
Malting Address: 1650 Mail Service Ccaiter
Raleigh, NC 27699-1650
Contactfnformatium Phone #: [phone]
Fax #: [phone]

Fax To: Zddtt? p
?L/ !t{(e
F.. #:
Company: p
Date:
Number of pages indurding cover sheet:
Notes or special blu tructions:
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2221 Cnbw awwIfO. AAxPID, rbM:7ftn c>,.me Y]Bd Caro lA
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NCDENR
North Carolina Department of Environment and Natural Resources
Michael F. Easley, Governor
Division of Water Quality
Wetlands/401 Certification Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone #: [phone]
Fax #: [phone]
Fax To:
Company:
Number of pages including cover sheet:
Notes or special instructions:
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: hhtW://h2o.enr.state.nc.us/ncwetlands)
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Fax #:
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director

Date: 9 x ? y
NorthCarohna
NaAwliff
SENDING CONFIRMATION
DATE SEP-8-2004 WED 08:36
NAME DWQ-WETLANDS
TEL [phone]

PHONE : [phone]
PAGES : 3/3
START TIME : SEP-08 08:35
ELAPSED TIME : 00'28"
MODE : ECM
RESULTS : OK
FIRST PAGE OF RECENT DOCUMENT TRANSMITTED...
*V
NCDENR
North Carolina Department of Environment and Natural Reaouroes
Division of Water Quality
NWxd F. Easley, Governor William G. Rose, Jr., Secretary
Also W. Klimek, P,E, Ulreti.)r
Wetlantls/401 Certif9cation Unit
Street Address: 2321 Crubttee lloulevanl, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-14550
Contactlnformatlon: Phone: [phone]
Fax #: [phone]
Fax To: ..[ 1 x m F. #: 2 y?a 7
Company: S.' "•C-- - - Date:
Number or pages Including cover sheet: 3
Notes or special instructions:
Sera ,3 M? V- { - r k-e:- ry f,o ry1
1 1 C0 Z.•?. c. r, rrypn, ran c a.• erase use
aae, a.pe» e.m.,a. er as e.r.tg,, nantww eta
worse,e.nslMerFAxmaraawsrrr?emvab
M Eqw opm*NW NnwN ?en0nw -M AKY*W10%eM sawn P w
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Naturally
Soil & Environmental Consultants, PA
11010 Raven Ridge Road ° Raleigh, North Carolina 27614 ° Phone: [phone] ° Fax: [phone]
www.SandEC.com
Transmittal
?i
To: ©j r 2 eG I' lc Project Date:
` Project Name: 8- T ?^20 Q
File:
We Transmit to you Herewith: Under Separate Cover:
? Drawings ? For your information and files ? By mail
Specifications For comment or approval By courier
? Brochures or photos Returned for correction, resubmit By express
? Correspondence ? Approved as noted
? As per your request
No. Copies Document No. Date Description

ire- f I(--

WETLANDS / 401 GROUP

SECTION
Remarks: T \?TU
ce v` ? C wl

l 1 i
©Q
If enc osures are not as listed as above, kindly notify us at once. l ©_(t ?1 ?' l!J
Luc Qd1 ??? 1 ;co L's "-c
Yb \-k
By: Sz c `? Akee C? Y\
C
Charlotte Office: Greensboro Office: Hickory Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord, NC 28025 Greensboro, NC 27455 Taylorsvilie, NC 28681
Phone: [phone] Phone: [phone] Phone [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
F
Environmental Consultants, PA
Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
L E
Division of Water Quality
Attention: Bob Zarzecki
July 14, 2004
S&EC, PA Project # 8447.W1
Re: Questions about the Buffer and 401 Water Quality Certification approval letter dated
7/12/04 on the Brittmoore Subdivision Project (DWQ Project # 04-0936)
Dear Mr. Zarzecki:
Thank you for the Buffer and 401 Water Quality Certification approvals for the Brittmore
Subdivision (DWQ Project # 04-0936 received 7/13/04). After reviewing the approval
letter, a few items on the approval letter were different from the permit application that
we had submitted. The 0.05 acre wetland impact for the proposed dry pond (Impact site
1) is listed on the approval letter as being a sewer impact when the impacts are resulting
from the construction of a dry pond required by the Town of Garner. Also the stream
impact (Impact site 1, 22 feet, crossing) is listed as also being a sewer crossing when it
was proposed by the permit application for a driveway to access a lot. No sewer crossings
are proposed on this project, however we did request parallel buffer impacts for the sewer
line which you approved with mitigation. Please see the attached table below. This table
is what the impact table should look like on the approval letterA
Amount Approved Plan Location or Reference
(units)
Stream 22 (feet) Impact site 1 (driveway crossing)
404 Wetlands 0.05 (acres) Impact site 1 (fill for dry pond construction)
Waters - (acres) -
Buffers 3,570 (square feet) sewer and driveway
Also attached you will find a copy of the stormwater plan as prepared by Russell Briggs
as requested by the approval letter prior to impacts.If there are any stormwater plan
Charlotte Office: Greensboro Office: HickoEy Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord, NC 28025 Greensboro, NC 27455 Taylorsville, NC 28681
Phone: [phone] Phone: [phone] Phone [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
questions contact Mr. Briggs directly. Mr. Briggs stated to us that he previously discussed
the issues related to the stormwater plan with you. If there are any other questions feel
free to contact Will Buetow or Kevin Martin.
Sincerely,

Will Buetow
N.C. Licensed Soil Scientist
License # 1255
Brittmore
Stormwater Analysis and Design

May 17, 2004
WETLANDS / 401 GOUP
SEP 0 7 2004
WATER QUALITYSECTION
Prepared by
13&F Consulting
2805 Tobermory La
Raleigh, NC 27601
[phone]
QTniznnfih JNRIE3NIDO NOWND Ifi OLOTZ996T6 YU W90 IOOZ/8Z/50
Brittmore Storrnw'ater Analysis and Design 2
Objective:
The storm drainage infrastructure for Brittmore shall be designed and analyzed to
provide diffuse flow into the Neuse River Buffer and detain the 1 year event to
pre-development levels.
Executive Summary:
A dry detention pond provides the reduction in peak flow for the one-year even.
The dry detention pond is constructed at the rear of lots 8 and 9. The outlet for
the dry detention pond is a single 18" barrel.
The dry detention pond also reduces the ten-year event to pre-development
levels, and thus permits the discharge into the head of the Neuse }diver Buffer at
the pre-development level.
A level spreader is utilized at the end of the Honorable Place to effect diffuse flow
into the Neuse River Buffer.
The 100-year event was routed through the basin to ensure adequacy of the
spillways - both principal and emergency.
QTn/tnoFM 9HIUSHMIDNH HOWHOVIH OLOTZ996TS YU W90 VOOZ/9Z/90
Bzittmore Stozmwater Analysis and Deign
Analysis:
Existing conditions:
The existing site has Impervious areas including drives, residence, tennis courts,
and parking. The total impervious area is 1.02 acres and the total site area is
11.91 acres, for an 8.58% impervious ratio. The composite rational "C" is
estimated as 0.40, with the impervious surface °C" assigned as 0.95, and the
wooded terrain assigned as 0.35.
Developed conditions:
The drainage area for Basin 1 based on the proposed storm drainage
conveyances is 6.0 acres. 0.32 acres are from off-site drainage. There are 13
full lots and approximately 2 lots with Y7 of the lot In the basin, for a total
equivalent lot count of 14. Thus, the proposed density in the basin is 14 units /
6.0 acres, or 2.33 units per acre. The rational "C" for this density is estimated as
0.45.
The drainage area at the end of the cul-de-sac that is undetained, but that will go
through a level spreader to provide diffuse flow into the Neuse River Buffer is
1.37 acres. Four lots comprise this drainage area denoted as Basin 2, for a
density of 2.9 units per acre. The rational "C" is estimated as 0.47
The drainage area for the lots that drain to the east of the property is 1.84 acres.
This is denoted as Basin 3. The equivalent of six lots drain to the east, with an
approximate density of 3.2 units per acre. The rational "C" is estimated as 0.5
The balance of the project is Basin 4, and it consists of the Neuse River Buffer
and a single lot on the other side of the Neuse River Buffer. This equates to 3.01
acres, and the rational "C" is estimated as 0.4.
The times of concentrations for the Basins were found by the Kirpich method. By
inspection, Basin 1 has the largest area and longest flow path. Thus the time of
concentration for this Basin will be the largest time of concentration of the Basins,
and thus most conservative. The Kirpich method states that
L' osas
H
T` 128
where
T? Time of Concentration, in minutes
L =Length of mainstem, in feet
,H' Elevation drop, in feet
orniannrA DNIHHHNIDN3 NONEDVIM OLOTZ996T6 %V3 5V:90 VOOZ/SZ/50
Nittmore Stormwater Analysis and Design 4
The difference in elevation for Basin one is 47 feet (310 - 263) and the flow
length is 660 feet- Thus, the time of concentration for Basin 1 is
'0 0,385 6603 01385
47
T, _ ,ff _ 128 = 3.2 minutes .. use 5 minutes as default
128
The intensity for the one-year storm is given by the relationship:
_ K
I t? +b
where
I = Intensity, in inches per hour
t, =the time of concentration, in minutes
K, b = Site - specific and storm - specific constants
For the Gamer area, the one-year, 24-hour storm is describe by the coefficients
K = 104 and b = 18. Thus the intensity for a one-year, 24-hour storm with a five-
minute time of concentration is
I= K = 104 =4.5
t,+b 5+18
For the Gamer area, the ten-year, 24-hour storm is describe by the coefficients
K = 195 and b = 22. Thus the intensity for a ten-year, 24-hour storm with a five-
minute time of concentration is
K = 195 =72
I`t?+b5+22
n Tnii,nnr% nNIHRRMIDNH NORMOV19 OLOTZ996T6 YVV3 5r':90 tOOZ/9"O
Brittmore
HYDROGRAPH PARAMMRS
Item
Drainage Area
Pervious [acres]
Impervious [acres]
Drainage Area [acres]
Rational C
Composite Rational C
Time of Concentration, To
TC [min]
Intensities, I
1 -year Fn/hr)
10-year (in/hrl
Peak Discharge, Qp
1-year [mil
10-year [ofs]
Curve Number, ON
Soil Type
Hydrologic Soil Group
Pervious CN
Impervious CN
Composite CN
S
Precipitation Amount, P
1-year [inches]
10-year Finches]
Volume of Runoff, V
1-year [inches]
10-year [inches]
Cncheal
1-year [acre-feet]
10-year [acre-feet)
Time-to-Peak, Tp (for use in routing)
1-year [minutes]
10-year [minutes)
Time interval for Routing
1-Year [minutes)
10-year [minutes]
-,t ,n nn rA,
Detention Analysis B F Consulting
1-year and 10-year 2805 Tobermory Lane
Basin 1 Raleigh, NC
[phone]
EaOsting Proposed
5.98 4.2 Ref. Topgraphic
0.0 1.78 Mapping
5.98 5.98
29.8%
0.40 0.45
5.0 5.0
4.50 4.50
7.22 7.22
10.8 12.1
17.3 19.4
Q = CIA
B
59.0 59.0
99.0 98.0
59.0 70.6
6.9 4.2
2.1 2.1
5.6 5.6
0.07 0.30 v = ((p-2Sr2)/(P+.Ss)
2.61
0.15
1.25
6.4 Tp = V/0.39'Qp)
33.7
0.5
2 for peak definition
n9Tx99NThK9 MONNOV'Ifi OLOTZ996TS %V3 56:90 6002/8Z/50
Btittmore Detention Analysis B F Consulting
1-year and 10-year 2805 Tobermory Lane
Basin 1 Raleigh, NC
[phone]
BASIN PARAMETERS
Barrel
18 = Dia. barrel (inches)
0:59 = Cd barrel
266 =Invert elev. barrel Emergency spillway
10 = Length
3.00 = Cw
269.8 =Crest elevation
Basin Geometry Description
60 Initial Basin parameter
57 Initial Basin parameter
4 multiplier for depth
266.o = Initial elev. water level
RESULTS
Peak Volume
Discharge
left] [aatt]
1 10.8
10 17.3
Discharge Elevation
[C)
4.5 266.92
13.0 269.18
Check of description of storage areas:
Measured Calculated
Actual Surface Volume Predicted
Elevation Area Above N.P. Elevation
(S.f.) (c-f-)
286 2761 1.381 266.38
267 3769 4,646 267.17
268 4840 8,950 268.04
269 6001 14.371 268.98
270 7276 21,009 269.98
Development
Discharge
[acct] [cfsl
12.1
19.4
lac-ftl
Delta comments
(ft)
0.38
0.17
0.04
-0.02
-0.02 Best fit in upper elevations, which is desireable
„T„ , , - F-A, ` VTMWWWTnVq unwunvtA OLOTZ996T6 YM 5V : 90 VOOZ/9Z/50
Detention Analysis
elittmore 1-year and 10-year
Basin 1
ROUTING AND ANALYSIS -1-Year storm outlet Hydraulics
Storage Stage outflow Surf. Area 0 -barrel
Time
[min] Inflow
[cfs) [cubic It] [ft) [CM MA
o 266.0 0.0 3420 0.0
0.0 0.0 0 266.0 0.0 3420 0.0
0.5 02 6 266.0 0.0 3422 0.0
1,0
1
5 0.7
1.6
111
266.0
0.2
3450

3450
0.2
0 2
.
210 2.7 111
188 266.0
266.1 0.2
0.3 3471 0.3
2.5
3 0 4.1
5.5
302
23-1 0.4 3502

3543 0.4
0.6
3.5 7.0 455 266.1
2
266 0.6
0.9 3595 0.9
4.0 8.4 646
873 .
266.2
1.2
5
6``'
3 1.2
4.5
5
0 9.7
10.8
1,129
266.3
1.5 3
2
7
3795 1.5
1 9
.
5.5 11.6 1.407
698
1 266.4
266.6 1.9
2.3 3
71 2.3
6
6.0
5
6 12.0
12.1 ,
1.991 266.5 2.6 3946
4019 2.
3.0
.
7.0 11.8 2,275
1 266.6
266
7 3.0
3.3
4086 3 3
7.5 11.2

2
10 2,54
777
2
2 .
266.7
3.6
4145 3 6

3
8
8.0
8.5 .
9.2 ,
2,978 266.8 3.8
0
4 4195
4236 .
4.0
9.0 8.3 3,142
273
3 266.8
266.9 .
4.1 4269 4.1
9.5 7.5
6
8 ,
3
375
265.9 4 2 4294 42
4
3
10.0
10.5 .
6.1 ,
3.451 266.9 4 3
4
4 4313
4313 .
4.4
11.0 5-5 3,506
3
540 266.9
266.9 .
4.4
4335
4.4
118
12
0 5.0
4.5 ,
3.557 266.9 4.5 4339

4339 4.5
4.5
-
12.5 4.1 3,559 266.9
9
266 4.5
4.4
4337 4 4
13.0 3.7 3,548
525
3 .
265.9
4.4 4
31 4.4

4
13-5 3 3
0
3 ,
3.493 266.9 4.4 4323 4.
3
4
14.0
14.5 .
2.7 3,451 266.9 4.3
3
4 4313
4301 .
4.3
15.0 2-4 3,403
348
3 266.9
266.9 .
4.2 4287 4.2
4
1
15.5 2.2 ,
288
3 266.9 4.1 4272 .
16.0 2.0 , 266.92 4.5 < - maximum 1-Yr
B F Consulting
2805 Tobermory Lane
Raleigh, NC
(919) 61 &p180
ornionnIi 9NIHMIJNa NONNOY la OLOTZ996T6 %Vd 5Y:90 i?OOZ/9Z/50
Detention Analysis B F Consulting
Brittmore 2805 TobermoTY Lane
1-year and 1d-yea[ Raleigh, NC
Basin 1 [phone]
ROUTING AND ANALYSIS - 10-Year storm
Time
Imin]
0
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
82
84
86
88
90
92
94
96
98
100
102
Inflow storage Stage
Ids] [cubic ft] Ift]
Outlet Hydraulics
Outflow Surf. Area Q barrel
Ids] iSCI•ft]
0
0 0 266.0 0.0 3420 00.0
0
.
0.2 0 266.0 0.0
0
0 3420
3426 .
0
0.7 20
97 266.0
266.0 .
0.1 3447 0
1.5
259
266.1
0.4
3490 0 4
2.6
3
9
525
266.2
0.7
3562 0,7
2
1
.
5.5 909 266.3 1 2
1
9 3665
3798 .
1.9
7.2 1,418
051
2 266.4
266.6 .
2.7 3961 2.7
9.0
10.8 ,
2,803
266.7 8
4 4152
4365 3.6
4.6
12.5 3,664 266'9
2
267 6
5.6 4597 5.6
14.2
7 4,620
651
5 .
267.4
6.7 4843 6-7
15.
0
17 ,
6,735 267.6 7.8 5 5097
097
7.8
7
8
.
18.1 7,849 267.8 8.7 5352
5608 .
9.5
18.9 8,977 268.0
3
268 9.5
10.3
5857
10.3
19.3
4
19 10.097
11,184 .
268.4
10.
6097 10.9
11
4
.
19.2 12,209 268.6 11.4 4
11
9 6319
6520 .
119
18.7 13,140
949
13 268.8
268.9 .
12.3 6693 12.3
17.8
16.6 .
14,608
269.0
12.6
6833
6936 12.6
12.8
15.4 15,095 269.1
1
269 12.8
12.9
7002 12.9
14,3 15,410
571
15 .
269.2 13.0 7036 13.0
132
12.2 ,
15,597 269.2 13.0 7041

7022 13.0
13.0
11.3 15,503 269.2
1
269 13.0
12.9
6980 12.9
10.5 15.305
017
15 .
269.1
12.8
6919 12.8
9.7
9.0 .
14,649 269.0 12.6 6842

6749 112.6
24
8.3 14.215 269.0 12.4
122
6645 12.2
7.7 13.723
185
13 268.9
268.8 11.9 6530 11.9
7.1
6.6 ,
12,600
268.7
11.6
6406
6275 1
1.6
11.3
6.1 12,003 268.6 11.3
11
0 6138 11.0
5.7 11,376
735
10 268.5
268.4 .
10 ? 5998 10.6
52
4.8 ,
10,087
268.3 10.2 5855

5711 10.2

9.8
4.5 9,439 268.1
0
268 9.8
9.4 5567 9.4
4.2
8
3 8,797
168
8 .
267.9
8.9
5425 8 9

8
5
.
3.6 .
7,556 267.8 815 5286
5150 .
8
.0
3.3 6,967
406
6 267.7
267.5 7.6 5020 .5
7
3.0
2.8 ,
5,878
267.4
6.9
4896
4760 6.9

6.4
2.6 5,365 267.3 6.4
5
9 4671 5.9
2.4 4,928
505
4 267.2
267.1 '
5.5 4570 5.5
2.2
21 ,
4,114 267.1 5.1 4475
4387 4.7
1.9 3,7`54 267.0 4.7
4
3 .3
4
1.8 3,423 266.9
8
266 .
4.0 5231 4.0
1.6 3,120 .
269.18 13.0 < = maximum (10-Yr)
..T.. ,,,,.., M. M:NVTN9gWT"KTR njnwxnvw OLOTZ996TS %V3 5V :90 VOOZ/9Z/50
Stormwater Analysis and Design 7
Brittmorc
100 Year Storrs
Analysis and Design
The attached routing shows the 100-year storm routed through the basin- The
principal spillway discharges 15.1 cfs during the peak, and the emergency
spillway discharges another 8.2 cfs. The length of the emergency spillway is set
at 80 feet, and with this length, the emergency spillway has only one-tenth of a
foot for the depth of flow.
The system adequately passes the 100-year event.
^--,,,r..r.;. n1JTN99NT9N9 NOWX:)V'IH OLOTZ996T6 XVd 0:90 POOZ/9Z/50
Detention Analysis B F ConsAng
Brittmore
100-year Routing 2805 Tobermory Lane
Basin 1 Raleigh, NC
[phone]
HYDROGRAP14PARAMETERS
Item
Drainage Area
Pervious
[acres]
impervious (acres]
Drainage Area [acres]
Rational C
Composite Rational C
Time of Concentration, Tc
TO (min]
intensities, I
100-year Grdhr]
Peak Discharge, Qp
100-year [cf3i
Curve Number, CN
Soil Type
Hydrologic Soil Group
Pervious CN
impervious CN
Composite CH
S
Precipitation Amount, P
100-year [inches]
Volume of Runoff, V
100-year [inu]
100-year [amre-feet]
Time-to-Peak Tp (for use In routing)
100-year [minutes]
Time interval for Routing
loo-year [minutes]
Existing Proposed
5.98 42
0.0 1.78
5.98 5.98
29.8%
0.40 0.45
6.0 6.0
9.00 9.00
21.5 24.2
B
59.0 59.0
90.0 98.0
69.0 70.6
6.9 4.2
8.1 8.1
4.62
2.30
49.x'
2 for peak definition
r%VT%TWrJATT"AT'7 KTnwv,)vTA
Ref. ToP9raphic
Mapping
Q = CIA
V = ((p--2S)"2Y(P4*.Bs)
Tp = V/(1.3940p)
nLnTZA96T6 %V3 5f:80 f00Z/9Z/90
• Brittmore Detention Analysis
1 Myear Routing
Basin 1
BASIN PARAMETERS
18 = Dia, barrel (inches)
0.59 - Cd barrel
266 = Invert elev. barrel
Geometry Description
60 Initial Basin parameter
57 Initial Basin parameter
4 multiplier for depth
266.0 = Initial elev. water level
RESULTS
80 =Length
3,00 = Cw
270.0 = Crest E
Peak Volume Peak reaK Volumes Vc-
Dis atge [?ftl Discharge Elevation jao-ft] Discharge
PS]
[Cftl 100 21.5 23.3 270.10 24.2
Check of description of storage areas:
Measured Calculated
Actual Surface Volume Predicted
Elevation Area Above N.P. Elevation
(s.f.) (a.f.)
266 2761 1,381 266.38
267 3769 4,646 267.17
268 4840 81950 268.04
269 6001 14,371 258.98
270 7276 21,009 269.98
[aaftl
B F Consulting
2805 Tobermory Lane
Raleigh, NC
[phone]
Delta Comments
(ft)
0.38
0.17
ON
-0.02
-0.02 Best 8t in upper elevations, which is desireable
r ATTV'JrJK1T"KTW anwu?vrrA OLOTZ996T6 %V,3 W90 VOOZ/9Z/SO
Detention Analysis B F Consulting
Brittmore 100-year Routing 2805 Tobermory Lane
Basin 1 Raleigh, NC
[phone]
ROUTING AND ANALYSIS -100-Year storm Ouflet Hydraulics
Time Inflow Storage stage outflow surf. Area Q_barrel
[min] [cfs) [cubicftl [ft] [Csl [sq,tt]
0 0.0 0 266.0 0.0 3420 0.0
2 0
1 p 266.0 0.0 3420 0.0
4 .
0.4 12 266.0 0.0 3423 0.0
6 0
9 56 266.0 0.1 3435 0.1
8 .
1
5 150 266.0 0.2 3461 0.2
10 .
2.3 307 266.1 0.4 3503 0.4
0
7
12 3.3 537 266.2
2 0.7
2
1 3565
3648 .
1.2
14 4.4
7
5 847
242
1 266.
266.3 .
1.7 3752 1.7
16
18 .
7.0 ,
1,724
266.5
2.3
3877 .3
2
3
0
20 8.6 2,295 266.6 3.0
3
8 4023
4189 ,
3.8
22 10.0
11
5 2,953
3
696 266.8
267.0 .
4.6 4373 4.6
24
26 .
13.0 ,
4,519 267.1 5.5 4573 5,5
5
6
2B 14.5 5,419 267.3 6.5 4788 .
7
4
30 1610 6,386 267.5 7.4 5015
5253 .
4
8
32 17.4 7,414
502
8 267.7
268.0 84
9.2 5501 .
9.2
34
36 18.7
0
20 ,
9,649 268.2 10.0 5758 10.0
38 .
21.1 10,849 268.4 10.7 6023
6294 110
4
40 22.0 12,094 268.6
8
268 11.4
12
0
6570 .
12.0
42 22.8
23
5 13,371
668
14 .
269.0 .
12.6
6845 12.6
44
46 .
23.9 ,
15,968 2892 13.2 7119
7387 13.2
13
7
48 24.2 17,255 269.4
6
269 13.7
14
2 7647 .
14.2
50 24.2
24
1 18,511
719
19 .
269.8 .
14.6 7894 14.6
52
54 .
23.8 ,
20,860 270.0 15,0
23
3 8126
8339 15.0
15.3
56 23.3
26 21,917
909
21 270.1
270.1 .
232 8337 15.3
58
60 2
7
21 ,
21,834 270.1 22.0 8322 15.3
62 .
20.7 21,799 270.1 21.5 8315 15.3
15
2
64 19.7 21,707 270.1 20.1
19
4 8297
8285 .
1512
66
68 18.7
17
7 21,651
21,566 270.1
27011 .
18,3 8268 15,2
70 .
16.8 21,495 270.0 17.5
16
7 8254
8238 15.2
1511
72 16.0
15
1 21,414
330
21 270.0
270.0 .
15.9 8221 15.1
74
76 .
14.4 ,
21,237 270.0 15.3 8202
8179 15.1
15
0
78 1316 21,125 270.0
0
270 15.0
15
0 8145 .
15,0
80
82 12.9
12
3 20,956
711
20 .
269.9 .
14.9 8095 14.9

84 ,
11.7 ,
20,396
269.9
14.8
8032 1
4.8
14
7
86 11.1 20,018 269.8
8
269 14.7
14
5 7955
7866 .
14,5
88 10.5
0
10 19,584
101
19 .
269.7 .
14.4 7767
14.4
90
92 .
9.5 ,
18,573 269.6 14.2 7659
7543 14.2
14
0
94 9.0 18,007
408
17 269.5
269.5 14.0
13.7 7419 .
13.7
96 8.5
8
1 ,
780
16 269.4 13.5 7289 1315
98
100 .
7.7 ,
16,130 269.3 13.2 7153
7013 13.2
13
0
102 7.3 15,462 269.2 13.0 .
270.10 23.3 < = ma)dmum (100-yr)
___ z r1kTT-JUUkTTr1A7S7 ATl1WV')V'7A ni.nT7.AART6 XVd 9Y:90 VOOZ19ZZ90

L
2S ...
24
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l
I ltr _ _ 1 i ? •
r ? 1 =1 r- r ?l .
6 ; j % r \\ i\ 21
, qt-N •
r t j t t 1
44
?-
19
j
ID.a ?

V __:
r
I - - - ? SP.O 1' 16
I
I '
13
Basin
7

. • ?Ba. rin

4 14
o
•r

Q AjBQR G
" kTTUlJlJKTTCl ATW nmwulvrra OLOTZ996T6 XVd 9P M VOOZ/9Z/90
27.2 Runoff Coefficient The runoff coefficient (C) is the variable of the rational method least
susceptible to precise determination and requires judgment and -
understanding on the part of the design engineer. While engineering
judgment will always be requ€red In the selection of runoff coefficients.
typical coefficients represent the integrated effects of many drainage
basin parameters. Table 22 gives the recommended runoff coefficients
for the rational method.
Table 7-2 Recommended Runoff Coefficient Values
(Sources: North Carolina Erosion and Sediment Control
Manual and The City of Raleigh's Storm Drainage Desig,
Description of Area KunoTT t.,a
Woodlands 0.20-.025
Parks, cemeteries 0.25
Playgrounds 0.35
Lawns:
Sandy soil, flat, 2% 0.10
Sandy soil, average, 2 - 7% 0.15
Sandy soil, steep, > 7% 0.20
Clay soil, flat, 2% 0.17
Clay soil, average, 2 - 7% 0.22
Clay soil. steep, > 7% 0.35
Graded or no Plant cover.
Sandy soil, flat, 0 - 5% 0.30
Sandy soil, flat, 5 -10% 0.40
Clayey soil, flat, 0 - 5°/u 0.50
Clayey soil, average, 5 -10% 0.60
Residential;
Single4amiiy (R - 4) 0.50
Single-family (R - 6) 0.55
Mutti-family (R - 10) 0.60
Mufti-family (R - 20) 0.70
Mutts-family, (R - 30) 0.75
Business:
O & 1 (I, 11, 11D 0.85
11 & 12 0.85-0.95
Shopping Centers 0.85-0.95
Streets:
Gravel areas 0.50
Drives, walks, and roofs 0.95
Asohalt and Concrete 0.95 -1.00
and Design
1989)
C
jarr<.
City of Raleigh asr 39
&onmvater Design Manua! °
_ _ .___ z nATTV4411TnAT4 ?TnmvnvrtA n/.nT7AA6T6 XVd 911:90 VOOZ19Z/50
2-2.2 Runoff Coefficient The runoff coefficient (C) is the variable of the rational. method least
susceptible to precise determination and requires judgment and -
understanding on the part of the design engineer. While engineering
judgment will always be required in the selection of runoff coefficients,
typical coefficients represent the integrated effeds of many drainage
basin parameters. Table 2.2 gives the recommended runoff coeWents
for the rational method.
Table 2.2 Recommended Runoff coefficient Values
(Sources: North Carolina Erosion and Sediment Control Planning and Design
Manual and The City of Raleigh's Storm Drainage Design Manual, 1989)
Woodlands o20-025
Parks, cemeteries 0.25
Playgrounds 0.35
Lawns:
Sandy soil, fiat, 20/6 0110
Sandy soil, average, 2 - 7% 0.15
Sandy soil, steep, > 7% 0.20
Clay soil. flat, 2% 0.17
Clay soil, average, 2 - 7% 0.22
Clay soil, steep, > 7% 0.35
Graded or no plant cover:
Sandy soil, flat, 0 - 5% 0.30
Sandy soil, flat, 5 -10% 0.40
Clayey soil, flat, 0 - 5°/, 0.50
Clayey soil, average, 5 -10% 0.60
Residential:
Single-family (R - 4) 0.50
Single-family (R - 6) 0.55
Muiti-famlly (R -10) 0.60
Multifamily (R - 20) 0.70
Multi-family (R - 30) 0.75
Business:
O&1(1,11,111) 0.85
11 &12 0.85-0.95
Shopping Centers 0.85-0.95
treets:
Gravel areas 0-50
Drives, walks, and roofs 0.95
A-kF ,I4 -anti rnnrrAtA 0.95 -1.00
Ja--y 2002
C6y of Raleigh Page 39
Srormwater t)erign Mwwal
___ ---- r nkTTVrJ4ATTrWrJ VnTQV'%WIU n/nT70QRTR Yv.j nb:Rn bnn7/A7/Cn
Basin 4 3.01 5 4.5 0.40 5.4
Total: 22.0
Post-Development
(undetained)
Area TC Intensity C Q,
(acres) (minutes) (in/110 (cfs)
Basin 1 5.98 5 4.6 0.45 12.1
Basin 2 1.37 5 4.5 0.47 2.9
Basin 3 1.84 5 4.5 0.50 4.1
Basin 4 3.01 5 4.5 0.40 5.4
Total: 24.6
Thus, Basin 1 must detain 2.6 cfs In the one-year, 24-hour storm for the post-
development flow from the site to be less than or equal to the pre-development
flow. The Post-development undetained flow is 12.1 cfs from Basin 1; the target
release is 9.5 cfs (12-1-2.6)-
The routed storm (attached) shows a release of 4.5 cfs, which is well below the
target release rate.
Environmental Consultants, PA
Road - Raleigh, North Carolina 27614 - Phone: [phone] - Fax: [phone]
July 14, 2004
S&EC, PA Project # 8447.W1
Division of Water Quality
Attention: Bob Zarzecki
WETLANDS / 401 GROUP
JUL 1 4 2004
WATER QUAL I TY SEC TION
Re: Questions about the Buffer and 401 Water Quality Certification approval letter dated
7/12/04 on the Brittmoore Subdivision Project (DWQ Project # 04-0936)
Dear Mr. Zarzecki:
Thank you for the Buffer and 401 Water Quality Certification approvals for the Brittmore
Subdivision (DWQ Project # 04-0936 received 7/13/04). After reviewing the approval
letter, a few items on the approval letter were different from the permit application that
we had submitted. The 0.05 acre wetland impact for the proposed dry pond (Impact site
1) is listed on the approval letter as being a sewer impact when the impacts are resulting
from the construction of a dry pond required by the Town of Garner. Also the stream
impact (Impact site 1, 22 feet, crossing) is listed as also being a sewer crossing when it
was proposed by the permit application for a driveway to access a lot. No sewer crossings
are proposed on this project, however we did request parallel buffer impacts for the sewer
line which you approved with mitigation. Please see the attached table below. This table
is what the impact table should look like on the approval letter:4
Amount Approved Plan Location or Reference
(units)
Stream 22 (feet) Impact site 1 (driveway crossing)
404 Wetlands 0.05 (acres) Impact site 1 (fill for dry pond construction)
Waters - (acres) -
Buffers 3,570 (square feet) sewer and driveway
Also attached you will find a copy of the stormwater plan as prepared by Russell Briggs
as requested by the approval letter prior to impacts.If there are any stormwater plan
Charlotte Office: Greensboro Office: Hickory Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord, NC 28025 Greensboro, NC 27455 Taylorsville,i NC 28681
Phone: [phone] Phone: [phone] Phone [phone]
Fax: [phone] Fax: [phone] Fax: (82>) 635-5820
questions contact Mr. Briggs directly. Mr. Briggs stated to us that he previously discussed
the issues related to the stormwater plan with you. If there are any other questions feel
free to contact Will Buetow or Kevin Martin.
Sincerely,

Will Buetow
N.C. Licensed Soil Scientist
License # 1255
11
Brittmore
WETLANDS/ 401 GROUP
JUL 1 4 2004
WATER QUALIFY SECTION
Stormwater Analysis and Design
9TO/Z00In
May 17, 2004
Prepared by
B&F Consulting
2805 Tobermory La
Raleigh, NC 2760+
[phone]
OHI?IHaNjDNa HORXDVlq OLOTZ996T6 XVd rv:R0 rOOZ/8Z/50
Brittmore Stormwater Analysis and Design 2
Objective:
The storm drainage infrastructure for Brittmore shall be designed and analyzed to
provide diffuse flow into the Neuse River Buffer and detain the 1-year event to
pre-development levels.
Executive Summary:
A dry detention pond provides the reduction in peak flow for the one-year event.
The dry detention pond is constructed at the rear of lots 8 and 9. The outlet for
the dry detention pond is a single 18" barrel.
The dry detention pond also reduces the ten-year event to pre-development
levels, and thus permits the discharge into the head of the Neuse River Buffer at
the pre-development level-
A level spreader is utilized at the end of the Honorable Place to effect diffuse flow
into the Neuse River Buffer.
The 100-year event was routed through the basin to ensure adequacy of the
spillways - both principal and emergency.
M/Coo a gNiaaaNiDNS NoxxDv iq OLOTZ996T6 %v3 W90 VOOZ/8Z/50
Brittmore Stormwater Analysis and Deign
,Analysis:
Existing conditions:
The existing site has impervious areas including drives, residence, tennis courts,
and parking. The total impervious area is 1.02 acres and the total site area is
11.91 acres, for an 8.58% impervious ratio- The composite rational "C" is
estimated as 0.40, with the impervious surface uC" assigned as 0.95, and the
wooded terrain assigned as 0.35.
Developed conditions:
The drainage area for Basin 1 based on the proposed storm drainage
conveyances is 6.0 acres. 0.32 acres are from off-site drainage. There are 13
full lots and approximately 2 lots with '/2 of the lot in the basin, for a total
equivalent lot count of 14. Thus, the proposed density in the basin is 14 units /
6.0 acres, or 2.33 units per acre. The rational "C" for this density is estimated as
0.45.
The drainage area at the end of the cul-de-sac that is undetained, but that will go
through a level spreader to provide diffuse flow into the Neuse River Buffer is
1.37 acres- Four lots comprise this drainage area denoted as Basin 2, for a
density of 2.9 units per acre. The rational °C" is estimated as 0.47
The drainage area for the lots that drain to the east of the property is 1.84 acres.
This is denoted as Basin 3. The equivalent of six lots drain to the east, with an
approximate density of 3.2 units per acre. The rational "C" is estimated as 0.5
The balance of the project is Basin 4, and it consists of the Neuse River Buffer
and a single lot on the other side of the Neuse River Buffer. This equates to 3.01
acres, and the rational "C" is estimated as 0.4.
The times of concentrations for the Basins were found by the Kitpich method. By
inspection, Basin 1 has the largest area and longest flow path. Thus the time of
concentration for this Basin will be the largest time of concentration of the Basins,
and thus most conservative- The Kirpich method states that
L3 0.385
_ H
T` 128
where
T? = Time of Concentration, in minutes
L = Length of mainstem, in feel
H Elevation drop, in feet
STO/tool] 9HI2iaaNjDN3 H03gXDVIg OLOTZ996T6 YVd 56:90 POOZ/8Z/50
Brittmore Stormwater Analysis and Design
The difference in elevation for Basin one is 47 feet (310 - 263) and the flow
length is 660 feet- Thus, the time of concentration for Basin 1 is
L3 0,385 6603 0.385
_ X 47 = 32 minutes.,. use 5 minutes as default
K 128 128
The intensity for the one-year storm is given by the relationship:
_ K
I t? +b
where
I =Intensity, in inches per hour
t, =the time of concentration, in minutes
K, b =Site -specific and storm -specific constants
4
For the Gamer area, the one-year, 24-hour storm is describe by the coefficients
K = 104 and b = 18. Thus the intensity for a one-year, 24-hour storm with a five-
minute time of concentration is
I= K _ 104 =4.5
t.7+b 5+18
For the Gamer area, the ten-year, 24-hour stone is describe by the coefficients
K = 195 and b ^ 22_ Thus the intensity for a ten-year, 24-hour storm with a five-
minute time of concentration is
I= K = 195 =72
t,+b 5+22
9TO/S000 DNIMMIDNa NONXDVIH OLOTZ99OT6 %V3 9t:90 I009/9Z/50
Brittmore
HYDROGRAPH PARAMETERS
Item
Drainage Area
Pervious [acres]
Impervious [acres]
Drainage Area [acres]
Rational C
Composite Rational C
Time of Concentration, Tc
TC [min]
Intensities, l
1-year (in/hr]
10-year (in/hr]
Peak Discharge, Qp
1-year [cfs]
10-year Ids]
Curve Number, ON
Soil Type
Hydrologic. Soil Group
Pervious CN
Impervious CN
Composite CN
S
Precipitation Amount, P
1-year [inches]
10-year Finches]
Volume of Runoff, V
1-year [inches]
10-year (inches]
[inches]
1-year [acre-feet]
10-year (acre-feet]
Time-to-Peak, Tp (for use in routing)
1-year [minutes]
10-year [minutes]
Time Interval for Routing
1-year [minutes]
10-year [mine]
9TO/9001A
Detention Analysis B F Consulting
1-year and 10-year 2805 Tobermory Lane
Basin 1 Raleigh, NC
[phone]
F)ftting Proposed
5.98 4.2 Ref: Topgraphic
0.0 1.78 Mapping
5.98 5.98
29.8%
0.40 0.45
5.0 5.0
4.50 4.50
7.22 7.22
10.8 12.1
17.3 19.4
Q = CIA
B
59.0 59.0
99.0 98.0
59.0 70.6
6.9 4.2
2.1 2.1
5.6 5.6
0.07 0.30 V = ((p--2S)^2)/(p+.8s)
2.51
0.15
1.25
6.4 Tp = V/(i .39`Qp)
33.7
0.5
2 for peak definition
gKjH3311IJKH NORXDVlq OLOTZ996T6 YVa W80 VOOZ/8Z/SO
Brittmore Detention Analysis S F Consulting
1-year and 10-year 2805 Tobermory Lane
Basin 1 Raleigh, NC
(919) 6180180
BASIN PARAMETERS
Barrel
18 = Dia, barrel (inches)
0.59 = Cd barrel
266 = Invert elev_ barrel Emergency Spillway
10 = Length
3.00 = Cw
269.8 = Crest elevation
Basin Geometry Description
60 Initial Basin parameter
57 Initial Basin parameter
4 multiplier for depth
266.0 = Initial elev. water level
RESULTS

ent
>=v

evelo m®nt
Pce-p
"'::. _
x
?: ,:- P,;.ostiY?e eRt4 '
=i
Post Deveopment
c;
' No controls
Peak Volume Peak Peak Volume Peak Volume
Discharge Discharge Elevation Discharge
[cts) PC-% [&Sl [ac-ft] [cfsl (ao ttl
1 10.8 4.5 266.92 12.1
10 17.3 13.0 269.18 19.4
Check of description of storage areas:
Measured
Actual surface
Elevation Area
(s.f.)
Calculated
Volume Predicted
Above N.P. Elevation
(c.f.)
Delta Comments
(ft)
266 2761 1.381 266.38 0.38
267 3769 4,646 267.17 0.17
268 4840 8,950 268.04 0.04
269 6001 14,371 268.98
9
98 -0.02
which is desireable
02 Best fit in upper elevations
0
270 7276 21,009 .
26 ,
.
-
STO/L00 z DNIaHaNION8 NOKHDvrlg OLOTZ996T6 XVa st:90 tOOZ/9Z/50
Detention Analysis
13rittmore 1_year and 10-year
Basin 1
ROUTING AND ANALYSIS -1-year storm outlet Hydraulics
Time Inflow Storage Stage Outflow
f Surf, Area 0-barrel
[sq
ft]
[min] [cfs] [cubic ft] [ft] s]
[c -
0.0 0.0 0 266.0 0.0
0
0 3420
3420 0.0
0.0
0.5 0-2 p
6 266.0
266-0 .
0.0
3450
0.0
1,0
5
1 0.7
1
6
111
266.0
0.2
3450 0.2

0
2
.
2.0 .
2.7 111 266.0 0.2
0
3 3450
3471 -
0.3
2.5 4.1 188
302 266.1
266.1 .
0.4
3502 0.4
3 0
3
5 5-5
7
0
455
266.1
0.6
3543 0.6

0
9
-
4 0 .
8.4 646 266.2 0.9
2
1 595
3
3655 -
t .2
4.5 9.7 873
1
129 266,2
266.3 .
1.5 3723 1.5
5.0

5.5 1018

11.6 ,

1.407

266.4
1.9

2
3
3795
3871 1.9

2.3
6.0 12.0 1
,698
991
1 266
.6
266.5 .
2.6
3946 2.6
6.5
7
0 12.1
11.8 ,
2,275 266.6 3-0 4019
4086 3-3
.
7.5 11.2 2,541 266.7
266
7 3.3
3.6 4145 3.6
8.0 10-2 2,777
2
978 .
266,8
3.8 4195 3-8
8.5
9
0 9.2
3
8 ,
3,142
266.8
4.0
4236
69 4.0

1
4
.
9.5 .
7.5 3,273 266.9
266
9 4.1
4
2 42
4294 .
4.2
10.0 618 3,375
451
3 .
266.9 .
4.3 4313 4.3
10.5
11
0 6.1
5.5 ,
3,506
266.9
4.4
4326
4335 4 4
4.4
.
11.5 5.0 3,540 266.9
9
266 4'4
4
5 4339 4.5
12-0 4.5 3,557
559
3 ,
266.9 .
4.5
4339 4.5
12-5
13
0 4.1
3-7 ,
3,548 266.9 4.4 4337
4331 4-4
4,4
.
13.5 3.3 3,525 266.9
9
266 4.4
4
4
4323 4.4
14.0 3,0 3,493
451
3 .
266.9 .
4,3 4313 4.3
14.5
15
0 2.7
4
2 ,
3,403
266.9
4.3
4301 4 3

4
2
.
15,5 -
2,2 3,348 266.9 4.2
4
1 4287
4272 .
4-1
16.0 2.0 3,288 266.9
266.92 . 4.5 < ?- maximum 1-yr
B F Consulting
2805 Tobermory Lane
Raleigh, NC
(919) 61 &0180
9TO/9001j ONIHEIMIDNa HONIDV'IH OLOTZ996T6 YVd 56:90 IOOZ/9Z/50
Detention Analysis B F Consulting
Srittmore 2805 Tobermory Lane
1-year and 10-year Raleigh, NC
Basin 1 [phone]
ROUTING AND ANALYSIS - 10-year storm Outlet Hydraulics
Time Inflow Storage Stage Outflow Surf. Area C_bdrrel
[min] [cis] [cubic ft] Ift] Icf5] [sq.ft]
0 0.0 0 266.0 0.0 3420 00.0
0
2 0.2 0 266.0 0.0 3420 .
0
0
4 0.7 20 266.0 0.0
1
O 3426
3447 -
0-1
6 1.5 97
259 266.0
266.1 .
0.4 3490 0.4
8
10 2.6
3
9 525 266.2 0.7 3562 0.7
1
2
12 .
5.5 909 266.3 1.2
1
9 3665
3798 .
1.9
14 7,2
0 1,418
051
2 266.4
266.6 .
2.7
3961
2.7
1s
18 9.
10
8 ,
2,803 266.7 3.6 4152 43.6
6
20 .
12.5 3,664 266.9 4.6
6
5 4365
4597 .
5.6
22 14.2
7
4,620
5
651
267.2
267.4
.
6.7
4843
6.7
24 15.
0
17 ,
735
6 267.6 7.8 5097 7.8
26
28 .
18.1 ,
7,849 267.8 8.7 5352

5608 8.7
9.5
30 18.9 8,977 268.0
268
3 9.5
10
3 5857 10.3
32 19.3 10.097
184
11 .
268.4 .
10.9
6097 1
0.9
34
36 19.4
19
2 ,
12,209
268.6
11.4
6319 11.4

11
9
38 .
18.7 13,140 268.8 11.9
12
3 6520
6693 .
12,3
40 17.8
6 13.949
608
14 268.9
269.0 .
12.6
6833 12.6
42
44 16.
4
15 ,
15,095
269.1
12.8
6936 12.8
12
9
46 .
1,4,3 15.410 269.1 12.9
13
0 7002
7036 .
13.0
48
132
15,571
597
15
269.2
269.2
.
13.0
7041
13.0
50
52 12.2
11.3 ,
15,503
269.2 1
3.0 7022 13.0
12
9
54 10.5 15.305 269.1 12.9
12
8 6980
6919 .
12.8
56 9.7 15.017
649
14 269.1
269.0 .
12.6
6842 12.6
58
60 9.0
8.3 ,
14.215 269.0 12.4 6749
6645 12.4
12
2
62 7.7 13,723 268.9
8
268 12.2
11.9 6530 .
11.9
64 7.1
6
6 13,185
608
12 .
268.7
11.6
6406 11.6
66
68 .
6
1 ,
12,003
268.6
11.3
6275
11.3
0
11
70 .
5,7 11,376 268.5 11.0
10
6 6138
5998 .
10.6
72 5.2 10,735
087
10 268.4
268.3 .
9 1,2 ?8
5 10
.2
74 4.8
4
5 ,
9
439
268.1 8 ; .8
9
76
78 .
4
2 ,
8,797 268.0 9.4 5567 9.4
8
9
80 .
3.8 8.168 267.9 8.9
8
5 5425
5286 .
8.5
82 3-6 7,556
967
6 267.8
267.7 .
8.0 5150 8.0
84 3,g
3
0 ,
406
6
267.5
7.5
5020 7,5
86

88 .
2 8 ,
5,878
267.4
6.9
4896 6.9

4
6
90 2.6 5,385 267.3 6.4
5
9 4780
4671 .
5.9
92 2.4 4,928
4
505 267.2
267.1 '
5.5 4570 5.5
94
96 2.2
2
1 ,
4,114 267.1 5.1 4475 7
4
98 .
119 3,754 267.0 4.7
4
3 4306 .
4.3
100 1.8 3,423 266.9
8
266 .
4.0
4231 d.0
102 1.6 3,120 .
269.18 13.0 < = maximum (10-yr)
9TO/6001(] gNis33Nma moxxovu OLOTZ996T6 M 56:90 POOZ/SZ/50
Brittmore Stormwater Analysis and Design 7
100-Year storm
Analysis and Design
The attached routing shows the 100-year storm routed through the basin. The
principal spillway discharges 15:1 cfs during the peak, and the emergency
spillway discharges another 8.2 cfs. The length of the emergency spillway is set
at 80 feet, and with this length, the emergency spillway has only one-tenth of a
foot for the depth of flow.
The system adequately passes the 100-year event.
8TO/OTOIM 9HINEMIDu3 NONNoV'Ig OLOTZ996T6 XV3 St:90 tOOZ/8Z/50
Brittmore Detention Analysis B F Consulting
100-year Routing 2805 Tobermory Lane
Basin 1 Raleigh, NC
[phone]
HYDROGRAPH PARAMETERS
Item
Drainage Area
Pervious (acres)
impervious [acres]
Drainage Area [acres]
Rational C
Composite Rational C
Time of Concentration, Tc
Tc (min]
Intensities, I
100-year [in/hrl
Peak Discharge, Op
100-year [cf3]
curve Number, CN
Soil Type
Hydrologic Soil Group
Pervious CN
Impervious CN
Composite CAI
S
Precipitation Amount, P
100-year [inches]
Volume of Runoff, V
100-year [inches]
100-year [acre-feet)
Time-to-Peak, Tp (for use In routing)
100-year [minutes]
Time interval for Routing
100-year [minutes)
Existing Proposed
5.98 42
0.0 1.78
5.98 5.98
29.8%
0.40 0.45
5.0 5.0
9.00 9.00
21.5 242
B
59.0 59.0
99.0 98.D
59.0 70.6
6.9 4.2
B.1 8.1
4.62
2.30
49.7
2 for peak definition
Ref: Topgraphic
Mapping
Q = CIA
V = ((p-.2S)12)/(p+-85)
Tp = V/(1.39'Qp)
PTO/TTOIA 9NIHHaNIDXH NOKXDVIH OLOTZ996T6 XV4 5t:90 VOOZ/8Z/50
Brittmore Detention Analysis B F Consulting
100-year Routing 2805 Tobermory Lane
Basin 1 Raleigh, NC
[phone]
BASIN PARAMETERS
18 = Dia, barrel (inches)
0.59 = Cd barrel
266 = Invert elev. barrel
Basin Geometry Description
60 Initial Basin parameter
57 Initial Basin parameter
4 multiplier for depth
266.0 = Initial elev. water level
RESULTS
Peak
Discharge
[CIF-I
100 21.5
Volume Peak Peak
Discharge Elevation
[a ft] [cfs]
23.3 270.'
Check of description of storage areas:
Measured Calculated
Actual Surface Volume Predicted
Elevation Area Above N.P. Elevation
(s.f.) (c.f.)
266 2761 1,381 266.38
267 3769 4.646 267.17
268 4840 8,950 268.04
269 6001 14,371 268.98
270 7276 21,009 269.98
Emergency 5pilfway
80 =Length
3.00 Cw
Iyn n T rrp-zt r
No
Volume Peak
Discharge
(ao-ft] [cfS]
24.2
[aaftl
Delta Comments
(ft)
0.38
0.17
0.04
-0.02
_0.02 Best fit in upper elevations, which is desireable
9T0/ZT0[1 9NIHHaNI9KE1 NOWHOV'IH OLOTZ996T6 %V3 gt:: O VOOZ/8Z/50
Brittmore Detention Analysis B F Consulting
100-year Routing 2805 Tobermory Lane
Basin 1 Raleigh, NC
[phone]
ROUTING AND ANALYSIS -100-Year storm
outlet Hydraulics
Time Inflow Storage stage outflow surf. Area 0-barrel
[min] [cfs] [cubic ft] [ft] Icfsl [sq•ft]
0 0.0 0 266.0 0.0 3420 0.0
2 0.1 0 256.0 0.0 3420 0.0
4 0-4 12 266.0 0.0 3423 0.0
6 0
9 56 266.0 0,1 3435 0.1
8 .
1.5 150 266.0 0.2 3461 0.2
10 2.3 307 266.1 0.4 3503 0.4
12 3.3 537 266,2 0.7 3565 0.7
14 4.4 847 266.2 1,2 3648 1.2
16 5.7 1,242 266.3 1.7 3752 2.3
18 7
0 1,724 266.5 2.3 3877
20 .
8.5 2,295 266.6 3.0 4023 3,0
22 10.0 2,953 266.8 3.8 4189 3.8
4
6
24 11.5 3,696 267.0 4.6 4373 .
26 13.0 4,519 267.1 5.5 4573 5.5
28 14.5 5,419 267.3 6.5 4788 6.5
30 16.0 6,386 267.5 7.4 5015 7.4
32 4
17 7,414 267.7 8.4 5253 8.4
34 .
18,7 8,502 268.0 9.2 5501 9.2
36 20.0 9,649 268.2 10.0 5758 10.0
38 21,1 10,849 268,4 10.7 6023 10.7
40 22.0 12,094 268.6 11.4 6294 11.4
42 22.8 13,371 268.8 12.0 6570 12.0
44 23.5 14,668 269.0 12.6 6845 12.6
46 23.9 15,968 289.2 13.2 7119 132
48 24.2 17,255 269.4 13.7 7387 13.7
50 24.2 18,511 269.6 14.2 7647 14.2
52 24.1 19,719 269.8 14.6 7894 14.6
54 23.8 20,860 270.0 15.0 8126 15.0
56 23.3 21,917 270.1 23.3 8339 15,3
58 226 21,909 270.1 23.2 8337 1513
60 21.7 21,834 270.1 22.0 8322 15.3
62 20.7 21,799 270.1 21.5 8315 15.3
64 19.7 21,707 270.1 20.1 8297 15.2
66 18.7 21,651 270.1 19.4 8285 15.2
68 17.7 21,566 270.1 18.3 8268 15.2
70 16.8 21,495 270.0 17.5 8254 15.2
72 16.0 21,414 270.0 16.7 8238 15.1
74 15.1 21,330 270.0 15.9 8221 15.1
76 4
14 21,237 270.0 15,3 8202 15.1
78 .
13.6 21,125 270.0 15.0 8179 15.0
80 12.9 20,956 270.0 15.0 8145 15,0
82 12.3 20,711 269.9 14.9 8095 14.9
84 11.7 20,396 269.9 14.8 8032 14.8
86 11
1 20,018 269.8 14.7 7955 14.7
88 .
10.5 19,584 269.8 14.5 7866 14.5
90 10.0 19,101 269.7 14.4 7767 14.4
92 9
5 18,573 26916 14.2 7659 14.2
94 .
9
0 18,007 269,5 14.0 7543 14.0
96 .
8.5 17,408 269.5 13.7 7419 13.7
98 8.1 16,780 269.4 13.5 7289 13.5
100 7
7 16,130 269.3 13.2 7153 13.2
102 .
7.3 15,462 269.2 13.0 7013 13.0
270.10 23,3 < ma)dmum (100-yr)
9TO/CTO12j O11IUSaNION3 KOKNa V'IH OLOTZ996T6 M 9V:90 IOOZ/9Z/50

P-5
\\ 24.
2 P-3
i f
I ? ^r 4?? ?\1 Ali
21
1Ji qc?y•
44
t i r I , ? ?t•:
I m l 8A /
1.7
i
I s.ycl ? ? ? ??? ? ? lb
l
?u
I , I
12
I g::
(Ba in 1S :f.
1.4
14 t
I I _ Basin 4
A
gRPgR ? --?
L
\ cReeNF DRr?
P ti
9TO/%TOIA DMIUMNIOUE1 HONX)V'IH OLOTZ996T6 %V3 W RO 600Z/9Z/90
22.2 Runoff Coefficient The runoff coefficient (C) is the variable of the rational method least
susceptible to precise determination and requires judgment and -
understanding on the part of the design engineer. While engineering
judgment will always be required in the selection of runoff coefficients,
typical Goefficients represent the integrated effects of many drainage
basin parameters. Table 2.2 gives the recommended runoff coefficients
for the rational method.
Table 22 Recommended Runoff Coefficient Values
(Sources: North Carolina Erosion and Sediment Control Planning and Design
Manual and The City of Raleigh's Stone Drainage Design Manual, 1989)
Area
Woodlands 0.20-.025
Parks, cemeteries 0.25
Playgrounds 0.35
Lawns:
Sandy soil, flat, 2% 0.10
Sandy soil, average, 2 -7% 0.15
Sandy soil, steep, > 7% 0.20
Clay soil, flat, 2% 0.17
Clay soil, average, 2 - 7°/u 0.22
Clay soil, steep, > 7% 0.35
Graded or no plant cover.
Sandy soil, flat, 0 - 5% 0.30
Sandy sail, flat, 5 - 101/6 0.40
Clayey soil, flat, 0 - 5% 0.50
Clayey soil, average, 5 -10% 0.60
Residential;
Single-family (R - 4) 0.50
Single-family (R - 6) 0.55
Multi-family (R - 10) 0.60
Multi-family (R - 20) 0.70
Multi-family (R - 30) 0.75
Business:
O & 1 (I, II, 11D 0.85
11 &12 0.85-0.95
Shopping Centers 0.85-0-95
Streets:
Gravel areas 0.50
Drives, walks, and roofs 0.95
Asnhalt and Concrete 0.95-1
C
Cary ofRaieigh January 0001
Stormwater Design Maft gal Page 39
PTO/STO0 DISIHEIaKIDNEI NONNOV119 OLOTZ996T6 XYd 9V:90 VOOZ/8Z/SO
222 Runoff Coefficient The runoff coefficient (C) is the variable of the rational method least
susceptible to precise determination and requires judgment and -
understanding on the part of the design engineer. While engineering
judgment nnll always be required in the selection of runoff coefficients,
typical coefficients represent the integrated effects of many drainage
basin parameters. Table 2.2 gives the recommended runoff coefficients
for the rational method.
Table 2.2 Recommended Runoff Coefficient Values
(Sources: North Carolina Erosion and Sediment Control Planning and Design
Manual and The City of Raleigh's Storm Drainage Design Manual, 1989)
of
Woodlands 0.20 - 025
Parks, cemeteries 0.25
Playgrounds 0.35
Lawns:
Sandy soil, flat, 2% 0.10
Sandy soil, average, 2 - 7% 0.15
Sandy soil, steep, > 7% 0.20
Clay soil, flat, 2% 0.17
Clay soil, average, 2 - 7% 0.22
Clay soil, steep, > 7% 0.35
Graded or no plant cover:
Sandy soil, flat, 0 - 5% 0.30
Sandy soil, flat, 5 - 10% 0.40
Clayey soil, flat, 0 - 5% 0.50
Clayey soil, average, 5 - 10% 0.60
aesi?en tiay
Single-family (R - 4) 0.50
Single-family (R - 6) 0.55
Multifamily (R - 10) 0.60
Multi-family (R - 20) 0.70
Mufti-family (R - 30) 0.75
Business:
O & I (l, it, 11D 0.85
11 &12 0.85-0.95
Shopping Centers 0.85-0.95
treets:
Gravel areas 0.50
Drives, walks, and roofs 0.95
Asohalt and Concrete _ 0.95 - 1
Cry of Rakigh Jarnrary 2002
Stormwarer Design Marrunl Page 39
9TO/9TOIn f)NJH39IQI0118 HOKXDVlq OLOTZ996T6 XV3 9f:80 VOOZ/8Z/90
Basin 4 3.01 5 4.5 0.40 5.4
Total: 22.0
Post-Development
(undetained)
Area TC Intensity C Q,
(acres) (minutes) (in/hr) (cis)
Basin 1 5.98 5 4.5 0.45 12.1
Basin 2 1.37 5 4.5 0.47 2.9
Basin 3 1.84 5 4.5 0.50 4.1
Basin 4 3.01 5 4.5 0.40 5.4
Total: 24.6
Thus, Basin 1 must detain 2.6 cfs in the one-year, 24-hour storm for the post-
development flow from the site to be less than or equal to the pre-development
flow- The Post-development undetained flow is 12.1 cfs from Basin 1; the target
release is 9.5 cfs (12.1-2.6).
The routed storm (attached) shows a release of 4.5 cfs, which is well below the
target release rate.
STO/LTO[n 9HI?I3aNj!DN3 NOWN0V'Ig OLOTZ996T6 YU LV:90 b00Z/8Z/50
tGF W ATFR p Michael F. Easley, Governor
William G. Ross Jr., Secretary
G North Carolina Department of Environment and Natural Resources
j r Alan W. Klimek, P. E. Director
- I Coleen H. Sullins, Deputy Director
p Division of Water Quality
July 12, 2004
Brittchurch Corporation
9313 Ten-Ten Road
Raleigh, NC 27603
Subject Property: Brittmore Sudbivision, Rand Road, Raleigh, NC
UT to Swift Creek [03-04-02,27-43-(8), C NSW]
DWQ Project # 04-0936
Wake County
Page 1 of 3
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (15A NCAC 2B .0233) with Additional Conditions
To Whom It May Concern:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 0.05 acres of wetlands, 22 feet of streams and 3,570 square feet (ft) of
protected riparian buffers for the purpose of constructing a sewer system and driveway at the subject
property, as described within your application dated June 8, 2004 and received by the N.C. Division of
Water Quality (DWQ) on June 9, 2004. After reviewing your application, we have decided that the
impacts are covered by General Water Quality Certification Number(s) 3402 (GC3402). The
Certification(s) allows you to use Nationwide Permit(s) 18 or 39 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 213 .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:
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/ncwetiands)
/1.._._..___ -.1__ - . 097 - -AO
Brittchurch Corporation / DWQ Project No. 04-0936
Page 2 of 3
July 12, 2004
Amount Approved
(Units) Plan Location or Reference
Stream 22 (feet) Impact Site 1 (sewer)
404 Wetlands 0.05 (acres) Impact Site 1 (sewer)
Waters - (acres) -
Buffers 3,570 (square ft.) sewer & driveway
2. Buffer Mitigation (EEP) - You are required to mitigate for impacts to the protected riparian buffers.
The required area of mitigation to compensate for impacts to the protected riparian buffers is 621 square
feet as required under this Authorization Certificate and 15A NCAC 2B .0242(buffer mitigation rule).
We understand that you wish to make a payment into the Riparian Buffer Restoration Fund administered
by the NC Ecosystem Enhancement Program (EEP) to meet this mitigation requirement. This has been
determined by the DWQ to be a suitable method to meet the mitigation requirement. In accordance with
15A NCAC 2B .0242(7)(buffer mitigation rule), this contribution will satisfy our compensatory
mitigation requirements under 15A NCAC 2B .0233(10)(buffer protection rule). Until the EEP receives
and clears your check (made payable to: DENR - Ecosystem Enhancement Program Office), no impacts
specified in this Authorization Certificate shall occur. The EEP should be contacted at [phone]
if you have any questions concerning payment into the Riparian Buffer Restoration Fund. You have one
month from the date of this approval to make this payment. For accounting purposes, this
Authorization Certificate authorizes payment into the Riparian Buffer Restoration Fund to
compensate for 621 fe of required riparian buffer mitigdttion for impacts to 207 fe of protected
riparian buffers; 03-04-02 river and subbasin, 27-43-(8) stream index number."
3. Diffuse Flow (Review) - An additional condition is that all constructed stormwater conveyance
outlets shall be directed and maintained to flow in a diffuse manner at non-erosive velocities through
the entire protected stream buffers without re-concentrating. If this is not possible it may be necessary
to provide stormwater facilities that are considered to remove nitrogen. Additionally, a stormwater
management plan for this project shall be provided to this Office before any of the impacts
approved herein are conducted. The plan shall specify all stormwater discharge points, plan details,
and calculations to indicate that diffuse flow through the protected buffers or nitrogen removal as
described above will be achieved. The stormwater management plan shall be approved in
writing by this Office before the impacts specified in this Certification occur. You are required
to submit this plan within one month of the date of this letter.
4. 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.
5. 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,
}
Brittchurch Corporation / DWQ Project No. 04-0936
Page 3 of 3
July 12, 2004
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.
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.
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/Wetlands 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.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved
buffer impacts) shall be referred in writing to the Director for a decision. The Director's decision is
subject to review as provided in Articles 3 and 4 of G.S. 150B.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act and the Neuse riparian buffer protection rule as described within 15A NCAC 2B .0233. If you have
any questions, please telephone John Dorney at 919-733-9646 or Bob Zarzecki at 919-733-9726.
Sincerely,
1?Alan W. Klimek, P.E.
AWK/bz
Enclosures: GC 3402
Certificate of Completion
cc: Will Buetow, S&EC, Inc., 11010 Raven Ridge Road, Raleigh, NC 27614
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
File Copy
Central Files
Filename: 040936
?OF W ATF Michael F. Easley, Governor
William G. Ross Jr., Secretary
?O 6 North Carolina Department of Environment and Natural Resources
r Alan W. Klimek, P. E. Director
-I Division of Water Quality
p '<
Coleen H. Sullins, Deputy Director
Division of Water Quality
NORTH CAROLINA DIVISION OF WATER QUALITY
401 WATER QUALITY CERTIFICATION & AUTHORIZATION CERTIFICATE
SUMMARY OF PERMITTED IMPACTS AND MITIGATION REQUIREMENTS
In accordance with 15A NCAC 2H .0500 and 2B.0233, Brittchurch Corporation has permission as outlined below and
within the General Water Quality Certification (WQC) Number 3402 w/ additional conditions for the purpose(s) of
constructing the proposed Brittmore Subdivision. All activities associated with these authorized impacts must be
conducted with the conditions listed in the attached certification transmittal letter. THIS CERTIFICATION AND
AUTHORIZATION CERTIFICATE ARE NOT VALID WITHOUT THE ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENT ECOSYSTEM ENHANCEMENT PROGRAM (EEP)
DWQ Project No.: 040936
Date: July 12, 2004
LOCATION: Raleigh
COUNTY: Wake
BASIN/SUBBASIN: 03-04-02 (rive r/subbasin); 27-43-(8) (stream index no.)
As required by 15A NCAC 2H .0506 and 2B.0233 and the conditions of WQC No. 3402 w/ additional conditions, you are
required to compensate for the above impacts through the restoration, creation, enhancement or preservation of wetlands,
surface waters and/or buffers as outlined below prior to conducting any activities that impact or degrade the waters of the
state.
[Note: Acreage requirements proposed to be mitigated through the EEP must be rounded up to one-quarter acre
increments according to 15A NCAC 2R .0503(b).]
0 acres of Class W L wetlands
0 acres of riparian wetland
0 acres of non-riparian wetland
0 feet of stream channel
621 square feet of stream buffers
One of the options you have available to satisfy the compensatory mitigation requirements is through the payment of a fee
to the Wetlands Restoration Fund per 15A NCAC 2R .0503 and to the Riparian Buffer Restoration Fund per 15A NCAC
2B .0233. If you choose this option, please sign this form and mail it to the EEP at the address listed below. An invoice
for the_ appropriate amount of.payment will be sent to you upon receipt of this form. PLEASE NOTE, THE ABOVE
IMPACTS ARE NOT AUTHORIZED UNTIL YOU HAVE RECEIVED NOTIFICATION THAT YOUR PAYMENT HAS BEEN
PROCESSED BY THE EEP.
Signature
ECOSYSTEM ENHANCEMENT PROGRAM (EEP)
NC DIVISION OF WATER QUALITY
1619 Mail Service Center
Raleigh, NC 27699-1619
[phone]
Date
North Carolina 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)
401 ISSUED
rit f GOP
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: (919) Fax: [phone]
www.SandEC.com W06S / 401 GROUP
(),40936 JUN 0 9 2004
WATER QUALITY SECTION
The proposed project consists of perpendicular sewer line impacts to 446 square feet of
Zone 2 Buffer and 433 square feet of Zone 1 Buffer. Also, 207 square feet of Zone 1 parallel
buffer impacts are for proposed sewer line connection. A perpendicular stream crossing
(driveway) to access a single lot will impact 855 square feet of Zone 2 buffer and 1,629
square feet of Zone 1 buffer and 22 linear feet of stream. The slope stabilization and
construction of the proposed dry pond will impact 0.05 acres (2,042 square feet) of
wetlands under NWP 39. The wetland and stream impacts for the pond and driveway are
below threshold for notification (0.05 acres) to DWQ. This is a courtesy 401 notification F,.
however the parallel impacts from the proposed sewer connection will require notification
to DWQ and mitigation for 207 square feet of Zone 1 Buffer. The stream crossing requires .. V:
notification to the Corp for NW 39. Since no 401 is required, no check is attached.
June 8, 2004
US Army Corps of Engineers
Raleigh Regulatory Field Office
6508 Falls of the Neuse Road, Ste. 120
Raleigh, North Carolina 27615
NCDENR - DWQ
Parkview Building
2321 Crabtree Boulevard
Raleigh, North Carolina 27604
Attn: Ms. Jennifer Burdette
RE: Proposed Brittmoore Subdivision
Raleigh, Wake County, North Carolina
S&EC Project #: 8447.W1
Dear Ms. Burdette and Mr. Dorney:
Attn: Mr. Bob Zarzecki
On behalf of Brittchurch Corporation, we request authorization from the US Army Corps of
Engineers (USACE) to use Nationwide Permit (NWP) 39 for the proposed project to cover
stream impacts (wetland impacts are below notification threshold). We also request written
concurrence from the NC Division of Water Quality (NCDWQ) that the project complies with
the Neuse River Basin (NRB) Buffer Rules. A Pre-construction Notification Application (PCN)
is attached, which includes an agent authorization form.
The proposed project consists of perpendicular sewer line impacts to 446 square feet of Zone 2
Buffer and 433 square feet of Zone 1 Buffer. Also, 207 square feet of Zone 1 parallel buffer
Charlotte Office: Greensboro Office: Hickory Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord, NC 28025 Greensboro, NC 27455 Taylorsville, NC 28681
,....,, -1 n? e. P1141 cAn Q)' 2A Phnne [phone]
June 8, 2004
S&EC Project #: 8447. W1
Page 2 of 3
impacts are for proposed sewer line connection. A perpendicular stream crossing (driveway) to
access a single lot will impact 855 square feet of Zone 2 buffer and 1,629 square feet of Zone 1
buffer and 22 linear feet of stream. The slope stabilization and construction of the proposed dry
pond will impact 0.05 acres (2,042 square feet) of wetlands under NWP 39. The wetland and
stream impacts for the pond and driveway are below threshold for notification (0.05 acres) to
DWQ.
A site meeting with NCDWQ was conducted on February 18, 2004 and determined that the
stream feature on-site within the drained pond and is subject to the Neuse River Riparian Buffers
(DWQ# 04-0196). The stream start point was determined and flagged within the upper portion of
the drained pond. A site meeting with USACE was conducted on June 8, 2004 and confirmed our
wetland delineation. A letter will be sent by the USACE confirming our determination.
S&EC conducted a detailed wetland delineation and stream buffer determination to avoid and
minimize any impacts to wetlands or stream buffers. Originally, the proposed sewer line was
placed predominately within the Zone 1 buffer and there were 26 lots in the subdivision.
The design was changed remove 1 lot to reduce impacts and to place the proposed sewer
line out of the buffers except where necessary to tie into to the existing sewer line. The
required sewer impacts were minimized by making it perpendicular and resulted in the loss of
one lot. A small portion of the impacts are parallel in order to tie into the existing sewer line. The
temporary sewer impacts will be minimal and the area will be re-vegetated as required. The
sewer line will be necessary to service the proposed 25 lot subdivision. The 2,042 square feet of
wetland impact are needed fro slope stabilization and the construction of a dry pond for
stormwater treatment. The wetland impacts will be below the threshold (.05 acres) for
notification.
The USACE's current policy requires applicants to avoid and minimize wetland and stream
impacts to the maximum extent practicable and compensatory mitigation to offset unavoidable
losses of waters of the US when impacts exceed requirements for notification (0.10 acres). The
proposed sewer line, stormwater pond and stream crossing are necessary for the proposed 25 lot
subdivision. Because the applicant has minimized the wetland impacts below the threshold (0.05
acres), S&EC does not believe that compensatory mitigation should be required by USACE.
NC-DWQ's current policy requires written concurrence for stream impacts other than exempt
activities in the Neuse River basin. Since the stream impacts are below this threshold (22 feet)
and the stream crossing is a perpendicular exempt crossing to access high ground, and the
wetland impacts for the drained pond bank stabilization and dry pond construction are below the
threshold (0.05 acres) for notification, we believe that no mitigation will be necessary for these
proposed impacts. However, in order to hook up to the existing sewer line off property, a parallel
Zone 1 impact is required to provide sewer service. Therefore the client proposes to pay to the
EEP fund for mitigation for the 207 square feet of parallel zone 1 buffer impact (ie. 621 ft2 of
buffer mitigation).
June 8, 2004
S&EC Project #: 8447. W1
Page 3 of 3
Sincerely,
SOIL AND ENVIRONMENTAL CONSULTANTS

Will Buetow
Soil Scientist In Training
Attachments:
Pre-construction (PCN) notification form
Site Location Map (Figure 1)
Wake Co. Soil Survey Map (Figure 2)
Impact Map
Two Data Forms
NCDWQ Buffer Subjectivity Letter (2/18/2004)
c: Blackmon Engineering Attn: Doby Blackmon
Office Use Only: ?(?! 0 3 Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification ti
2. Nationwide, Regional or General Permit Number(s) Requested:'
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: ?
II. Applicant Information
Owner/Applicant Information
Name: Brittchurch Corporation
Mailing Address: 9313 Ten-Ten Road
Raleigh N.C. 27603
Telephone Number: [phone]
E-mail Address:
Fax Number:
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: Will Buetow
Company Affiliation: Soil & Environmental Consultants. PA
Mailing Address: 11010 Raven Ridge Road
Raleigh NC 27614
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: wbuetow(a),SandEC com
Page 5 of 14
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: Brittmoore
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 1619238420
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): The site is located south of Rand
Road (SR 2728) at a point approximately 2,000 feet west from the intersection of Rand Road
and Benson Road (Highway 50).
5. Site coordinates, if available (UTM or Lat/Long): 17 07 15 402E, 39 48 178N
(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): The property is approximately 12 acres in size.
7. Nearest body of water (stream/river/sound/ocean/lake): UT of Swift Creek.
8. River Basin: Neuse
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/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 site currently has an unoccupied house with other
vacant buildings onsite.
Page 6 of 14
10. Describe the overall project in detail, including the type of equipment to be used: The
overall project consists of the construction of a sewer crossing, driveway crossing and
impacts from the rg ading of a side slope from a drained pond for slope stabilization and the
construction of a dry pond for the proposed 25 lot subdivision. The proposed sewer impacts
will temporarily impact 446 square feet of Zone 2 Neuse Riparian Buffer and 433 square feet
of Zone 1 as perpendicular and 207 square feet of Zone 1 as parallel. The proposed stream
crossing for a driveway will impact 855 square feet of Zone 2 buffer and 1,629 square feet of
Zone 1 buffer and 22 linear feet of stream. As courtesy notice, this project will impact 2,042
square feet (.05 acres) of wetlands from the stabilization of the drained pond bank and
construction of a dry pond. Typical equipment associated with g lading and sewer easement
construction will be used.
11. Explain the purpose of the proposed work: The purpose of the work is to provide sewer
service side slope stabilization and construction of a dry pond for a proposed 25 lot
subdivision and a single lot access for lot 13 to the subdivision road.
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.
A site meeting with NCDWQ was conducted and determined that the stream feature on-site is
subject to the Neuse River Riparian Buffers (DWQ# 04-0196). The stream start point was also
determined and flagged within the upper pprtion of the drained pond. A site meeting was also
conducted with Ms. Jennifer Burdette of the USACE to confirm the wetland delineation. A letter
will be sent from Ms. Burdette confirming the delineation.
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 plans are proposed at this time.
Page 7 of 14
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Provide a written description of the proposed impacts: The proposed sewer line will
impact 446 square feet of Zone 2 buffer, 433 square feet of Zone 1 as perpendicular and 207
square feet of zone I as parallel. The proposed stream crossing for a driveway will impact
855 square feet of Zone 2 buffer and 1,629 square feet of Zone 1 buffer. The bank
stabilization of the drained pond and construction of the dry pond will impact 2,042 square
feet (.05 acres) of wetlands.
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**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
I fill .05 no 50 Headwater Emergent

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0.37 acres (16,265
square feet)
Total area of wetland impact proposed: .05 acres (2,042 square feet)
3. Individually list all intermittent and perennial stream impacts below:
Page 8 of 14
Stream Impact
Site Number
(indicate on map)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please specify)
1 crossing 22 UT of Swift Creek 3' Intermittent

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mWguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 22 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 map)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
N/A N/A N/A N/A N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: till, excavation, areagmg,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Size of watershed draining to pond: N/A
Expected pond surface area: N/A
Page 9 of 14

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.
Per the client's request S&EC conducted a detailed wetland delineation and stream buffer
determination to avoid and minimize any impacts to wetlands or stream buffers. The wetland
impacts associated with the slope stabilization and the construction of the proposed dry pond
(impact 1) are needed to control the erosion off of the site. These impacts are below the threshold
(.05 acres) for notification. Originally, the proposed sewer line (impact 2) was placed
predominately within the Zone 1 buffer and the subdivision was planned with 26 lots. This was
changed to place the proposed sewer line out of the Zone 1 and Zone 2 buffers except where
necessary to tie into to the existing sewer line. This resulted in a loss of one lot in the
subdivision The required sewer buffer impacts were minimized by making it perpendicular.
Parallel impacts could not be avoided because the existing sewer line ends off property within
zone 1 buffer. The temporary sewer impacts will be minimal and the area will be re-vegetated as
required The sewer line will be necessary to service the proposed 25 lot subdivision. The
crossing impact (impact 3) is a perpendicular crossing that is necessary in order to access lot 13
from the proposed road. This lot is isolated by the intermittent stream from the rest of the
property.
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.
Page 10 of 14

If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/stringide.html.
I. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The USACE's current policy requires applicants to avoid and minimize wetland and stream
impacts to the maximum extent practicable and compensatory mitigation to offset
unavoidable losses of waters of the US when impacts exceed requirements for notification
(0.10 acres The proposed sewer line is necessary for the proposed 25 lot subdivision.
Because the applicant has minimized the wetland impacts below the threshold (0.05 acres),
S&EC does not believe that compensatory mitigation should be required by USACE.
NC-DWQ's current policy does not require written concurrence for exempt stream impacts
as long as they are less than 150 linear feet of stream length per project. Since the stream
impacts are below this threshold (22 feet) and the stream crossing is a perpendicular exempt
crossing to access high ground and the wetland impacts for the drained pond bank
stabilization and dry pond construction are below the threshold (0.05 acres) for notification,
we believe that no mitigation will be necessary fro these proposed impacts. However, in
order to hook up to the existing sewer line off property, a parallel zone 1 impact is required
for sewer service. Therefore the client proposes to pay to the NCEEP fund for mitigation for
the 207 square feet of parallel zone 1 buffer impact (621 ft1 mitigation).
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): 621 (207*3)
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Page 11 of 14

Amount of Coastal wetland mitigation requested (acres): N/A
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(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* Impact
(square feet) Multiplier Required
Mitigation
1 (perpendicular) 2,062 0 0
1 (parallel) 207 3 621
2 1,301 0 0
Total 3,570 621
Gone I extends out 3U feet perpendicular from near bank of channel; Gone Z extends an
additional 20 feet froin the edge of Zone 1.
Page 12 of 14
4r 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 213.0242 or.0260.
For the sewer easement a majority of the sewer line impacts are perpendicular to the stream
except for the parallel impact (207 square feet) required to tie into the existing sewer line located
within zone 1 of the buffer. The client proposes to pay into NCEEP for 621 square feet of buffer
mitigation
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.
The impervious surface is 19% below the threshold for a detailed stormwater plan.
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.
Wastewater will be disposed of by use of sanitary sewer.
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. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Page 13 of 14
O'k 0
6 / D /U
Applicant/4ent's Signatur Date
(Agent's signature is vali only if an authorization letter from the applicant is provided.)
Page 14 of 14
4 . J
Garner Quad
Mgr.:
.Wt i^_2000 Figure 1- USGS Quad
t Date: Map
sc Brittmoore
Blackmon Engineering
Raleigh, Wake County
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] • [phone]
Web Page: www.SandEC.com
419104
7 V

1

Project Scale:
#:8447MI ,°=1320' Figure 2 - Soil Surevy
Project Date: Map
Mgr.: SC 419104 Brittmoore
Blackmon Engineering
Raleigh, Wake County
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] • [phone]
Web Page: www.SandEC.com

Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Brittmoore / S&EC Project # 8447.W l Date: 5/3/04
Applicant/Owner: Blackmon Engineering County: Wake
Investigator: WB State: N.C.
Do Normal Circumstances exist on the site? X Yes _ No Community ID: Headwater Emergent
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: @ WI Flag 12A
(If needed, explain on reverse.)
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Juncus effuses Herb. OBL 9.
2. Impatients capensis Herb. FACW 10.
3. Eu/alia viminea Herb. FAC+ 11.
4. 12.
5. 13.
6. 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 100%
Remarks: There vegetation meets the criteria ( ?50% OBL, F ACW or FAC) for hydrophytic vegetation.
HYDROLOGY
_ Recorded Data (Describe in Remarks):
Stream, Lake or Tide Gauge
_ Aerial Photographs
_ Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
Inundated
X Saturated in Upper 12 Inches
Sediment Deposits
X Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: 0 (in.) Water-Stained Leaves
Local Soil Survey Data
Depth to Free Water in Pit: 2 (in.) _
FAC-Neutral Test
Other (Explain in Remarks)
Depth to Saturated Soil: 0 (in.)
Remarks: There were sufficient field indicators present to indicate wetland hydrology.
11
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
Project/Site: Brittmoore Plot ID: @ WI Flag 12A
SOILS
Map Unit Name Drainage Class: well
(Series and Phase): Appling Field Observations
Taxonomy (Subgroup): Typic Kanhapludult Confirm Mapped Type? Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) ( Munsell Moist) Abundance/Contrast Structure, etc.
0-3 A 10YR 4/1 Loam sand
3-12 B 10YR 5/1 Sand loam
Hydric Soil Indicators:
_ Histosol Concretions
_ Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed on Local Hydric Soils List
_ Reducing Conditions Listed on National Hydric Soils List
X Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks: The soils meet the criteria for a hydric soil.
WETLANDS DETERMINATION
Hydrophytic Vegetation Present? X Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? X Yes No X Yes No
Hydric Soils Present? X Yes No
Remarks: This area is a jurisdictional wetland.
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
110 TO Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Brittmoore / S&EC Project # 8447.W l Date: 5/3/04
Applicant/Owner: Blackmon Engineering County: Wake
Investigator: WB State: N.C.
Do Normal Circumstances exist on the site? X Yes No Community ID: Headwater Emergent
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
50' up from WI Flag
Is the area a potential Problem Area? Yes X No Plot ID: 12A
If needed, explain on reverse.
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Acer rubrum Tree FAC 9.
2. Vaccinium corymbosum Shrub FACW 10.
3. Oxydendrum arboreum Sapling NI 11.
4. Quercas rubra Tree FACU 12.
5. Ilex opaca Tree FAC- 13.
Rhododendron
6. periclymenoides Shrub FAC 14.
7. Vitis rotundifolia Vine FAC 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 67%
Remarks: There vegetation meets the criteria (>50% OBL, FACW or FAC) for hydrophytic vegetation.
HYDROLOGY
Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
_ Stream, Lake or Tide Gauge Primary Indicators:
Aerial Photographs Inundated
Other _
_ Saturated in Upper 12 Inches
X No Recorded Data Available _ Sediment Deposits
Drainage Patterns in Wetlands

Field Observations: Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: N/A (in.) - Water-Stained Leaves `
Local Soil Survey Data
Depth to Free Water in Pit: >14 (in.) FAC-Neutral Test
Other (Explain in Remarks)
Depth to Saturated Soil: >14 (in.)
Remarks: There were insufficient field indicators present to indicate wetland hydrology.
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
Project/Site: Brittmoore Plot ID: 50' up from WI Flag 12A
SOILS
Map Unit Name Drainage Class: well
(Series and Phase): Appling Field Observations
Taxonomy (Subgroup): Typic Kanhapludult Confirm Mapped Type? Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-11 A 10YR 4/2 Loam sand
11-14 Bt 10YR 5/6 Sand clay loam
Hydric Soil Indicators:
Histosol Concretions
_ Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
_ Aquic Moisture Regime Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks: The soils do not meet the criteria for a hydric soil.
WETLANDS DETERMINATION
Hydrophytic Vegetation Present? X Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? Yes X No Yes X No
Hydric Soils Present? Yes X No
Remarks: Due to a lack of wetland hydrology and a lack of hydric soil, this area is not a jurisdictional wetland.
,
Brltchurch Corp.
Page 2 of 2
2/18/04
This letter only addresses the applicability to the buffer rules and does not approve any activity
within the buffers. Nor does this letter approve any activity within Waters of the United States or
Waters of the State. If you have any additional questions or require additional information
please myself at [phone] or Debbie Edwards at [phone].
Sincerely,
I
;ka. mek,P.E.
irector
OF WATER Michael F. Easley, Governor
Q William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
cow 6 r Alan W. Klimek, P. E. Director
V J 1 Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
February 18, 2004
DWQ # 04-0196
Wake County
Page 1 of 2
Brittchurch Corporation
9310 Ten Ten Road
Raleigh, North Carolina 27603
Subject Property: Brittmoore (Rand Road (SR2728) west of Benson Road (Hwy 50)
UT of Swift Creek
On-Site Determination for Applicability to the Neuse River Riparian Area Protection Rules
(15A NCAC 2B.0233), DWQ Express Review Program
Dear Brittchurch Corporation:
On February 18, 2004, at your request I conducted an on-site determination to review 1 feature
located on the subject property for applicability to the Neuse Buffer Rules (15A NCAC 26
.0233). The feature is labeled as "A" on the attached maps.
The Division of Water Quality (DWQ) has determined that the surface water labeled as'
"A" on the attached maps is an intermittent feature and is subject to the Neuse Buffer
Rule. The origin of feature A has been delineated and flagged by a pink S&EC pin flag at
the upper portion of the drained pond. This stream and its associated buffers should be
identified on any future plans for this property. The owner (or future owners) should notify the
DWQ (and other relevant agencies) of this decision in any future correspondences concerning
this property. This on-site determination shall expire five (5) years from the date of this letter.
Landowners or affected parties that dispute a determination made by the DWQ or Delegated
Local Authority that a surface water exists and that it is subject to the buffer rule may request a
determination by the Director. A request for a determination by the Director shall be referred to
the Director in writing c/o John Dorney, DWQ Wetlands/401 Unit, 2321 Crabtree Blvd., Raleigh,
NC 27604-2260. Individuals that dispute a determination by the DWQ or Delegated Local
Authority that "exempts" a surface water from the buffer rule may ask for an adjudicatory
hearing. You must act within 60 days of the date that you receive this letter. Applicants are
hereby notified that the 60-day statutory appeal time does not start until the affected party
(including downstream and adjacent landowners) is notified of this decision. DWQ recommends
that the applicant conduct this notification in order to be certain that third party appeals are
made in a timely manner. 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,
P.O. Box 27447, Raleigh, N.C. 27611-7447. This determination is final and binding unless you
ask for a hearing within 60 days.
North Carolina 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)
919.733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc,us/ncwetlands/
<c,v•r I to c -5 -+ Rm
P. e2
00/00/10o4 14:23 PAX
rd oo2
Addreas:
Phone:
Profect Name/Description: --
TL- 2e2 KL
'2e Department of the Army
U,S. Army COrPr, of Bngiwgrs, Wilmington District
P,O, Box 1890
Wilmington, NC 28402
Attn:
Pield Office:
Re: Wetlands Related Consulting and Pernutting
To Whom It :44y Gorlcem:
I, the current gjo2erty ..r owner, hereby designate and authorize Soli & knvirormnental Corr muttants, PA to
act in my behalf as nay agent in the proccssing of perimit applications, to furnish upon request
supplements infoxmQ n in support of appbcahms, etc. from diis day forward, The day of
This notilication supersedes any previous rorreapondence conaarning the agent for thi3 project.
NOTICE: This authorization, for liability and lrrbfassionAl courtesy reasons, is valid only for
government effidals to enter the properly when -mccompmWed by S&EC staff. You should call S&EC
to aly"Se a site meeting prior to vialting the site.
?11T ? Co2t?rra-rro?_ D 4
Prutt Property owner's Nasr? tertY •? __._.Owner's Signature
cc: Mr. John Dorney cc: Mr, Sean Clark
NCDENR - DWQ 50il & Environmental Consaltants, P.A
2921 Crabtree Boulevard
Raleigh, NC 27604
396 Le?PhllNp C?oun. suite c 0mambern t? rte; u r otf egg
3817.8 ono, Lawndale Drive 2 CVVn Mountain Laiic
Concord, NC 28423 (3reengboro NC r4!5 627,
Phoas: (704; 720-9403 TxYlemAlle. NC 26456 i
>tax, [phone] phone; (336) 14"224 PI»na (?^.tl X15-SC2d
Fwu 1336) 940-82«
l?NC, (d2bi 533.5820
-v--nvjLrvnmentat (;onsultants, PA
Ro11d • R111619h, North Carol+,04 27614 . Phono: [phone] - pax! (919) 6469467
www,SandEC.com
? !1,-/- 1
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Complete items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
0 Print your name and address on the reverse
so that we can return the card to you.
¦ Attach this card to the back of the mailpiece,
or on the front if space permits.
Article Addressed to: . ± 1
i C'I
Brittchurch Corporation
9313 Ten-Ten road
Raleigh, NC 27603
DWQ# 04-0936 - Wake
A. Signature
X 'r.
B. Received by (Printed Name)
? Agent
C. Date of Deliver
D. Is delivery address different from Item 1? ? Yes
If YES, enter delivery address below: ? No
3. Service Type
Certified Mail ? Express Mail
Registered QkReturn Receipt for Merchandise
? Insured Mail ? C.O.D.
4. Restricted Delivery? (Extra Fee) ? Yes
?. Article Number 7004 1160 0002 2706 5779
(transfer from service label)
?e c , QRi i eeti. - onnn n e??t De+,,... D---1-+ _...,_,c.
UNITED STATES POSTAL SERVICE
111111 USPS
• Sender: Please print your name, address, and ZIP+4 in this box •
NC DENR Division of Water Quality
Wetlands/401 Certification Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
First-Class Mail
Postage 8? Fees Paid
Permit No. G-10
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~ I, OBTAIN AN APPROVED EROSION rt SEDIMENTATION PLAN 4 LAND DISTURBING PERMIT FROM WAKE COUNTY. o
oao SEDIMENT BASIN ~ F e.o ~ U1 0 ~
0 2. SCHEDULE A PRECONSTRUCTION CONFERENCE WITH THE ENVIRONMENTAL ENGINEER,______________. N
3. INSTALL GRAVEL CONSTRUCTION PAD, TE~1PORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS OR TEMPORARY DIVERSION DITCH I~ ~ F a7o ~ d M N ~ U
~ OTHER MEASURES AS SHOWN ON THE APPROVED PLAN, CLEAR ONLY AS NECESSARY TO INSTALL THESE EMERGENCY SPILLWAY 269.7 m
N DEVICES. SEED TEMPORARY DIVERSIONS, BERMS ~ BASINS IMMEDIATELY AFTER CONSTRUCTION, a SILT FENCE b x~ ~ H
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~ LOCATION IS TEMPORARY UNITL APPROVAL FOR DRIVEWAY CROSSING FROf1 ARMY COE AND/OR NCDWQ. 3 C7 INVERT, 263 'z, U
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~ CERTIFICATE of CoMPLIANCE• DURING THE NOME CONSTRUCTION PHASE OF THE --1-~.~`4, 711 x ~ ~
PROJECT AND REMOVED ONLY WITH APPROVAL OF A ° b, BEGIN CLEARING Q GRUBBING. MAINTAIN DEVICES AS NEEDED. ROUGH GRADE SITE. WA U r*''
~ KE COUNTY ENVIRON~1ENTAL ENGINEER. DETENTI( DETENTION POND DETAIL
7, INSTALL STORM SEWER, IF SHOWN, E PROTECT INLETS WITH BLOCK 4 GRAVEL INLET CONTROLS, , ~ SEDIMENT TRAPS OR OTHER APPROVED MEASURES AS SHOWN ON THE PLAN, BEGIN CONSTRUCTION, SEDIMENT BASIN CALCULATIONS-2YEARSTORM ~
3 BUILDING, ETC. POND D~ POND DESIGN INFO A
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~ DRAINAGE THEORETICAL WEIR STORAGE LENGTH WIDTH DEPTH STORAGE SURFACI ~ LININGS, ETC. SEED ~ f1ULCH pENUDED AREAS WITHIN FIFTEEN (15) DAYS OF COMPLETION OF ANY PHASE BASIN AREA Qz WEIR LENGTH LENGTH ~ A , SURFACE AREA=2761 SF iQ / 1 -50
c OF CONSTRUCTION. (AC) (Fl') (FT) AREA (FT) (FT) (FT) AREA O -0'' ~
° (cu FT) (cu FTi TOP OF 9. WHEN CONSTRUCTION IS COMPLETE ~ ALL AREAS ARE STABILIZED COMPLETELY, CALL SURFACI TOP OF DAM ELEV=270 ~ x S A SURFACE AREA=7276 SF ~ DRAWN BY:
D FOR AN INSPECTION BY THE ENVIRONMENTAL ENGINEER. SB-1 4.24 10.99 10.E 12.00 7632.00 71.00 36.00 3.0 0 7668.00
10. IF SITE IS APPROVED, REMOVE TEMPORARY DIVERSIONS, SILT FENCE, SEDIMENT BASINS, ETC., ~ SEED SB-2 3.19 8.27 7.80 10A0 5742.00 64.00 30.00 3.00 5760.00 ~i E.H.B. d x
OUT OR STABILIZED ANY RESULTING BARE AREAS. ALL REMAINING PERMANENT STORMWATER d EROSION 2 7 /
~ CONTROL DEVICES SUCH AS VELOCITY DISSIPATERS LEVEL SPREADERS SHOULD NOW B IN TA ~ , E S LLED. Intensity for 2 year storm is 5.76 inlhr x PJ DATE: X ~
~ II, WHEN VEGETATION HAS BECOf1E ESTABLISHED CALL FOR A FINAL SITE INSPECTION BY THE C value of 0.45 per MaICOm charts 03/29/04 x x x x
o ENVIRONMENTAL ENGINEER OBTAIN A CERTIFICAT F M I Storage area =1800 cu ft x Drama Area ac ° E 0 CO PLET ON. ~ ) 9e ( ) ~ ~ Q SHEET
GRAPHIC ENVIRONMENTAL ENGINEERS (OFFICE LEVEL SPREADER DESIGN; GRAPHIC SCALE x x x

" BRYON BRADY (qlq-856-b1g5) 50 100 200
MART QIO X 13 LF/CFS = LF LEVEL SPREADER so o 25 so I A COX (q q-856-7558)
KALE LEMA5TER (01{01-856-61018) FES q, o DAVE PARNELL (01101-856-75401) mlmi~~ A-1 C 1
DANIEL ROWE 01{01-856-74501 01=4.(o CFS PEAK OUTFLOW ( IN FEET) x x x \ \ \ J / OF
JAKE TAYLOR ( _ ) LF LEVE = ( IN FE L SPREADER 60 LF 1 inch = 1 inch = 50 (t.
YI91.41

PUBLIC PUBLIC
Sewer Collection/Extension System Water Di ri i
sf but on/Extension System The City of Raleigh consents to the connection and extension of the City's public sewer system os shown on The Cit of Ralei h consents to the connection an n ' ' ' .
this plan. The material and construction methods used for this ro'ect shall conform to the it ' P it y g d exte slop of the City s public water system lic water system os shown on
p) C y s ub c this plan, The moteriol and construction methods used for Phis ro'ecf shall conform to the Utilities Handbooks standards and specifications: Utilities Handbook's n r p ~ sto da ds and specifications onform to the City's Pubilc
City of Raleigh Cit of Ralei h aa Public Utilities De ortment Permit y g ' O
p ~ Public Utilities De arfinent Permit P
Construction Approval Z Con r i n 0 st uct o Approval
A t= ~ 547 BENSON ROAD, STE 102 w GARNER, NC 27529
Dote Dote ~ D Q J 0
U ~ Z i 919-772-8205
\ o u w ~ ~ [e-mail]
\ NOTE r ~ °a o. ppNn
0 ~ PLOWABLE FILL BACKFILL IS REQUIRED A Q T UTILITY i Q'I~N
~ CROSSINGS WI-SERE A UTILITI' TO BE I UTILITY ~ N ;
~ Z NSTALLED Q~ w CROSSES UNDER A PR I LLED + - Zo ~I~tl~lll//
EV OUSLY INSTALLED UTILITY ONN~ UTILITY, ~ NRe ENCROACHMENT 0 w ~ , ,Rp W 15 EXEflPT BECAUSE OF U o . a $ ' ' ~~i
1 dl N ; w EX15 ING CONDITIONS x ~ w0 Z ` 0, ~E S/ uQ z N - .o ti.y~
w ~ }.mew N U w ~ m w WQ-N I- ~ ,4 Z ~ w ~ - ` = A L ~r'
$o Q m~ z +Zp > w ~M a w w~NW Q Q rL- I z ~ oa = 0193 1 I ~ n . o-
U1 N 3N-U ~0 N_cD 1 i +z O_NO N('N~W ~ wave ~ m D Nw ~~~N
°z~ z Q Z m~ w ~ U ~ ELEMENTARY SCHOOL NAS w Q 0
1 w3 W W Q a N ~ LOTS FRONTING ON RAND W EX15TlNG SANITARY w w N li a gC - W I W - ~ ~ SEWER SERVICE lY (Y ~ ~ ~ 3 I Z ' Q N O ~ ~~G\\\ a O~ W N S a o Q N. 911~i ~-NrY ZN z~~° illlllllll
a 0 Q m N ~ z ~ ROAD ABOVE SCHOOL SITE NAVE Z ~ ~ 0" O W EXISTING SEPTIC SYSTEMS. Q Q Q N i w_ a- ~ w6.Ztn o.w
1 ~ ~ ~ N ~ BECAUSE OF THE TOPOGRAPNI', \ 3 ~ • SANITARY 5EWER = ~ 0 w w fxn? ~
a J SANITARY SEWER SERVICE WOULD a ~ ~ ~ MOST EASILY P I rc BE ROV DED OUTFACE "D" ~ - N ~ ~
~n~ FROM THE SCHOOL SITE
a ' a~ y,2V ti4~ b I N
. 1 SS ~ ~
0 ~ 3 ~ ~ I I N N ~ ~
1a 1 I I I I I I I I I I ~ 1 1 I II I I I v I I I I ~ W N
17 1 I I I I I I I I I 1 1 I I I I I I I I o _ O _ N I ~ U Jj ~
~ 1 1 I I I I I I I I I - 1 1 I I I w l I I I I I I N ~ u. ~ I N ~ N N ~
1 I I I I ~ I I I I - 1 1 1 I N I N I I ~ I ~ I I 0 3 _ I I I I I - Q t.. w - L I N , ~ ~ m
1 I I C~ N I N I I I I Q I I I r 1 ~ ~ ~ J - - I - ~ ~ Z
\ ~ - Na- I N~" N Nm I 01 I N ~ 1 1 N~ i I v I m l I ~ I I N I r I ~ ~ ~ - - ~
1 6' 1 1 I I N I ~ I I to I I I I I i ~ / ~ ~ STORM ~"~T $
~ 1 - I I I I I I I I ~ 1 ~ 1 II II III II _ ~ AGE ~~2 v~ a
1 I I I I I l l s uJ~ 1 1 1 I I I I I II I ~„y OI~YFALL ~Ce ~
1 I I lo~ Pu I T I II I I V ? I?+ao . 1 1 I EIL C REST L - - - - J - - - _.,1 I I / / ~ I _ 1 JRfiE E~1~EN i?+ I°° w ~ ~ x W ~ 10 _ I ao Nt ~ m - a a~
1 1 J ~ ~ I to \ - q / IN 55 PUBLIC RI T OF WA 2 BB / - hIN q ~ ia+ ~ , W O ~
J ~ _ _ _ \ / ~ - CJS 15 9 ~ • I
tYP' y '~r / / 9E~ ~ ~ ~ ~ ~ =m~Z a m
V ,tP' a m' - . ~ a N W W Q
M ~ ~ / / i ~rv ~ 1p+°o n f 8 ft S / i a I ~0 ~
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\ ~ O m ~ ~ ~ t w Q w a~i
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a35r8-}lOS F - - - -r - _ _ _ r ~ ~~x A W v. ~ ~ c0 ~ V O ~ ~ W I Z
3iaaia alurlr / ~ I ~ 1 1 I N _ r I I III I i I ~ H I N - ~ ~ ZN~W v, I ~ lL 7 :.y N b b
~ Q ~ 6/ . I I . ~1 I I I I I I ~I ° ~ I I I Q ~ n; ~ W - ~ ~ ~ ~I N / W (11 rn u,
i ~ ~ ~ ~1 1 1 I l i ~ I~ V I I I I I ~ U Jl =6ZW Z O - -NtY Q
1 l 1 I \ I I I 1 I cn I I I \ STORM ~9 / z ~ , ~ _ H a ~
1 1 I I I ~ I $ \ w I ~ I ~ N I ~ - DRAINAGE ~ ~ V~ c}• OUTFACE O / -,.~;,n ~ O N B O O
~ - ~T ~ a \ 1 1 N ? ~ I ~ rt \ ~ N m l m l N I I ( / w \ / / tANw w
0 ` 1 v _ -Q i \ 1 1 I I ~ I I I rt-- m 1 mss. EIORE t JACK N 1 1'~ u1 N N N I ~{j o ~ NfTART SEWER \
3o LF IB' CASING ~ ~ 1 1 - I I - I I I I - I / Y OUTFACE 'A' 1 o I II I m ~ W \ ? ~ / / ~ N ~
~ ~ i 1 I I i I I I - ~ ~ N 1 I I I i 1 _ 1 I ~ ~ ~ ~ ~ 7 ~ IW- ~ /
1 I I i I I I I I gyp'` 1 I I I E
a* 1 i 1 I J L ~ I I A _ ~ r rJTOR gE 1 I J I 1` I DRAINAGE 6 6 gE ~ ~ + / Z`~NOC / r
1 1 ~ ~ I o I I / - - - I O OdITFALL 'B' ~ / ILOT ul3 SANITARY
a N I I / L--- ~ - _ / ~ • ~ 1; i~ , ~ /SEWER WILL BE / - /PUMPED TO SEWER ~ +A
1 - ~ ' I I ~ / / ` x SERVICE PROVIDED !~T a0 N w /
r ~ I ~ / o~u~ 1 r I ~ _ ~ EDGE OF RIGHT OF MIA O - U :d~.. k S.:» / I I Z
Ocl1QU I ~ ~ f /
IY03 J I i Ilwt' I N ~ W 11J _ / / Q-Ow
c000W ~ w ~ I ~ ~r ~ l to a ~ N ~
~Q/_W w QLL; ~ N= 4~ Uw I ~ mIL ~ l7 1 Q~J1 ~ ~ , / ~ :-0~., Y.
-zu w- 1 1°, ~ 1 ~ ..l I- W2 ~ V/ ~ ert'"M1 ¦ .err' / ~ ~ ~n ' ` Q dJ
a~ OZ- 0~ N w ` ~ w~,OQ 3_ 1 z z / / ~ ~ ~ QtANW } 4, -
ouul-. Ox W N ~ ~ I ¦ r + r * * s R., , l In U * ~ ' ? j I I Z
W_ W JW d I Q. . N t11 ~ W O W 6 Q O ~ W I Q/ + + ? y kk * * t+ +f o- dk a/N~W f+ + + ~ * * ? w * fi *
i. ~ I w~ f W Z 0 ~ + ? + y =W wZJ ~ ~NW NNU ~m ~ u ~+w+3+;~~*M.++ + ~ w- ~ m ~ Q M
f1' - ~ e ~ + + z I J = W ~ + + + * + r
3 O~w N~ _ ~w ~mlYw GNU _ + k , + + * ~ ~ ~ ~ N
b ~ x F.. ~ n o ~ m W N ~ 1- t11 I F- r M WwQ ~ WNW IW- I Z ~ ~ W~2 I N >tszN y-rn~w r + r m U
a 3 ~ U16zW w-pw wN ~ Om O~gO Ifl~N~ ~ Y I W'- WQN ` t~3 N / z Y * + { W ~ . + * ~ + N ~ ? N w .C
F I 1-N~ U6ZW RE IRECT 6 / ~(~NV a,
4 ~ - ~ ~ I 3 + + F-SITE I (Y-N~ W~p/z WATER 0 ~n 'a~ 0 ~ ZIIz ~ _ ~ QNOCw
I ZN S c I +wQ
o I ~ I wg-zU z ~ ~ z-OQ wm ~o I"~N> ~ W6- z 1 I w - w / ~ Z6zN / a ~
a ri, ° ~ I ~ Rl N w6 w w-Ow o ~R1NV _ l Y~Noc / ~ a
~ QI O I Id ~ Q 3
~ ~ 0~ Q/rf1~ ~ ~n - ~ ~ ~m ~-J / ~ F
APPROXIMATE ` ~ N W ~ LaATION E " m O N z Y V1 a [O I w w u 0 c,
C ~ X SAN SEWER + Q/ 6 z ~6Za a~ N o Q ~
~ ~ '1~ Q - N 00 ~ ' Q~NO H6Nw / ~ ' - ~v-U i-~ U M
n ZN~W
oq _ LL . ~ I w -
b 6Z QQl(1 Q-pw z U
cP w U N (Y ~ ~ ~ ` ~ a U
o "
~ ~ UTILITY CROSSING NOTE ~ w ~ U
S ~ ~ ~ ~ ~ ~
When installing a water main, the horizontal separation between water ~ and sewer shall be ten feet. IF this separation cannot be maintained due ARBOR GREENE SUBDIVISION O C7 ~ ~ ~ HAS EXISTING SANITARY
b to xi in A TTENT/DN e st aanaltlan CONTRA s the and varla i CTDRS ~ 5EWER LOCATED IN
A se rte gr n y ton allowed is the water main in a U po a tech with the elevation of the water main at least 18 inches above the top of the sewer and must be approved by the Public Utilities The Construction Contractor res onsible for the extension ~ THE PUBLIC SCALE:
w Director. All distances are measured From outside diameter to outside p of water RIGHT OF WAY water ~ 1 -50
° dicwneter. and sewer, as appproved in these plans, is responsible for in E ~ the Central Engineering Department at 831-6810, and the in ~
When a water main crosses over a sewer main, there must be eighteen Public Utilities Depc~-tment at Sg0_3400 at least DRAWN BY:
~ inches of vertical separation, IF the water main must o under the se r n r h r riot g we .Cue y ou ou s p to beginning any of their construction.
main, both these lines must be of ductile iron for o distance of ten feet on either side of the crossing with atwelve-inch vertical separation. The Failure to notif both Cit De artm n i n• E.H.B.
~ cro55in of oth r n Y Y p e is n advance of be innin g e u derground pipe requires a minimum of twelve inches g g ng DATE:
0 of vertical separation, Any changes in these clearances must be construction, will result in the issuance of monetary fines, and nd ~
approved by the Public Utilities pirector, All crossings within these regyire reinstallation of any luater or sewer facilities not inspected spected 03/29/04
o° vertical clearances shall be Filled with tt67 stone. Al! distances are as a result of this notification failure. measured from outside diameter to outside diameter. GRAPHIC SC ~ ALE
. SHEET ve 50 o is so Ioo sao
m when a water line or o sewer main oas,vs ,,,,p,- „r ~,,,,~m,- „ ~+,,,.m ~o,,,e.- Failure to call for Inspection, Install a Downstream Plug, have i i ~ ~
vertical separation of 18 inches shall be e maintained unless bothV lines are of r'ermltted f tans on the Jobsite or any other Violation of City of ty of
$ ductile iron or encased in concrete. A ai concrete pad shall be poured Raleigh Standards will result in a Fine and Possible Exclusion from from
o between the two. Distances are measured from outside diameter to future work in the City of Raleigh. ,a outside diameter. ( IN FEET )
W 1 C~2 inch = 50 ft.
~ OF
8l F
i i

a ~ MOST EASILY BE PROVIDED
FROM THE SCHOOL SITE ~ ~+g ~ti
ry .F,I ~
_
( T ~ ~
1 ( I I I r I ( I I F}"~ ~ ~ r ~ s I ~ U ~ ~'l ~l', I L~', o~
I I ~ ~ 1 I ! I I I r f ~ w i Q r- ~
1 ~
~ s 547 BENSON ROAD S , TE 102
N N N ~ N ~ ~ N r ,i y , ~ ~ x ~ / , ; , ° ~ ' ; ; W GARNER, NC 27529
1 N • ~ ~ ~ a~ ~ ' ' 919-772-8205 ~ ~GF~"~ STORM ~P ~
I i I ~ 1 I I L ~ + RAIN ~ ~y~r ~ [e-mail] D AGE ~°a a + ,r h P ® OUTFACE
1 I / / W ~ i I I ~ , .2+~ w ,t. 'C' ~ -i
I 10' PUBLIC 5TREET ~ / I - 4 j I 'N rlu to 1 TREE EASEMEN - w W I oo w " ~ ~ ~ LO - a
I I A 7q B/B IN 55 PUBLIC RI T OF W Y ~q _ MH q W O L ~LL~ I4+ ~ ~ ' i N x -LIB ~ ~ . 3 ~ - ~
/ SS ~t 9 ~5 , I I a
IR . r. / / C; I~~~ a tllllll
1 e ~ _ 1._._ - I w I w Q ~ AR p /~i
a Vii/ I ~ Y / u o - o Q , a, ~ ,y
a M I-- M ~ u -
P `ice'-"' M 0 31-
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~ _ _ / I-
~ \ r k~ - ~ ~ 0 m ~~i 1. ~p N W lllllJlll
~ fV ~ 1 . ~-U I 31 Iz
' l~ WNW
435YB-BIOS r ~ d ~ 1 _ 3lOalO ANINVO ~ 0. P ' ZN O - ~ (i W _ Q w ~ ~
~ H 1t ~ ~ ( I ~ ( - - I l7 w ~ w IW ~ ~-~N~
1 o I I 1 ( \ ~ I I 5 a N ~ -
~ ~ 1 \ 0 D STORM ~ " ~ ~ ' - DRAINA ~ 10 GE
I- T A . 4 ' Q OUFLL
C~ 'Cfi I ~ \ yc N N w o, i' ~ i ) NNW
t0 ? ~ ~ ~ ~ ANITARY 5EWER \ ~ ~-r-U N Z I I Z
BORE t ,LACK N I ? ouTFALL 'A' 30 LF IS' CASING ( ( \ ~ \ a: ~ WNOCW ~ ~ ~ N ~
~ I ? \ ~ f I w -
~ 1 I I e i I ( ,SSE S STOR ~ ~.a~'` ' Z- W 'E z ~ Z~9~
O 1 ~ a ~ DRAINAGE i ~ - ~ ~ --N~ ' ~
OUTFACE uB' w LOT ttl3 SANITARY ~ * ~ SEWER WILL BE
4- PUMPED TD SEWER = s _ l7
1 ~ ~ / SERVICE PROVIDED AT N W ~~-U
~9 ? DUI ~ ~ `yam / EDGE OF RIGHT OF WA 0 I I Z y / ~
Qw-lu o~Q ~ ( , fi I t W ~ ~ , W I -
~03~ n ~ ~76z~1 ~ .
~ww I I I m0~w Wo wQu; n t t` + Q-OW + , ~ ~ AA,,
~ ~ U w + ~1 , m~ ~ ~ 1 Qa~ ,
* x { t O Vj
QZUw w~ IgZ ~ ~ ~ O Z- 0~ W- N w ~ +t + QdJNW Q G ~ * ~-U ~
w-OQ 3- ~ z z I ~ + + 0 UE" 0X w N DC ~ ~ ~ ~ i
~ w Jw I w Qo w p( 1 I + + + + e: ~ + s ~ a r i t e c w l w- ~ y
~H
ATTENTION NT TOR CO RA S C v ~ ~ GRAPHi~, SCALE
F I ~ y PVI 5TA IIa50.26 - 50 p 25 50 ~
F The Construction Contractor responsible for thr extension of water PVI ELEV .290.62 ~ ~ ~ A.KD. _ pp-9.00 II I ~H ~ryr
Qa ~glilgtr q~ aggqq0?ig Iq gig q aqE le ce~•oonsible for in K € IN I .y .y
1 and the ( IN
r construction. 1 inch
an sewer, as appprove in t ese plans, is re the Central En ineerin De artment at S I- I „e of beginning I =1.3
9 9 p ate, , Public Utilities Department at 9 - 4 at lea # 80300 O ~ ~ 165.00' VG EET) H ~ ~
wen Y our urs prior to beginning any of th. 50 t ~ ~ f . O
O ono
Failure to notify both City Departments in adva ~ P pN fdtJSr W ~ ~
cons ruction, will result in the issuance of monetary fines, and ~ = 29B reL~ire reinstallation of any water or sewer facilities not Inspected - . . CITY ~~F ~ ~ ~ Rp/,
..W as a result of this notification failure. ~ ~ ~ ~ pJ o O~ ~
, . . O c~ J~ Z~ ~
al ure to call for Inspection, Install a Downstream Plug, have I Q pw I=*1 ~
Permitted Plans on the Jobsite, or an other Vlolatlon of Clt of - ~ y y W Z D r•-1 y
Raleigh Standards well result in a Fine and Possible Exclusion from ~ . . ~ 0
future work in the City of Raleigh, II _ I
~'~'1 . J
290 . ~ W -V
b. GV m. N ~D 290 Iy F f
PVI STA 13+00 bx PVI ELEV =303.73
A.D. _ -Ebb - w > _
Q+ I K . 30.Ib I w r ~ Qn.
a' 50.00' Va ~ 310 ~ysry,~ .
~ ~ m 310 r + 0' F NZ 15TA - 13175,
p ~ ry VI _ ~3? A. D. • 4.00 .
U w m PVI STA , .Ib+3 .47 . w M
Q ~ R am". f' A.Q. _ =3:0 . - I"'I
R. R W y o~ ~ N
U H I I ~ ~ ~ .-..T. g . 75.00 ,VC 280 Cd yU 1' f11N ~
DRAINAGE. ' le IN L F_ . a _ ~ .r ~ ~ ~
y m . Oh r N
,P ~ + r t~ L. -w Q ~ ~
ua ? ~
C - 300 m ~ 'd o~ - - td ~
E" 177 .Ib L -3q~. mm. ~ o p ~
a ~ ~ 6. A 0. ~ a U1 + ry
N U H q ?NF O 1 Q~N h~l 1
~ ~ ~ ~ Q U
~ ` ~ _ ~ 270 . 270 M
O 6 ~,w, S ~tnOf? ~ U ~
~ ~ ap. \ NZ.p
a
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'ti 290 ~ m 0 t GV `D ~E.~ . a 290 ~ o
~ 'Xb' ~ =E PVC RE ER. go x UTILITY CROSSING NOTES H ~
0 0 b'XB:X6' FIRE. x S? FIRE' When installing a water main, the horizontal seporation
NY T m s N e between water and sewer shall be ten feet. IF this 6 M separation conrlot be maintained due to existin conditions W C7
~ , 6 GV ~ -p~2~ ~q. ~A . m4• t . 9 , the only variation allowed is the water main in a separate
3 = -z 2bo z=.~. N . trench with the elevotion of the water main at leost l8
b ~nOC _ z A ~ ~ ~ ~ 26o inches above the top of the sewer and must be o roved pp ' by the Public Utilities Director, All i CAE'
U d stances a-e measured p,~= ° • From outside diameter to outside diameter. 1"-5~'
6,4~ . 8 ~ ~ LE m
When a water moin crosses over a sewer main, there g$~m _ ~ must be eighteen inches of verticol separation. If the DRAWN BY:
' water main must go under the sewer moin, both these
~ 280 ~ ~ + $o Imes must be of ductile iron For i E.H.B. a zz. g.c$; . ei r i a d stance of ten Feet on the s de of the crossing with a twelve inch verticol
L zz2' `~cvz~ . separation, The crossing of other underground pipe requires
MN ~ E STING CENTE LINE PROPD ED' CENTERL' I E" STA Ib+94.1a 23 63 ~ EX STING CE a minimum of twelve inches of vertical separation. Any DATE' EX STING CENTE LfNE PROPO ED CENTERLI E' I'~z~ chonges in these cleorances must be aooroved by the n2l~nrnn
GRADE.( YPj., GRADE TYP _
INV IN=278.44 M 7 TO MN 6 t~~N ul~HV~ r.r) CzKAUt (.I Tt'). . . . . . . . . . . . . -r Public Utilities Director. All crossings within these vertical
0 DATUM ELEV 2m 00 DATUM ELEV clearances shall be filled with #67 stone. All distances are SHEET
250.00 250 measured from outside diameter to outside diameter.
v v v m m m AN co When a water line or a sewer main posses over or under
m P°~ mr mg NN Nm "'o "m 4°p m~ ~n ss °.m mo mQ ~yp m~ ov oom oN - 6~p 6r ?N ~m QN_ p~ mN m Q= Qo rtl tt1 m ~KI mil ~rt1 ~pp NP N N N P N N Q 6 t "co 0 P6 QQ 6 Ift N NN N N °Qm Co m~m ~LO C14. Is s; T? _ m a storm sewer, vertical separation of 18 inches shall be 6 N $ (No L(4 o r to
O N N N 6 N N i~ N" N" ~ry m" "n n n N maintained unless both lines ore of ductile iron or encased C~ C, C4 C4 C4 " " in concrete. A concrete pad shall be poured between the
Q two. Distances are measured from outside diameter to
W 10+50 11+00 11+50 12+00 12+50 13+00 3+50 14+00 14+50 5+00 15+50 6+00 16+50 17+00 0+00 10+50 11+00 outside diameter. OF 7 11+00 11+50 12+00 12+50 13+00 13+50 14+00 IA+50 15+00
ism
r

a Wq
~ ~ /S NR P fkF MUS l
~ s w W ~ eki hA~c o~ ~ Q ~ryW Srr ~R0'1c ~ G~ IT OM
S qN,r 2 qRr ~ ~ r ~ U ~ ~fNT Q' 2 ~J J~ IL Y p F ~v~ Q 1 R or ~ ~ p 0 ~P
n °~rF sFw ~ ~ ry~~ r~ ~ ~ ~ T~~
q4 ,FR 2 ~ ~ / 0 Z~;WO ~ o ,o 4.2 moa ~ o
~0 ~ ~
/ i. ~ e ~ ~l 6 I WL T ~ o:a N QO m 2 M~ tie N Z D
Q ~e h 2 2~ ~ ~ 1C ~ ye~ ~ 3~
~ry ~ a~a 547 BENSON ROAD, STE 102 3~ to y^ ~M
CJ ~ ,y ~ N , ~ o ~ ~ ~ W , r ~ A 2 GARNER, NC 27529 9~' 2 ~ ~ v `'ry 919-772-8205
h ~ .S' , ~ $ ?`w Esz ry ryo'~ ~f'IICt~&CAiLC~ S'! tij 4~ ~ W Q = e~ [e-mail]
c A S i I ` ~ i"1~ ~i ~Z ~ ~ O ~ y Q~4 ~
~ ` V oQ~~~W Q II
~ O ~ (p Y\ ~ M r + P CAS ii r~, e fit'.,., ~
h s D~ S qz~ ~ P ~ ~ • S r ~
6,, ~ x1 L.~, 4,F' ; O. ~ {r i • i
. o S ~ ~ AL r;
N oR sro q~Nq Rh 029337
~ SS °~rF GF • q~C ~,1q,GIN~.
o ~i CM x ~ GRAPHIC SCALE ~ieF ~ • •
~ eo o z5 sa goo zao ~~1j11111141~
+ lia ~ ira2 ' z ~ ~ 2 11+2 p ~,P r~~
` h Ph
~ Q C' ~ (IN FEET )
6b ~ ~ ~ ~ o W ~ l inch = 50 ft.
~ gNlr Q' ~~/b~ qR>• a! UTILITY CROSSING NOTES
ot,T sF ~ 0 W ~6 Fq~ WFR ~ s ~ T U (,l N
~ o o sro 8 c4, ~ ro ~R ~ Q a When installing a water main, the horizontal separation between water ~ and sewer shoU be ten feet. If this separation cmnot be maintoined due
W oc,T Rq~N R q O,pq RM SE N FqC qGF ~ ~Nq Q , ~ 0` ~ ~ " " TFq GF war ~ t + ; t, ~ to existing conditions, the only variation ollowed ~s the water main m a
~ ~ a << M try RvK . + t 3~c 2 0~ F ~ ~ + } y . " • ; ~ separate trench with the elevation of the water main at leost IB inches " * t " ~ ~ above the to of the sewer cnd must be a roved b the Public Utilities
~~ry41 ry + Z ~ 1 V ~ rrP p pP Y ` tU p Q Director, All distances are measured From outside diameter to outside
Mn' SEWER ~ ~ ~ ' } Q•~/ K 2 Q O SERVICE ~ O ~ 3 ~ ~ dicvneter. ~ ~
W N W inn ~ ry ry err ~ Q m Q, ~ ~ When a water main crosses over o sewer main, there must be eighteen
~~~Otu ~ ~ U H . ~ ~ ~ r~2 per. 9 Wry t~ inches of vertical se ation, If the water main must o under the sewer
N m4~ ~ 'Q' ~ N W Z / y ~ ~ ~ ~ Q 0`~ Q ~ main, both these lines must be of ductile iron for a distmce of ten feet on ~ ~ ~ V a~ either side of the crossing with atwelve-inch vertical separation. The
~Q.'tu4 ~ ,ti q W~ Z~ O ~n 2 ~ ~ ti) e crossing of other underground pipe regyrires o minimum of twelve inches
of vertical separation. Any changes in these clecx-ances must be
in Qi + m_ ~ f V 0 Q' approved by the Public Utilities Director, All crossings within these ~ m vertical clearances shall be filled with tt(,7 stone. All distmces are
qQp n1 = U m ~ P measured from outside diameter to outside diameter.
hgTF V D! W Q m 3~':~~u W l r U When a water line or o sewer main passes over or under a storm sewer, a~
qri ~ \ 0 Q! fY ~p + Z N(Y ~ vertical separation of 18 inches shall be maintoined unless both lines are of ~ ry W c~
Q4 ~l y + Fk Q' ~ O. + ~ + t tUO, l~ Q ductile iron or encased in concrete. A concrete pad shall be poured
S4 ~ tCm ~ , NSF a o + } + ~ Z ~ between the two. Distances ore measured From outside diameter to Q ~ ~ ~ ~ outside diameter, m
V //yy~~r ~ V y + t + + + + + t + y~ tt}} y ~ ~ ti ~ ~ ~
"I + y y + t + + + } 0
STORMWATER CALCULATIONS -10 YEAR STORM - BRITTMOORE o~
STRUCTURE STRUCTURE REFERENCE REFERENCE INVERT INVERT DEPTH DEPTH LENGTH SLOPE DIAMETER PIPE RATIONAL INTENSITY AREA Q 0 Tt QiN qP THEORETICAL LET IPE DIAMETER ~ ~
FROM TO TYPE TYPE ELEVATION FROM '"~T aive FROM TO FROM ELEVATION TO FROM TO (FT) TO (FTj (FT) (IN.) TYPE C (IN1HR) (AC) (CFS) (CFS) (CFS) (CFS) (IN) I I I I y
ATTENTION CONTRACTORS 5 4 YI JB 285.00 287.71 282.00 281.80 3.00 5.91 40.00 0.50 15 CPP 0.45 7.22 1.74 5.65 5.65 3~~ 5.65 5.65 16.23
4 3 J8 B 287.71 287.31 281.60 281.05 6.11 6.26 110.79 0.50 15 CPP 0.45 7.22 0.00 0.00 5.65 0.00 5.65 16.25 ~
The Construction Contractor responsible for the extension of water 3 2 B JB 287.31 275.00 280.85 267.00 6.46 8.00 154.14 8.99 15 CPP 0.90 7.22 0.53 3.44 9.10 3.44 9.10 11.29 ~ '
and sewer, as appproved in these plans, is responsible for in 2 1 JB FES 275.00 264.00 266.80 264.00 8.20 0.00 33.90 8.26 15 CPP 0.45 7.22 0.00 0.00 9.10 II I ~ 0.00 9.10 11.47 y y
the Central Engineering Department at 831-6810, and the bbb ~ N ~ ~
Public Utilities Department at ~q0-3400 at least 8 7 B B 279.53 279.71 273.60 273.47 5.93 6.24 25.04 0.52 15 CPP 0.45 7.22 129 4.19 4.19 4.19 4.19 14.41 Z
twenty four hours prior to beginning any of their construction, 7 6 B FES 279.71 253.00 27327 253.00 6.44 0.00 223.48 9.07 15 CPP 0.45 7.22 0.16 0.52 4.71 0.52 4.71 8.80 y y y Q
Failure to notify both City Departments in advance of beginning 11 10 8 JB 265.73 263.00 261.00 259.00 4.73 4.00 30.64 6.53 15 CPP 266 I a ~ a
construction, will result in the issuance of monetary fines, and osD 7.22 o.7a a.a1 a.a1 10 9 J8 FES 263.00 257.50 258.80 257.50 4.20 0.00 95.78 1.36 15 CPP 0.45 7.22 0.00 0.00 4.81 4.81 4.81 9.44 ~ ~ ~ ~ 1~+1 O O O
rec~ire reinstallation of any water or sewer facilities not inspected 0.00 4.81 12.87 ~ ~ ~ ~ O oo M
as a result of this notification failure. 15 14 JB B 311.50 309.33 307.45 305.53 4.05 3.80 139.02 1.38 18 RCP 0.45 7.22 0.00 0.00 0.00 w d'v~~ o.oo o.oo o.oo ~ 0 0 0
Failure to call For Inspection, Install a Downstream Plug, have 14 13 B 8 309.33 304.40 305.33 300.60 4.00 3.80 278.14 1.60 18 RCP 0.90 7.22 0.05 0.32 0.32 0.32 0.32 4.47 v (F
Permitted Plans on the Jobsite, or any other Violation Of City Of 13 12 B FES 304.40 300.30 300.40 300.30 4.00. 0.00 20.00 0.91 18 RCP 0.90 7.22 0.05 0.32 0.65 0.32 0.65 6.45
Rolei h Standords will result in a in i i from Notes: g eon oss e x u on 260 •
Future work in the City of Raleigh, RCP is Reinforced ConreOe Pipe, ASTM C-76, Type 3 Type A i~ Grated Inlet Cp 0
For pipe with less than 2 feet of cover to subgrade use ASTM G76,Type 4 Type 8 is Curb Inlet
HDPE is High Density Polyethylene FES is Flared End Section. 1 6
CMP is Bituminous Coated Corrugated Steel Pipe Depth is hom Reference Elevation to lowest invert. H W
CPP is Corrugated Plastic Pipe ADS n-12 or approved equal Reference Elevation is Top of Casting for Type A inlet FES is to be RCP at all outlets & lasterred to CPP wl manufacturers Reference Elevation is Top of Curb for Type B inlet H 0
recommended couplings I I I I .F--. ~
s ~ mp C
II II II I g r
1= W U L • s~ -QL • + • - Z
II - ~Z~. Q~ ~ 250
~zz ~ ? ~
a 2ao 290 270 290 _ ~ ~ .
LL O m ^~I~
W M 0'F
~ ~ mm DATUM 8LE'V p~ t`
m ~ 215.00 N ~ U
~ 0 m Z s N q ~ s ~
~ F~ =~C _ 2 40.00 LF 'N' s .N9 s ~ ~i E +P1~ N N N N N
L a =L Op~ w k W Q • ray
N ~ f-p O ~ a - ^ f6 15 LPP A
b = a _ - to+ao lo.so n+oo -
280 d ~ L C = 280 1 ~ ° ~ i E = 2B0 w 'LS E ~ ~
N?~ p gg~ 260 .63 8., ~ a 0 =~L» rQQn PVC a r N _ 0 0 r ~ a m ~
N r ~ ~ ~i w ~ Q ~ V Q~
Q u--~ S ~ I_NZ L u- i 0.i 4)6 3 XF-- mm F-i z ~ ~ a F"
O L ~-~,ZZZ EF-. L> O ~ a= w iYz z ~ LW F,y~ N C"
y z. o- 'N Q- 280 ^ M
~ E FN Sw N . Q> M
O Lp O > N iL pH N . w ~ Z ?~i Cn ~ > -.N m F' p, N~ . ~ z •m~ • ~ A 0,50 a ~ ai 4~•
_ CZ . ±nZ W/ 0 ~ ~
b4 ~N. =Q- ~6ry O ~ _ Q _ F Z v
.b 270 .r A L R??. ay.n~ ~ 270 270 U rl ~ VIy
00 250 - nz p mg ~Fi .4"
- N p `9Q i5. GPP i C u- ~ a ~ S• ~ ~ ~ .
0 ~ M q3 ~ -zz _ NK-- -z - o
Q> Z
i ~ SEWER 8' SAN - 270 0 SCALE:
3 c b
A U m ~LL 1"=50'
o~
o 0 m DRAi~N BY:
260 v~ 260 260 • uN E.H.B.
240 N QRI. • ~
6 Oi l-C • - , 6 ; ~ DATE:
~ - .
.O 0 03/29/04 - aaa
~ DATUM ELEV DdTUN ~tev DATUM F,LEV SHEET
~ DATUN Bl,EV 255.00 0 255 OD ~ ass. o0 255.00 DATUV 6L8V 11 I 280.00
'C n r n s m ~ r s N o s - s - m 6 - n c c s N N v m r ~ ~ m m v O 6 ~ _ _ _ ~ R
'.~L Q' n Q N m S m N N V r m Q Q N O O N Q Q co N 0 r 0 N 6 m N m p - Q m m co m r r r r r r r r r _ N N N N N N N N N N N N N N N N N N r O F- O O O 6 r 0 m O 47 S 0 co r r r r r N m r v O _ co m co co co m co dD co m r r r r 6' ~~pp Q Q 0' co S N N N N N N N N N N N N N N N co N N ry ry (N N r N N h N
V S r N r n n S S S 19 19 0 0 0 Q Q N N N N N N N N N N N N N N N
0 N
10+ (7a 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 OF 10+00 10+50 11+00 11+50 12+00
~ rr r 1 11 i ...I. if

END 15" RCP
INVERT 304,0
CON AB OVER PIPE
O 547 BENSON ROAD, ST'E 102
..<,<'" ; GARNER, NC 27529
P/F P /P 9 9-77 -8 0 ~ : 1 2 2 5
beth,blackmon@ venzon.net 1
~~11111 I I II!! f/
w J U CAR fig
UJ ~ ~ (y~ /t? CaE A ~
0 v DRA Q ~ 2 END 15 RCP q~
=m 1 /P INV OUT 302.29 02933 ~ _ r ~ , o
_0 ~ r~A Qo WELL . F ~'y , pZ.
°rn Ucn q
D~ ,o iif ~ H. 6L ~ OPEN SPACE f!l?I??li~~~~
ND
zn A A / RE
' A I/2 OF 41 B/B ROD - 3 14q S.F.
k ~
SECTION PROPOSED JOSEPH WEBER
WITH 5 CONC. SIDEWALK
1(olq-23 5~~q
SEE DETAIL SHEET C-~ ~ / ZONE R-12
2
5 REMOVE BLOWOFF 0 RESIDENCE
~ / EXTEND EXISTIN G
WATERLINE

wv Q 0
0 WV I V
306
q O INV IN Oki o ~ /P 1 P ~
5 RC G i
~5 ~ o
~~A U
- ~ ~ z
18 RCP
END 18" FES
EX. CB INV OUT 307.45 /
TOP 312.61 ~a~H I /
FH INV OUT 308,15 GRAPHIC SCALE
0 o OPEN SPACE ~~~.u o ,5 ~ so ,zo ~ ~ ~ z
WV TIE PROPOSED SIDEWALK INTO AREA
EXIST SIDEWALK ~ U „dbbb
2 283 S.F. EXIST ~ ~ a~ ~ a~ a~ (IN FEET) Z
SIDEWALK 1 inch = 30 tt ~ ~ ~ ~
N N ~ + H rx rx ~ ~
~ `o 0 -o V~ ~~~M ~ o000 0
O o0 ~0 M
ELE d' ~n ~ ~
~ (,E O O O O G~ PEA
E~ R~ OP ~ ~P
„ 15 R END 15 RCP ti~
4 + - ,~a INVERT 30 .0 / V,1
CONs,/51..AB OVE PIPE
P /P ~ P /P
w
J
~ ~ p„ U w
END 15" RCP
} m ~ I /P INV OUT 302.29 m
Z J •s",,, Q O LL
U U1 O,p N
~ U OPEN SPACE
~ / z
AREA
~ / I' RDAD - a 12 OF 4 B/B / 3 14q S,F.
SECTION PROPOSED / x
0 ~ ~ i JOSEPH W EBER
WITH 5 CONC. SIDEWALK o~ o 3 ~ - - x
H SEE DETAIL SHEET C-~ I(olq 23 5~(oq ~ o
a ~ o ZONE R-12 H
a i ~ ~ ~ i RESIDEN ~ CE a
N ~ ~ 4 ~ M ~ ~ U~
i x ~
o ~ N / I d~ / ~ x~
b o0 z v
Of! 3
b 310 x~
~ v b ~
°o ~ 6 o
~ - ~ k ~
`'~q ~ O P „ I N 1p k o
' / 15 RCP ~ / 3~0 ~ i SCALE:
, ~5 q I
U 1 "=30'
w $ 18" RCP ,
"'1 I DRAWN BY.
•C ND 18 FES - E.H.B.
~ INV OUT 307,45 ~ E
TOP 312.61 ~ i DATE:
INV OUT 308.15 ' .o i 03/29/04
OPEN SPACE
AREA SHEET GRAPHIC SCALE
i. I I L 1 L V . 1 ~ / ' 1 - u~ 1LU
/ I
y ~ N ~i ~ +
O 1 IN FEET 0 7
Ccl O 1 inch = 30 OF f t.
r

REACTIpN BEARING AREAS FpR HpRIZpNTAL WAT I W ]RIZDNTAL WATER PIPE BENDS j ~ W a W ~ .TRANSITION CHANNEL
I ASED ON TEST PR R F P. , . B ESSU E D 200 SI FINISHED GRADE PROPERTY KL AREAS G1vEN IN SQIARE FEET. SSURE DF Z00 P.S.I. ~ j w~ ~ ~ x ? w
E MiN1MUM 36' HOR]ZONTAL CLEARANCE ~ LINE FROM ANY OBJECT. ~ T' •,A ' ,q ~ IN SQUARE F[[T. Y a W q ~ n ~ ~ U q Q~ U K~~ W m ~ 0 y ~ 4 Q' 0~ ! i o z q°> ~ a J~ W ? u y yTRANSIT10N
e ti h Q~ QO u J° a a a> W ~ J TAT ~ W W ) W ~ Y a ~ VEGE ED SECTION TO Ox y y a ~ a u Z H = w y ~ W°° DIVERSION y y r? GRADE (20' LENGTH)
FiRE HYDRANT, PUMPER NOZZLE TD -I;4. ~r R. ~ ~ Qti ~ ,
BE POINTED PERPENDICULAR TD STREET. • r '4.'•~ 0~ q ~ OP Qx x 2 .o . V Px Vx ~ r ~h Q'~.' 4• CW ~ ~ ~~O:Z y a y y ~ 2~4 Q~ ~ ~ ~ ~ 2 ur7 ~ W°° ,
I ~Y v: .•'q•'p'. 4 q 1•r ~t~"y\ v y ~ y\ a, y1 p?h` `vti TRAFFIC FLANGE BETWEEN - 2 e ~ ~ 1 ~ 1 o Q~ti ~ of 16' uWO :.awe y a y y W ~y ~0 ~y ~ ~y yP \o° ~ O: 03 3 ~ o a ~ X ° Z Z y y y y
2' 6' ABOVE GRADE s •.•A• ~ 2 0 ° •.~•.3'•=0'•:;:%' UND]STURBED SOIL - 2 • ~ o o '0 0 W ~ o ~ti 4 ~Q 0~ o° o° Qe b°o ~ o° Q o° __2//0° , o o h o C+~ v op ~ ~ y o: g ~ ° y y y STABILIZED ~o° Q ~o° ~o° oSyoo ~~o i qW ~ ~ ~ a C. ~ n sLOPE 541 BENSON ROAD, STE 102
M1N:'d:"• 5' 3'_6• s y 0 y 4 2 P Z ~ 0~ m ~a i SIDEWALK CURH AND GUTTER W = ~ • PAVEMENT 6. N LA \ W MNZa w 'Y W , x N a y y y y GARNER, NC 21529
BACKFILL :r° Y q`+•+i' - N ~ - (IP rA ° Il I/4 1,108 1 1 I I 1 l "c 3~ I I 2 I ~ J N w W y y 9I9-112-82OS
~ Z ~t _ 0! z VALVE BO 6' GATE VALVE - , A';'7j,• ? 22 2,207 1 2 2 I 1 1 I o° .;,r W ° r q y y y y y beth.blackmon@velizon,net I I 3 I ! FM U > W y
D • 4 45 4,32@ 2 3 3 l 1 2 m COMPACTED BACKFILL j I CONC. THRUST - •P':• •R • N W W O ~ H L,j w w y y 1 2 5 1 as J
• (TAMPED IN 6' L]FTS) K s- j'~ ~,~'.;•~T•:,~ q 90° 7,996 2 4 5 1 1 2 E BLOC _ ~ T•'Y:a 1 P e I W o: u a~ i y y w y r N~ J a~ w W y y
o ' Z ";,;F ~..,,.g•;(..;,.,,•,.; ~ W PLUG 5,655 2 3 4 1 1 2 f , GD ice;: 6' MIN, BRANCH PIPE z o W 1 2 6 1 ! ~ a3 u mQ y y y r y y ° ~ STABLE UNDISTURBED
%'i•, MAIN 9y J 8" - 15:;;,~•;at• I Y as o L7 111/4° 1,970 I I 2 1 1 1 c ` ° ~ a i OUTLET y y y LEVEL SPREADER W D% AT APPRO%IMATELY 1 1 2 1 I H h M- N I O y W y .r b y y J~
U1 ~ ~.~.•<'a U ~ a 22 l/ 3,922 1 2 3 1 I 1 4 :;kff' I ~ ^ 0 45° 7 694 4 5 m ~ y W ~ ~ ExISTMG GRADE I 1 4 1 N a N W Ua W N U W y y ? ? y y y
CONC. SETTING SLAH 3/4' HDT DIPPED I,- 0, J ~ N ~ 2 1 ] 2 E 1 2 B ( ~ ~ W ~ y U d' LANDSCAPE TMNERS, y y y W '
1'-3'x t'-3'x 4' THICK ALVANiZED BRIDLE ~ 90° 14,215 4 B 9 2 2 4 1' ROD MAY BE COUPLED. PLUG 10,053 3 5 6 2 2 3 11 ~ a ~ a ~ o: a ° RAAAOAD nEs 2 4 15 2 i z g q W a ~ oR a• GONG woo 2 3 10 1 ~ 4 m = 3 a a Q t o euR1ED AND raLED waTM
W67 STONE /MINIARA SiDE 3000 P.S.I. CONCRETE 7 CU FT. CRUSHED ~ 5 12' ° u Y q ~ i° a>~ a cA ~Illilif F-a ~Y N U~ W ZS \ I,~~
WHEN ROCK 6' .D. OF PIP 6' CLE NCE I THRUST BLOCKING STONE MIN. ~ ° pR WATER IS NOTES: NDISTURBED EARTH. ~ ~ 11 I/4° 4,433 2 3 3 1 1 2 1 z s 1 ~ Z ~ ~ ~ ~ _ ~ a ~ H ~ ~ S o[•wr CARP ~i,/ I 4 W N q a C: Z U I W a N W % W~ mwtT H ~\O" •G•~'.7 M//~',.•'~~~
f 221/ 8,@26 3 5 6 2 2 3 9 ENCOUNTERED ~ ~ 1, flRE HYDRANT SHALL 8E A$ YANUFACIURED: MUELLER, AMERICAN DARLING, KENNEDY, Y t H, _ ~ 45° 17,312 5 9 I1 3 3 5 i' 2 3 9 1 ZW J W W m~ O a ° aW l7° ~ a~ i~ V 1
WAlEROUS GLOW, OR AVK, ~ - yl 2 BLANCH PoPE SHAD BE DUCTKE IRON AWWA Ct50-96. Z ~ y B 7 90° 31,983 B 16 19 4 4 @ 3 3 5 18 2 ° q ~ a W~ a q za flrv-',j ,D Iy i 0:, W a W I Fa ~ O ~W a OC IIZ `r rA~ • 4 B 32 4 ~ o:a~ l~ ~ 3 ° u~ ~ -
J. 8' CATS VALVE SHALL BE AWWA CS00-86 OPEN LEFT. ? ~ ~[3 u PLUG 22,619 6 12 14 3 3 6 2 3 6 23 3 I ~ I W J N J N D O u Q~ a O y ~ U N ~~$TGNE BED (OP11a1A1) 3 • +
NOTES I 4, STEEL RODS ANO BOLTS SHALL BE 3/4' NOT DIPPED GALYANIIED. U B ~ rl~-d I6' I h rln n r Gin din n I n h 11 s. FIRE HYDRANTS WILL BE INSTALLED N TRUE VERTICK POSTION, ~ s~ k' t• Trrnchrs rrqulrng s o g a d b a g, r so s s a br W ~ o V~J m ~ .J.4 W ~ °Q a° q am°
taken Iron the Inside Face Of the Shoring and bracing. 6. MEGALUGS MAY BE USED ON FIRE HYDRANT BRANCH LEGS FOR RODDNC, IF YORE /RAN ONE N ~ ~b ~~0~~ ~ ll 1/4 7,881 2 4 5 1 l 2 8 ROD COUPLING IS E%CEEDED. a. ~ l 2 8 I asq.re. o « uJ IW- a x~ uQ a a~ • e~ °W= . J . a. ~ ° = Zq LEVEL SPREADER DETAIL 2 4 16 2 i H-ma m woo v ~J ,O m~ F °W //e •e ~
2. No rocks ar boulders 4' or I 7. FIRE HYDRANTS TO BE LOCATED IN ROW OR Z FOOT EASEMENT ADJACENT TO ROW. W W °M~°; D 22 1/~ 15,691 4 6 !0 2 2 4 11 k.~« ~ z larger to be used in bock Fill. 4 B. HYDNANT NOZZLES TO HAVE NAINFIK STANDARD THREADS ~ H g ~ ~ ° H d ~ W ~ 4 45° 30,179 B 16 19 4 4 @ 3 Z W ~ ~ . z ~ " E ~ DIMENSIONS //i H. 4 e 31 4 ~ y F w ~ z~~ w o: q o /~~lf I Ilt}}}~`.
'I 'Z-' W `i,~;Wb'~~t'a 90° 56,861 IS 29 35 8 @ ]5 5 3. All backfitl naterial shall be W a ~ ~ W `f' y ° m W ENTRANCE END DEPTH LENGTH e 15 s7 6 0 3° a H• : J 3~ W a o: WIDTH WIDTH
W 4 ~ b d ~ tl PLUG 40,213 suitable native notarial. i ~ 4 W 10 21 25 5 5 10 4 s 10 41 5 I 3 3' 0' MIN. TYP_ z ni ~ v „ t D' 3' 6" 1 D'
4. Hackiill shall be tnnped in 6' CITY pF RALEIGH I CITY pF RALEIGH ' ~ CITY pF RALEIGH R[AEnON KMINO AREAS ARE IN sawn[ F[n lifts MYTDIE SIZE WORK, COMSTRUC110N, ROAD MORN, N[ASlHFO IN A vERTICK PLANE IN TIT( CITY OF RA DEPARTMENT DF PUBLIC UTILITIES OR Mr o1NER WORK CNANtzs THE GRADE a DEPARTMENT ~ PUBLIC UTILITIES - .•4' 4 DEPARTMENT OF PUBLIC UTILITIES TRENCH SIK AT M ANTAC ff ~ rD THE TNRIST DEPARTMENT OF PUB a Level S reader Construction S ecifications DITY DF RALEIGH ~ ~ CITY DF RALEIGH P P 1. Level spreaders are to be installed following installation of rip rap energy dissipotors.
5. Achieve 95% conpoctton in ME FTRE HYDRANT, THE PERSON RESPpASNILE • • ' •d ' bnCkFill. TREi~H BDTipN DIMENSIONS 6 BACKFILLING f FaR THE WORK Is RESPON56lE FOR AOAlSTNG STANDARD FIRE HYDRANT THRUST BLpCKI DEPARTMENT DF PUBLIC UTILITIES DEPA,RiNENT OF PUBLIC UTILITIES p, Construct 20' transition section t0 fit Width and de th of s reader inSUfin thOt I V I THRUST BL(JCKING DESIGN STANDARD 3/4' & 1` P P g e e
THE FILE HYDRANT TO STAY Mt11WA CaYPLIANCE. '0 STANDARD THRUST BLOCK]NG VIEWS USE A• • ~ KND vKU[ FpR NYDRMTS rpl REQUIREMENTS FDR DUCTILE IRON ; INSTALLAT1pN DETAIL ='4f.' ' " ADDnITNK sAiFrY FACtpA . ,w QUANTITY TABL spreader weir is place in undisturbed ground with weir being along a flat grade. )UANTITY TABLE WATER SERVICE INSTALLATION 3. Di de ressed ores u stream of weir er s ecificoti n n fl
.REV SIGNS DAT R ViS DATE .REVISIONS AT R V DATE .REVISION DAT REVISIONS DATE . N . EVISIONS AT R ' H - 1-00 f - 12-DI-BI - RRH - .W.C. -23-9 9 P P P P o s o d at footing for block weir. ]NS AT R VISIONS DATE ! R T R N DATE 4. Install continuous wall of Ion Im r r Ilr " " -i'3-9 i _ _B _ dscope i be s, o ood ties or B xlti block providing a
W-3 W-4 7-1-s W-9 W-10 W-~I r..A, _ H ' - weir length per the specifications. Optional gravel moy be used in footing to facilitate - -
~ levelin . 9 5. Backfill upstream side of weir and fill block cells with soil.
I W ~ NEV NANHCIES USE M APPROVED NTWINWS MANHpLE FRAME AND COVER o IN F z q 6. Immediately seed and mulch oil disturbed area.
BASE SEKMT TIMT SNKL K APPLIFI Tp FINISHED GRADE SEE Cull. STMDMD 5-23 TIE Tff ff iiE CDE SECTION TD PID)VIK ~ ~ lyp' : , , FDR NUIIaE TRUE AND CDVCA A YMTER TIGHT SEK. 1 7/@, COVER 120 L85~ MINIMUM ii MI~,, • , , , ac W W O Z W ~i ° Z O: m
~ , $ INp ?a f I. F Z ~ jMINN , a oa i= ~~io
/ i ~a Fwa Qa.`. ciu xau zaq
. > •Wxu mzz as xrra 'Oja
24" MAN a e:! : r a ~ uu A. FINAL ir:' i p HORSESHOE FILTER BERM
BACKFILL / p N'.. . J IolagcwK r<r o I
j " :c a• a~A''.. ,p ~ ;P' CCCENTRIC MR CAE IwY 23 1/2' 1 I~, H C1A55 I PIP gAP(SEF SECTION THRU BA9N BELOW) - ~ q
UNDISTURBED SOIL K uu0 a tr , ID• AND ~ F W IN ; r 1 IB' SCVER NA]Ni COQ W ; N w+lNl~ , ' • ' d i ~ ~ t- 6 1 I/7-1' ~ ~ 7 ~ raP [Ln. tx SIORWMTCR
I fW~. = ra MU?RE CDIE ANO BARREL ~ w ¢ Z a INN... ~ a ~ d d ~ ~ YMrlHtD S101t ~ IP RAP HEADWALL a ~ • i q6 , / 0
SECTIDA SHALL K AS PER Q > ~ I'' V I W I • ASIN STANDARDS a W I p Ci , a a ~ I tV ° i wAERr aPE V W W'~ W ~ I -
/ W a, 0 N td.• 4: U W , . = / Q 0
' I 'A REQUIRED ~ :R ' o v.. ~ u INITIAL ;.i'. ~ a ~ H a r r , I a z W : a z W V ~ . ~ W ° ~ 1NAf[S ~1 Rp RN L ~ti Y a Z~ a W / V
BACKFILL y" • ~ 'O' RING SEAL ~ ~ ~r'~, ' 4 a ~ L7 W F O J SPRING LINE N67 STp , : ~ > DR RAM-NECK m W m •,'j• . a a ~ a ~ F, U
NE 4 a'4 27/@ ~ ZjQ .Y. •J~~W7W as Kd'4;~f, Zma[T > A.•. ;a i / ~ I W W o FLOW „3 Q .a > a.•. ~ q ~ .0
HAUNCHING PIPE GRADE J • ~ ` °C ~ • r • = u a o = o u 3 z ° BBER BOOT a u ~ > ' , a ~ < °z a z w ~ . ' o u 3 z, a Q i [nsnrG uo•[ ~ Vi IC Z JqN ~ ' < it W a 2 I? YAR[S 4~ ~5 WASHED STp1E. I'IHICI(r 3' HIGH WN. ~ ti
~ ; 4' BEDDING • • ~ LATERK IIYERt 91ALL MOT a C u Z ~ a o a z • a wwW Wz~w z a.. .•Dt~ Q':;' 1ti K LOWER THAN YAW SPRNG- 25 1/4' W a J a J 3 :p,•, - Z IF H J U ? y ~ f ~ NFJCIW AID WsRH OErLRW1E6 Wr SEIwuENi STORAGE AREA N ~
H I INIE. ' : YANIIOLE NEEDS 10 K I U O ~ •1 ..I • q••~ .'..,,;'V ABOVE IoYEMROODPUN ~--23 3/4• I o H N ~ a W zioa ? I to ~ ~ W i t/t' - 1' ~YEN1 STORAw[ ¦AIMk0. ~
TAMP WELL UNDER MINIMUM SIDE ' . e. , r J W = N • / I P • ' ' „•A, • t? 1 ' • 4', 6' 100 YEM FLOOD PUNY` Z U Z W ~j " 2 ~ • BOTTOM HALF 6' D.D. DF PIPE 6 CLEARANCE I q. t.A.t :r • 1 W W a v m o ' • NNCN YANMO,E TOPS MEN f0 Z x I y1 VI 0: ~ • ~ l~ .N. ~ \ . ~ G: J N ~ IsMp M RA1 REY RII IIV NIa M OW _ _ I O K ° 3 O . VI ..9 la sYM.W1pL ~ '1rl
DF PIPE EKCESS ff J' ABOVE dtAOE. ) ~ m ~ ~ 2 ~ G W C] 9' PROYTOEDS SCE STANDARD 7 1 /2' a - • . • y 3 CD F'W w o o ~ ; . f- W ° W W a ~ 1. ;,.;i 12 J N J N ~ ~ ~ 'fiy'' ~5 WW4D STON[ SECII01 1Ntl1 eAgA iiT[R MD OA.VERi 7/L III/ Vl V1
SECTION A-A r S-tD FOR S1FP DELUI. N Wm 1 y (rY'j J1= W ~ a I NON mAFYM AREAS TOP ff 22 I / 4' ~ W ~ J U1 tr D) N FRAYS AND COYER 9MAll BE I' 1 Z 4 ~ a - ~ ~ DIYENT STdtAGE O
TYPICAL TRENCH BOTTpM DIMENSIpNS FpR ' wsrALLmAYw.aF1ABOYE y ~~wNno ~ AREAS TO BE dSNRBEO W I FLOOD STgtACE 2pIE PIPE INVERT ~ 1 I (CUT,FiIt,ETC.) ~ d. r~ Z ~ I' AIP RAP HEADWALL
RA TY P P Fe?91ED alaxn wRFACC. L ~ w , a° z . SDR 35 PVC G VI I E I ••!~~•f%•Y~~,, ttcKVERKSIaucna izz~3 NOTES ~ W ~ I H 0 Q
rin ri r i inen ion h ll ~ ' • u m a °w ~ 1. For trenches requl g sho n0 and b ac ng, d s s s n I A A 24 3/4' z a w a. e WK 9' CDIPACTEO 167 SIDE W W J p p Y N a I O ~ ~ z tow r 1/ x \ NATURAL GROUND rT~
be token iron the inside face of the shoring and bracing. ~ ~ w W Tw5[ TO K INSTKLCD 33' U ~ W a 2. No rocks or boulders 4' or larger to be used in initial backfitl. ' uNK1 ISM NANILLE. 5/8"X3" LAGSHIEL IN HOL .l a a a FLOW ~ ~
f FRAME 162 LBS. 3. All backfitl notarial shall be suitable native notarial. ! 1N t01-TRAFFIC ARIAS, to+ ff DRILLED INTO CONE OR Z ~ i ~ Zmu ~u ' CLASS I mP AAP
4. BaCkfBl Shall be tan ed in 6' lifts in traffic areas, 12' in J FRAIE AND CDV[a DIKL K LAGSHIELOS ONLY MAY BE USED RING WITH ANCHOR SUNK TO ~ <4' w w ~ ~ q ~ ~ p INSTAU[D A MIN ff I' ApVC DESIGN DEPTH, AND 5 8X3 N IN ROADWAY APPUCA?IONS. / I- W ~ ~ vI vI a non-traffic areas. FIAILEDfAIOW SIfiACF. HOT DIPPED GALVANIZED 0_ ` ~ z ~ m a~~~v, N a CHECK L1AM ~ v1 - qs wASHm STONE
d.'. : P ? LAG @OLT AND WASHER, s,: , ' W%. $EDIYEHT OLPTN (CLEAN OUT POINT) i
CITY OF RALEIGH CITY DF RALEIGH CITY DF RALEIGH w Z a CITY OF RAl DEPARTMENT DF PUBLIC UTILITIES DEPARTMENT DF PUBLIC UTILITIES DEPARTI~NT PUBLIC UTILITIES L•I a DEPARTMENT DF PUBI CITY OF RALEIGH
TRENCH BOTTOM DIMENSIONS AND BACKFILLING ~ STANDARD PRECAST SANITARY W TYPICAL SANITI EPARTMENT DF PUBLIC UTILITIES i YPICAL SANITARY SEWER
REQUIREMENTS FOR PVC GRAVITY SEWER MAiN I SEWER MANHpLE STANDARD MANHpLE COVER ~ ATERAL C~NNECTI~N '
.REVISIONS AT R N DATE I .REVISIONS DAT R V N DATE EV1S Q LATERAL CONNE ID I IONS DATE R V S ON DATE 0. .REVISIONS DATE REV S-5 TD NOTES -1-8 .W.C. -3-99 I 5-20 ~ FKT IASC vHD rtA. u-a•IZ _ 3-l-BT -1-@7 3-1-@7 Y.C.I NS DATE REVS N DATE 3-1-B7 Y.C.A. 6-92
- - RRH -30-00 3.1Hp RRN 3-30-OD S 25 RRH S-3D RH 3-3 -0
SEEDING SCHEDULE
TOP Of EERY 1' MN 2' YN N000T f 5 OR 1157 WASHED STONE SWILL QT~; B• OC YAX ~l l -I (REMSEo- I-I-eB)
I, FRtEBaY+o ~ K USED. PAD Tp R BO't % 2oW % B" a, MACHINE COMPACTION OF KL FILL IS REOWREO.OrvERSWNS r D AT A YMWRIY. SUFFICIENT TO DIRECT KL SEDMENT- IADFN STORYWATER 1) TOTK DRAINAGE MEA FLOMWG NFO A SEDIMENT CONTROL DEYK:E MUST BE NSiKLED PRIOR 70 FENCE WY NOT EKCEED t ACRE, E shouiaer:, sine Ditches, slopes (MaA J:T) 55' RIGHT OF IYAY
~LaY TOP ELEVA1pN OF STORY WATER b. 1LtRtING MOWR SUFFTC[M TO CLFARNK) AND CRUBBNG OF THE MEA (OR IN CONARACTK)N 1) SILT FENCES SHOULD NOT BE ylt FEWC CE DATE T14E PLANTING RATE
FLOOD STORAGE ZONE ~ -I J, ~ II/IDE TRUCKS IS TO BE IWTrIH15 oPERATKRI a $EpYENT CONTROLS ANp DNERSIONB USED Ai PIPE WTlETS OR N TARP ~ AREebiALLEO K EACH CRrtICAI POLAR IS RGCHED). MEAT OF CONCENTRATED FLOW I IIII FL( I I I I I,T FLOw of wArER Aug Is -Nor , rMl Fe«ae BOO iN/«n g' S' S' 14.5' 29' B/B 14.5' 13'
a 4' ~ J' SEDIMENT STOWIOE ZONE t c. ENTTrINCE(S) SNOLID BE LOCATED TD b. DAEMSK7N5 SHOULD BE LOGTCD TO MWIWIC DAWGES BY (CREEKS, gTCNlINES, SWKES III (1 ( 1 Y PRDIKE FOR YA%M!Y UiW1Y BY All ETCJ I fAT lam Pd Na I - Yar I Tell Fescw 300 la/«n
I CONSiM)CIgN YEI11ClES. CONSTIWlCTK)N OPERATIONS. I 9~ y 1.5' MAx SEBIYEM DEPTH OM SE~"- 0. MUST BE YApTANEOIN A COMOrt10N c. DNERSN]NS SNOIAD BE SEEDED ANp IWICHED E 1MEY ARE TOREYUN k ADruai Rye 25 Ibe/acre Ydr , -Apr Ib Taw Fescw wo R"/«n SIDENALK SHOULDER
~ L TRAP p1CND5 i0 TOE WNK71 WU PREYEM TRACKING OR N PLACED OdR JO DAYS. LEVE OF SEDWLENT COLL[CTED ff BApI fIBR DIRECT FLOW OF MUD ONTO $TR[ETS I D~ CLEAN BASW WHEN iHti LEVEL IS 4 Apr 15 -Jun ]0 HuINd Common &rmudogrep 25 Ws/«n Jul I - Aug 15 ToN Feuw oM fpp N"/«n
PCRgOK /OPORESSING WITH STOME 0, CHECK OEMCE LITER EACH RUN, BUT ONCE A WEEK REOARDLE55. REACHED D' PYC RSER B YN SLL BE NECESSARY; KEEP SOME IwDr. •••Brownlop Yolk x, IW/«n GRASS STRI M TO INCRrASE STORAGE CAPACITY AND "•or 5«ghum-Sudan Hyprgs 7O bs/«n
MATH I/4' NOTES NECESSARY' TO INCREASE STORAGE Q ~5 WASHED STONE ANY WTEAUIL WANCH STILL MMES rt PROIONG~THE L PROLONG THE LeE OF THE SILT FENCE, IT K GENERALLr ADMSABLE tO DIG A Slopes 3:1 to 2:1 G ~
FILTER p1T0 ME ROAD OUST BE CLEANED UP ~ 1t' ~ ~ SEDMENT PR IN FROM WY[DNTELY. SEdMENT PR IN FRONT di YOUR UST ( ) FENCE WHENEVER POSSIBLE. ~ 1
~ SECTION TMRU BASIN AND FILTER ~ 2:!~ ~ Z Y~° FENCE WHENEVER POS .~C NA7URK GROUtq - ~ / 4or I - Jun I 5«ic« Lespedeta (seafi,Idl 50 IDs/«n U
A r OR FTLL OR CN z (Mar I -Apr 151 Add Tow FI«ue 12o Mt/«n
I, - TDP OF OW ION' SLOPES ,~I COIpACTED FILL 17 GAUGE A•7(a' OR i'xa' WELDED WIRE w (Yw I -Jun 70) a Aqd Weeping Lorpraa To gs/oen 3:1 MAX. ELDED WIRE Yar I -Jun !0 Or Add HuN« Common B« r > CHANNELS ON ( ) ^lu~q n Ibs/acn , ~
18" ? * J' pd" BERM ~ ED ONTO PREFaeYED CHANNELS ON F' TRAP PROTECMpI D E (MM tB~ T~ ? * 1' J' WOOD POSTS W/~ND.B SFARESCEDYt OR ED TO CEDAR OR Jun I - SIp i ••'7011 Fs«w ord 120 Me/ane ,.,,I APLES. •••Brawnlop Lmlel 1s Ibe/«r• 1/2"PER FT.
70' WDE 'AMT i I TH ~ 1B" YIN 1~0w ~ D WE R LENG ~ 7y Jb. ~ ULTRAVIOLEt RESISTANT (BLACK) YKOFI '••or Sorghum-Sudan Ilybrldl ]0 ro./«n 3:1 MAX R FT. L~ "
~ 9 ND~ yM' FABRIC OR EOUNKENT SECURED TO WIRE RACK) YdeFl S« 1 - Mar 1 5ericeo Lespeder0 (unhuRlO-url«oriliy) 70 bl/acn 4 CURB & ~ ECURED TO WIRE aid tow Fescw ILO We/eve
F NOTES; 77 W/ YETK Gloms oR WIRE AT B• aFF TARP CENTER. Ar B• OFF (Nor , - Mdr I) Add ALvw:i Rye as Rie/«n 2" I-2 ASPHALT GUTTER 0 p4 ComuH Conservolion Englns« or Soil Cons«vdtbn Serria la 8 CABC ~ ~
1. Drawdown riser shall be 6° SCH 40 PVC with clean out cop and ~ DITCH a 1 /a" holes. PERSPECTAff VIEW S. ~ J` oddinonol mTOmgtion dorlcwninq otn« on«nodwe ror wgelolbn of z denuded areas. Thor oboro wgelol'an roles ore Ihdse which do wew under L,
a0 2. The Corp used la protect the weir shall be the width specified. MAx. SEpYENT SrORACE LEVEL. REMOVE O The length of lore shall be according to available supply. If multiple te' 41N SEONIENT WREN IRIS LEVEL I$ REACHED OR F4 ~ .EVEL. REMOVE local corMitiom: olh« seeding role combiralions we possible. ~ p.~ ~
E.j tarps ore used Then tarps shall be overlapped at least 12 inches. FLOW AS DRtECTED BY CONSERVATION INSPECTOR, In Upstream tarp shall overtop downstream corp. The tarp shall be 50 mil heavy duty It' WN / EL IS REACHED OR O IATION INSPECTOR, L "'Temporary -Reseed otcading to optimum season fa desired permonenl C^
~ silver tarpaulins for sun resistance. NCDOT !5 OR +57 WASIffD STONE regelolion. Oo not albw lempadry cover to grow over IY in heigAl Mlae mowing, ananise leuw moy a enoded out. M
O NTS U M SEEDING SCHEDULE 4
CUSTOM BASIN/ SEDIMENT BASIN DETAIL N NOTES: APPLICABLE AT Kl POINTS OF ~ ~ 8 ~ ~ INGRESS g EGRESS UMIL SRE IS ^ ~ -
iRENCH, COVER W/ SOR ? TAMP BACKFILL. STABILRED, FREOUEM CHECKS ff i` - _ - _ _ ; THE DEVICE MD TIMELY @ERY/DITCH SHEET DRAINAGE (ONLY) 60' RIGHT OF WAY r 500. a TAMP BACNFILL. aj TNLr) t,) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES O 0
tA1D)ARD METAL PASTS Y-D' N GWAAO YUNTENMCE MUST BE PROVIDED. - b0 DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE. y U
3 tuvwa0 - - - - - - - - - - - " - wITURK GRADE T? HMOWMD MME T _ CARRY MPRO%.1 y" OF FABRIC IN10 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. aF FABRIC INTO 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS ' ' ' z0.5~ 4I' B B 20.5r 9.5~ al U
Yp [KIENDS ro f~~$, •d TOP a eoK pO51TNE CRADF MUST BE PROVIDED TO ASSURE DRAINAGE. ? s U F SLOPE EKCEEDS 2K, SEED AND MULCH DNERSgN. TRY LEAVING SURFACE REASO Y TH 1 5 3.5 / 'TAI NABL SM00 ANO UN60RM.
v NOT TO E%CEEO Sf (HIGH VELOCITIES RELUST). W%WlW ~ CMRY 6' OF WIRE INTO TRENCH. 00 D. A - S ACRES WITHOUT SUPPORTING CKCS.. INTO TRENCH. 4,) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUP[RPHOSPHATE ~ U UNIFORMLY AND MIX WITH SOIL (SEE BELOW'). SHOULDER ~
_ ONERSIOtIS AT iNE 70P OF SLOPES MUST EMPTT' INTO AN ~ 4ETK, CEOM OR a'%a' TREATED W000 POSTS AT 10'O.C. MA%.. CEWA 6: W000 APPROVED SLOPE DRUM. BERM/pTCH R MOSTCOMMONLY t15ED. rE~RTEd ~ DEWAL 't; 5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM A rh
~ - POSTS SHOULD ~ J' DEEP Yrl. - e TEMPORARY CONSTRUCTION ENTRANCE /EXIT TEMPORARY DNERSKRI BERM/DITCH a' DEEP wN. REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 61NCHE5 DEEP. PLANT V
SILT FENCE FOR SMALL DRAINAGE AREA LESS THAN ONE I LESS THAN ONE ACRE 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER STRIP SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULIIPACK AFTER SEEDING. SCALE:
3 ~ CONSTR~TION SPECIFIGTIONS 7J MULCH IMMEDUUELY AFTER SEEDING ANDANCHOR MULCH.
A ~ O~ N/A
~ I. UY OHE BLOCK ON EACH SIDE OF THE STRUCTURE _ ° _ s~ ON ITS SIDE ON THE BOTTOM ROW TO KIOW POOL 0 DkIINAGE. THE FWNDATION SHOULD BE E%CAVATED ~ B.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARYREPAIRS OR RESEEDINGS WITHIN THE PUNTING SEASON, IF POSSIBLE.IF
0 AT LEAST 2 INCH BELOW TXE CREST OF THE S10RY - DkIIN. PLACE THE BOTTOM ROW OF THE BLOCK AGAINST THE EDGE OF THE STORM DRNN FOR LITERAL SUPPORT 157 MASxED STONE PULED t0 A STAND SHOULD BE OVER 60X DAMAGED, REESTABLISHFOLLOwINC DRAWN BY.
MD TO AYDIO WASHOUTS WHEN OVERFLOW OCCURS. ~ ~rpy7'-II' MDL ABOAE IF NEEDED, CNE UTERK SUPPORT TO SUBSEOUEM ORIGINAL LIME, FERTILZER AND SEEDING RATES. iu7D
ROWS 6Y PUCNG 2.a WOOD STUDS THROUGH y BLOCK OPEMNGS PARE SCREEN 9J CONSULT CONVERSATION INSPECTOR ON MAINTENANCETREATMENT 3:1 MAX, E.i1.D. AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED.
T. CAREFULLY Fli HARDWARE CLOTH OR CONPARABIE TEMPORARY SEDWENI YORE MESH WITH I/7-INCH OPEWNC OVER ALL p00i
BLOCK OPENRIG TO HOLD GRAVEL N PUCE. DEWATEtKNG ).USE CLEAN CRAVELJ/a-TO I/2-INCH IN ' APPLY: AGRICULTURAL LIMESTONE - 2 TONS/ ACRES (J TONS/ 3:1 MAX. n 1/2"PER FT. DATE: ACRE IN CLAY SOILS) PER FT.
DMUETER, PULED 2 NCHES BELOW THE TOP ~ OF THE BLOCK ON A Z:1 SLOPE DR FLITTER MD I'MIN. i(!iaS~Frc;:....,:::.~"..~.' 1D FERTILIZER - 1,000 lbs. /ACRE -10-10-10 03/29/04 30 CURB & SUPERPHOSPHATE- 500 Ibs> /ACRE -20X ANALYSIS
~ SMOOTH rt TO M EVEN GRADE. DOt +57 WASHED STONE K RECOYYENDEO. 1'W% , - MULCH -1 TONS /ACRE -SMALL GRAIN STRAW n GUTTER SHEET
0 I ANOTHER -ASPHALT EMULSION 0300 GALS./ ACRE 2 1/2 I-2 ASPHALT
r. - SEEDBED PREPARATION Bed CABC _ _ _
III III ~I~I I I
SEaNENT
U N
0 41' B/B STREET SECTION I C-6
BLOCK AND GRAVEL DROP INLET PROTECTION W OF 7
NTS