20041934 Ver 2_Complete File_20050801

O?O? W AT ?9QG
Yjiul
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i o - ?, g - ps Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
January 23, 2006
DWQ Project # 04-1934
Wake County
Mr. Grey Methven
Centex Homes
2301 Sugar Bush Road, Suite # 400
Raleigh, NC.27612
Subject Property: Payton Hall, Phase # 2
APPROVAL OF STORMWATER MANAGEMENT PLAN
Dear Mr. Methven:
On November 17, 2005, the Division of Water Quality (DWQ) received the revised storm water
management plan prepared by your engineer, Mr. Ron Hendricks of Piedmont Land Design. This Plan has
been reviewed and satisfies the storm water management conditions of the Neuse River Buffer Rules
Permit Certification issued on October 28, 2005.
The structural storm water practices as approved by DWQ as well as drainage patterns must be
maintained in perpetuity. No changes to the structural storm water practices shall be made without
written authorization from the Division of Water Quality. Storm water easements shall be recorded for a
distance of at least 10 feet on each side of all storm water conveyances on all lots containing these
structures including future access for maintenance. The storm water easements shall allow for the ability
to maintain the structures, perform corrective actions as described above and shall provide protection of
the structures from potential alternations by future property owners.
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 Mr. Samuel A. Aghimien at 919-733-3574.
Sincerely,
Cyndi B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
CBK/saa
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Ron Hendricks, Piedmont Land Design, 8522-204 Six Forks Road, Raleigh, NC. 27615
Filename: 04-1934 Stotmwater Approval Payton Hall, 1-23-06
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone]/ FAX [phone]/ Internet http://h2o.enr. state. ne,us/newctlands
None Carolina
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The file attached. Is being forwarde aluation.
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Stream length impacted-
Stream determination
Wetland determination and distance to blue-Ego surface'.waters on USFW topo maps
' ation/ay ' ance issues
Buffer Rules ease Tar-Pamlico,'Catawba, Randleman)
? Pond fill
?• Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
? Is the application consistent with pre-application meetings?
Cumulative impact concern .
Comments:
?S?SuP?
A4 /CA- j
® Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
August 1, 2005
S&EC Project # 9772.W1
To: NC-Division of Water Quality
Attn: Cyndi Karoly
2321 Crabtree Blvd. F9
Suite 250 J IIJI
?????
Raleigh, NC 27604
- 2005
AU G ?
From: Chris Flowers
Soil & Environmental Consultants, P.A. DENR-YVATtRQUALITY
11010 Raven Ridge Road vi-rTwDSAlioSTOFjAIATERBRAILIi
Raleigh, NC 27614
Re: Peyton Hall Phase 2
Wake County, NC
On behalf of the owner, Centex Homes, Attn: Grey Methven, please find attached a complete
application and supplemental information requesting written concurrence from the N.C. Division
of Water Quality (DWQ) that the activities proposed below comply with the Neuse River Riparian
Buffer Rules. Please contact me at [phone] if you have any questions or require
additional information.
PROJECT SUMMARY
Project Name Peyton Hall Phase 2
Project Type Residential Development
Owner / Applicant Centex Homes, Attn: Grey Methven
Count Wake
Nearest Town Raleigh
Waterbod Name Rock Creek 03-04-02, 27-28
Class C, NSW
IMPACT SUMMARY
Stream Impact (acres): 0
Wetland Impact (acres): 0
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0
Total Stream Impact (linear feet): 0
Total Buffer Impact (square feet) 3,134
Attachments:
Pre-construction Notification (PCN) Application Form
Agent Authorization Form
Figure 1, Raleigh East, NC - USGS Map
Figure 2, Wake County Soil Survey Map
Overall Site Plan
Inset Maps (3 Sheets)
Stonnwater Basin worksheets (3 bundles)
Impervious Surface Calculations
Level Spreader Guidance Document
Previously Approved 401 Permit
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
Office Use Only: Fonn Version March 05
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
II. Applicant Information
F] Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification El Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NA
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: F-1
11. . Check Owner/Applicant approval(s) Information requested for this project: ?D
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Co as ?f ent Area of
Environmental Concern (see the top of page 2 for furth U6 , mi
AuG 1 ' 2005
gRptICN
S? osso? np?R
Name: Centex Homes
Mailing Address: Attn: Mr. Grey Methuen
2301 Sugar Bush Rd
Suite 400
Raleigh, NC 27612
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:
U i 2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
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: Chris Flowers
Company Affiliation: Soil & Environmental Consultants
Mailing Address: 11010 Raven Ridye Rd
Raleigh, NC 27714
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: cflowers a,sandec.com
Page I of 8
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: Peyton Hall, Phase 2
2. T.I.P. Project Number or State Project Number (NCDOT Only): NA, not a DOT project
3. Property Identification Number (Tax PIN): 1735143505
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): Peyton Hall Phase 2
Directions to site (include road numbers/names, landmarks, etc.): From Raleigh take US 64
east to New Hope Rd. (SR 2036). Take New Hope Road north to Wedgewood Drive. Turn
right on Wedaewood Drive. Take the first left onto Stonewall Drive. Stonewall currently
stubs at the property boundary.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.826675 ON 78.560619 °W
6. Property size (acres): +\-42
7. Name of nearest receiving body of water: Rocky Creek (27-28: C, NSW)
8. River Basin: Neuse (03-04-02)
(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/adinin/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 is currently undeveloped. The majority of the
surrounding properties are residential subdivisions.
Page 2 of 8
10. Describe the overall project in detail, including the type of equipment to be used: The
overall project is the development of the second phase of a residential subdivision. The
project will involve the construction stormwater devices to comply with the bypass option
described in the attached level spreader guidance document dated 10/10/01.
11. Explain the purpose of the proposed work: The purpose of the project is to meet the
demand for residential property in Wake County.
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. Previous permits have been issued to cover impacts from the existing
phase of the subdivision. The 401 was issued on January 12, 2005 (DWQ # 04-1934). Please
see the attached copy of the previously approved 401. A road crossing which is depicted on the
attached site plan and inset maps was covered under the previous permit.
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 permits are anticipated.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Impacts to Neuse River Buffers
will result from the construction of 3 proposed stormwater basins. The bypass outfalls of the
basins will extend into Zone 1 and 2 of the Neuse Buffers and a dissipater pad will be
Page 3 of 8
implemented to diffuse the energy of the overflow during storm events. The three basins will
impact a total of 1,833 square feet of Zone I of Neuse Buffers and 1,251 feet of Zone 2 of
Neuse Buffers.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh, 100-year Nearest Impact
(indicate on map) herbaceous, bog, etc.) Floodplain Stream (acres)
es/no linear feet
N/A N/A N/A N/A N/A N/A
Total Wetland Impact (acres) 0.0
3. List the total acreage (estimated) of all existing wetlands on the property: +/- 0.5 ac
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact
Perennial or Average Impact Area of
Number Stream Name Type of Impact
Intermittent? Stream Width Length Impact
indicate on ma Before Impact linear feet acres
NA
NA NA NA NA NA NA
Total Stream Impact (by length and acreage) NA NA
Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact
Name
Wate Type of Waterbody Area of
Site Number e)
(if ap
applicable) Type of Impact (lake, pond, estuary, sound, bay, Impact
indicate on ma ocean, etc. acres
NA NA NA NA NA
Total Open Water Impact (acres) 0.0 ac;
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0
Wetland Impact (acres): 0
Open Water Impact acres : 0
Total Impact to Waters of the U.S. (acres) 0
Total Stream Impact linear feet): 0
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes No
Page 4 of 8
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
There are no isolated wetlands on the property so there are no impacts to isolated
wetlands proposed.
8. 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.): NA
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): NA
Current land use in the vicinity of the pond: NA
Size of watershed draining to pond: NA Expected pond surface area: NA
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts. All of the impacts resulting
from the installation of the stormwater basin outfalls are considered "allowable" according to the
Neuse Buffer Rules.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
Page 5 of 8
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetiands/strmgide.htmi.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
All of the impacts resulting from the installation of the stormwater basin outfalls are
considered "allowable" according to the Neuse Buffer Rules, therefore no mitigation is
proposed.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): 0
Amount of buffer mitigation requested (square feet): 0
Amount of Riparian wetland mitigation requested (acres): 0
Amount of Non-riparian wetland mitigation requested (acres): 0
Amount of Coastal wetland mitigation requested (acres): 0
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
Page 6 of 8
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 213 .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ® No ?
2.. If "yes", identify the square feet and acreage of impact to each zone of the riparian
buffers. If buffer mitigation is required calculate the required amount of mitigation by
applying the buffer multipliers.
I I Zone* Impact Multiplier Required
(square feet) Mitip-ation
1 1,833 3 (2 for Catawba) 0
2 1,251 1.5 0
Total 3,084 1 0
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
2. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. NA, the activity is considered "allowable".
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. The proposed project will result in impervious
surface area below 30% therefore no stormwater plan is proposed for approval. Please see the
attached impervious surface calculations. The proposed project will comply with the diffuse
flow requirements of the Neuse Buffer Rule. The bypass option described within the attached
Level Spreader Design Options document is proposed to be used. This option will require
disturbance to the buffer to install the bypass conveyances.
Page 7 of 8
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.
The project will tie into the City of Raleigh's existing sanitary sewer network.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwet]ands. If no, please provide a short narrative description: We
have reviewed the "DRAFT Internal Policy, Cumulative impacts and the 401 Water Quality
Certification and Isolated Wetland Programs" document prepared by the NC Division of Water
Quality on October 3, 2002, version 1.6. The draft states that most residential subdivisions are
unlikely to cause cumulative impacts. Of the three criteria of private projects that can clearly
result in cumulative impact Peyton Hall Phase 2 only meets one. The project is not relatively
large for a residential development in Wake County, the project will involve no commercial
development, however the project will occur in an otherwise relatively undeveloped landscape.
Some of the current regulations protecting water quality associated with this project include the
401, 404, C, NSW rules. We anticipate that you will advise us if a qualitative or quantitative
impact analysis is required.
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

ApplicantrAgent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 8 of 8
U7/29/U5 12.46 FAX [phone] Centex Homes
vie ..or cvvo Lu: of rAA
Id 002
1002
moil & environmental Consultants, PA
11010 Raven Wide Road • RAWSk Noeh CU01iaa 27616 • Fho= [phone] - Fad: [phone]
www.SandFr-' .rpm
AGENT AUTHORIZATION FORM
project Name/
Attr4-
Field Office:
Re: Wetlands Related Consulting and Permitting
To Whom It May Conce=
S&EC Project #
I, the current ro owner, hereby designate and authorize Soil & Environmental Consultants, PA to
actin my behalf as my agent in the processing of permit Applfrz;tions, to furnish upon request
supplem
ental information in support of applications, etc. from this day forward. The _ 7q day of
oki-lAd
Thus notification supersedes nny previous caorrespoalda zce concerning the agent for this project
NOTICE.- This authorization, for liability and professional courtesy reasons, is valid only for
government officials to enter the propestyWhen accompanied by 6&EC staff. You should call S&EC
to arrange a site meeting prior to visiting the site.
Print Property Owns Name
Property s cc: Ms, Cyndi Karoly cc.- Mr. Chris Flowers
XCDENR - DWQ Soil & Environm=tal Consultants, PA
2321 Crabtree Boulevard
Meigh, NC 2760
a^r„ttone orsrc;
236 Lcllu p Court Sui[o C ?rcnsbom Qfi?c .
Concord, NC 28025 3817-E LawndaIa Drive
Phony (704) 720-94405 Cmne: w3 ,) 540-8234
Fax: [phone] Phone: 36) F= (3336) 540`R235
The Department of the Army
U.S. Army Corps of Estgineers, WRmington District
P.O. Box 1690
Wilmington, NC 28102

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Project
9772 W No. Figure 2 - Soil Survey Map
- - -- --- Soil & Environmental Consultants, PA
r ,.
Project Mgr.: Peyton Hall Phase 2 11010 Raven Ridge Rd.- Raleigh, NC 27614
CF Centex Homes [phone] - [phone]
--
Scale: Wake County, NC Web Page: www.SandEC.cem
? . ,.
1" = 1,320'
July 27, 2005 Wake County Soil Survey
November, 1970

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DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: TbN I-??Lr? we I
Contact Person: 'D4Nnjy oFk W sa, ? Phone
Level Spreader ID:. ( IMSIN ., 31
Level Spreader Length (0 ft.
Drainage Area 2.047 ac
Impervious Area 1. t 5 ac
Maximum Filter Strip/Buffer Slope 2 t %
grass
Max. Discharge from a 10 Year Storm 1.54 cfs
Max. Discharge to Level Spreader 0.03 cfs
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method 'Iyf1;n(ft0(?
II. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader) *#
(on-site and off-site drainage to the level spreader) *#
(6% for forested, leaf littler cover, 8% for thick ground cover)'
To 15y f7A*55 SY:5Tr_-&A
(thick ground cover or grass, canopied forest with leaf litter
roundcover
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
U 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.
/A Pre-Form Scour Holes are on flat slopes only
Vt. No structures are located in protected buffers' oil I.y FV5 Pf C AF' Af'204)
C Fog F31FASS swrie -t .
If bypass method specified in the Draft Level Spreader Design Option Document:
'DLq Bypass method is specified (if applicable) and plan details and calculations are provided
tALF+ Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
VLR No structures are located in protected buffers. ( OtILI FE9 t; 54V r-
Af tu A ?? ?,A<y
Ix. 4 Plan details for the bypass and outlets are provided. SYSt??) " 1
* t. d? The operation and maintenance agreement includes annual erosion and vegetation repair.
45 ?*_ 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.
0Vtlatt464v- Ta t,EVEt- SFPaAVE;R IS FRor?1 -?U? from ?lF4r I' e f
RO?t fA? LL . 4c BI"A 4yS7?wI t 's QCLOV tDsD Tt2-
?(?** OfegA IOA 4 F1AtArV4AAkF_ A44-540M"T TD FiG F>,c?cwr?b
W1-11`4 -tqE CITY 6jr- TAL Ee 141+.
IL
EXTENDED DRY DETENTION BASIN #3 CALCULATIONS
Drainage Area = DA = 2.06 ac
Impervious Area = 1.15 ac
% Impervious Cover: I = 55.8%
1" Rainfall Event = Rv = 0.05 + 0.0091 = 0.05 + 0.009(55.8) = 0.552"
Volume = Rv(DA) = 0.552" (2.06 ac)(1712")(43,560 sf/1 ac) = 4129 cf
(V01)Runoff= 4,129 cf 1" Elev. 247.30
(V01)2-Year= 9,974 cf 2-Yr Elev. 249.86
(V01)to.Year= 17,949 cf 10-Yr Elev. 251.32
(Vol)too.Year= 28,693 cf 100-Yr Elev. 251.77
(Vol)rotai = 34,105 cf Berm Elev. 253.00
Freeboard 1.23'
BASIN VOLUME
Water
Level
ft Surface
Area
sf Elevation

ft Incremental
Volume
cf Accumulated.
Volume
cf
0 0 245.5 0 0
0.5 800 246 200 200
1.5 2,810 247 3,135 3,335
2.5 3,460 248 3,815 7,150
3.5 4,170 249 4,550 11,700
4.5 4,930 250 5,340 17,040
5.5 5,750 251 6,190 23,230
6.5 6,630 252 7,095 30,325
7.5 7,560 253 3,780 34,105
Use 4'x 4' RTCB with (4) 8" openings
Weir Elevation = 251.40
Qwoir = Q100- (Q10)max = CwLh100 312
Qweir = 12.37 cfs - 1.54 cfs = 10.83 cfs
Cw = 3.0
L = 16'
ht00 = 0.37'
100-Year Elevation = 251.4 + 0.37'
= 251.77
Pipe size to drain temporary pool in 2 days
Q = (4129 cf/48 hr)(1 hr/3600 s) = 0.024 cis
Try 0.75" diameter pipe
Average head = h = 1.872 - 0.0313'= 0.87'
Q = CdA(2gh)0.5 = 0.6(0.0031)[2(32.2)(0.87)]^0.5
Q= 0.014 cfs -Therefore use 0.75" diameter pipe
(Qto)max = 0.6(0.0031)[2(32.2)(2.91)]^0.5 = 0.025 cfs
PHC_Detention 3.xis
nrv RaRin U3
6/30/2005
PLD
I. .
BASIN # 3 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM =
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (OP)
Design Storm = 2 -YR
To= 2.65 MIN -- USE 5.00 MIN
MPOST = 5.76 IN/HR
ON-SITE RUNOFF TO POND
(POST)
Q, = C(I,,)A = 7.26 CFS
OFF-SITE RUNOFF TO POND
On = C(I)A = 0.07 CFS
TOTAL RUNOFF TO POND
(POST)
Q, = O(I,)A = 7.33 CFS
RUNOFF AWAY FROM POND
(POST)
QAWAY = 0(I„)A = 1.71 CFS
MAXIMUM RELEASE
0aoow = Opre - ?0away = 1.26 CFS
COMPUTE DEPTH OF RUNOFF (Q.)
P„= 3.60 IN
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 2.20
Q' _ (P,; 0.2S)Z/(Pn+0.8S)
On' = 1.86 IN
PHC_Detention 3.xis
2-YR DESIGN STORM - 613012005
'(PRE)
Qn = C(IJA =
(PRE)
On = 0(In)A =
(PRE)
QAWAY = C(In)A =
2 YR - 24 HR PRECIP
la =.2S = 0.44
DAON = 2.00 ACRES
DAOFF = 0.06 ACRES
DAAWAY = 0.51 ACRES
DA= 2.06 ACRES
H = 26 FEET
L = 460 FEET
CPOST = 0.63 (58%)
CPRE = 0.20
COFF = 0.20
CAWAY = 0.58 (50%)
CN = 82 (58%)
2.31 CFS
2.37 CFS
0.59 CFS
RALEIGH, NC
PLD

CALCULATE TIME TO PEAK
Tp = VOLUME/1.390p = Q'DA/1.39Qp
Tp = 22.3 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + 0 AWAY O)Tp
S„ = 8,127 CF+25% = 10,159 CF
STAGE STORAGE
WATER
LEVEL SURFACE
AREA
SF ELEVATION INCREMENTAL
VOLUME
C ACCUMULATED
VOLUME
CF
0 3,005 247.30 0 0
3,460 , ... 248.00 2,263. 2,263
1.70 4,170 249.00 3,815 6,078
2.70. 4,930.._,. 250.00 10,628
3.70 5,750 251.00 5,340 15,968
_ 4.70 - _6,630 252.00 -
_ 190---.-.- -
22,158
5.70 7,560 253.00 7,095 29,253
2 -YR STORM ELEV. = 249.86
STAGE DISCHA RGE Op = 7.33 CFS
WATER HW ACCUMULATED
LEVEL D FLOW
(FT) D = 0.46 (CFS)
0 0 0
0.5 1.09 - 0.41
1.5 3.27 0.90
2.5 5.45 1.20
3.5 7.64 1.44
4.5
v.r
.v.. ,. 9.82.
:..
......... .. -.
.. 1.64
.._ :.. _. ,.. .,
_.
20
0
1 1
.82
6.5 1418 ._ W 1.99
7.5 16.36 2.14
8.5 ,18.55 _-. .: , . _ ... .. _... 2.28.
--
9.5 20.73 2.42
16-.5 22.91 2.55
2 -YR STORM PEAK = 1.21 CFS
PHC_Detention 3.xls
2-YR DESIGN STORM - 613012005
5.5 ' ORIFICE
K= 1.23
Op = CdA(2gh)os
Cd = 0.6
A= 0.16
g = 32.2
IF HW/D<t, Op = K(stage)' S
PLD
CHAINSAW ROUTING TABLE
Q, = 7.33 CFS
MAX RELEASE = 1.26 CFS
Tp = 22.3 MIN
dT = 5 MIN
vi TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 5 0.9 0.00 0 0 0
3 10 3.1 0.26 0.26 0.08 0.07
4 15 5.6 0.90 1.16 0.36 0.30
5 20 7.1 1.58 2.74 0.83 0.57
6 25 7.1 1.97 4.71 1.34 0.82
7 30 5.5 1.88 6.59 1.81 0.99
8 35 4.1 1.36 7.95 2.11 1.08
9 40 3.1 0.92 8.87 2.31 1.14
10 45 2.3 0.58 9.45 2.44 1.18
11 50 1.7 0.34 9.79 2.52 1.20
12 55 1.3 0.16 9.95 2.55 1.21
13 60 1.0 0.02 9.97 2.56 1.21
14 65 0.7 -0.07 9.90 2.54 1.21
15 70 0.5 -0.15 9.75 2.51 1.20
16 75 0.4 -0.20 9.56 2.46 1.19
17 80 0.3 -0.24 9.32 2.41 1.17
18 85 0.2 -0.26 9.06 2.36 1.15
19 90 0.2 -0.28 8.78 2.29 1.13
20 95 0.1 -0.29 8.49 2.23 1.12
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For 0 < t < 1.25 Tp
For t > 1.25 Tp
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
q = Op [1 - cos (-I T01
2 Tp
q= 4.34 Op et-, ?(vlp)j
STORAGE = [INFLOW(cfs) - OUTFLOW(cfs)1 ' DTIME(min) ' 60 sec
1 (min)
CONCLUSION: MAXIMUM DISCHARGE FROM THE SYSTEM IS 1.21 CFS (WATER ELEVATION - 249.86)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 1.26 CFS FOR A 2-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 3.xls PLD
2-YR DESIGN STORM - 613012005
BASIN # 3 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (OP)
Design Storm = 10 -YR
Tc = 2.65 MIN -- USE 5.00 MIN
(INPOST = 7.22 IN/HR
ON-SITE RUNOFF TO POND
(POST)
0„ = C(I,JA = 9.10 CFS
OFF-SITE RUNOFF TO POND
0„ = C(I,JA = 0.09 CFS
TOTAL RUNOFF TO POND
(POST)
0, = C(I,JA = 9.19 CFS
RUNOFF AWAY FROM POND
(POST)
OAWAY = C(I,JA = 2.14 CFS
MAXIMUM RELEASE
00", = Qpre - AO„ay = 1.58 CFS
COMPUTE DEPTH OF RUNOFF (Q.)
'(PRE)
On = C(QA =
(PRE)
On = C(IJA =
(PRE)
QAWAY = C(I,JA =
Pn= 5.38 IN 10 YR - 24 HR PRECIP
ESTIMATE SOIL STORAGE
S=1000ICN-10= 2.20 1,=.2S= 0.44
0' = (P,-0.2S)21(P„+0.8S)
On. = 3.42 IN
PI-IC-Detention 3.xls
10-YR DESIGN STORM - 613012005
DAON = 2.00 ACRES
DAOFF = 0.06 ACRES
DAAWAY = 0.51 ACRES
DA= 2.06 ACRES
H = 26 FEET
L = 460 FEET
CPOST = 0.63 (58%)
CPRE = 0.20
COFF = 0.20
CAWAY = 0.58 (50%)
CN = 82 (58%)
2.89 CFS
2.98 CFS
0.74 CFS
RALEIGH, NC
PLD
CALCULATE TIME TO PEAK
TP = VOLUME/1.390P = Q'DA/1.390P
TP = 32.7 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + 0 AWAY Q)TP
Sn = 14,932 CF+25% = 18,665 CF
STAGE STORAGE
WATER
LEVEL SURFACE
AREA
SFL ELEVATION

FD INCREMENTAL
VOLUME

CF ACCUMULATED
VOLUME

CF
0 3,005 247.30 0 0
0.70. 3,460. 248.00 _ 2,263 2,263: _
1.70 4,170 249.00 3,815 6,078
2.70 4,930__ . 250.00 4,550 10,628
3.70 5,750 251.00 5,340 15,968
..252.00 22,158
5.70 7,560 253.00 7,095 29,253
10 -YR STORM ELEV. = 251.32
JIAUt UlbL;HA KUt UP= 9.19 (;FS
WATER HW ACCUMULATED
LEVEL D FLOW
(FT) D = 0.46 (CFS)
0 0 0
05
.._ _..
,.e__..
.. „_.. _ 1.09 __._ _.. _
_-...._. _LL. , .,..,._. 0.41_..
1 5 3.27 0.90
2.5 5.45 1.20
3.5 7.64 1.44
4.5 9.82
.
1.64
5.5 12.00 1.82
6.5 14.18 _ 1.99
7.5 16.36 2.14
8.5 ... 18.55 228 . .
9.5 20.73 2.42
10.5 T' 22.91 2.55
10 -YR STORM PEAK = 1.54 CFS
5.5 " ORIFICE
K = 1.23
OP = CaA(2gh)os
Ca = 0.6
A= 0.16
g = 32.2
IF HW/Dc1, Op = K(stage)' 5
PHC_Detention 3.xls
10-YR DESIGN STORM - 613012005 PLD
CHAINSAW ROUTING TABLE
0, = 9.19 CFS
MAX RELEASE = 1.58 CFS
Tp = 32.7 MIN
dT = 5 MIN
U TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 5 0.5 0.00 0 0 0
3 10 2.0 0.16 0.16 0.05 0.04
4 15 4.0 0.58 0.73 0.23 0.19
5 20 6.2 1.14 1.88 0.58 0.45
6 25 8.0 1.72 3.59 1.05 0.68
7 30 9.0 2.19 5.78 1.62 0.93
8 35 9.1 2.43 8.21 2.17 1.10
9 40 8.1 2.39 10.61 2.70 1.24
10 45 6.7 2.06 12.67 3.08 1.34
11 50 5.5 1.60 14.26 3.38 1.41
12 55 4.5 1.22 15.48 3.61 1.46
13 60 3.7 0.91 16.39 3.77 1.49
14 65 3.0 0.65 17.04 3.87 1.51
15 70 2.5 0.45 17.49 3.95 1.53
16 75 2.0 0.28 17.77 3.99 1.54
17 80 1.7 0.15 17.91 4.01 1.54
18 85 1.4 0.03 17.95 4.02 1.54
19 90 1.1 -0.06 17.89 4.01 1.54
20 95 0.9 -0.13 17.76 3.99 1.54
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For0<t<1.25Tc Q= -0-p-[1 -cos rit)]
2 Tp
For t > 1.25 Tp Q = 4.34 Op e1-' 30 (VTD)1
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
STORAGE = [INFLOW(cfs) - OUTFLOW(cfs)J' DTIME(min)' 60 sec
1 (min)
CONCLUSION: MAXIMUM DISCHARGE FROM THE SYSTEM IS 1.54 CFS (WATER ELEVATION - 251.32)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 1.58 CFS FOR A 10-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 3.xls PLD
10-YR DESIGN STORM - 613012005
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DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name:
E
Contact Person: o Phone Number:
Level Spreader ID:.
SIN4)
Level Spreader Length 10 ft.
Drainage Area le. (A ac.
Impervious Area 2.63 ac.
Maximum Filter Strip/Buffer Slope I?}t _ %
grass
Max. Discharge from a 10 Year Storm _ F1.1 4 cfs
Max. Discharge to Level Spreader _ 0.09 _ cfs
Filter Strip/Buffer Vegetation C-- VY RQuSN-
( 1=A%M F_,yT)
Pre-treatment or Bypass Method 2??T104
II. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader) +*,
(on-site and off-site drainage to the level spreader) **
(6% for forested, leaf littler cover, 8% for thick ground cover)'
To ByPAs S%Jv-T-_NA
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. ifa
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
-mac{ } 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.
/A Pre-Form Scour Holes are on flat slopes only
Utz No structures are located in protected buffers' 04L-1 FFS :R PF [ZAr AFV-°^1
(r-OV- 51FA6s SysrEM .
If bypass method specified in the Draft Level Spreader Design Option Document:
1704 Bypass method is specified (if applicable) and plan details and calculations are provided
tn' I+ Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
T2LR No structures are located in protected buffers. ( 04LI FES t? YAP pip kp,?„A ??y PA
'D1.E4 Plan details for the bypass and outlets are provided. S`(ei e"') 1 „" I
* ?k The operation and maintenance agreement includes annual erosion and vegetation repair.
14 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.
I FJA rIo Ftt FIP4r ? CF
RAtCFALL. 4 . ?f s 41eT?w1 k s FRvt?p Fr?- L kZC+EF_ s-V0V_M5.
Wl-rq THE CITY 6j:- T_4L C-_(4 q.
6/30/2005
EXTENDED DRY DETENTION BASIN #4 CALCULATIONS
Drainage Area = DA = 12.68 ac
Impervious Area = 2.83 ac
% Impervious Cover : I = 22.3%
1" Rainfall Event = Rv = 0.05 + 0.0091 = 0.05 + 0.009(22.3) = 0.251
Volume = Rv(DA) = 0.251" (12.68 ac)(1712")(43,560 sf/1 ac) = 11539 cf
(VOI)Runott = 11,539 cf 1 " Elev. 273.30
(V01)2-Year = 18,703 cf 2-Yr Elev. 276.90
(VO1)1o-Year= 33,118 cf 10-Yr Elev. 278.80
(VOI)1oo-Yoar= 54,300 cf 100-Yr Elev. 279.30
(Vol)Twa, = 63,858 cf Berm Elev. 280.50
Freeboard 1.2'
BASIN VOLUME
Water
Level
ft Surface
Area
sf Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 0 269.5 0 0
0.5 970 270 243 243
1.5 2,380 271 2,675 2,918
2.5 2,970 272 3,295 6,213
3.5 3,620 273 3,970 10,183
4.5 4,320 274 4,700 14,883
5.5 5,080 275 5,485 20,368
6.5 5,890 276 6,325 26,693
7.5 6,760 277 7,225 33,918
8.5 7,690 278 8,185 42,103
9.5 8,680 279 9,200 51,303
10.5 9,720 280 9,990 61,293
11
L-1 10,260 280.5 2,565 63,858
Use 4'x 8' RTCB with (4) 8" openings
Weir Elevation = 278.80
Qweir = Q1oo- (Qlo)max = cwLh,oo 3,2
Qweir = 45.32 cfs - 19.54 cfs = 25.78 cis
Cw = 3.0
L = 24'
h,00 = 0.5'
100-Year Elevation = 278.8 + 0.5'
= 279.30
Pipe size to drain temporary pool in 2 days
Q = (11539 cf/48 hr)(1 hr/3600 s) = 0.07 cis
Try 1.25" diameter pipe
Average head = h = 3.872 - 0.0521'= 1.85'
Q = cdA(2gh)0.5 = 0.6(0.0085)[2(32.2)(1.85)]1\0.5
Q = 0.06 cis - Therefore use 1.25" diameter pipe
(Q1o)max = 0.6(0.0085)[2(32.2)(4.65)]^0.5 = 0.09 cis
PHC_Detention 4.xls
n,,, Poem im
PLD
BASIN # 4 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM =
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (0P)
Design Storm = 2 -YR
T,= 2.65 MIN -- USE 5.00 MIN
(In)POST = 5.76 IN/HR
ON-SITE RUNOFF TO POND
(POST)
On = C(IJA = 15.85 CFS
OFF-SITE RUNOFF TO POND
On = C(I,JA = 11.02 CFS
TOTAL RUNOFF TO POND
(POST)
0n = C(IJA = 26.87 CFS
RUNOFF AWAY FROM POND
(POST)
OAWAY = c(I,JA = 3.28 CFS
MAXIMUM RELEASE
Oa m = Opre - Away = 15.62 CFS
COMPUTE DEPTH OF RUNOFF (0.)
Pn= 3.60 IN
ESTIMATE SOIL STORAGE
S = 1000/CN - 10 = 3.51
0' = (P,; 0.2S)2/(Pn+0.8S)
On'-- 1.31 IN
PHIC_Detention 4.xis
2-YR DESIGN STORM - 613012005
'(PRE)
On = C(I,JA =
(PRE)
On = C(I,JA =
(PRE)
QAWAY = c(In)A
2 YR - 24 HR PRECIP
1,=.2S= 0.70
DAON = 5.85 ACRES
DAOFF = 6.83 ACRES
DAAWAY = 0.98 ACRES
DA= 12.68 ACRES
H = 26 FEET
L = 460 FEET
CPOST = 0.47 (36%)
CPRE = 0.20
COFF = 0.28 (11%)
CAWAY = 0.58 (50%)
CN = 74 (36%)
6.74 CFS
17.77 CFS
1.13 CFS
RALEIGH, NC
PLD
CALCULATE TIME TO PEAK
Tp = VOLUME/1.390p = Q'DA/1.390P
TP = 21.0 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + A AWAY Q)Tp
S,= 14,176 CF+25%= 17,721 CF
STAGE STORAGE
WATER
LEVEL SURFACE
AREA
SF ELEVATION INCREMENTAL
VOLUME
CF ACCUMULATED
VOLUME
CF
0 3,830 273.3 0 0
0.70 274.0 2,852 2,852
1.70 5,080 275.0 4,700 7,552
2.70 .51890 276.01 5,485 13,038
3.70 6,760 277.0 6,325 19,363
4.70. .. 7,690... 278.0. _ 7,225. 26,588
5.70 8,680 279.0 8,185 34,773
6.70 9,720 _ 280.0 9,200 43,973 ,. _ .. ,
7.20 10,260 280.5 4,995 48,968
2 -YR STORM ELEV. = 276.90
S1AUL U bUHA KUt UP= 26.s7 U-6
WATER HW ACCUMULATED
LEVEL D FLOW
(FT) D = 1.54 (CFS)
0 0 0
0.5 0.32 1.46
1.5 0.97 7.57
2.5 1.62 11.82
3.5 2.27 14.85
4.5 _... _. ., . 2.92 .. _ .. 17.36
5.5 3 57 19.55
6.5. _ ... . 4.22 21.51
7.5 4.86 23.32
. 8.5 b.51 24.99
9.5 6.16 26.56
10.5 6.81 28.04
2 -YR STORM PEAK = 15.09 CFS
18.5 " ORIFICE
K= 4.12
OP = CdA(2gh)os
Cd = 0.6
A= 1.87
g = 32.2
IF HW/D<1, Op = K(stage)15
PHC_Detentlon 4.xls
2-YR DESIGN STORM - 613012005 PLD
CHAINSAW ROUTING TABLE
0, = 26.87 CFS
MAX RELEASE = 15.62 CFS
Tp = 21.0 MIN
dT = 4 MIN
U TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 4 2.3 0.00 0 0 0
3 8 8.5 0.56 0.56 0.14 0.40
4 12 16.4 1.95 2.51 0.62 2.17
5 16 23.3 3.42 5.93 1.36 6.69
6 20 26.7 3.98 9.92 2.13 10.25
7 24 25.5 3.95 13.87 2.83 12.82
8 28 20.6 3.05 16.92 3.31 14.28
9 32 16.1 1.52 18.44 3.55 14.98
10 36 12.6 0.26 18.70 3.60 15.09
11 40 9.8 -0.61 18.10 3.50 14.85
12 44 7.7 -1.21 16.89 3.31 14.27
13 48 6.0 -1.59 15.30 3.06 13.51
14 52 4.7 -1.81 13.49 2.77 12.64
15 56 3.6 -1.91 11.58 2.43 11.54
16 60 2.8 -1.89 9.68 2.09 10.07
17 64 2.2 -1.73 7.95 1.77 8.73
18 68 1.7 -1.56 6.38 1.45 7.28
19 72 1.4 -1.33 5.05 1.17 5.54
20 76 1.1 -1.01 4.05 0.95 4.24
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For0<I<1.25TP
For t > 1.25 TP
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
Q= Q?[t -cos n91
2 Tp
Q = 4.34 Op e[-1 301 vrPq
STORAGE _ [INFLOW(cfs) - OUTFLOW(cfs)1 ' DTIME(min) ' 60 sec
1 (min)
CONCLUSION: MAXIMUM DISCHARGE FROM THE SYSTEM IS 15.09 CFS (WATER ELEVATION - 276.9)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 15.62 CFS FOR A 2-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 4.xls
2-YR DESIGN STORM - 613012005 PLD
BASIN # 4 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM =
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (OP)
Design Storm = 10 -YR
Tc = 2.65 MIN -- USE 5.00 MIN
(I„ )POST = 7.22 IN/HR
ON-SITE RUNOFF TO POND
(POST)
Qn = C(IJA = 19.86 CFS
OFF-SITE RUNOFF TO POND
On = C(IJA = 13.81 CFS
TOTAL RUNOFF TO POND
(POST)
Qn = C(QA = 33.67 CFS
RUNOFF AWAY FROM POND
(POST)
OAWAY = c(IJA = 4.11 CFS
MAXIMUM RELEASE
Q.kw = Opre - AOaway = 19.57 CFS
COMPUTE DEPTH OF RUNOFF (On.)
Pn= 5.38 IN
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 3.51
Q' = (P,; 0.2S)2/(Pn+0.8S)
On' = 2.67 IN
PHC_Detention 4.xls
10-YR DESIGN STORM - 613012005
'(PRE)
Qn = c(QA =
(PRE)
On = C(In)A =
(PRE)
QAWAY = c(In)A =
10 YR - 24 HR PRECIP
1a =.2S = 0.70
DAON = 5.85 ACRES
DAOFF = 6.83 ACRES
DAAWAY = 0.98 ACRES
DA= 12.68 ACRES
H = 26 FEET
L = 460 FEET
CPOST = 0.47 (36%)
CPRE = 0.20
COFF = 0.28 (11%)
CAWAY = 0.58 (50%)
CN = 74 (36%)
8.45 CFS
22.26 CFS
1.42 CFS
RALEIGH, NC
PLD
CALCULATE TIME TO PEAK
Tp = VOLUME/1.39Qp = Q'DA/1.39QP
TP = 34.2 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + A AWAY O)Tp
Sn = 28,927 CF+25% = 36,159 CF
STAGE ST(1RAGF
WATER
LEVEL SURFACE
AREA
SF ELEVATION INCREMENTAL
VOLUME
CF ACCUMULATED
VOLUME
CF
0 3,830 273.30 0 0
0.70 4,320 274.0 2,852 2,852
1.70 5,080 275.0 4,700 7,552
2.70 5,890. 276.0.. 5,485 13,038
3.70 6,760 277.0 6,325 19,363
4.70 7,690 _. 278.0 7,225 26,588.
5.70 8,680 279.0 8,185 34,773
6.70 9,720. 280.0 9,200 43,973.:
-
7.2 10,260 280.5 4,995 48,968
10 -YR STORM ELEV. = 278.80
SIAGtUISGHA HGE Up= 33.67CF5
WATER HW ACCUMULATED
LEVEL D FLOW
(FT) D = 1.54 (CFS)
0 0 0
0.5. - 0.32. _......._ , .. __.._ ---1.46
1.5 0.97 7.57
2.5 1.62 11.82
3.5 2.27 14.85
_.4.5. ,.. ..
:.: 2.92 -....... -
.,
17
...........36
5.5 3.57 19.55
6.5?.__ .__..._ ._:..422
7.5 4.86 23.32
8.5 5.51 24.99
9.5 6.16 26.56
--
10.5 - --- __ _...
6.81 -, -
--
-. . _-.28.04
10 -YR STORM PEAK = 19.54 CFS
18.5 " ORIFICE
K = 4.12
Op = CaA(2gh)o.s
Ca = 0.6
A= 1.87
g = 32.2
IF HWIDci, Op = K(stage)' S
PHC_Detention 4.xls
10-YR DESIGN STORM - 613012005 PLD
CHAINSAW ROUTING TABLE
0, = 33.67 CFS
MAX RELEASE = 19.57 CFS
Tp = 34.2 MIN
dT = 4 MIN
U TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 4 1.1 0.00 0 0 0
3 8 4.3 0.27 0.27 0.07 0.19
4 12 9.2 1.00 1.27 0.31 0.91
5 16 15.1 2.00 3.26 0.79 3.22
6 20 21.3 2.86 6.13 1.40 6.94
7 24 26.8 3.44 9.56 2.07 9.98
8 28 31.0 4.04 13.60 2.79 12.70
9 32 33.3 4.40 18.00 3.48 14.80
10 36 33.4 4.45 22.44 4.13 16.42
11 40 31.3 4.08 26.53 4.69 17.78
12 44 27.4 3.25 29.78 5.09 18.65
13 48 23.6 2.11 31.89 5.35 19.21
14 52 20.2 1.05 32.94 5.48 19.49
15 56 17.4 0.18 33.12 5.50 19.54
16 60 14.9 -0.52 32.60 5.43 19.40
17 64 12.8 -1.07 31.53 5.30 19.12
18 68 11.0 -1.51 30.02 5.12 18.71
19 72 9.5 -1.85 28.17 4.89 18.22
20 76 8.1 -2.10 26.07 4.63 17.64
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For0<I<1.25Tp
For t > 1.25 Tp
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
0 = 0Q. (1 - cos (-n t)]
2 Tp
0 = 4.34 Op e1-1 30 ( utp)1
STORAGE _ (INFLOW(cfs) - OUTFLOW(cfs)) ' DTIME(min) ' 60 sec
1 (min)
CONCLUSION: MAXIMUM DISCHARGE FROM THE SYSTEM IS 19.54 CFS (WATER ELEVATION - 278.8)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 19.57 CFS FOR A 10-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 4.xls PLD
10-YR DESIGN STORM - 613012005
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DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : E
Contact Person: o Phone Number:
Level Spreader ID:. 5A151 N 4 5)
Level Spreader Length (2 ft.
Drainage Area -6-12- ac.
Impervious Area 4.0(0 ac.
Maximum Filter Strip/Buffer Slope 1441
grass
Max. Discharge from a 10 Year Storm 10.(09 cis
Max. Discharge to Level Spreader 0.12 cfs
Filter Strip/Buffer Vegetation I1 V
CEAS ?'1trN?l+
Pre-treatment or Bypass Method '17t?y r j1-104
II. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)+*
(on-site and off-site drainage to the level spreader) *#
(6% for forested, leaf littler cover, 8% for thick ground cover)'
Tc, BYPAtiS Sys r"1
(thick ground cover or grass, canopied forest with leaf litter
roundcover
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. Ifa
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.
/A Pre-Form Scour Holes are on flat slopes only
2No structures are located in protected buffers' Onl -Y F95 'fl PF RdP AF1204
(F0V_ FSyPASS S g5rem .
If bypass method specified in the Draft Level Spreader Design Option Document:
12LA Bypass method is specified (if applicable) and plan details and calculations are provided
VL, F+ Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
VL 1F No structures are located in protected buffers. (09LI FED s; ZAr W AftUA fog- ?I P?
INA Plan details for the bypass and outlets are provided. S`l?e") t " 11
* * y The operation and maintenance agreement includes annual erosion and vegetation repair.
iG 4:;I c 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.
*+V(tA?n64e, To Leval, sPr ADeIZ IS >-fzar? JDAAo fRaM ?tV4r 1" of
IzAWFAL.L. A gYF?s ?iys(1%irvl t5 I P0Vtt?D rrz- L-6<uieF_ S-i-oR.-l'1S.
** * O feAAVIOA 4 F1Air1T-F4itA1cF_ A44, I m "T TO 13;G 1~cwT?b
wt-rq -fie CITY 0jr- -?"Et4q.
6/30/2005
EXTENDED DRY DETENTION BASIN #5 CALCULATIONS
Drainage Area = DA = 8.12 ac
Impervious Area = 4.06 ac
% Impervious Cover : I = 50.0 %
1 " Rainfall Event = Rv = 0.05 + 0.0091 = 0.05 + 0.009(50) = 0.5"
Volume = Rv(DA) = 0.5" (8.12 ac)(1712")(43,560 sf/1 ac) = 14738 cf
(VOI)Ru"ott= 14,738 cf 1" Elev. 265.60
(V01)2-Year= 24,922 Cf 2-Yr Elev. 267.97
(Vol)1o-Year= 41,877 Cf 10-Yr Elev. 269.21
(V00wo-Year= 67,533 Cf 100-Yr Elev. 270.01
(Vo1)To1a1 = 95,035 cf Berm Elev. 271.50
Freeboard 1.49'
BASIN VOLUME
Water
Level
(it) Surface
Area
sf Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 0 261.5 0 0
0.5 495 262 124 124
1.5 2,150 263 1,323 1,446
2.5 4,355 264 3,253 4,699
3.5 6,930 265 5,643 10,341
4.5 9,205 266 8,068 18,409
5.5 10,850 267 10,028 28,436
6.5 12,545 268 11,698 40,134
7.5 14,300 269 13,423 53,556
8.5 16,110 270 15,205 68,761
9.5 17,980 271 17,045 85,806
10
.L--i 18,935 271.5 9,229 95,035
Use 4'x 4' RTCB with (4) 12" openings
Weir Elevation = 269.30
Qweir = Qioo- (Q10)max = cwLhtoo 312
Qwefr = 45.2 cfs - 16.69 cis = 28.51 cis
Cw = 3.0
L = 16'
h100 = 0.71'
100-Year Elevation = 269.3 + 0.71'
= 270.01
Pipe size to drain temporary pool in 2 days
Q = (14738 cf/48 hr)(1 hr/3600 s) = 0.09 cis
Try 1.5" diameter pipe
Average head = h = 4.172 - 0.0625'= 1.99'
Q = cdA(2gh)05 = 0.6(0.0123)[2(32.2)(1.99)]^0.5
Q = 0.08 cfs - Therefore use 1.5" diameter pipe
(Q1o)max = 0.6(0.0123)[2(32.2)(3.85)]^0.5 = 0.12 cis
PHC_Detention 5.xis
nnr Rasin HS
PLD
BASIN # 5 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM =
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (OP)
Design Storm = 2 -YR
Tc = 2.65 MIN -- USE 5.00 MIN
(IM)POST = 5.76 IN/HR
ON-SITE RUNOFF TO POND
(POST)
0, = c(QA = 16.01 CFS
OFF-SITE RUNOFF TO POND
Q,, = c(QA = 10.79 CFS
TOTAL RUNOFF TO POND
(POST)
Q, = c(I,JA = 26.80 CFS
RUNOFF AWAY FROM POND
(POST)
QAWAY = c(I,JA = 4.65 CFS
MAXIMUM RELEASE
Qanow = Ove - OQaway = 13.79 CFS
COMPUTE DEPTH OF RUNOFF (Q.)
P,= 3.60 IN
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 2.82
Q' _ (P,; 0.2S)Z/(P,+0.8S)
Q,; = 1.57 IN
PHC_Detention 5.xis
2-YR DESIGN STORM - 613012005
'(PRE)
0, = c(QA =
(PRE)
Qn = C(I, A =
(PRE)
QAWAY = c(lJA
2 YR - 24 HR PRECIP
la =.2S = 0.56
DAON = 5.24 ACRES
DOFF = 2.88 ACRES
DAAWAY = 1.39 ACRES
DA= 8.12 ACRES
H = 26 FEET
L = 460 FEET
CPOST = 0.53 (45%)
CPRE = 0.20
COFF = 0.65 (60%)
CAWAY = 0.58 (50%)
CN = 78 (45%)
6.04 CFS
16.83 CFS
1.60 CFS
RALEIGH, NC
PLD
CALCULATE TIME TO PEAK
TP = VOLUME/1.390P = Q'DA/1.39QP
TP= 22.4 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + 0 AWAY Q)TP
S" = 17,488 CF+25% = 21,860 CF
STAGE STORAGE
WATER
LEVEL SURFACE
AREA
____LSFI ELEVATION

(FT) INCREMENTAL
VOLUME
CF ACCUMULATED
VOLUME
CF
0 8,295 265.6 0 0
0.40 ...9,205. _.:__ , _ _.._ :..... .._..; _ 266.0 _ 3,500 3,500 .
1.40 10,850 267.0 10,028 13,527
11,698 25,225, , -
3.40 14,300 269.0 13,423 38,647
16110 270.0 15,205 53,852
5.40
. 17,980 271.0 17,045 70,897
5.90 18,935 __._._..? .. _. 271:5._. 9,229 80,126._.._._ ...
2 -YR STORM ELEV. = 267.97
51AGtUISUHA HGt UP= 26.80GF5
WATER HW ACCUMULATED
LEVEL D FLOW
(FT) D = 1.63 (CFS)
0 0 0
0.5r_t 031- rM-_ .. .., ,. ._.._.__ 1.54
1.5 0.92
' 7.98
2 5 , 1
.54 12.97
3.5 2.15 16.37
4.5 2.77 19.18
5.5 3.38 21.62
6.5
_
.__._ 4.00 23.82
7.5 4.62 25.82
5.23 _? - ..._ 27.69
?... ..
9.5 5.85 29.43
10.5 6.46 31.08
2 -YR STORM PEAK = 12.34 CFS
19.5 ' ORIFICE
K = 4.35
OP = CaA(2gh)os
Ca = 0.6
A = 2.07
g = 32.2
IF HW/D<1, Op = K(stage)1-5
PHC_Detention 5.xls PLD
2-YR DESIGN STORM - 613012005
CHAINSAW ROUTING TABLE
QP = 26.80 CFS
MAX RELEASE = 13.79 CFS
Tp = 22.4 MIN
dT = 4 MIN
U TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 4 2.1 0.00 0 0 0
3 8 7.6 0.49 0.49 0.06 0.17
4 12 14.9 1.78 2.27 0.26 0.80
5 16 21.8 3.38 5.66 0.62 2.28
6 20 26.0 4.67 10.33 1.08 5.28
7 24 26.5 4.98 15.31 1.55 8.25
8 28 22.9 4.37 19.69 1.93 10.11
9 32 18.2 3.07 22.76 2.19 11.42
10 36 14.4 1.62 24.37 2.33 12.11
11 40 11.4 0.55 24.92 2.37 12.34
12 44 9.0 -0.22 24.70 2.35 12.25
13 48 7.2 -0.77 23.93 2.29 11.92
14 52 5.7 -1.14 22.79 2.19 11.44
15 56 4.5 -1.38 21.41 2.07 10.85
16 60 3.6 -1.52 19.89 1.94 10.20
17 64 2.8 -1.59 18.30 1.81 9.52
18 68 2.2 -1.60 16.70 1.67 8.84
19 72 1.8 -1.58 15.12 1.54 8.16
20 76 1.4 -1.53 13.58 1.40 7.37
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For 0 < I < 1.25 TP
For t > 1.25 TP
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
Q= O2(1 -cos (7T I)]
2 Tp
Q= 4.34 Qp e(-130 (vip)]
STORAGE _ [INFLOW(cis) - OUTFLOW(cis)) ' DTIME(min) ' 60 sec
1 (min)
CONCLUSION: MAXIMUM DISCHARGE FROM THE SYSTEM IS 12.34 CFS (WATER ELEVATION - 267.97)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 13.79 CFS FOR A 2-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 5.xls PLD
2-YR DESIGN STORM - 613012005
BASIN # 5 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM =
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (Qp)
Design Storm = 10 -YR
T, = 2.65 MIN -- USE 5.00 MIN
UPOST = 7.22 IN/HR
ON-SITE RUNOFF TO POND
(POST)
Qn = C(I,JA = 20.06 CFS
OFF-SITE RUNOFF TO POND
Qn = C(QA = 13.52 CFS
TOTAL RUNOFF TO POND
(POST)
Qn = c(I,JA = 33.58 CFS
RUNOFF AWAY FROM POND
(POST)
QAWAY = c(I,JA = 5.82 CFS
MAXIMUM RELEASE
Q"W = Opre - AQaway = 17.27 CFS
COMPUTE DEPTH OF RUNOFF (Q.)
'(PRE)
Qn = C(In)A =
(PRE)
Qn = C(I,JA =
(PRE)
QAWAY = C(In)A =
Pn= 5.38 IN 10 YR - 24 HR PRECIP
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 2.82 la =.2S = 0.56
Q' _ (P,; 0.2S)2/(Pn+0.8S)
On = 3.04 IN
PHIC_Detention 5.xis
10-YR DESIGN STORM - 613012005
DAON = 5.24 ACRES
DAOFF = 2.88 ACRES
DAAWAY = 1.39 ACRES
DA= 8.12 ACRES
H = 26 FEET
L = 460 FEET
CPOST = 0.53 (45%)
CPRE = 0.20
COFF = 0.65 (60%)
CAWAY = 0.58 (50%)
CN = 78 (45%)
7.57 CFS
21.09 CFS
2.01 CFS
RALEIGH, NC
PLD
CALCULATE TIME TO PEAK
Tp = VOLUME/1.390p
Tp =
= Q'DA/1.390p
34.6 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + A AWAY Q)Tp
Sn = 33,846 CF+25% = 42,307 CF
STAGE STORAGE
WATER
LEVEL SURFACE
AREA
SF ELEVATION INCREMENTAL
VOLUME
CF ACCUMULATED
VOLUME
CF
0 8,295 265.60 0 0
0.49 _ ,9,205 266.0 3,500 3,500
1.40 10,850 267.0 10,028 13,527
2.40, ._. . ,.. 12,545 ._:... _. 268.0. 11,698 25,225....
3.40 14,300 269.0 13,423 38,647
15,205
_._53,852 ._._
5.40 17,980 271.0 17,045 70,897
5.90 18 935 271.5, 9,229 80,126
10 -YR STORM ELEV. = 269.21
STAGE DISCHARGE Op= 33.58 CFS 19.5 " ORIFICE
WATER HW ACCUMULATED
LEVEL D FLOW
(FT) D = 1.63 (CFS)
0 0 0
0.5 031 _ 154
1.5 0.92 7.98
2.5 12.97
3.5 2.15 16.37
4.5... _...:2_ 17
5.5 3.38 21.62
6.5 - 4.00 23.82
?_--
25.82
8.5 5.23 - - 27.69
9.5 5.85 29.43
10.5 6.46 31.08
10 -YR STORM PEAK = 16.69 CFS
K = 4.35
Op = CaA(2gh)o.s
Ca = 0.6
A = 2.07
g = 32.2
IF HW/D<1, Op = K(stage)15
PHC_Detention 5.xls PLD
10-YR DESIGN STORM - 613012005
CHAINSAW ROUTING TABLE
0, = 33.58 CFS
MAX RELEASE = 17.27 CFS
Tp = 34.6 MIN
dT= 4 MIN
U TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 4 1.1 0.00 0 0 0
3 8 4.2 0.26 0.26 0.03 0.09
4 12 9.0 0.99 1.26 0.14 0.44
5 16 14.8 2.06 3.32 0.38 1.16
6 20 20.9 3.28 6.59 0.71 2.88
7 24 26.4 4.32 10.91 1.14 5.65
8 28 30.7 4.98 15.88 1.60 8.49
9 32 33.1 5.32 21.20 2.06 10.76
10 36 33.4 5.37 26.57 2.50 12.97
11 40 31.6 4.91 31.48 2.87 14.22
12 44 27.9 4.17 35.65 3.18 15.27
13 48 24.0 3.03 38.68 3.40 16.04
14 52 20.7 1.91 40.59 3.53 16.45
15 56 17.8 1.01 41.60 3.59 16.64
16 60 15.3 0.27 41.88 3.61 16.69
17 64 13.2 -0.33 41.54 3.59 16.62
18 68 11.3 -0.83 40.71 3.54 16.47
19 72 9.7 -1.24 39.48 3.45 16.22
20 76 8.4 -1.55 37.92 3.35 15.85
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For0<t<1.25To
For t > 1.25 Tp
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
Q = 002 [1 - cos rt t))
2 Tp
Q= 4.34 Qp et-' 30 ( v'v)j
STORAGE = [INFLOW(cis) - OUTFLOW(cfs)) ' DTIME(min) '60 sec
1 (min)
CONCLUSION: MAXIMUM DISCHARGE FROM THE SYSTEM IS 16.69 CFS (WATER ELEVATION - 269.21)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 17.27 CFS FOR A 10-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 5.xls
10-YR DESIGN STORM - 613012005 PLD
n
10' BERM - 271.5
3 1:
PROPOSED 4'x4' PRE-CAST BOX
(REFER TO DETAIL)
PROVIDE 1.25' PERFORATED,
THREADED PVC OR METAL
PIPE W/ CAP do BRACKETED
TO CS WALL
2% 3:1
BOTTOM - 261.5
VARIABLE WIDTH BOTTOM
270.01 - MAX. 100-YR WATER SURFACE ELEVATION
269.21 - MAX. 10-YR WATER SURFACE ELEVATION
267.97 - MAX. 2-YR WATER SURFACE ELEVATION
265.60 - 1' RUNOFF WATER SURFACE ELEVATION
EXTENDED DRY BASIN #5 CROSS-SECTION
(PRE-CAST BOX #??)
SCALE: N.T.S.
10' BERM - 271.5
i 3:1

270.01 - MAX. 100-YR WATER SURFACE ELEVATION
269.21 - MAX. 10-YR WATER SURFACE ELEVATION
267.97 - MAX. 2-YR WATER SURFACE ELEVATION
265.60 - i' RUNOFF WATER SURFACE ELEVATION
PROPOSED 4'x4' PRE-CAST RTCB
(REFER TO DETAIL)
3 1 ?\

12' RCP OUTLET PIPE
ANTI-SEEP COLLAR -
30' RCP OUTLET PIPE
ANTI-SEEP COLLAR -
EXTENDED DRY BASIN #5 CROSS-SECTION
(RAISED-TOP CATCH BASIN #??.)
SCALE. N.T.S.
07/27/2005 16:16 9198457703 PIEDMONT LAND DESIGN PAGE 02/02
PLD
r
Piedmont Land Desiga, LLP
8522-204 Six Forks Road - Raleigh, NC 2715 • [phone] • Fax: [phone]
March 3, 2005
Peyton Hall
Still neadow Drive and Wedgewpgd Road
Raleigh, North Carolina
Impervious Area Calculations
Total Site Area .= 42.06 a?
res
Impervious Areas
Lot 1 40,000 sf
Lot 2 - 116 (2,500! seach) 287,500 sf
Pump Station and Dhlve 3,600 sf
Right of Wad _ 211,400 sf
Total 542,500 sf
12.45 acres
Impervious Area Percentage = (12.45/42.06) 100 = 29.60 %
Since the percentage of impervio` s; area is less than 30%, no stortnwater measures are required to
meet Division of Water Qualit ; or U.S. Army Corps of Engineers requirements. However
storrnwater measures are required to meet the City of Raleigh stormwater quantity control
requirements. Dry detention pond$ will be provided to meet this requirement.
ClYll Engineers Landscape Archilecis
.I
Land Planuecs

Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Kerr T. Stevens
Division of Water Quality
Draft Level Spreader Design Options Version 1.0
October 10, 2001
Using Level Spreaders to Provide Diffuse Flow Through Buffers for Compliance with Riparian Area Protection Rules
Level spreaders are one means of providing diffuse flow through protected buffers. It is always preferable to not
concentrate stormwater initially and provide as many outfalls as possible. This can reduce or even eliminate the need for
engineered devices to provide diffuse flow. However, this is not feasible in many cases. Some buffer protection rules such
as the Neuse, Catawba, and Tar-Pamlico Riparian Area Protection Rules do not allow direct discharges of stormwater
through the protected buffers. However, it is "allowable" with written approval from the DWQ to provide best management
practices (BMPs) that remove the nutrients or pollutants in question in order to discharge directly through the buffer.
These measures could include the use of the buffer itself as a forested filter strip, for instance, to remove the desired
substances. In addition to providing diffuse flow, level spreaders can be used to distribute flow into filter strips.
There are certain criteria that apply to every design that utilizes level spreaders to provide diffuse flow:
1) The entire system must safely pass a 10 year storm event without failing or causing erosion, gullies or rills.
2) The design of the level spreader must take into consideration site specific conditions such as topography, vegetative
cover, soil and other geologic conditions. If diffused flow is not attainable based on site conditions they should not be
used. (i.e. the slope of the natural ground away from or parallel to the level spreader should be relatively smooth in
the direction toward the stream so that the flow will not reconcentrate.)
3) Level spreaders should have a minimum length of ten feet and an absolute, maximum length of 300 feet.
4) It is always easier to keep flow distributed than to redistribute it after collection.
5) The type and amount of vegetative ground cover must also be considered.
6) Level spreaders must be level.
Level Spreader Design Options:
Conventional level spreader design option where entire discharge is passed through the level spreader with
no bypass conveyance for larger storms:
• For grass or thick ground cover vegetation:
i)13 feet of level spreader for every 1 cfs flow (Based on Q10 discharge)
ii) maximum length of 300 feet per level spreader
iii) Slopes of 8% or less from level spreader to top of stream bank
• For forested areas with little or no ground cover vegetation:
i) 100 feet of level spreader for every 1 cfs flow (Based on Q10 discharge)
ii) maximum length of 300 feet per level spreader
iii) slopes of 6% or less from level spreader to top of stream bank
Another conventional level spreader design technique that can be used to accommodate steeper slopes where grading is
allowed or exempt in zone 2 of protected buffers is to provide level spreaders in series as follows:
• Can be used on slopes of up to 15% for forested areas and 25% for grass or thick ground cover
• Structural level spreader just outside of zone 2 followed by a grassed berm level spreader just outside of zone 1
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/
Page 2 of 2
• Maximum Q10 discharge of 1 cfs per 100 feet of level spreader for forested areas and 1 cfs per 13 feet of level
spreader for grass or thick ground cover
In some instances, because of topography, the size and imperviousness of the drainage area, or other site constraints,
conventional level spreader designs are not appropriate. However, there are alternative designs, like the ones listed
below, that would allow a level spreader to function properly by bypassing the larger discharge events. This is based on
the assumption used in designing most water quality BMPs that the "first flush" of stormwater discharge contains the
most substances of concern. These other alternatives are "allowable (require written approval from DWQ)" for protected
buffers in the Neuse, Tar-Pamlico and Catawba basins, but would not be allowable in protected buffers of the Randleman
watershed.
Level spreader with bypass for larger drainage areas that require 85% TSS removal or where lateral constraints limit the
level spreader length severely:
• Dry detention basin designed per NCDENR Stormwater BMP Manual* sized to detain 1" rain and release it over 2-5
days* through a level spreader.
• Level spreader length based on the maximum release rate discharge
• Discharges from greater than a 1" rain can be bypassed via an appropriate conveyance such as a grassed swale (rip
rap lined ditch or pipe may be used if necessary)
• Maximum discharge of 1 cfs per 100 feet of level spreader for forested areas and 1 cfs per 13 feet of level spreader
for grass or thick ground cover
*( in order to meet 85% TSS Removal criteria)
Another bypass alternative can be used that would not be considered to remove 85% TSS:
• Detention basin such as a type B silt basin preceding the level spreader
• Level spreader length based on the 1" per hour intensity storm
• A system designed to bypass the greater than 1" in per hour intensity storm through an appropriate conveyance such
as a grassed swale (rip rap lined ditch or pipe may be used if necessary)
• Maximum discharge of 1 cfs per 100 feet of level spreader for forested areas and 1 cfs per 13 feet of level spreader
for grass or thick ground cover
Yet another design that can be used in very specific areas with virtually flat slopes is a Preformed Scour Hole with a Level
Spreader Apron (typical detail attached):
• Discharge area must have virtually flat slopes such as those in flood plains or wetlands
• Must be located outside of zone 2
• B = 3 x discharge pipe size for pipes of either 15 or 18 inches B= base width (see detail)
• Maximum allowable discharge (Q10) of 6 cfs for a 15 inch pipe and 10 cfs for an 18 inch pipe
• Minimum apron width of 4 feet.
Any of the above options will be considered acceptable if designed in accordance with the outlined criteria. Please keep in
mind that some of the above practices may still require written approval, for instance when a direct bypass discharge is
proposed through a protected buffer in the Neuse or Tar-Pamlico River Basin.
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JUL-28-2005 11:34 FROM:DWQ-WETLANDS 9197336893 TO:98469467 P:2/7
Q?OA W A FF,q Michael F. Aaslcy, Governor
William Q Ross Jr., Secretary
Vj r North Carolina Department of Environment and Natural Resources
a .? Alan ZV. Klimek, P.E. Director
Division of Water Quality
January 12, 2005
DWQ Project 4 04-1934
Wake County
page 1 of 4
Helen T. Lattimore
3122 Eton Road
Raleigh, CN 27608
Subject Property: Peyton Sall Subdivision
UT.Rocky Creek
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse
)[fiver Buffer Protection Mules (15A NCAC 2B .0233) with Additional Conditions
Dcar Ms. Lattimore:
You have our approval, in, accordance with the attached conditions and those listed below, to
place fill within or otherwise impact 198 feet of perennial, streams, 95 feet of intermittent
streams, 18,245 square feet (fe) Zone 1 buffers and 12,272 square feet (ft2) Zone 2 of protected
riparian buffers for the purpose of constructing a residential subdivision at the subject property,
as described within your application dated December2, 2004 and received by the N.C. Division
of Water Quality (DWQ) on December 2, 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) 39 when issued by the
US Army Corps of Engineers (USAGE). This letter shall also act as your approved
Authorization Certificate for impacts to the protected riparian buffers per 15A NCAC 2B .0233.
In. addition, you should obtain or otherwise comply with. any other required federal, state or local
permits before you go ahead with your project including (but not limited to) Erosion and
Sediment Control, and Nop-discharge regulations. Also, this approval to proceed with your
proposed impacts or to conduct impacts to waters as depicted In, your application shaU
expire upon expiration of the 404 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. alJ 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.
N'ntu care Carolina
401 Ovsr'fghYExprss; FevtawUnit Ql!liXl?!
1650 Mall SBMca Center, Ralalgh, North Carolina 27699.1650
2,121 Cmbtmo Boulevard, Sulfa 250, Ralelgh, North Carolha 27801
Photo: 919.733.17M I PAX 919-733-6893! lntamet: hitoJir2o.enr.state.no.us/ncwetlands
JUL-28-2005 11:35 FROM:DWO-WETLANDS 9197336893 TO:98469467 P:3/7
Helen Lattimore
Page 2 of 4
January 12, 2005
The Additional. Conditions of the Certification are:
I. 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
(Units) Plan Location or Reference
Stream - Perennial 198 (feet)
Stream - Intermittent . 95 feet
Buffers -Zone 1 , 18,245 (square ft.)
Buffers - Zone 2 ` 12,272 (square ft.)
2. Erosion & Sediment Control Practices - Erosion and sediment control practices must be in
full compliance with all specifications governing the proper design, installation and operation
and maintenance of such Best Management Practices in order to protect surface waters
standards:
a. The erosion and sediment control measures for the project must be designed,
installed, operated, and maintained in accordance with the most recent version of the
North Carolina Sediment and Erosion Control Planning and. Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion
control measures must be stich that they equal, or exceed, the requirements specified
in the most recent version of the North Carolina Sediment and Erosion Control
Manual. The devices shall be maintained on all construction sites, borrow sites, and
waste pile (spoil) projects, including contractor-owned or leased borrow pits
associated with the project.
3. No Waste, Spoil, Solids, or Fill of Any Kind - No waste, spoil, solids, or fill of any kind
shall occur in wetlands, waters, or riparian areas beyond the footprint of the impacts
depicted in the Pre-Construction Notification. All construction activities, including the
design, installation, operation, and maintenance of sediment and erosion control. Best
Management Practices, shall be performed so that no violations of state water quality
standards, statutes, ior rules occur.
4, 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.
5. 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.
JUL-28-2005 11:35 FROM:DWQ-WETLANDS 9197336893 TO:98469467 P:4/7
Helen Lattimore
Page 3 of 4
January 12, 2005
6. Written Storniwater Management Plan - An additional condition is that a final., written
stormwater management plan (including a signed and notarized Operation and
Maintenance Agreement) shall be approved in, writing by this Office before the impacts
specified in this Certification occur per Condition No. 4 in GC No. 3402. The stormwater
management plan must include plans and specifications for stormwater management.
facilities that are appropriate for surface waters classified as Class C and designed to
remove 85% TSS according to the most recent version of the NC DENR Storzrmwater Best
Management Practices Manual. These facilities must be designed to treat the runoff from
the entire project, unless otherwise explicitly approved by the Division of Water Quality.
Also, before any permanent building is occupied at the subject site, the facilities (as
approved by this Office) shall be constructed and operational, and the stormwater
management plan (as approved by this Office) shall be implemented. The structural
stormwater practices as approved by this Office as well as drainage patterns must be
maintained in perpetuity. No changes to the structural stormwater practices shall be made
without written authorization from the Division of Water Quality.
7. Deed of Notificatioi p - Deed notifications or similar mechanisms shall be placed on all
retained jurisdictional wetlands, waters and protective buffers in. order to assure
compliance for future wetland, water and buffer impact. These mechanisms shall be put
in place prior to impacting any wetlands, waters and/or buffers approved for impact under
this Certification Approval and Authorization Certificate. A sample deed notification can
be downloaded from the 401/Wetfands Unit web site at
http://h2o.enr.state.tic.us/ncwetlands.
S. Compensatory Mitigation Using the Ecosystem Enhancement Program '(EEP) -
Mitigation must be provided for the proposed impacts as specified in the table below. We
understand that you wish to make a payment to the Wetlands 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. 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 a 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 Wetlands Restoration Fund
to meet the following compensatory mitigation requirement:

Compensatory Mitigation.
Required River and Sub-basin
Number
Stream 193 (feet)
Violations of any condition herein set forth may result in revocation of this Certification and may
result in cn.rainal 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 Permit.
JUL-28-2005 11:35 FROM:DWQ-WETLANDS 9197336893 TO:98469467 P:5/7
Helen Lattimore
Page 4 of 4
January 12, 2005
If you do not accept any of the conditions of this Certification (associated with the approved
wetland or stream impact§), you may ask for an adjudicatory hearing. You must act within 60
days of the date that you r?ceive this letter. To ask for a hearing, send a written petition, which
conforms to Chapter 150E 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 f1.nal 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
Zarzec.ki. at 919.733-9726,
AWKJbs
Enclosures: GC 3402
Certificate of Completion
Sincerely,
Alan W. Klimek, P.E.
cc: Sean Clark, S&EC, Inc., 11010 Raven Ridge Road, Raleigh, NC 27587
USACE Raleigh Regulatory. Field Office
DWQ Raleigh Regional Office
N.C. Ecosystem Enhancement Program
File Copy
Central Files
Filename: 04-1934 Peyton Hall Subdivision (Wake) 401 NBR
JUL-28-2005 11:35 FR0N:DWQ-WETLANDS 9197336893 T0:98469467 P:6/7
WArFRQ?
o -c
Michael F. Easlcy, Govcmor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek. P.E. UIT=tr)r
Division of Water Quality
North Carolina Division of Water Quality
401 Water Quality Certification
Summary of Permitted Impacts and Mitigation Requirements
In accordance with 15A NCAC 2H.0500, Helen T. Lattimore has permission as outlined below
to impact 293 linear feet of streams for the purpose(s) of constructing the proposed Peyton Hall
Subdivision in Wake County. All activities associated with these authorized impacts must be
conducted with the conditions listed in the attached Permit transmittal letter. THIS PERMIT IS
NOT VALID WITHOUT THE ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENTS, ECOSYSTEM ENHANCEMENT
PROGRAM
DWQ Project No.: 04-1934
DATE: January 12, 2005
LOCATION: Cary COUNTY: Wake
BASIN/ SUB BASIN/ STREAM INDEX: 03-04-02 / 27-28
As required by 15A NCAC 2H.0500, and the conditions of this Permit, you are required to
compensate for the above im acts through the restoration, creation, enhancement or preservation
of wetlands and surface waters 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 Ecosystem Enhancement
Program must be rounded to one-quarter acre increments and linear foot requirements roust be
rounded up to the nearest foot according to 15 2R.0503(b).
Impacts:
293 ft streams (198 ft perennial & 95 ft intermittent)
Mitigation:
1.98 ft perennial streams
Note. While .DWQ is only requiring a 1:1 mitigation ratio, the USAGE will most likely require a
2:1 ratio. As such, the total mitigation required by the applicant will most likely be 396, ft of
perennial stream.
In correspondence dated December 22, 2004, the EEP indicated that up.to 396 linear feet of
mitigation will be conducted by EEP if necessary.
M
401 1Vetland3 Cenltlcatron Unit riA?-?ahCarolina
trrrnl/?
1650 Mall Sorvlco Center, Raleigh, North Carorina 27899-,M0
2321 Crel;lma Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] Internet http;//h2o.enr.statB.nc.us/ncwotland;
An Eoual CaocrtunltWAmimaitJa Aalon Erolover-50'.b FiPr.?cIPd11(r9G PrnirAvwjn-Rr P;imr
JUL-28-2005 11:36 FR0N:DWQ-WETLANDS 9197336893 T0:98469467 P:7/7
Helen T. Lattimore
Page 2 of 3
January 12, 2005
One of the options you have available to satisfy the compensatory mitigation requirement is
through the payment of a fee to the Wetlands Restoration Fund per NCAC 28.0503. If you
choose this option, please sign this form and mail it to the Ecosystem Enhancement Program at
the address 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 RECEIVE NOTIRCA.TION THAT YOUR PAYMENT HAS BEEN
PROCESSED BY THE ECOSYTEM ENHANCMENT PROGRAM.
Signature Date
ECOSYSTEM ENHANCEMENT PROGRAM
1619 Mail Service Ceriter
RALEIGH, N.C. 27669.-1619
[phone]

Filename: 04-1934
Staff Report
Project Num: 20041934 Version: 2 Status: Received
Name: Peyton Hall Subdivision C/O Helen Lattimore Project Type: Residential Subdivision
County: Wake Region: Raleigh
Location: Ut Rocky Creek, Peyton Hall, Raleigh
Latitude: +35°49'36" Longitude: -78°33'38"
SW Plan Location:
Owner: Lattimore, Helen
Contact Person: Lattimore, Helen Title: Phone: [phone]
Inspection Date: 09/14/2005 EntryTime: 12:51 PM Exit Time:
Reason for Inspection: Routine Inspection Type: Staff Report
On-Site Representative(s):
Primary Inspector: Mike Horan Phone:
Secondary Inspector(s):
Question Areas:
N Site Visit
Inspection Summary:
I (? V
A '
S w Scv ?
F? "J li
Page: 1
c
Project Num: 20041934 Owner: Lattimore, Helen
Inspection Date: 09/14/2005 Inspection Type: Staff Report
Reason for Visit: Routine
Site Visit
Do impacts described in the application differ those seen in the field? Yes
11 No NA
A O NE
C3
If yes, please describe differences:
Are the Intermittent/Perennial calls different in the application? 11 13 13 11
If yes, please describe differences, and how mitigation ratios are affected:
Are there additional impacts not described in the application? 0 00 0
If yes, please describe and quantify:
Were the impacts in place prior to the application for the 401 Certification? ? 13 0 ?
Additional conditions recommended for the Certification:
Recommended project modifications:
Is this a modification request to an existing Certification? O M O O
Are there additional stromwater conditions that should be required due to the following classifications: 11 M O ?
303(d)list, Class WS, NSW, ORW, HQW
Describe:
Is this a subdivision or otherwise part of a larger project? O M O ?
If yes, what phase is this?
Are there prior impacts from prior phases? 0000
If yes, what are the cumulative imacts for this project? 198 linear feet of perennial, 95 linear feet of intermittent, 20,078sq.
ft. of Zone 1 Buffer, & 13,523 sq. ft. of Zone 2 Buffer
Possible secondary impacts noted:
Comment: Why was mitigation not required for Buffers for Peyton Hall Phase I. 1 believe that mitigation should be
required for cumulative buffer impacts. Please put on-hold.
Page: 2

Date : 5 d5

e Check List .
-?e6t Name. e_
DWQ#.. O ? y
T
County: ??--
To: ? ARO Kevin Barnett. ? WaRO. Tom Steffens and Kyle Ban
? FRO Ken Averitte ? WiRO Noelle Lutheran
? p Alan Tohnson [] WSRO Daryl Lamb
O Mike Horan
Telephone : (919)
F+?rom:
The file attached. Is being forwarded our for your evaluation.
Please call if you need\;as Lance.
'Stream length impacted `
Stream determination .
- Wetland determination and distance to blue-lids surface'.waters on USFW topo maps
' mization/av ' co issues
e:er Rules euse Tar-Pamlico, :Catawba, Ran?eman)
?'Pond fill
? Mitigation Ratios
Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
? Is the application consistent with pre-application meetings?
Cumulative impact concern
Comments:
/a 0
Chris Flowers
From: Ron Hendricks [[e-mail]]
Sent: Wednesday, October 12, 2005 8:47 AM
To: Chris Flowers
Subject: FW: Peyton Hall Subdivision - DWQ Project No. 04-1934
Follow Up Flag: Follow up
Flag Status: Orange
Chris,
This is what we have from Cyndi regarding approval of the previous impervious area
calculations. Since then they have been reduced quite a bit due to the deletion of some
cul-de-sacs.
Ron Hendricks
Piedmont Land Design, LLP
8522-204 Six Forks Road
Raleigh, North Carolina 27615
[phone]
[phone] Fax
[e-mail]
-----Original Message-----
From: Cyndi Karoly [mailto:[e-mail]]
Sent: Wednesday, April 20, 2005 2:19 PM
To: [e-mail]
Subject: Re: Peyton Hall Subdivision - DWQ Project No. 04-1934
Ron - based on the information you've provided, we've determined that you've satisfied
Condition #6 of the 401 issued on Jan 12, 2005, and a separate stormwater plan will not be
required. I'll put this note in the file as confirmation.
Ron Hendricks wrote:
>Thanks,
>Ron Hendricks
>Piedmont Land Design, LLP
>8522-204 Six Forks Road
>Raleigh, North Carolina 27615
>[phone]
>[phone] Fax
>[e-mail]
>-----Original Message-----
>From: Cyndi Karoly [mailto:[e-mail]]
>Sent: Wednesday, April 20, 2005 12:01 PM
>To: [e-mail]
>Subject: Re: Peyton Hall Subdivision - DWQ Project No. 04-1934
>It hasn't made it to the file. Can you e-mail a copy of your letter?
>Ron Hendricks wrote:
»Cyndi,
1
>>I wanted to follow up with you regarding a letter we sent to you on
>>March 31. This letter states that a stormwater management plan is not
>>required
>for
» DWQ since we are less than 30% impervious area. Of course we still
>>have to comply with the City of Raleigh stormwater requirements.
>>We are getting ready to submit for girding permit with
>>Raleigh and we need to be sure no additional approvals
>>DWQ so that we can advise the City.
>>Please let me know where this stands.
>>Thanks for your help.
>>Ron Hendricks
>>Piedmont Land Design, LLP
»8522-204 Six Forks Road
>>Raleigh, North Carolina 27615
>>[phone]
>>[phone] Fax
>>[e-mail]
the City of
are needed from
2
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.cotn
August 1, 2005
S&EC Project # 9772.W l
To: NC-Division of Water Quality
Attn: Cyndi Karoly
2321 Crabtree Blvd.
Suite 250
Raleigh, NC 27604
From: Chris Flowers D ??? ???t
Soil 8+ Environmental Consultants, P.A.
11010 Raven Ridge Road - 205
Raleigh, NC 27614 AUG 1
Re: Peyton Hall Phase 2 DENR-WATER QUALITY
Wake County, NC Y+'ETLANDSN@STOR!dYIATERIRANCH
On behalf of the owner, Centex Homes, Attn: Grey Methven, please find attached a complete
application and supplemental information requesting written concurrence from the N.C. Division
of Water Quality (DWQ) that the activities proposed below comply with the Neuse River Riparian
Buffer Rules. Please contact me at [phone] if you have any questions or require
additional information.
PROJECT SUMMARY
Project Name Peyton Hall Phase 2
Project Type Residential Development
Owner / Applicant Centex Homes, Attn: Grey Methven
Count Wake
Nearest Town Raleigh
Waterbod Name Rock Creek 03-04-02, 27-28
Class C, NSW
IMPACT SUMMARY
Stream Impact (acres): 0
Wetland Impact (acres): 0
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0
Total Stream Impact (linear feet): 0
Total Buffer Impact (square feet) 3,134
Attachments:
Pre-construction Notification (PCN) Application Form
Agent Authorization Form
Figure 1, Raleigh East, NC - USGS Map
Figure 2, Wake County Soil Survey Map
Overall Site Plan
Inset Maps (3 Sheets)
Stormwater Basin worksheets (3 bundles)
Impervious Surface Calculations
Level Spreader Guidance Document
Previously Approved 401 Permit
Charlotte Office:
236 LePhillip Court, Suite C
Concord, NC 28025
Phone: [phone]
Fax: [phone]
Greensboro Office:
3817-E Lawndale Drive
Greensboro, NC 27455
Phone: [phone]
Fax: [phone]
Office Use Only: Form Version March 05
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
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 ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NA
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
11. Applicant Information
1. Owner/Applicant Information
Au 6 1
Name: Centex Homes
Mailing Address: Attn: Mr. Grey Methven
2301 Sugar Bush Rd
Suite 400
Raleigh, NC 27612
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:
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: Chris Flowers
Company Affiliation: Soil & Environmental Consultants
Mailing Address: 11010 Raven Ride Rd
Raleit?h, NC 27714
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: cflowersnsandec.cotn
Pabe I of 8
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: Peyton Hall, Phase 2
2. T.I.P. Project Number or State Project Number (NCDOT Only): NA, not a DOT project
3. Property Identification Number (Tax PIN): 1735143505
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): Penton Hall Phase 2
Directions to site (include road numbers/names, landmarks, etc.): From Raleigh take US 64
east to New Hope Rd. (SR 2036). Take New Hope Road north to Wedgewood Drive. Turn
right on Wedgewood Drive. Take the first left onto Stonewall Drive. Stonewall currently
stubs at the property boundary.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.826675 ON 78.560619 °W
6. Property size (acres): +\-42 acres
7. Name of nearest receiving body of water: Rocky Creek (27-28; C, NSW)
8. River Basin: Neuse (03-04-02)
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at littp:/lh2o.enr.state.nc.us/adinin/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 is currently undeveloped. The majority of the
surroundin,properties are residential subdivisions.
Page 2 of 8
10. Describe the overall project in detail, including the type of equipment to be used: The
overall project is the development of the second phase of a residential subdivision. The
project will involve the construction stormwater devices to comply with the bypass option
described in the attached level spreader guidance document dated 10/10/01.
11. Explain the purpose of the proposed work: The purpose of the project is to meet the
demand for residential property in Wake County.
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. Previous hermits have been issued to cover impacts from the existing
phase of the subdivision. The 401 was issued on January 12, 2005 (DWQ # 04-1934). Please
see the attached copy of the previously approved 401. A road crossing which is depicted on the
attached site plan and inset maps was covered under the previous permit.
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 permits are anticipated.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Impacts to Neuse River Buffers
will result from the constriction of 3 proposed stormwater basins. The bypass outfalls of the
basins will extend into Zone 1 and 2 of the Neuse Buffers and a dissipater pad will be
Page 3 of 8
implemented to diffuse the energy of the overflow during storm events. The three basins will
impact a total of 1,833 square feet of Zone 1 of Neuse Buffers and 1,251 feet of Zone 2 of
Neuse Buffers.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh, 100-year Nearest Impact
(indicate on map) herbaceous, bog, etc.) Floodplain Stream (acres)
es/no linear feet
N/A N/A N/A N/A N/A N/A
Total Wetland Impact (acres) 0.0
3. List the total acreage (estimated) of all existing wetlands on the property: +/- 0.5 ac
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multi 1 length X width, then divide b 43,560.
Stream Impact Perennial or Average Impact Area of
Number Stream Name Type of Impact Stream Width Length Impact
indicate on ma Intermittent? Before Impact linear feet acres
NA NA NA NA NA NA NA
Total Stream Impact (by length and acreage) NA NA
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact Name Waterbody Type of Waterbody Area of
Site Number
(if apcablle)
applicable) Type of Impact (lake, pond, estuary, sound, bay, Impact
indicate on ma ocean, etc. acres
NA NA NA NA NA
Total Open Water Impact (acres) 0.0 ac
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0
Wetland Impact (acres): 0
Open Water Impact acres : 0
Total Impact to Waters of the U.S. (acres) 0
Total Stream Impact linear feet): 0
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Page 4 of 8
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
There are no isolated wetlands on the property so there are no impacts to isolated
wetlands proposed.
8. 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.): NA
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): NA
Current land use in the vicinity of the pond: NA
Size of watershed draining to pond: NA Expected pond surface area: NA
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts. All of the impacts resulting
from the installation of the stonnwater basin outfalls are considered "allowable" according to the
Neuse Buffer Rules.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
Page 5 of 8
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.ne.us/ncwetlands/stnngide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
All of the impacts resulting from the installation of the stormwater basin outfalls are
considered "allowable" according to the Neuse Buffer Rules, therefore no mitigation is
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wip/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): 0
Amount of buffer mitigation requested (square feet): 0
Amount of Riparian wetland mitigation requested (acres): 0
Amount of Non-riparian wetland mitigation requested (acres): 0
Amount of Coastal wetland mitigation requested (acres): 0
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
Page 6 of 8
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ® No ?
2.. If "yes", identify the square feet and acreage of impact to each zone of the riparian
buffers. If buffer mitigation is required calculate the required amount of mitigation by
applying the buffer multipliers.
Zone* Impact Multiplier Required
(square feet Mitigation
1 1,833 3 (2 for Catawba) 0
2 1,251 1.5 0
Total 3,084 0
* Zone I extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
2. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or.0244, or.0260. NA, the activity is considered "allowable".
XI. Stornnvater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. The proposed project will result in impervious
surface area below 30% therefore no stormwater plan is proposed for approval. Please see the
attached impervious surface calculations. The proposed project will comply with the diffuse
flow requirements of the Neuse Buffer Rule. The bypass option described within the attached
Level Spreader Design Options document is proposed to be used. This option will require
disturbance to the buffer to install the bypass conveyances.
Page 7 of 8
XIL Scwage 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.
The project will tie into the City of Raleigh's existing sanitary sewer network.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwctlands. If no, please provide a short narrative description: We
have reviewed the "DRAFT Internal Policy, Cumulative impacts and the 401 Water Quality
Certification and Isolated Wetland Programs" document prepared by the NC Division of Water
Quality on October 3, 2002, version 1.6. The draft states that most residential subdivisions are
unlikely to cause cumulative impacts. Of the three criteria of private projects that can clearly
result in cumulative impact Peyton Hall Phase 2 only meets one. The project is not relatively
large for a residential development in Wake County, the project will involve no commercial
development, however the project will occur in an otherwise relatively undeveloped landscape.
Some of the current regulations protecting water quality associated with this project include the
401, 404, C, NSW rules. We anticipate that you will advise us if a qualitative or quantitative
impact analysis is required.
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 8 of 8
U7/29/U5 12.46 FAX [phone] Centex homes
v./ .:oi cvvO tu:41 rAd
LA 002
[a 002
3011 dc environmental Consultants, PA
11010 Raven RRISO Road • RaWf) . North Carolina 27616 • Pho= [phone] - Pax: (9I9) 846-9467
wwvr SandBC.com
,GENT AUTHORIZATION FORM
Project Name/
Attn:
Field Office:
Re: Wetlands Related Consulting and Permitting
To Whom It 1&), Concar=
S&EC Project #
I, the current ro owner, hereby designate and authorize soil & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit Applications, to furnish upon request
supplemental information in support Of applications, etc, from this day forward The 7q day of
This notification supersedes any previoul; carresponderlce concerning the agent for this project
NOTICE: This authoE=Hon, for liability and professional courtesy re=ons, i9 valid only for
government officials to enter the propeztywhen accompariicd by S&EC staff. You should call S&EC
to arrange a sits meeting pxior to visking the site.
Print Props 1tY Owner's Name
Property O S Si e
cc: Ms, Cyndi Karohy er: Mr. Chris Flowers
NCDENR - DWQ
7321 Crabtree Boulevard Soil & Environmental Consultants, PA
Me.igh, NC 2760
236 UrhEEp Court, Suit. C Gr=boro
Concord, NC 28025 3317-E ILwn"e Drive
Phone: [phone] CmetiSGofo, NC 27455
Wiz: [phone] Flwne: {336) 5404231
F= (336) 540-kn5
The Drpartment of the Army
U.S. Army'Corps of Engineers, WRmington District
P.O. Box 1890
Wilmizigton, NC 2&102
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Project Mgr.:
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Wake County
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DWQ Project No
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : I,4 LL - pt+Aec-
Contact Person: 124-N41 OWft eL[ Phonc
Level Spreader ID:. (15A,5114-413)
Level Spreader Length to ft.
Drainage Area 2.047 ac.
Impervious Area 1. 15 ac.
Maximum Filter Strip/Buffer Slope 2 t %
grass
Max. Discharge from a 10 Year Storm t • cfs
Max. Discharge to Level Spreader 0.03 cfs
Filter Strip/Buffer Vegetation :E2JT=e T
Pre-treatment or Bypass Method 'Prey tTl?+?1>^t0l?
II. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader) -#?
(on-situ and off-site drainage to the level spreader) *4F
(6% for forested, leaf littler cover, 8% for thick ground cover)'
To syPA*?; 61rvrr_-M
(thick ground cover or grass, canopied forest with leaf litter
roundcover
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
U- 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.
f A Pre Form Scour Holes are on flat slopes only
?V No structures are located in protected buffers' Onttty FFg rP tit' ap??l \
C FoQ F3y?A5s SySCEM . /)
If bypass method specified in the Draft Level Spreader Design Option Document:
-VLA Bypass method is specified (if applicable) and plan details and calculations are provided
bL F+ Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers. Ott y FEy *. V r i2A AFru4 fpr_ IN ram
"DLIr4 Plan details for the bypass and outlets are provided. S`I e,iTeM? 1 1
* * J( The operation and maintenance agreement includes annual erosion and vegetation repair.
iG_k* 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.
*+-vmPo4IC ra wweL- SP(-AveF, IS Ffzoo Intr10 FRot ??tur 1" of
Fzd4 4FA1,L. A 1 "A-5S 4i eTr-,M ?S 1 ""c7eD Frz- L-6<ZeeF_ ST01; Ms.
** * O ftf4AVIoil F1ArrAr??JA4CF_ ?44?r)"T TD $ F?crcwr?V
Wt-rlr.l- TVie GTy Orr- T_At E;iGt.}.
6/30/2005
EXTENDED DRY DETENTION BASIN #3 CALCULATIONS
Drainage Area = DA = 2.06 ac
Impervious Area = 1.15 ac
% Impervious Cover: I = 55.8%
1" Rainfall Event= Rv = 0.05 + 0.0091 = 0.05 + 0.009(55.8) = 0.552"
Volume = Rv(DA) = 0.552" (2.06 ac)(1712")(43,560 sf/1 ac) = 4129 cf
(Vol)R..,t = 4,129 cf 1 " Elev. 247.30
(V01)2.rear= 9,974 cf 2-Yr Elev. 249.86
(V01)to.Year= 17,949 cf 10-Yr Elev. 251.32
(V01)too-Year= 28,693 cf 100-Yr Elev. 251.77
(V014o1a1 = 34,105 cf Berm Elev. 253.00
Freeboard 1.23'
BASIN VOLUME
Water
Level
ft ` Surface
..Area .
sf Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 0 245.5 0 0
0.5 800 246 200 200
1.5 2,810 247 3,135 3,335
2.5 3,460 248 3,815 7,150
3.5 4,170 249 4,550 11,700
4.5 4,930 250 5,340 17,040
5.5 5,750 251 6,190 23,230
6.5 6,630 252 7,095 30,325
7.5 7,560 253 3,780 34,105
Use 4'x 4' RTCB with (4) 8" openings
Weir Elevation = 251.40
Qweir = Q100- (Qt0)max = CWLht00
Qwelr = 12.37 cfs - 1.54 cfs = 10.83 cfs
Cw = 3.0
L = 16'
htoo = 0.37'
100-Year Elevation 251.4 + 0.37'
= 251.77
Pipe size to drain temporary pool in 2 days
Q = (4129 cf/48 hr)(1 hr/3600 s) = 0.024 cfs
Try 0.75" diameter pipe
Average head = h = 1.872 - 0.0313'= 0.87'
Q = CdA(2gh)o.s = 0.6(0.0031)[2(32.2)(0.87)]^0.5
Q= 0.014 cfs -Therefore use 0.75" diameter pipe
(Qto)max = 0.6(0.0031)[2(32.2)(2.91)]^0.5 = 0.025 cfs
PHC_Detention 3.xls
n.,, Pnc;n *,4
BASIN # 3 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM =
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (Qp)
Design Storm = 2 -YR
To = 2.65 MIN -- USE 5.00 MIN
(WPOST = 5.76 IN/HR
ON-SITE RUNOFF TO POND
(POST)
0, = C(I,)A = 7.26 CFS
OFF-SITE RUNOFF TO POND
On = C(I„ )A = 0.07 CFS
TOTAL RUNOFF TO POND
(POST)
0„ = C(I„)A = 7.33 CFS
RUNOFF AWAY FROM POND
(POST)
OAWAY = c(IJA = 1.71 CFS
MAXIMUM RELEASE
OaCow = Oae . ?Oaway = 1.26 CFS
COMPUTE DEPTH OF RUNOFF (Q,)
Pn= 3.60 IN
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 2.20
0' _ (P,; 0.2S)z/(P„+0.8S)
On = 1.86 IN
PHC_Detention 3.xls
2-YR DESIGN STORM - 613012005
'(PRE)
0„ = C(I„)A =
(PRE)
On = C(QA =
(PRE)
OAWAY = C(IJA =
2 YR - 24 HR PRECIP
la =.2S = 0.44
DAON = 2.00 ACRES
DAoFF = 0.06 ACRES
DAAWAY = 0.51 ACRES
DA = 2.06 ACRES
H = 26 FEET
L = 460 FEET
CPSST = 0.63 (58%)
CPRE = 0.20
COFF = 0.20
CAWAY = 0.58 (50%)
CN= 82 (58%)
2.31 CFS
2.37 CFS
0.59 CFS
RALEIGH, NC
CALCULATE TIME TO PEAK
Tp = VOLUME/1.390P
TP =
= Q'DA/1.390p
22.3 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + 0 AWAY Q)Tp
S„= 8,127 CF+25%= 10,159 CF
STAGE STORAGE
WATER
LEVEL SURFACE
AREA
SF - ELEVATION INCREMENTAL
VOLUME
C ACCUMULATED
VOLUME
CF
0 3,005 247.30 0 0
0.70 .. :-_3t460 248.00. 2,263...
1.70 4,170 249.00 3,815 6,078
2 70 4,930 550- ..: -.. , .. : -.. .. 10,628
3.70 5,750 251.00 5,340 15,968
..22,'158
5.70 7,560 253.00 7,095 29,253

2 -YR STORM ELEV. = 249.86
J I Alit UlbUHA HUL UP = 7.33 U-6
WATER' HW ACCUMULATED
LEVEL : D FLOW
(FT) D = 0.46 (CFS) . .
0 0 0
1:09 0.41_
1.5 3.27 0.90
2.5 ., _ .._ .... 5.45 ...__ 20 .. .._ _ a
3.5 7.64 1.44
4 5 , , ._
j _. ... 9M,
5.5 12.00 1.82

µ X1.99 ,,:.....,
7.5 16.36 2.14
_.... 85 ...., W_.. 1855
9.5 20.73 2.42
105 22.91 2.55
2 -YR STORM PEAK = 1.21 CFS
5.5 " ORIFICE
K = 1.23
Op = CaA(2gh)"
Cd = 0.6
A= 0.16
g = 32.2
IF HW/D<1, Op = K(stage)1.5
PHC_Detention 3.xis
2-YR DESIGN STORM - 613012005
CHAINSAW ROUTING TABLE
0, = 7.33 CFS
MAX RELEASE = 1.26 CFS
Tp = 22.3 MIN
dT = 5 MIN
U TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 5 0.9 0.00 0 0 0
3 10 3.1 0.26 0.26 0.08 0.07
4 15 5.6 0.90 1.16 0.36 0.30
5 20 7.1 1.58 2.74 0.83 0.57
6 25 7.1 1.97 4.71 1.34 0.82
7 30 5.5 1.88 6.59 1.81 0.99
8 35 4.1 1.36 7.95 2.11 1.08
9 40 3.1 0.92 8.87 2.31 1.14
10 45 2.3 0.58 9.45 2.44 1.18
11 50 1.7 0.34 9.79 2.52 1.20
12 55 1.3 0.16 9.95 2.55 1.21
13 60 1.0 0.02 9.97 2.56 1.21
14 65 0.7 -0.07 9.90 2.54 1.21
15 70 0.5 -0.15 9.75 2.51 1.20
16 75 0.4 -0.20 9.56 2.46 1.19
17 80 0.3 -0.24 9.32 2.41 1.17
18 85 0.2 -0.26 9.06 2.36 1.15
19 90 0.2 -0.28 8.78 2.29 1.13
20 95 0.1 -0.29 8.49 2.23 1.12
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For 0 < I < 1.25 Tp
For t > 1.25 Tp
0= op [I -cos no)
2 Tp
0 = 4.34 Op e(1 30 ( Urp)l
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
CONCLUSION:
STORAGE _ [INFLOW(c(s) - OUTFLOW(cIs)] ' DTIME(min) ' 60 sec
1 (min)
MAXIMUM DISCHARGE FROM THE SYSTEM IS 1.21 CFS (WATER ELEVATION - 249.86)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 1.26 CFS FOR A 2-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 3.xls
2-YR DESIGN STORAI - 613012005 fin
BASIN # 3 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (OP)
Design Storm = 10 -YR
Tc = 2.65 MIN -- USE 5.00 MIN
NPOST = 7.22 IN/HR
ON-SITE RUNOFF TO POND
(POST)
0, = c(QA = 9.10 CFS
OFF-SITE RUNOFF TO POND
0, = c(I,JA = 0.09 CFS
TOTAL RUNOFF TO POND
(POST)
0, = c(I,JA = 9.19 CFS
RUNOFF AWAY FROM POND
(POST)
OAWAY = c(I,JA = 2.14 CFS
MAXIMUM RELEASE
QaAow = QPre - AQaway = 1.58 CFS
'(PRE)
0, = c(I,JA =
(PRE)
On = c(I,JA =
(PRE)
QAWAY = c(I,JA =
COMPUTE DEPTH OF RUNOFF (O,,.)
P„= 5.38 IN
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 2.20
0' _ (P,-0.2S)2/(P,+0.8S)
On. = 3.42 IN
10 YR - 24 HR PRECIP
la =.2S = 0.44
DAON = 2.00 ACRES
DAOFF = 0.06 ACRES
DAAWAY = 0.51 ACRES
DA= 2.06 ACRES
H = 26 FEET
L = 460 FEET
CPOST = 0.63 (58%)
CPRE = 0.20
COFF = 0.20
CAWAY = 0.58 (50%)
CN = 82 (58%)
2.89 CFS
2.98 CFS
0.74 CFS
RALEIGH, NC
PHC_Detention 3.xls
10-YR DESIGN STORM - 613012005 P
CALCULATE TIME TO PEAK
TP = VOLUME/1.390P
TP =
= Q'DA/1.39QP
32.7 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + A AWAY O)TP
Sn = 14,932 CF+25% = 18,665 CF
STAGE STORAGE
IEL R SURFACE
AREA
SF ELEVATION
- INCREMENTAL.
VOLUME
C ACCUMULATED
VOLUME
CF
0 3,005 247.30 0 0
_ 0.70
.., _ . ` 3,460
_248 00
1.70 4,170 249.00 3,815 6,078
2.76 .. _ . .....: 4 ,930 250 00 4,550 10,628 .
--
3.70 5,750 251.00 5,340 15,968
4.76
_.._
22,,158
5.70 7,560 253.00 7,095 29,253
10 -YR STORM ELEV. = 251.32
STAGE DISCHARGE QP= 9.19 CFS 5.5' ORIFICE
WATER : HW ACCUMULATED .
LEVEL. ; D FLOW-.
(FT) D =. 0.46 .::. (CFS).
0 0 0

1.5 3.27 0.90
2 5 5.45 1 20
- -
3.5 7.64 1.44
__?, 4 5 ...,. _ _....?_ ..._ _9 82 ...,..... ?. k... x.64$ ?...... ?..
v
5.5 12.00 1.82
14.
7.5 16.36 2.14
18.55 _ :. _ ..... 2 28 a. _ ?.
µ
9.5 20.73 2.42
10.5 22.91
10 -YR STORM PEAK = 1.54 CFS
K= 1.23
OP = CdA(2gh)"
Cd = 0.6
A= 0.16
g = 32.2
IF HW/D<1, Op = K(stage)' S
PHC_Detention 3.xls PLD
10-YR DESIGN STORM - 613012005
CHAINSAW ROUTING TABLE
QP = 9.19 CFS
MAX RELEASE = 1.58 CFS
Tp = 32.7 MIN
dT = 5 MIN
U TIME
(MIN) INFLOW
(CFS) STORAGE
IS (103 CF) AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 5 0.5 0.00 0 0 0
3 10 2.0 0.16 0.16 0.05 0.04
4 15 4.0 0.58 0.73 0.23 0.19
5 20 6.2 1.14 1.88 0.58 0.45
6 25 8.0 1.72 3.59 1.05 0.68
7 30 9.0 2.19 5.78 1.62 0.93
8 35 9.1 2.43 8.21 2.17 1.10
9 40 8.1 2.39 10.61 2.70 1.24
10 45 6.7 2.06 12.67 3.08 1.34
11 50 5.5 1.60 14.26 3.38 1.41
12 55 4.5 1.22 15.48 3.61 1.46
13 60 3.7 0.91 16.39 3.77 1.49
14 65 3.0 0.65 17.04 3.87 1.51
15 70 2.5 0.45 17.49 3.95 1.53
16 75 2.0 0.28 17.77 3.99 1.54
17 80 1.7 0.15 17.91 4.01 1.54
18 85 1.4 0.03 17.95 4.02 1.54
19 90 1.1 -0.06 17.89 4.01 1.54
20 95 0.9 -0.13 17.76 3.99 1.54
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For 0 < t < 1.25 TP
For t > 1.25 Tp
Q = Op 11 - cos n t)]
2 Tp
Q = 4.34 Op e1' 30 urPll
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
CONCLUSION:
STORAGE _ [INFLOW(cfs) - OUTFLOW(cfs)] ' DTIME(min) ' 60 sec
1 (min)
MAXIMUM DISCHARGE FROM THE SYSTEM IS 1.54 CFS (WATER ELEVATION - 251.32)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 1.58 CFS FOR A 10-YR STORM.
DESIGN IS ACCEPTABLE.
PHC Detention 3.xls ? 10-YR DESIGN STORM - 613012005
251.77 - MAX. 100-YR WATER SURFACE ELEVATION
251.32 - MAX. 10-YR WATER SURFACE ELEVATION
249.86 - MAX. 2-YR WATER SURFACE ELEVATION --?
247.30 - 1' RUNOFF WATER SURFACE ELEVATION_-,
I
I
i
PROPOSED 4'x4' PRE-CAST BOX
(REFER TO DETAIL)
PROVIDE 3'i PERFORATED.
THREADED PVC OR METAL
PIPE W/ CAP & BRACKETED
TO CB WALL
2y C
VARIABLE WIDTH
10' BERM - 253.0
3:1
BOTTOM - 245.5
EXTENDED DRY BASIN #3 CROSS-SECTION
(PRE-CAST BOX #??)
SCALE: N.T.S.
12" RCP OUTLET PIPE
ANTI-SEEP COLLAR
251.77 - MAX. 100-YR WATER SURFACE ELEVATION
251.32 - MAX. 10-YR WATER SURFACE ELEVATION PROPOSED 4'x4' PRE-CAST BOX 10' BERM - 253.0
249.86 - MAX. 2-YR WATER SURFACE ELEVATION (REFER TO DETAIL)
247.30 - 1' RUNOFF WATER SURFACE ELEVATION
31 31
27
BOTTOM - 245.5
VARIABLE WIDTH BOTTOM
EXTENDED DRY BASIN #3 CROSS-SECTION
(RAISED-TOP CATCH BASIN #??)
SCALE; N.T.S.
3:1
18' RCP OUTLET PIPE
ANTI-SEEP COLLAR
3:1----.
DWO Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : LL . E
Contact Person: ?4Nnly oW Phone
Level Spreader ID:.
SI?4?
Level Spreader Length 10 ft.
Drainage Area 12. (a f, ac.
Impervious Area 2.43 ac.
Maximum Filter Strip/Buffer Slope Imo}: _ %
grass
Max. Discharge from a 10 Year Storm _ II." cfs
Max. Discharge to Level Spreader _ 0. 09 cfs
Filter Strip/Buffer Vegetation _Ns:AV gQUSf+
(ME,4T)
Pre-treatment or Bypass Method 2e tyTIMT-ID4
It. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)+*
(on-site and off-site drainage to the level spreader) **,
(6% for forested, leaf littler cover, 8% for thick ground cover)'
To lay PASS s M
(thick ground cover or grass, canopied forest with leaf litter
roundcover
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 Khy. At a minimum, a complete stormwaler 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
_ 12W 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.
--WA-Pre-Form Scour Holes are on flat slopes only
DI/a No structures are located in protected buffers' 04t,1 FFS `-IP [?Af- AF-W04
(r-OV-
If bypass method specified in the Draft Level Spreader Design Option Document:
17L41 Bypass method is specified (if applicable) and plan details and calculations are provided
bLF4 Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
nL ?} No structures are located in protected buffers. (09LI FES t 7,1 r pAp Af QUA ?X- ?1l rA?
'DLf14 Plan details for the bypass and outlets are provided. Sye Te",> 1 1 "
* * The operation and maintenance agreement includes annual erosion and vegetation repair.
iG *AC 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.
+4: VA?4?rtle To uiwe - SPEA9E:F, le, F?-R4?'1 J?JA Arorl- F1o1 F1reT 1' °F
FAWFA?I.L. A IDIFf{?S `yeT--m t5 FV--6vt?D L.6qZ4eF ST0g_t1S.
** * OPe-AATIDA ? F 1Ai AT_r lAtk-F_ A64,5 co l "T TO g`c ? ?cwr,?b
w11-4 rl4E CITY 01r- }.
6/30/2005
EXTENDED DRY DETENTION BASIN #4 CALCULATIONS
Drainage Area = DA = 12.68 ac
Impervious Area = 2.83 ac
% Impervious Cover : I = 22.3%
1" Rainfall Event= Rv = 0.05 + 0.0091 = 0.05 + 0.009(22.3) = 0.251
Volume = Rv(DA) = 0.251" (12.68 ac)(1712")(43,560 sf/1 ac) = 11539 cf
(VOI)Run.H = 11,539 cf 1 " Elev. 273.30
(V01)2-year= 18,703 cf 2-Yr Elev. 276.90
(V01)to-Year= 33,118 cf 10-Yr Elev. 278.80
(V01)too-year= 54,300 cf 100-Yr Elev. 279.30
(V014,11= 63,858 cf Berm Elev. 280.50
Freeboard 1.2'
BASIN VOLUME
Water
Level
ft Surface
Area
sf Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 0 269.5 0 0
0.5 970 270 243 243
1.5 2,380 271 2,675 2,918
2.5 2,970 272 3,295 6,213
3.5 3,620 273 3,970 10,183
4.5 4,320 274 4,700 14,883
5.5 5,080 275 5,485 20,368
6.5 5,890 276 6,325 26,693
7.5 6,760 277 7,225 33,918
8.5 7,690 278 8,185 42,103
9.5 8,680 279 9,200 51,303
10.5 9,720 280 9,990 61,293
11 10,260 280.5 2,565 63,858
Use 4'x 8' RTCB with (4) 8" openings
Weir Elevation = 278.80
Qweir = Qtoo" (Qt0)max = Cwl_htoo 312
Qweir = 45.32 cfs - 19.54 cfs = 25.78 cfs
cw = 3.0
L = 24'
ht00 = 0.5-
1 00-Year Elevation = 278.8 + 0.5'
= 279.30
Pipe size to drain temporary pool in 2 days
Q = (11539 cf/48 hr)(1 hr/3600 s) = 0.07 cfs
Try 1.25" diameter pipe
Average head = h = 3.872 - 0.0521'= 1.85'
Q = cdA(2gh)o-s = 0.6(0.0085)[2(32.2)(1.85)]^0.5
Q = 0.06 cfs - Therefore use 1.25" diameter pipe
(Qto)max = 0.6(0.0085)[2(32.2)(4.65)]^0.5 = 0.09 cfs
PHC_Detention 4.xls
f -.. M--:- LL A
P
BASIN # 4 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM =
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (OP)
Design Storm = 2 -YR
T,= 2.65 MIN -- USE 5.00 MIN
NPOST = 5.76 IN/HR
ON-SITE RUNOFF TO POND
(POST)
Qn = c(IJA = 15.85 CFS
OFF-SITE RUNOFF TO POND
Qn = C(I,JA = 11.02 CFS
TOTAL RUNOFF TO POND
(POST)
Q, = c(I,JA = 26.87 CFS
RUNOFF AWAY FROM POND
(POST)
QAWAY = c(I,JA = 3.28 CFS
MAXIMUM RELEASE
O'A'. = Opre - AOaway = 15.62 CFS
'(PRE)
Qn = C(IrJA =
(PRE)
Qn = C(IJA =
(PRE)
QAWAY = C(In)A =
COMPUTE DEPTH OF RUNOFF (O,,.)
Pn= 3.60 IN
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 3.51
Q' _ (P,-0.2S)2/(P„+0.8S)
On = 1.31 IN
2 YR - 24 HR PRECIP
1,=.2S= 0.70
DAON = 5.85 ACRES
DAOFF = 6.83 ACRES
DAAWAY = 0.98 ACRES
DA= 12.68 ACRES
H = 26 FEET
L = 460 FEET
CPOST = 0.47 (36%)
CPSE = 0.20
COFF = 0.28 (11%)
CAWAY = 0.58 (50%)
CN = 74 (36%)
6.74 CFS
17.77 CFS
1.13 CFS
RALEIGH, NC
PHC_Detention 4.xls MID
2-YR DESIGN STORM - 613012005
CALCULATE TIME TO PEAK
Tp = VOLUME/1.39QP
TP =
= Q'DA/1.39QP
21.0 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + 0 AWAY Q)Tp
S„ = 14,176 CF+25% = 17,721 CF
STAGESTORAGE
WATER
LEVEL SURFACE
AREA
SF _ ELEVATION INCREMENTAL
VOLUME
C ACCUMULATED
VOLUME
C
0 3,830 273.3 0 0
274 0 2,852
1.70 5,080 275.0 4,700 7,552
2.70
3.70 6,760 277.0 6,325 19,363
70 __ -„ 769 'Q.. i__ _ __ _. _ _: _278.Q -..
5.70 8,680 279.0 8,185 34,773
6 70. 280.0 _ 9,200_ . 43,973
7.20 10,260 280.5 4,995 48,968
2 -YR STORM ELEV. = 276.90
STAGE DISCHARGE OP = 26.87 CFS 18.5 ' ORIFICE
WATER • ACCUMULATED
LEVEL ._ D FLOW _='`
( D..=.1.54 , .. , . ? (CFS)
0 0 0
1.46 .-__ , _ ...
0.97 7.57
..... 25....__ ..?.?_? 1.`.62...,.._.._._ ?v..._._a,._11 82 ..._..?a ?.
3.5 2.27 14.85
45
5.5 3.57 19.55
51 _
7.5 4.86 23.32
8.5 ;z_.
LL 5 51 ....._
_ -..... _. 24.99
9.5 6.16 26.56
-.10.5 ? -• - -,-_6.81 "" - . - ?-- 28.04. .
2 -YR STORM PEAK = 15.09 CFS
K= 4.12
Op = CaA(2gh)o.s
Ca = 0.6
A= 1.87
g = 32.2
IF HW/D<1, Op = K(stage)' S
PHC_Detention 4.xls
2-YRDESIGN STORh1- 613012005 PLD
CHAINSAW ROUTING TABLE
0, = 26.87 CFS
MAX RELEASE = 15.62 CFS
Tp = 21.0 MIN
dT = 4 MIN
U TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 4 2.3 0.00 0 0 0
3 8 8.5 0.56 0.56 0.14 0.40
4 12 16.4 1.95 2.51 0.62 2.17
5 16 23.3 3.42 5.93 1.36 6.69
6 20 26.7 3.98 9.92 2.13 10.25
7 24 25.5 3.95 13.87 2.83 12.82
8 28 20.6 3.05 16.92 3.31 14.28
9 32 16.1 1.52 18.44 3.55 14.98
10 36 12.6 0.26 18.70 3.60 15.09
11 40 9.8 -0.61 18.10 3.50 14.85
12 44 7.7 -1.21 16.89 3.31 14.27
13 48 6.0 -1.59 15.30 3.06 13.51
14 52 4.7 -1.81 13.49 2.77 12.64
15 56 3.6 -1.91 11.58 2.43 11.54
16 60 2.8 -1.89 9.68 2.09 10.07
17 64 2.2 -1.73 7.95 1.77 8.73
18 68 1.7 -1.56 6.38 1.45 7.28
19 72 1.4 -1.33 5.05 1.17 5.54
20 76 1.1 -1.01 4.05 0.95 4.24
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For 0 < t < 1.25 Tp
For t > 1.25 Tp
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
Q = Op (1 - cos 7i t 1
2 Tp
Q = 4.34 Op e1-1 30 i Utpu
STORAGE _ (INFLOW(c1s) - OUTFLOW(cfs)1 ' DTIME(min) ' 60 sec
1 (min)
CONCLUSION: MAXIMUM DISCHARGE FROM THE SYSTEM IS 15.09 CFS (WATER ELEVATION - 276.9)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 15.62 CFS FOR A 2-YR STORM.
DESIGN IS ACCEPTABLE.
PHC Detention 4.xls PLD
2-YR DESIGN STORAI - 6/30/2005
BASIN # 4 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM =
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (Od
Design Storm = 10 -YR
T,= 2.65 MIN -- USE 5.00 MIN
(IJPOST = 7.22 IN/HR
ON-SITE RUNOFF TO POND
(POST)
0,, = C(I,JA = 19.86 CFS
OFF-SITE RUNOFF TO POND
0, = C(I,JA = 13.81 CFS
TOTAL RUNOFF TO POND
(POST)
OA = C(I,JA = 33.67 CFS
RUNOFF AWAY FROM POND
(POST)
QAWAY = C(ln)A = 4.11 CFS
MAXIMUM RELEASE
Qa6ow = Qpre - AOawal = 19.57 CFS
'(PRE)
On = C(I,JA =
(PRE)
On = C(I,JA =
(PRE)
QAWAY = C(I,JA =
COMPUTE DEPTH OF RUNOFF (0,,.)
P„= 5.38 IN
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 3.51
0' _ (P,; 0.2S)Z/(Pr,+0.8S)
Or,' = 2.67 IN
PHC_Detention 4.xls
10-YR DESIGN STORM - 613012005
10 YR - 24 HR PRECIP
1a=.2S= 0.70
DAON = 5.85 ACRES
DAOFF = 6.83 ACRES
DAAWAY = 0.98 ACRES
DA= 12.68 ACRES
H = 26 FEET
L = 460 FEET
CPSST = 0.47 (36%)
CPRE = 0.20
COFF = 0.28 (11%)
CAWAY = 0.58 (50%)
CN = 74 (36%)
8.45 CFS
22.26 CFS
1.42 CFS
RALEIGH, NC
PLD
CALCULATE TIME TO PEAK
Tp = VOLUME/1.390p
Tp =
= Q'DA/1.390p
34.2 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q . PRE Q + A AWAY O)Tp
Sn = 28,927 CF+25% = 36,159 CF
STAGESTORAGE
WATER
LEVEL
_. SURFACE
AREA
SF ELEVATION INCREMENTAL
VOLUME
CF ACCUMULATED
VOLUME
CF
0 3,830 273.30 0 0
0.70. 4,320. .:: " 274 Q _ , . 2,852 2,852
1.70 5,080 275.0 4,700 7,552
236 .:. 5,890 _:. ... ._ . ., . .. 276 0 .. 5,485 _ 13,038.. .. .
3.70 6,760 277.0 6,325 19,363
4.70 -. 7.690 _-__278 7,225.. _ ... _._ . - ,.. 26588
5.70 8,680 279.0 8,185 34,773
9,720.. 280.0 9,200 . ,.. .. 43,973 `.
7.2 10,260 280.5 4,995 48,968
10 -YR STORM ELEV. = 278.80
01AUtUlbLHA HUt Up= 33.67Gh5
WATER.., HW ACCUMULATED .
LEVEL - D -:_FLOW
(F) D = 1.54 (CFS) _
0 0 0
_ _.: 0 5 ?
. .. 0:32. ....?_ ... .. . _.. _1m..? .......?
1.5 0.97 7.57
1:62 ...11 82 , , ...
3.5 2.27 14.85
?... 4 `?...... :...... 2 92 . _.. ?.. _ ?.. .,. ? 1736 ....? . .
Y
5.5 3.57 19.55
w
7.5 4.86 23.32
-8.5 5.5 24.
9.5 6.16 26.56
10.5 6.81 _ 2804
10 -YR STORM PEAK = 19.54 CFS
18.5 ' ORIFICE
K= 4.12
Op = CaA(2gh)os
Ca = 0.6
A= 1.87
g = 32.2
IF HW/D<1, Op = K(stage)' S
PHC_Detention 4.xls plifl
10-YR DESIGN STORM - 6/30/2005
CHAINSAW ROUTING TABLE
0, = 33.67 CFS
MAX RELEASE = 19.57 CFS
Tp = 34.2 MIN
dT = 4 MIN
Vi TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 4 1.1 0.00 0 0 0
3 8 4.3 0.27 0.27 0.07 0.19
4 12 9.2 1.00 1.27 0.31 0.91
5 16 15.1 2.00 3.26 0.79 3.22
6 20 21.3 2.86 6.13 1.40 6.94
7 24 26.8 3.44 9.56 2.07 9.98
8 28 31.0 4.04 13.60 2.79 12.70
9 32 33.3 4.40 18.00 3.48 14.80
10 36 33.4 4.45 22.44 4.13 16.42
11 40 31.3 4.08 26.53 4.69 17.78
12 44 27.4 3.25 29.78 5.09 18.65
13 48 23.6 2.11 31.89 5.35 19.21
14 52 20.2 1.05 32.94 5.48 19.49
15 56 17.4 0.18 33.12 5.50 19.54
16 60 14.9 -0.52 32.60 5.43 19.40
17 64 12.8 -1.07 31.53 5.30 19.12
18 68 11.0 -1.51 30.02 5.12 18.71
19 72 9.5 -1.85 28.17 4.89 18.22
20 76 8.1 -2.10 26.07 4.63 17.64
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For 0 < t < 1.25 Tp
For t > 1.25 Tp
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
0 = -0-P-11 -Cos CT -101
2 Tp
O = 4.34 Op ei_' 30 vTpu
STORAGE _ (INFLOW(cfs) - OUTFLOW(cfs)] ' DTIME(min) ' 60 sec
1 (min)
CONCLUSION: MAXIMUM DISCHARGE FROM THE SYSTEM IS 19.54 CFS (WATER ELEVATION - 278.8)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 19.57 CFS FOR A 10-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 4.xls M10-YR DESIGN STORM - 613012005
279.30 - MAX. 100-YR WATER SURFACE ELEVATION
10' BERM - 280.5 PROPOSED 4'x4' PRE-CAST BOX 278.80 - MAX. 10-YR WATER SURFACE ELEVATION
(REFER TO DETAIL) 276.90 - MAX. 2-YR WATER SURFACE ELEVATION
PROVIDE 1.25' PERFORATED, 273.30 - 1' RUNOFF WATER SURFACE ELEVATION
THREADED PVC OR METAL
PIPE W/ CAP & BRACKETED
TO CS WALL
12' RCP OUTLET PIPE r/3
ANTI-SEEP ?ii;! 27.
COLLAR

BO TTOM - 269.5
35' BOTTOM WIDTH

EXTENDED DRY BASIN #4 CROSS-SECTION
(PRE -CAST BOX #??.)
SCALE: N.T.S.
PROPOSED 4'x8' PRE-CAST RTCB
(REFER TO DETAIL)
10' BERM - 280.5
30' RCP OUTLET PIPE -
ANTI-SEEP
COLLAR

279.30 - MAX. 100-YR WATER SURFACE ELEVATION
278.80 - MAX. 10-YR WATER SURFACE ELEVATION
276.90 - MAX. 2-YR WATER SURFACE ELEVATION
273.30 - 1' RUNOFF WATER SURFACE ELEVATION

BOTTOM - 269.5
35' BOTTOM WIDTH
EXTENDED DRY BASIN #4 CROSS-SECTION
(RAISED-TOP CATCH BASIN #??.)
SCALE: N.T.S.

DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name: WAI!f E
Contact Person: 'D4Nn1y oW Phone
Level Spreader ID:. 5A4IN , 5)
Level Spreader Length 12 ft
Drainage Area g. IZ ac.
Impervious Area 4.O(o ac.
Maximum Filter Strip/Buffer Slope 14Z
grass
Max. Discharge from a 10 Year Storm 1(0.1A cfs
Max. Discharge to Level Spreader 0-12- cfs
Filter Strip/Buffer Vegetation M V I?
CEAS Metir)
Pre-treatment or Bypass Method 2KJ t r--T X1^104
IL REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader) +*,
(on-site and off-site drainage to the level spreader) *0
(6% for forested, leaf littler cover, 8% for thick ground cover)'
To 16YPAe,.5
(thick ground cover or grass, canopied forest with leaf litter
roundcover
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 worksheot 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
- mac{{ 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.
f a Pre-Form Scour Holes are on flat slopes only
DI/ No structures are located in protected buffers' OnJL'y FVS F, pr IzAP A' o
C FoQ g ASS '?)
If bypass method specified in the Draft Level Spreader Design Option Document: Y? SySrEM .
12Lf Bypass method is specified (if applicable) and plan details and calculations are provided
'bL I+ Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
12LAF No structures are located in protected buffers. (OtILy FE,- If' Z1
'DLL-4 Plan details for the bypass and outlets are provided. ; ? ? ?1 ,w? foiz- " 1 I p v P
* ?K The operation and maintenance agreement includes annual erosion and vegetation repair.
54 4: Ac The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in sodas 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.
+4: VfM464ll; To t,EVE? Srgr-APeR IS Ftzo?l JDAfjo Fit F4T t' rf
FKAI AJ L.L . 4 6`???'s ?'YS "?1 k s ?(LOV Lt?p rrr- g? STO t'1S.
* * OPe4zAT orl >% F1ArAT-F Anlc? A4?M ?T TZ Y c 6)C E'FC-V.TEt7
Wt-rl,t r E CITY 01F- TAL-EI44-
6/30/2005
EXTENDED DRY DETENTION BASIN #5 CALCULATIONS
Drainage Area = DA = 8.12 ac
Impervious Area = 4.06 ac
% Impervious Cover : I = 50.0%
1 " Rainfall Event = Rv = 0.05 + 0.0091 = 0.05 + 0.009(50) = 0.5"
Volume = Rv(DA) = 0.5" (8.12 ac)(1712")(43,560 sf/1 ac) = 14738 cf
(VOI)R,,?f1= 14,738 cf 1" Elev. 265.60
(VOI)2•Yeaf = 24,922 Cf 2-Yr Elev. 267.97
(Vol)10-Year= 41,877 Cf 10-Yr Elev. 269.21
(V0I)100-Year= 67,533 Cf 100-Yr Elev. 270.01
(VOI)Total = 95,035 cf Berm Elev. 271.50
Freeboard 1.49'
BASIN VOLUME
Water
Level
ft Surface
Area
sf Elevation

ft Incremental
Volume
cf Accumulated
Volume
cf
0 0 261.5 0 0
0.5 495 262 124 124
1.5 2,150 263 1,323 1,446
2.5 4,355 264 3,253 4,699
3.5 6,930 265 5,643 10,341
4.5 9,205 266 8,068 18,409
5.5 10,850 267 10,028 28,436
6.5 12,545 268 11,698 40,134
7.5 14,300 269 13,423 53,556
8.5 16,110 270 15,205 68,761
9.5 17,980 271 17,045 85,806
10
L-1 18,935 271.5 9,229 95,035
Use 4'x 4' RTCB with (4) 12" openings
Weir Elevation = 269.30
Qweir = Q100- (Q10)max = Cwl-h,00=
Qweir = 45.2 cis - 16.69 cis = 28.51 cfs
Cw = 3.0
L = 16'
h1DG = 0.71'
100-Year Elevation = 269.3 + 0.71'
= 270.01
Pipe size to drain temporary pool in 2 days
Q = (14738 cf/48 hr)(1 hr/3600 s) = 0.09 cfs
Try 1.5" diameter pipe
Average head = h = 4.172 - 0.0625'= 1.99'
Q = c,A(2gh)1.5 = 0.6(0.0123)[2(32.2)(1.99)]^0.5
Q = 0.08 cfs - Therefore use 1.5" diameter pipe
(Qto)max = 0.6(0.0123)[2(32.2)(3.85)]^0.5 = 0.12 cis
PHC_Detention 5.xls
BASIN # 5 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (Od
Design Storm = 2 -YR
T, = 2.65 MIN -- USE
(In)POST = 5.76 IN/HR
ON-SITE RUNOFF TO POND
(POST)
On = C(IJA = 16.01 CFS
OFF-SITE RUNOFF TO POND
On = C(IJA = 10.79 CFS
TOTAL RUNOFF TO POND
(POST)
Qn = C(IJA = 26.80 CFS
RUNOFF AWAY FROM POND
(POST)
OAWAY = c(IJA = 4.65 CFS
MAXIMUM RELEASE
OaEow = Oae - AQaway = 13.79 CFS
COMPUTE DEPTH OF RUNOFF (0,,.)
Pn= 3.60 IN
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 2.82
5.00 MIN
'(PRE)
On = C(IJA =
(PRE)
On = c(QA =
(PRE)
OAWAY = c(IJA =
2 YR - 24 HR PRECIP
la =.2S = 0.56
Q' _ (Pn-0.2S)z/(Pn+0.8S)
On. = 1.57 IN
DAON = 5.24 ACRES
DAOFF = 2.88 ACRES
DAAWAY = 1.39 ACRES
DA= 8.12 ACRES
H = 26 FEET
L = 460 FEET
CPOST = 0.53 (45%)
CPRE = 0.20
COFF = 0.65 (60%)
CAWAY = 0.58 (50%)
CN = 78 (45%)
6.04 CFS
16.83 CFS
1.60 CFS
RALEIGH, NC
PNC_Detention 5.xls j2-YR DESIGN STORM - 6/30/2005
CALCULATE TIME TO PEAK
Tp = VOLUME/1.390p
TP =
= Q'DA/1.39QP
22.4 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + A AWAY Q)Tp
S„ = 17,488 CF+25% = 21,860 CF
STAGE STORAGE
WATER
'LEVEL SURFACE
AREA
SF ELEVATION INCREMENTAL
VOLUME
CF ACCUMULATED
VOLUME
_ C .
0 8,295 265.6 0 0
0.4-011.1-1- ..?._:.. 9,205
_ ._.._...__ 266 0
- ..? .. _..... _ ... 3.500
_. _ _. w_._... _
....
1.40 10,850 267.0 10,028 13,527
r 2.40,._ ?, _- X2,545 ,, ,:• . _. . ; _ 2680 : ..... .. ..... ... ..11,698. 2
3. 14,300 269.0
- 13,423 38,647
4.40 ,

--
161
1.0.:.? -
270.0

205
15--

3 852
5.40 17,980 271.0 17,045 70,897
.5-.90 18,935 271.5 .9,229... __...?.. 80126
2 -YR STORM ELEV. = 267.97
SIAUtUIbL;HA HGt UP= 26.80 CFS
WATER HW - ACCUMULATED
LEVEL :. _ D ' FLOW._
' (FT) D =.1.63. ' (CFS) ,
0 0 0

^ 154 :
1.5 0.92 7.98
12.97
' ?._.. _
3.5 2.15 16.37
F 2.77
5.5 3.38 21.62

~
~ 82 -
7.5 4.62 25.82

a 23 __ ?.. 2769 .._..: ..
9.5 5.85 29.43

2 -YR STORM PEAK = 12.34 CFS
19.5 " ORIFICE
K = 4.35
OP = CaA(2gh)"
Cd = 0.6
A = 2.07
g = 32.2
IF HWID<1, Op = K(stage)1s
PHC_Detention 5.xls
2-YR DESIGN STORM - 613012005
CHAINSAW ROUTING TABLE
Q, = 26.80 CFS
MAX RELEASE = 13.79 CFS
Tp = 22.4 MIN
dT = 4 MIN
U TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
i 0 0 0 0 0 0
2 4 2.1 0.00 0 0 0
3 8 7.6 0.49 0.49 0.06 0.17
4 12 14.9 1.78 2.27 0.26 0.80
5 16 21.8 3.38 5.66 0.62 2.28
6 20 26.0 4.67 10.33 1.08 5.28
7 24 26.5 4.98 15.31 1.55 8.25
8 28 22.9 4.37 19.69 1.93 10.11
9 32 18.2 3.07 22.76 2.19 11.42
10 36 14.4 1.62 24.37 2.33 12.11
11 40 11.4 0.55 24.92 2.37 12.34
12 44 9.0 -0.22 24.70 2.35 12.25
13 48 7.2 -0.77 23.93 2.29 11.92
14 52 5.7 -1.14 22.79 2.19 11.44
15 56 4.5 -1.38 21.41 2.07 10.85
16 60 3.6 -1.52 19.89 1.94 10.20
17 64 2.8 -1.59 18.30 1.81 9.52
18 68 2.2 -1.60 16.70 1.67 8.84
19 72 1.8 -1.58 15.12 1.54 8.16
20 76 1.4 -1.53 13.58 1.40 7.37
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For0<t<1.25Tc
For t > 1.25 Tp
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
Q = Op (1 - cos (n t))
2 Tp
O= 4.34 Qp el-i JO( urv)i
STORAGE _ (INFLOW(cfs) - OUTFLOW(cfs)) ' DTIME(min) ' 60 sec
1 (min)
CONCLUSION: MAXIMUM DISCHARGE FROM THE SYSTEM IS 12.34 CFS (WATER ELEVATION - 267.97)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 13.79 CFS FOR A 2-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 5.xls
2-YR DESIGN STORh1 - 613012005
BASIN # 5 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM =
OFF-SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TO SYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OF WATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY) =
SCS CURVE NUMBER AFTER DEVELOPMENT =
ESTIMATE PEAK RUNOFF (OP)
Design Storm = 10 -YR
T, = 2.65 MIN -- USE 5.00 MIN
(1n)POST = 7.22 IN/HR
ON-SITE RUNOFF TO POND
(POST)
Qn = c(I,JA = 20.06 CFS
OFF-SITE RUNOFF TO POND
Qn = C(I,JA = 13.52 CFS
TOTAL RUNOFF TO POND
(POST)
Qn = c(I,JA = 33.58 CFS
RUNOFF AWAY FROM POND
(POST)
QAWAY = c(I,JA = 5.82 CFS
MAXIMUM RELEASE
Oj6 w = Qpre - Away = 17.27 CFS
COMPUTE DEPTH OF RUNOFF (0,.)
'(PRE)
Qn = c(I,JA =
(PRE)
Qn = C(I,JA =
(PRE)
QAWAY = c(1n)A =
Pn= 5.38 IN 10 YR - 24 HR PRECIP
ESTIMATE SOIL STORAGE
S = 1000/CN - 10 = 2.82 1,=.2S=
Q' _ (P,; 0.2S)?/(P,+0.8S)
On. = 3.04 IN
PHC_Detention 5.xls
10-YR DESIGN STORM - 613012005
0.56
DAON = 5.24 ACRES
DAOFF = 2.88 ACRES
DAAWAY = 1.39 ACRES
DA= 8.12 ACRES
H = 26 FEET
L = 460 FEET
CPOST = 0.53 (45%)
CPRE = 0.20
COFF = 0.65 (60%)
CAWAY = 0.58 (50%)
CN = 78 (45%)
7.57 CFS
21.09 CFS
2.01 CFS
RALEIGH, NC
PLD
CALCULATE TIME TO PEAK
TP = VOLUME/1.390P
TP =
= Q'DA/1.390P
34.6 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + A AWAY Q)TP
Sn = 33,846 CF+25% = 42,307 CF
STAGE STORAGE
WATER SURFACE ELEVATION INCREMENTAL ACCUMULATED
LEVEL AREA VOLUME VOLUME
SF (FT) (CF) (CF).
0 8,295 265.60 0 0
3,500 .. -31 -00-
1.40 10,850 267.0 10,028 13,527
268 0 t 698
... .. _ 25225
-J_..... -:.....:
3.40 14,300 269.0 13,423 38,647
4 40 __._:16 1-10- 270.0 _ 15 205 .
5.40 17,980 271.0 17,045 70,897
590. ; 181935..._..._. 2715._.._.... 9.?29,. .:.:. . ... ,. 804126 .;; .
10 -YR STORM ELEV. = 269.21
S i Atit URA MA HLit UP = 33.58 CFS
WATER HW ACCUMULATED -
LEVEL D FLOW
(Fn,.. 63 (CFS)
0 0 0
05 _ 0.31
._._...
_.._...?.._
.
? .
1.5 0.92 7.98
1297_.._-._
3.5 2.15 16.37

5.5 3.38 21.62
-w 65_
? _._. 4.00 , - -23.82
7.5 4.62 25.82
8 5 523 27.69 . .
9.5 5.85 29.43
10.5 6.46 f 31:08. `•
10 -YR STORM PEAK = 16.69 CFS
19.5 ' ORIFICE
K = 4.35
OP = CaA(2gh)o.s
Ca = 0.6
A = 2.07
g = 32.2
IF HW/D<1, Op = K(stage)1-5
PHC_Detention 5.xls
10-YR DESIGN STORM - 613012005
CHAINSAW ROUTING TABLE
Op = 33.58 CFS
MAX RELEASE = 17.27 CFS
Tp = 34.6 MIN
dT = 4 MIN
U TIME
(MIN) INFLOW
(CFS) STORAGE
(103 CF)
IS AS STAGE
(FT) OUTFLOW
(CFS)
1 0 0 0 0 0 0
2 4 1.1 0.00 0 0 0
3 8 4.2 0.26 0.26 0.03 0.09
4 12 9.0 0.99 1.26 0.14 0.44
5 16 14.8 2.06 3.32 0.38 1.16
6 20 20.9 3.28 6.59 0.71 2.88
7 24 26.4 4.32 10.91 1.14 5.65
8 28 30.7 4.98 15.88 1.60 8.49
9 32 33.1 5.32 21.20 2.06 10.76
10 36 33.4 5.37 26.57 2.50 12.97
11 40 31.6 4.91 31.48 2.87 14.22
12 44 27.9 4.17 35.65 3.18 15.27
13 48 24.0 3.03 38.68 3.40 16.04
14 52 20.7 1.91 40.59 3.53 16.45
15 56 17.8 1.01 41.60 3.59 16.64
16 60 15.3 0.27 41.88 3.61 16.69
17 64 13.2 -0.33 41.54 3.59 16.62
18 68 11.3 -0.83 40.71 3.54 16.47
19 72 9.7 -1.24 39.48 3.45 16.22
20 76 8.4 -1.55 37.92 3.35 15.85
INFLOW CALCULATED USING THE FOLLOWING FORMULAS:
For0<I<1.25Tp
For t > 1.25 Tp
O = QP 11 - cos n 1)]
2 Tp
Q = 4.34 Op e1130 ( UTp)l
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
CONCLUSION:
STORAGE _ (INFLOW(cfs) - OUTFLOW(cfs)] ' DTIME(min) ' 60 sec
1 (min)
MAXIMUM DISCHARGE FROM THE SYSTEM IS 16.69 CFS (WATER ELEVATION - 269.21)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 17.27 CFS FOR A 10-YR STORM.
DESIGN IS ACCEPTABLE.
PHC Detention 5.xls
10-YR DESIGN STORM - 613012005

270.01 - MAX. 100-YR WATER SURFACE ELEVATION
10' BERM - 271.5 PROPOSED 4'x4' PRE-CAST BOX 269.21 - MAX. 10-YR WATER SURFACE ELEVATION
(REFER TO DETAIL) 267,97 - MAX. 2-YR WATER SURFACE ELEVATION
PROVIDE 1.25' PERFORATED, F265.60 - 1' RUNOFF WATER SURFACE ELEVATION
F TTHR
PIPE O CB WALCAP L & BRACKETED
EXTENDED DRY BASIN #5 CROSS-SECTION
(PRE-CAST BOX #??)
SCALE N.T.S.
270.01 - MAX. 100-YR WATER SURFACE ELEVATION
10' BERM - 271.5 269.21 - MAX. 10-YR WATER SURFACE ELEVATION
PROPOSED 4'x4' PRE-CAST RTCB 267.97 - MAX. 2-YR WATER SURFACE ELEVATION
(REFER TO DETAIL) 265.60 - 1' RUNOFF WATER SURFACE ELEVATION
21
3:1 2% 4 \'30
. 1
30' RCP OUTLET PIPE -? / BOTTOM - 261.5
ANTI-SEEP COLLAR --- J/ L VARIABLE WIDTH BOTTOM
EXTENDED DRY BASIN #5 CROSS-SECTION
(RAISED-TOP CATCH BASIN #??)
SCALE: N.T.S.
07/27/2005 16:16 9198457709 PIEUIONT LAND DESIGN PAGE 02/02
Piedmont Land Desna, LLP i
8522-204 Six Forks Road - Raleigh, NC 2W
March 3, 2005

• [phone] - Fax: [phone]
Peyton Hall
Stillmeadow Drive and Wedgewpgd Road
Raleigh, North Carolina
Impervious Area Calculations
Total Site Area.;-- 42.06 arcs
Impervious Areas
Lot 1 40,000 sf
Lot 2 - 116 (2,500 s each) 287,500 sf
Pump Station and D 've 3,600 sf
Right of Way _ 211,400 sf
Total 542,500 sf
12.45 acres
Impervious Area Percentage = (12.45/42.06) 100 = 29.60 %
Since the percentage of impervio` s; area is less than 30%, no stortuwater measures are required to
meet Division of Water Qualit 'or U.S. Army Corps of Engineers requirements. However
stomwater measures are required to meet the City of Raleigh stormwater quantity control
requirements. Dry detention pond$ will be provided to meet this requirement.
Ciyil Engineers - Landscape Archilecls - Land Planners
I

Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Kerr T. Stevens
Division of Water Quality
Draft Level Spreader Design Options Version 1.0
October 10, 2001
Using Level Spreaders to Provide Diffuse Flow Through Buffers for Compliance with Riparian Area Protection Rules
Level spreaders are one means of providing diffuse flow through protected buffers. It is always preferable to not
concentrate stormwater initially and provide as many outfalls as possible. This can reduce or even eliminate the need for
engineered devices to provide diffuse flow. However, this is not feasible in many cases. Some buffer protection rules such
as the Neuse, Catawba, and Tar-Pamlico Riparian Area Protection Rules do not allow direct discharges of stormwater
through the protected buffers. However, it is "allowable" with written approval from the DWQ to provide best management
practices (BMPs) that remove the nutrients or pollutants in question in order to discharge directly through the buffer.
These measures could include the use of the buffer itself as a forested filter strip, for instance, to remove the desired
substances. In addition to providing diffuse flow, level spreaders can be used to distribute flow into filter strips.
There are certain criteria that apply to every design that utilizes level spreaders to provide diffuse flow:
1) The entire system must safely pass a 10 year storm event without failing or causing erosion, gullies or rills.
2) The design of the level spreader must take into consideration site specific conditions such as topography, vegetative
cover, soil and other geologic conditions. If diffused flow is not attainable based on site conditions they should not be
used. (i.e. the slope of the natural ground away from or parallel to the level spreader should be relatively smooth in
the direction toward the stream so that the flow will not reconcentrate.)
3) Level spreaders should have a minimum length of ten feet and an absolute, maximum length of 300 feet.
4) It is always easier to keep flow distributed than to redistribute it after collection.
5) The type and amount of vegetative ground cover must also be considered.
6) Level spreaders must be level.
Level Spreader Design Options:
Conventional level spreader design option where entire discharge is passed through the level spreader with
no bypass conveyance for larger storms:
• For grass or thick ground cover vegetation:
i)13 feet of level spreader for every 1 cfs flow (Based on Q10 discharge)
ii) maximum length of 300 feet per level spreader
iii) Slopes of 8% or less from level spreader to top of stream bank
• For forested areas with little or no ground cover vegetation:
i) 100 feet of level spreader for every 1 cfs flow (Based on Q10 discharge)
ii) maximum length of 300 feet per level spreader
iii) slopes of 6% or less from level spreader to top of stream bank
Another conventional level spreader design technique that can be used to accommodate steeper slopes where grading is
allowed or exempt in zone 2 of protected buffers is to provide level spreaders in series as follows:
• Can be used on slopes of up to 15% for forested areas and 25% for grass or thick ground cover
• Structural level spreader just outside of zone 2 followed by a grassed berm level spreader just outside of zone 1
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/ncwetiands/
Page 2 of 2
• Maximum Q10 discharge of 1 cfs per 100 feet of level spreader for forested areas and 1 cfs per 13 feet of level
spreader for grass or thick ground cover
In some instances, because of topography, the size and imperviousness of the drainage area, or other site constraints,
conventional level spreader designs are not appropriate. However, there are alternative designs, like the ones listed
below, that would allow a level spreader to function properly by bypassing the larger discharge events. This is based on
the assumption used in designing most water quality BMPs that the "first flush" of stormwater discharge contains the
most substances of concern. These other alternatives are "allowable (require written approval from DWQ)" for protected
buffers in the Neuse, Tar-Pamlico and Catawba basins, but would not be allowable in protected buffers of the Randleman
watershed.
Level spreader with bypass for larger drainage areas that require 85% TSS removal or where lateral constraints limit the
level spreader length severely:
• Dry detention basin designed per NCDENR Stormwater BMP Manual* sized to detain 1" rain and release it over 2-5
days* through a level spreader.
• Level spreader length based on the maximum release rate discharge
• Discharges from greater than a 1" rain can be bypassed via an appropriate conveyance such as a grassed swale (rip
rap lined ditch or pipe may be used if necessary)
• Maximum discharge of 1 cfs per 100 feet of level spreader for forested areas and 1 cfs per 13 feet of level spreader
for grass or thick ground cover
*( in order to meet 85% TSS Removal criteria)
Another bypass alternative can be used that would not be considered to remove 85% TSS:
• Detention basin such as a type B silt basin preceding the level spreader
• Level spreader length based on the 1" per hour intensity storm
• A system designed to bypass the greater than 1" in per hour intensity storm through an appropriate conveyance such
as a grassed swale (rip rap lined ditch or pipe may be used if necessary)
• Maximum discharge of 1 cfs per 100 feet of level spreader for forested areas and 1 cfs per 13 feet of level spreader
for grass or thick ground cover
Yet another design that can be used in very specific areas with virtually flat slopes is a Preformed Scour Hole with a Level
Spreader Apron (typical detail attached):
• Discharge area must have virtually flat slopes such as those in flood plains or wetlands
• Must be located outside of zone 2
• B = 3 x discharge pipe size for pipes of either 15 or 18 inches B= base width (see detail)
• Maximum allowable discharge (Q10) of 6 cfs for a 15 inch pipe and 10 cfs for an 18 inch pipe
• Minimum apron width of 4 feet.
Any of the above options will be considered acceptable if designed in accordance with the outlined criteria. Please keep in
mind that some of the above practices may still require written approval, for instance when a direct bypass discharge is
proposed through a protected buffer in the Neuse or Tar-Pamlico River Basin.
FLn`,J IE Vi

r-
us f) I,•

or ::t-
:?• ,_ IeI
'r t. r For)
I+:11 :I+I - u.

C

10/13/01
JLIL-28-2005 11:34 FROM:DWQ-WETLANDS 9197336893 TO:98469467 P:2/7
FF?Q?
qi(3'M,
Michael F. J3asicy, Governor
William G. Ross Jr., Secretary
North Carolina Depamncnt of Environment and Natural Resources
P `C
January 12, 2005
Helen T. Lattimore
3122 Eton Road
Raleigh, CN 27608
Subject Property: Peyton Hall Subdivision
UT;Rocky Creek
Alan W. Klimek, P.$. DircCtor
Division of Water Quality
DWQ Project 4t 04-1934
Wake County
Page 1 of 4
Approval of 401 Water Quality Certifleationt and Authorization Certificate per the Neuse
River Buffer Protection Rules (15A NCAC 2B.0233) with Additional Conditions
Dear Mr. Lattimore:
You have our approval., in, accordance with the attached conditions and those listed below, to
place fill within or otherwise impact 198 feet of perennial. streams, 95 feet of intermittent
streams, 18,245 square feet (fe) Zone 1 buffers and 12,272 square feet (ft) Zone 2 of protected
riparian buffers for the purpose of constructing a residential subdivision at the subject property,
as described within your application dated December2, 2004 and received by the N.C. Division
of Water Quality (DWQ) on December 2, 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) 39 when issued by the
US Army Corps of Engineers (USACE). This letter shall also act as your approved.
Authorisation 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 Nojl-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. 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 i1i 15A NCAC 2H.0506 (h). This approval .requires you to follow the
conditions listed in the attached certification and any additional co-dit'i.ons listed below.
IV it hCarotina
401 Ov©rslghVFxprass RGAaw Unit d?QllldXlllj/
1 G50 Mall S©r*a Cantor, R3lslgh, North Carolina 27699-1650
2321 Crablmo Ooulevard, Sulte 250, Ralalah, North Carolina 27601
Phom: 919.733.1765 / FAX [phone] Intomat hitpl/h2o.nnr.*tzte.no.m/ncwetlands
JUL-28-2005 11:35 FRON:DWO-WETLANDS 9197336893 TO:98469467 P:3/7
Helcn L.'Ittimoze
Page 2 of 4
January 12, 2005
The Additional, Conditions of the Certification are:
Impacts Approved - The following impacts are hereby approved as Ion- 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
(Units Plan Location or Reference
Stream - Perennial 198 (feet)
Stream - Intermittent . 95 feet
Buffers - Zone 1 . 18,7115 (square ft.)
Buffers - Zone 2 ` 12,272 (square ft.)
2. Erosion & Sediment Control Practices - Erosion and sediment control practices must be in
full compliance with all specifications governing the proper design, installation and operation
and maintenance of such Best Management Practices in order to protect surface waters
standards:
a. The erosion and sediment control measures for the project must be designed,.
installed, operated, and maintained in accordance with the most recent version of the
North Carolina Sediment and Erosion Control Planning and. Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion
control measures must be such that they equal, or exceed, the requirements specified
in the most recent version of the North Carolina Sediment and Erosion Control
Manual. The devices shall be maintained on all construction sites, borrow sites, and
waste pile (spoil) projects, including contractor-owned or leased borrow pits
associated with the project.
3. No Waste, Spoil, Solids, or Fill of Any Kind - No waste, spoil, solids, or fill of any kind
shall occur in wetlands, waters, or riparian areas beyond the footprint of the impacts
depicted in the Pre-Construction Notification. All construction activities, including the
design, installation, operation, and maintenance of sediment and erosion control. Best
Management Practices, shall be performed so that no violations of state water quality
standards, statutes, ior rules occur.
4. 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.
5. 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.
JUL-28-2005 11:35 FROM:DWO-WETLANDS 9197336993 TO:98469467 P:4/7
Helen Lattimore
Page 3 of 4
January 12, 2005
6. Written Storrmwater Management Plan - An additional condition is that a final, written
stormwater management plan (including a signed and notarized Operation and
Maintenance Agreement) shall be approved in. writing by this Office before the impacts
specified in this Certification occur per Condition No. 4 in GC No. 3402. The stormwater
management plan must include plans and specifications for stormwater management:
facilities that are appropriate for surface waters classified as Class C and designed to
remove 85% TSS according to the most recent version of the NC DENR Storiawater Best
Management Practices Manual. These facilities must be designed to treat the runoff from
the entire project, unless otherwise explicitly approved by the Division of Water Quality.
Also, before any permanent building is occupied at the subject site, the facilities (as
approved by this Office) shall be constructed and operational, and the stormwater
management plan (as approved by this Office) shall be implemented. The structural
stormwater practices as approved by this Office as well as drainage patterns must be
maintained in perpetuity. No changes to the structural stormwater practices shall be made
without written authorization from the Division of Water Quality.
7. Deed of Notificatiolp - Deed notifications or similar mechanisms shall be placed on all
retained jurisdictional wetlands, waters and protective buffers in. order to assure
compliance for future wetland, water and buffer impact. These mechanisms shall be put
in place prior to impacting any wetlands, waters and/or buffers approved for impact under
this Certification Approval and Authorization Certificate. A sample deed notification can
be downloaded from the 401/Wetfands Unit web site at
,http://h2o.enr.state.tic.us/ncwet.lands.
S. Compensatory Mitigation Using the Ecosystem Enhancement Program (EEP) -
Mitigation must be provided for the proposed impacts as specified in the table below. We
understand that you wish to make a payment to the Wetlands Restoration Fund
administered by the NC Ecosystem Enhancement Program (EEP) to meet this mitigation
requirement. This has been. detexnu_ned by the DWQ to be a suitable method to meet the
mitigation requirement. 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 a 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 Wetlands Restoration Fund
to meet the following compensatory mitigation requirement:

Compensatory Mitigation
Required River and Sub-basin
Number
Stream 198 (feet)
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 Permit.
JUL-28-2005 11:35 FRON:DWO-WETLANDS 9197336893 TO:98469467 P:5/7
Helcn Latti uzom
Page 4 of 4
January 12, 2005
If you do not accept any of the conditions of this Certification (associated with the approved
wetland or stream impactt), 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 150E 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 Neese 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
7arzecki. at 919-733-9726.
AWKJbs
Enclosures: GC 3402
Certificate of Completion
Sincerely,
J
,Alan W. Klimek, P.E.
cc: Sean Clark, S&EC, Inc., 11010 Raven Ridge Road, Raleigh, NC 27587
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
N.C. Ecosystem Enhancement Program
File Copy
Central Files
Filename: 04-1934 Peyton Hall Subdivision (Wake) 401 NBR
JUL-28-2005 11:35 FR0N:DWQ-WETLANDS 9197336893 T0:98469467 P:6/7
w a r?RQ?
o -c
Michael F. Easley, Govemor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Rc;vurccs
Alin W. Mimck. P.L_ Director
Division of Water Quality
North) Carolina Division of. Water Quality
401 Water Quality Certification
Summary of Permitted Impacts and Mitigation Requirements
In accordance with ISA NCAC 2H.0500, Helen T. Lattimore has permission as outlined below
to impact 293 linear feet of streams for the purpose(s) of constructing the proposed Peyton Hall
Subdivision in Wake County. All activities associated with these authorized impacts must be
conducted with the conditions listed in the attached Permit transmittal letter. THIS PERMIT IS
NOT VALID WITHOUT THE ATTACHMENTS .
COMPENSATORY MITIGATION REQUIREMENTS, ECOSYSTEM ENHANCEMENT
PROGRAM
DWQ Project No.: 04-1934
DA'R'E: January 12, 2005
LOCATION: Cary
COUNTY: Wake
BASIN! SUB BASIN/ STREAM INDEX: 03-04-02 /27-28
As required by 15A NCAC 2H.0500, and the conditions of this Permit, you are required to
compensate for the above impacts through the restoration, creation, enhancement or preservation
of wetlands and surface waters 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 Ecosystem Enhancement
Program must be rounded to one-quarter acre increments and linear foot requirements must be
rounded up to the nearest foot according to 15 2R.0503(b).
Impacts:
293 ft streams (198 ft perennial & 95 ft intermittent)
Mitigation:
198 ft perennial streams
Note; While ,DWQ is only requiring a 1:1 mitigation ratio, the USA.CE will most likely require a
2:1 ratio. As such, the total mitigation required by the applicant will most likely be 396 ft of
perennial strewn.
In correspondence dated December 22, 2004, the EEP indicated that up to 396 linear feet of
mitigation will be conducted by EEP if necessary.
401 Wellands 00r11r1c0on Unlt
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2321 Cnsbtrua Soul ard, Sulto 2S0, Rabi h, North Caroruta 27604
Phone: 919-733-IM3 / FAX [phone]/ Internet htto://h2o.enr.stata.nc.us/ncvvotlands
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JUL-28-2005 11:36 FROM:DWQ-WETLANDS 9197336893 TO:98469467 P:7/7
Helen T. Latt more
page 2 of 3
January 12, 2005
One of the options you have available to satisfy the compensatory mitigation requirement is
through the payment of a fee to the Wetlands Restoration Fund per NCAC 28.0503. If you
choose this option, please sign this form and mad it to the Ecosystem Enhancement Program at
the address below. An invozce 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 RECENE NOTIFICATION THAT YOUR PAYMENT HAS BEEN
PROCESSED BY THE ECOSYTEM ENHANCMENT PROGRAM.
Signature Date
ECOSYSTEM ENHANCEMENT PROGRAM
1619 Mail Service Ceriter
RALEIGH, N.C. 276694619
[phone]
Filename: 04-1934