20060963 Ver 3_401 Application_20070707

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Soil & Environmental Consultants, PA
11010 Raven Ridge Road Raleigh, North Carolina 27614 Phone: [phone] Fax: [phone]
www.SandEC.com
To: US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: James Shern
1628 Mail Service Center
Raleigh, NC 27699-1628
From: Jason Payne
Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
July 25, 2007
S&EC Project # 5587.W4
N.C. Division of Water Quality
401 Oversight and Express Permits Unit
Attn: Cyndi Karoly
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260 `~' ~~ f~~ ~ r ~ , ~ q r? ~ ~ i'ti
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Re: Renaissance Park ; Raleigh, Wake County, NC
On behalf of the applicant, Wakefield Development Co., please find attached a complete application and
supplemental information requesting a modification of the existing 404/401 permit from the U.S. Army Corps
of Engineers (USAGE) that the road construction proposed below may proceed under Nationwide Permit
(NWP) 14,. We also request Riparian Buffer Authorization and written concurrence from N.C. Division of
Water Quality (DWQ) that these impacts may proceed under General Water Quality Certification GC3627.
Please contact me at [phone] if you have any questions or require additional information.
The previous permits issued for this project allowed for 277 linear-feet of important stream impacts;
however, NC-DOT required a modification of the road crossing that will result in the impact of an additional
22 linear-feet of perennial/important stream.
PROJECT SUMMARY
Pro~ect Name Renaissance Park
Pro~ect T e Residential Subdivision
Owner / A licant Wakefield Develo ment Com an
Count Wake
Nearest Town Ralei h
Waterbod Name Walnut Creek/ Swift Creek
Basin /Sub-basin 03-04-02
Index Number 27-34- 4 /27-43-5- 1.5
Class C;NSWM/S-III: NSW
IMPACT SUMMARY
Proposed
Im acts Previous
Im acts Cumulative
Total
Stream Impact (acres): 0.0120 0.0323 0.0328
Wetland Impact (acres): 0 0.1321 0.1321
Open Water Impact (acres): 0 0 0.0
Total Impact to Waters of the U.S. (acres) 0.0120 0.1644 0.1649
Total Stream Impact (linear feet): 22 331 353
Attachments:
Pre-construction Notification (PCN) Application Form Justification letter for design modification
Agent Authorization NC-DOT request for design modification
Modified road design (sheet 4 of 4)
Previous PCN package including Overall Site Plan
and Inset Impact Maps, Vicinity Maps, Stormwater
Plan, DWQ Buffer letter, etc.
$200 Application Fee to DWQ
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]

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Office Use Only: Form Version March OS
U5ACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
~~AY~~EN
I. Processing RE(,~~VE~
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 Permit Number(s) Requested: NW 14 (modification of
existing permit)
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: ^
IL Applicant Information ~~~ ~ '`~ ~' "~~ ire ~ w
J,~~y~N~ ~? ~ ~~
1. Owner/Applicant Information ~~ ~-1I_ `~
:: ~ ~ODI
Name: Wakefield Development Co.
Mailing Address: Attn: Kem Ard o~~vR - t^darr o c~tjF«~-~~
4YETI.RNiJ~ ~~, !p cl'n~l?~1.+; ~, ~'~~! :9R~,.~dGH
3209 Gresham Lake Road, Suite 160
Raleigh, NC 27615
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
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: Jason Payne
Company Affiliation: Soil 8~ Environmental Consultants, PA
Mailing Address: 11010 Raven Ridge Road
Raleigh, NC 27614
Telephone Number: [phone] Fax Number: [phone]
Page 1 of 11

E-mail Address: [e-mail]
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: Renaissance Park
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 1702139059, 1702023167
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers/names, landmarks, etc.):
The property is located northwest of the intersection of Tryon Rd (SR 1370)
and South Wilmington St. (NC Highway 401). The property is bounded on the
west by a Norfolk & Southern Railroad.
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): 35.7337°N, 78.6609°W
6. Property size (acres): + 215 acres
7. Name of nearest receiving body of water: North: UT to Walnut Creek - C, NSW; 27-34-
(4); South: UT to Swift Creek - WS-III; NSW, 27-43-5-(1.5)
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/.)
Page 2 of 11

9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application:
IV.
The site is forested. Land use surrounding the project is a mix of residential
and commercial.
10. Describe the overall project in detail, including the type of equipment to be used:
The project encompasses the construction of a mixed-use development, the
northern and western portion of which will be residential housing with
commercial space at the southeastern portion of the project. Realignment of
an existing road (Tryon Road), utility construction (i.e. sanitary sewer), as well
as construction of stormwater management facilities and lot fill result in the
impacts proposed. Heavy equipment typically used for grading and
excavation will be utilized for this project.
11. Explain the purpose of the proposed work:
The purpose of the proposed work is to construct a residential community
with adjacent commercial space that will serve the needs of the community.
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.
S8~EC was retained in April 2004 to delineate jurisdictional wetlands and streams
on the site. On October 12, 2004, Mr. Michael Horan of the NC-DWQ confirmed
the applicability of the Neuse buffers to streams throughout the project. A copy
of Mr. Horan's letter is attached.
On October 7, 2004, Ms. Jennifer Burdette of the USACE met S8~EC personnel on-
site to review our delineation and determine stream importance classifications. A
subsequent site visit was made on June 14, 2005 with Ms. Andrea Wade to assign
mitigation values to these streams. An email correspondence from Mr. Monte
Mathews of the USACE dated January 18, 2006 is attached, which describes
mitigation requirements for streams with proposed impacts.
with the consensus reached during that meeting.
A pre-application meeting was conducted with Ms. Andrea Wade and Mr. Eric
Alsmeyer of the USACE on June 9, 2005 to discuss the possible realignment of
Tryon Road; subsequently, the current placement of said road is in accordance
Page 3 of 11

A Jurisdictional Determination was issue by Eric Alsmeyer (TIP U-4432 -AID#
200520186) and a separate Jurisdictional Determination was issued by Ms.
Jennifer Burdette, formerly USACE, on February 8, 2005 (AID# 200420103).
The previously approved activities include impacts to jurisdictional streams and
wetlands for construction of roads, sanitary sewer, stormwater management
facilities, and residential and commercial lot fill.
• Impact location 1 was previously approved for 1,668 sf of wetland impact
for residential lot fill proposed under NW 18.
• Impact location 2 was previously approved for 21 linear-feet (106 sf) of
permanent stream impact, 1,127 sf of permanent wetland impact, and 1,086
sf of temporary wetland impact proposed under NW 12 for sewer
construction.
• Impact location 3 was previously approved for 12 linear-feet (80 sf) of
permanent stream impact and 858 sf of permanent wetland impact resulting
from the addition of a pedestrian walkway.
• Impact location 4 was previously permitted for for 244 linear-feet (1,020 sf)
of important stream impact, 54 linear-feet (169 sf) of unimportant stream
impact, and 82 sf of wetland impact resulting from the construction of
Tryon Road under NWP 14.
• Impact location 5 was previously approved for 406 sf of wetland impact
proposed under NW 18 to construct a wet pond for stormwater
management. Also included at Impact location 5 is 537 sf of wetland
impact for commercial lot fill proposed under NW 18
Previously permitted wetland imnar_fc Inn mndifieatinn rnn~~irnrll
Wetland Impact
Site Number

(indicate on map)
T e of Im act
yp p Type of Wetland

(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Flood lain
p
es/no) Distance to
Nearest
Stream

(linear feet Area of
Impact

(acres)
5-K Permanent Forested No 55' 0.0093
5-J Permanent Forested No 10' 0.0123
1 Permanent Forested No 200' 0.0383
2-I Permanent Riparian No 60' 0.0043
2-K Permanent Riparian No 0 0.0216
2-j Temporary Riparian No 60' 0.0034
2-L Temporary Riparian No 0 0.0216
3-m Permanent Riparian No 0 0.0197
4-h Permanent Forested No 10' 0.0019
Previously Permitted Wetland Impact Total (acres) 0.1324
Page 4 of 11

Previously permitted stream imnacts_
Stream Impact
Number
indicate on ma
Stream Name
Type of Impact
Perennial or
Intermittent? Average
Stream Width
Before Im act Impact
Length

(linear feet Area of
Impact

acres
2-f UT Swift Creek Utility Perennial 5 feet 21 0.0024
3-n UT Swift Creek Culvert Perennial 6.5 feet 12 0.0018
4-a UT Swift Creek Culvert Perennial 4 feet 135 0.0127
4-b"` UT Swift Creek Culvert Perennial 4 feet 109 0.0107
4-c UT Swift Creek Fill Intermittent 1.5 feet 54 0.0039
Total Stream Impact (by length and acreage)** 331 0.0315
Xlmpact 4-b to be modified in this application.
** Previously permitted perennial/important stream impacts totaled 277 linear-feet.
Riparian buffer impacts previously approved:
Sanitary Sewer Impacts: IMPACT 2 (previously apnrovedl
Zone* Impact
s uare feet Multiplier Required
Miti ation
1 1, 620 3 0
2 873 1.5 0
Total 2,493 0
Sidewalk Area: IMPACT 3 reviousl a roved
* Impact Required
Zone , ~.. _ r ,~ Multiplier ,,,,~,__~,__
1 2,215 3 0
2 900 1.5 0
Total 3,115 0
Previously approved Tryon Road
Reali nment: IMPACT 4 to be revised
Zone* Impact Multiplier Required
s uare feet Miti ation
1 15,603 3 46,809
2 7,952 1.5 11,928
Total 23,555 58,737
S&EC submitted a PCN for the project on June 13, 2006. The 404 permit was
received under statutory authority on July 28, 2006. The DWQ requested
additional information on several occasions; however, the 401 permit was issued
on October 27, 2007 through the DWQ Express Review Program. Recently, DOT
requested modification of the retaining wall that was used to minimize impacts
for the road crossing. Subsequently, this application has been prepared to
request modification of the respective, existing NW 14.
Page 5 of 11

V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future permit requests are anticipated for this project.
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:
The proposed modification (impact area 4-b) includes impacts to a jurisdictional
stream. The previous approval permitted 109 linear feet at this location (4-b); the
modification includes a request to impact an 22 additional feet of important
stream; therefore, the total proposed modification at this impact location is 131
linear-feet.
• Impact location 4-b was previously permitted for 109 linear-feet of
important stream impact for the construction of Tryon Road under NW 14;
the road redesign at impact location 4-b now includes 131 linear feet;
therefore, the total additional impact at this location is22-feet, total of 1,108
sf of important stream impact.
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.
No additional wetland impacts are requested and the modification does not affect the
existing. permitted wetland imnacts_
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number T e of Im act
yp p
(e.g., forested, marsh, 100-year Nearest Impact

(indicate on map)
herbaceous, bog, etc.) Floodplain Stream (acres)
(es/no) (linear feet)
None - - _ _ _
Total Wetland Impact (acres) 0.0
Page 6 of 11

3. List the total acreage (estimated) of all existing wetlands on the property:
The site contains approximately ~2.5 acres of jurisdictional wetlands.
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.
Impact location 4-b, modification of existing permit required.
Stream Impact
Perennial or Average Impact Area of
Number Stream Name Type of Impact Stream Width Length Impact

indicate on ma Intermittent?
Before Im act
linear feet
acres)
4-b UT Swift Creek Culvert Perennial 4 feet 22 0.0120
Total Stream Impact (by length and acreage) 22* 0.0120
* The previous permit allowed 331 linear feet of stream impacts for the project; of these, 277 linear-feet were on an important stream
channel. The cumulative important stream impact for this project is now 299 linear-feet; 109-linear feet were previously approved at
this location.
Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact

Site Number
(indicate on ma
Name of Waterbody
(if applicable)

Type of Impact Type of Waterbody

(lake, pond, estuary, sound, bay,
ocean, etc. Area of

Impact
acres)
None N/A N/A N/A None

Total Open Water Impact (acres) 0
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0.0328
Wetland Impact (acres): 0.1321
O en Water Im act (acres): 0
Total Impact to Waters of the U.S. (acres) 0.1649
Total Stream Impact (linear feet): 353
7. Isolated Waters
Do any isolated waters exist on the property? ^ Yes ®No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
Page 7 of 11

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.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond: Expected pond surface area:
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.
The proposed impacts for the realignment of Tryon Road are in accordance with
the City of Raleigh's thoroughfare plan. Due to the current unsafe curvature of
Tryon Road, the proposed realignment is necessary to bring the road up to DOT
standards. The attached letter from the engineer addresses the justification for
the impact location for Tryon Road. A separate letter from the engineer also
addresses the justification for the sewer line impact. The engineer and S&EC met
with the USACE in apre-application meeting to discuss the location of the road
crossing at Tryon Road.
Input was received from DOT on April 17, 2007, which required extending the
impact on the south side of the proposed Tryon Road alignment. The
modification required an additional 22-feet of perennial stream impact at impact
location 4B. A letter from the project engineer addressing the required
modification is attached. A letter from DOT documenting the request is also
attached for consideration.
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
Page 8 of 11

including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or 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/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.
The client proposes payment to NC-EEP for mitigation of resources lost to the
development.
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): 22 feet
Amount of buffer mitigation requested (square feet): 4,350
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 aNEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Page 9 of 11

Yes ^ No ^
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.
Revised Tryon Road Realignment: IMPACTS 4-G & 4-H
im acts additional to reviousl a roved
Zone* Impact Multiplier Required
s uare feet Miti ation
..
1 1,450 3 4,350
2 I o I 1.5 I o
~ Total ~ 0 ~ ~ 4,350 ~
** Previously approved Zone 1 impacts at impact 4 were 15,603 square feet.
* Zone 1 extends out 30 feet perpendicular ftom the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration /Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260.
Additional Buffer impacts on this project total 1,450 square feet within Zone 1;
because the cumulative buffer impact at this location is greater than 150-linear
feet of buffer and/or more than 1/3 acre, buffer mitigation is proposed. No
other buffer impacts are requested for the modification. We propose payment
to EEP to mitigate for the loss of riparian buffer.
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
Page 10 of 11

the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level.
Impervious surface for this development is 52%.
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 development will connect to an existing sanitary sewer system. The
municipality will ensure that this development does not exceed the available
capacity of the facility.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ^ No
Is this an after-the-fact permit application? Yes ^ No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ^ No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
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. The Woodlands does not meet any of the three criteria of private
projects that can clearly result in cumulative impacts. 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/Ag~nt's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 11 of 11

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Soil & Environmental Consultants, PA
11010 Raven Ridge Road Raleigh, North Carolina 27614 Phone: [phone] Fax: [phone]
www.SandEC.com
June 12, 2006
S&EC Project # 5587.W4
To: US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: Monte Matthews
1628 Mail Service Center
Raleigh, NC 27699-1628
From: Jason Payne
Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
N.C. Division of Water Quality
401 Oversight and Express Permits Unit
Attn: Cyndi Karoly
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Re: Renaissance Park
Raleigh, Wake County, NC
~;~~~~n~~y ,
RF r; 1y ~~
On behalf of the applicant, Wakefield Development Co., please find attached a complete application and
supplemental information requesting written concurrence from the U.S. Army Corps of Engineers (USAGE)
that the road construction proposed below may proceed under Nationwide Permit (NWP) 14, utility
construction may proceed under NWP 12, and general lot fill/stormwater pond construction may proceed
under NWP 18. We also request Riparian Buffer Authorization and written concurrence from N.C. Division of
Water Quality (DWQ) that these impacts may proceed under General Water Quality Certification GC3404
(per NWP14), GC3374 (per NWP12), and GC3402 (per NWP18). Please contact me at [phone] if
you have any questions or require additional information.
PROJECT SUMMARY
Project Name Renaissance Park
Project T e Residential Subdivision
Owner / A licant Wakefield Develo ment Com an
Count Wake
Nearest Town Ralei h
Waterbod Name Walnut Creek/ Swift Creek
Basin /Sub-basin 03-04-02
Index Number 27-34- 4 /27-43-5- 1.5
Class C;NSWNVS-III: NSW
IMPACT SUMMARY
Stream Impact (acres): 0.0323
Wetland Impact (acres): 0.1321
Open Water Impact (acres): 0.0
Total Impact to Waters of the U.S. (acres) 0.1644
Total Stream Impact (linear feet): 331
Attachments:
Pre-construction Notification (PCN) Application Form Overall Site Plan and Inset Impact Maps
Agent Authorization $475 Application Fee to DWQ
Figure 1, USGS Site Vicinity Map Alignment Justification-Sewer/Tryon Road Extension
Figure 2, NRCS Soil Survey Map Email correspondence with USAGE explaining
DWQ Buffer Letter (NBRRO#04-0305) mitigation ratios
Stormwater Plan (DWQ only) O&M Agreement-BMP and EEP Letter of Acceptance
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: Form Version March OS
USACE Action ID No. DWQ No.
(If any particulaz item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
^ Section 10 Permit ^ Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ^ Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NW 12, NW 14, & NW 18
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: ^
II. Applicant Information
Owner/Applicant Information
Name: Wakefield Development Co.
Mailing Address: Attn: Kem Ard
3209 Gresham Lake Road, Suite 160
Raleigh, NC 27615
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
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: Jason Payne
Company Affiliation: Soil 8~ Environmental Consultants, PA
Mailing Address: 11010 Raven Ridge Road
Raleigh, NC 27614
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
Page 1 of 10

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: Renaissance Park
2. T.I.P. Project Number or State Project Number (NCDOT Only): NIA
3. Property Identification Number (Tax PIN): 1702139059, 1702023167
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers/names, landmarks, etc.):
The property is located northwest of the intersection of Tryon Rd (SR 1370)
and South Wilmington St. (NC Highway 401). The property is bounded on the
west by a Norfolk 8~ Southern Railroad.
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): 35.7337°N, 78.6609°W
6. Property size (acres): ± 215 acres
7. Name of nearest receiving body of water: North: UT to Walnut Creek - C, NSW; 27-34-
(4); South: UT to Swift Creek - WS-III; NSW, 27-43-5-(1.5)
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:
Page 2 of 10

The site is forested. Land use surrounding the project is a mix of residential
and commercial.
10. Describe the overall project in detail, including the type of equipment to be used:
The project encompasses the construction of a mixed-use development, the
northern and western portion of which will be residential housing with
commercial space at the southeastern portion of the project. Realignment of
an existing road (Tryon Road), utility construction (i.e. sanitary sewer), as well
as construction of stormwater management facilities and lot fill result in the
impacts proposed. Heavy equipment typically used for grading and
excavation will be utilized for this project.
11. Explain the purpose of the proposed work:
The purpose of the proposed work is to construct a residential community
with adjacent commercial space that will serve the needs of the community.
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 USAGE 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.
S8~EC was retained in April 2004 to delineate jurisdictional wetlands and streams
on the site. On October 12, 2004, Mr. Michael Horan of the NC-DWQ confirmed
the applicability of the Neuse buffers to streams throughout the project. A copy
of Mr. Horan's letter is attached.
On October 7, 2004, Ms. Jennifer Burdette of the USAGE met S8~EC personnel on-
site to review our delineation and determine stream importance classifications. A
subsequent site visit was made on June 14, 2005 with Ms. Andrea Wade to assign
mitigation values to these streams. An email correspondence from Mr. Monte
Mathews of the USAGE dated January 18, 2006 is attached, which describes
mitigation requirements for streams with proposed impacts.
A pre-application meeting was conducted with Ms. Andrea Wade and Mr. Eric
Alsmeyer of the USAGE on June 9, 2005 to discuss the possible realignment of
Tryon Road; subsequently, the current placement of said road is in accordance
with the consensus reached during that meeting.
A Jurisdictional Determination was issue by Eric Alsmeyer (TIP U-4432 -AID#
200520186) and a separate Jurisdictional Determination was issued by Ms.
Jennifer Burdette, formerly USAGE, on February 8, 2005 (AID# 200420103).
Page 3 of 10

V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future permit requests are anticipated for this project.
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 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:
The proposed activities include impacts to jurisdictional streams and wetlands
for construction of roads, sanitary sewer, stormwater management facilities, and
residential and commercial lot fill. Total proposed impacts to jurisdictional
waters include 0.14 acres of wetland impact and 331 linear feet of stream (277
linear-feet of important stream impact and 54 linear feet of unimportant stream
impact).
• Impact location 1 is 1,668 sf of wetland impact for residential lot fill
proposed under NW 18.
• Impact location 2 includes 21 linear-feet (106 sf) of permanent stream
impact, 1,127 sf of permanent wetland impact, and 1,086 sf of temporary
wetland impact proposed under NW 12 for sewer construction.
• Impact location 3 includes 12 linear-feet (80 sf) of permanent stream impact
and 858 sf of permanent wetland impact resulting from the addition of a
pedestrian walkway.
• Impact location 4 includes 244 linear-feet (1,020 sf) of important stream
impact, 54 linear-feet (169 sf) of unimportant stream impact, and 82 sf of
wetland impact resulting from the construction of Tryon Road under NW
39.
• Impact location 5 includes 406 sf of wetland impact proposed under NW 18
to construct a wet pond for stormwater management. Also included at
Impact location 5 is 537 sf of wetland impact for commercial lot fill
proposed under NW 18
Page 4 of 10

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
Site Number

(indicate on map)
Type of Impact Type of Wetland
(e.g., forested, marsh,

herbaceous, bog, etc.) Located within
100-year
Floodplain
es/no Distance to
Nearest
Stream
(linear feet Area of
Impact
(acres)
5-K Permanent Forested No 55' 0.0093
5-J Permanent Forested No 10' 0.0123
1 Permanent Forested No 200' 0.0383
2-I Permanent Riparian No 60' 0.0043
2-K Permanent Riparian No 0 0.0216
2-j Temporary Riparian No 60' 0.0034
2-L Temporary Riparian No 0 0.0216
3-m Permanent Riparian No 0 0.0197
4-h Permanent Forested No 10' 0.0019
Total Wetland Impact (acres) 0.1324
3. List the total acreage (estimated) of all existing wetlands on the property:
The site contains approximately ~2.5 acres of jurisdictional wetlands.
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
Number
indicate on ma
Stream Name
Type of Impact Perennial or
Intermittent? Average
Stream Width
Before Im act Impact
Length
linear feet Area of
Impact
acres
2-f UT Swift Creek Utility Perennial 5 feet 21 0.0024
3-n UT Swift Creek Culvert Perennial 6.5 feet 12 0.0018
4-a UT Swift Creek Culvert Perennial 4 feet 135 0.0127
4-b UT Swift Creek Culvert Perennial 4 feet 109 0.0107
4-c uT Swift Creek Fill Intermittent 1.5 feet 54 0.0039
Total Stream Impact (by length and acreage) 331 0.0315
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.
Page 5 of 10

Open Water Impact

Site Number
(indicate on ma
Name of Waterbody

(if applicable)

Type of Impact Type of Waterbody

(lake, pond, estuary, sound, bay,
ocean, etc. Area of

Impact
acres

Total Open Water Impact (acres) 0
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0.0323
Wetland Impact (acres): 0.1321
O en Water Im act (acres): 0
Total Im act to Waters of the U.S. (acres) 0.1644
Total Stream Impact (linear feet): 331
7. Isolated Waters
Do any isolated waters exist on the property? ^ Yes ®No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
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.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond: Expected pond surface area:
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.
The proposed impacts for the realignment of Tryon Road are in accordance with
the City of Raleigh's thoroughfare plan. Due to the current unsafe curvature of
Page 6 of 10

Tryon Road, the proposed realignment is necessary to bring the road up to DOT
standards. The attached letter from the engineer addresses the justification for
the impact location for Tryon Road. A separate letter from the engineer also
addresses the justification for the sewer line impact. The engineer and S&EC met
with the USACE in apre-application meeting to discuss the location of the road
crossing at Tryon Road.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
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
ham://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.
The client proposes payment to NC-EEP for mitigation of resources lost to the
development.
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
Page 7 of 10

additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wr~p/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): 277
Amount of buffer mitigation requested (square feet): 23,555
Amount of Riparian wetland mitigation requested (acres): 0.14
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 ^
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.
Sanitary Sewer Im~arts~ IMPACT ?_
Zone* Impact
s uare feet Multiplier Required
Miti ation
1 1,620 3 0
2 873 1.5 0
Total 2,493 0
Page 8 of 10

Sidewalk Area: IMPACT 3
Zone* Impact
s uare feet Multiplier Required
Miti ation
1 2,215 3 0
2 900 1.5 0
Total 3,115 0
T on Road Reali nment: IMPACT 4
* Impact Required
Zone ,~~...,_e c e.~ Multiplier *.f~A.....4.....
1 15,603 3 46,809
2 7,952 1.5 11,928
Total 23,555 58,737
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additiona120 feet from the edge of Zone I .
XI.
XII.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration /Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260.
Buffer impacts on this project total 29,163 square feet. 23,555 square feet of
buffer impacts are proposed for the Tryon Road realignment (15,603 in Zone 1
and 7,952 in Zone 2); because this impact will exceed 150 linear-feet of buffer
and/or more than 1/3 acre of riparian buffer impact, mitigation will be required.
Other buffer impacts are allowable within the regulations, and are below the
thresholds for buffer mitigation. We propose payment to EEP to mitigate for
the loss of riparian buffer. A copy of the EEP acceptance letter is attached.
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.
Impervious surface for this development is 52%.
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 development will connect to an existing sanitary sewer system. The
municipality will ensure that this development does not exceed the available
capacity of the facility.
Page 9 of 10

XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ^ No
Is this an after-the-fact permit application? Yes ^ No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ^ No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
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. The Woodlands does not meet any of the three criteria of private
projects that can clearly result in cumulative impacts. 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).
b.//~~~
ApplicantlAgent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 10 of 10

~ oo2ioo2
08/25/2000 ].2;01 S409B1d226 IDREROAVA PAGE 02(p2
~ Sail Sr Envizonmental Consultants, Yn~.
t Iota E~avcn Ridce Rood • Ral~-i~h, North Cuvllnn 27614 ~twno; L91p) 8~6-S~oU Fax: (919) e4G•946?
1NbbPs r: Www.Sxa~Ccom
AGBN'I' AUTHORI~A'~IO~i FORM
All B[an To Be Filled Ixt By The urt~nt Laindowtne~
o .a G ~ r a ,Fri a
Nat~,e: ~ ~ ~r~~
Address: ^ l l ~ S. F , e `~
]'hone: ~ S yU ~ 8 t ~ ~-} ~ U~'~ _. . ~. _
pcojcctNQme~DeSCriptio»_ . ~ - •-~••
pate. ~~' ~•S f d a ' _~
The DEpartmPnt of the Army
US, Army Cergs of Ea~tr-ners, Wi1rn[ngiotl District
P,Q. Lox
Wilmingfon~ NC 28402
,pit tn: ~~~i ~ c~ C _.
pi~ld Office: ~~°+~~
Re: Wetlands Related Consulting anct PermAtting
To Whom itlVlay C:oncern~
t, die current Fro~*t -- ownCr, hereby dQSignxte and au'thari2e Sail Fa Environmental Consultants, Inc. to
art in my behalf as n.1y agcnE in the prottssing 4f permit appliCati0t15, to fvmish upon request
su plc~ttenta] information in Support of applicatirms, etc. from this day farwacd, 'llie ~~ d~-y of
This notifical.i0n supersedes any previous COerespandcncQ corteerAing the 8gent fat this pCOJect,
NO'x'1LIi: This Rutharizatio;p, t'4r liabfLi(y and prvEessio:nal suuttesy ;c~ason+c, is valid only for
g~~vernment oft3cials to enter the lirol+et#Y when acCotstpanied vy SR.BC stafG Yau should cal] $&]iC
to arr,~t~gc a site atcetimg prior to visiting the SitC,
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1'finC Arapcrty C)w[ er's Nan1e ~ l'raperfy Owner'S Sipn• rc
Cl:: Nlr. Jt~hn Clorncy
NCi)I:I•t & 1VR - pWc~, V~aief Quali4y Planning
aaa~ rrEay crock Read
R.~leilrh, t~1C 27607
cC; MI', K~!v{t~ Mitriicti
Soil ~ Environmental C'onsult;ants, Inc.
+~ss~•tu.ln,i
Weli~nd Uuh~~entieu(i4fmiUinQfNitd¢~uen Soil/~l~C 8v~1S~A~ioR[ On-3i[t Sc~Gc Syslcros Cmrironmrnlcll A[ec,~~tentslAueits
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IMPACT LOCATION ~4
TRYON ROAD FlLL
I.D. AR EA
NRB Z1 4E 4196 SF
NRB Z1 4F 11,407 SF

NRB Z2 4D 373 5F
NRB Z2 4G 3,579 SF

CH 1:1 MIT. 4A 552 SF
CH 2:1 MIT. 4B 468 5F
CH NO MIT. 4C 169 SF
JW NO MR. 4H BZ SF

CH 1:1 MR. 4A 135 LF
CH 2:1 MIT. 4B 109 LF
CH NO MIT. 4C 54 LF

RENAISSANCE PARK
SINGLE FAMILY
(FUTURE)
sroRllrtwAl>:~ Paso ~ sY orHERs
PER PLANS BY 41A1'HERS ~ RAVENEI., INC.
ENTT~TLED'RENN33ANCE PARK, PHASE 1"
COMMERCIAL
Lor
IMPACT LOCAT!~N ~5

I.D. AREA
COMMERCIAL
LOT FILL ~ 531 SF

WET POND
STORMWATI:R
DEVICE
5K
40fi SF

~.
P, EJUSIING TOPOGRAPFIY TAKEN FROMI LIDAR
wirFl surPLEN~NTa< s~vEr of ct~c - RENAISSANCE PARK
LOCATKNIS BY VYfiF~RS ~ RAVENEL INC. ~ TOWNHOMES, PHASE 3
uarrs TM.
~ ~~ -~- DAZE: NIARt;H 2006
r~
~ ~
i r
I I t~nr. nrffr
Nato: Sr OrwiYfMhnd~ IrtpaetlN~p FarAee Lorrion GRAPHIC .~J{If
~ ~. `~ ~~~~ WITHERS ~ RAVENEL """`
a~a
R~NAISSANC~ PARK IMPACT LOCATION 5
tl"drM MN. EM~IIIEElS t VLAMNENS ~ }URVErCaS
~' 4 of ~
wx ®sro Ra h Vda[ae NoAh(`.eDliNa ,nree~^auq,ewo~mn w~s«saA vm~oeoa ....e.~~m

F W H TF ivnc~aei r. tasiey, governor
~ 9 William G. Ross Jr., Secretary
\OC~ QG North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
--I Colleen H. Sullins, Deputy Director
p -~ Division of Water Quality
.~
Soil & Environmental Consultants ~ ~ `;
C/o Jason Payne ' ; ;~-,
11010 Raven Ridge Road ~ .
Raleigh, NC 27614 ~ ~ ~ ~;
Attn: Mr. Payne
BASIN:
Neuse River X
December 7, 2004
. - - - --,
.,
.~ ` F
,, . .
r ~~~ 1 ~ 2oc~ ` .
NBRRO#04-0305
County: Wake

Tar-Pamlico
(15A NCAC 2B .0233) (l5A NCAC 2B .0259)
Complaint NOV Buffer Determination X
Incident # Appeal Call
Project Name: Norfolk Southern Assemblage
Location/Directions: South of West Parkland off of Hwy 50 Rale~h
Subject Stream: UT to Lake Benson / UT to Walnut Creek
Date of Determination: 10/15/04
Feature Start Buffer
GPS Points (if
rovided) End Buffer Stream
Form Appeal
Call Located
on Soil
Survey Located: on ~ ,
USGS + !~1(
To o~Tra hic
A Not Sub'ect X
B Start SO1 X X
C Not Subject 18.5 X
D Not Subject-Start
@ Pond on Golf
Course
E Not Sub'ect
F Start @ 311A X 35.73830/
-78.65513
G Start SO 6 X
H Sub'ect X X
I Draina a Feature

~~.
Raleigh Regional Office 1628 Mail Service Center #~l)El~t
Water Quality Section Raleigh, NC 27699-1628
j .~
phone [phone] Customer Service
facsimile [phone] 1-877-623:8748
;n! ;
~~ ~{ . ~ i ,

vu~v
Jason Payne
Norfolk Southern Assemblage
12/7/2004
Page 2 of 2
;. ~i;
This on-site determination shall expire five (S) years from the date of this letter. Landowners or affected parties
that dispute a determination made by the DWQ or Delegated Local Autlhority that a surface water ~Cists and that
it is subject to the buffer rule may request a determination by the Director. A request for a determination by the
Director shall be referred to the Director in writing c% Cyndi Karoly ,DWQ Wetlands/401 Unit, 2321 Crabtree
Blvd., Raleigh, NC 27604-2260. Individuals that dispute a determination by the DWQ or Delegated Local
Authority that "exempts" a surface water from the buffer rule may ask for an ad judicatory hearing. Yuu must
act within 60 days of the date that you receive this letter. Applicants are hereby notified that t/ie 60-day statutory
appeal time does not start until the affected party (including downstream and adjacent lando-vners) is notified of
this decision. DWQ recommends that the applicant conduct this notification in order to be certain tl:at third
party appeals are made in a timely manner. To ask for a Bearing, send a written petition, whiclz co~:forms to
Chapter 1 SOB of the Nortli Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail
Service Center, Raleigh, N. C. 27699-6714. This determination is final and binding unless you ask fur a Bearing
within 60 days.
The (owner/future owners) should notify the Division of Water Quality (including any other Local, State, ni~
Federal Agencies) of this decision concerning any future correspondences regarding the subject%roperty-(s1a ed
above). This project may require a Section 404/401 Permit for the proposed activity. Any inquiries should be
directed to the Division of Water Quality (Central Office) at (919)-733-1786, and the US Army Corp of E~:gineers
(Raleigh Regulatory Field Office) at (919)-876-8441.
Respectfully, , r -
~k/L~-L-
Michael Horan
Environmental Spec. I
CC: File Copy
Central Files
DWQ 401 Wetlands Office
Wake County

~; : ,
:-a ~ .. ;ar ~,

WITHERS iJC RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
May 1, 2006
Mr. Jason Payne
Soil & Environmental Consultant
11010 Raven Ridge Road
Raleigh, NC 27614
Re: Renaissance Park
Tryon Road Extension -Justification of Alignment
W&R Project No. 205170.0
Dear Mr. Payne;
The re-alignment of Tryon Road west of South Saunders Street (US Hwy 70/401) located in
Raleigh, North Carolina has been identified as a needed project since 1986, as depicted in
the Greater Raleigh Urban Area Thoroughfare Plan. The main focus of the project is to re-
align the roadway alignment to eliminate the unsafe horizontal curvature along a portion of
this roadway segment. The thoroughfare plan was adopted by all municipal members of the
Capital Area Metropolitan Planning Organization, as well as, the North Carolina Department
of Transportation. Currently, NCDOT is completing a planning and environmental study for
the extension of the roadway from west of bridge No. 259 over Norfolk Southern Railway to
South Saunders Street (US Hwy 70/401). The project is identified as project U-4432 (state
project # 8.240720) in the state's Transportation Improvement Program.
NCDOT, nor the City of Raleigh have funded the roadway project for construction; however,
the developer of the project has agreed to provide funding and construction of a portion of
the realignment project (excluding the bridge replacement) and receive some reimbursement
from the City of Raleigh in accordance with normal operating policies of the city. The
developer plans to begin construction this year if possible.
Withers &Ravenel has coordinated with NCDOT over the last several years to determine a
proper alignment of the roadway. NCDOT has evaluated many alternatives in this corridor
as part of their planning and environmental study that will reduce environmental impacts and
issues caused by construction of the roadway and bridge replacement. A registered historic
property located on the north side of Tryon Road immediately west of the bridge has been
determined by the state to be of national historic value and must be avoided or show
minimal impacts associated with the roadway and bridge project. The state has identified
this alignment as alternative 2 and will be considered their recommended alignment at the
conclusion of their planning and environmental study. Withers &Ravenel have been
provided the alignment from NCDOT and has incorporated this alignment into the
Renaissance Park project plans.
The alignment of the roadway cannot avoid the upper reaches of the delineated wetland
channel and Neuse River Riparian Buffer due to a mandate by the state that we avoid or
minimize the impacts to the historic property near the bridge. In addition, NCDOT is
requiring the design of the roadway to meet a design speed of 50 mph, which is appropriate
for a major thoroughfare. This required design speed will not allow the roadway to curve
sharply to the north to avoid the wetland/NRB and then sharply reverse curvature to the
south and west a still align with the existing bridge and preferred alignment recommended
by NCDOT.
111 MacKenan Drive Cary, North Carolina 27511 te1:919.469.3340 fax:[phone] www.withersravenel.com
7040 Wrightsville Avenue I Suite 101 ~ Wilmington, NC 28403 ~ tel: [phone] I fax: [phone]

Based on this information presented in the above paragraphs, we believe the roadway
alignment has been shown to minimize all environmental impacts along this roadway
corridor project. Please call me if you have any questions or concerns.
Sincerely,
WITHERS ~c RAVENEL
Jerry J. Jensen, PE
Project Manager
Renaissance Park
W&R No. 205170.0

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WITHERS RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
May 1, 2006
Mr. Jason Payne
Soil & Environmental Consultant
11010 Raven Ridge Road
Raleigh, NC 27614
Re: Renaissance Park
Tryon Road Sewer -Justification of Alignment
W&R Project No. 205170.0
Dear Mr. Payne;
The development of Renaissance Park will result in the developer extending existing sanitary
sewer currently located south of the project site to the project's boundary located at existing
Tryon Road. The existing wetland and Neuse River Riparian Buffer that runs north/south in
this vicinity make it necessary that sanitary sewer cross the wetland/NRB area in order to
serve both sides of the property for gravity sanitary sewer service. There is no other gravity
sewer service available in this area to avoid the impact.
The gravity sanitary sewer line has been placed in a City of Raleigh sanitary sewer public
easement with a mandated width of 20 feet. The sewer line has not been extended under
existing pavement (Tryon Road) in order to avoid the wetland and NRB impact since it is the
normal policies of NCDOT not to allow utilities under their pavement sections they
maintain. In addition, it would be difficult and unsafe to construct the sanitary sewer inside
the pavement while still maintaining two-way traffic along Tryon Road.
Based on this information presented in the above paragraphs,
alignment has been shown to minimize all environmental impact
extension. Please call me if you have any questions or concerns.
Sincerely,
WITHERS Sc RAVENEL
Jerry ). Jensen, PE
Project Manager
we believe the sewer
s along this sewer line
111 MacKenan Drive Cary, North Carolina 27511 te1:919.469.3340 fax:[phone] www.withersravenel.com
7040 Wrightsville Avenue I Suite 101 I Wilmington, NC 28403 I tel: [phone] ~ fax: [phone]

Page 1 of 1
Jason Payne
From: Matthews, Monte K SAW [[e-mail]]
Sent: Wednesday, January 18, 2006 2:11 PM
To: Jason Payne
Subject: RE: Mitigation Ratios for South Raleigh Site @ Tryon ,"
Hello Jason,
Per Andrea's notes within the file for this project (Norfolk and Southern Corps. AID 200520186).
Starting at the most downstream point in question, this stream was designated as important (probably perennial)
and requires a 2:1 mitigation ratio. Going upstream the stream divides into two separate channels. The channel
to the left (looking upstream) has unimportant aquatic functions with veg. growing in channel and doesn't require
mitigation (you could change the impact amounts to a sq. footage for this small stream). The stream to the right is
considered important intermittent and would require a 1:1 mitigation ratio.
If this is different from your file let me know.
Monte Matthews
Reg. Spec.
USACE
919-876-8441 x30
-----Original Message-----
From: Jason Payne [mailto:[e-mail]]
Sent: Wednesday, January 18, 2006 1:03 PM
To: Matthews, Monte K SAW
Subject: Mitigation Ratios for South Raleigh Site @ Tryon
Monte,
Per our conversation yesterday, could you send me an a-mail explaining/documenting the
mitigation ratios for the streams we discussed at the Tryon Road site?
Jason Payne
Environmental Scientist
,~ Sala & vlranmental Garnst~ltanES~ PA.
1101:0 t3avpn Rd.• Rateigh, NG ~T814
(919]84G~5 # [018)8~1Cr9~7
YYeb ; ~nvw.SandEC_eam
5/10/2006

LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
}2,iEn(F SSA n(c F f ~-~-K - F~r'1 ~ dk I Tfi z.u K ~P ~ 8
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: ~o~~ /~ ~%t~f'~S ~~ 1~~~~f~` ~.~ ~«~~~~i~~~ ~%
Title: a~'~a ~io~s /~a~a9P~ '
Address: ~Zo q ~/cl~i~ 1~~~ ~~;~f~c /S8-/G~ ~4 ~~iaLi. ~c z
Phone: ~9/q~ ESL - ¢310
Signature:
Date:
~.~
y
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of
do hereby certify that
personally appeared before me this day of ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
SEAL
My commission expires,

Page 1 of 1

DWQ Project
I. PROJECT I~
Project Name
Contact Person:
Level SpreaderlD:
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
(please complete
SP,
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method
REQUIRED ITEMS CHECKLIST
information):
Phone Number:
~ ft.
• 5 ac.
/ . G ac.
l'~
~f7• q4' cfs
o - 3 2-. cfs
~ic~c ~~u~~/~v~
~pGT ~ToM
(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)'
(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. 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.
A lica t 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.
Pre-Form Scour Holes are on flat slopes only
~ No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

DWQ Project No.
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORM~ION (please complete the~llowin
Project Name : <~QiSS4~« 4~' L
Contact Person: ~C!/S/ ~ ~j„x,, ,o. ~
Level Spreader ID: _ ~j- ,YP ~Z
Level Spreader Length n ft,
Drainage Area ~ ac.
Impervious Area ~~ yZ ac.
Maximum Filter Strip/Buffer Slope 20
grass
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method
REQUIRED ITEMS CHECKLIST
information):
Phone Number:
(!o
(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)*
/5~• g 7 cfs
~ • cfs
1u/G/C ~~~/b Co/~/L
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
(cI~T D~~nlTi~aL C / r~.r..~/TE~/ / y ~2~'J
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.
A lica I 'ti s
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.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

DWQ Project No
I. PROJECT INFORMATION
Project Name : .~
Contact Person: ~/i1
Level Spreader ID: .
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass -
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
;please complete the following
•~~l a~
~~ ft.
/7.76 ac.
~o. 6 ~ ac.
5~
nformation):
_ Phone Number: (/ 9) f~6 9- 3 ~ ~a
(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)*
Max. Discharge from a 10 Year Storm .So•/6 cfs
Max. Discharge to Level Spreader D• 3Z- cfs
Filter Strip/Buffer Vegetation ~C.t %~O ~~/Ea- (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method r' E ' i o„ ~ (/°~1•/~,n~1iT;~ lTd2~J~
II. REQUIRED ITEMS CHECKLIST
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 mef, attach an explanafion 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.
A lica is I 'tom
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.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

DWQ Project No.
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following i
Project Name : ~j<i/a~ss4~<e ~a~~~
Contact Person: <~i <nji~ .F
Level Spreader ID: - BAP lr`
Level Spreader Length l° ft.
Drainage Area /8.0'7 ac.
Impervious Area /l 3 ~ ac.
Maximum Filter Strip/Buffer Slope /~
grass -
iformation):
_ Phone Number: (~/~') S~G9- ~~ f!o
(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)'
Max. Discharge from a 10 Year Storm f~ •S$ cfs
Max. Discharge to Level Spreader D- _cfs
Filter Strip/Buffer Vegetation /G~ v// Co/~~ (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method ~E? OE?C~I/~!~+/C/ "/~~~7j~ s1~-''l~~c~
REQUIRED ITEMS CHECKLIST
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 mef, aftach 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.
A lican s Ini 'als
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.
,V Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

DWQ Project No.
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMAT ON (please complete the following information):
Project Name : Qi qn~~ ~ ~
Contact Person: C~i ~ t~.r-~n ~~ Phone Number: lam!'/) G 9~3~
Level Spreader ID: _ ~f~p }~~'
Level Spreader Length l° ft. (perpendicular to flow)
Drainage Area q. 2 8 ac. (on-site and off-site drainage to the level spreader)
Impervious Area /~•% ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope / % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass -
Max. Discharge from a 10 Year Storm `~3• S ~' cfs
Max. Discharge to Level Spreader 6• ~ 2- cfs
Filter Strip/Buffer Vegetation ~ ~5 (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method !~~/~Ef~y~/ (/'~2-~fEn/siTf~ ~T,2~~
II. REQUIRED ITEMS CHECKLIST
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 mef, affach 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.
A lica is n' ials
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.
~(/ Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
,Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
,Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with (hick 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.

DWQ Project
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
I. PROJECT INFOR TION (please complete the following information):
Project Name : 4issa7« ~Q ~/-
Contact Person: G•~/~ ~~rk~ . ,E, Phone Number: ~ - 33 0
Level Spreader ID:. ~
Level Spreader Length /0 ft. (perpendicular to flow)
Drainage Area ~/7.7''j ac. (on-site and off-site drainage to the level spreader)
Impervious Area 27 ~ S_ ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope -~- % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm /d 6. S7 cfs
Max. Discharge to Level Spreader 0 • S~ cfs
Filter Strip/Buffer Vegetation ick S~/~ 0 Lv/E!L (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method l+~FiT D~T~~%~%+~' ~/~1~~~/JiTj'~l~2~,
II. REQUIRED ITEMS CHECKLIST
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.
A lica s ii 'als
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.
N ¢ Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

DWQ Project No.
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Cri ~ w-~.
Contact Person: li/ /elf.-~ , ~, Phone Number: (4/y 1 S~6 9 ' 33 ~
Level Spreader ID: _
Level Spreader Length ~ ft. (perpendicular to flow)
Drainage Area /$. 3 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 9.2¢ ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope ~o % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 37~ ZZ cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation ~(UG ~fi'~ /l Gv>lb'IL (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method !/E~ Q,E~~rJv~/ C/ ~~~/j~,~,~j 7~c, ~~
II. REQUIRED ITEMS CHECKLIST
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.
A lica s ni ~ Is
- 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.
N A Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and ca-culations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
`Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

DWQ Project No.
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete th following information):
Project Name : Cri t~rh<< ~~ ~
Contact Person: ~y liJlrn, ~, Phone Number: (/9) G S- 33f1~
Level Spreader ID: .
Level Spreader Length l° ft. (perpendicular to flow)
Drainage Area 23~ ac. (on-site and off-site drainage to the level spreader)
Impervious Area /5 3 q ac. (on-site and off-site drainage to the level spreader)
Maximum Filter StriplBuffer Slope ~ % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm GZ•.S~ cfs
Max. Discharge to Levet Spreader •/ cfs
Filter Strip/Buffer Vegetation ?~fiCK tijlr/~//7 Go/,~ii- (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method !~/~TD~T~/~l~~/ ~/'rt~/rE,rls~/ j ,S7a~~~
REQUIRED ITEMS CHECKLIST
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.
A I' t nitials
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.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers"`
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No sUuctures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
'Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

Project No. D
(to be provided by DWQ•J
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
D~ Stonnwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFOrRMATION (please complete the following information):
Project Name: K.f/~iS54~tc< ¢~/~-
Contact Person: ~c°//t/ ~, JP%7stn Phone Number: (9/y
For projects with multiple basins, specify which basin this worksheet applies to:f3r1P ~ l
Basin Bottom Elevation ~~~ ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 3~ ~ ft. (elevation of the orifice invert out)
Temporary Pool Elevation 300 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 2~, 82 3 sq. ft. (water surface area at permanent pool elevation)
Drainage Area Z O.5 ¢ ac. (on-site and off-site drainage to the basin)
Impervious Area !/. ~ ~ ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SA/DA used
Diameter of Orifice
¢O.8
cu. ft.
_ ~ 3 ~ Z ;u. ft.
8 /7z- cu. ft.
2.3 ~
~ in.
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FO G100 09/97 Page 1 of 1

Project No. DW
(to be provided by DWQ~
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
D~ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INF RMATION (please complete the following information):
Project Name : /! ~ Cl~I c'C ~~'/G
Contact Person: ~~/iy ~ ~171P~1 . r? E. Phone Number: C 9 '3.~ o
For projects with mul lpt ei basins, specify which basin this worksheet applies to: ,B/1P Z
Basin Bottom Elevation 3/ (~ ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 3 2. o ft. (elevation of the orifice invert out)
Temporary Pool Elevation ,34 9' ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ,~ ~ sq. ft. (water surface area at permanent pool elevation)
Drainage Area . G9 ac. (on-site and off-site drainage to the basin)
Impervious Area 3• ~ Z ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume ~~ 8~ cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume ~¢L9/ cu. ft. (volume detained on top of the permanent pool)
Forebay Volume % 7 /(v cu. ft.
SA/DA used 2• ~ 7 (surface area to drainage area ratio)
Diameter of Orifice 7i in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirernent has not been met, attach an explanation of
why.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
100 09/97 Page 1 of 1

Project No. DW
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
(to be provided by DWQ)
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFORMATION (please complete the following information):
Project Name : P ~% ¢~~~ ~~~
Contact Person: f'/i ~lC~ Phone Number: (q/9) 5~~9 330
For projects with multiple asins, specify which basin this worksheet applies to: /,j/rP ~
Basin Bottom Elevation 3 ~ ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 3 ft. (elevation of the orifice invert out)
Temporary Pool Elevation ~3 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area /Pj 7B ¢' sq. ft. (water surface area at permanent pool elevation)
Drainage Area 7 76 ac. (on-site and off-site drainage to the basin)
Impervious Area /O . ~ ac. (on-site and off-site drainage to .the basin)
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
?JS y cu. ft.
~ cu. ft.
~~ cu. ft.
(combined volume of main basin. and forebay)
(volume detained on top of the. permanent pool)
SA/DA used
Diameter of Orifice
Z• ~
3 in.
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and 'Administrative Code
Section: 15 A NCAC 2H .1008. 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.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FO G100 09/97 Page 1 of 1

Project No. DWQ (to be provided by DWQ~
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFORMATION (please complete the following information):
Project Name : fjl~~i'
Contact Person: C//
For projects with multiple ba
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
~« Q/~~
~ ~ J~/l.SfiJ, /~~ ~ Phone Number: 6 9-33 v
sins, specify which basin this worksheet applies to: ~/y/° ~-
J ~ ~ ft. (average elevation of the floor of the basin)
ft. (elevation of the orifice invert out)
ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ZS to ?~ sq. ft. (water surface area at permanent pool elevation)
Drainage Area / . 07 ac. (on-site and off-site drainage to the basin)
Impervious Area //~ 37 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume ~Z /`f/ cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume ~ ~ cu. ft. (volume detained on top of the permanent pool)
Forebay Volume ~o~ ~~$ cu. ft.
SA/DA used Z• 37 (surface area to drainage area ratio)
Diameter of Orifice ?7 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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 ea-planation of
why.
A li nt Initials
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

Project No. DWQ (to be provided by DWQ
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFORMATION (please complete the following information):
Project Name : _ P~Ai,~Gn~c ~•-,E..
Contact Person: fries ~..T<.~l~i~, ~?~ phone Number: 9'/~ 6 9 - 33 a
For projects with multiple basins, specify which basin this worksheet applies to: i3iyP ~
Basin Bottom Elevation ZG ft. (average elevation of the floor of the basin)
Permanent Pool Elevation ~ Z ft. (elevation of the orifice invert out)
Temporary Pool Elevation 32 (o ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 2?~4'~ sq. ft. (water surface area at permanent pool elevation)
Drainage Area / 9 Z$ ac. (on-site and off-site drainage to the basin)
Impervious Area /o• /~ ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 5~8 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume G 3 y cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 2 ~ ~ cu. ft.
SA/DA used 2• /6 (surface area to drainage area ratio)
Diameter of Orifice .3 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
-The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement lzas not been met, attach an explanation of
why.
The temporary pool controls runoff from the 1 inch storm event.
' The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FO G100 09/97 Page 1 of 1

Project No.
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFO ATION (please co lete the following information):
Project Name : i S4lX'P ~a^~
Contact Person: C/i <~J/.~ Phone Number: l~ - 3~ o
For projects with multiple asins, specify which basin this worksheet applies to: ~~fP G
Basin Bottom Elevation ~ ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 33 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 3?~~ ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ~q 7~ ~ sq. ft. (water surface area at permanent pool elevation)
Drainage Area , 7 ac. (on-site and off-site drainage to the basin)
Impervious Area 27 7 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 2/ 227 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume /0 '>L~~7 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 2~ Z ~ cu. ft.
SA/DA used Z 37 (surface area to drainage area ratio)
Diameter of Orifice ¢- in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
,Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

Project No. DW
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFORMATION (please omglete the following information):
Project Name : i' ~~ r Qi/~-
Contact Person: ~y ~r~I/~j
For projects with multiple basins, specify which bas
Basin Bottom Elevation ~/ d ft.
Permanent Pool Elevation 313 ft.
Temporary Pool Elevation .3/ o ft.
Phone Number: (~/~) ~6 9- 33~b
in this worksheet applies to: B/y/" ~
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area l ~v~/ sq. ft. (water surface area at permanent pool elevation)
Drainage Area /8.3 ~ ac. (on-site and off-site drainage to the basin)
Impervious Area ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume ¢d 8 6 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 3 ZOO cu. ft. (volume detained on top of the permanent pool)
Forebay Volume ~/(0,3 cu. ft.
SA/DA used 2• D~o (surface area to drainage area ratio)
Diameter of Orifice 3 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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, attacl2 an explanation of
why.
! The temporary pool controls runoff from the 1 inch storm event.
~-The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
~ Vegetation to the permanent pool elevation is specified.
-An emergency drain is provided to drain the basin.
f-The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
~-The temporary pool draws down in 2 to 5 days.
1 The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (0&M) plan is provided.
A vegetation management/rnowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the 0&M plan.
G100 09/97 Page 1 of 1

Project No. D
(to be provided by DWQ~J
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFORMATION (pleas~~j co plete the following information):
Project Name : / Q ll flli~
Contact Person: P// ri! /~ , Phone Number: / ~6 9- 33 °
For projects with multiple asins, specify which basin this worksheet applies to: /°
Basin Bottom Elevation :3/ ~ ft. (average elevation of the floor of the basin)
Permanent Pool Elevation ~3/ G ft. (elevation of the orifice invert out)
Temporary Pool Elevation _ 3/ 2- ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area O ~ 7 sq. ft. (water surface area at permanent pool elevation)
Drainage Area Z ac. (on-site and off-site drainage to the basin)
Impervious Area /5- 3 ~' ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume ~S. B/3 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 3 Z cu. ft. (volume detained on top of the permanent pool)
Forebay Volume / , /(o ~ cu. ft.
SA/DA used Z ZS'~ (surface area to drainage area ratio)
Diameter of Orifice Z in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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.
' The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
~_Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
G100 09/97 Page 1 of 1

Project No. D
(to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFO ATION (please co plete the following information):
Project Name : i7G~~s ~~~ A~~G'"
Contact Person: it l~fl~ Phone Number: / 6 - 3 a
For projects with multiple basins, specify which basin this worksheet applies to: 9
Basin Bottom Elevation ~3~ ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 33G -So ft. (elevation of the orifice invert out)
Temporary Pool Elevation 33G • S° ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 3B SLo/ sq. ft. (water surface area at permanent pool elevation)
Drainage Area .4 t ac. (on-site and off-site drainage to the basin)
Impervious Area /~, 95 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume ~~~~ cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume ~vo ~ cu. ft. (volume detained on top of the permanent pool)
Forebay Volume l°I~ cu. ft.
SA/DA used 2 • ~9 (surface area to drainage area ratio)
Diameter of Orifice ~ ~ in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
.Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation managementJmowing schedule is provided in the O&M plan.
,Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
' A responsible party is designated in the O&M plan. h
FO S G100 09/97 Page 1 of 1 ~ ~G+')d~s~ ,~,f'; G~~J ~/<~~''~o~
and ~ l/lT ~~~

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Renaissance Park, BMP#1
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that wilt not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 303.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 303.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 306
Sediment moval EI. 303.5 7 /o
--------------* -
Bottom E vation 303 2 5%
FOREBAY
Sediment Removal Elevation 303.5 75%
----------------------------- ------
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
~~F s5A n(c F_ ~~2-K -- P~r1 P ~ I Tti ~.u r~ rjP ~ a
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall seasori and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: ~~~ ~ ~~~s ~~ 1~~~~ /.~ ~«~~i~~~~~ C~~~y
n .~
Addres
Phone:
Signati
Date: ~ ~ ~ I ~ 1O

Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
L /~ ,
I, /vn~c /f/~,,1~/hd~/" , a Notary Public for the State of l~~~t c_a~o~~,c~c,c~
County of L!/~ , do hereby certify that ~ '
personally appeared before me this ~ day of , doo ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin aintenance requirements. Witness my hand and

VIIIVIQI JGQ1,
- M --~
.,11.,1....,,,, `~
.~ ••4 1
~~ Q'fr ~,OTgR~''~'p
£,`z~~ A G •~ ~~
., 4 F COUNT. ~~'~,.,
•1....,1.1,11..1.,1.,.,,
SEAL
ANNE M. KIMBER
NOTARY PUBLIC
WAKE COUNTY, N.C.
My commission expires Mr~°S'°"Expired-142009.
Page 1 of 1

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:John P. Myers c/o Wakefield Development Company
Title: er ~1u~~y~
Address:3209 Gresham Lake Road, Suite 158-160, Raleigh, NC 27615,
Phone[phone]
Signature: ~ ~- ~
Date: ~ ~ o ~ ~ ~ ~
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
-y~
1, /~(' , a Notary Public for the State of ,~i ~,~c~2~i~.cJ,
County of ~{/~ , do hereby certify that ~ ~ye~d
personally appeared before me this 6 day of aoo ,and acknowledge the due
execution of the forgoing wet detention basin maintena ce requirements. Witness my hand and official seal,
,~'"'G M • Kl,~j~
r ~ ~\j ~N,HI,~,N~gyN /~
~~ r ~..0 ,~ ~'%V,~ti
~ TA'41-
SEAL ANNE M. KIMBER
NOTARY PUBLIC
My commission expires
MY Commission Expires 1 14-2009.
Page 2 of 2

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Renaissance Park, BMP#2
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 316.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 316.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill In the blanks)
Permanent Pool Elevation 320
Sediment moval EI- 316 5I 7 /°
•C Sediment Re_m_o_v_ a_ _I _E_le_ _v_a_ti_o_n_ _3.1.6_._5_ _ _ _ _ _7.5_%0_
Bottom E vation 316 • 5% ~ ,
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:John P. Myers c/o Wakefield Development Company
Title: C~ei- er (~/~~
Address:3209 Gresham Lake Road, Suite 158-160, Raleigh, NC 27615,
Phone[phone]
Signature:
Date: y~t"bl~b
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
~~
I, ~, ,~l -~~~ , a Notary Public for the State of i~'-¢?~ ,
County of ~~~ , do hereby certify that ~~-~v~ ~~~~/
personally appeared before me this _~ day of , ~, and acknowledge the due
execution of the forgoing wet detention basin maintena ce requirements. Witness my hand and official seal,
~• ~
~ ..................„tii ~„~
a,~F -•~-..,..„,......,~y ,~,.
~,., /~ 1lN r•
SEAL ANNE M. KIMBER
My commission expires NOTARY PU8LIC
My Commission Expires 1 14-2009.
Page 2 of 2

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Renaissance Park, BMP#3
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 340.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 340.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 343
Sediment Removal EI. 340.5
-----
-- -------*i-- Sedimen__t_R_e__m_o_v_a__I _E_le__v_a_ti_o_n__3.4.0_._5_____ _7.5_%°_
Bottom E vation 340 1 5% * ,
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:John P. Myers c/o Wakefield Development Company
Title: C~ er I~~~-.~~.~
Address:3209 Gresham Lake Road, Suite 158-160, Raleigh, NC 27615,
Phone[phone]
Signature:
Date: h J b -"~ ~
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have b-e~eyn sold and a resident of the subdivision has been named the president.
1. Lt~Z /~~-'7~Fy~ , a Notary Public for the State of j~'d- ,
County of ~a~ , do hereby certify that
personally appeared before me this ~~ day of t~rei , moo ,and acknowledge the due
execution of the forgoing wet detention basin maintena ce requirements. Witness my hand and official seal,
~,~ `,,,N,„IIIH,11111411 ~/
,rj ~\,,• T
O byew '~~+
~' ARC 's~
i
~t ~n I~I11y11111N IN ,_I
I....I..,.,I••
,___.
SEAL ANNE M. KI1tABER
My commission expires NOTARY PUBLIC
.C.
MY Commission Expires 1-142009.
Page 2 of 2

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Renaissance Park, BMP#4
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 313.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 313.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 316
Sediment F~emoval EI. 313.51 7
-----
-- -------L-- -_ _ Sedimen__t_R_e_moval Elev_a_ti_o_n_ 313.5 _ 75%0
Bottom E vation 313 I 5% - --------- ------- -- ~--- - ,
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:John P. Myers c/o Wakefield Development Company
Title. r
Address:3209 Gresham Lake Road, Suite 158-160, Raleigh, NC 27615
Phone[phone] n
Signature: I ~ 1 `
Date: U~ to ~ ~fQ
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been~sylold and~a resident of the subdivision has been named the president. ~
I, ~~~(- " , a Notary Public for the State of ,~ C~~~~tJ ,
County of ~~2 , do he~'r~eby certify that ~~~ ~ ~~~~~-d
personally appeared before me this r!O day of ~ aoo ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
~~~,„...,,,.o.„,,.., -
,~~'~ M.
~~,,,~,....,,.N...k/ ~,
•..,N
1~•~~ ~~
~'' COUN
SEAL ANNE M. KIMBER
My commission expires NOTARY PUBLIC
.C.
My Commission Expires t•14-2009.
Page 2 of 2

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Renaissance Park, BMP#5
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 326.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 326.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 329
Sediment Removal EI. 326.5
-- ---i-- Sedimen__t_R_e__m_o_v_a__I _E_le__v_a_ti_o_n__3.2.6_._5_____ _7.5_%0_
Bottom E vation 326 I 5% ~ ,
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet (wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:John P. Myers c/o Wakefield Development Company
Title: r
Address:3209 Gresham Lake Road, Suite 158-160, Raleigh, NC 2761
Phone[phone]
Signature:
Date: ~ (o ~ b ~~ b
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a: resident of the subdivision has been named the president.
1, ~' ~ , a Notary Public for the State of ,~ ,
County of ~~ , do e eby certify that ~~~, ~ ~/t.~
personally appeared before me this ~ day of ~¢~ QD ,and acknowledge the due
execution of the forgoing wet detention basin maintenari~e requirements. Witness my hand and official seal,
~~~,Naee=,n..,.,,,h„ ~.
~~~,,,M;...,k/~Gje~ti,, ~
,r•~
~• '• F•~
Qs ~p TA,Q~ ~s'A
•., ~~,'•• IhUNNNN~r
~~
U
SEAL ANNE M. KIMBER
NOTARY PUBLIC
My commission expires C
My COaunission Expires 1-142009.
Page 2 of 2

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Renaissance Park, BMP#6
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland) detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 331.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 331.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 334
Sediment moval EI. 331.5 7 /o
--------------* - Sediment Removal Elevation 331.5 75%
Bottom E vation 331 I 5% ---------------------"-------- ~------.
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:John P. Myers c/o Wakefield Development Company
Title: 1
Address:3209 Gresham Lake Road, Suite 158-160, Raleigh, NC 27615
Phone[phone],
Signature: t y` - ' ~
Date: ~ I ~ ~ ® 6
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a~resident of the subdivision has been named the president. ,
I, ~~ ~ ~ , a Notary Public for the State of ~,~~
~~,,~~ ~ '
County of ~,~y~-1~ , do /hereby certify that
personally appeared before me this b ~- day of , BOO ,and acknowledge the due
execution of the forgoing wet detention basin maintena a requirements. Witness my hand and official seal,
~! M. K~
~C='`~ ~pT ARC-'•••~~s{
:sb ~••• •• Q~ 13 L.`~ ~ J~~ r
....,..,.~... ,,.••~ Ass
SEAL ANNE M. KIMBER
hlOTARY PUSL{C
My commission expires
My commission Expires t ia2oo9~
Page 2 of 2

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Renaissance Park, BMP#7
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 310.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 310.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 313
Sediment Removal EI. 310.5
-----
-- -------L-- Sedimen__t_R_e_moval Elevation 310.5 75%
- ---
Bottom E vation 310 5% ~
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland) detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:John P. Myers c/o Wakefi~e~ld..yDevelopment Company
Title: er ~/I~ea~~.f
Address:3209 Gresham Lake Road, Suite 158-160, Raleigh, NC 27615,
Phone[phone],
Signature:
Date:_ ~, ~ ~, ~ a
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
1, /'C ' , a Notary Public for the State of `~~
County of /~~ , do hey certify that
personally appeared before me this 6 day of od ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
.,,,,,,,
'%
s~ ~~ ,.,,.,.,.,. K!il.~e .,.
f~ Q~.~ ~,OTAR~„ '~'P~~' ;
,'•a,,,, ~ 0 ~J,`';,,, fir,,
`i
SEAL ANNE M. KIMBER
NOTARY PUBLIC
My commission expires AKE COUNTY, N.C.
My Commission Expires -
Page 2 of 2

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Renaissance Park, BMP#8
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet (wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and sha-I be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 312.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 312.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 316
Sediment moval EI. 312.5 7 /o
--------------*-- Sediment Removal Elevation 312.5 75%
Bottom E vation 312 I 5% -----------------""---------- : ----'-
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page l of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:John P. Myers c/o Wakefield ~D.~e[velopment Company
Title: r_ (~~.¢Q:~aC~,f
Address:3209 Gresham Lake Road, Suite 158-160, Raleigh, NC 27615,
Phone[phone],
Signature:
Date: la ~ b/ b b U
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been soldl11and a~resident of the subdivision has been named the president. ~
I, ~ - I=~L~~L , a Notary Public for the State of iYz~G ,
County of i/yaf~i , do hereby certify that
personally appeared before me this ,~~day of cum a ~, and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
~..~. utipa
~ ~ ~~ ~C ~ .M . : , . . .K ! y I . ~e ~ , ,
*~..~`~ t
i Qtr' ap TA,Q~ __ .g
__
A ''
~•' COI.Jt`
SEAL ANNE M. KIMBER
NOTARY RUBLIC
My commission expires WAKE COUNT C,
Y ~ Expires 1.142009.
Page 2 of 2

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Renaissance Park, BMP#9
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 333.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 333.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 336.5
Sediment moval EL 333.5 7 /°
- ---* - Sedimen__t_R_e__m_o_v_a__I _E_le__v_a_ti_o_n__3.3.3_._5_____ _7.5_%0_
Bottom E vation 333 I 5% ~ ,
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Page 1 of 2

6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:John P. Myers c/o Wakefield Development Company
Titl ~ r ~/'uuv
Address:3209 Gresham Lake Road, Suite 158-160, Raleigh, NC 27615
Phone[phone] _ _ _
Signature:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
1, , a Notary Public for the State of i~
County of ~ ~~.,~~ , do hereby certify that
personally appeared before me this la day of ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
~..,..K .,,,.
•!rF„ CO UN~y~''~~
SEAL ANNE M. KIMBER
My commission expires NOTARY PUBLIC
N.c.
My Comrt~ssan Expires 1.14-2008.
Page 2 of 2

system
PROGRAM
May 15, 2006
Jason Payne
S&EC
1010 Raven Ridge Road
Raleigh, NC 27614
Project; Renaissance Park County: Wake
MAY 1 q 2006
e,r. sair s Ems„ ~~t~r c~ltants. Pa
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NC EEP) is willing to
accept payment for impacts associated with the above referenced project. Please note that this decision does not assure that
the payment will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the
applicant to contact these agencies to determine if payment to the NC EEP will be approved.
This acceptance is valid for six months from the date of this letter. If we have not received a copy of the issued 404
Permit/401 Certification within this time frame, this acceptance will expire. It is the applicant's responsibility to send
copies of the 404/401/CAMA permits to NC EEP. Once NC EEP receives a copy of the 404 Permit and/or the 401
Certification an invoice will be issued and payment must be made.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the
following table.
River Basin Wetlands Stream Buffer Buffer
Cataloging (Acres) (Linear Feet) Zone 1 Zone 2
Unit (Sq. Ft.) (Sq. Ft.)
Ri arian Non-Ri arian Coastal Marsh Cold Cool Warm
Neuse 0.14 0 0 0 0 277 23,573 0
03020201
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation for the permitted impacts
up to a 2:1 ratio, (buffers, Zone 1 at a 3:1 ratio and Zone 2 at a 1.5:1 ratio). The type and amount of the compensatory
mitigation will be as specified in the Section 404 Permit and/or 401 Water Quality Certification, and/or CAMA Pennit. The
mitigation will be performed in accordance with the Memorandum of Understanding between the N. C. Department of
Environment and Natural Resources and the U. S. Army Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Chris Mankoff at [phone].
Sincerely,
~ . ~i~
~~.
illiam D. Gilmore, PE
Director
cc: Cyndi Karoly, Wetlands/401 Unit
Eric Alsmeyer, USACOE -Raleigh
Eric Kulz, DWQ Regional Office -Raleigh
File
R.~,sto~%~... ~ ... PYOtectc'.~c9 Ou,~ Stag
~~~
NCDENR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / www.nceep.net

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WITHERS tX RAVENEL
Renaissance Park
STORMWATER MANAGE~I~IENT PLAN
RALEIGH, NORTH CAROLINA
Prepared for:
Wakefield Development Company
3209 Gresham Lake Road, Suite 158 - 160
Raleigh, NC 27615
Prepared by:
WITHERS 8~ RAVENEL, INC.
1 1 1 MacKenan Drive
Cary, North Carolina 2751 1
,~d;`~, GAR{j~~y
=~Q`QO~ESStp~Ql '9
Q gEp~.
f
• ~
° 1'~~3
. ~?
~F, ~9 y ; v, c i r ~ ~ ;~ ~~~, ~
"`~._ J A`l _~..~d
April 2006
WB~R Project No. 205170
~--
Jerry J/. ehsen! P.E.
Z~. QG

0
~ ' w
~2~saa -~
~'~ti~~RC `~~ ~ti~~~`~ . y • 06
Hunter Freeman, P.E.

RENAISSANCE PARK
STORMWATER MANAGEMENT
OPERATIONS AND MAINTENANCE MANUAL AND BUDGET
I. INTRODUCTION
This manual establishes procedures for maintenance and operation of the Stormwater Management
devices Renaissance Park mixed use development in accordance with the City of Raleigh
guidelines as set forth in City Code Section 10-9025(b). The storm water management devices
selected for this site are wet detention ponds.
The project is located immediately west of the intersection of Tryon Road and South Saunders
Street. The total project area is 208 acres. There are nine (9) wet detention ponds planned for the
project. The location of each device is summarized below:
BMP #1: The wet detention pond is located behind single family lots 1116 to 1127
BMP #2: This wet detention pond is located on the near the end of Ileagnes Road extension
on the west side of the roadway. For purposes of calculating nitrogen reduction, the pond
will only be allowed to receive credit for a dry detention facility because is has less than 10
acres of runoff coming to the pond.
BMP #3: This wet detention pond is located behind single family lots 1359 to 1366.
BMP #4: This wet detention pond is located behind townhome lots 3035 to 3059.
BMP #5: This wet detention pond is located behind single family lots 1097 to 1104.
BMP #6: This wet detention pond is located behind single family lots 1001 to 1007. Runoff
from commercial tract #1 drains into this pond.
BMP #7: This wet detention pond is located adjacent to existing Tryon Road on the east
side, and south of lot 5015. Runoff from the western portion of Tryon Road realignment
drains into this pond.
BMP #8: This wet detention pond is located behind townhome units 4001 to 4018. Runoff
from the eastern portion of Tryon Road realignment, as well as, portions of commercial
tracts #2 and #3 drain into this pond.
BMP #9: This wet detention pond is located on Commercial Lot #3 adjacent to Tryon Road.
Runoff from this commercial lot, as well as, off-site commercial shopping areas drain into
this pond.
II. NITROGEN REDUCTION
Nitrogen reduction in accordance with City Code Section 10-9022 is required for this project. The
project is required to contribute a nitrogen export load of less than three and six tenths (3.6) pounds
per acre per year.
Compliance shall include the installation within the development of all storm water control measures
as shown on the stomwater control master plan, payment of fees in lieu of installation, when allowed
by the City, and payment of any applicable drainage fees.
Developers also have the option of offsetting their nitrogen export load limitations as stated above
by paying monies to the North Carolina Wetland Restoration Fund. Forthis multi-use project, a one-
time offset payment of three hundred thirty dollars ($330) per pound per acre may be paid to the

North Carolina Wetland Restoration Fund to bring the nitrogen export load down from an average
nitrogen loading rate of 7.85 pounds per acre per year to three and six tenths (3.6) pound per acre
per year.
This project has a calculated nitrogen export limit of 7.45 pounds per acre per year after installation
of the stormwater management devices. The developer has elected to make an offset payment of
$264,943 to the North Carolina Wetland Restoration Fund. This offset payment will satisfy the City's
nitrogen reduction ordinance as specified in City Code Section 10-9022. Calculation of the nitrogen
export for the project is shown in Table 1. It has been agreed by the City of Raleigh that as each
residential dwelling unit is recorded, a payment shall be made to the NC Wetland Restoration Fund.
The commercial tracts shall make a payment prior to issuance of a building permit for each lot.
Summary of Nitrogen Loading Buydown Payment Schedule
Project Name: Renaissance Park
Project #: 205170
Note: As each residential dwelling is recorded, a payment shall be made to the NC Wetland Restoration Fund. The
Commercial tracts shall make payment prior to issuance of a building permit for each lot.
Commercial
Residential Tracts Tract Total
A&C B
Total Tract Acreage 185.04 23.58 208.62
Total Nitrogen Loading Rate (Ibs./ac./yr.) 6.69 13.42 7.45
Nitrogen Contribution to Project 80% 20% 100%
Proportional Share Payment to Wetland Restoration Fund $210,977 $53,966 $264,943
Total Number of Residential Dwelling Units 1109
Wetland Restoration Fund Payment Per Dwelling Unit $190.24
Wetland Restoration Fund Payment Per Commercial Lot
Commercial Tract #1 (7.74 ac.) $20,081
Commercial Tract #2 (11.44 ac.) $29,667
Commercial Tract #3 1.63 ac. $4 227
For complete summary of calculations, see Appendix A.
III. STORMWATER RUNOFF CONTROLS
As regulated by City Code Section 10-9023, the peak stormwater runoff leaving any site for the two-
yearand ten-year storm shall be no greater for post-development conditions than pre-development
conditions. The same methodologies used to calculate stormwater runoff must be used for both
pre-development and post-development conditions.
This project proposes to use a wet detention ponds in order to be in compliance with the stormwater
runoff controls. A summary of the wet detention pond design parameters are shown in the tables
below. For complete summary of calculations, see Appendix B.

Discharge Summary Table -Pond # 1
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 20.54 acres 20.54 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 88.00
2-YEAR DESIGN FLOW : 30.40 cfs 26.02 cfs
10-YEAR DESIGN FLOW : 57.38 cfs
47.94 cfs
Discharge Summary Table -Pond # 2
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 6.09 acres 6.09 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 90.00
2-YEAR DESIGN FLOW : 9.01 cfs 8.87 cfs
10-YEAR DESIGN FLOW : 17.01 cfs
15.97 cfs
Discharge Summary Table -Pond # 3
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 17.76 acres 17.76 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 90.00
2-YEAR DESIGN FLOW : 26.28 cfs 27.57 cfs
10-YEAR DESIGN FLOW : 49.62 cfs
50.16 cfs

Discharge Summary Table -Pond # 4
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 18.07 acres 18.07 acres
TIME OF CONCENTRATION: 10.00 MIN 5.00 min
SCS CURVE DATA 72.00 88.00
2-YEAR DESIGN FLOW : 27.74 cfs 21.86 cfs
10-YEAR DESIGN FLOW : 50.48 cfs
44.58 cfs
Discharge Summary Table -Pond # 5
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 19.28 acres 19.28 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 87.00
2-YEAR DESIGN FLOW : 28.53 cfs 23.89 cfs
10-YEAR DESIGN FLOW : 53.86 cfs
43.58 cfs
Discharge Summary Table -Pond # 6
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 47.73 acres 47.73 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 88.00
2-YEAR DESIGN FLOW : 70.63 cfs 29.62 cfs
10-YEAR DESIGN FLOW : 133.34 cfs
106.57 cfs

Discharge Summary Table -Pond # 7
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 18.31 acres 18.31 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 87.00
2-YEAR DESIGN FLOW : 27.10 cfs 22.52 cfs
10-YEAR DESIGN FLOW : 51.15 cfs
37.22 cfs
Discharge Summarv Table -Pond # 8
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 23.46 acres 23.46 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 89.00
2-YEAR DESIGN FLOW : 34.72 cfs 27.67 cfs
10-YEAR DESIGN FLOW : 65.54 cfs
62.56 cfs
Discharge Summary Table -Pond # 9
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 19.04 acres 19.04 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 94.00
2-YEAR DESIGN FLOW : 28.18 cfs 24.15 cfs
10-YEAR DESIGN FLOW : 53.19 cfs
40.00 cfs

IV. WET DETENTION BASINS
A. Description
Wet ponds are designed to promote extended periods of detention, thus creating an
environment where solids will settle to the bottom. The wet pond's construction
generally consists of a forebay area, designed to settle out the larger particles and
facilitate maintenance, and the primary pool, where smaller particles may settle.
Both areas are generally at least 3' deep under normal pool conditions. The riser is
designed to maintain the normal pool elevation, and also provide extended detention
for the first inch of runoff. The stormwater resulting from the runoff of the first inch of
precipitation is stored above the normal pool and released over a period of 48 to 96
hours. Larger storm events are designed to pass through the system. The area
between the normal pool elevation and the top of the dam should be vegetated with
dense ground cover
In this project, the wet detention ponds are designed to treat the first 1"runoff from
it's respective drainage basin and discharge the flow over a 2-5 day period. The 1"
runoff discharges through a 4" drawdown pipe, where it discharges into a level
spreader designed to achieve non-erosive, sheet flow through the Neuse River
Riparian Buffer. In addition, the wet detention ponds are designed to attenuate the
post development 2-year and 10-year peak discharge rate to predevelopment levels.
In addition, the wet detention ponds are designed to pass the 100-year design storm
through the RCP pipe outlet without overtopping the dam. A concrete riser weir and
RCP drain pipe are designed to detain the post-development 2-year and 10-year
storm events and release these events to less than the pre-development conditions.
B. Maintenance
Maintenance activities shall be performed as follows on each of the wet detention ponds:
1. After every storm event greater than 0.5 inches in any 24 hour period and at least
monthly:
a. Inspect the wet detention system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that the drawdown of the basin
can occur as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative
cover, and remove tree litter and trash as needed.
3. Inspect and repair the collection system (i.e. concrete flume) quarterly to maintain proper
functioning.
4. Remove accumulated sediment from the wet detention system annually or when depth
sediment accumulation exceeds six inches. Removed sediment shall be disposed of in
an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near the detention basin).
^ The measuring device used to determine the sediment elevation shall be such that it
will give an accurate depth reading and not readily penetrate into accumulated
sediments, such a "sludge Judge" or equal type of apparatus.
5. Grass filter strips should be fertilized semi-annually every October and April. Reseeding
shall follow the procedures set forth in the Vegetation section.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of

sediment through the emergency drain shall be minimized to the maximum extent
practical.
7. The pond embankment shall be inspected for woody vegetation at least annually after a
rain event and the nuisance vegetation removed to prevent structural problems with the
embankment.
8. All components of the wet detention basin system shall be maintained in good working
order.
C. Operation
1. Trash Control
It is important to control the potential risk of system blockage due to the presence of
trash such as cardboard, bottles, trash bags, ect., in the piping and outlet structure.
Due to the nature of the flow-control structure, trash or other items could possibly
become trapped in the structure and cause partial or complete blockage. Site
maintenance should include routine and effective trash collection and control
measures.
2. Sediment Removal
Sedimentation from areas tributary to the site will result in the reduction of the
storage volume. Sediment deposited in the system will require removal. The
frequency of the sediment removal can be reduced by ensuring that the site areas
around developed areas are stabilized with a vegetative ground cover such that it
restrains erosion. This requires periodic applications of fertilizer and other
treatments necessary to promote a stable groundcover and minimize sedimentation.
When the sediment level at any point within the storage pipe or outlet structure
exceeds 4 inches in depth, the sediment must be remove and the original volume
restored. Generally, the removal process should be carried out by methods that do
not simply wash the sediment downstream. If scouring and flushing is used, filtering
or trapping devices should be installed immediately below the piping to capture
sediment for removal. It is very important to remove sedimentation from the pipes
regularly and prior to any large accumulation, as the degree of removal difficulty, and
the likelihood of down stream impacts increase significantly with increased sediment
depth and volume.
3. Record Keeping
Operation of an underground detention system should include recording of the
following:
• Annual Inspection Reports - a collection of written inspection report should be kept
on record in Section IV of this manual. Inspection should be conducted annually.
Copies should be provided to the City of Raleigh.
• Observations -all observations should be recorded. Where periodic inspections are
performed following significant rainfall events, these inspections should be logged
into the Periodic Inspection, Operation & Maintenance Form in Section IV of this
manual.
• Maintenance -written records of maintenance and/or repairs should be recorded on
the Periodic Inspection, Operation & Maintenance Form in Section IV of this manual.
• Other Operation Procedures -the owner should maintain a complete and up-to-date
set of plans (as-built drawings) and all changes made to the dam over time should
be recorded on the as-builts.

V. MAINTENANCE OF EMBANKMENTS
A. Vegetation
The embankment on each dam will have a ground cover of fescue, which if properly
maintained will prevent erosion of the embankment and provide an easy surface for
inspection. The grass will be most difficult to obtain in the area subject to water level
fluctuation below the top of the riser. Grass should be fertilized every October and
April.
Re-Seeding -Periodically re-seeding maybe required to establish grass on
areas where seed did not take or has been destroyed. Before seeding,
fertilizer (12-12-12) should be applied at a minimum rate of 12 to 15 pounds
per 1,000 SF. The seed should be evenly sewn at a rate of three pounds per
1,000 SF. The seed should be covered with soil to the depth of
approximately 1/4". Immediately following the planting, the area should be
mulched with straw.
• Trees and Shrub -Trees, shrubs and other landscape vegetation will be
permitted after a planting plan is approved by North Carolina Department of
Environment and Natural Resources, the City of Raleigh, or other regulatory
agency with jurisdiction on this matter.
• Mowing -Grass mowing, brush cutting and removal of weed vegetation trees
will be necessary for the proper maintenance of the embankment. All
embankment slopes and vegetation of spillways should be mowed when the
grass exceeds 8" in height. Acceptable methods include the use of weed
whips or power brush cutters and mowers.
B. Erosion
Erosion occurs when the water concentrates causing failure of the vegetation or
when vegetation dies and sets up the environment for rill erosion and eventually
gullies from the stormwater runoff. Each dam should be inspected at least once a
year, or after any precipitation event greater than 3.0 inches in any 24 hour period (1-
year storm event) for these areas. Proper care of vegetative areas that develop
erosion is required to prevent more serious damage to the embankment. Rills and
gullies should be filled with suitable soil compacted and then seeded. Methods
described in Section II-A, on vegetation, should be used to properly establish the
grass surface. Where eroded areas are detected, the cause ofthe erosion should be
addressed to prevent a continued maintenance problem. Frequently problems result
from the concentration of runoff to one point of the embankment crest instead of a
uniform distribution of runoff. Each impoundment has been designed with adequate
volume to prevent flow over the embankment, however, should overtopping be
observed, or evidence of overtopping is present after a storm event, contact the
engineer immediately. The top of the dam should not be allowed to be used for
pedestrian or bicycle traffic.
• Abutments Areas -The abutment is the line formed where the embankment
fill comes into contact with the existing slope. Runoff from rainfall
concentrates in these gutter areas and can reach erosive velocities because
of the steep slopes. If a normal stand of grass cannot be maintained on the
abutments, additional measures may be needed such as jute (erosion
control) matting to provide for the establishment of a good ground cover.
• Upstream embankment slope -Erosion problems can develop on the
upstream face of the dam due to the fluctuation of water level in the lake.
This is a result of a combination of wave actions and ground saturation,
which occurs from the elevated water levels. The erosion generally occurs as

the water level falls and the saturated ground becomes subjected to the
wave action. If erosion becomes a problem, it may necessitate the
installation of a stone armoring along the zone subject to fluctuating water
level. This would consist of 18 inches of NCDOT Class B stone for erosion
control underlain with Mirifi 140 geotextile fabric. It should be centered at the
point of the erosion problem and covering an area two feet above and below
the approximate center of the eroded area.
C. Seepage
A visual inspection of the downstream face of this dam should be made for
completeness of the inspection. Seepage may vary in appearance from a soft wet
area to a flowing spring. It may show up first as only an area where the vegetation is
lusher and darker green. Cattails, reeds, mosses and other marsh vegetation often
become established in a seepage area. The downstream abutment areas where the
embankment fill and natural ground interface are very common locations for
seepage. Also the contact between the embankment and the spillway is a common
location, which is generally attributed to poor compaction at the point of contact.
Slides may result from excessively saturated embankment slopes. The natural
foundation area immediately downstream of the dam abutment should also be
inspected to ensure that "piping" is not occurring underneath the embankment.
"Piping" may appear as a "boil" evident as spring carrying soil. The soil usually
deposits around the boil area and is evident by the sedimentary deposits
accompanying it. Seepage can also occur into the spillway conduit through cracks in
the pipe or improperly sealed joints. This type of seepage can be detected by
observing the conduit when the water level is high. The movement of the water itself
is not dangerous but if soil particles are being carried with it, then it can create a
shortcut for the piping of soil. This might show up on the upstream face of the
embankment roughly along the line of the conduit itself.
D. Cracks. Slides. Sloughing, and Settlement
• Cracks -The entire embankment should be inspected for cracks. Short,
isolated cracks are usually not significant, but larger (wider than 1/4"), well-
defined cracks indicate a serious problem. There are two types of cracks:
transverse and longitudinal.
Transverse cracks appear crossing the embankment and indicated
difference of settlement within the embankment. These cracks provide
avenues for seepage and piping could develop.
Longitudinal cracks run parallel to the embankment and may signal the early
stages of a slide. In recently built structures, these cracks may be indicative
of pour compaction or pour foundation preparation resulting in consolidation
after construction.
Slides -Slides and slumps are serious threats to the safety of an
embankment. Slides can be detected easily unless obscured by vegetation.
Arch shaped cracks are indications that slides are slipping or beginning to
slip. These cracks soon develop into large scarps in the slope at the top of
the slide.
Settlement -Settlement occurs both during construction and after the
embankment has been completed and placed in service. To a certain degree
this is normal and should be expected. It is usually the most pronounced at
the location of maximum foundation depth or embankment height. Excessive
settlement will reduce the free board (difference in elevation between the
water surface and the top of the dam). Any area of excessive settlement

should be restored to original elevation and condition to reduce the risk of
overtopping. A relatively large amount of settlement (more than 6")within a
small area could indicate serious problems in the foundation or perhaps the
lower part of the embankment. Settlement accompanied by cracking often
proceeds failure.
• What to do if seepage, cracks, slides or settlement are detected:
If any of the above items are detected there may be signs of significant
problems, which could lead to the failure of the structure. A geotechnical or
civil engineer should be consulted regarding the origin of these problems and
for the assessment of the appropriate solutions for correcting them. If the
professional is not immediately able to inspect the dam, then the bottom
drain should be opened and the water level lowered to remove the risk of
failure until a professional can observe these problems.
E. Rodent Control
Generally in this urban environment, rodents are not a problem. Rodents such as
ground hogs, muskrats and beavers are attracted to dams and reservoirs and can be
quite dangerous to structural integrity and proper performance of the embankment
and spillway. Groundhog and muskrats thrive on burrowing in the manmade earth
embankments, which become pathways for seepage. In the event that burrows are
detected within the dam, the rodents should be dealt with by removal.
VI. MAINTENANCE OF SPILLWAYS AND CONTROL STRUCTURES
A. Inspection of the Riser-Barrel Structure
The riser-barrel assembly should be inspected thoroughly once a year. The structure
should be visually inspected for deterioration. Additionally, the riser-barrel structure
should be visually inspected for deteriorating joints, cracking, spalling, displacement
at joints, and seepage. Problems with concrete most often occur at joints and special
attention should be given to them during inspection. Joints should be checked for
gaps caused by elongation or settlement. Open joints can permit erosion of the
embankment material and possibly the piping of soil material through the joints.
• What to do if problems are detected with the spillway:
Retain the assistance of a civil engineer or geotechnical engineer qualified in
the design of embankments to perform an inspection of the dam. If in doubt,
lower the water surface elevation of the lake until such time as a qualified
professional can perform an inspection.
B. Inspection of Conduits
Conduits, such as the 4-inch drawdown pipe should be inspected thoroughly once a
year. Conduits should be visually inspected at the joints. Pipes should be inspected
for proper alignment (sagging), elongation and displacement atjoints, cracks, leaks,
surface water, surface wear, loss of protective coating, corrosion and blocking.
Problems with pipes most often occur at joints and special attention should be given
to them during inspection. Joints should be checked for gaps caused by elongation
or settlement and loss of joint filler material. Open joints can permit erosion of the
embankment material and possibly the piping of soil material through the joints. A
depression in the soil surface over the pipe may be signs that soil is being removed
from around the pipe.

What to do if problems are detected: Retain the assistance of a civil
engineer or geotechnical engineer qualified in the design Underground
detention systems.
C. Operation
Lake Drains -Lake Drains should always be operable so that the pool level can be
drawn down in case of an emergency or for repairs or maintenance. Lake drains
that have not been operated for a long time present a special problem. This
mechanical joint threaded joint could be compromised and the impoundment
could be completely drained. This particular drain apparently operates by utilizing
a pipe threaded for 8-inch steel pipe. Before operation, the threads should be
thoroughly inspected. Generally, when draining the lake it should be drained
slowly. Lower the drainpipe until a good flow of water is present but not a torrent,
so that the water level can be drained over a period of 48 hours or more. Rapidly
lowering the water level in the lake can cause permanent damage to the
embankment and must be avoided. The drain riser for each impoundment is
located within or next to the riser structure.
D
Record Keeping
Operation of a dam should include recording of the following:
• Annual Inspection Reports - A collection of written inspection reports should
be kept on record in Section VIII of this manual. Inspection should be
conducted annually.
• Observations -All observations should be recorded. Where periodic
inspections are performed following an event that exceeds 3.00 inches within
a 24 hour period (1-year storm event), these inspections should be logged
into the Periodic Inspection, Operation & Maintenance Form in Section VIII of
this manual.
• Maintenance -Written records of maintenance and/or repairs should be
recorded on the Periodic Inspection, Operation and Maintenance Form in
Section VIII of this manual.
• Other Operational Procedures -The owner should maintain a complete and
up-to-date set of plans (as-built drawings) and all changes made to the dam
over time should be recorded on the as-builts.
E. Sedimentation
Sedimentation from established areas tributary to the lake will eventually result in the
reduction of the retention pool and eventually will have to be removed. Ensuring that
the site areas around the lake are stabilized with a vegetative ground cover that
restrains erosion can reduce the frequency of sediment removal. This would include
a periodic application of fertilizer and our other treatments necessary to promote a
stable ground cover and minimize sedimentation to the lake. The maintenance of
this lake may require in approximately 50 years that sediment be removed and the
storage volume of the lake restored to within 95 percent of its design volume. Should
sedimentation in the lake reach this point an evaluation of what method to use to
remove the sediment will be accomplished. Generally, dredging is used so the
material can be excavated with conventional equipment for trucking offsite. The
removed material should be hauled offsite to a suitable landfill site or mounded
somewhere on site and stabilized with a ground cover sufficient to restrain erosion.

VII. MAJOR REPAIRS
A. Wet Detention Basin
1. Breech or catastrophic failure of the embankment.
2. Outlet structure replacement or when repairs exceed $33% of original
construction costs.

VIII: ESTIMATED STORMWATER MANTENANCE BUDGET
April 5, 2006
Annual Annual
Annual Annual Sediment Liability Annual
Period Inspections Mai ntenance Removal Insurance Replacement Total
(year) Fund Fund Fund Fund Fund Funds
2006 $ - $ - $ - $ - $ 90,450.00 $ 90,450.00
2007 $ 900.00 $ 900.00 $ 2,250.00 $ 2,250.00 $ 68,681.70 $ 74,981.70
2008 $ 927.00 $ 927.00 $ 2,317.50 $ 2,317.50 $ 68,681.70 $ 75,170.70
2009 $ 954.81 $ 954.81 $ 2,387.03 $ 2,387.03 $ 68,681.70 $ 75,365.37
2010 $ 983.45 $ 983.45 $ 2,458.64 $ 2,458.64 $ 68,681.70 $ 75,565.88
2011 $ 1,012.96 $ 1,012.96 $ 2,532.39 $ 2,532.39 $ 68,681.70 $ 75,772.41
2012 $ 1,043.35 $ 1,043.35 $ 2,608.37 $ 2,608.37 $ 33,828.30 $ 41,131.73
2013 $ 1,074.65 $ 1,074.65 $ 2,686.62 $ 2,686.62 $ 33,828.30 $ 41,350.83
2014 $ 1,106.89 $ 1,106.89 $ 2,767.22 $ 2,767.22 $ 33,828.30 $ 41,576.51
2015 $ 1,140.09 $ 1,140.09 $ 2,850.23 $ 2,850.23 $ 33,828.30 $ 41,808.95
2016 $ 1,174.30 $ 1,174.30 $ 2,935.74 $ 2,935.74 $ 33,828.30 $ 42,048.37
Totals= $10,317.49 $10,317.49 $25,793.73 $25,793.73 $ 603,000.00 $ 675,222.44
Annual Inspections Fund: Costs associated with a qualified registered Engineer, Surveyor, or
Landscape Architect to provide an annual written inspections report of the
stormwater management facilities.
Annual Maintenance Fund: Costs associated with routine maintenance of the stormwater
management facilities to include, but not limited to, written observation, repairs,
trash removal, mowing, seeding, fertilizing, rodent control, and care for wetland plant
material.
Annual Sediment Removal Fund: Costs associated with removal and proper disposal of silts
and sediments that have accumulate in forebay and pool areas.
Annual Liability Insurance Fund: Costs associated with securing liability insurance for the
stormwater management facility.
Note: All funds increase annual at an assumed inflationary rate of 3% per annum.

IX. ENGINEER'S OPINION OF CONSTRUCTION COST
ENGINEER'S OPINION OF CONSTRUCTION COST
RENAISSANCE PARK
April 2006
BMP # 1 -Extended Wet Detention Pond
Estimate is based on plans prepared by Withers 8~ Ravenel, Inc., dated April, 2006.

ITE
M

DESCRIPTION ESTIMATED

QUANTITY

UNIT UNIT

PRICE

COST
1.01 Unclassified Excavation 11,000 CY 3.75 $ 41,250.00
1.02 Clearing 8~ Grubbing 2.21 AC 4525.00 $ 10,000.25
1.03 Seeding 8~ Mulching 2.21 AC 2586.00 $ 5,715.06
1.04 4' x 4' I.D. Precast Concrete Riser Box 1 1.25 FT 264.00 $ 2,970.00
1.05 4' x 4' Concrete Slab Top 1 EA 345.00 $ 345.00
1.06 Manhole Cover & Frame 1 EA 520.00 $ 520.00
1.07 Access Steps 10 EA 27.50 $ 275.00
1.08 4" DIP Vent Stack 1 EA 527.00 $ 527.00
1.09 4" NRS Gate Valve w/ O.S.Y. Assembly 1 EA 550.00 $ 550.00
1.10 4" DIP Drawdown Pipe (watertight) 110 LF 26.50 $ 2,915.00
1.11 4" DIP Cleanout Assembly 1 EA 535.00 $ 535.00
1.12 24" Class III RCP Barrel w/ O-Ring And Gasket 88 LF 41.50 $ 3,652.00
1.13 24" RCP FES 1 EA 453.00 $ 453.00
l .l 4 9' x 9' x 18" Concrete Footing 4.5 CY 320.00 $ 1,440.00
1.15 Concrete Anti-Seep Collar (2 ea.) 1.63 CY 320.00 $ 521.60
1.16 Rip Rap Dissipator Pad 76 TN 30.50
$
2,318.00
1.17 Filter Fabric Underliner 56 SY 2.38 $ 133.28
1.18 Fescue Turf for Level Spread 60 SF 0.77
$
46.20
SUB-TOTAL = $ 74,166.39
USE _ $ 75,000.00
Note: Basis of Opinion of Cost is RS Means Heavy Construction Cost Dafa, l 9th Annua- Edition, 2005

ENGINEER'S OPINION OF CONSTRUCTION COST
RENAISSANCE PARK
April 2006
BMP #2 -Extended Wet Detention Pond
Estimate is based on plans prepared by Withers 8~ Ravenel, Inc., dated April, 2006.
ESTIMATED UNIT
ITE
M DESCRIPTION QUANTITY UNIT PRICE COST
1.01 Unclassified Excavation 1,900 CY 3.75 $ 7,125.00
1.02 Clearing 8~ Grubbing 0.82 AC 4525.00 $ 3,710.50
1.03 Seeding 8~ Mulching 0.82 AC 2586.00 $ 2,120.52
1.04 4' x 4' I.D. Precast Concrete Riser Box 16.00 FT 264.00 $ 4,224.00
1.05 4' x 4' Concrete Slab Top 1 EA 345.00 $ 345.00
1.06 Manhole Cover & Frame 1 EA 520.00 $ 520.00
1.07 Access Steps 15 EA 27.50 $ 412.50
1.08 4" DIP Vent Stack 1 EA 527.00 $ 527.00
1.09 4" NRS Gate Valve w/ O.S.Y. Assembly 1 EA 550.00 $ 550.00
1.10 4" DIP Drawdown Pipe (watertight) 90 LF 26.50 $ 2,385.00
1.1 1 4" DIP Cleanout Assembly 1 EA 535.00 $ 535.00
l .l 2 24" Class III RCP Barret w/ O-Ring And Gasket 96 LF 41.50 $ 3,984.00
1.13 24" RCP FES 1 EA 453.00 $ 453.00
1.14 9' x 9' x 18" Concrete Footing 4.5 CY 320.00 $ 1,440.00
l .l 5 Concrete Anti-Seep Collar (2 ea.) 1.63 CY 320.00 $ 521.60
1.16 Rip Rap Dissipator Pad 18 TN 30.50 $ 549.00
1.17 Filter Fabric Underliner 26 SY 2.38 $ 61.88
l .l 8 Fescue Turf for Level Spread 60 SF 0.77 $ 46.20
SUB-TOTAL = $ 29,510.20
USE _ $ 30,000.00
Note: Basis of Opinion of Cost is RS Means Heavy Construction Cost Data,19th Annual Edition, 2005.

ENGINEER'S OPINION OF CONSTRUCTION COST
RENAISSANCE PARK
April 2006
BMP #3 -Extended Wet Detention Pond
Estimate is based on plans prepared by Withers 8~ Ravenel, Inc., dated April, 2006.

ITE
M

DESCRIPTION ESTIMATED

QUANTITY

UNIT UNIT

PRICE

COST
1.01 Unclassified Excavation 7,000 CY 3.75 $ 26,250.00
1.02 Clearing 8~ Grubbing 1.44 AC 4525.00 $ 6,516.00
1.03 Seeding 8~ Mulching 1.44 AC 2586.00 $ 3,723.84
1.04 4' x 4' I.D. Precast Concrete Riser Box 1 1.50 FT 264.00 $ 3,036.00
1.05 4' x 4' Concrete Slab Top 1 EA 345.00 $ 345.00
1.06 Manhole Cover 8~ Frame 1 EA 520.00 $ 520.00
1.07 Access Steps 10 EA 27.50 $ 275.00
1.08 4" DIP Vent Stack 1 EA 527.00 $ 527.00
1.09 4" NRS Gate Valve w/ O.S.Y. Assembly 1 EA 550.00 $ 550.00
1.10 4" DIP Drawdown Pipe (watertight) 96 LF 26.50 $ 2,544.00
1.11 4" DIP Cleanout Assembly 1 EA 535.00 $ 535.00
1.12 24" Class III RCP Barrel w/ O-Ring And Gasket 88 LF 41.50 $ 3,652.00
1.13 24" RCP FES 1 EA 453.00 $ 453.00
1.14 9' x 9' x 18" Concrete Footing 4.5 CY 320.00 $ 1,440.00
l .l 5 Concrete Anti-Seep Collar (2 ea.) 1.63 CY 320.00 $ 521.60
1.16 Rip Rap Dissipator Pad 76 TN 30.50 $ 2,318.00
1.17 Filter Fabric Underliner 56 SY 2.38 $ 133.28
1.18 Fescue Turf for Level Spread 60 SF 0.77 $ 46.20
SUB-TOTAL = $ 53,385.92
USE _ $ 54,000.00
Note: Basis of Opinion of Cost is RS Means Heavy Construction Cost Data,19th Annual Edition, 2005.

ENGINEER'S OPINION OF CONSTRUCTION COST
RENAISSANCE PARK
April 2006
BMP #4 -Extended Wet Detention Pond
Estimate is based on plans prepared by Withers 8~ Ravenel, Inc., dated April, 2006.
ITE
M DESCRIPTION
ESTIMATED UNIT
QUANTITY UNIT PRICE COST
1.01 Unclassified Excavation 9,700 CY 3.75 $ 36,375.00
1.02 Clearing 8~ Grubbing 2.00 AC 4525.00 $ 9,050.00
1.03 Seeding 8~ Mulching 2.00 AC 2586.00 $ 5,172.00
1.04 4' x 4' t.D. Precast Concrete Riser Box 9.60 FT 264.00 $ 2,534.40
1.05 4' x 4' Concrete Slab Top 1 EA 345.00 $ 345.00
1.06 Manhole Cover & Frame 1 EA 520.00 $ 520.00
1.07 Access Steps 9 EA 27.50 $ 247.50
1.08 4" DIP Vent Stack 1 EA 527.00 $ 527.00
1.09 4" NRS Gate Valve w/ O.S.Y. Assembly 1 EA 550.00 $ 550.00
1.10 4" DIP Drawdown Pipe (watertight) 102 LF 26.50 $ 2,703.00
l .l 1 4" DIP Cleanout Assembly 1 EA 535.00 $ 535.00
1.12 24" Class III RCP Barrel w/ O-Ring And Gasket 92 LF 41.50 $ 3,818.00
1.13 24" RCP FES 1 EA 453.00 $ 453.00
1.14 9' x 9' x 18" Concrete Footing 4.5 CY 320.00 $ 1,440.00
1.15 Concrete Anti-Seep Collar (2 ea.) 1.63 CY 320.00 $ 521.60
1.16 Rip Rap Dissipator Pad 86 TN 30.50 $ 2,623.00
l .l 7 Filter Fabric Underliner 63 SY 2.38 $ 149.94
1.18 Fescue Turf for Level Spread 60 SF 0.77 $ 46.20
SUB-TOTAL = $ 67,610.64
USE _ $ 68,000.00
Note: Basis of Opinion of Cost is RS Means Heavy Construction Cost Data,19th Annual Edition, 2005.

ENGINEER'S OPINION OF CONSTRUCTION COST
RENAISSANCE PARK
April 2006
BMP #5 -Extended Wet Detention Pond
Estimate is based on plans prepared by Withers & Ravenel, Inc., dated April, 2006.
ESTIMATED UNIT
ITE
M DESCRIPTION QUANTITY UNIT PRICE COST
1.01 Unclassified Excavation 8,300 CY 3.75 $ 31,125.00
1.02 Clearing 8, Grubbing 1.58 AC 4525.00 $ 7,149.50
1.03 Seeding ~ Mulching 1.58 AC 2586.00 $ 4,085.88
1.04 5' x 5' I.D. Precast Concrete Riser Box 7.75 FT 283.00 $ 2,193.25
1.05 5' x 5' Concrete Slab Top 1 EA 365.00 $ 365.00
1.06 Manhole Cover & Frame 1 EA 520.00 $ 520.00
1.07 Access Steps 7 EA 27.50 $ 192.50
1.08 4" DIP Vent Stack 1 EA 527.00 $ 527.00
1.09 4" NRS Gate Valve w/ O.S.Y. Assembly 1 EA 550.00 $ 550.00
1.10 4" DIP Drawdown Pipe (watertight) 80 LF 26.50 $ 2,120.00
l .l 1 4" DIP Cleanout Assembly 1 ~ EA 535.00 $ 535.00
1.12 36" Class III RCP Barrel w/ O-Ring And Gasket 68 LF 104.00 $ 7,072.00
1.13 36" RCP FES 1 EA 1 178.00 $ 1,178.00
1.14 10' x 10' x 18" Concrete Footing 5.6 CY 320.00 $ 1,792.00
1.15 Concrete Anti-Seep Collar (2 ea.) 2.1 CY 320.00 $ 672.00
1.16 Rip Rap Dissipator Pad 49 TN 30.50 $ 1,494.50
1.17 Filter Fabric Underliner 48 SY 2.38 $ 114.24
1.18 Fescue Turf for Level Spread 60 SF 0.77 $ 46.20
SUB-TOTAL= $ 61,732.07
USE _ $ 62,000.00
Note: Basis of Opinion of Cost is RS Means Heavy Construction Cost Data, l 9th Annual Edition, 2005.

ENGINEER'S OPINION OF CONSTRUCTION COST
RENAISSANCE PARK
April 2006
BMP #6 -Extended Wet Detention Pond
Estimate is based on plans prepared by Withers 8~ Ravenel, Inc., dated April, 2006.

ITE
M

DESCRIPTION ESTIMATED

QUANTITY

UNIT UNIT

PRICE

COST
1.01 Unclassified Excavation 21,700 CY 3.75 $ 81,375.00
1.02 Clearing & Grubbing 1.76 AC 4525.00 $ 7,964.00
1.03 Seeding 8~ Mulching 1.76 AC 2586.00 $ 4,551.36
1.04 5' x 5' I.D. Precast Concrete Riser Box 13.00 FT 283.00 $ 3,679.00
1.05 5' x 5' Concrete Slab Top 1 EA 365.00 $ 365.00
1.06 Manhole Cover & Frame 1 EA 520.00 $ 520.00
1.07 Access Steps 12 EA 27.50 $ 330.00
1.08 4" DIP Vent Stack 1 EA 527.00 $ 527.00
1.09 4" NRS Gate Vplve w/ O.S.Y. Assembly 1 EA 550.00 $ 550.00
1.10 4" DIP Drawdown Pipe (watertight) 150 LF 26.50 $ 3,975.00
l . l 1 4" DIP Cleanout Assembly 2 EA 535.00 $ 1,070.00
l .l 2 36" Class III RCP Barrel w/ O-Ring And Gasket 184 LF 104.00 $ 19,136.00
1.13 36" RCP FES 1 EA 1 178.00 $ 1,178.00
1.14 10' x 10' x 18" Concrete Footing 5.6 CY 320.00 $ 1,792.00
1.15 Concrete Anti-Seep Collar (2 ea.) 2.1 CY 320.00 $ 672.00
1.16 Rip Rap Dissipator Pad 150 TN 30.50 $ 4,575.00
1.17 Filter Fabric Underliner 106 SY 2.38 $ 252.28
1.18 Fescue Turf for Level Spread 60 SF 0.77 $ 46.20
SUB-TOTAL = $ 132,557.84
USE _ $ 133,000.00
Note: Basis of Opinion of Cost is RS Means Heavy Construction Cost Data, l 9th Annual Edition, 2005.

ENGINEER'S OPINION OF CONSTRUCTION COST
RENAISSANCE PARK
April 2006
BMP #7 -Extended Wet Detention Pond
Estimate is based on plans prepared by Withers & Ravenel, Inc., dated April, 2006.

ITE
M

DESCRIPTION ESTIMATED

QUANTITY

UNIT UNIT

PRICE

COST
1.01 Unclassified Excavation 7,400 CY 3.75 $ 27,750.00
1.02 Clearing 8~ Grubbing 1.36 AC 4525.00 $ 6,154.00
1.03 Seeding & Mulching 1.36 AC 2586.00 $ 3,516.96
1.04 4' x 4' I.D. Precast Concrete Riser Box 8.50 FT 264.00 $ 2,244.00
1.05 4' x 4' Concrete Slab Top 1 EA 345.00 $ 345.00
1.06 Manhole Cover & Frame 1 EA 520.00 $ 520.00
1.07 Access Steps 7 EA 27.50 $ 192.50
1.08 4" DIP Vent Stack 1 EA 527.00 $ 527.00
1.09 4" NRS Gate Vplve w/ O.S.Y. Assembly 1 EA 550.00 $ 550.00
1.10 4" DIP Drawdown Pipe (watertight) 86 LF 26.50 $ 2,279.00
l .l 1 4" DIP Cleanout Assembly 1 EA 535.00 $ 535.00
1.12 24" Class III RCP Barrel w/ O-Ring And Gasket 84 LF 41.50 $ 3,486.00
1.13 24" RCP FES 1 EA 453.00 $ 453.00
1.14 9' x 9' x 18" Concrete Footing 4.5 CY 320.00 $ 1,440.00
1.15 Concrete Anti-Seep Collar (2 ea.) 1.63 CY 320.00 $ 521.60
1.16 Rip Rap Dissipator Pad 76 TN 30.50 $ 2,318.00
1.17 Filter Fabric Underliner 56 SY 2.38 $ 133.28
1.18 Fescue Turf for Level Spread 60 SF 0.77 $ 46.20
SUB-TOTAL = $ 53,011.54
USE _ $ 53,000.00
Note: Basis of Opinion of Cost is RS Means Heavy Construction Cost Data,19th Annual Edition, 2005.

ENGINEER'S OPINION OF CONSTRUCTION COST
RENAISSANCE PARK
April 2006
BMP #8 -Extended Wet Detention Pond
Estimate is based on plans prepared by Withers & Ravenel, Inc., dated April, 2006.

ITE
M

DESCRIPTION ESTIMATED

QUANTITY

UNIT UNIT

PRICE

COST
1.01 Unclassified Excavation 11,700 CY 3.75 $ 43,875.00
1.02 Clearing 8~ Grubbing 2.00 AC 4525.00
$
9,050.00
1.03 Seeding & Mulching 2.00 AC 2586.00
$
5,172.00
1.04 5' x 5' I.D. Precast Concrete Riser Box 8.25 FT 283.00 $ 2,334.75
1.05 5' x 5' Concrete Slab Top 1 EA 365.00 $ 365.00
1.06 Manhole Cover 8~ Frame 1 EA 520.00 $ 520.00
1.07 Access Steps 7 EA 27.50
$
192.50
1.08 4" DIP Vent Stack 1 EA 527.00 $ 527.00
1.09 4" NRS Gate Valve w/ O.S.Y. Assembly 1 EA 550.00 $ 550.00
1.10 4" DIP Drawdown Pipe (watertight) 98 LF 26.50 $ 2,597.00
l .l 1 4" DIP Cleanout Assembly 1 EA 535.00 $ 535.00
1.12 36" Class III RCP Barrel w/ O-Ring And Gasket 84 LF 104.00 $ 8,736.00
1.13 36" RCP FES 1 EA 1 178.00 $ 1,178.00
1.14 10' x 10' x 18" Concrete Footing 5.6 CY 320.00 $ 1,792.00
1.15 Concrete Anti-Seep Collar (2 ea.) 2.1 CY 320.00 $ 672.00
1.16 Rip Rap Dissipator Pad 84 TN 30.50
$
2,562.00
1.17 Filter Fabric Underliner 62 SY 2.38 $ 147.56
1.18 Fescue Turf for Level Spread 60 SF 0.77 $ 46.20
SUB-TOTAL = $ 80,852.01
USE _ $ 81,000.00
Note: Basis of Opinion of Cost is RS Means Heavy Construction Cost Data,19th Annual Edition, 2005.

ENGINEER'S OPINION OF CONSTRUCTION COST
RENAISSANCE PARK
April 2006
BMP #9 -Extended Wet Detention Pond
Estimate is based on plans prepared by Withers 8~ Ravenel, Inc., dated April, 2006.
ESTIMATED UNIT
ITE
M DESCRIPTION QUANTITY UNIT PRICE COST
1.01 Unclassified Excavation 5,000 CY 3.75 $ 18,750.00
1.02 Clearing 8~ Grubbing 1.25 AC 4525.00 $ 5,656.25
1.03 Seeding & Mulching 1.25 AC 2586.00 $ 3,232.50
1.04 5' x 5' I.D. Precast Concrete Riser Box 6.00 FT 283.00 $ 1,698.00
1.05 5' x 5' Concrete Slab Top 1 EA 365.00 $ 365.00
1.06 Manhole Cover & Frame 1 EA 520.00 $ 520.00
1.07 Access Steps 5 EA 27.50 $ 137.50
1.08 4" DIP Vent Stack 1 EA 527.00 $ 527.00
1.09 4" NRS Gate Valve w/ O.S.Y. Assembly 1 EA 550.00 $ 550.00
l .l 0 4" DIP Drawdown Pipe (watertight) 60 LF 26.50 $ 1,590.00
l .l 1 4" DIP Cleanout Assembly 1 EA 535.00 $ 535.00
l .l 2 36" Class III RCP Barrel w/ O-Ring And Gasket 100 LF 104.00 $ 10,400.00
1.13 36" RCP FES 0 EA 1 178.00 $ -
1.14 10' x 10' x 18" Concrete Footing 5.6 CY 320.00 $ 1,792.00
1.15 Concrete Anti-Seep Collar (2 ea.) 2.1 CY 320.00 $ 672.00
1.16 Rip Rap Dissipator Pad 0 TN 30.50 $ -
1.17 Filter Fabric Underliner 0 SY 2.38 $ -
1.18 Fescue Turf for Level Spread 0 SF 0.77 $ -
SUB-TOTAL = $ 46,425.25
USE _ $ 47,000.00
Note: Basis of Opinion of Cost is RS Means Heavy Construction Cost Data,19th Annual Edition, 2005.

X: ESTIMATED STORMWATER MANAGEMENT REPLACEMENT ESTIMATE
April 2006
Estimated Construction Cost
BMP#1 $ 75,000.00
BMP#2 $ 30,000.00
BMP#3 $ 54,000.00
BMP#4 $ 68,000.00
BMP#5 $ 62,000.00
BMP#6 $ 133,000.00
BMP#7 $ 53,000.00
BMP#8 $ 81,000.00
BMP#9 $ 47,000.00
Total Estimated Construction Cost = $ 603,000.00

Period
(year) Annual
Replacement
Fund
2006 $ 90,450.00
2007 $ 68,681.70
2008 $ 68,681.70
2009 $ 68,681.70
2010 $ 68,681.70
2011 $ 68,681.70
2012 $ 33,828.30
2013 $ 33,828.30
2014 $ 33,828.30
2015 $ 33,828.30
2016 $ 33,828.30
Initial Contribution equal to 15% of Estimated Initial Construction Cost
Years 1-S...Contribution is 2/3 of remaining balance
Years 6-10... Contribution is remaining balance
Totals = $ 603,000.00

XI. INSPECTION, OPERATION AND MAINTENANCE RECORDS
RENAISSANCE PARK: Pond #
Date Time Rain " Pool Level Weather General Observations Recorded By
Conditions or Comments
Date Maintenance Performed Comments Recorded
B
Date Equipment Operated Comments Recorded
B

INSPECTION CHECKLIST
Date:
Time:
RENAISSANCE PARK -
POND #
SPILLWAYS -DRAINS -OUTLETS
Item Inspected and Observations Action - Action - Action --
date Repair Monitor Investigative
General Comments, Sketches & Field Measurements

WITHERS Vl RAVENEL
Renaissance Park
STORMWATER MANGEMENT PLAN
NITROGEN REDUCTION CALCULATIONS
APPENDIX A
RALEIGH, NORTH CAROLINA
Prepared for:
Wakefield Development Company
3209 Gresham Lake Road, Suite 158 - 160
Raleigh, NC 27615
Prepared by:
WITHERS &RAVENEL, INC.
1 1 1 MacKenan Drive
Cary, North Carolina 2751 1
April 2006
W8~R Project No. 205170

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Cify of Raleigh January 2002
Stormwater Design Manual Page 80

WITHERS cx RAVENEL
Renaissance Park
STORMWATER MANG~MENT PLAN
PEAK ATTENUATION CALCULATIONS
APPENDIX 6
RALEIGH, NORTH CAROLINA
Prepared for:
Wakefield Development Company
3209 Gresham Lake Road, Suite 158 - 160
Raleigh, NC 27615
Prepared by:
WITHERS &RAVENEL, INC.
1 1 1 MacKenan Drive
Cary, North Carolina 2751 1
Apri12006
W&R Project No. 205170

INTRODUCTION
The purpose of this study is to document pre- and post-development peak stormwater
runoff rates for the 2-year, 10-year, 50-year, and 100-year design storm events as well as
document nitrogen loading rates from all nine of the BMPs proposed for the site. The
goal is to ensure that the peak outflows from each pond during the 2-year and 10-year
storms do not exceed the pre-development outflows during the same storms.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted
by Wake County LIDAR topography (1-ft contours) and existing field surveys. Proposed
drainage areas were based on field survey data and proposed development within the
drainage areas.
Renaissance Park W8~R Project 205170
stormwater Management Report April 2006
The site is located in Raleigh, NC, near the intersection of Tryon Road and US-70. The
entire site lies within the Neuse River basin. The existing site is partially wooded and is
minimally developed. The proposed site will be developed as a multi use development
and will include nine ponds onsite for peak attenuation and water quality.

The scope of work included the following analyses:
Hydrology
^ Simulation of the 2-year, 10-year, 50-year, and 100-year rainfall events for the
Raleigh, NC area
^ Formulation of the 2-year, 10-year, 50-year, and 100-year flood hydrographs
for the pre- and post-development drainage areas
Hydraulic
^ Routing the 2-year, 10-year, 50-year, and 100-year flood hydrographs for pre-
development runoff from the site.
^ Routing the 2-year, 10-year, 50-year, and 100-year flood hydrographs for post-
development runoff through the proposed wet pond.
The results of the hydrology calculations are used in the hydraulic analyses. The
hydraulic design requires the development of asrage-storage and stage-discharge
function for the proposed impoundments. The rainfall/runoff hydrographs, stage-
storage and stage-discharge functions have been compiled to create a routing
computer simulation model using Haestad Methods PondPack v10.0 software. This
PondPack model was then used to assess the peak water surface elevations for the
design rainfall events. The PondPack modeling results are provided as appendices to
this report.
HYDROLOGY
The SCS Method was used to develop runoff hydrographs for the 24-hour duration
rainfall curves using the NOAA Atlas 14 rainfa-I data for Raleigh-Durham International
Airport for the 2-year, 10-year, 50-year and 100-year storm events. This method requires
three basic parameters: a curve number (CN), time of concentration (tc), and drainage
area.
Curve numbers were based on soil type and land use. Soil types were delineated from
the Sbil Survey of Wake County, North Carolina (November 1970). Land use for existing
conditions was based on the most recent Wake County aerial photographs and field
observations. Post development land use is based on the proposed site plan. The
curve numbers used in this study are listed in the appendix of this report.
Times of concentration were calculated using methods described in the SCS
publication "Urban Hydrology for Small Watersheds, TR-55" and based on Wake County
topographic maps and field survey data. The post-development time of concentration
was calculated for the drainage areas that are piped to the storage area based on the
flow time through the piped drainage systems and small areas of sheet flow. The
breakdown of the time of concentrations and the calculated values are found in the
appendices of this report.
Renaissance Park W&R Project 205170
Stormwater Management Report April 2006

HYDRAULICS
Computer simulated reservoir routing of the 2-year, 10-year, 50-year, and 100-year
design storms utilized stage-storage and stage-discharge functions. Stage-storage
functions were derived from the proposed grading of each pond. Anon-linear
regression relation for surface area versus elevation was derived for the basins. This
relation estimates the incremental volume of the basin to the stage or elevation of the
basin. Stage-discharge functions were developed to size the proposed outlet structures.
CONCLUSIONS
Based on the routing study, the proposed wet ponds have sufficient volume to safely
pass the 100-year storm. Where required for water wuality, the outlets were designed to
discharge the first 1 " of runoff through a separate outlet barrel and discharge that
runoff over a level spreader to provide sheet flow though the riparian buffer. Larger
storm events bypass the level spreader.
DESIGN SUMMARY
Renaissance Park WB~R Project 205170
Stormwater Management Report April 2006

BMP SIZING
CALCULATIONS
Renaissance Park W&R Project 205170
Stormwater Management Report April 2006

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STORMWATER RUNOFF REDUCTION SUMMARY TABLES
Discharge Summary Table -Pond # 1
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 20.54 acres 20.54 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 88.00
2-YEAR DESIGN FLOW : 30.40 cfs 26.02 cfs
10-YEAR DESIGN FLOW : 57.38 cfs
47.94 cfs
Discharge Summary Table -Pond # 2
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 6.09 acres 6.09 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 90.00
2-YEAR DESIGN FLOW : 9.01 cfs 8.87 cfs
10-YEAR DESIGN FLOW : 17.01 cfs
15.97 cfs
Discharge Summary Table -Pond # 3
PRE-EXISTING
CONDITIONS POST-DEVELOPMENT
CONDITIONS
DRAINAGE BASIN AREA: 17.76 acres 17.76 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 90.00
2-YEAR DESIGN FLOW : 26.28 cfs 27.57 cfs
10-YEAR DESIGN FLOW : 49.62 cfs 50.16 cfs

Discharge Summary Table -Pond # 4
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 18.07 acres 18.07 acres
TIME OF CONCENTRATION: 10.00 MIN 5.00 min
SCS CURVE DATA 72.00 88.00
2-YEAR DESIGN FLOW : 27.74 cfs 21.86 cfs
10-YEAR DESIGN FLOW : 50.48 cfs 44.58 cfs
Discharge Summary Table -Pond # 5
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 19.28 acres 19.28 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 87.00
2-YEAR DESIGN FLOW : 28.53 cfs 23.89 cfs
10-YEAR DESIGN FLOW : 53.86 cfs 43.58 cfs
Discharge Summary Table -Pond # 6
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 47.73 acres 47.73 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 88.00
2-YEAR DESIGN FLOW : 70.63 cfs 29.62 cfs
10-YEAR DESIGN FLOW : 133.34 cfs 106.57 cfs

Discharge Summary Table -Pond # 7
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 18.31 acres 18.31 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 87.00
2-YEAR DESIGN FLOW : 27.10 cfs 22.52 cfs
10-YEAR DESIGN FLOW : 51.15 cfs 37.22 cfs
Discharge Summary Table -Pond # 8
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 23.46 acres 23.46 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 89.00
2-YEAR DESIGN FLOW : 34.72 cfs 27.67 cfs
10-YEAF~ DESIGN FLOW : 65.54 cfs 62.56 cfs
Discharge Summary Table -Pond # 9
PRE-EXISTING POST-DEVELOPMENT
CONDITIONS CONDITIONS
DRAINAGE BASIN AREA: 19.04 acres 19.04 acres
TIME OF CONCENTRATION: 10.00 min 5.00 min
SCS CURVE DATA 72.00 94.00
2-YEAR DESIGN FLOW : 28.18 cfs 24.15 cfs
10-YEAR DESIGN FLOW : 53.19 cfs 40.00 cfs

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Renaissance Park
BMP Sizing
Proiect Name: Renaissance Park Proiect #: 205170
CitvlState: Raleigh, NC Date: 7-Dec-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85%Pollutant
Remnval EfE;ciencv in the PiPdmonf
Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NGDENR/~WQ Stormwater Best Management Practices, pg. 5, April 1999
STORMWATER BMP #1 -WET POND (25%TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Residential - 26' lots 4.36 60 2.61
Residential - 32' lots 4.50 55 2.47
Residential - 40' lots 4.24 52 2.20
Residential - 47' lots 0.00 48 0.00
Residential - 60' lots 0.00 45 0.00
Townhomes 0.00 75 0.00
Rec Site 0.00 50 0.00
Commercial 0.00 85 0.00
Right-of-wa public) 4.18 78 3.26
Right-of-way (Tryon) 0.00 78 0.00
Right-of-wa (private) 0.00 100 0.00
Alley (SF) 1.43 80 1.15
Alle (TH) 0.00 80 0.00
Open Space (SF) 1.84 0 0.00
Open Space (TH) 0.00 0 0.00
Right-of-wa (off-site} 0.00 78 0.00
Commercial (off-site 0.00 85 0.00
Totals 20.54 11.69
Total % Impervious Surface Area = 57%
Surtace Area of Permanent Pool:
Pond Depth (ft 3 4 5 6 7 8
SA/DA Ratio 2.30 1.94 1.65 1.45 1.23 1.13
Min Area(sf) 2D582 17360 14765 12975 11007 10112
Normal pool elevation = 306.0 feet
Surface area provided = 0.478 acres
20823 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in./in.
I =Percent impervious
Rv = 0.56 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
5 = 0.963 acre-ft
41934 cu. ft.
Storage Estimate from PondPack -Above Normal Pool
S= n/A cf
"total depth =normal pool depth + storage required + 1 feet for 100-yr storm storage.
Water quality pool elevation= 308.00 feet
Storage volume provided = 1.065 acre-ft
46392 cu. ft.
Total Storage Provided, Elevation = 413 feet
Top of Dam Elevation = 414 feet
BMP 1
4/26!2006 Final BMP 022006.x1s

Renaissance Park
BMP Sizing
Proiect Name: Renaissance Park Proiect #: 205170
City/State: Raleigh, NC Date: 7-Dec-OS
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Rmm~val Ffflriencv in the Piedmont
Impervious
Cover Permanent Poot Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.5'1 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, npm 7 sss
STORMWATER BMP #2 • DRY DETENTION (10% TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Residential - 26' lots 1.32 60 0.79
Residential - 32' lots 0.00 55 0.00
Residential - 40' lots 0.00 52 0.00
Residential - 47' lots 0.00 48 0.00
Residential - 60' lots 0.00 45 0.00
Townhomes 1.38 75 1.04
Rec Site 0.00 50 0.00
Commercial 0.00 85 0.00
Right-of-wa (public) 1.66 78 1.29
Right-of-way (T on) 0.00 78 0.00
Ri ht-of-wa (private) 0.12 100 0.12
Alle (SF) 0.41 80 0.33
Alle (TH) 0.19 80 0.15
Open Space (SF) 0.37 0 0.00
Open Space (TH) 0.64 0 0.00
Right-of-way (off-site) 0.00 78 0.00
Commercial (off-site) 0.00 85 0.00
Totals 6.09 3.72
Total % Impervious Surface Area = 61%
Surface Area of Permanent Pool:
Pond Depth (ft 3 4 5 6 7 8
SA/DA Ratio 2.45 2.07 1.74 1.52 1.32 1.20
Min Area (sf) 6499 5491 4616 4032 3502 3183
Normal pool elevation = 320.0 feet
Surface area provided = 0.137 acres
5970 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in./in.
I =Percent impervious
Rv = 0.60 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.305 acre-ft
13264 cu. ft.
Storage Estimate from PondPack -Above Normal Pool
S= n/A cf
"total depth =normal pool depth + storage required + 1 feet for 100-yr storm storage.
Water quality pool elevation= 322.00 feet
Storage volume provided = 0.326 acre-ft
14191 cu. ft.
Total Storage Provided, Elevation = 324 feet
Top of Dam Elevation = 325 feet
BMP 2
4/26/2006 Final_BMP_022006.x1s

Renaissance Park
BMP Sizing
Proiect Name: Renaissance Park Proiect #: 205170
CitvlState: Raleigh, NC Date: 20-Feb-06
Table f.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Efficiency in the Piedmont
Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: N(:oENWOwQ Stonnwater Best Management Practices, pg. 5, Apfil t999
STORMWATER BMP #3 -WET POND (25%TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Residential - 26' lots 0.70 60 0.42
Residential - 32' lots 0.00 55 0.00
Residential - 40' lots 0.00 52 0.00
Residential - 47' lots 2.47 48 1.18
Residential - 60' lots 3.70 45 1.67
Townhomes 2.76 75 2.07
Rec Site 0.23 0 0.00
Commercial 0.00 85 0.00
Right-of-wa (ublic) 3.12 78 2.43
Right-of-way (T on) 0.00 78 0.00
Right-of-wa (private 0.93 100 0.93
Alley (SF) 1.35 80 1.08
Alle (TH) 0.09 80 0.07
Open Space (SF) 1.32 0 0.00
Open Space (TH) 0.16 0 0.00
Right-of-wa (off-site) 0.00 78 0.00
Commercial off-site) 0.93 85 0.79
Totals 17.76 10.64
Total % Impervious Surtace Area = 60%
Surtace Area of Permanent Pool:
Pond Depth (ft 3 4 5 6 7 8
SA/DA Ratio 2.40 2.03 1.71 1.51 1.29 1.18
Min Area (sf) 18562 15700 13225 11678 9977 9126
Normal pool elevation = 343.0 feet
Surface area provided = 0.431 acres
18784 sq. ft.
1-Inch Runoff Volume Calculation
Using fhe runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in./in.
I =Percent impervious
Rv = 0.59 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.872 acre-ft
37999 cu. ft.
Storage Estimate from PondPack • Above Normal Pool
S= n/A cf
'" total depth =normal pool depth + storage required + 1 feet for 100-yr storm storage.
Water quality pool elevation= 345.00 feet
Storage volume provided = 0.952 acre-ft
41455 cu. ft.
Total Storage Provided, Elevation = 348 feet
Top of Dam Elevation = 349 feet
BMP 3
4/26/2006 Final BMP 022006.x1s

Renaissance Park
BMP Sizing
Project Name: Renaissance Park Project #: 205170
Ci /State: Raleigh, NC Date: 7-Dec-OS
Table 1.1 Surface Area to Drafnage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Effirienrv fn fhe Piedmnnl
% Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 8.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
source: IVGUtrvwuwU stormwater Best nnanagement Practices, pg. 5, April 1999
STORMWATER BMP #4 -WET POND (25% TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Residential - 26' lots 0.00 60 0.00
Residential - 32' lots 0.00 55 0.00
Residential - 40' lots 0.00 52 0.00
Residential - 47' lots 0.00 48 0.00
Residential - 60' tots 0.00 45 0.00
Townhomes 3.81 100 3.81
Townhomes 1.05 75 0.79
Commercial 0.00 85 0.00
Right-of-wa (public) 0.00 78 0.00
Right-of-wa (T on 0.00 78 0.00
Right-of-wa (rivate 6.37 100 6.37
Alle (SF) 0.00 80 0.00
Alle TH 0.50 80 0.40
Open Space (SF) 0.00 0 0.00
O en Space (TH) 6.34 0 0.00
Right-of-wa off-site 0.00 78 0.00
Commercial off-site) 0.00 85 0.00
Totals 18.07 11.37
Total % Impervious Surface Area = 63%
Surface Area of Permanent Pool:
Pond Depth (ft 3 4 5 6 7 8
SA/DA Ratio 2.54 2.14 1.82 1.59 1.37 1.23
Min Area (sf) 19993 16845 14326 12515 10784 9682
Normal pool elevation = 316.0 feet
Surface area provided = 0.590 acres
25,692 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in./in.
I =Percent impervious
Rv = 0.62 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.928 acre-ft
40417 cu. ft.
Storage Estimate from PondPack -Above Normal Pool
S= n/A cf
"total depth =normal pool depth + storage required + 1 feet for 100-yr storm storage.
Water quality pool elevation= 317.50 feet
Storage volume provided = 0.952 acre-ft
41485 cu. ft.
Total Storage Provided, Elevation = 321 feet
Top of Dam Elevation = 322 feet
BMP 4
4/26/2006 Final BMP 022006.x15

Proiect Name: Renaissance Park
City/State: Raleigh, NC
Renaissance Park
BMP Sizing
Proiect #: 205170
Date: 20-Feb-06
Table 1.1 Surface Area to Drainage Area Ratlo for Permanent Pool Sizing for 85% Pollutant
Removal Efficiency in the Piedmont
Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCAEN R/DWQ Stormwater Best Management Practices, pg. 5, April 7999
STORMWATER BMP #5 -WET POND (25°/. TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Residential - 26' lots 0.00 60 0.00
Residential - 32' tots 0.00 55 0.00
Residential - 40' lots 9.35 52 4.86
Residential - 47' lots 0.00 48 0.00
Residential - 60' lots 2.77 45 1.25
Townhomes 0.00 75 0.00
Rec Site 0.00 50 0.00
Commercial 0.00 85 0.00
Right-of-wa (public) 4.06 78 3.16
Right-of-wa (Tryon) 0.00 78 0.00
Right-of-wa (private) 0.00 100 0.00
Alle (SF) 1.10 80 0.88
Alle (TH) 0.00 80 0.00
Open Space SF) 2.01 0 0.00
Open Space (TH) 0.00 0 0.00
Right-of-way (off-site) 0.00 78 0.00
Commercial (off-site) 0.00 85 0.00
Totals 19.28 10.15
Total % Impervious Surface Area = 53%
Surface Area of Permanent Pool:
Pond Depth (ft 3 4 5 6 7 8
SA/DA Ratio 2.16 1.82 1.56 1.36 1.15 1.05
Min Area (sf) 18136 15282 13098 11419 9656 8816
Normal pool elevation = 329.0 feet
Surface area provided = 0.517 acres
22,541 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in.fin.
I =Percent impervious
Rv = 0.52 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, 5 = (Design rainfall) (Rv) (Drainage Area)
S = 0.841 acre-ff
36651 cu. ft.
Storage Estimate from PondPack -Above Normal Pool
S= n/A cf
"total depth =normal pool depth + storage required + 1 feet for 100-yr storm storage.
Water quality pool elevation= 331.00 feet
Storage volume provided = 1.139 acre-ft
49632 cu. ft.
Total Storage Provided, Elevation = 334 feet
Top of Dam Elevation = 335 feet
BMP 5
4/26/2006 Final BMP 022006.x18

Renaissance Park
BMP Sizing
Project Name: Renaissance Park Project #: 205170
City/State: Raleigh, NC Date: 20-Feb-O6
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Onm.vv~l FKr. n 1hn Pinrlmnnf
Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0,59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 1999
STORMWATER BMP #6 -WET POND (25°~ TN Removal)

Land Use Area
(ac) °/. IA Imp. Area
(ac)
Residential - 26' lots 0.00 60 0.00
Residential - 32' lots 0.00 55 0.00
Residential - 40' lots 6.14 52 3.19
Residential - 47' lots 1.89 48 0.91
Residential - 60' lots 7.83 45 3.52
Townhomes 3.49 75 2.62
Rec Site 4.43 50 2.21
Commercial 7.17 85 6.09
Right-of-way ( ublic) 8.37 78 6.53
Right-of-wa (T on 0.00 78 0.00
Right-of-wa (private 0.93 100 0.93
Alle (SF) 1.85 80 1.48
Alley (TH) 0.34 80 0.27
O en Space (SF 5.01 0 0.00
Open Space TH) 0.29 0 0.00
Right-of-way (off-site) 0.00 78 0.00
Commercial (off-site 0.00 85 0.00
Totals 47.73 27.75
Total % Impervious Surface Area = 58%
Surface Area of Permanent Pool:
Pond Depth (ft 3 4 5 6 7 8
SA/DA Ratio 2.37 2.00 1.69 1.49 1.27 1.16
Min Area (sf) 49274 41582 35136 30978 26404 24117
Normal pool elevation = 334.0 feet
Surface area provided = 1.143 acres
49791 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method° as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in.~n.
I =Percent impervious
Rv = 0.57 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 2.280 acre-ft
99316 cu. ft.
Storaoe Estimate from PondPack -Above Normal Pool
S= n/A cf
"total depth =normal pool depth + storage required + 1 feet for 100-yr storm storage.
Water quality pool elevation= 336.00 feet
Storage volume provided = 2.376 acre-ft
103493 cu. ft.
Total Storage Provided, Elevation = 341 feet
Top of Dam Elevation = 342 feet
BMP 6
4/26/2006 Final_BMP_022006.x1s

Renaissance Park
BMP Sizing
Proiect Name: Renaissance Park Proiect #: 205170
Ci /State: Raleigh, NC Date: 7-Dec-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal EKcienrv in the Piedmont
%Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.36 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NWENRlDWQ Sronnwatef Best Management Practices, pg. 5, Apnl 1999
STORMWATER BMP #7 -WET POND (25%TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Residential - 26' lots 0.00 60 0.00
Residential - 32' lots 0.00 55 0.00
Residential - 40' lots 0.00 52 0.00
Residential - 47' lots 8.91 48 4.27
Residential - 60' lots 0.00 45 0.00
Townhomes 0.00 75 0.00
Rec Site 0.00 50 0.00
Commercial 0.00 85 0.00
Rightof-wa (public 3.38 78 2.64
Ri ht-of-wa T on 2.29 78 1.79
Ri ht-0f-wa rivate 0.00 100 0.00
Alle SF 0.40 80 0.32
Alie TH 0.00 80 0.00
O en Space SF) 3.05 0 0.00
0 en Space (TH 0.00 0 0.00
Ri ht-of-wa off-site 0.29 78 0.22
Commercial off-site 0.00 85 0.00
Totals 18.31 9.24
Total %Impervious Surface Area = 50
Surtace Area of Permanent Pool:
Pond De th ft 3 4 5 6 7 8
SA/DA Ratio 2.06 1.73 1.50 1.30 1.09 1.00
Min Area (sf) 16430 13798 11964 10369 8694 7976
Normal pool elevation = 313.0 feet
Surface area provided = 0.452 acres
19671 sq. ft.
1-Inch Runoff Volume Calculation
Using the runofff volume calculations in fhe "Simple Method' as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoft coefficient, in.ln.
I =Percent impervious
Rv = 0.50 in.fin.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.769 acre-ft
33508 cu. ft.
Storage Estimate from PondPack -Above Normal Pool
S= n/A d
"total depth =normal pool depth + storage required + 2 feet for 100-yr storm storage.
Water quality pool elevation= 315.00 feet
Storage volume provided = 0.992 acre-ft
43230 cu. ft.
Total Storage Provided, Elevation = 316 feet
Top of Dam Elevation = 319 feet
BMP 7
4/26/2006 Final BMP 022006.x1s

Project Name: Renaissance Park
City/State: Raleigh, NC
Renaissance Park
BMP Sizing
Project #: 205170
Date: 7-Dec-O5
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Rrmnval Efflrinnr•v in fhn Piedmnnl
Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stortnwater Best Management Practices, pg. 5. April 1999
STORMWATER BMP #8 -WET POND (25%TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Residential - 26' lots 0.00 60 0.00
Residential - 32' lots 0.00 55 0.00
Residential - 40' lots 0.00 52 0.00
Residential - 47' lots 0.00 48 0.00
Residential - 60' lots 0.00 45 0.00
Townhomes 2.98 100 2.98
Rec Siie 0.00 50 0.00
Commercial 4.86 85 4.13
Ri ht-of-wa (public 1.92 78 1.50
Ri ht-of-wa (T on 3.73 78 2.91
Ri ht-of-way(private 3.87 100 3.87
Alle (SF) 0.00 80 0.00
Alle (TH) 0.00 80 0.00
Open Space (SF) 0.04 0 0.00
Open Space (TH) 6.06 0 0.00
Ri ht-of-wa off-site 0.00 78 0.00
Commercial (off-site) 0.00 85 0.00
Totals 23.46 15.39
Total % Impervious Surface Area = 66%
Surface Area of Permanent Pool:
Pond De th (ft 3 4 5 6 7 8
SA/DA Ratio 2.69 2.25 1.93 1.69 1.45 1.28
Min Area (sf) 7101 5939 5095 4461 3828 3379
Nonnat pool elevation = 316.0 feet
Surface area provided = 0.700 acres
30487 sq. ff.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in.ln.
I =Percent impervious
Rv = 0.64 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.323 acre-ft
14086 cu. ft.
Storage Estimate from PondPack -Above Normal Pool
S= n/A cf
"total depth =normal pool depth + storage required + 1 feet for 700-yr storm storage.
Water quality pool elevation= 317.00 feet
Storage volume provided = 0.730 acre-ft
31692 cu. ft.
Total Storage Provided, Elevation = 321 feet
Top of Dam Elevation = 322 feet
BMP 8
4/26/2006 Final BMP 022006.x1s

Renaissance Park
BMP Sizing
Proiect Name: Renaissance Park Proiect #: 205170
Ci /State: Raleigh, NC Date: 7-Dec-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Ramnval FKrrianrv In tha Pio(lmnnt
Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWCI Sronnwater Best Management Practices, pg. 5, April 1999
STORMWATER BMP #9 -WET POND (25% TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Residential - 26' lots 0.00 60 0.00
Residential - 32' lots 0.00 55 0.00
Residential - 40' lots 0.00 52 0.00
Residential - 47' lots 0.00 48 0.00
Residential - 60' lots 0.00 45 0.00
Townhomes 0.00 100 0.00
Rec Site 0.28 0 0.00
Commercial 8.24 85 7.00
Ri ht-of-wa public 0.00 78 0.00
Ri ht-of-wa T on 0.00 78 0.00
Ri ht-of-wa rivate 0.00 100 0.00
Alle SF 0.00 80 0.00
Alle TH 0.00 80 0.00
O en Space (SF) 0.00 0 0.00
Open Space TH) 0.00 0 0.00
Ri ht-of-wa off-site 2.28 85 1.94
Commercial ofl-site 8.24 85 7.00
Totals 19.04 15.95
Total % Impervious Surface Area = 84
Surface Area of Permanent Pool:
Pond Depth ft 3 4 5 6 7 8
SA/DA Ratio 3.51 2.91 2.49 2.20 1.96 1.69
Min Area (sf) 29111 24135 20652 18246 16256 14017
Normal pool elevation = 336.5 feet
Surface area provided = 0.882 acres
38409 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoNvolume calculations in the "Simple Method" as described by Schue/er (1987)
Rv = 0.05 + 0.009(1) where, Rv =Runoff coefficient, in.(n.
I =Percent impervious
Rv = 0.80 in.fin.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 1.275 acre-ft
55551 cu. ft.
Storage Estimate from PondPack -Above Normal Pool
S= nfA cf
"total depth =normal pool depth + storage required + 1 feet for 100-yr storm storage.
Water quality pool elevation= 338.00 feet
Storage volume provided = 1.398 acre-ft
60895 Cu. ft.
Total Storage Provided, Elevation = 341.5 feet
Top of Dam Elevation = 342.5 feet
BMP 9
4/27/2006 Final BMP 022006.x1s

LEVEL SPREADER DESIGN SUMMARY TABLE
Required Side Ground
BMP Flow, Q10 Length Length Width Depth Slopes Cover
(cfs) (feet) (feet) (feet) (inches) (h:v)
#1 0.32 4.16 10 6 6" 3:1 Turf Fescue
Note: Calculation for required length is 13 feet per cfs.
Minimum length is 10 feet. Maximum length is 300 feet.

LEVEL SPREADER DESIGN SUMMARY TABLE
Required Side Ground
BMP Flow, Q10 Length Length Width Depth Slopes Cover
(cfs) (feet) (feet) (feet) (inches) (h:v)
#2 0.24 3.12 10 6 6" 3:1 Turf Fescue
Note: Calculation for required length is 13 feet per cfs.
Minimum length is 10 feet. Maximum length is 300 feet.

LEVEL SPREADER DESIGN SUMMARY TABLE
Required Side Ground
BMP Flow, Q10 Length Length Width Depth Slopes Cover
(cfs) (feet) (feet) (feet) (inches) (h:v)
#3 0.32 4.16 10 6 6" 3:1 Turf Fescue
Note: Calculation for required length is 13 feet per cfs.
Minimum length is 10 feet. Maximum length is 300 feet.

LEVEL SPREADER DESIGN SUMMARY TABLE
Required Side Ground
BMP Flow, Q10 Length Length Width Depth Slopes Cover
(cfs) (feet) (feet) (feet) (inches) (h:v)
#4 0.39 5.07 10 6 6" 3:1 Turf Fescue
Note: Calculation for required length is 13 feet per cfs.
Minimum length is 10 feet. Maximum length is 300 feet.

LEVEL SPREADER DESIGN SUMMARY TABLE
Required Side Ground
BMP Flow, Q10 Length Length Width Depth Slopes Cover
(cfs) (feet) (feet) (feet) (inches) (h:v)
#5 0.32 4.16 10 6 6" 3:1 Turf Fescue
Note: Calculation for required length is 13 feet per cfs.
Minimum length is 10 feet. Maximum length is 300 feet.

LEVEL SPREADER DESIGN SUMMARY TABLE
Required Side Ground
BMP Flow, Q10 Length Length Width Depth Slopes Cover
(cfs) (feet) (feet) (feet) (inches) (h:v)
#6 0.56 7.28 10 6 6" 3:1 Turf Fescue
Note: Calculation for required length is 13 feet per cfs.
Minimum length is 10 feet. Maximum length is 300 feet.

LEVEL SPREADER DESIGN SUMMARY TABLE
Required Side Ground
BMP Flow, Q10 Length Length Width Depth Slopes Cover
(cfs) (feet) (feet) (feet) (inches) (h:v)
#7 0.38 4.94 10 6 6" 3:1 Turf Fescue
Note: Calculation for required length is 13 feet per cfs.
Minimum length is 10 feet. Maximum length is 300 feet.

Kequired Side Ground
BMP Flow, Q10 Length Length Width Depth Slopes Cover
(cfs) (feet) (feet) (feet) (inches) (h:v)
#8 0.19 2.47 10 6 6" 3:1 Turf Fescue
Note: Calculation for required length is 13 feet per cfs.
Minimum length is 10 feet. Maximum length is 300 feet.

PRE DEVELOPMENT
POND/SITE OUTFLOW
CALCULATIONS
Renaissance Park W&R Project 205170
Stormwater Management Report March 2006

Job File: K:\05\05-170\05170\H&H\Preliminary\RENAISSANCE PRE.PPW
Rain Dir: K:\OS\05-170\05170\H&H\Preliminary\
JOB TITLE
Project Date: 8/1/2005
Project Engineer:
Project Title: Renaissance Park
Project Comments:
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
RDU NOAA 14 Desi Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
AREA 1 PRE...... Tc Ca1cs ........................... 3.01
AREA 2 PRE...... Tc Calcs ........................... 3.03
AREA 3 PRE...... Tc Calcs ........................... 3.05
AREA 4 PRE...... Tc Calcs ...................... .... 3.07
AREA 5 PRE...... Tc Calcs ........................... 3.09
AREA 6 PRE...... Tc Calcs ........................... 3.11
AREA 7 PRE...... Tc Calcs ........................... 3.13
AREA 8 PRE...... Tc Calcs ........................... 3.15
AREA 9 PRE...... Tc Calcs ........................... 3.17
UNTREATED AREA P Tc Calcs ........................... 3.19
********************** CN CALCULATIONS ****************.*****
AREA 1 PRE...... Runoff CN-Area ..................... 4.01
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1:36 PM
Withers & Ravenel
4/28/2006

Table of Contents
ii
AREA 2 PRE...... Runoff CN-Area
AREA 3 PRE...... Runoff CN-Area
AREA 4 PRE...... Runoff CN-Area
AREA 5 PRE...... Runoff CN-Area
AREA 6 PRE...... Runoff CN-Area
AREA 7 PRE...... Runoff CN=Area
AREA 8 PRE...... Runoff CN-Area
AREA 9 PRE...... Runoff CN-Area
UNTREATED AREA P Runoff CN-Area
..................... 4.02
.................... 4.03
..................... 4.04
..................... 4.05
..................... 4.06
..................... 4.07
..................... 4.08
..................... 4.09
..................... 4.10
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 9/28/2006

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\05\OS-170\05170\H&H\Preliminary\Renaissance pre.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth Rainfall
Return Event in Type RNF ID
2 3.4400 Time-Depth Curve RDU NOAA 2yr
10 4.9800 Time-Depth Curve RDU NOAA l0yr
50 6.6300 Time-Depth Curve RDU NOAA 50yr
100 7.3700 Time-Depth Curve RDU NOAA 100yr
MASTER NETWORK SUMMARY
SCS Unit Hydrogr aph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak
Node ID Type Event ac-ft Trun hrs
AREA 1 PRE AREA 2 1.852 12.1500
AREA 1 PRE AREA 10 3.737 12.1500
AREA 1 PRE AREA 50 6.020 12.1500
AREA 1 PRE AREA 100 7.099 12.1500
AREA 2 PRE AREA 2 .549 12.1500
AREA 2 PRE AREA 10 1.108 12.1500
AREA 2 PRE AREA 50 1.785 12.1500
AREA 2 PRE AREA 100 2.105 12.1500
AREA 3 PRE AREA 2 1.60 2 12.1500
AREA 3 PRE AREA 10 3.231 12.1500
,AREA 3 PRE AREA 50 5.205 12.1500
AREA 3 PRE AREA 100 6.139 12.1500
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
30.90
57.38
81.26
90.67
9.01
17.01
24.09
26.88
26.28
49.62
70.26
78.40
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1;36 PM
Withers & Ravenel
4/28/2006

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(T run= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max'
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node
- ID Type -Event ac-ft Trun hrs cfs ft ac-ft
----
-
AREA --
4 -------
PRE -- ----
AREA ------
2 ---------- --
1.630 ---------
12.1500 -------- -------- ------------
26.74
AREA 4 PRE AREA 10 3.288 12.1500 50.48
AREA 4 PRE AREA 50 5.296 12.1500 71.98
AREA 4 PRE AREA 100 6.246 12.1500 79.77
AREA 5 PRE AREA 2 1.739 12.1500 28.53
AREA 5 PRE AREA 10 3.508 12.1500 53.86
AREA 5 PRE AREA 50 5.651 12.1500 76.27
AREA 5 PRE AREA 100 6.664 12.150 0 85.11
AREA 6 PRE AREA 2 4.305 12.1500 70.63
AREA 6 PRE AREA 10 8.684 12.1500 133.34
AREA 6 PRE AREA 50 13.989 12.1500 188.82
AREA 6 PRE AREA 100 16.497 12.1500 210.69
AREA 7 PRE AREA 2 1.651 12:1500 27.10
AREA 7 PRE AREA 10 3.331 12.1500 51.15
AREA 7 PRE AREA 50 5.366 12.1500 72.43
AREA 7 PRE AREA 100 6.329 12.1500 80.82
AREA 8 PRE AREA 2 2.116 12.1500 34.72
AREA 8 PRE AREA 10 4.268 12.1500 65.54
AREA 8 PRE AREA 50 6.876 12.1500 92.81
AREA 8 PRE. AREA 100 8.109 12.1500 103.56
AREA 9 PRE AREA 2 1.717 12.1500 28.18
AREA 9 PRE AREA 10 3.464 12.1500 53.19
AREA 9 PRE AREA 50 5.580 12.1500 75.32
AREA 9 PRE AREA 100 6.581 12.1500 84.05
*OUT PRE JCT 2 19.870 12.1500 325.49
*OUT PRE JCT 10 40.168 12.1500 616.52
*OUT PRE JCT 50 64.783 12.1500 879.39
*OUT PRE JCT 100 76.426 12.1500 976.11
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: flank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak Qpeak Max WSEL
Node ID
---------------- Type
- ---- Event
------ ac-ft Trun
-- hrs cfs ft

UNTREATED AREA
P AREA
2 -
------- --
2.708 ---------
12.1500 -------- --------
43.91
UNTREATED AREA P AREA 10 5.548 12.1500 84.93
UNTREATED AREA P AREA 50 9.014 12.1500 121.65
UNTREATED AREA P AREA 100 10.658 12.1500 136.17
Max
Pond Storage
ac-ft
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Design Storms Page 2.01
Name.... RDU NOAA 14 Desi
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Title... Project Date: 8/1/2005
Project Engineer:
Project Title: Renaissance Park
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 2
Data Type, File, ID = Time-Depth Curve RDU NOAA 2yr
Storm Frequency = 2 yr
Total Rainfall Depth= 3_.4400 in
Duration Multiplier = 1
Resulting Duration = 23.9909 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 10
Data Type, File, ID = Time-Depth Curve RDU NOAA l0yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration. = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 50
Data Type, File, ID = Time-Depth Curvy RDU NOAA 50yr
Storm Frequency = 50 yr
Total Rainfall Depth= 6.6300 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name =-100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Tc Calcs
Name.... AREA 1 PRE
Paqe 3.01
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
........................................................................
........................................................................
DIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
-------------------------
Total Tc: .1700 hrs
-------------------------
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1:36 PM
Withers & Ravenel
4/28/2006

Type.... Tc Calcs
Name.... AREA 1 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 3.02
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type:... Tc Calcs
Name.... AREA 2 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 3.03
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1700 hrs
-----------------------------------------------------------------=------
Total Tc: .1700 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Tc Calcs
Name.... AREA 2 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 3.04
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Tc Calcs
Name.... AREA 3 PRE
Page 3.05
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
...............:........................................................
........................................................................
Segment #l: Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .1700 hrs
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1:36 PM
Withers & Ravenel
4/28/2006

Type.... Tc Calcs
Name.... AREA 3 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 3.06
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ____________________________________
Tc = Value entered by user
Where: Tc Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Tc Calcs
Name.... AREA 4 PRE
Page 3.07
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
Total Tc:
.1700 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.0.0.015.00) 1:36 PM 9/28/2006

Type.... Tc Calcs
Name.... AREA 4 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 3.08
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Tc Calcs
Name.... AREA 5 PRE
Page 3.09'
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #l: Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .1700 hrs
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1:36 PM
Withers & Ravenel
4/28/2006

Type.... Tc Calcs
Name.... AREA 5 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Paqe 3.10
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1:36 PM
Withers & Ravenel
4/28/2006

Type.... Tc Calcs
Name.... AREA 6 PRE
File.... K:\05\OS-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 3.11
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time.: .1700 hrs
------------------------------------------------------------------------
Total Tc: .1700 hrs
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1:36 PM
Withers & Ravenel
4/28/2006

Type.... Tc Calcs
Name.... AREA 6 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Paqe 3.12
--------------------------=---------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1:36 PM
Withers & Ravenel
4/28/2006

Type.... Tc Calcs
Name.... AREA 7 PRE
Page 3.13
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
Total Tc:
1700 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Tc Calcs
Name.... AREA 7 PRE
Page 3.19
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
WhAre: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Tc Calcs
Name.... AREA 8 PRE
Page 3.15
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #l: Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
Total Tc: .1700 hrs
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1:36 PM
Withers & Ravenel
4/28/2006

Type.... Tc Calcs
Name.... AREA 8 PRE
File:... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 3.16
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Tc Calcs
Name.... AREA 9 PRE
Page 3.17
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .1700 hrs
-=----------------------------------------------------------------------
Total Tc: .1700 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Tc Calcs
Name.... AREA 9 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 3.18
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined _____________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1':36 PM 4/28/2006

Type.... Tc Calcs
Name.... UNTREATED AREA P
File.... K:\05\OS-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 3.19
.........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #l: Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
Total Tc: .1700 hrs
-------------------------
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Tc Calcs
Name.... UNTREATED AREA P
Page 3.20
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
---------------------=--------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 1 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 4.01
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres °sC RUC CN
Woods - grass combination 72 20.540 72.00
COMPOSITE AREA & WEIGHTED CN ---> 20.540 72.00 (72)
...........................................................................
...........................................................................
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 2 PRE
Page 4.02
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Woods - grass combination 72 6.090 72.00
COMPOSITE AREA & WEIGHTED CN ---> 6.090 72.00 (72)
............................................................................
...........................................................................
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 3 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
Page 4.03
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
Woods - grass combination 72 17.760 72.00
COMPOSITE AREA & WEIGHTED CN ---> 17.760 72.00 (72)
...........................................................................
...........................................................................
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1:36 PM
Withers & Ravenel
9/28/2006

Type.... Runoff CN-Area Page 4.09
Name.... AREA 4-PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_pre.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/.Surface Description CN acres $C $UC CN
-------------------------------- ---- ---_----- ----- ----- ------
Woods - grass combination 72 18.070 72.00
COMPOSITE AREA & WEIGHTED CN ---> 18.070 72.00 (72)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Runoff CN-Area Page 4.05
Name.... AREA 5 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres °sC oUC CN
Woods - grass combination 72 19.280 72.00
COMPOSITE AREA & WEIGHTED CN ---> 19.280 72.00 (72)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 6 PRE
Page 4.06
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
RUNOFF CURVE NUMBER DATA
...........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC $UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - grass combination 72 47.730 72.00
COMPOSITE AREA & WEIGHTED CN ---> 47.730 72.00 (72)
...........................................................................
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Runoff CN-Area Page 4.07
Name.... AREA 7 PRE
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
RUNOFF CURVE NUMBER DATA
Soil/Surface Description
Woods - grass combination
Impervious,
Area Adjustment Adjusted
CN acres $C $UC CN
72 18.310. 72.00
COMPOSITE AREA & WEIGHTED CN ---> 18.310 72.00 (72)
'~
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 8 PRE
Page 4.08
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
Woods - grass combination 72 23.460 72.00
COMPOSITE AREA & WEIGHTED CN ---> 23.460 72.00 (72)
...........................................................................
...........................................................................
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 9 PRE
Page 4.09
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-----------------=-------------- ---- --------- ----- ----- ------
Woods - grass combination 72 19.040 72.00
COMPOSITE AREA & WEIGHTED CN ---> 19.040 72.00 (72)
.........................................:.................................
...........................................................................
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

Type.... Runoff CN-Area
Name.... UNTREATED AREA P
Page 4.10
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN
-- acres gC RUC CN
--
---------------------------- ----
Woods - grass combination 72 ---------
22.081 ----- ----- ------
72.00
Woods - good 70 9.590 70.00
COMPOSITE AREA & WEIGHTED CN --->
..........:.............................
........................................ 31.671
..........
..........
............
............ 71.39 (71)
.............
.............
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
1:36 PM
Withers & Ravenel
4/28/2006

Appendix A
Index of Starting Page Numbers for ID Names
A-1
----- A -----
AREA 1 PRE... 3.01, 4.01
AREA 2 PRE... 3.03, 4.02
AREA 3 PRE... 3.05, 4.03
AREA 4 PRE... 3.07, 4.04
AREA 5 PRE... 3.09, 4.05
AREA 6 PRE... 3.11, 4.06
AREA 7 PRE.., 3.13, 4.07
AREA 8 PRE... 3.15, 4.08
AREA 9 PRE... 3.17, 4.09
----- R -----
RDU NOAA 14 Desi... 2.01
----- U -----
UNTREATED AREA P... 3.19, 4.10
----- W -----
Watershed... 1.01
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 1:36 PM 4/28/2006

9002 I!~db'
OL ! SOZ }oa}ad 21'SM
}~odaa }uawaBpuoy~ ~a}oMwao}S
~aod aouossloua~
sNOiroin~iv~
MOldlflO 3115/QNOd
1N3 WdO13A34 1SOd

Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth
Return Event in
2 3.4400
10 4.9800
50 6.6300
100 7.3700
Rainfall
Type
----------------
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
RNF ID
RDU NOAA 2yr
RDU NOAA l0yr
RDU NOAA 50yr
RDU NOAA 100yr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(T run= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event ac-ft Trun
AREA 1 PRE AREA 2 1.852
AREA 1 PRE AREA 10 3.737
AREA 1 PRE AREA 50 6.020
AREA 1 PRE AREA 100 7.099
AREA 2 PRE AREA 2 .549
AREA 2 PRE AREA 10 1.108
AREA 2 PRE AREA 50 1.785
AREA 2 PRE AREA 100 2.105
AREA 3 PRE AREA 2 1.602
AREA 3 PRE AREA 10 3.231
AREA 3 PRE AREA 50 5.205
AREA 3 PRE AREA 100 6.139
Qpeak
hrs
12.1500
12.1500
12.1500
12.1500
12.1500
12.1500
12.1500
12.1500
12.1500
12.1500
12..1500
12.1500
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
30.40
57.38
81.26
90.67
9.01
17.01
24.09
26.88
26.28
49.62
70.26
78.40
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 11:35 AM 9/26/2006

Type.... Master Network Summary Page 2.02
Name.... Watershed
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak Qpeak
Node ID Type Event ac=ft Trun hrs cfs
AREA 4 PRE AREA 2 1.630 12.1500 26.74
AREA 4 PRE AREA 10 3.288 12.1500 50.48
AREA 4 PRE AREA 50 5.296 12.1500 71.98
AREA 4 PRE AREA 100 6.246 12.1500 79.77
AREA 5 PRE AREA 2 .1.739 12.1500 28.53
AREA 5 PRE AREA 10 3.508 12.1500 53.86
AREA 5 PRE AREA 50 5.651 12.1500 76.27
AREA 5 PRE AREA 100 6.664 12.1500 85.11
AREA 6 PRE AREA 2~ .4.305 12.1500 70.63
AREA 6 PRE AREA 10 8.689 12.1500 133.34
AREA 6 PRE AREA 50 13.989 12.1500 188.82
AREA 6 PRE AREA 100 16.497 12.1500 210.69
AREA 7 PRE AREA 2 1.651 12.1500 27.10
AREA 7 PRE AREA 10 3.331 12.1500 51.15
AREA 7 PRE AREA 50 5.366 12.1500 72.43
AREA 7 PRE AREA 100 6.329 12.1500 80.82
AREA 8 PRE AREA 2 2.116 12.1500 34.72
AREA 8 PRE AREA 10 4.268 12.1500 65.54
AREA 8 PRE AREA 50 6.876 12.1500 92.81
AREA 8 PRE AREA 100 8.109 12.1500 103.56
AREA 9 PRE AREA 2 2.261 12.1500 37.10
AREA 9 PRE AREA 10 4.561 12.1500 70.04
AREA 9 PRE AREA 50 7.348 12.1500 99.18
AREA 9 PRE AREA 100 8.665 12.1500 110.66
*OUT PRE JCT 2 20.413 12.1500 334.42
*OUT PRE JCT 10 41.265 12.1500 633.36
*OUT PRE JCT 50 66.550 12.1500 898.25
*OUT PRE JCT 100 78.510 12.1500 1002.73
Max
Max WSEL Pond Storage
ft ac-ft
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
11:35 AM
Withers & Ravenel
4/26/2006

,.
Type.... Master Network Summary Page 2.03
Name.... Watershed
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance pre.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak
Node-ID
----------
--- Type Event ac-ft Trun hrs
-
--
UNTREATED AREA - ----
P AREA ------
2 ---------- --
2.708 ---------
12.1500
UNTREATED AREA P AREA 10 5.548 12.1500
UNTREATED AREA P AREA 50 9.014 12.1500
UNTREATED AREA P AREA 100 10.658 12.1500
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
-------- -------- ------------
43.91
84.93
121.65
136.17
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 11:35 AM 4/26/2006

Job File: K:\05\05-170\05170\H&H\Preliminary\RENAISSANCE POST FULL BUILDOUT.PPW
Rain Dir: K:\05\05-170\05170\H&H\Preliminary\
JOB TITLE
Project Date: 8/1/2005
Project Engineer:
Project Title: Renaissance Park
Project Comments:
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Table of Contents
i
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
RDU NOAA 14 Desi Design Storms ...................... 2.01
********************** TC CALCULATIONS *********************
AREA 1 POST..... Tc Calcs ........................... 3.01
AREA 2 POST..... Tc Calcs ........................... 3.03
AREA 3 POST.....
AREA 4 POST.....
AREA 5 POST.....
AREA 6 POST.....
AREA 7 POST.....
AREA 8 POST.....
AREA 9 POST.....
UNTREATED.......
........................... 3.05
........................... 3.07
........................... 3.09
........................... 3.11
........................... 3.13
........... .............. 3.15
........................... 3.17
........................... 3.19
Tc Calcs
Tc Calcs
Tc Calcs
Tc Calcs
Tc Calcs
Tc Calcs
Tc Calcs
Tc Calcs
********************** CN CALCULATIONS *********************
AREA 1 POST..... Runoff CN-Area ..................... 4.01
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Table of Contents ii
Table of Contents (continued)
AREA 2 POST..... Runoff CN-Area ..................... 4.02
AREA 3 POST..... Runoff CN-Area 4.03
. .....................
AREA 4 POST..... Runoff CN-Area ..................... 4.04
AREA 5 POST..... Runoff CN-Area ..................... 4.05
AREA 6 POST..... Runoff CN-Area ..................... 4.06
AREA 7 POST..... Runoff CN-Area ..................... 4.07
AREA 8 POST..... Runoff CN-Area ..................... 4.08
AREA 9 POST..... Runoff CN-Area ..................... 4.09
UNTREATED....... Runoff CN-Area ..................... 4.10
*********************** POND VOLUMES ***********************
POND 1..........
POND 2..........
POND 3..........
POND 4..........
POND 5..........
POND 6..........
POND 7..........
POND 8..........
POND 9..........
Vol:
Vol:
Vol:
Vol:
Vol:
Vol:
Vol:
Vol:
Vol:
Elev-Area
Elev-Area
Elev-Area
Elev-Area
Elev-Area
Elev-Area
Elev-Area
Elev-Area
Elev-Area
..................... 5.01
..................... 5.02
..................... 5.03
..................... 5..04
..................... 5.05
..................... 5.06
..................... 5.07
..................... 5.08
..................... 5.09
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 6.01
S/Ns DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Table of Contents
iii
Composite Rating Curve ............. 6.05
Outlet 2........ Outlet Input Data .................. 6.08
Composite Rating Curve ............. 6.12
Outlet 3........ Outlet Input Data .................. 6.15
Composite Rating Curve ............. 6.18
Outlet 4........ Outlet Input Data .................. 6.21
• Composite Rating Curve ............. 6.24
Outlet 5........ Outlet Input Data .................. 6.27
Composite Rating Curve ............. 6.30
Outlet 6........ Outlet Input Data .................. 6.33
Composite Rating Curve ............. 6.36
Outlet 7........ Outlet Input Data ...............:.. 6.39
Composite Rating Curve ............. 6.42
Outlet 8........ Outlet Input Data .................. 6.45
Composite Rating Curve ............. 6.48
Outlet 9 - 336.5 Outlet Input Data .................. 6.51
Composite Rating Curve ............. 6.54
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Master Network Summary Paqe 1.01
Name.... Watershed
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth
Return Event in
2 3.4400
10 4.9800
50 6.6300
100 7.3700
Rainfall
Type
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
RNF ID
RDU NOAA 2yr
RDU NOAA l0yr
RDU NOAA 50yr
RDU NOAA 100yr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(T run= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event ac-ft Trun
AREA 1 POST AREA 2 3.792
AREA 1 POST AREA 10 6.251
AREA 1 POST AREA 50 8.965
AREA 1 POST AREA 100 10.196
AREA 2 POST AREA 2 1.214
AREA 2 POST AREA 10 1.958
AREA 2 POST AREA 50 2.772
AREA 2 POST AREA 100 3.140
AREA 3 POST AREA 2 3.540
AREA 3 POST AREA 10 5.709
AREA 3 POST AREA 50 8.083
AREA 3 POST AREA 100 9.156
Max
Qpeak - Qpeak Max WSEL Pond Storage
hrs cfs ft ac-ft
12.1000 81.06
12.1000 115.48
12.1000 140.35
12.1000 150.87
12.1000 25.64
12.1000 35.63
12.1000 42.7,3
12.1000 45.76
12.1000 74.78
12.1000 103.90
12.1000 124.60
12.1000 133.45
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Master Network Summary Paqe 1.02
Name.... Watershed
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(T run= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node
------ ID
--------- Type
-- ---- Event
------ ac-ft Trun
--- hrs cfs ft ac-ft
-
-

AREA
4 POST
AREA
2 ------- --
3.334 ---------
12.1000 -------- -------- ----
-----
-
71.28
AREA 4 POST AREA 10 5.497 12.1000 101.54
AREA 4 POST AREA 50 7.883 12.1000 123.41
AREA 4 POST AREA 100 8.966 12.1000 132.66
AREA 5 POST AREA 2 3.422
AREA 5 POST AREA 10 5.705
AREA 5 POST AREA 50 8.235
AREA 5 POST AREA 100 9.385
AREA 6 POST AREA 2 8.809
AREA 6 POST AREA 10 14.522
AREA 6 POST AREA 50 20.827
AREA 6 POST AREA 100 23.687
AREA 7 POST AREA 2 3.250
AREA 7 POST AREA 10 5.418
AREA 7 POST AREA 50 7.821
AREA 7 POST AREA 100 8.913
AREA 8 POST AREA 2 4.500
AREA 8 POST AREA 10 7.337
AREA 8 POST AREA 50 10.455
AREA 8 POST AREA 100 11.867
AREA 9 POST AREA 2 4.407
AREA 9 POST AREA 10 6.805
AREA 9 POST AREA 50 9.396
AREA 9 POST AREA 100 10.562
*OUT POST JCT 2 38.215 R
*OUT POST JCT 10 63.802 R
*OUT POST JCT 50 92.250 R
*OUT POST JCT 100 105.203 R
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.1000
12.2500
12.2000
12.1500
12.1500
73.98
106.05
129.80
139.80
188.31
268.27
326.05
350.48
69.78
100.72
123.28
132.77
95.68
134.60
162.47
174.32
89.47
118.85
139.30
148.29
235.86
502.36
648.05
690.88
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node
------ ID
-- Type Event ac-ft Trun

POND ---
1 ------
IN ----
POND ------
2 ----------
3.792 --
POND 1 IN POND 10 6.251
POND 1 IN POND 50 8.965
POND 1 IN POND 100 10.196
POND 1 OUT POND 2 3.748 R
POND 1 OUT POND 10 6.205 R
POND 1 OUT POND 50 8.917 R
POND 1 OUT POND 100 10.1.48 R
POND 2 IN POND 2 1.214
POND 2 IN POND 10 1.958
POND 2 IN POND 50 2.772
POND 2 IN POND 100 3.140
POND 2 OUT POND 2 1.2.11
POND 2 OUT POND 10 1.954
POND 2 OUT POND 50 2.768
POND 2 OUT POND 100 3.136
POND 3 IN POND 2 3.540
POND 3 IN POND 10 5.709
POND 3 IN POND 50 8.083
POND 3 IN POND 100 9.156
POND 3 OUT POND 2 3.508 R
POND 3 OUT POND 10 5.675 R
POND 3 OUT POND 50 8.049 R
POND 3 OUT POND 100 9.122 R
POND 4 IN POND 2 3.334
POND 4 IN POND 10 5.497
POND 4 IN POND 50 7.883
POND 4 IN POND 100 8.966
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs
- ft ac-ft

12.1000 -
------
81.06 --------
. ------------
12.1000 115.48
12.1000 140.35
12.1000 150.87
12.2500 26.02 309.04 2.646
12.2500 47.94 310.06 3.350
12.3000 50.33 310.90 3.983
12.3000 51.08 311,.23 4.238
12.1000 25.64
12.1000 35.63
12.1000 42.73
12.1000 45.76
12.2500 8.87 323.07 .735
12.2500 15.97 324.13 .951
12.2000 28.40 324.43 1.013
12.1500 33.16 324.52 1.033
12.1000 74.78
12.1000 103.90
12.1000 124.60
12.1000 133.45
12.2500 27.57 346.19 2.465
12.2500 50.16 347.02 2.996
12.2500 55.96 347.68 3.412
12.2500 56.73 347.93 3.583
1.2.1000 71.28
12.1000 101.54
12.1000 123.41
12.1000 132.66
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
Withers & Ravenel
9:47 AM 4/28/2006

Type.... Master Network Summary Page 1.04
Name.... Watershed
File.... K:\OS\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
' Node
------ ID
-----
--- Type
- Event ac-ft
---- Trun

POND
4 ---
OUT ---
POND ------
2 ------
3.274 --
R
POND 4 OUT POND 10 5.433 R
POND 4 OUT POND 50 7.818 R
POND 4 OUT POND 100 8.900 R
POND 5 IN POND 2 3.422
POND 5 IN POND 10 5.705
POND 5 IN POND 50 8.235
POND 5 IN POND. 100 9.385
POND 5 OUT POND 2 3.366 R
POND 5 OUT POND 10 5.646 R
POND 5 OUT POND 50 8.174 R
POND 5 OUT POND 100 9.324 R
POND 6 IN POND 2 8.809
POND 6 IN POND 10 14.522
POND 6 IN POND 50 20.827
POND 6 IN POND 100 23.687
POND 6 OUT POND 2 8.565 R
POND 6 OUT POND 10 14.264 R
POND 6 OUT POND 50 20.561 R
POND 6 OUT POND 100 23.419 R
POND 7 iN POND 2 3.250
POND 7 IN .POND 10 5.418
POND 7 IN POND 50 7.821
POND 7 IN POND 100 8.913
POND 7, OUT POND 2 3.214 R
POND 7 OUT POND 10 5.380 R
POND 7 OUT POND 50 7.782 R
POND 7 OUT POND 100 8.873 R
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
- cfs ft ac-ft
--------
12.3000 --------
21.86 --------
318.31 ------------
2.727
12.2500 4.4.58 319.11 3.352
12.2500 49.78 319.73 3.864
12.3000 50.58 319.96 4.067
12.1000 73.48
12.1000 106.05
12.1000 129.80
12.1000 139.80
12.2500 23.89 331.68 2.495
12.2500 43.58 332.68 3.139
12.2000 70.34 333.22 3.534
12.2000 77.06 333.38 3.652
12.1000 188.31
12.1000 266.27
12.1000 326.05
12.1000 350.48.
12.4000 29.62 337.69 7.303
12.2500 106.57 339.08 9.178
12.2500 130.79 340.16 10.694
12.3000 133.54 340.59 11.306
12.1000 69.78
12.1000 100.72
12.1000 123.28
12.1000 132.77
12.2500 22.52 315.84 2.397
12.2500 37.22 316.96 3.081
12.3000 40.06 317.91 3.706
12.3000 41.01 318.25 3.936
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
Withers & Ravenel
9:47 AM 4/28/2006

Type.... Master Network Summary Page 1.05
Name.... Watershed
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
------------
----- Type
---- Event
------ ac-ft ~
---------- Trun hrs cfs ft ac-ft

POND 8
IN
POND
2
4.500 -- ---------
12.1000 --------
95.68 -------- ------------
POND 8 IN POND 10 ~ 7.337 12.1000 134.60
POND 8 IN POND 50 10.455 12.1000 162.47
POND 8 IN POND 100 11.867 12.1000 174.32
POND 8 OUT POND 2 4.290 R 12.3000 27.67 318.56 3.939
POND 8 OUT POND 10 7.120 R 12.2500 62.56 319.34 4.617
POND 8 OUT POND 50 10.233 R T2.2000 84.96 319.80 5.032
POND 8 OUT POND 100 11.644 R 12.2500 90.50 320:00 5.214
POND 9 IN POND 2 4.407 12.1000 89.47
POND 9 IN POND 10 6.805 12.1000 118.85
POND 9 IN POND 50 9.396 12.1000 139.30
POND 9 IN POND 100 10.562 12.1000 148.29
POND 9 OUT POND 2 4.317 R 12.3000 24.15 338.84 4.500
POND 9 OUT POND 10 6.713 R 12.2500 40.00 339.60 5.313
POND 9 OUT POND 50 9.303 R 12.3000 48.67 340.11 5.877
POND 9 OUT POND 100 10.469 R 12.3000 51.28 340.30 6.091
UNTREATED AREA 2 2.722 12.1000 57.18
UNTREATED AREA 10 5.411 12.1000 103.62
UNTREATED AREA 50 8.645 12.1000 143.29
UNTREATED AREA 100 10.169 12.1000 159.74
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Design Storms
Name.... RDU NOAA 14 Desi
Page 2.01
File.... K:\OS\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
Title... Project Date: 8/1/2005
Project Engineer:
Project Title: Renaissance Park
Project Comments
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 2
Data Type, File, ID = Time-Depth Curve RDU NOAA 2yr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.4400 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 10
Data Type, File, ID = Time-Depth Curve RDU NOAA l0yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 50
Data Type, .File, ID = Time-Depth Curve RDU NOAA 50yr
Storm Frequency = 50 yr
Total Rainfall Depth= 6.6300 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 1 POST
Page 3.01
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
.........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
-------------------------
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 1 POST
Page 3.02
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 2 POST
Page 3.03
File.... K:\05\OS-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
-------------------------
-------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 2 POST
Page 3.04
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined _________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration -
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 3 POST
Page 3.05
File.... K:\OS\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
......................................................:.................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
---=---------------------
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 3 POST
Page 3.06
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 4 POST
Page 3.07
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
........................................................................
.........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
------------------------
------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Tc Calcs
Name.... AREA 4 POST
Page 3.08
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
------------------------------------------------------------------------
Tc Equations used...
--------------------------------------------------------------------=---
___= User Defined =__------__
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 5 POST
Page 3.09
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
--------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
--=----------------------
-------------------------
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 5 POST
Page 3.10
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:97 AM 9/28/2006

Type.... Tc Calcs
Name.... AREA 6 POST
Page 3.11
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
------------------------
------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
------------------------
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 6 POST
Page 3.12
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc =•Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 7 POST
Page 3.13
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
................................................:.......................
........................................................................
TIMF OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
-------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
S/N; DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 7 POST
Page 3.19
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined __________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 8 POST
Page 3.15
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
-----------------------------------------------------=------------------
-------------------------
-------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 8 POST
Page 3.16
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
------------------------------------------------------------------------
Tc Equations used...
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 9 POST
Page 3.17
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
Segment #l: Tc: User Defined
Segment #1 Time: .0830 hrs
---------------------------------------------------------------------
------------------------
------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... AREA 9 POST
Page 3.18
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
Tc Equations used...
------------------------------------------------------------------------
___= User Defined _____________________°________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... UNTREATED
Page 3.19
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
.........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
------------------------
------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-----------=------------
------------------------
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Tc Calcs
Name.... UNTREATED
Page 3.20
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
-------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 1 POST
Page 9.01
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC $UC CN
Open space (Lawns parks etc.) - Goo 74 1.840 74.00
Residential - 26' Lots 88 4.360 88.00
Residential - 40' Lots 87 4.240 87.00
Residential - 32' Lots 87 4.500 87.00
Right-of-Way 93 4.180 93.00
Alley/Parking 98 1.430 98.00
COMPOSITE AREA & WEIGHTED CN ---> 20.550 88.03 (88)

J
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Runoff CN-Area
Name.... AREA 2 POST
Page 4.02
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description
--------------------------- CN acres ~C RUC CN
---
Open space (Lawns parks etc.) -- ----
- Goo 74 ---------
1.010 ----- ----- ------
74.00
Residential - 26' Lots 88 1.320 88.00
Right-of-Way 93 1.780 93.00
Alley/Parking 98 .600 96.00
Townhomes 98 1.380 98.00
COMPOSITE AREA & WEIGHTED CN -
.............................. -->
.......... 6.090
..........
............ 90.39 (90)
.............
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 3 POST
Page 4.03
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description
----------------------
- CN acres oC $UC CN
---
---
Open space (Lawns parks etc.) --- ----
- Goo 79 ---------
1.480 ----- ----- ------
74.00
Residential - 26' lots 88 .700 88.00
Residential - 47' Lots 86 2.970 86.00
Residential - 60' Lots 85 3-.700 85.00
Right-of-Way 93 4.050 93.00
Alley/Parking 98 1.440 98.00
Townhomes 98 2.760 98.00
Rec Site 74 .230 79.00
Commercial (offsite) 95 .930 95.00
COMPOSITE AREA & WEIGHTED CN
............................. --->
........... 17.760
..........
............ 89.62 (90)
.............
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:97 AM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 4 POST
Page 4.04
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres ~C %UC CN
Right of Way 93 6.370 93.00
Open space (Lawns parks etc.) - Goo 74 6.340 74.00
Alley/Parking 98 .500 98.00
Townhomes 98 4.860 98.00
COMPOSITE AREA & WEIGHTED CN - --> 18.070 87.82 (88)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 5 POST
Page 4.05
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
RUNOFF CURVE NUMBER DATA
....... ....................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description
-
-
---
-
-
= CN acres o~C %UC CN
----
--
---
-
-----
-------- -
-
Open space (Lawns parks etc.) - Goo ---
74 ---------
2.010 ----- ----- ------
74.00
Residential - 40' Lots 86 9.350 86.00
Residential - 60' Lots 85 2.770 85.00
Right-of-Way 93 4.060 93.00
Alley/Parking 98 1.100 98.00
COMPOSITE AREA & WEIGHTED CN --->
....................................
.... 19.290
..........
............ 86.76 (87)
.............
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 6 POST
Page 4.06
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Desc ription CN acres %C %UC CN
Commercial 94 7.170 94.00
Residential - 40' Lots 86 6.140 86.00
Residential - 47' Lots 86 1.890 86.00
Residential - 60' Lots 85 7.830 85.00
Townhomes 98 3.490 98.00
Rec Site 86 4.430 86.00
Right of way 93 9.300 93.00
Alley 98 2.190 98.00
Open Space 74 5.300 74.00
COMPOSITE AREA & WEIGHTED CN ---> 47.740 88.50 (88)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 7 POST
Page 4.07
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
RUNOFF CURVE NUMBER DATA
Soil/Surface Description
Residential - 47' Lots
Right of way
Right of way (Tryon)
Alley
Open Space
Right of Way (offsite)
Impervious
Area Adjustment Adjusted
CN
---- acres
---- °sC °sUC CN

86 -----
8.910 ----- ----- ------
86.00
93 3.380 93.00
93 2.290 93.00
98 .4.00 98.00
74 3.050 74.00
93 .290 93.00
COMPOSITE AREA & WEIGHTED CN ---> 18.320 86.54 (87)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 8 POST
Page 4.08
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
RUNOFF CURVE NUMBER DATA
Soil/Surface Description
Townhomes
Commercial
Right of way
Right of way (Tryon)
Right of Way (Private)
Open Space
Area
CN acres
98 2.980
94 4.860
93 1.920
93 3.730-
93 3.870
74 6.100
Impervious
Adjustment Adjusted
°sC oUC CN
--- ----- ------
98.00
94.00
93.00
93.00
93.00
74.00
COMPOSITE AREA & WEIGHTED CN ---> 23.460 88.90 (89)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Runoff CN-Area
Name.... AREA 9 POST
Page 4.09
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil%Surface Description
-----------=-------------------- CN
- acres %C oUC CN

Rec Site ---
86 ---------
.280 ----- ----- ------
86.00
Commercial 94 8.240 94 00
Right of way (o,ffsite) 93 2.280 93.00
Commercial (offsite) 99 8.240 94.00
COMPOSITE AREA & WEIGHTED CN ---> 19.040 93.76 (94)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00} 9:q7 AM 4/28/2006

Type.... Runoff CN-Area
Name.... UNTREATED
Page 4.10
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open Space 79 20.270 79.00
Woods - good 70 8.400 70.00
COMPOSITE AREA & WEIGHTED CN ---> 28.670 72.83 (73)
...........................................................................
...........................................................................
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Vol: Elev-Area
Name.... POND 1
Fage 5.01
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
303.00 ----- .2286 .0000 .000 .000
304.00 ----- .2703 .7475 .249 .249
305.00 ----- .3146 ,8765 .292 .541
306.00 ----- .4780 1.1804 .393 .935
307.00 ----- .5308 1.5125 .504 1.439
308.00 ----- .5905 1.6812 .560 1.999 '
309.00 ----- .6530 1.8645 .621 2.621
310.00 ----- .7184 2.0563 .685 3.306
311.00 ----- .7861 2.2560 .752 4.058
312.00 ----- .8559 2.4623 .821 4.879
313.00 ----- .9279 2.6750 .892 5.771
314.00 ----- 1.0014 2.8933 .964 6.735
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between ELl and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Vol: Elev-Area
Name.... POND 2
Page 5.02
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
316.00 ----- .0055 .0000 .000 .000
317.00 ----- .0228 .0395 .013 .013
318.00 ----- .0414 .0949 .032 .045
319.00 ----- .0613 .1531 -.051 .096
320.00 ----- .1371 .2901 .097 .193
321.00 ----- .1626 .4490 .150 .342
322.00 ----- .1894 .5275 .176 .518
323.00 ----- .2175 .6099 .203 .721
324.00 ----- .1894 .6099 .203 .925
325.00 ----- .2777 .6964 .232 1.157
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between ELl and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Vol: Elev-Area
Name.... POND 3
Page 5.03
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
340.00 ----- .2305 .0000 .000 .000
341.00 ----- .2637 .7407 .247 .247
342.00 ----- .2990 .8435 .281 .528
343.00 ----- .4312 1.0893 .363 .891
344.00 ----- .4759 1.3594 .453 1.344
' 345.00 ----- .5213 1.4945 .498 1.842
346.00 ----- .5694 1.6355 .545 2.388
347.00 ----- .6193 1.7825 .594 2.982
348.00 ----- .6712 1.9352 .645 3.627
349.00 ----- .7250 2.0938 .698 4.325
350.00 ----- .7808 2.2582 .753 5.078
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: ELl, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between ELl and EL2
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Vol: E1ev-Area
Name.... POND 9
Page 5.04
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
313.00 ----- .2997 .0000 .000 .000
314.00 ----- .3501 .9737 .325 .325
315.00 ----- ,4023 1.1277 .376 .700
316.00 ----- .5898 1.4792 .493 1.194
317.00 ----- .6498 1.8587 .620 1.813
318.00 ~---- .7278 2.0653 .688 2.502
319.00 ----- .7998 2.2906 .764 3.265
320.00 ----- .8730 2.5084 .836 4.101
321.00 ----- .9476 2.7301 .910 5.011
322.00 ----- 1.0234 2.9558 .985 5.996
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for ELl, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Vol: Elev-Area
Name.... POND 5
Page 5.-05
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
----------------- (ac-ft)
---- (ac-ft)

326.00
----- .0000
.0000 -----
.000 -------------
.000
327.00 ----- .3128 .3128 .104 .104
328.00 ----- .3562 1.0028 .334 .439
329.00 ----- .5175 1.3030 .434 .873
330.00 ----- .5693 1.6296 .593 1.416
331.00 ----- .6227 1.7874 .596 2.012
332.00 ----- .6775 1.9497 ..650 2.662
333.00 ----- .7386 2.1235 .708 3.370
.334.00 ----- .7914 2.2995 .765 4.134
335.00 ----- .8503 2.4620 .821 4.955
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Vol: Elev-Area
Name.... POND 6
Page 5.06
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
331.00 ----- .8135 .0000 .000 .000
332.00 ----- .8723 2.5282 .893 .843
333.00 .9325 2.7067 .902 1.745
334.00 ----- 1.1430 3.1079 1.036 2.781
335.00 ----- 1.1876 3.4957 1.165 3.946
336.00 ----- 1.2334 3.6313 1.210 5.157
337.00 ----- 1.2797 3.7694 1.256 6.413
338.00 ----- 1.3273 3.9103 1.303 7.716
339.00 ----- 1.3741 9.0519 1.351 9.067
340.00 ----- 1.4221 4.1941 1.398 10.465
341.00 ----- 1.4708 4.3391 1.446 11.912
342.00 ----- 1.5200 4.4860 1.495 13.407
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELl, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Vol: Elev-Area
Name.... POND 7
Page 5.07
File.:.. K:\05\05-17-0\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
-------------- (ac-f t) (ac-ft)

310.00
----- .2409 --
.0000 ----------
.000 -------------
.000
311.00 ----- .2765 .7755 :25B .258
312.00 ----- .3139 .8850 .295 .553
313.00 ----- .4516 1.1420 .381 .934
314.00 ----- .4959 1.4207 .474 1.408
315.00 ----- .5415 1.5556 .519 1.926
316.00 ----- .5884 1.6949 .565 2.491
317.00 ----- .6365 1.8369 .612 3.103
318.00 ----- .6860 1.9833 .661 3.764
319.00 ----- .7368 2.1337 .711 4.476
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Vol: Elev-Area
Name.... POND 8
Page 5.08
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres ) (ac-ft) (ac-ft)
312.00 ----- .3815 .0000 .000 .000
313.00 ----- .4281 1.2137 .405 .405
314.00 ----- .4761 1.3557 .452 .856
315.00 ----- .5256 1.5019 .501 1.357
316.00 ----- .6999 1.8320 .611 1.968
317.00 ----- .7552 2.1821 .727 2.695
318.00 ----- .8119 2.3501 .783 3.979
319.00 ----- .8699 2.5222 .841 4.319
320.00 ----- .9294 2.6985 .899 5.219
321.00 ----- .9901 2.8788 .960 6.178
322.00 ----- 1.0522 3.0630 1.021 7.199
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Vol: Elev-Area
Name.... POND 9
Page 5.09
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
----------------- (ac-ft)
------- (ac-ft)

333.00
----- .5177
.0000 --
.000 -------------
.000
334.00 ----- .5770 1.6412 .547 .547
335.00 ----- .6375 1.8210 .607 1.154
336.00 ----- .7732 2.1128 .704 1.858
337.00 ----- .9150 2.5293 .843 2.701
338.00 ----- .9825 2.8456 .949 3.650
339.00 ----- 1.0513 3.0501 1.017 4.667
340.00 ----- 1.1214 3.2585 1.086 5.753
341.00 ----- 1.1928 3.4707 1.157 6.910
342.00 ----- 1.2655 3.6869 1.229 8.139
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: ELl, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.01
File.... K:\05\05-170\05170\H&H\P~reliminary\Renaissance_post full buildout.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 303.00 ft
Increment = .10 ft
Max. Elev.= 314.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box IB ---> CL 309.250 314.000
Orifice-Area O1 ---> CL 308.000 314.000
Culvert-Circular CL ---> TW 300.000 314.000
Orifice-Circular 00 ---> TW 306.000 314.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.60.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = IB
Structure Type
------- = Inlet Box
-----------
# of Openings ------------------
= 1
Invert Elev. = 309.25 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = O1
Structure Type = Orifice-Area
------------------------------------
# of Openings = 3
Invert Elev. = 308.00 ft
Area = 2.0000 sq.ft
Top of Orifice = 308.50 ft
Datum Elev.. = 308.25 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00..015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.03
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type
------------------ = Culvert-Ci
--- rcular

No. Barrels ---------
= 1 ------
Barrel Diameter = 2.0000 ft
Upstream Invert = 300.00 ft
Dnstream Invert = 298.00 ft
Horiz. Length = 88.00 ft
Barrel Length = 88.02 ft
Barrel Slope = .02273 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .7000
Kb = .012411
Kr = .7000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0018
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
T1 ratio (HW/D) = 1.051
T2 ratio (HW/D) = 1.196
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Tl elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At Tl Elev = 302.10 ft ---> Flow = 15.55 cfs
At T2 Elev = 302.39 ft ---> Flow = -17.77 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.04
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_fu11 buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 00
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 306.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .Ol ft
Max. TW tolerance = .Ol ft
Min. HW tolerance = .Ol ft
Max. HW tolerance = .O1 ft
Min. Q tolerance .00 cfs
Max. Q tolerance = .00 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 1
Page 6.05
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
303.00
303.10
303.20
303.30
303.40
303.50
303.60-
303.70
303.80
303.90
304.00
304.10
304.20
304.30
304.40
304.50
304.60
304.70
304.80
304.90
305.00
305.10
305.20
305.30
305.40
.305.50
305.60
305.70
305.80
305.90
306.00
306.10
306.20
306.30
306.40
306.50
306.60
306.70
.00
.00
.00
.00
.00
.00
.00
.00
.00
:00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.02
.06
.10
.12
.14
.16
.18
Notes
-------- Converge --- -----------------
TW F.1 Pv Rrrnr
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
-Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
(no Q: IB,OI,CL,00)
(no Q: IB,OI,GL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,O0)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,Ol,CL,00)
(no Q: IB,Ol,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,01,CL,O0)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,Ol,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,01,CL,O0)
(no Q: IB,OI,CL,00)
(no Q: IB,Ol,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,OI,CL,00)
(no Q: IB,0l,CL,O0)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,Ol,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 1
Page 6.06
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge -------------------------
Elev. Q TW El ev Error
ft
-------- cfs
------- ft
------ +/-ft
-- ----- - Contributing Structures
--------

306.80
.19
Free
Outfall -----------------
00 (no Q: IB,OI,CL)
306.90 .21 Free Outfall 00 (no Q; IB,OI,CL)
307.00 .22 Free Outfall 00 (no Q: IB,OI,CL)
307.10 .23 Free Outfall 00 (no Q: IB,OI,CL)
307.20 .24 Free Outfall 00 (no Q: IB,OI,CL)
307.30 .26 Free Outfall 00 (no Q: IB,OI,CL)
307.40 .27 Free Outfall 00 (no Q: IB,Ol,CL)
307.50 .28 Free Outfall 00 (no Q: IB,OI,CL)
307.60 .29 Free Outfall 00 (no Q: IB,OI,CL)
307.70 .30 Free Outfall 00 (no Q: IB,OI,CL)
307.80 .31 Free Outfall 00 (no Q: IB,OI,CL)
307.90 .31 Free Outfall 00 (no Q: IB,OI,CL)
308.00 .32 Free Outfall 00 (no Q: IB,OI,CL)
308.10 3.22 Free Outfall O1,CL,O0 (no Q: IB)
308.20 6.12 Free Outfall O1,CL,O0 (no Q: IB)
308.30 9.02 Free Outfall O1,CL,O0 (no Q: IB)
308.40 11.90 Free Outfall O1,CL,O0 (no Q: IB)
308.50 19.80 Free Outfall O1,CL,O0 (no Q: IB)
308.60 17.46 Free Outfall Ol,CL,O0 (no Q: IB)
308.70 19.74 Free Outfall O1,CL,O0 (no Q: IB)
308.80 21.81 Free Outfall O1,CL,O0 (no Q: IB)
308.90 23.68 Free Outfall O1,CL,O0 (no Q: IB)
309.00 25.40 Free Outfall O1,CL,O0 (no Q: IB)
309.10 27.03 Free Outfall O1,CL,O0 (no Q: IB)
309.20 28.56 Free Outfall O1,CL,O0 (no Q: IB)
309.25 29.30 Free Outfall O1,CL,O0 (no Q: IB)
309.30 30.57 Free Outfall IB,OI,CL,O0
309.40 34.28 Free Outfall IB,OI,CL,O0
309.50 38.92 Free Outfall IB,OI,CL,O0
309.60 43.91 Free Outfall IB,OI,CL,O0
309.70 44.86 Free Outfall IB,OI,CL,O0
309.80 45.83 Free Outfall IB,OI,CL,O0
309.90 46.73 Free Outfall IB,OI,CL,O0
310.00 47.54 Free Outfall IB,OI,CL,O0
310.10 48.20 Free Outfall IB,Ol,CL,O0
310.20 48.64 Free Outfall IB,OI,CL,O0
310.30 48.90 Free Outfall IB,CL,O0 (no Q: O1)
310.40 49.14 Free Outfall IB,CL,O0 (no Q: Ol)
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 1
Page 6.07
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q No tes
-------- -------- ------ -= Converge
----------
----
---
--------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Stru ctures
310.50 49.38 Free Outfall IB,CL,00 (no Q: O1)
310.60 49.61 Free Outfall IB,CL,00 (no Q: O1)
310.70 49.85 Free Outfall IB,CL,00 (no Q: O1)
310.80 50.09 Free Outfall IB,CL,00 (no Q: O1)
310.90 50.32 Free Outfall IB,CL,00 (no Q: O1)
.311.00 50.55 Free Outfall IB,CL,00 (no Q: O1)
311.10 50.79 Free Outfall IB,CL,00 (no Q: O1)
311.20 51.02 Free Outfall IB,CL,00 (no Q: O1)
311.30 51.25 Free Outfall IB,CL,00 (no Q: O1)
311.40 51.48 Free Outfall IB,CL,00 (no Q: O1)
311.50 51.71 Free Outfall IB,CL,00 (no Q: O1)
311.60 51.93 Free Outfall IB,CL,00 (no Q: O1)
311.70 52.16 Free Outfall IB,CL,00 (no Q: O1)
311.80 52.39 Free Outfall IB,CL,00 (no Q: O1)
311.90 52.61 Free Outfall IB,CL,00 (no Q: O1)
312.00 52.83 Free Outfall IB,CL,00 (no Q: O1)
312.10 53.05 Free Outfall IB,CL,00 (no Q: O1)
312.20 53.27 .Free Outfall IB,CL,00 (no Q: O1)
312.30 53.49 Free Outfall IB,CL,00 (no Q: O1)
312.40 53.71 Free Outfall IB,CL,00 (no Q: 01)
312.50 53.93. Free Outfall IB,CL,00 (no Q: O1)
312.60 54.15 Free Outfall IB,CL,00 (no Q: O1)
312.70 59.36 Free Outfall IB,CL,00 (no Q: O1)
312.80 54.58 Free Outfall IB,CL,00 (no Q: O1)
312.90 54.79 Free Outfall IB,CL,00 (no Q: O1)
313.00 55.00 Free Outfall IB,CL,00 (no Q: O1)
313.10 55.22 Free Outfall IB,CL,00 (no Q: O1)
313.20 55.43 Free Outfall IB,CL,00 (no Q: O1)
313.30 55.64 Free Outfall IB,CL,00 (no Q: O1)
313.40 55.85 Free Outfall IB,CL,00 (no Q: O1)
313.50 56.06 Free Outfall IB,CL,00 (no Q: O1)
313.60 56.27 Free Outfall IB,CL,00 (no Q: O1)
313.70 56.48 Free Outfall IB,CL,00 (no Q: O1)
313.80 56.69 Free Outfall IB,CL,00 (no Q: O1)
313.90 56.89 Free Outfall IB,CL,00 (no Q: O1)
314.00 57.10 Free Outfall IB,CL,00 (no Q: O1)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 2
Page 6.08
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 316.00 ft
Increment = .10 ft
Max. Elev.= 325.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box IB ---> CL 324.000 325.000
Orifice-Area O1 ---> CL 322.000 325.000
Culvert-Circular CL ---> TW 309.000 325.000
Orifice-Circular 00 ---> TW 320.000 325.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 2
Page 6.09
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = IB
Structure Type =
------------ Inlet Box
-------
# of Openings = -----------------
1
Invert Elev. = 324.00 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = O1
Structure Type = Orifice-Area
# of Openings = 1
Invert Elev. = 322.00 ft
Area = 2.0000 sq.ft
Top of Orifice = 322.50 ft
Datum Elev. = 322.25 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Outlet Input Data
Name.... Outlet 2
Page 6.10
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 309.00 ft
Dnstream Invert = 299.00 ft
Horiz. Length = 96.00 ft
Barrel Length = 96.52 ft
Barrel Slope = .10417 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .7000
Kb = .012411
Kr = .7000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0018
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
Tl ratio (HW/D) = 1.010
T2 ratio (HW/D) = 1.155
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 311.02 ft ---> Flow = 15.55 cfs
At T2 Elev = 311.31 ft ---> Flow = 17.77 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 2
Page 6.11
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 00
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 320.00 ft
Diameter = .1700 ft
Orifice Coeff. _ .600
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .Ol ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 2
Page 6.12
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ----
Elev. Q TW El ev Error
ft
-----
-- cfs
------- ft
------ +/-ft
-- - Contrib uting Structures
-
316.00
.00
Free ---- -
Outfall ----
(no ---
Q: ------------------
IB,OI,CL,O0)
316.10 .00 Free Outfall (no Q: IB,OI,CL,O0)
316.20 .00 Free Outfall (no Q: IB,OI,CL,O0)
316.30 .00 Free Outfall (no Q: IB,Ol,CL,O0)
316.40 .00 Free Outfall (no Q: IB,OI,CI;,O0)
316.50 .00 Free Outfall (no Q: IB,Ol,CL,O0)
316.60 .00 Free Outfall (no Q: IB,Ol,CL,O0)
316.70 .00 Free Outfall (no Q: IB,Ol,CL,O0)
316.80 .00 Free Outfall (no Q: IB,OI,CL,O0)
316.90 .00 Free Outfall (no Q: IB,OI,CL,O0)
317.00 .00 Free Outfall (no Q: IB,OI,CL,O0)
317.10 .00 Free Outfall (no Q: IB,OI,CL,O0)
317.20 .00 Free Outfall (no Q: IB,OI,CL,O0)
317.30 .00 Free Outfall (no Q: IB,OI,CL,O0)
317.40 .00 Free Outfall (no Q: IB,Ol,CL,O0)
317.50 .00 Free Outfall (no Q: IB,OI,CL,O0)
317.60 .00 Free Outfall (no Q: IB,Ol,CL,O0)
317.70 .00 Free Outfall (no Q: IB,OI,CL,O0)
317.80 .00 Free Outfall (no Q: IB,OI,CL,O0)
317.90 .00 Free Outfall (no Q: IB,OI,CL,O0)
318.00 .00 Free Outfall (no Q: IB,OI,CL,O0)
318.10 .00 Free Outfall (no Q: IB,OI,CL,O0)
318.20 .00 Free Outfall (no Q: IB,OI,CL,O0)
318.30 .00 Free Outfall (no Q: IB,Ol,CL,O0)
318.40. .00 Free Outfall (no Q: IB,Ol,CL,O0)
318.50 .00 Free Outfall (no Q: IB,Ol,CL,O0)
318.60 .00 Free Outfall (no Q: IB,OI,CL,O0)
318.70 .00 Free Outfall (no Q: IB,OI,CL,O0)
318.80 .00 Free Outfall (no Q: IB,OI,CL,O0)
318.90 .00 Free Outfall (no Q: IB,Ol,CL,O0)
319.00. .00 Free Outfall (no Q: IB,OI,CL,O0)
319.10 .00 Free Outfall (no Q: IB,Ol,CL,O0)
319.20 .00 Free Outfall (no Q: IB,OI,CL,O0)
319.30 .00 Free Outfall (no Q: IB,OI,CL,O0)
319.40 .00 Free Outfall (no Q: IB,OI,CL,O0)
319.50 .00 Free Outfall (no Q: IB,OI,CL,O0)
319.60 .00 Free Outfall (no Q: IB,OI,CL,O0)
319.70 .00 Free Outfall (no Q: IB,OI,CL,O0)
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 2
Page 6.13
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
319.80
319.90
320.00
320.10
320.20
320.30
320.40
320.50
320.60
320.70
320.80
320.90
321.00
321.10
321.20
321.30
321.40
321.50
321.60
321.70
321.80
321.90
322.00
322.10
322.2.0
322.30
322.40
322.50
322.60
322.70
322.80
322.90
323.00
323.10
323.20
323.30
323.40
323.50
.00
.00
.00
.Ol
.04
.05
.06
.07
.08
.09
.09
.10
.10
.11
.12
.12
.13
.13
.13
.14
.14
.15
.15
1.12
2.08
3.05
4.02
4.98
5.87
6.63
7.31
7.94
8.52
9.06
9.57
10.06
10.52
10.95
Notes
-- ----- Converge ---------------
TW R1av Frrnr
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free 0utfa1l
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
Contributing Structures
(no Q: IB,OI,CL,00)
(no Q: IB,Ol,CL,00)
(no Q: IB,Ol,CL,00)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,01,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB, Ol, CL)
00 (no. Q: IB,Ol,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,01,CL)
00 (no Q: IB,Ol,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
00 (no Q: IB,OI,CL)
O1,CL,00 (no Q: IB)
O1,CL,00 (no Q: IB)
O1, CL, 00 (no Q: IB)
O1,CL,00 (no Q: IB)
Ol,CL,00 (no Q: IB)
O1,CL,00 (no Q: IB)
O1,CL,00 (no Q: IB)
01,CL,00 (no Q: IB)
O1,CL,00 (no Q: IB)
O1, CL, 00 (no Q: IB)
O1,CL,00 (no Q: IB)
O1, CL, 00 (no Q: IB)
O1,CL,00 (no Q: IB)
O1, CL, 00 (no Q: IB)
Ol,CL,00 (no Q: IB)
Withers & Ravenel
9:47 AM
4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 2
Page 6.19
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
323..60 11.39 Free Outfall Ol,CL,O0 (no Q: IB)
323.70 11.80 Free Outfall Ol,CL,O0 (no Q: IB)
323.80 12.20 Free Outfall O1,CL,O0 (no Q: IB)
323.90 12.58 Free Outfall O1,CL,O0 (no Q: IB)
324.00 12.95 Free Outfall Ol,CL,O0 (no Q: IB)
324.10 14.89 Free Outfall IB,Ol,CL,O0
324.20 18.09 Free Outfall IB,OI,CL,O0
324.30 22.16 Free Outfall IB,OI,CL,O0
324.40 26.89 Free Outfall IB,OI,CL,O0
324.50 32.21 Free Outfall IB,OI,CL,O0
324.60 38.04 Free Outfall IB,OI,CL,O0
324.70 44.35 Free Outfall IB,Ol,CL,O0
324.80 51.10 Free Outfall IB,OI,CL,O0
324.90 58.26 Free Outfall IB,OI,CL,O0
325.00 64.62 Free Outfall IB,OI,CL,O0
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 3
Page 6.15
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 340.00 ft
Increment = .10 ft
Max. Elev.= 350.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed-
Structure
----------------- No.
---- Outfall E1, ft E2, ft

Orifice-Area
O1 -------
---> CL ---------
345.000 ---------
350.000
Inlet Box IB ---> CL 346.500 350.000
Orifice-Circular 00 ---> CL 343.000 350.000
Culvert-Circular CL ---> TW 337.000 350.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 3
Page 6.16
File.... K:\OS\OS-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = Ol
Structure Type = Orifice-Area
# of Openings = 3
Invert Elev. = 345.00 ft
Area = 2.0000 sq.ft
Top of Orifice = 345.50 ft
Datum Elev. = 345.25 ft
Orifice Coeff. _ .600
Structure ID = IB
Structure Type
- = Inlet Box
------------------
# of Openings -----------------
= 1
Invert Elev. = 346.50 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 343.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 9/28/2006

Type.... Outlet Input Data
Name.... Outlet 3
Page 6.17
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 2.0000 ft
.Upstream Invert = 337.00 ft
Dnstream Invert = 331.00 ft
Horiz. Length = 88.00 ft
Barrel Length = 88.20 ft
Barrel Slope = .06818 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012911
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0018
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
T1 ratio (HW/D) = 1.028
T2 ratio (HW/D) = 1.173
Slope Factor = -.500
Use unsubmerged inlet control Form l equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 339.06 ft ---> Flow = 15.55 cfs
At T2 Elev = 339.35 ft ---> Flow 17.77 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 90
Min. TW tolerance = .O1 ft
Max. TW tolerance = .Ol ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 3
Page 6.18
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ----- -- ------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contr ib uting Structures
340.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
340.10 .00 Free Outfall (no Q: Ol,IB,O0,CL)'
340.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
340.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
340.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
340.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
340.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
340.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
340.80 .00 Free Outfall (no Q: O1,IB,OO,CL)
340.90 .00 Free Outfall (no Q: O1,IB,OO,CL)
341.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
341.10 .00 Free Outfall (no Q: Ol,IB,O0,CL)
341.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
341.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
341.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
341.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
341.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
341.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
341.80 .00 Free Outfall (no Q: O1,IB,OO,CL)
341.90 .00 Free Outfall (no Q: Ol,IB,O0,CL)
342.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
342.10 .00 Free Outfall (no Q: O1,IB,OO,CL)
342.20 .00 Free Outfall (no Q• Ol,IB,O0,CL)
342.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
342.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
342.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
342.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
392.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
342.80 .00 Free Outfall (no Q: O1,IB,OO,CL)
342.90 .00 Free Outfall (no Q: O1,IB,OO,CL)
343.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
343.10 .02 Free Outfall OO,CL (no Q: O1,IB)
343.20 .06 Free Outfall OO,CL (no Q: O1,IB)
343.30 .10 Free Outfall OO,CL (no Q: O1,IB)
343.40 .12 Free Outfall OO,CL (no Q: O1,IB)
343.50 .14 Free Outfall OO,CL (no Q: O1,IB)
343.60 .16 Free Outfall OO,CL (no Q: O1,IB)
343.70 .18 Free Outfall OO,CL (no Q: Ol,IB)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 3
Page 6.19
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge
-------------
------------
Elev. Q TW El ev Error
ft
-------- cfs
------- ft
------ +/-ft
-
- Contributing Structures

343.80
.19
Free ----
-
Outfall --------------
oO,CL (no Q: ------------
O1,IB)
343.90 .21 Free Outfall OO,CL (no Q: O1,IB)
344.00 .22 Free Outfall OO,CL (no Q: O1,IB)
344.10 .23 Free Outfall OO,CL (no Q: O1,IB)
344.20 .29 Free Outfall OO,CL (no Q: O1,IB)
344.30 .26 Free Outfall OO,CL (no Q: O1,IB)
344.40 .27 Free Outfall OO,CL (no Q: O1,IB)
344.50 .28 Free Outfall OO,CL (no Q: Ol,IB)
349.60 .29 Free Outfall OO,CL (no Q: O1,IB)
344.70 .30 Free Outfall OO,CL (no Q: Ol,IB)
344.80 .30 Free Outfall OO,CL (no Q: O1,IB)
344.90 .32 Free Outfall OO,CL (no Q: O1,IB)
345.00 .32 Free Outfall OO,CL (no Q: O1,IB)
345.10 3.22 Free Outfall 01,OO,CL (no Q: IB)
345.20 6.12 Free Outfall 01,OO,CL (no Q: IB)
345.30 9.01 Free Outfall O1,00,CL (no Q: IB)
345.40 11.91 Free Outfall 01,OO,CL (no Q: IB)
345.50 14.80 Free Outfall O1,00,CL (no Q: IB)
345.60 17.95 Free Outfall O1,00,CL (no Q: IB)
345.70 19.75 Free Outfall 01,OO,CL (no Q: IB)
345.80 21.81 Free Outfall 01,OO,CL (no Q: IB)
345.90 23.67 Free 0utfa1l 01,OO,CL (no Q: IB)
346.00 25.41 Free Outfall 01,OO,CL (no Q: IB)
346.10 27.03 Free Outfall 01,OO,CL (no Q: IB)
346.20 28.55 Free Outfall 01,OO,CL (no Q: IB)
346.30 30.01 Free Outfall 01,OO,CL (no Q: IB)
396.90 31.40 Free Outfall O1,00,CL (no Q: IB)
396.50 32.72 Free Outfall 01,OO,CL (no Q: IB)
346.60 35.56 Free Outfall O1,IB,OO,CL
346.70 39.62 Free Outfall O1,IB,OO,CL
346.80 44.45 Free Outfall Ol,IB,00,CL
346.90 48.51 Free Outfall O1,IB,OO,CL
347.00 49.86 Free Outfall O1,IB,OO,CL
347.10 51.19 Free Outfall O1,IB,OO,CL
347.20 52.96 Free Outfall O1,IB,OO,CL
347.30 53.61 Free Outfall O1,IB,OO,CL
397.40 54.58 Free Outfall O1,IB,OO,CL
347.50 55.31 Free Outfall O1,IB,OO,CL
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 3
Page 6.20
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge
------
----
---
------------
Elev. Q TW El ev Error
ft
-------- cfs
------- ft
------ +/-ft
-- ----- Contri buti ng Structures

347.60
55.73
Free -
Outfall ------
O1,IB, -------
OO,CL ------------
347.70 56.03 Free Outfall IB,CL (no Q: 01,00)
347.80 56.33 Free Outfall IB,CL (no Q: 01,00)
397.90 56.63 Free Outfall IB,CL (no Q: 01,00)
348.00 56.93 Free Outfall IB,CL (no Q: 01,00)
348.10 57.23 Free Outfall IB,CL (no Q: 01,00)
348.20 57.52 Free Outfall IB,CL (no Q: 01,00)
348.30 57.81 Free Outfall IB,CL (no Q: 01,00)
348.40 58.10 Free Outfall IB,CL (no Q: 01,00)
348.50 58.39 Free Outfall IB,CL (no Q: 01,00)
348.60 58.68 Free Outfall IB,CL (no Q: 01,00)
348.70 58.97 Free Outfall IB,CL (no Q: 01,00)
348.80 59.25 Free Outfall IB,CL (no Q: 01,00)
348.90 59.54 Free Outfall IB,CL (no Q: 01,00)
349.00 59.83 Free Outfall IB,CL (no Q: 01,00)
349.10 60.11 Free Outfall IB,CL (no Q: 01,00)
349.20 60.39 Free Outfall IB,CL (no Q: 01,00)
349.30 60.67 Free Outfall IB,CL (no Q: 01,00)
349.40 60.94 Free Outfall IB,CL (no Q: 01,00)
349.50 61.22 Free Outfall IB,CL (no Q: 01,00)
349.60 61.49 Free Outfall IB,CL (no Q: 01,00)
349.70 61.77 Free Outfall IB,CL (no Q: 01,00)
349.80 62.04 Free Outfall IB,CL (no Q: 01;00)
349.90 62.31 Free Outfall IB,CL (no Q: 01,00)
350.00 62.58 Free Outfall IB,CL (no Q: 01,00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:97 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 4
Page 6.21
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 313.00 ft
Increment = .10 ft
Max. Elev.= 322.0.0 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure
----------------- No.
---- Outfall
--- E1, ft E2, ft

Orifice-Area
Ol ----
---> CL ---------
317.500 ---------
322.000
Inlet Box IB ---> CL 318.600 322.000
Orifice-Circular 00 ---> CL 316.000 322.000
Culvert-Circular CL ---> TW 311.000 322.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Outlet Input Data
Name.... Outlet 4
Page 6.22
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = Ol
Structure Type
----------------- = Orifice-Area
-----------

# of Openings --------
= 3
Invert Elev. = 317.50 'ft
Area = 2.0000 sq.ft
Top of Orifice = 318.00 ft
Datum Elev. = 317.75 ft
Orifice Coeff. _ .600
Structure ID = IB
Structure Type- =
----------- Inlet Box
--------
# of Openings = -----------------
1
Invert Elev. = 318.60 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. _ -3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 316.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:97 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 9
Page 6.23
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type
------------------ = Culvert-Ci
----- rcular

No. Barrels -------
= 1 ------
Barrel Diameter = 2.0000 ft
Upstream Invert = 311.00 ft
Dnstream Invert = 303.00 ft
Horiz. Length = 92.00 ft
Barrel Length = 92.35 ft
Barrel Slope = .08696 ft/ft
OUTLET CONTROL DATA..:
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0018
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
T1 ratio (HW/D) = 1.019
T2 ratio (HW/D) = 1.164
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 313.04 ft ---> Flow = 15.55 cfs
At T2 Elev = 313.33 ft ---> Flow = 17.77 cfs
Structure ID. = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 9
Page 6.24
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- --- Converge ---- --- ------------------
Elev. Q TW El ev Error
ft
-------- cfs
------- ft +/-ft
-------- ----- Contrib uting Structures

313.00
.00
Free
Outfall -----
(no ---
Q: ------------------
O1,IB,OO,CL)
313.10 .00 Free Outfall (no Q: O1,IB,OO,CL)
313.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
313.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
313.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
313.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
313.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
313.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
313.80 .00 Free Outfall (no Q: Ol,IB,O0,CL)
313.90 .00 Free Outfall (no Q: O1,IB,OO,CL)
314.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
314.10 .00 Free Outfall (no Q: O1,IB,OO,CL)
314.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
314.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
314.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
314.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
314.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
314.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
314.80 .00 Free Outfall (no Q: O1,IB,OO,CL)
314.90 .00 Free Outfall (no Q: O1,IB,OO,CL)
315.00 .00 Free Outfall (no Q: O1,IB;OO,CL)
315.10 .00 Free Outfall (no Q: O1,IB,OO,CL)
315.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
3.15.30 .00 Free Outfall (no Q• O1,IB,OO,CL)
315.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
315.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
315.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
315.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
315.80 .00 Free Outfall (no Q: Ol,IB,O0,CL)
315.90 .00 Free Outfall (no Q: O1;IB,OO,CL)
316.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
316.10 .02 Free Outfall OO,CL (no Q: O1,IB)
316.20 .05 Free Outfall OO,CL (no Q: O1,IB)
316.30 .10 Free Outfall OO,CL (no Q: Ol,IB)
316.40 .12 Free Outfall OO,CL (no Q: O1,IB)
316.50 .14 Free Outfall OO,CL (no Q: O1,IB)
316.60 .16 Free Outfall OO,CL (no Q: O1,IB)
316.70 .18 Free Outfall OO,CL (no Q: O1,IB)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 9/28/2006

Type.... Composite Rating Curve
Name.... Outlet 4
Page 6.25
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge
Elev. Q TW El ev Error
ft
-------- cfs
------- ft
------ +/-ft
-- -
- Contributing Structures

316.80
.19
Free -
--
Outfall --------------
OO,CL (no Q: ------------
O1,IB)
316.90 .21 Free Outfall OO,CL (no Q: Ol,IB)
317.00 .22 Free Outfall OO,CL (no Q: O1,IB)
317.10 .23 Free Outfall OO,CL (no Q: O1,IB)
317.20 .24 Free Outfall OO,CL (no Q: O1,IB)
317.30 .25 Free Outfall OO,CL (no Q: Ol,IB)
317.40 .27 Free Outfall OO,CL (no Q: O1,IB)
317.50 .28 Free Outfall OO,CL (no Q: O1,IB)
317.60 3.18 Free Outfall O1,O0,CL (no Q: IB)
317.70 6.07 Free Outfall 01,OO,CL (no Q: IB)
317.80 8.9B Free Outfall O1, O0, CL (no Q: IB)
317.90 11.86 Free Outfall 01,OO,CL (no Q: IB)
318.00 19.75 Free Outfall 01,OO,CL (no Q: IB)
318.10 17.42 Free Outfall 01,OO,CL (no Q: IB)
318.20 19.70 Free Outfall O1,O0,CL (no Q: IB)
318.30 21.77 Free Outfall 01,OO,CL (no Q: IB)
318.40 23.64 Free Outfall O1,O0,CL (no Q: IB)
318.50 25.37 Free Outfall 01,OO,CL (no Q: IB)
318.60 26.99 Free Outfall 01,OO,CL (no Q: IB)
318.70 30.09 Free Outfall O1,IB,OO,CL
318.80 34.39 Free Outfall Ol,IB,O0,CL
318.90_ 39.41 Free Outfall Ol,IB,O0,CL
319.00 43.12 Free Outfall O1,IB,OO,CL
319.10 44.47 Free Outfall O1,IB,OD,CL
319.20 45.78 Free Outfall O1,IB,OO,CL
319.30 46.97 Free Outfall O1,IB,OO,CL
319.40 98.02 Free Outfall O1,IB,OO,CL
319.50 98.84 Free Outfall O1,IB,OO,CL
319.60 49.35 Free Outfall O1,IB,OO,CL
319.70 49.70 Free Outfall IB,CL (no Q: 01,00)
319.80 50.03 Free Outfall IB,CL (no Q: 01,00)
319.90 50.37 Free Outfall IB,CL (no Q: 01,00)
320.00 50.71 Free Outfall IB,CL (no Q: 01,00)
320.10 51.04 Free Outfall IB,CL (no Q: 01,00)
320.20 51.37 Free Outfall IB,CL (no Q: 01,00)
320.30 51.70 Free Outfall IB,CL (no Q: 01,00)
320.40 52.02 Free Outfall IB,CL (no Q: 01,00)
320.50 52.34 Free Outfall IB,CL (no Q: 01,00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:97 AM 4/28/2006

Type..., Composite Rating Curve
Name.... Outlet 4
Page 6.26
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- --------
------
--
Converge
------
----
---
------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contri buti ng Structures
320.60 52.67 Free Outfall IB,CL (no Q: 01,00)
320.70 52.99 Free Outfall• IB,CL (no Q: 01,00)
320.80 53.30 Free Outfall IB,CL (no Q: 01,00)
320.90 53.62 Free Outfall IB,CL (no Q: 01,00)
321.00 53.94 Free Outfall IB,CL (no Q: 01,00)
321.10 54.25 Free Outfall IB,CL (no Q: 01,00)
321.20 54.56 Free Outfall IB,CL (no Q: 01,00)
321.30 54.87 Free Outfall IB,CL (no Q: 01,00)
321.40 55.18 Free Outfall IB,CL (no Q: 01,00)
321.50 55.48 Free Outfall IB,CL (no Q: 01,00)
321.60 55.78 Free Outfall IB,CL (no Q: 01,00)
321.70 56.09 Free Outfall IB,CL (no Q: 01,00)
321.80 56.39 Free Outfall IB,CL (no Q: 01,00)
321.90 56.68 Free Outfall IB,CL (no Q: 01,00)
322.00 56.98 Free Outfall IB,CL (no Q: 01,00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 5
Page 6.27
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 326.00 ft
Increment = .10 ft
Max. Elev.= 335.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure
----------------- No.
--- Outfall E1, ft E2, ft

Orifice-Area -
O1 -------
---> CL ---------
331.000 ---------
335.000
Inlet Box IB ---> CL 332.750 335.000
Orifice-Circular 00 ---> CL 329.000 335.000
Culvert-Circular CL ---> TW 326.000 335.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 5
Page 6.28
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice-Area
------------------------------------
# of Openings = 3
Invert Elev. = 331.00 ft
Area- = 2.5000 sq.ft
Top of Orifice. = 331.50 ft
Datum Elev. = 331.25 ft
Orifice Coeff. _ .600
Structure ID = IB
Structure Type =
------ Inlet Box
------------
# of Openings ------------------
= 1
Invert Elev. = 332.75 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 329.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE Withers & Raver.el
PondPack (10.00.015.00) 9:47 AM 9/28/2006

Type.... Outlet Input Data
Name.... Outlet 5
Page 6.29
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 326.00 ft
Dnstream Invert = 325.00 ft
Horiz. Length = 68.00 ft
Barrel Length = 68.01 ft
Barrel Slope = .01471 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0018
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
T1 ratio (HW/D) = 1.055
T2 ratio (HW/D) = 1.200
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = .329.16 ft ---> Flow = 42.85 cfs
At T2 Elev = 329.60 ft ---> Flow = 48.97 cf.s
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: D0YXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AC9 9/28/2006

Type.... Composite Rating Curve
Name.... Outlet 5
Page 6.30
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ----- -- ------------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
-------- --- Contributing Structures

326.00
.00
Free --
Outfa.ll ------
(no --
Q: ------------------
O1,IB,OO,CL)
326.10 .00 Free Outfall (no Q: O1,IB,0O,CL)
326.20 .00 Free Outfall (no Q: O1,IB,0O,CL)
326.30 .00 Free Outfall (no Q: O1,IB,0O,CL)
326.40 .00 Free Outfall (no Q: 0l,IB,o0,CL)
326.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
326.60 .00 Free Outfall (no Q: O1,IB,0O,CL)
326.70 .00 Free Outfall (no Q: O1,IB,0O,CL)
326.80 .00 Free Outfall (no Q: 0l,IB,O0,CL)
326.90 .00 Free Outfall (no Q: 0l,IB,00,CL)
327.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
327.10 .00 Free Outfall (no Q: O1,IB,0O,CL)
327.20 .00 Free Outfall (no Q: O1,IB,0O,CL)
327.30 .00 Free Outfall (no Q: O1,IB,0O,CL)
327.40 .00 Free Outfall (no Q: 0l,IB,00,CL)
327.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
327.60 .00 Free Outfall (no Q: O1,IB,0O,CL)
327.70 .00 Free Outfall (no Q: O1,IB,0O,CL)
327.80 .00 Free Outfall (no Q: O1,IB,0O,CL)
327.90 .00 Free Outfall (no Q; O1,IB,OO,CL)
328.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
328.10 .00 Free Outfall (no Q: O1,IB,0O,CL)
328.20 .00 Free Outfall (no Q; O1,IB,0O,CL)
328.30- .00 Free Outfall (no Q: O1,IB,0O,CL)
328.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
328.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
328.60 .00 Free Outfall (no Q: O1,IB,0O,CL)
328.70 .00 Free Outfall (no Q: O1,IB,0O,CL)
328.80 .00 Free Outfall (no Q: 0l,IB,O0,CL)
328.90 .00 Free Outfall (no Q: O1,IB,0O,CL)
329.00 .00 Free Outfall (no Q: O1,IB,0O,CL)
329.10 .O1 Free Outfall OO,CL (no Q: O1,IB)
329.20 .06 Free Outfall OO,CL (no Q: O1,IB)
329.30 .10 Free Outfall OO,CL (no Q: O1,IB)
329.40 .12 Free Outfall OO,CL (no Q: O1,IB)
329.50 .15 Free Outfall OO,CL (no Q: O1,IB)
329.60 .16 Free Outfall OO,CL (no Q: O1,IB)
329.70 .18 Free Outfall OO,CL (no Q: O1,IB)
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & P.avenel
4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 5
Page 6.31
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
329.80
329.90
330.00
330.10
330.20
330.30
330.40
330.50
330.60
330.70
330.80
330.90
331.00
331.10
331.20
331.30
331.40
331.50
331.60
331.70
331.80
331.90
332.00
332.10
,332.20
332.30
332.40
332.50
332.60
332.70
332.75
332.80
332.90
333.00
333.10
333.20
333.30
333.40
.19
.21
.22
.23
.24
.25
.27
.28
.29
.30
.30
.31
.32
3.94
7.56
11.19
14.79
18.91
21.73
24.59
27.17
29.50
31.65
33.67
35.58
37.36
39.11
40.73
42.34
43.84
44.61
46.03
50.33
55.84
62.27
69.45
73.78
78.01
Notes
-------- Converge -------------------------
mw Fi o~~ F,-,-~,-
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: Ol,IB)
OO,CL (no Q: O1,IB)
01,OO,CL (no Q: IB)
01,OO,CL (no Q: IB)
01,OO,CL (no Q: IB)
01,OO,CL (no Q: IB)
01,OO,CL (no Q: IB)
01,OO,CL (no Q: IB)
O1,O0,CL (no Q: IB)
O1,O0,CL (no Q: IB)
01,OO,CL (no Q: IB)
01,OO,CL (no Q: IB)
01,OO,CL (no Q: IB)
O1,O0,CL (no Q: IB)
01,OO,CL (no Q: IB)
01,OO,CL (no Q: IB)
01,OO,CL (no Q: 1B)
01,OO,CL (no Q: IB)
01,OO,CL (no Q: IB)
O1,O0,CL (no Q: IB)
O1,IB,OO,CL
O1,IB,OO,CL
O1,IB,OO,CL
Ol,IB,O0,CL
O1,IB,OO,CL
O1,IB,OO,CL
Ol,IB,O0,CL
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
Withers & Ravenel
9:47 AM
4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 5
Page 6.32
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- ---.Converge ------------- ------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
-------- -- Contributing Structures

333.50
82.30
Free ---
Outfall --------------
O1,IB,OO,CL ------------
333.60 86.12 Free Outfall O1,IB,OO,CL
333.70 89.79 Free Outfall Ol,IB,00,CL
333.80 92.94 Free Outfall O1,IB,OO,CL
333.90 95.72 Free Outfall Ol,IB,00,CL
334.00 98.04 Free Outfall O1,IB,OO,CL
334.10 99.57 Free Outfall O1,IB,OO,CL
334.20 100.40 Free Outfall IB,CL (no Q: 01,00)
334.30 101.19 Free Outfall IB,CL (no Q: 01,00)
334.40 101.96 Free Outfall O1,IB,OO,CL
334.50 102.75 Free Outfall IB,CL (no Q: 01,00)
334.60 103.52 Free Outfall IB,CL (no Q: 01,00)
334.70 104.28 Free Outfall IB,CL (no Q: 01,00)
334.80 105.04 Free Outfall IB,CL (no Q: 01,00)
334.90 105.80 Free Outfall IB,CL (no Q: 01,00)
335.00 106.55 Free Outfall IB,CL (no Q: 01,00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 6
Page 6.33
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 331.00 ft
Increment = .10 ft
Max. Elev.= 342.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall
--- El, ft
------- E2, ft
-
--
-----------------
Orifice-Area ----
O1 ----
---> CL --
336.000 ---
---
342.000
Inlet Box IB ---> CL 338.000 342.000
Orifice-Circular 00 ---> CL 334.000 342.000
Culvert-Circular CL ---> TW 328.000 342.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 Ar9 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 6
Page 6.39
File.... K:\05\OS-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = Ol
Structure Type
-------------- = Orifice-Area
----
# of Openings -----------
= 2 -------
• .Invert Elev. = 336.00 ft
Area = 2.5000 sq.ft
Top of Orifice = 336.50 ft
Datum Elev. = 336.25 ft
Orifice Coeff. _ .600
Structure ID = IB
Structure Type
-------- = Inlet Box
----------
# of Openings ------------
= 1 ------
Invert Elev. = 338.00 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000.
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 334.00 ft
Diameter = .3300 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 6
Page 6.35
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Snvert = 328.00 ft
Dnstream Invert = 321.00 ft
Horiz. Length = 184.00 ft
Barrel Length = 189.13 ft
Barrel Slope = .03804 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0018
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
T1 ratio (HW/D) = 1.043
T2 ratio (HW/D) = 1.188
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ, below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 331.13 ft ---> Flow = 42.85 cfs
At T2 Elev = 331.56 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name..:. Outlet 6
Page 6.36
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge
-----
--
------------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
-------- --- Contr ib uting Structures

331.00
.00
Free --
Outfall ------
(no --
Q: ------------------
O1,IB,OO,CL)
331.10 .00 Free Outfall (no Q• O1,IB,OO,CL)
331.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
331.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
331.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
331.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
331.60 .00 Free Outfall (no Q• O1,IB,OO,CL)
331.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
331.80 .00 Free Outfall (no Q: O1,IB,OO,CL)
331.90 .00 Free Outfall (no Q: O1,IB,OO,CL)
332.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
332.10 .00 Free Outfall (no Q: O1,IB,OO,CL)
332.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
332.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
332.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
332.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
332.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
332.70 .00 Free Outfall (no Q: Ol,IB,O0,CL)
332.80 .00 Free Outfall (no Q: O1,IB,OO,CL)
332.90 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.10 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.20 .00 Free Outfall (no Q: Ol,IB,O0,CL)
333.30 .00 Free Outfall (no Q• O1,IB,OO,CL)
333.90 .00 Free Outfall (no Q• O1,IB,OO,CL)
333.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.80 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.90 .00 Free Outfall (no Q: Ol,IB,O0,CL)
334.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
334.10 .02 Free Outfall OO,CL (no Q: Ol,IB)
339.20 .07 Free Outfall OO,CL (no Q: O1,IB)
334.30 .14 Free Outfall OO,CL (no Q: O1,IB)
334.40 .20 Free Outfall OO,CL (no Q: Ol,IB)
334.50 .24 Free Outfall OO,CL (no Q: O1,IB)
334.60 .27 Free Outfall OO,CL (no Q: O1,IB)
334.70 .30 Free Outfall OO,CL (no Q: Ol;IB)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 6
Page 6.37
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ----------- --- -----------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributin
-------- g Structures
------------
--------
334.80 -------
.33 ------
Free -- -----
Outfall --
--
OO,CL (no --
Q: O1,IB)
334.90 .35 Free Outfall OO,CL (no Q: O1,IB)
335.00 .38 Free Outfall OO,CL (no Q: O1,IB)
335.10 .40 Free Outfall OO,CL (no Q: O1,IB)
335.20 .42 Free Outfall OO,CL {no Q: O1,IB)
335.30 .44 Free Outfall OO,CL (no Q: O1,IB)
335.40 .46 Free Outfall OO,CL (no Q: O1,IB)
335.50 .48 Free Outfall OO,CL (no Q: O1,IB)
335.60 .49 Free Outfall OO,CL (no Q: O1,IB)
335.70 .51 Free Outfall OO,CL (no Q: O1,IB)
335.80 .53 Free Outfall OO,CL (no Q: O1,IB)
335.90 .59 Free Outfall OO,CL (no Q: O1,IB)
336.00 .56 Free Outfall OO,CL (no Q: O1,IB)
336.10 2.98 Free Outfall 01,OO,CL (no Q: IB)
336.20 5.90 Free Outfall 01,OO,CL (no Q: IB)
336.30 7.82 Free Outfall O1,00,CL (no Q: IB)
336.40 10.24 Free Outfall 01,OO,CL (no Q: IB)
336.50 12.67 Free Outfall 01,OO,CL (no Q: IB)
336.60 14.89 Free Outfall 01,OO,CL (no Q: IB)
336.70 16.79 Free Outfall 01,OO,CL (no Q: IB)
336.80 18.52 Free Outfall 01,OO,CL (no Q: IB)
336.90 20.09 Free Outfall 01,OO,CL (no Q: IB)
337.00 21.54 Free Outfall 01,OO,CL (no Q: IB)
337.10 22.90 Free Outfall O1,00,CL (no Q: IB)
3.37.20 24.17 Free Outfall 01,OO,CL (no Q: IB)
337.30 25.40 Free Outfall O1,00,CL (no Q: IB)
337.40 26.55 Free Outfall 01,OO,CL (no Q: IB)
337.50 27.65 Free Outfall 01,OO,CL (no Q: IB)
337.60 28.72 Free Outfall 01,OO,CL (no Q: IB)
337.70 29.76 Free Outfall 01,OO,CL (no Q: IB)
337.80 30.74 Free Outfall 01,OO,CL (no Q: IB)
337.90 31.71 Free Outfall 01,OO,CL (no Q: IB)
338.00 32.64 Free Outfall 01,OO,CL (no Q: IB)
338.10 35.52 Free Outfall O1,IB,OO,C L
338.20 39.98 Free Outfall O1,IB,OO,C L
338.30 45.48 Free Outfall O1,IB,OO,C L
338.40 51.81 Free Outfall O1,IB,OO,C L
338.50 58.87 Free Outfall O1,IB,OO,C L
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
9:97 AM
Withers & Ravenel
4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 6
Page 6.38
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ------------- -
-----------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
-------- --- Contributing Structures

338.60
66.57
Free --
Outfall --------------
O1,IB,OO,CL ------------
338.70 74.79 Free Outfall O1,IB,OO,CL
338.80 83.62 Free Outfall O1,IB,OO,CL
338.90 92.84 Free Outfall O1,IB,OO,CL
339.00 102.33 Free Outfall O1,IB,OO,CL
339.10 107.60 Free Outfall O1,IB,OO,CL
339.20 112.63 Free Outfall O1,IB,OO,CL
339.30 117.35 Free Outfall O1,IB,OO,CL
339.40 121.55 Free Outfall O1,IB,OO,CL
339.50 124.97 Free Outfall Ol,IB,O0,CL
339.60 127.04 Free Outfall O1,IB,OO,CL
339.70 127.74 Free Outfall IB,CL (no Q: 01,00)
339.80 128.41 Free Outfall IB,CL (no Q: 01,00)
339.90 129.08 Free Outfall Ol,IB,O0,CL
340.00 129.74 Free Outfall IB,CL (no Q: 01,00)
340.10 130.39 Free Outfall O1,IB,OO,CL
340.20 131.06 Free Outfall IB,CL (no Q: 01,00)
340.30 131.70 Free Outfall IB,CL (no Q: 01,00)
340.40 132.35 Free Outfall O1,IB,OO,CL
340.50 133.00 Free Outfall IB,CL (no Q: 01,00)
340.60 133.63 Free Outfall O1,IB,OO,CL
340.70 134.28 Free Outfall IB,CL (no Q: 01,00)
340.80 134.91 Free Outfall IB,CL (no Q: 01,00)
340.90 135.54 Free Outfall Ol,IB,O0,CL
3.41.00 136.17 Free Outfall IB,CL (no Q: 01,00)
341.10 136.80 Free Outfall O1,IB,OO,CL
391.20 137.42 Free Outfall IB,CL (no Q; 01,00)
341.30 138.04 Free Outfall IB,CL (no Q: 01,00)
341.40 138.66 Free Outfall IB,CL (no Q: 01,00)
341.50 139.28 Free Outfall IB,CL (no Q: 01,00)
341.60 139.89 Free Outfall IB,CL (no Q: 01,00)
341.70 140.50 Free Outfall IB,CL (no Q: 01,00)
341.80 141.11 Free Outfall IB,CL (no Q: 01,00)
341.90 141.72 Free Outfall IB,CL (no Q: 01,00)
342.00 142.32 Free Outfall IB;CL (no Q: 01,00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 7
Page 6.39
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 310.00 ft
Increment = .10 ft
Max. Elev.= 319.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Area Ol ---> CL 315.000 319.000
Inlet Box IB ---> CL 316.000. 319.000
Orifice-Circular 00 ---> CL 313.000 319.000
Culvert-Circular CL ---> TW 310.000 319.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 7
Page 6.40
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = O1
Structure Type
------------ = Orifice-Area
-----
# of Openings -------------
= 3 ------
Invert Elev. = 315.00 ft
Area = 2.0000 sq.ft
Top of Orifice = 315.50 ft
Datum Elev. = 315.25 ft
Orifice Coeff. _ .600
Structure ID = IB
Structure Type
----------- = Inlet Box
-------
# of Openings ------------------
= 1
Invert Elev. = 316.00 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 313.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 7
Page 6.41
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 310.00 ft
Dnstream Invert = 309.00 ft
Horiz. Length = 84.00 ft
Barrel Length = 84.01 ft
Barrel Slope = .01190 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .7000
Kb = .012411
Kr = .7000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0018
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
T1 ratio (HW/D) = 1.056
T2 ratio (HW/D) = 1.201
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 312.11_ft ---> Flow = 15.55 cfs
At T2 Elev = 312.40 ft ---> Flow = 17.77 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance .00 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 9/28/2006

Type.... Composite Rating Curve
Name.... Outlet 7
Page 6.42
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
----------------
Elev. Q
ft cfs
310.00
310.10
310.20
310.30
310.40
310.50
310.60
310.70
310.80
310..90
311.00
311.10
311.20
311.30
311.40
311.50
311.60
311.70
311.80
.311.90
312.00
312.10
312.20
312.30
312.40
312.50
312.60
312.70
312.80
312.90
313.00
313.10
313.20
313.30
313.40
313.50
313.60
313.70
.00
.00
.00
.00
.. 00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
,00
.00
.00
.00
.02
.05
.10
.12
.15
.16
.18
-------- Converge
TW Elev Error
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no .Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: Ol,IB,00,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: Ol,IB,00,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: 01,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
(no Q: O1,IB,OO,CL)
OO,CL (no Q: Ol,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
OO,CL (no Q: O1,IB)
S/N: DOYXYWH3NLBE
PondPack (10.00.015.00)
Withers & Ravenel
9:47 AM
4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 7
Page 6.43
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---- ----- ------ -- Converge -------------- ---------
Elev. Q TW El ev Error
ft cfs ft +/-ft
-- Contributing Structures
-
-
------
----
-
----
--------
313.80 -------
.19 ------
Free -- -
--
Outfall --
-
---
OO,CL (no Q: --
-
O1,IB)
_ 313.90 .21 Free Outfall OO,CL (no Q: O1,IB)
314.00 .22 Free Outfall OO,CL (no Q: O1,IB)
314.10 .23 Free Outfall OO,CL (no Q: O1,IB)
314.20 .25 Free Outfall OO,CL (no Q: O1,IB)
314.30 .26 Free Outfall OO,CL (no Q: O1,IB)
314.40 .27 Free Outfall OO,CL (no Q: O1,IB)
314.50 .28 Free Outfall OO,CL (no Q: Ol,IB)
314.60 .29 Free Outfall OO,CL (no Q: Ol,IB)
314.70 .30 Free Outfall OO,CL (no Q: O1,IB)
314.80 .30 Free Outfall OO,CL (no Q: O1,IB)
314.90 .31 Free Outfall OO,CL (no Q: O1,IB)
315.00 .32 Free Outfall OO,CL (no Q: Ol,IB)
315.10 3.22 Free Outfall 01,OO,CL (no Q: IB)
315.20 6.11 Free Outfall 01,OO,CL (no Q: IB)
315.30 9.01 Free Outfall 01,OO,CL (no Q: IB)
315.40 11.91 Free Outfall 01,OO,CL (no Q: IB)
315.50 19.80 Free Outfall 01,OO,CL (no 4: IB)
315.60 17.46 Free Outfall 01,OO,CL (no Q: IB)
315.70 19.74 Free Outfall O1,O0,CL (no Q: IB)
315.80 21.79 Free Outfall O1,O0,CL (no Q: IB)
315.90 23.63 Free Outfall 01,OO,CL (no Q: IB)
316.00 25.35 Free Outfall 01,OO,CL (no Q: IB)
316.10 28.47 Free Outfall O1,IB,OO,CL
316.20 31.80 Free Outfall O1,IB,OO,CL
316.30 32.74 Free Outfall O1,IB,OO,CL
316.40 33.72 Free Outfall Ol,IB,O0,CL
316.50 34.65 Free Outfall Ol,IB,O0,CL
316.60 35.51 Free Outfall O1,IB,OO,CL
316.70 36.22 Free Outfall Ol,IB,O0,CL
316.80 36.70 Free Outfall O1,IB,OO,CL
316.90 37.02 Free Outfall IB,CL (no Q: 01,00)
317.00 37.33 Free Outfall IB,CL (no Q: 01,00)
317.10 37.64 Free Outfall IB,CL (no Q: 01,00)
317.20 37.95 Free Outfall IB,CL (no Q: 01,00)
317.30 38.25 Free Outfall IB,CL (no Q: 01,00)
317.90 38.56 Free Outfall IB,CL (no Q: 01,00)
317.50 38.85 Free Outfall IB,CL (no Q: 01,00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 7
Page 6.44
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------ ---- --- ------------
Elev. Q TW El ev Error
ft
-------- cfs
------- ft
------ +/-ft
-- --- Contributi ng Structures

317.60
39.15
Free -- -
Outfall ------
IB,CL ----
(no ---
Q: ------------
01,00)
317.70 39.44 Free Outfall IB,CL- (no Q: 01,00)
317.80 39.75 Free Outfall IB,CL (no Q: 01,00)
317.90 40.02 Free Outfall IB,CL (no Q: 01,00)
318.00 40.31 Free Qutfall IB,CL (no Q: 01,00)
318.10 40.59 Free Outfall IB,CL (no Q: 01,00)
318.20 40.88 Free Outfall IB,CL (no Q: 01,00)
318.30 41.16 Free Outfall IB,CL (no Q: 01,00)
318.40 41.44 Free Outfall IB,CL (no Q: 01,00)
318.50 41.72 Free Outfall IB,CL (no Q: 01,00)
318.60 41.99 Free Outfall IB,CL (no Q: 01,00)
318.70 42.27 Free Outfall IB,CL (no Q: 01,00)
318.80 42.53 Free Outfall IB,CL (no Q: 01,00)
318.90 42.80 Free Outfall IB,CL (no Q: 01,00)
319.00 43.07 Free Outfall IB,CL (no Q: 01,00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 8
Page 6.95
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance post full buildout.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 312.00 ft
Increment = .10 ft
Max. Elev.= 322.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Area Ol ---> CL 317.000 322.000
Inlet Box IB ---> CL 318.750 322.000
Orifice-Circular 00 ---> CL 316.000 322.000
Culvert-Circular CL ---> TW 312.000 322.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:97 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 8
Page 6.46
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = O1
Structure Type = Orifice-Area
------------------------------------
# of Openings = 2
Invert Elev. = 317.00 ft
Area = 2.5000 sq.ft
Top of Orifice = 317.50 ft
Datum Elev. = 317.25 ft
Orifice Coeff. _ .600
Structure ID = IB
Structure Type
-------------- = Inlet Box
----
# of. Openings ------------------
= 1
Invert Elev. = 318.75 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 316.00 ft
Diameter = .1700 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 8
Page 6.47
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type = Culvert-Circular
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 312.00 ft
Dnstream Invert = 311.00 ft
Horiz. Length = 92.00 ft
Barrel Length = 92.01 ft
Barrel Slope = .01087 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .7000
Kb = .007228
Kr = .7000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow) .
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0018
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
Tl ratio (HW/D) = 1.057
T2 ratio (HW/D) = 1.202
Slope Factor = -.500
Use unsubmerged inlet control Form l equ. below Tl elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 315.17 ft ---> Flow = 42.85 cfs
At T2 Elev = 315.61 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .Ol ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 8
Page 6.48
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge
----
---
------------------
Elev. Q TW E lev Error
ft cfs
----- f
----- t +/-ft
--- -- Cont ributing Structures

312.00
.00
Free --- -
Outfall ----
(no ---
Q: ------------------
O1,IB,O0,CL)
312.10 .00 Free Outfall (no Q: Ol,IB,00,CL)
312.20 .00 Free Outfall (no Q: O1,IB,O0,CL)
312.30 .00 Free Outfall (no Q: O1,IB,O0,CL)
312.40 .00 Free Outfall (no Q: O1,IB,O0,CL)
312.50 .00 Free Outfall (no Q: O1,IB,O0,CL)
312.60 .00 Free Outfall (no Q: O1,IB,O0,CL)
312.70 .00 Free Outfall (no Q: O1,IB,O0,CL)
312.80 .00 Free Outfall (no Q: 01,IB,O0,CL)
312.90 .00 Free Outfall (no Q: O1,IB,O0,CL)
313.00 .00 Free Outfall (no Q; O1,IB,O0,CL)
313.10 .00 Free Outfall (no Q: O1,IB,O0,CL)
313..20 .00 Free Outfall (no Q: O1,IB,O0,CL)
313.30 .00 Free Outfall (no Q: O1,IB,O0,CL)
313.40 .00 Free Outfall (no Q: 01,IB,O0,CL)
313.50 .00 Free Outfall (no Q: O1,IB,O0,CL)
313.60 .00 Free Outfall (no Q; O1,IB,O0,CL)
313.70 .00 Free Outfall (no Q: O1,IB,O0,CL)
313.80 .00 Free Outfall (no Q: O1,IB,O0,CL)
313.90 .00 Free Outfall (no Q: Ol,IB,00,CL)
314.00 .00 Free Outfall (no Q: O1,IB,O0,CL)
314.10 .00 Free Outfall (no Q: O1,IB,O0,CL)
319.20 .00 Free Outfall (no Q: O1,IB,O0,CL)
314.30 .00 Free Outfall (no Q: O1,IB,O0,CL)
314.40 .00 Free Outfall (no Q: O1,IB,O0,CL)
314.50 .00 Free 0utfa1l (no Q: O1,IB,O0,CL)
314.60 .00 Free Outfall (no Q: O1,IB,O0,CL)
314.70 .00 Free Outfall (no Q: O1,IB,O0,CL)
314.80 .00 Free Outfall (no Q: O1,IB,O0,CL)
314.90 .00 Free Outfall (no Q: O1,IB,O0,CL)
315.00 .00 Free Outfall (no Q: O1,IB,O0,CL)
315.10 .00 Free Outfall (no Q: O1,IB,O0,CL)
315.20 .00 Free Outfall (no Q: O1,IB,O0,CL)
315.30 .00 Free Outfall (no Q: O1,IB,O0,CL)
315.90 .00 Free Outfall (no Q: O1,IB,O0,CL)
315.50 .00 Free Outfall (no Q: O1,IB,O0,CL)
315.60 .00 Free Outfall (no Q; Ol,IB,00,CL)
315.70 .00 Free Outfall (no Q: Ol,IB,00,CL)
S/N: D0YXYWH3NLBE
PondPack (10.00.015.00)
9:47 AM
Withers & Ravenel
4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 8
Page 6.49
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post`full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -- ------ -- Converge ----
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing S tructures
315.80 .00 Free Outfall (no Q: O1,IB, OO,CL)
315.90. .00 Free Outfall (no Q: OI,IB, OO,CL)
316.00 .00 Free Outfall (no Q: O1,IB, OO,CL)
316.10 .O1 Free Outfall OO,CL (no Q: O1,IB)
316.20 .04 Free Outfall OO,CL (no Q: O1,IB)
316.30 .05 Free Outfall OO,CL (no Q: O1,IB)
316.40 .06 Free Outfall OO,CL (no Q: O1,IB)
316.50 .07 Free Outfall OO,CL (no Q: O1,IB)
316.60 .08 Free Outfall OO,CL (no Q: O1,IB)
316.70 .08 Free Outfall OO,CL (no Q: O1,IB)
316.80 .09 Free Outfall OO,CL (no Q: O1,IB)
316.90 .10 Free Outfall OO,CL (no Q: O1,IB)
317.00 .10 Free Outfall OO,CL (no Q: O1,IB)
317.10 2.52 Free Outfall 01,OO,CL (no Q: IB)
317.20 4.93 Free Outfall 01,OO,CL (no Q: IB)
317.30 7.35 Free Outfall 01,OO,CL (no Q: IB)
317.40 9.76 Free Outfall 01,OO,CL (no Q: IB)
317.50 12.16 Free Outfall 01,OO,CL (no Q: IB)
317.60 14.36 Free Outfall O1,OO,CL (no Q: IB)
317.70 16:28 Free Outfall O1,O0,CL (no Q: IB)
317.80 17.99 Free Outfall 01,OO,CL (no Q: IB)
317.90 19.54 Free Outfall O1,O0,CL (no Q: IB)
318.00 20.99 Free Outfall 01,OO,CL (no Q: IB)
318.10 22.35 Free Outfall O1,O0,CL (no Q: IB)
318.20 23.61 Free Outfall 01,OO,CL (no Q: IB)
318.30 24.81 Free Outfall 01,OO,CL (no Q: IB)
318.40 25.97 Free Outfall O1,O0,CL (no Q: IB)
318.50 27.07 Free Outfall 01,OO,CL (no Q: IB)
318.60 28.14 Free Outfall 01,OO,CL (no Q: IB)
318.70 29.14 Free Outfall 01,OO,CL (no Q: IB)
318.75 29.65 Free Outfall O1,OO,CL (no Q: IB)
318.80 30.83 Free Outfall O1,IB,OO,CL
316.90 34.70 Free Outfall O1,IB,OO,CL
319.00 39.77 Free Outfall O1,IB,OO,CL
319.10 95.74 Free Outfall O1,IB,OO,CL
319.20 52.48 Free Outfall O1,IB,OO,CL
319.30 59.91 Free Outfall O1,IB,OO,CL
319.40 66.88 Free Outfall O1,IB,OO,CL
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 8
Page 6.50
File.... K:\05\OS-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge
-------------
------------
Elev. Q TW E lev Error
ft
--- cfs
------- ft +/-ft
-------- ---- Contributing Structures

319.50
72.05
Free -
Outfall --------------
O1,IB,OO,CL ------------
319.60 77.34 Free Outfall Ol,IB,00,CL _
319.70 81.20 Free Outfall O1,IB,OO,CL
319.80 85.04 Free Outfall O1,IB,OO,CL
319.90 88.28 Free Outfall O1,IB,OO,CL
320.00 90.61 Free Outfall O1,IB,OO,CL
320.10 91.53 Free Outfall O1,IB,OO,CL
320.20 92.25 Free Outfall IB,CL (no Q: 01,00)
320.30 92.96 Free Outfall IB,CL (no Q: 01,00)
320.40 93.68 Free Outfall O1,IB,OO,CL
320.50 94.39 Free Outfall IB,CL (no Q: 01,00)
320.60 95.09 Free Outfall IB,CL (no Q: 01,00)
320.70 95.80 Free Outfall IB,CL (no Q: 01,00)
320.80 96.49 Free Outfall IB,CL (no Q: 01,00)
320.90 97.17 Free Outfall IB,CL (no Q: 01,00)
321.00 97.86 Free Outfall IB,CL (no Q: 01,00)
321.10 98.55 Free Outfall IB,CL (no Q: 01,00)
321.20 99.22 Free Outfall IB,CL (no Q: 01,00)
321.30 99.89 Free Outfall IB,CL (no Q: 01,00)
321.40 100.57 Free Outfall IB,CL (no Q: 01,00)
321.50 101.23 Free Outfall IB,CL (no Q: 01,00)
321.60 101.90 Free Outfall IB,CL (no Q: 01,00)
321.70 102.53 Free Outfall IB,CL (no Q: 01,00)
321.80 103.19 Free Outfall IB,CL (no Q: 01,00)
321.90 103.85 Free Outfall IB,CL (no Q: 01,00)
322.00 104.49 Free Outfall IB,CL (no Q: 01,00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM ~ 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 9 - 336.5
Page 6.51
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post full buildout.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 333.00 ft
Increment = .10 ft
Max. Elev.= 342.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall
------ E1, ft
--------- E2, ft
---------
-----------------
Orifice-Area ----
Ol -
---> CL 338.000 342.000
Inlet Box IB ---> CL 339.000 342.000
Orifice-Circular 00 ---> CL 336.500 342.000
Culvert-Circular CL ---> TW 336.000 392.000
TW SETUP, DS Channel
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 9 - 336.5
Page 6.52
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = Ol
Structure Type Orifice-Area
------------------------------------
# of Openings = q
Invert Elev. = 338.00 ft
Area = 2.5000 sq.ft
Top of Orifice = 338.50 ft
Datum Elev. = 338.25 ft
Orifice Coeff. _ .600
Structure ID = Ig
Structure Type
------------- = Inlet Box
-----
# of Openings ------------------
= 1
Invert Elev. = 339.00 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
weir Submergence = No
Structure ID = 00
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 336.50 ft
Diameter = .3300 ft
Orifice Coeff. _ .600
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Outlet Input Data
Name.... Outlet 9 - 336.5
Page 6.53
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CL
Structure Type
- = Culvert-Circular
-------------------
----------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert =• 336.00 ft
Dnstream Invert = 335.72 ft
Horiz. Length = 90.00 ft
Barrel Length = 90.00 ft
Barrel Slope = .00311 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .7000
Kb = .007228
Kr = .7000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0018
Inlet Control M = 2.0000
Inlet Control c = .02920
Inlet Control Y = .7400
T1 ratio (HW/D) = 1.061
T2 ratio.(HW/D) = 1.206
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 339.18 ft ---> Flow = 42._85 cfs
At T2 Elev = 339.62 ft ---> Flow = 48.97 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .Ol ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 9/28/2006

Type.... Composite Rating~Curve
Name.... Outlet 9 - 336.5
Page 6.59
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total,Q Notes
-------- --------
-----
---
Converge
----
---
------------------
Elev. Q TW E lev Error
ft cfs
------- ft +/-ft
-------- ---- Contributing Structures

333..00
.00
Free -
Outfall -----
(no ---
Q: ------------------
O1,IB,OO,CL)
333.10 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.80 .00 Free Outfall (no Q: O1,IB,OO,CL)
333.90 .00 Free Outfall (no Q: O1,IB,OO,CL)
334.00 .00 Free Outfall (no Q: O1,IB,OO.,CL)
334.10 .00 Free Outfall (no Q: O1,IB,OO,CL)
334.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
334.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
334.40 .00 Free Outfall (no Q: Ol,IB,00,CL)
334.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
334.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
334.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
334.80 .00 Free Outfall (no Q: O1,IB,OO,CL)
334.90 .00 Free Outfall (no Q: 01,IB,OO,CL)
335.00 .00 Free Outfall (no Q: O1,IB,OO,CL)
335.10 .00 .Free Outfall (no Q: Ol,IB,00,CL)
335.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
335.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
335.90 .00 Free Outfall (no Q: 01,IB,OO,CL)
335.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
335.60 .00 Free Outfall (no Q: O1,IB,OO,CL)
335.70 .00 Free Outfall (no Q: O1,IB,OO,CL)
335.80 .00 Free Outfall (no Q: O1,IB,OO,CL)
335.90 .00 Free Outfall (no Q: O1,IB,OO,CL)
336.00 .00 Free Outfall (no Q: O1,IB,oO,CL)
336.10 .00 Free Outfall (no Q: O1,IB,OO,CL)
336.20 .00 Free Outfall (no Q: O1,IB,OO,CL)
336.30 .00 Free Outfall (no Q: O1,IB,OO,CL)
336.40 .00 Free Outfall (no Q: O1,IB,OO,CL)
336.50 .00 Free Outfall (no Q: O1,IB,OO,CL)
336.60 .02 Free Outfall. OO,CL (no Q: Ol,IB)
336.70 .07 Free Outfall OO,CL (no Q: O1,IB)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 9/28/2006

Type.... Composite Rating Curve Page 6.55
Name.... Outlet 9 - 336.5
File.... K:\05\05-170\05170\H&H\Preliminary\Renaissance_post_full buildout.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS E1ev, Total Q Notes
-------- -------- ------ -- Converge -------------- -----------
Elev. Q TW Elev Error
ft cfs ft
- +/-ft
-- Contributing S
--------------- tructures
-----------
--------
336.8.0 -------
.19 -----
Free -- ---
Outfall OO,CL (no Q: O1,IB)
336.90 .20 Free Outfall OO,CL (no Q: O1,IB)
337.00 .24 Free Outfall OO,CL (no Q: Ol,IB)
337.10 .27 Free Outfall OO,CL (no Q: O1,IB)
337.20 .30 Free Outfall o0,CL (no Q: O1,IB)
337.30 .33 Free Outfall OO,CL (no Q: O1,IB)
337.40 .35 Free Outfall OO,CL (no Q: O1,IB)
337.50 .38 Free Outfall OO,CL (no Q: O1,IB)
337.60 .40 Free Outfall OO,CL (no Q: O1,IB)
337.70 .42 Free Outfall OO,CL (no Q: O1,IB)
337.80 .44 Free Outfall OO,CL (no Q: O1,IB)
337.90 .46 Free Outfall OO,CL (no Q: O1,IB)
338.00 .47 Free Outfall OO,CL (no Q: O1,IB)
338.10 5.22 Free Outfall 01,OO,CL (no Q: IB)
338.20 9.95 Free Outfall O1,O0,CL (no Q: IB)
338.30 14.67 Free Outfall O1,O0,CL (no Q: IB)
338.40 17.39 Free Outfall 01,OO,CL (no Q: IB)
338.50 20.06 Free Outfall O1,OO,CL (no Q: IB)
338.60 21.27 Free Outfall 01,OO,CL (ho Q: IB)
338.70 22.47 Free Outfall 01,OO,CL (no Q: IB)
338.80 23.65 Free Outfall 01,OO,CL (no Q: IB)
338.90 24.89 Free Outfall 01,OO,CL (no Q: IB)
339.00 26.08 Free Outfall 01,OO,CL (no Q: IB)
339.10 27.79 Free Outfall O1,IB,OO,CL
339.20 29.95 Free Outfall O1,IB,OO,CL
339.30 32.36 Free Outfall O1,IB;OO,CL
339.40 34.90 Free Outfall O1,IB,OO,CL
339.50 37.97 Free Outfall O1,IB,OO,CL
339.60 39.93 Free Outfall O1,IB,OO,CL
339.70 42.18 Free Outfall O1,IB,OO,CL
339.80 43.99 Free Outfall IB,CL (no Q: 01,00)
339.90 45.54 Free Outfall IB,CL (no Q: 01,00)
340.00 47.03 Free Outfall IB,CL (no Q: 01,00)
340.10 48.53 Free Outfall IB,CL (no Q: 01,00)
340.20 49.93 Free Outfall IB,CL (no Q: 01,00)
340.30 51.30 Free Outfall IB,CL (no Q: 01,00)
390.40 52.58 Free Outfall IB,CL (no Q: 01,00)
340.50 53.81 Free Outfall IB,CL (no Q: 01,00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Type.... Composite Rating Curve
Name.... Outlet 9 - 336.5
Page 6.56
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------ ---- --- ------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contri buti ng Structures
340.60 54.93 Free Outfall IB,CL (no Q: 01,00)
340:70 55.94 Free Outfall IB,CL (no Q: 01,00)
340.80 56.97 Free Outfall IB,CL (no Q: 01,00)
390.90 57.97 Free Outfall IB,CL (no Q: 01,00)
341.00 58.98 Free Outfall IB,CL (no Q: 01,00)
341.10 59.97 Free Outfall IB,CL (no Q: 01,00)
341.20 60.97 Free Outfall IB,CL (no Q: 01,00)
341.30 61.95 Free Outfall IB,CL (no Q: 01,00)
341.40 62.93 Free Outfall IB,CL (no Q: 01,00)
341.50 63.91 Free Outfall IB,CL (no Q: 01,00)
341.60 64.84 Free Outfall IB,CL (no Q: 01,00)
341.70 65.82 Free Outfall IB,CL (no Q: 01,00)
341.80 66.75 Free Outfall IB,CL (no Q: 01,00)
341.90 67.69 Free Outfall IB,CL (no Q: 01,00)
392.00 68.60 Free Outfall IB,CL (no Q: 01,00)
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

Appendix A
Index of Starting Paqe Numbers for ID Names
A-1

AREA 1 POST... 3.01, 4.01
AREA 2 POST... 3.03, 4.02
AREA 3 POST... 3.05, 4.03
AREA 4 POST... 3.07, 4.04
AREA 5 POST... 3.09, 4.05
AREA 6 POST... 3.11, 4.06
AREA 7 POST... 3.13, 4.07
AREA 8 POST... 3.15, 9.08
AREA 9 POST... 3.17, 4.09
Outlet 1...
Outlet 2...
Outlet 3...
Outlet 4...
Outlet 5...
Outlet 6...
Outlet 7...
Outlet 8...
Outlet 9 -
6.05
6.12
6.18
6.24
6.30
6.36
6.42
6.48
. 6.51;- 6.54
6.01,
6.08,
6.15,
6.21,
6.27;
6.33,
6.39,
6.45,
336.5.
----- P -- ---
POND 1... 5.01
POND 2... 5.02
POND 3... 5.03
POND 4... 5.04
POND 5... 5.05
POND 6... 5.06
POND 7... 5.07
POND 8... 5.08
POND 9... 5.09
----- R -----
RDU NOAA 14 Desi... 2.01
----- U -----
UNTREATED... 3.19, 4.10
----- W -----
Watershed... 1.01
S/N: DOYXYWH3NLBE Withers & Ravenel
PondPack (10.00.015.00) 9:47 AM 4/28/2006

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WITH ERS ~ RAVEN EL
ENGINEERS I PLANNERS I SURVEY^R5
June 21, 2007
Mr. Jason Payne
Soil & Environmental Consultant
11010 Raven Ridge Road
Raleigh, NC 27614
Re: Renaissance Park
Revision to Tryon Road Extension Wetland Impact
Justification of Impact
WB~R Project No. 205170.0
Dear Mr. Payne;
North Carolina Department of Transportation (NCDOT) has denied the developer's request
to use a retaining wall structure at the outlet for the 36-inch RCP storm pipe crossing at
Tryon Road. The original design incorporated a retaining wall structure in an attempt to
minimize wetland channel impact. Based on the letter from NCDOT dated April 17, 2007
(see attached), the state will require the use of a standard headwall design and the pipe
is to be extended to accommodate a 2:1 fill slope from the shoulder point to the top of
the pipe. This requirement by NCDOT will cause the wetland impact to increase by
approximately 22 feet. Therefore, based on NCDOT's requirements, we can not minimize
or avoid the additional wetland impact and appears to be justifiable.
Please call me if you have any questions or concerns.
Sincerely,
WITHE S & RAVENEL
.-~'' ~c
Jerry J. Jensen, PE
Project Manager
111 MacKenan Drive Cary, North Carolina 27511 te1:919.469.3340 fax:[phone]
www.withersravenel.com
7040 Wrightsville Avenue I Suite 101 I Wilmington, NC 28403 I tel: [phone] I fax: [phone]

~-~ ~to
.~ M
t
~ ~~~ s
~ ~~- ~~
•~~~~
STATE OF NORTH CAROLINA
DEPARTMENT OF `TRANSPORTATION
MICHAEL F. EASLEY
GOVERNOR
April 17, 2007
COUNTY: Wake
SUBJECT: Review of Proposed Retaining Wall
Renaissance Park
Located within T.I.P U-4432
Mr. Ken Dunn, PE
Withers & Ravenel
11 l MacKenan Drive
Cary, N.C. 27511
Dear Mr. Dunn,
LYNDO TIPPETT
SECRETARY
The Design Services Unit has completed a review of the plans submitted to our office showing a
proposed retaining wall fora 36 inch RCP Crossing. The request, as submitted, has been denied (See
attached comments form Design Services}. The use of standard headwall and wingwall dimensions
with footings at the end of the pipe will be given consideration. The pipe should be extended to
accommodate a 2:1 filt slope from the shoulder point to the top of the pipe.
Please submit eight (8) sets of final plans and three sets of calculations (each sheet sealed, signed and
dated by a licensed North Carolina Professional Engineer) for further review and handling. Be sure to
include plan sheets showing the location of the pipe in relationship to the existing bridge on Tryon
Road. Please refer to File Number 7086 on all firture correspondence.
Should you need any further assistance with this matter please contact Reid Elmore or myself at
[phone].
Sincerely,
/~
~~-A. Battle Whitley IV, P.E.
District Engineer
ABW/TRE
cc. J. Wally Bowman, P.E. Division Engineer
Gary Rhodes, Design Services
MAILING ADDRESS: TELEPHONE: [phone] LOCATION:
NC DEPARTMENT OF TRANSPORTATION FAX: [phone] DISTRICT DRIVE
DOH DISTRICTI R4LEIGH NC 27607
1575 MAIL SERVICE CENTER WEBSITE. WWW.DOH.DOT.STATE.NC.US
RALEIGH NC 27699-1575

dry+~:e R
J ~~
~~~~
~TATC O~ NOIZTF-1 CAROL CN.1
Gov,sruna
April 17, 2007
)•~1)CPrIC)1~A.1`a DUl1i[
TO: It7x. Mr. FZe;.y.F.:]more~
LYNDC) TIPI~ETT
SGCRL^ 7,VL i'
Cenior 11~:;iz:t~l:d T.)1.Stri.r;t engineer
T'ROM: 1;:. T_ Co;:ar:, ITT. P,1/. ~_..~.,,~;....-••.
t.`tiliti.es ~u1<l [: i:lcroachrnents $ngi,neezi.n~ IVT~uiager ~;?`'•~.,,..~'~
SU13.11~CT: F:enaissa.:,c~ ~'t1.,-k Subdivision
T~;evie~v e ~f F'r;~pased ~~cadwall/Win;wa11 for a.:iG" R( 1' C::o;:.sinl?
~tenealh `1 r, ~:: ~. road
~Nake C~lunt~, - T~ivisi.on 5
The l;,acroar~h~~ne~lal ;:iecti.ozl has reviewed the plans ~'or.l:ll.e ~; r~ovt: n:renti~jned subject_ Tt is
rccorl',,tx,~x,.cler,[ th~~t th s cn:;~aachnlent be denied as subrni.t~Ced.
~"he Fncro.:>c).;,nc:r.>: ;Section recom.rriends the use of ste~nda°~ l lle,: d~:vall ;:nd wir;gwall
dime;psi.o~a.s v~,ith foot:.,igs tel: tl~e e»ds of'the; pipe. The pipe shoulc. ~e e;;:trcr~de~l to accorr,rnadate
:?:1. f 1.1;~1.op~;s from_ t1.°c. <:~~; ~~ilder point to the top of. the pipe.
Please: have; thcs e;aetsul,tant submit eight (8) complete sets ~:~ ~ (ii.~:Il lrlasz~ and three (3) ;sets
e31.'caleula.tioras (eae,h. ~b.ee:; ;sc:alcd, signed, and dieted by Ei lice.ase~cl ' ~c~:t-tl~ C:;arc~lina ~'rofession,~l
l?n~i~»c:r') CO tlll5 O:EfiC ;. ;`.~: ~JU1: 1,'lli,"I:her re~i.ew and b.ail.clling.
i~ft~r~e lio not r.:cc~v? the reclu,ested information by June 12; ;I)!)7;, ~~ie gill recozr~n~rnd
tcrrninaci~n. o.~ the ~..nc:,ro:;r, ~.»~,cnt rc,view without Further action.
I:f this oF~ce; ~ xn. ~~;_ of. any assistance, please call 1VIr. ~Gal.~ Zlto':le:~: at tl:lepboz~.e number
(~~19) 2a0-41<>.S. Please °~;;[~r to k~i.le Number. 70~b on all futures ati 7e:5l;or~ldene:F with this o!`i~ice.
1'I'C:i gta"
,a.ttachnler.~ts
rc: S~1r. ~•aay EZl,odes x'71"? >)
N,41LIA~, ~YDDFtE5';:
JC ©EPA47mFNT (7F TR.1NSPO(2TATI~~N
~l:Si6N S:FtVU~E~~ UNIT
IF91 MAI'_SERVIQF, C~FN TFFi
2r~.Cl~i~1.RC ?.7599-1591
T61.6PHr7NK; 419.75.412ES
t:AX: 919-7.50-4119
WE'B3! ~ ~: wWW.npH.40T.:>rn rr-, NG. C!S
LpCaTt4N:
C:r: ru~Y C~NTLR COMPLE:K
E~NyTRA,IJC6 8:2
X20 Q~F(•ifl I~IDGc' DRlvr
RI1LcIrdH~ N; 27310

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;;~~' ~ ~ For your•r~~wle~~r f7e~t~ rN~t~':4~'.._.., Please Cnmmei~:
as rc J...._. ~::~..~. .-.~-.
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