20041934 Ver 2_401 Application_20050801

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® 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. LS~~~~~ (~
Suite 250 ~ \-J IIJI
Raleigh, NC 27604 -~
AU G ? - 2005
From: Chris Flowers
Soil & Environmental Consultants, P.A. DENiz-wAttltuutiuTY
11010 Raven Ridge Road ~•dETLAtIDSWaos7oP.1fivA7ERBRAtrCk{
Raleigh, NC 27614
Re: Peyton Hall Phase 2
Wake County, NC
On behalf of the owner, Centex Homes, Attn: Grey Methuen, 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 meat [phone] if you have any questions or require
additional information.
PROJECT SUMMARY
Project Name Pe on Hall Phase 2
Project T e Residential Develo ment
Owner / A licant Centex Homes, Attn: Gre Methven
Count Wake
Nearest Town Ralei h
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 Usc Only: Fonn Version March OS
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing
II.
1. Check all of the approval(s) requested for this project:
^ Section 404 Permit ® Riparian or Watershed Buffer Rules
^ Section 10 Permit ^ Isolated Wetland Permit from DWQ
^ 401 Water Quality Certification ^ Express 401 Water Quality Certification
2. Nationwide, Regional or General Petmit 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 Coas ~f ~ ent Area of
Environmental Concern (see the top of page 2 for furth U ~ i~ ~~1if~e_ t~'
Applicant Information AuG 1 ' 2005
1. Owner/Applicant Information `+~~~,DS~ osso~ np~RgRpt1CN
Name: Centex Homes
Mailing Address: Attn: Mr. Grey Methuen
2301 Sufiar 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
Raleigh, NC 27714
Telephone Number: [phone] Fax Number:~919) 846-9467
E-mail Address: cflowers a,sandec.com
Page 1 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 maybe 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 can ent1X
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 °N 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/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application:The site 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 bb~pass option
described in the attached level spreader guidance document dated 10/10/O1.
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 40l . 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 arc proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs maybe 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 energ,V 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, 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 Im act linear feet acres
N~'
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 arc not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact
Name of Waterbody Type of Waterbody Area of
Site Number
(if 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 ae
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Im act (acres): 0
Wetland Im act (acres): 0
O en Water Im act acres : 0
Total Itn act to Waters of the U.S. (acres) 0
Total Stream Im act 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 maybe 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 DVVQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
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 ofNon-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 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 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
stotmwater controls proposed in order to protect surface waters and wetlands downstream frotn
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 Meuse Buffer Rule. The bypass option described within the attached
Level Spreader Desi *tg 1 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.
XIIL 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 D~VQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ^ No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description: 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~rivate projects that can clearly
result in cumulative impact Peyton Hall Phase 2 only meets one. The project is not relatively
lame 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).
~ Ct~/~+~
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 8 of 8

u7iz9iu5 iY•46 FAX [phone] Centex Homes
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1Q10 0 2
1002
moil ~ ~nvironmerl~tal Consultants, PA
31010 Raven Ride Road Raleigh. Notch Carolia~ 27616 Pho~ (919) Sd6.5900 Pam: (929) 846-~s67
•r~yySaHiF1-' .•pm
.GENT AUTI-iORIZATI0A1 FORM
project Name/
Atin;
Field Office:
Re: Watlands Related Consulting ~axld Permitting
To Whom It May Concern:
5dzEC Project #
1, the current ro owner, herehy designate and authorize Soil & Environmental Consultants. PA to
act in my behalf as my agent in the processing of permit Applloatiorls, to Furnish upon request
supplemental information in support of appIic~tipns, etC from this day forward. 'The _ '7q~' day of
This zl,otificativn supersedes nny pnviou~ caorresporldenre conce+~ing the ogent Eor this project
NOTICE: This authoxization,for li,,bihtpand professional courtery reasons, is valid only for
government officials to enter the propestyjvhen accompanied by 6&EC staff. Yotit ,should ea11 S&EC
to ssrrange a vita meeting pz3or to v~lsft~ng the Bite.
-~c ~'~ ~-
Print Property ~wnef s Name
Property s Si e
cc: IvSs, Cyncli Karoly cc: Ivfr. Chris Flowers
i~TCDENR - DWQ Soil & Er-vironmerital Consultants, PA
2321 Crabtree Boulevard
Rmleigh, NC 2760
~r„ftone ors; .
23G P Court Suiw C ~rcnsbom Ofi?c .•
Concord, NC 28025 3817-E Iawndala Drive
Phony (704) 724-94x5 Cm~utwto, NC 27455
1=u: (704) 724-g4pG 7Pfsone: {33~ 5408234
Pnz: (336154aR235
The Department of the Army
V,S, Army Corps of Engineers, Wz~mington L?istrut
P.O, Bax 1690
Wilmington, NC 28102

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9772 W N~~ Figure 2 -Soil Survey Map
-- - -- ----- ~ Soil & Environmental Consulfanls, PA
,.
Project Mgr.: Peyton Hall Phase 2 {° 11010 Raven Ridge Rd.• Raleigh, NC 27614
CF Centex Homes ~ [phone] • [phone]
- -- - ~ " ~ '~ Web Page: v/w'rv.SandEC.com
scale: Wake County, NC ~ . ,.
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
I. PROJECT INFORMATION (please complete the following information):
Project Name : TbN I-~~~L.r~- ~E I
Contact Person: 'DDtNnJy oFk WEt,~~ PhnnP
Level SpreaderlD:, ~ SIN .,~31
Level Spreader Length (D ft.
Drainago Area 2.0lo ac
Impervious Area 1. ~ 5 ac
Maximum Filter SUip/Buffer Slope 2 t
grass
Max. Discharge from a 10 Year Storm I.54 cfs
Max. Discharge to Level Spreader 0.03 cfs
Filter Strip/Buffer Vegetation
Pre-Ueatment or Bypass Method •~y '~f~n(ftO(~
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) ~c#
(6%for forested, leaf littler cover, 8%for thick ground cover)'
To syPaSS ~~~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. !f a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal indudes
a worksheet for each BMP, design calculations, plans and spedfications 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.
jA Pre-Form Scour Holes are on flat slopes only ~
fit. No structures are located in protected buffers' o~lrry F~5 ~ ~tP [L4F's~~,,~ l
C Fog gy~ASS SySCEr-t .
If bypass method specified in the Draft Level Spreader Design Option Document:
'DL~ Bypass method is spedfied (if applicable) and plan details and calculations are provided
bLF+ Discharge to level spreader and subsequent filter strip is hydrauliglly and spatially separate from the bypass
discharge.
f~L~} No structures are located in protected buffers. ~ O~ty FEy t. ~~ ~ ~~~ >~~ g,~ ~~y
'DLfr-4 Plan details for the bypass and outlets are provided. SySt~~) " 1
* ~k d~ The operation and maintenance agreement includes annual erosion and vegetation repair.
i~~k~K The operation and maintenance agreement signed and notarized by the responsble 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.
~k'* 'D(latt n1~yc,>~ Ta t.EVE~- S Ptz-t~A DE K IS FRQ -'1 ~L(, t~D,~ fR~r"1 ~I ~,C>T 1' o f
R0~1 ~~A~ LL . 4c By~ASS ~ys7~wl ~ S QCLOV tD~D r°i2- L,~(,,g~ s.~-ohs.
?(~** OPE(ZRTto~l ~• F~IAttJT~n~A(yGE '4~~~MF~T TD FiG F>,c~cwr~b

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)(1'/12")(43,560 sf/1 ac) = 4129 cf
(V01)Runott= 4,129 cf 1" Elev. 247.30
(Vol)e-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
(Vol)rotas = 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
yz
Qwoir = Q100- (Q10)max = CWLht~
Qweir = 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 = 1.8'/2 - 0.0313' = 0.87'
Q = cdA(2gh)°'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.xis
f)tv Rain #~
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
T~= 2.65 MIN -- USE 5.00 MIN
(I~POSr = 5.76 INMR
ON-SITE RUNOFF TO POND
(POST)
Qn = C(In)A = 7.26 CFS
OFF-SITE RUNOFF TO POND
On = C(In)A = 0.07 CFS
TOTAL RUNOFF TO POND
(POST)
On = C(IaA = 7.33 CFS
RUNOFF AWAY FROM POND
(POST)
QAWAY = C(In)A = 1.71 CFS
MAXIMUM RELEASE
Qaoow = Qpre ' ~Qaway = 1.26 CFS
COMPUTE DEPTH OF RUNOFF (O~~)
Pn= 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 - 6/30/2005
'(PRE)
Qn = C(In)A =
(PRE)
Qn = 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
DAAwav = 0.51 ACRES
DA = 2.06 ACRES
H = 26 FEET
L = 460 FEET
CPOSr = 0.63 (58% )
CPRE = 0.20
C'OFF = x•20
CawAV = 0.58 (50% )
CN = 82 (58% )
2.31 CFS
2.37 CFS
0.59 CFS
RALEIGH, NC
PlD

I.
CALCULATE TIME TO PEAK
TP = VOLUME/1.390p = Q'DA/1.390p
Tp = 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 . _ 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
_ 4.70 _ ~--- ~. .. _.6,630 _..- - --- -
_ _
~ _ ...252.00_ -
~:._ _ _._6,1.90.__....._. -
-__ _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
(F~ 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
9.82..._. _ ._ .
_ _ .__ ..
. _ 1.64
5.5 12 00 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
-10.5 22.91 2.55
2 -YR STORM PEAK 1.21 CFS
PHC_Detention 3.xls
2-YR DESIGN STORM - 6/30/2005
5.5 'ORIFICE
K= 1.23
OP = CaA(~9h)o.s
Cd = 0.6
A = 0.16
g = 32.2
IF HW/D<t, Op = K(stage)'s
PLD

CHAINSAW ROUTING TABLE
OP = 7.33 CFS
P~IAX RELEASE = 1.26 CFS
Tp = 22.3 MIN
dT = 5 MIN
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:
ForO<t<1.25TP
Fort > 1.25 TP
STORAGE CALCULATED USING THE FOLLOWING FORPJ~ULA:
O = O~ [1 -cos n t)]
2 Tp
0= 4.340pe~r3o~urvrl
STORAGE _ [INFLOW(cfs) - OUTFLOW(cts)] ' 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 FORA 2-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 3.xls ~ T
2-YR DESIGN STORM - 6/30/2005 L

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 1ATERSHED 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
(I~POSr = 7.22 INMR
ON-SITE RUNOFF TO POND
(POST)
Q„ = c(I,JA = 9.10 CFS
OFF-SITE RUNOFF TO POND
Q„ = c(I,~A = 0.09 CFS
TOTAL RUNOFF TO POND
(POST)
Q~ = c(I,~A = 9.19 CFS
RUNOFF AWAY FROM POND
(POST)
QAWAY = c(I,JA = 2.14 CFS
MAXIMUM RELEASE
Oa,b,,, = Oaa - e0„~Y = 1.58 CFS
COMPUTE DEPTH OF RUNOFF (O~ )
'(PRE)
Qn = c(In)A =
(PRE)
Qn = c(In)A =
(PRE)
QAWAY = C(I,JA =
Pn= 5.38 IN 10 YR - 24 HR PRECIP
ESTIMATE SOIL STORAGE
S=1000/CN-10= 2.20 I,_.2S= 0.44
Q,; = 3.42 IN
PHC_Detention 3.xls
10-YR DESIGN STORM - 6/30/2005
DAaN = 2.00 ACRES
DAoFF = 0.06 ACRES
DAAWAy = 0.51 ACRES
DA = 2.06 ACRES
H = 26 FEET
L = 460 FEET
CPOSr = 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/1.39QP
TP = 32.7 MIN
ESTIMATE REQUIRED STORAGE
S = (POST O - PRE O + 0 AWAY Q)Tp
Sn = 14,932 CF+25% = 18,665 CF
STAGE STORAGE
WATER
LEVEL SURFACE
AREA
SF ELEVATION 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
_. 4.70... .:. _ .. , .6,630. ... _...252.00. _ . 6,1:90 _ _ _ .._ _22,158
5.70 7,560 253.00 7,095 29,253
10 -YR STORM ELEV. 251.32
JlAlit UISI:nA HCit uP= s.1s crs
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
__.._.v .
.,,.~ _ 9 82
..._-., _._....,
__ 1 64 .
.. _..,.
S.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
QP = CaA(~9h)o.s
Ca = 0.6
A = 0.16
g = 32.2
IF HW/Dc1, Op = K(stage)'s
PHC_Detention 3.xls nT
10-YR DESIGN STORM - 6/30/2005 j~+ L

CHAINSAW ROUTING TABLE
OP = 9.19 CFS
MAX RELEASE = 1.58 CFS
Tp = 32.7 MIN
dT = 5 MIN
U TIME
(h11N) 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:
ForO<t<1.25T° 0= O~[1 -cos rit)J
2 Tp
Fort > 1.25 T° O = 4.34 Op e~' ~' ~~~D11
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
STORAGE _ [INFLOW(cfs) - OUTFLOW(cis)J ' DTIME(min) ' 60 sec
1 (min)
CONCLUSION: MAXIP~IUM DISCHARGE FROM THE SYSTEM IS 1.54 CFS (WATER ELEVATION - 251.32)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 1.58 CFS FORA 10-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 3.xls ~ T
10-YR DESIGN STORM - 6/30/2005 L

251.77 -AJAX. 100-1R WATER SURFACE ELEVATION
251.32 -MAX. 10-Yft WATER SURFACE ELEVATION PROPOSED 4'x4' PRE-CAST BOX
249.86 -MAX, 2-YI2 WATER SURFACE ELEVATION (REFER TO DETAIL)
247.30 - 1' RUNOFF WATER SURFACE ELEVATION
PROVIDE 3a PERFORATED,
THREADED PVC OR METAL
PIPE W/ CAP do BRACKETED

3:1 TO CB WALL
VARIABLE WIDTH
10' BERM - 253.0
-- ._ - - --
- _ 3:1
3:1 Fl
BOTTOM - 245.5
12' RCP OUTLET PIPE
ANTI-SEEP COLLAR
EXTENDED DRY BASIN #3 CROSS-SECTION
(PRE-CAST BOX #??)
SCALE: N.T.S.
251.77 -MAX. 100-YR WATER SURFACE ELEVATION
251.32 -MAX. 10-YF2 WATER SURFACE ELEVATION PROPOSED 4'x4' PRE-CAST
249.86 -MAX. 2-YR WATER SURFACE ELEVATION (REFER TO DETAIL)
2X :.
VARIABLE WIDTH BOTTOM
247.30 - 1" RUNOFF WATER SURFACE ELEVATION
3a
10' BERM - 253.0
_ ---- 3 I \
" 3:1
n
BOTTOM - 245.5
18' RCP OUTLET PIPE
ANTI-SEEP COLLAR
EXTENDED DRY BASIN #3 CROSS-SECTION
(RAISED-TOP CATCH BASIN #??)
SCALE: N.T.S.

DWO 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: - ~ SIN ~4)
Level Spreader Length I O ft.
Drainage Area 12. to$ ac.
Impervious Area 2.63 ac.
Maximum Filter Strip/Buffer Slope _ I~}t _
grass
Max. Discharge from a 10 Year Storm _ ~°1.5~} cfs
Max. Discharge to Level Spreader _ O.O~j _cfs
Filter Strip/Buffer Vegetation F~t?kVy RQuSN-
~ ~+5~r-t t~lT)
Pre-treatment or Bypass Method ~y ~~rl0f~
II. REQUIRED ITEh1S CHECKLIST
(perpendicular to flow)
(on-silo and off-site drainage to the level spreader) ~~
(on-site and off-site drainage to the level spreader) ~c#
(6%for forested, leaf littler cover, 8%for thick ground cover)'
-rte syPa~s s~~M
(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 indudes
a worksheet for each BMP, design calculations, plans and spedfications 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.
A_ pplicants Initials
.-mac{'}' Level spreader is at least 13 ft. per cfs for thick groundcover or grass or 100 ft per cfs in canopied forest with leaf
litter.
f A Pro-Form Scour Holes are on flat slopes only
_ ~1r No structures are located in protected buffers' On1Ly FtrS ~ ~iP l~P A~~ 1
C Foe ~y~Ass sysrErl. l
If bypass method specified in the Draft Level Spreader Design Option Document:
'D~} Bypass method is spedfied (if applicabl©) and plan details and calculations are provided
bL ~ Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
T7LN' No structures are located in protected buffers. ~ Only 'rEy t~ YAP p~.p kp,~„~ ~~y ~ P~~
_ 'DLE4 Plan details for the bypass and outlets are provided. Sy~E,.~~ 1 „" I
* ~k ~ Tha operation and maintenance agreement includes annual erosion and vegetation repair.
'~~k~ Tho operation and maintenance agreement signed and notar¢ed by tho 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 varianco in protected buffer areas. In any event the second level spreader cannot be located in Zono 1 of a protected buffer area.
'k~'V(lhtnl~~ 1'o L~vEt~ SPR.EA~EIZ IS >:f~~ "
I '~ur~o Ft~'t Ft~T- - ~F
Rda~~ALL . 4 8`I ~f~s ~yST~w1 ~ S ~CLOV~~p '~i't- L.~IC~E~ s-~-oR.-Y15.
~* * oPF.R~riv~ ~ t'1~~ rJ~itinJcE. ~44~M ~1T Ta ~ c ~ ~cwT~b
Wt~'4}- TN~E CITY 0~ ~rt~El~(.~.

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)(1'/12")(43,560 sf/1 ac) = 11539 cf
(VOI)R„~ott = 11,539 cf 1 "Elev. 273.30
(Vol)e-rear = 18,703 cf 2-Yr Elev. 276.90
(V01)to-near= 33,118 cf 10-Yr Elev. 278.80
(Vol)too-v°ar= 54,300 cf 100-Yr Elev. 279.30
(Vol)roca, = 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
3,z
Qweir = Q100- (Qto)max = CWLht~
Qweir = 45.32 CfS - 19.54 CfS = 25.78 CfS
Cw = 3.0
L = 24'
ht~ = 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 cfs
Try 1.25" diameter pipe
Average head = h = 3.8'/2 - 0.0521' = 1.85'
Q = cdA(2gh)°'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
n,,. ct~~~., ttn
PlD

BASIN # 4 DETENTION CALCULATIONS
ON-SITE DRAINAGE AREA TO SYSTEM =
OFF•SITE DRAINAGE AREA =
DRAINAGE AREA AWAY FROM SYSTEM =
TOTAL DRAINAGE AREA TOSYSTEM =
HEIGHT OF REMOTE POINT IN WATERSHED ABOVE OUTLET =
HYDRAULIC LENGTH OFWATERSHED =
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
(In)POSr = 5.76 IN/HR
ON-SITE RUNOFF TO POND
(POST)
O~ = c(I~)A = 15.85 CFS
OFF-SITE RUNOFF TO POND
O~ = c(I,~A = 11.02 CFS
TOTAL RUNOFF TO POND
(POST)
Qn = C(in)A = 26.87 CFS
RUNOFF AWAY FROM POND
(POST)
Oaway = c(I,JA = 3.28 CFS
MAXIMUM RELEASE
Qauow = Ope ' ~Qaway = 15.62 CFS
COMPUTE DEPTH OF RUNOFF (O~~)
P„= 3.60 IN
ESTIMATE SOIL STORAGE
S=1000/CN-10= 3.51

O,; = 1.31 IN
PHC_Detention 4.xls
2-YR DESIGN STORM -6/30/2005
'(PRE)
Qn = o(In)A =
(PRE)
On = o(I,JA =
(PRE)
Qaway = c(h)A =
2 YR - 24 HR PRECIP
1,=.2S= 0.70
DAoN = 5.85 ACRES
DAoFP = 6.83 ACRES
DAgyygy = 0.98 ACRES
DA = 12.68 ACRES
H = 26 FEET
L = 460 FEET
CPOSr = 0.47 (36% )
CPRE = U.20
C'oPP = 0.28 (11 % )
Cawav = 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 = O'DA/1.3900
Tp = 21.0 MIN
ESTIMATE REQUIRED STORAGE
S = (POST O - PRE Q + O AWAY O)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. 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.... _ a . _
_ _ . 278.0..._ _ 7,22.5........
. _ __ 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
5 i apt ui5c;na K~t uo = zs.s~ cars
WATER HW ACCUMULATED
LEVEL D FLOW
(F"i) D = 1.54 (CFS)
0 0 0

0.5
_ _.___...__.,

..._:
0.32
,.._..__,__~.~.__ .f _ _.
1.46
__..._.____...___. _..
1.5 0.97 7.57
2.5
.
..._ - 1.62 -
~..___._.._.~._.W._._
~.y •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 = CaA(~9h)o.s
Cd = 0.6
A = 1.87
g = 32.2
IF HW/D<1, Op = K(stage)'s
PHC_Detentlon 4.xls nT
2-YR DESIGN STORM - 6/30/2005 lr L

CHAINSAW ROUTING TABLE
O~ = 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:
ForO<t<1.25TP
Fort > 1.25 TP
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
0 = O~ (t -cos n t)J
2 Tp
O = 4.34 Op el~' so ~ vrPq
STORAGE _ (INFLOW(cfs) - OUTFLOW(cfs)J ' 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 FORA 2-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 4.xls n T
2-YR DESIGN STORM - 6/30/2005 Y L

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 OFWATERSHED =
COMPOSITE RUNOFF COEFFICIENT AFTER DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT BEFORE DEVELOPMENT =
COMPOSITE RUNOFF COEFFICIENT OFF-SITE _
COMPOSITE RUNOFF COEFFICIENT (AWAY)
SCS CURVE NUMBER AFTER DEVELOPtENT =
ESTIMATE PEAK RUNOFF (OP)
Design Storm = 10 -YR
T~ = 2.65 MIN -- USE 5.00 MIN
(I„)~sT = 7.22 INMR
ON-SITE RUNOFF TO POND
(POST)
O~ = c(I,~A = 19.86 CFS
OFF-SITE RUNOFF TO POND
O„ = c(I,~A = 13.81 CFS
TOTAL RUNOFF TO POND
(POST)
O„ = o(I,~A = 33.67 CFS
RUNOFF AWAY FROM POND
(POST)
OAwnr = c(I,~A = 4.11 CFS
MAXIMUM RELEASE
Qaaow = Qpre - ~Qaway = 19.57 CFS
COMPUTE DEATH OF RUNOFF (O~~)
P~= 5.38 IN
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 3.51

0„' = 2.67 IN
PHC_Detention 4.xls
]0-YR DESIGN STORM - 6/30/2005
'(PRE)
Qn = o(In)A =
(PRE)
Qn = C(In)A =
(PRE)
QAWAY = ~(In)A =
10 YR - 24 HR PRECIP
la = .2S = 0.70
DAaN = 5.85 ACRES
DAoPP = 6.83 ACRES
DAAlvnv = 0.98 ACRES
DA = 12.68 ACRES
H = 26 FEET
L = 460 FEET
CPOSr = 0.47 (36% )
CPRE = U.2U
COPF = 0.28 (11 % )
r'AWAY = 0.58 (50% )
CN = 74 (36% )
8.45 CFS
22.26 CFS
1.42 CFS
RALEIGH, NC
PLD

CALCULATE TIME TO PEAK
Tv = VOLUME/1.390v = Q'DA/1.390v
Tv = 34.2 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q - PRE Q + ~ AWAY O)Tv
Sn = 28,927 CF+25% = 36,159 CF
STAGE ST(IRAGE
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
SIAGtU15Gt1A HGE Uv= 33.67CF5
WATER HW ACCUMULATED
LEVEL 0 FLOW
(Ff) 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, -....:... - ---

., _

,-...r„ 1736 ... _...
5.5 3.57 19.55
_ _
_.__ 6.5~.__~
.__..._ __
._:..422_...._ ..
....
_~...__21 51 .__.......~.~_
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 STORh1 PEAK 19.54 CFS
18.5 "ORIFICE
K = 4.12
Ov = CdA(~9h)o.s
Ca = 0.6
A = 1.87
g = 32.2
IF HW/Dci, Op = K(stage)'s
PHC_Detention 4.xls nT n
10-YR DESIGN STORM - 6/30/2005 lr L11 J1

CHAINSAW ROUTING TABLE
OP = 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:
ForO<t<1.25Tv
Fort > 1.25 Tv
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
O. Off. [t -cos n t))
2 Tp
Q = 4.34 Op e(~i aoturv)1
STORAGE _ [INFLOW(cfs) - OUTFLOW(cis)) ' 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 FORA 10-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 4.xls ~T
10-YR DESIGN STORh1 - 6/30/2005 L

10' BERM - 280.5
`. ~ ~ - -
12" RCP OUTLET PIPE ~ 3:f~~ ~ i~ - -
~ ~i
ANTI-SEEP ~ ~ . ~ ~ ~~•~.
COLLAR ~~ ` ~~ ~ / , ,.
279.30 -MAX. 100-YR WATER SURFACE ELEVATION
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 do BRACKETED
TO CB WALL
- - --
-- --- -
-- -- -
- - -
- --- ~
~~/ ;, i
---- _ x/,3.1\ ~ /.,
2X ,;/j~/;,/ j~/
~ ~ } ~ \ ~
BOTTOM 269.5

35' BOTTOM WIDTH
EXTENDED DRY BASIN #4 CROSS-SECTION
(PRE-CAST BOX #??)
SCALE: N.T.S.
279.30 -MAX. 100-1R WATER SURFACE ELEVATION
10' BERM - 280.5 PROPOSED 4'x8' PRE-CAST RTCB 278.80 -MAX. 10-YR WATER SURFACE ELEVATION
(REFER TO DETAIL) 276.90 -MAX. 2-YI2 WATER SURFACE ELEVATION
273.30 - 1" RUNOFF WATER SURFACE ELEVATION
30" RCP OUTLET PIPE ~~~t ~.~ , - -- - - - -- - ------ --- - ~. ~~:1' i0 ~i
ANTI-SEEP -/i ~ /~., 2X / _~ ~/ \ ~ /
COLLAR ~~ . ~. ~~~~. /~~~
/ I \ / `.,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 : ~ . E
Contact Person: o Phone Number:
Level Spreader ID:. ~ SIN ,~ 5~
Level Spreader Length (2 ft.
Drainage Area _ g. t2 ac.
Impervious Area 4.O fo ac.
Maximum Filter SUip/Buffer Slope 14t %
grass
Max. Discharge from a 10 Year Storm (IO• foq cis
Max. Discharge to Level Spreader 0• t 2 cfs
Filter Strip/Buffer Vegetation t•1 V
CEAS ~'1trN~Ft
Pre-treatment or Bypass Method •1~y t~rditOnj
II. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)-#~~
(on-silo and off-silo drainage to the level spreader) *#
(6% for forested, leaf litger cover, 8%for thick ground cover)'
T~ BYPAtiS ~ys~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. !fa
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal incudes
a worksheet for each BMP, design calculations, plans and spedfications 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
.-_~c~' 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 Pro-Form Scour Holes are on flat slopes only
'DV No structures are located in protected buffers' Onl ~Y FFS. ~ ~tP ~P ~~rJ
C F~Q BYPASS SysrEt-t . J
If bypass method specified in the Draft Level Spreader Design Option Document:
'~~ Bypass method is spedfied (if applicable) and plan details and calculations are provided
t~L F+ Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
T71. ~F No structures are located in protected buffers. !; O~ty FEy t; ~~ Q~.p ~p,~„~ ~~ ~I P~
'DLl-~ ~ Plan details for the bypass and outlets are provided. Sy~EM~~,t t ""' " 11
* ~K ~ The operation and maintenance agreement includes annual erosion and vegetation repair.
iG ~k~fc The operation and maintenance agreement signed and notar¢ed 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.
*~'Df~-~c,>e To t,EVE~ sPr~aDeR IS ~rzo~ y~,l,rio fR-o+~t ~~~r 1" ~'
R~+J~QtLL. 4c gY~~s ~ys>~ t5 pCLOVtD~D ~rZ- t~uie~ S-i-oR.-l,'1S.
~* * ~P~2~t'rlorl ~ ~1kr rJT~~nJc~ ~44~'>GM FAT Ta ~ G ~ 1~ cwT~b
wt,-1~- -r1~E c~Ty o~ ~,e~G~.

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)(1'/12")(43,560 sf/1 ac) = 14738 cf
(Vol)q~~otr= 14,738 cf 1" Elev. 265.60
(V01)2-near= 24,922 Cf 2-Yr Elev. 267.97
(Vol)to-near= 41,877 cf 10-Yr Elev. 269.21
(VOI)t~-year= 67,533 Cf 100-Yr Elev. 270.01
(Vol)rotat = 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 18,935 271.5 9,229 95,035
Use 4' x 4' RTCB with (4) 12" openings
Weir Elevation = 269.30
~z
Qweir = Q100- (~10)max = CwLh100
Qweir = 45.2 CfS - 16.69 CfS = 28.51 CfS
Cw = 3.0
L = 16'
h~~ = 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 = 4.1'/2 - 0.0625' = 1.99'
Q = cdA(2gh)°'S = 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 cfs
PHC_Detention 5.xis
rlnr Rasin #F
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
T~ = 2.65 MIN -- USE 5.00 MIN
(I~)POSr = 5.76 IN/HR
ON-SITE RUNOFF TO POND
(POST)
0~ = c(I,~A = 16.01 CFS
OFF-SITE RUNOFF TO POND
Q„ = c(I,JA = 10.79 CFS
TOTAL RUNOFF TO POND
(POST)
Q~ = c(I,JA = 26.80 CFS
RUNOFF AWAY FROM POND
(POST)
Qnway = c(I,~A = 4.65 CFS
MAXIMUM RELEASE
Qanaw = Qpre - OQaway = 13.79 CFS
COMPUTE DEPTH OF RUNOFF (O~~)
P~= 3.60 IN
ESTIMATE SOIL STORAGE
S =1000/CN -10 = 2.82

O,; = 1.57 IN
PHC_Detentlon 5.xis
2-YR DESlGN STORM - 6/30/2005
'(PRE)
0~ = c(I,~A =
(PRE)
Qn = c(Ir~A =
(PRE)
QAWAY = c(In)A =
2 YR - 24 HR PRECIP
1,=.2S= 0.56
DAcN = 5.24 ACRES
DOFF = 2.88 ACRES
DAAtiYAy = 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 = O'DA/1.39Qp
TP= 22.4 MIN
ESTIMATE REQUIRED STORAGE
S = (POST O - PRE Q + D AWAY Q)Tp
S~ = 17,488 CF+25% = 21,860 CF
STAGE STORAGE
WATER
LEVEL SURFACE
AREA
SF ELEVATION INCREMENTAL
VOLUME
CF ACCUMULATED
VOLUME
CF
0 8,295 265.6 0 0
..:0.40.. , _. u. _ _._. ...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
4.40,_ _ 16110____, ,__ _. _ ____270A __ 15,205.. _,63,852
5.40
. 17,980 271.0 17,045 70,897
..5.90, .,.. ...18,935 __._._..~. .. _, _.~ 271y5._. _ .. 9,229 .80,126.._..._._.....
2 -YR STORM ELEV. = 267.97
51AGtU15GI1A HGt Up= 26.80GF5
WATER - HW ACCUMULATED
:LEVEL D FLOW
(F"f) D = 1.63 (CFS}
0 0 0
.
_~, _ Q,5r_. _.
_..__._.
____..._031-__rM-_......, _
,. _ _. _ _
._.._.___..1 ~.~.e~_..___..
1.5
_ 0.92 7.98
2 5 , - 1 54 12.97 __..v __. _,
3.5 2.15 16.37
__.
4.5 _.
2.77
19.18
5.5 3 38 2L62
_ 6.5 _.
_
.~_._ _ . _- -
_._.___ 4.00 _..
_..___.
~.._.._ .-
.~ -
_23.82
._-~_,.
Y~_.~_._
7.5 4.62 25.82
,~u.u 8 5 z _~_
~ ._... r _ .. -~5 23 .__~..~... . , F- ..._ 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(~9h)os
Ca = 0.6
A = 2.07
g = 32.2
IF HW/D<1, Op = K(stage)'S
PHC_Detention 5.xls ~T
2-YR DESIGN STORM -6/30/2005 L

CHAINSAW ROUTIPJG TABLE
OP = 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:
ForO<t<1.25TP
Fort > 1.25 TP
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
0= ~I1 -cos nt)1
2 Tp
O = 4.34 Op e~~, 30 ~ v,v~l
STORAGE _ (INFLOW(cis) - OUTFLOW(cts)) ' DTIME(min) ' 60 sec
1 (min)
CONCLUSION: P~IAXIh1UM DISCHARGE FROM THE SYSTEM IS 12.34 CFS (WATER ELEVATION - 267.97)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 13.79 CFS FORA 2-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 5.xls ~T
2-YR DESIGN STORM - 6/30/2005 L

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 OFWATERSHED =
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
(I~POSr = 7.22 INMR
ON-SITE RUNOFF TO POND
(POST)
On = C(IaA = 20.06 CFS
OFF-SITE RUNOFF TO POND
On = C(I,JA = 13.52 CFS
TOTAL RUNOFF TO POND
(POST)
On = C(I,JA = 33.58 CFS
RUNOFF AWAY FROM POND
(POST)
Qaway = c(I,~A = 5.82 CFS
MAXIMUM RELEASE
QaGow = apre' ~Qaway = 17.27 CFS
COMPUTE DEPTH OF RUNOFF (O„ )
'(PRE)
Qn = C(In)A =
(PRE)
Qn = c(I,~A =
(PRE)
QAWAY = C(In)A =
Pn= 5.38 IN 10 YR - 24 HR PRECIP
ESTIMATE SOIL STORAGE
S=1000/CN-10= 2.82 I,_.2S= 0.56
O,; = 3.04 IN
PHC_Detention 5.xis
f0-YR DESIGN STORM - 6/30/2005
DAoN = 5.24 ACRES
DAaFP = 2.88 ACRES
DAawar = 1.39 ACRES
DA = 8.12 ACRES
H = 26 FEET
L = 460 FEET
C~sr = 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'DAl1.390P
34.6 MIN
ESTIMATE REQUIRED STORAGE
S = (POST Q • PRE Q + ~ AWAY O)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
Q40 _ ... ~. ,9,205 _. _ _ ... 266.0 _ .3,500 ... ... , _..3,500
1.40 10,850 267.0 10,028 13,527
2.40.., ._. . ,.. .... _12,545 :..._:... _... .. ...:..268.0 ... _ 1..1,698 .. _ _. _ . ...._25,225....
3.40 14,300 269.0 13,423 38,647
4.40 - - _._.16,1.10...-- - ... _
__ 270.0 _. 15,205

_.._ .....
..
_ ...._ ..-53,852 ___ ._._~
5.40 17,980 271.0 17,045 70,897
5.90. 18 935
__ s ... ._..__.. 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 _ :.....0.31.._ __, -1.54_ _
1.5 0.92
. 7.98

2.5 _ .
1.54 . _ ..
_
12.97
3.5 2.15 16.37
_ 4.5... __ _ -. _...:~ ~_ __y .. .: . _ .. ~.._1918~..... _ _.
5.5 3.38 21.62

..
__
6.5
_r_

__

. _4.00 - .. _ __ __
__.__..~.
____--- _ _ _

..... __ _._ _ - -23.82
~_--
7.5 4.62 25.82
8.5 _
....._..__....
._. 5.23. .-
r.,._~...~. .__.._..__ .
. -- 27.69_...
,__..~....~..:....~...~_~._,~ .x...
9.5 5 85 29.43
10.5 6.46 31.08
10 •YR STORM PEAK 16.69 CFS
K = 4.35
OP = CaA(~9h)o.s
Ca = 0.6
A = 2.07
g = 32.2
IF HWlD<1, Op = K(stage)'s
PHC_Detention 5.xls ~T
10-YR DESIGN STORM - 6/30/2005 L

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:
ForO<t<1.25To
Fort > 1.25 Tp
STORAGE CALCULATED USING THE FOLLOWING FORMULA:
O = O~ [t -cos n t))
2 Tp
O = 4.34 Op e~~, ~' ~ vtvn
STORAGE _ [INFLOW(cis) - OUTFLOW(cis)) ' DTIME(min) ' 60 sec
1 (min)
CONCLUSION: MAXIP~IUM DISCHARGE FROM THE SYSTEM IS 16.69 CFS (WATER ELEVATION - 269.21)
WHICH IS LESS THAN THE ALLOWABLE DISCHARGE OF 17.27 CFS FORA 10-YR STORM.
DESIGN IS ACCEPTABLE.
PHC_Detention 5.xls
10-YR DESIGN STORM - 6/30/2005

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 CB WALL
- - ,_'1.
2X 3:1
BOTTOM - 261.5
VARU1BlE WIDTH BOTTOM
270.01 - A1AX. 100-YR WATER SURFACE ELEVATION
269.21 - A1A)C. 10-1R WATER SURFACE ELEVATION
267.97 - A1,4X. 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' BERA1 - 271.5
i 3:1

270.01 - AL4X. 100-YR WATER SURFACE ELEVATION
269.21 - AIAX. 10-YR WATER SURFACE ELEVATION
267.97 - A1AX. 2-YR WATER SURFACE EIEVATION
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 OULTET 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
Pied~ao~t Land Design,l,LP
85ZZ-204 Siz forks Road - Raleigh, NC 2715 • [phone] • Fax: [phone]
;,
March 3, 2005
Peyton Hall
St~llziaeadow Drive and Wedgewpgd Road
Raleigh, North Carolina
impervious Area Calculations
~:
;:
Total Site Area = 42.06 ages
Impervious Areas
;;
Lot 1 40,000 sf
Lot 2 - 116 (2,500! s~~ each) 287,500 sf
Pump Station and Dhtve 3,600 sf
Ri ~ht of Wa~~ ~ _ 211,400 sf
Total 542,500 sf
.12.45 acres
lja~pervious Axea Perceztta~e = (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 Divisiom of Water Qualit~ ; or >r1.S. Army Corps of Engiuo,eers requirements. However
storriawater measures are requtred to meet the City of ,Raleigh stormwater quantity control
require~oaents. Dry detention pond$ will be provided to meet this req>;urement.
~,
;;
Clrtl I;ng~neers Landscape Archilecls
.I
Land Planuecs

`.~~ ~'
f ~',~r°,
_: 5
i_
i~~~' i 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 010 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), htto~//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 fora 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 orTar-Pamlico River Basin.

i~f ~I:• ~I
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,~

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JUL-28-2005 11:34 FROM:DWQ-WETLANDS 9197336893 70:98469467 P:2~7
Q~O~ W AT ~~QG Michael F. Aaslcy, Governor
William d. Ross Js., 5ccrctary
Vj ~ North Carolina Department of EnviroIImeRt and Nan~ral Resources
~ ~
a .~ Alan ZV. Klimek, P.E. Dirr,Clbr
Division of Water Quality
' January 12, 2005 •
DWQ Project ~ 04-1934
Wake County
page 1 of 4
Helen T. Lattimore
3,122 Eton Road
Raleigh, CN 27608
Subject Property: )Peyton Sall Subdivision
T,TZ';Rocky Creek
,t~pprovnl of 4011 Water Quality Certifiicationt and Authorization Certificate per the Neuse
)[fiver Buffer Protection Mules (SSA NCAC 2B .0233) with Ad.dational Conditions
Dear Ms. Lattimore:
Xou have vur approval., in, accordance with the attached conditi.on.s and those listed beJ.ow, to
place fill within or otherwise impact 198 feet of pexenzlial, streams, 95 feet of intermittent
streams, 18,245 square feet (ft2) 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 Decembei'2, 2004 and received by the N.C. Division
of Water Quality (DWQ) on December 2, 2004. After reviewing. your. application, we have
decided shat the impacts are covered by General Water Quality Certif cation Number(s) 3402
(GC3402). The Certification(s) allows you to use Nationwide Permit(s) 39 when issued by the
US Army Corps of Exxgiuaeers (USAGE). This letter shall also act as your approved
Authorization Certificate for impacts to the protected riparian buffers per 1SA NCAC 2B .0233.
l;n addition, you should obtain or otherwise conopiy with. any other required federal, state or local
pcrznits before you go ahead with youx pzoject including {but not limited to) Erosion and
Sediment Control, and Nod-discharge regulations. Also, this npp><•oval to proceed with your
proposed iz~npacts or to conduct impacts to waters as depicted in, your ~itpplicativty s1xaU
expire upon expiration o~ the 404 Permit.
This approval. is for. the purpose and design that you described in your application. Yf you change
your project, you must notify us and you maybe 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 pzoject (now or in
the future) exceed one acre of wetland or. 180 linear feet of stream, compensatory mitigation may
be required as described in. 1SA NCAC 2H A506 (h). This approval requires you to follow the
cotditions Iisted in the attached certification and any additional con...ditions listed below.
N~n~carel
A01 Ovsr'fghYExprss; FeviavtUnit Ql!liXl~l
1650 h1a11 SBMca Center, l3aielgh, North Carolina 27699-1650
221 Crablrr~a Boulevard, Sult2 250, Ralelah, North CaroMa 27801 .
PhonO: 919.733.1785! EAX 919-733-6893! lntameC MtoJih2o.~~r.state.nc.us/ncwetlands

JUL-28-2005 11:35 FROM:DWQ-WETLANDS 9197336893 70:98469467 P:3~7
$elcn I,3ttimoze
Page 2 of 4
January 12, 2005
The ,c3.dditxonal Conditions of the Certification are:
1. Impacts Approved -The followizig impacts ai~e 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 12eference
Stream -Perennial 198 (feet)
Stream - Intezmittent . 95 feet
Buffers -Zone 1 , 18,245 (s uare ft.)
Buffers -Zone 2 ` 12,272 s ware ft.)
2. 1/rosion & Sedi~aaent Control Practices -Erosion and sediment control practices must be in
full couapliance with all specifications govcming the propex 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 Carolirua Sediment and Erosion Control ,Planning caul. Design ll~fanual.
b. The design, installation, operation, artd maintenance of the sedi,mcnt and erosion
control measures must be sdch that they equal, or exceed, the requirements specified
in the most recent version of the Nortlz Carolina Sediment and Erosion Control
Manual. The devices shall be maintained on. alI construction sites, borrow sites, abd
waste pile (spoil) projects, including contractor-owned or leased borrow pits
associated with the project.
3. No Waste, Spoil, Solids, or Fi11 of Any Kind - No waste, spoil, solids, or fill o;f 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
desi.gz~, 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
crosivn control measures shall not be placed in wetlands or waters to the maximum e~.tent
practicable. If placement of sediment and erosion control devices in wetlands and waters
is unavoidable, they shall be removed and the natural Bade 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 Cemification 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 70:98469467 P:4~7
Helen Lattimore
Paga 3 of 4
January 12, 2005
6. Written Storz>tx~~~ater NZanagememt Plan - ,An additional condition is that a final., written
stormwater ~on.anagement plan (includi.ng a signed and notarized Operation and
Maintenance Agreement) shall be approved i..n writing by this Office before the impacts
specified in this Certification occur per Condition No. 4 in GC No. 3402. The stotmwater
managemeztt plan must include pl.an.s and specifications for stormwater nnanagezner~t:
facilities that are appropriate fo.r sux.Pace waters classified as Class C and designed to
remove 85~1o TSS according to the most recent version of the NC DENR Storzrawater Best
Ma~aageznent Practices IVlanual. These facilities must be designed to treat the runoff from
the entire project, unless otherwise explicitly approved by the Division of tiVater Quality.
Also, before any permanent building is occupied at the subject site, th.e facilities (as
approved by this Office) shall be constructed and operational, and the stormtivater
management plan (as approved by this Office) shall be implemented. The structural
stormwater practices as approved by this O>ftce as we]1 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 Notification - Deed ztotiftcations or similar mechanisms shall be placed on all
retained jurisdictional wetlands, waters and protective buffers iuo. order to assure
compliance for future wetland, water and buffer impact. These mechanisms shall be put
in place pri.ox to impacting any wetlands, waters andlor buffers approved for i:atapact under
this Certification Approval and Authorization Certificate. A sample deed notification can
be downloaded from the 401JWet~ands Unit web site at
~ttp://h2o.enr. state.ric.usJnewct.lands.
S. Compensatory Mitigati.o.n Using the Ecosystem Enhancement Program (EEP) -
]Vlitigation 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 Enhance~oaeztt l?zogram (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. Tote 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 tv make this payment. Tor accounting purposes, this
AuthoxizAtiom Certificate authorizes payment iuato tbte Wetlands Restoration end
1:n meet the t'ollowiuxg cotlapetxsatory tuuitigation requirement:

Compensatory Mitigation.
it wired 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 i.n eri.rainal andlor civil penalties. The authorization to proceed with your proposed
impacts or to conduct .inoparas to waters as depicted in your application and as authorized by this
Certification, shall expire upon expiration of the d04 Permit.

JUL-28-2005 11:35 FROM:DWQ-WETLANDS 9197336893 T0: 98469467 P:5~7
Helen I.atti~aora
Page 4 of 4
January 12,2005
zf 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~cceive this lettex. To ask for a hearing, send a written petition, which
conforms to Chapter 1508 of the North. Carolina General Statutes to the Office of Administrative
Uearings, 6? l,4 Mail Service Centex, IZaleigh, N.C. 27G99-6714. This certification and its
conditions are f~.nal and binding unless you ask for a hearing.
Any disputes ovex determznations regarding this Authorization Certificate (associated with the
approved buffet 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 th.e Clean
Water Act and the Neuse riparian buffer protection rule as described within 15A NCAC 2B
.0233. IS you have any questions, please telephone John Dorney at 919-733-9646 or Bob
2;anec.ki. at 919733-9726,
AWKJbs
Enclosures: GC 3402
Certificate of Completion
Sincerely,
~~ ,A.lan W. Klimek, P.E. .
cc: Sean Clark, S&EC, Tx~.c., 11010 Raven Ridge Road, Raleigh, NC 27587
USACE Raleigh Regulatory Field Offiice
DWQ Raleigh Regional Office
N.C. Ecosystem Enhancement Program
File copy
Central Files
Filezrame: 04-1934 Peyton Hall Subdivision (Wake) 401 NBR

JUL-28-2005 11:35 FROM:DWQ-WETLANDS 9197336893 70:98469467 P:6~7
o`'O~ WArFRQ~
~ -i
o -c
Michael F. F-astcy, Governor
William G. Ross Jr., Secretary
North Carolina Departrncttt of Enviroameat aid Natural Rcsoutccs
AL~tn STJ. Klimek, P.1:. L?iructor
Division of Water puality
North Carolina Division of Water Quality
401 Water Quality Certification
Summary or Permitted Impacts and Mitigation Requirements
>•zl acco.rdance with l5A NCr~C 2H.0500, IIelen 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 acti.vi.ties associated with these authorized impacts must be
conducted with the conditions listed in the attached Permit transmittal letter. THIS PERMIT IS
NOT VALID WI'THOVT THE ATTACHIVIENTS.
COMPENSATORY MITIGATION REQUIREMENTS, ECOSYSTEM ENHANCEMENT
PZZOGRAM
DWQ Project No.: 04-1934
DA'R'E: January 12, 2005
LOCATION: Cary
COUNTY: Wake
PASINN/ SUB ZiASIN/ STREAM INDEX: 03-04-02 / 27-28
As required by l5A NCAC 2Fi.0500, and the conditions of this Permit, you are required to
compensate for the above innpacts through the restoration, creation., enhancement or presetvati.on
oi;' 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).
Zrxapacts:
293 ft streams (198 ft perennial & 95 ft intermittent)
Mitigation:
1.98 t;t perenlaial streams
Note; While .DWG is only requiring a 1:1 mitigation ratio, the US,A,CE will most Iikery require a
2:1 ratio. As such, the total mitigation required by the applicant will rrcost likely he 396, ft of
perennial stream.
Zn correspondence dated December 22, 2004, the EEP indicated that up to 396. linear feet of
mitigation will be conducted by EEP if necessary.
1~A~QM~hCarolinn
401 1Vetlands Cenltlcatron Un1t ~ dValitrnll~
1650 M~II Sorvlco Censer, Asleigh, Notch Carolina 27899-y650
2321 Cr»btree Bouletiard, Sulte 250, Raleigh, North Caroline 27604
AhOlte: 919.7331766 /FAX [phone]/ Internet Ftttp;//h2o.enrstatB.nc.us/ncwetland;
An Eoual OooortunltvlAmtm~Wa Aa}on Etnolover-5t7'b FiPr./~1Pd11(19G, PrniCcvLCUtrar Parwr

JUL-28-2005 11:36 FROM:DWQ-WETLANDS 9197336893 70:98469467 P:7~7
Helen T. Lattizzaore
Page 2 of 3
January 12, Zoos
One of the options you hake available io satisfy the compensatory mitigation requirement is
through the payment of a fee to the Wetlands.Restozation Fund per NCAC 28.0503. If you
clzoosc this option, please sign this form and mail it to the Ecosystem Enhancement Pro~arra 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 IMPAC'Z'S ARE NOT AUTHORIZED
UNTII. YOU RECEIVE NOT7FICA.TION THAT YOUR PAY,N.~N~' HA.S BERN
QI~OCESSED BX THE ECOSYTEM ENHA.NCMEN'T' PROGRAM.
Signature Date
ECOSYSTEM CEMENT PROGRAM
1619 Mail Sezvice C`eriter
RALEIGH, N.C. 27669-1619
(919} 733-5208

Pileztarx~e: 04-1934