20060615 Ver 1_COMPLETE FILE_20060411

?QF W AT A R4 Michael F. Easley, Governor
William G. Ross Jr., Secretary
?- North Carolina Department of Environment and Natural Resources
d -? Alan W. Klimek, P.E. Director
Division of Water Quality
October 25, 2006
DWQ Project # 06-0615
Mecklenburg County
Mr. Steven Cartee
Charlotte Mecklenburg Housing Partnership
4601 Charlotte Park Drive
Charlotte, NC 28217
Subject Property: South Oak Crossing Subdivision
Kings Branch - Little Sugar Creek [0303834, 11-137-6, 11-137-8, C]
APPROVAL OF STORMWATER MANAGEMENT PLAN
Dear Mr. Cartee:
On April 11, 2006, the Division of Water Quality (DWQ) received the stormwater management plan
prepared by your engineer, Keith Vogel, of LandDesign. This Plan has been reviewed and satisfies the
storm water management conditions of the 401 Water Quality Certification issued on May 10, 2006.
The structural storm water practices as approved by DWQ as well as drainage patterns must be
maintained in perpetuity. No changes to the structural storm water practices shall be made without
written authorization from the Division of Water Quality. Storm water easements shall be recorded for a
distance of at least 10 feet on each side of all storm water conveyances on all lots containing these
structures including future access for maintenance. The storm water easements shall allow for the ability
to maintain the structures, perform corrective actions as described above and shall provide protection of
the structures from potential alternations by future property owners.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Ms. Cyndi Karoly or Mr. Ian McMillan at 919-733-
1786.
!? .
Sin Y)
Cyndi B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
CBKlijm
cc: Barry, Love, DWQ Mooresville Regional Office
USACE Asheville Regulatory Field Office
File Copy
Central Files
Kevin Vogel, LandDesign, 223 N. Graham Street, Charlotte, NC 28202
Filename: 060615SouthOakCrossingSD(Mecklenburg)Stormwater_Approval
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Ralegh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/ncwetlands
Rh Carolina
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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
May 10, 2006
DWQ# 06-0615
Mecklenburg County
Mr. Steven Cartee
Charlotte Mecklenburg Housing Partnership
4601 Charlotte Park Drive
Charlotte, NC 28217
Subject: South Oak Crossing S/D, Old Pineville Road, Charlotte
APPROVAL of 401 Water Quality Certifications with Additional Conditions
Dear Mr. Cartee:
MAY L
You have our approval, in accordance with the attached conditions and those listed below, to
impact 0.10 acre of wetland in order.construct the South Oak Crossing residential development in
Mecklenburg County, as described in your application received by the Division of Water Quality
(DWQ) on April 11, 2006. After reviewing your application, we have determined that this project is
covered by Water Quality General Certification Number 3402, which can be viewed on our web site at
http://h2o.enr.state.nc.us/ncwetlands. This General Certification allows you to use Nationwide Permit
Number 18 once it is issued to you by the U.S. Army Corps of Engineers. Please note that you
should get any other federal, state or local permits before proceeding with your project, including
those required by (but not limited to) Sediment and Erosion Control, Non-Discharge, and Water
Supply Watershed regulations.
The above noted Certification will expire when the associated 404-permit expires unless
otherwise specified in the General Certification. This approval is only valid for the purpose and
design that you described in your application. If you change your project, you must notify us in
writing, and you may be required to send us a new application for a new certification. If the property
is sold, the new owner must be given a copy of the Certification and approval letter; and is thereby
responsible for complying with all conditions.
In addition to the requirements of the certification, you must also comply with the following
conditions:
1. The Mooresville Regional Office shall be notified in writing once construction at the approved impact
areas has commenced.
2. All wetlands, streams, surface waters, and riparian buffers located on the project site where impacts
are not allowed shall be clearly marked (example- orange fabric fencing) prior to any land disturbing
activities.
Aurally
Aturally
Mooresville Regional Office Division of Water Quality Phone [phone] Customer Service
Internet: www.ncwaterguality.org 610 East Center Ave, Suite 301 Mooresville, NC 28115 Fax [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
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3. No waste, spoils, solids, or fill of any kind shall be placed in wetlands, waters, or riparian areas
beyond the footprint of the impacts depicted in the Preconstruction Notification application. All
construction activities associated with this project shall meet, and/or exceed, those requirements
specified in the most recent version of the North Carolina Sediment and Erosion Control Manual and
shall be conducted so that no violations of state water quality standards, statutes, or rules occur.
4. Sediment and erosion control devices shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters is
unavoidable, they shall be removed and the natural grade restored within two months of the date the
Division of Land Resources has released the project.
5. A final written stormwater management plan shall be approved, in writing, by this Office prior to
the construction of any permanent facilities at the site. The stormwater facilities must be designed
to treat the runoff from the entire project, unless otherwise explicitly approved by the Division of
Water Quality. Also, before any permanent building is occupied at the site, the facilities (as _
approved by this Office) shall be constructed and operational, and the stormwater management
plan (as approved by this Office) shall be implemented. The structural stormwater practices as
approved by this Office as well as drainage patterns must be maintained in perpetuity. No
changes to the structural stormwater facilities shall be made without written authorization from the
Division of Water Quality.
6. Upon completion of the project, the applicant shall complete and return the enclosed "Certificate of
Completion" form to the 401/Wetlands Unit of the NC Division of Water Quality.
7. Continuing Compliance. The applicant (Charlotte Mecklenburg Housing Partnership) shall conduct
all activities in a manner so as not to contravene any state water quality standard (including -any
requirements for compliance with section 303(d) of the Clean Water Act) and any other appropriate
requirements of state and federal law. If DWQ determines that such standards or laws are not being
met (including the failure to sustain a designated or achieved use) or that state or federal law is
being violated, or that further conditions are necessary to assure compliance, DWQ may reevaluate
and modify this certification to include conditions appropriate to assure compliance with such
standards and requirements in accordance with 15 A NCAC 2H.0507(d). Before codifying the
certification, DWQ shall notify the applicant and the US Army Corps of Engineers, provide public
notice in accordance with 15A NCAC 2H.0503, and provide opportunity for public hearing in
accordance with 15A NCAC 2H.0504. Any new or revised conditions shall be provided to the
applicant in writing, shall be provided to the United States Army Corps of Engineers for reference in
any permit issued pursuant to Section 404 of the Clean Water Act, and shall also become conditions
of the 404 Permit for the project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory
hearing. You must act within 60 days of the date that you receive this letter. To ask for a hearing, send
a written petition that conforms to Chapter 150B of the North Carolina General Statutes to the Office of
Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This certification and its
conditions are final and binding unless you ask for a hearing.
ti'Y
This letter completes the review of the Division of Water Quality under Section 401 of the Clean
Water Act. If you have any questions, please telephone Mr. Barry Love in the Mooresville Regional
Office at 704-663-1699 or Ms. Cyndi Karoly in the Central Office in Raleigh 919-733-9721.
Sincerely,

forAlan W. Klimek, P.E.
Attachments
cc: Army Corps of Engineers, Asheville
Ian Mc Millan - Wetlands Unit
Central Files
Leonard Rindner - PWS
401 approvals attached
Subject: 401approvals attached
From: Barry Love <[e-mail]>
Date: Thu, 11 May 2006 16:24:37 -0400
To: Ian McMillan <[e-mail]>
Barry Love - [e-mail]
North Carolina Dept. of Environment & Natural Resources
Div. of Water Quality
610 E. Center Ave., Suite 301
Mooresville, NC 28115
Ph: [phone] Fax: [phone]
Content-Type: application/msword
06-0548CharlotteSWWindwoodCirMec.docI
Content-Encoding: base64
,
Content-Type: _ application__ /_ _msword
06-0615CarteeSouthOakCrossMec.doc
Content-Encoding: base64
I 1
5/11/2006 4:25 PM
Triage Check List
Date: 4/13/06
Alan Johnson, Mooresville Regional Office
To:
Project Name: South.Oak Crossing
DWQ#: 06-0615
County: Mecklenburg
60-day Processing Time: 4/11/06 - 6/09/06
From: Cyndi Karoly Telephone : [phone]
The file attached is being forwarded to you for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Neuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
? Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks !
r
1 (J}
South Oak Crossing
Charlotte, Mecklenburg County,
North Carolina
Joint Application Form and Supporting Documentation for
NATIONWIDE PERMITS TEAT REQUIRE NOTIFICATION
TO CORPS OF ENGINEERS
NATIONWIDE PERMITS THAT REQUIRE
SECTION 401 CERTIFICATION CONCURRENCE
Prepared For.
Mr. Steven Cartee
Charlote Mecklenburg Hosing Partnership
4601 Charlotte Park Drive
Charlotte, NC 28217
Prepared By:
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
[phone]
APF?

*Subject to verification by the USACE and NCDWQ
Date: April 9, 2006
Page 1 of 9
Office Use Only: Form Version May 2002
`' 5
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing

1. Check all of the approval(s) requested for this project:
X Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit Isolated Wetland Permit DWQ
X 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 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 Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here:
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
1. Owner/Applicant Information

LA
Mr. Steven Cartes
Charlote Mecklenburg Hosing Partnership
4601 Charlotte Park Drive
Charlotte, NC 28217
Telephone Number: Fax Number:
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter must
be attached if the Agent has signatory authority for the owner/applicant.)
Name: Leonard S. Rindner. PWS
Company Affiliation: Environmental Planning Consultant
Mailing Address: 3714 Spokeshave Lane
Matthews. NC 28105
Telephone Number: 704 904 2277 Fax Number: 704 847 0185
E-mail Address: lrindner carolina rr com
Page 2 of 9
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: South Oak Crossing
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Mecklenburg County Nearest Town: Charlotte
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.):
Exit 55 on Interstate 85 - See attached vicinity map
5. Site coordinates, if available (UTM or Lat/Long): 35.14030N, 80.8804°W (WGS84/NAD83)
USGS Charlotte West Quad (Note - if project is linear, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): + 9.8 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): Kings Branch - Little Sugar Creek
8. River Basin: Catawba
(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: Undeveloped woodland, disturbed land - wetlands may be
partially result of impoundment behind culvert.
10. Describe the overall project in detail, including the type of equipment to be used:
Proposed multi-family residential project.
11. Explain the purpose of the proposed work:
Page 3 of 9
General site preparation and rg ailing to develop residential area and modify existing
impounding feature to maintain existing wetland.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
The wetlands have been field delineated and reviewed by the USACE on 5/18/04 by
Amanda Jones and Scott McLendon. The meeting was also attended by Alan Johnson of
NCDENR. Meeting included a discussion of incorporating this wetland into the overall site
layout and stormwater management plan. At this meeting, it was concluded by USACE and
the NCDENR_ that utilizing the wetland in lieu of filling and constructing a stormwater
feature was preferred. Nationwide Permit #18 is being utilized.
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.
Additional impacts to wetlands are not expected Additional impacts if reguired will be applied
for appropriately.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts:
Page 4 of 9
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on map)
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of Wetland***
A NWP #18 .10 no +/- 800' PEMIC - disturbed

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing,
grading, fill, excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodpiains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-616, or
online at httn://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: + 0.50 acres
Total area of permanent wetland impact proposed: 0.10 acres
3. Individually list all intermittent and perennial stream impacts below: NA
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
leasespecify)

• List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included
Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses.eov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mal2guest.com, etc.).
Page 5 of 9
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below: N/A
Open Water Impact
Site Number

indicate on ma
Type of Impact Area of
Impact

acres
Name Waterbody
(if applicable) Type of Waterbody

(iaka bay, ocean, etcsound,

List each impact separately and identity temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
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 may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Permanent impacts to wetlands are necessary to prepare site for a residential development. The
proposed concept plan was reviewed by the USACE on 5/18/04 with Amanda Jones and Scott
McLendon. The meeting was also attended by Alan Johnson of NCDENR. Meeting included a
discussion of incorporating this wetland into the overall stormwater management plan. At this
meeting, it was concluded by Scott McLendon that utilizing the wetland in lieu of filling and
VIII. Mitigation
Page 6 of 9
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
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.
Impacts are minimized to less than 1/10d' acre for the purposes. The remaining wetlands will
be preserved and utilized to assimilate stormwater. The area will also a natural amenity
feature for the development.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wro/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet):,
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):_
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Page 7 of 9
IX.
X.
Environmental Documentation (required by DWQ) NA
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No X
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
Proposed Impacts on Riparian and Watershed Buffers (required by DWQ) NA
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* (s uImpt arefeet Multiplier
Required
Mitigation
1 3
2 1.5
Total
• Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
Page 8 of 9
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
As indicated on the attached plans, a stormwater management plan has been provided for the
proiec? The existing wetland is proposed to assimilate stormwater. In addition a bioretention
are (rain garden) is provided for an area outside the drainage basin of the existing wetland
The stormwater drainage concept was reviewed with Alan Johnson of the NCDENR and
USA CE on 5118104.
XIL 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.
Municipal System
XIII. Violations (required by DWQ) NA
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No X
Is this an after-the factpermit application?
Yes ? No X
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schee.g., draw-down schedules for lakes, dates associated with Endangered and
Threaten ies, accessibility problems, or other issues outside of the applicant's control).
Oc
' jfpie-aff gent's Signature 'Date
signature is valid only if an authorization letter from the applicant is provided.)
Page 9 of 9
LEONARD S. RINDNER, PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
April 3, 2006
Steven Cartee - Charlotte Mecklenburg Housing Partnership
4601 Charlotte Park Drive, Suite 350
Charlotte, NC 28217
RE: South Oak Crossing - Charlotte, Mecklenburg County
Dear Mr. Cartee,
In order to interface with the United States Army Corps of Engineers and the North
Carolina Department of Natural Resources I will need your authorization. Please sign the
following statement:
This letter authorizes Leonard S. Rindner, PWS as our firm's agent in matters related
to Waters of the U.S. and Waters of North Carolina for the referenced project site. This
includes interfacing with the United States Army Corps of Engineers and the North
Carolina p rtment of Natural Resources.
"--N)IME and Title Date
Please contact me if you have any questions or require additional explanation. Thank
you.
Sincerely,
Leonard S. Rindner, PWS
Environmental Planning Consultant
Profession Wetland Scientist
MapQuest: Maps
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Mecklenburg County, North Carolina
POLARIS
Property Ownership Land Records Information System
Date Printed: Wed Apr 28 13:36:20 EDT 2004

This map is prepared for the inventory of real property within Mecklenburg County and is compiled from recorded deeds, plats, tax maps, surveys,
planimetric maps, and other public records and data. Users of this map are hereby notified that the aformentioned public primary information
sources should be consulted for verification. Mecklenburg County and its mapping contractors assume no legal responsibility for the information
contained herein.
LEONARD S. RINDNER,_PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
July 5, 2004
Ms. Tammie Keplinger
Charlotte-Mecklenburg Planning Commission
600 East Fourth Street - 8th Floor
Charlotte, NC 28202
Fax# [phone]
Re: Wetland Determination Letter for South Oak Park - Rezonine Petition,
Charlotte, Mecklenburg County, North Carolina
Dear Ms. Keplinger,
Based on an evaluation of the subject property I have determined that there are Waters of
the U.S. and/or Waters of North Carolina, including wetlands on the proposed
development site, which are subject to Federal and/or State regulations. The locations and
regulatory issues are being considered in project planning.
Please let me know if you have any questions.
Thank you.
1 eonard S. Rindner, PWS
Environmental Planning Consultant
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LEONARD S. RINDNER. PW S
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
May 15, 2004
Ms. Amanda Jones
U.S. Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801- 5006
Re: + 9.36 Ac - South Oak Park, Charlotte, Mecklenburg CMIL NC
Dear Ms. Jones:
On behalf of my client, I am requesting written confirmation of the wetland/stream determination for the
subject property.
Project Name: South Oak Park
Acreage: ± 9.36 Acres
City/County: Charlotte, Mecklenburg County
Long/Lat: 35.1403°N, 80.8804°W - Charlotte West
Owner: Mr. Steven O. Cartee
Charlotte Mecklenburg Housing Partnership
1201 Greenwood Cliff; Suite 300
Charlotte, NC 28204
Contact: Leonard S. Rindner, PWS
General Wetland Classification and Description
The site is within drainage areas of Kings Branch in the Catawba Basin. The current land use is
undeveloped woodland in succession, disturbed areas from agricultural, timbering activities, and urban
development. The wetland area consists of a well defined area within a former pond and can be classified
as Palustrine Scrub Shrub Seasonally Flooded and Emergent. (PSS1C, PEM1C). The hydric soil
indicators included gleyed and low chroma conditions and concretions and are primarily limited to the
stream. The site includes Monacan soils (Mo) soils. These soils are map units which may have inclusions
of hydric soils according to the Natural Resource Conservation Service, Technical Guide- Section II-A-2,
June 1991.
Please contact me if you have any questions or require additional explanation. Thank you for your
consideration.
Leonard S. Rindner, PWS
Professional Wetland Scientist
. TopoZone - The Web's Topographic Map
Page 1 of 1
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Charlotte West quadrangle M=-7.01
Projection is UTM Zone 17 NAD83 Datum G=0.069
USGS MAP-CHARLOTTE WEST
Page 1 of 1

y?
APPROXIMATE MAP-WATERS OF THE U.S.
DWQ Project No.
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : South Oak Crossing
Contact Person: Jeremy J. Pruett Phone Number: (704 ) 376-7777
For projects with multiple basins, specify which basin this worksheet applies to: Bioretention #1
Permanent Pool Elevation 686.0 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 686.5 ft. (elevation of the outlet structure invert in)
Bioretention Surface Area 1622.0 sq. ft.
Drainage Area 0.64 ac. (on-site and off-site drainage to the basin)
Impervious Area 0.46 ac. (on-site and off-site drainage to the basin)
Rational C Coefficient 0.80
Size % 5.0 % (either 5% in wlsand under drain or 7% in w/o)
Inlet Velocity 0.67 fps
Inlet flow depth 4" in
Depth to Ground Water 10, ft.
Planting Soil Infiltration Rate 0.52 in./hr. (the soil layer down to 4 feet)
In-Situ Soil Infiltration Rate 0.20 in./hr. (the soil layer below 4 feet or below the sand bed)
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.
ADDlicants Initials
Jr No vertical sand bed is proposed
JP The bioretention area is at least 40 feet by 15 feet.
JP Sheet flow is provided at inlet.
JP Water table depth is greater than 6 feet.
JP Minimum of 6" ponding is provided.
The ponded area will draw down in less than 4 days.
JP Planting soil infiltration rate is greater than 0.52 in/hr.
JP The in-situ soil infiltration rate is greater than 0.2 in/hr.
A planting plan with species and densities is provided.
Mulch layer is specified in plans.
JP Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
JP Plan details for the bioretention area provided.
JP Plan details for the inlet and outlet are provided.
An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
Bioretention Facilities Operation and Maintenance Agreement:
The homeowners association is responsible to periodically clean the facility,
remulch and replace dead, dying or diseased plant material. Under no
circumstances will there be allowed to have any sediment or erosion transported
material to the bioretention facilities of any other influent which may create
an impermeable layer on the facilities.
The bioretention system is defined as the retention area (ponding area), mulch
and landscaping within the retention area, amended soil or planting soil
subgrade and subdrain with gravel bed and filter fabric.
For the first couple of years, plants and trees may need water until they become
established.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Visually inspect and repair any eroded areas, remove trash and debris.
b. Re-mulch any void areas by hand as needed.
c. After rainstorms, inspect the retention cell and make sure drainage
paths are clear and that ponding water dissipates over 4-6 hours. Keep in
mind, the bioretention cell is not a pond. It should not provide a
breeding ground for mosquitoes. Mosquitoes need at least 4 days of standing
water to develop as larva.
d. Weed regularly, if needed.
2. Every 6 months:
a. Add a fresh layer of mulch as needed. The previous mulch may be
removed and discarded to an appropriate disposal area or retained if it is
decayed. The mulch-should be placed to depths not to exceed 3". Seeded
ground cover or grass areas should not receive mulching.
b.' Visually inspect vegetation for disease or pest problems, if treatment
is warranted use least toxic approach. Remove and replace all dead and
diseased vegetation considered beyond treatment.
3. Annually:
a. Check the pH of the planting soils. Apply an alkaline product, such as
limestone, if needed.
b. Prune excess growth. Trimmed materials may be recycled back in the
replenished mulch or land filled if there is a concern of heavy metals
accumulation.
c. Core aeration or cultivating of unvegetated areas may be required to
ensure adequate filtration.
d. The overflow structure should be inspected to ensure that it is
functioning. Accumulated trash and debris should be removed 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
Title:
Addres
Phone:
Signat
Date:
N3 C ZR'2- i 7
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 y ' ('40` , Notary Public.for the State of
bounty of /L , do hereby certify that
P 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,
SEA" My Commission Expires April 6, 2009
My corwmission expires
ZSr??7c,?
name: 91Pt1;e1J © . Cd r-_-
DWQ Project No.
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : S ?u m ic- CROSS i N G
Contact Person: q, 2?'tf-m Phone Number. (704) -146-11717 x Z21 ti
For projects with multiple basins, specify which basin this worksheet applies to:
Permanent Pool Elevation 6b , 5 ft. (elevation of the orifice invert out)
Temporary Pool Elevation ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area _2 Z 71 sq. fl (water surface area at permanent pool elevation)
Drainage Area b "i I ac. (on-site and off-site drainage to the. basin)
Impervious Area 4.81 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 4,070 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 1b, ui o sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 10. 106 sq. ft. (at permanent pool elevation approximately 351/o)*
Micro Pool Surface Area I sq. ft. (at permanent pool elevation approximately 151/o)*
Temporary Pool Volume l 7 , ¢? cu. ft. (volume detained on top of the permanent pool)

SAIDA used Z ??o (surface area to drainage area ratio)* ,
Diameter of Orifice ?Z-" in. (draw down orifice diameter)
11. 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
Applicants Initials
JP The temporary pool controls runoff from the 1 inch rain.
Sf The basin side slopes are no steeper than 3:1.
a) h A planting plan for the marsh areas with plant species and densities is provided.
N ?A Vegetation above the permanent pool elevation is specified.
P An emergency drain is provided to drain the basin.
zj?f The temporary pool draws down in 2 to 5 days.
TP
Sediment storage is provided in the permanent pool
9s,'r A sediment disposal area is provided.
TP Access is provided for maintenance.
2-P A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Ti' Access is provided for maintenance.
IT? Plan details for the wetland are provided.
?Tf Plan details for the inlet and outlet are provided.
Tf A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwefands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
CLASS B CONCRETE
TO BE USED

2' DIA. W'
RELEASE
COAT INSIDE E OUTSIDE
OF BRICK RISER WITH TYPE-
'S' WATER PROOF CEMENT
642.46 (50-YR CREST ELEV)
642.28 (10-YR CREST ELEV)
TOP OF WEIR - 642.25-
641.31 (2-YR CREST ELEV)
5
36' RCP
(WATER'
BRICK
LANTIFLOATATION BLOCK
TO BE 6'x6'xi.6' CONCRETE
PAD (SEE CALCULATIONS)
b'
PLA V /
GROUT WATER
2' DIA. WO TIGHT
640.5 RELEASE
PERMANENT 640. GATE
POOL VALVE AND
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k In 11 W-1 36' RCP
(WATER',
6' FLG x PE V
PIPE - GROUT
WATER TIGHT
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63719
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ANTIFLOATATION BLOCK
TO BE 6'x6'x1.6' CONCRETE
PAD (SEE CALCULATIONS)
WETLAND #I OUTLET STRUCTURE
N.T.S.
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SURFACE AREA SURFACE AREA ; 9
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TOP OF BERM 644.0
TOP OF RISE? 64225

ORIFICE INVERT ELEVATION
ORIFICE ?IAMErER r
NIGH MARSH EXISTING ELEV.
ELEVATION VARIES
LOW MARSH EXISTWG ELEV.
ELEVATION VARIES
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PLAN VIEW - TYPICAL
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CIRB CUT 2'-6•
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SOLD PVC DISCI ? . LOS SLOPE
• 68LCI NV Off - 680A
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' TOP OF MULCH ELEV. 686.0 s ?a o
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SECTION - TYPICAL
NTS
b
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] 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. lec' feet in the main pond, the sediment shalfbe removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The-soil should not be stockpiled
for more than two weeks.]
When the permanent pool depth reads o? feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation !a40• 5
Sediment Removal El. ra?4-
Bottom Elevation 6 37
FOREBAY
75%
Sediment Removal Elevation 638.5 175%
------------------------------------- 5---- Bottom Elevation G 3 7, 125%/
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.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
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.
Page I of 2
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.
17
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
I is have -been sold and a resident of the subdivision has been named the preside/nt.
a Notary Public for the State of
County of do greby certify that S ??? ?• C
.personally appeared before me.this day. of. and acknowledge the due
execution of the forgoing wet [wetland] d tention basin maintenance requirements. Witness my hand and
official seal,
My commission expires.
SEAL
MAY. POW* Expires A?rlf ?, ?OQg
Page 2 of 2
Print name: O V?sp =K'
ENGINEERING CALCULATIONS
FOR
South Oak Crossing
Multi-Family Residential Development
Charlotte-Mecklenburg Housing Partnership
4601 Charlotte Park Drive, Suite 350
Charlotte, NC 28217-1915
March 2006
LandDesign Project #: 1005284
Calculated By: Kevin W. Vogel

LandDesign
' ENGINEERING CALCULATIONS
FOR
South Oak Crossing
' Multi-Family Residential Development
Charlotte-Mecklenburg Housing Partnership
4601 Charlotte Park Drive, Suite 350
Charlotte, NC 28217-1915
' March 2006
1
LandDesign Project #: 1005284
' Calculated By: Kevin W. Vogel
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TABLE OF CONTENTS
SEDIMENT BASIN DESIGN
OLD PINEVILLE ROAD IMPROVEMENTS: GUTTER SPREAD
' CALCULATIONS
STORM DRAINAGE CALCULATIONS
STORM DETENTION DESIGN CALCULATIONS
BIORETENTION CALCULTIONS

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EX INLET
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© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone]
CB -8
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Page 1 of 1

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03/22/06 02:26:59 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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I:\1005284\cad\civil\stormcad\5284-stormcad.stm LandDesign Incorporated StormCAD v5.5 [5.50051
03/22/06 02:26:35 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
Scenario: Base
Profile: Onsite - CB-34 to CB-29
Scenario: Base

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670.00
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1:\1005284\cad\civil\stormcad\5284-stormcad.stm LandDesign Incorporated Storm CAD v5.5 [5.5005)
03/22/06 02:26:47 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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Page 1 of 1
Profile
Scenario: Base
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Scenario: Base
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03/22/06 02:25:18 PM LandDesign Incorporated StormCAD v5.5 [5.5005]
© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.203-755-1666 Page 1 of 1
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©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone]
655.00
650.00
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Page 1 of 1
Profile
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StormCAD v5.5 [5.5005]
Page 1 of 1
OLD PINEVILLE ROAD IMPROVEMENTS:
GUTTER SPREAD CALCULATIONS

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1 1 1 1 1 1 1
Duration }Months ; Depth } Kind ;Months :Depth:Hard- }Uncoated !Concrete
ness l steel l
1
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:
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1
1
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:
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:
DaB, DaD, DaE-----!
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1
1
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:
' GeB2, GeD2--------!
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GoB, GoD----------!
Goldston i
' HeEl ---------------1
Helena !
1
1
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I
!
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1
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1
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Urban land. i
'
LgB---------------:
Lignum '
1
1
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Mecklenburg :
MkB*: }
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I
,
Urban land'.. !
1
1
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1
1
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1
1
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Pacolet :
1
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:
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1
1
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!
UL*, UO*. :
Udorthents 1
!
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Urban land :
:
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Vance :
.WkB, WkD, WkE, !
WkF--------------!
Wilkes !
1
1
WUD*: :
Wilkes-----------:
:
Urban land.

1 I
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1 i
1 1
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1 1
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1 1
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: }
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: '
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1 1
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1 1
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: !
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1 1
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1 1
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1 1
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1
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' --- 11.0-2.0 Perched !Nov-Marl >60 1 --- !High-----!Low.
'. --- 11 .0-2. 5 !Apparent! Dec-May: 48-72 !Hard !High-----'High.
' --- ! >6.0 ' --- ' -- - :48-60lHard !High-----:Moderate..
! --- ' >6.0 G --- ' -- - 148-60!Hard !High-----'Moderate.
I
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* See map unit description for the composition and behavior characteristics of the map unit.
00
2 Miles
10000 Feet

This map was compiled by U.S. Department of Agriculture,
Soil Conservation Service and cooperating agencies on 1976
photography obtained from U.S. Department of Interior,
Geological Survey.
SHEET N' 0. 6 0 F 13

WinTR-55 Current Data Description
--- Identification Data ---
User: jjp Date: 3/23/2006
Project: South Oak-Pre Bioretention Units: English
SubTitle: LDI Project #1004043 Areal Units: Acres
State: North Carolina
County: Mecklenburg
Filename: L:\1005284\CAD\Civil\Calcs\Detention Calcs\South Oak-Pre-Bioretention.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
-------------------------------------------
-=-------------
Pre-Develo Pre-Developed DA Outlet 0.64 60 .227
Total area: .64 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
----------------------------------=-
----------------------
3.5 4.4 5.0 5.8 6.5 7.0 3.0
Storm-Data Source: Mecklenburg County, NC (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.00 Page 1
3/23/2006 8:20:32 AM
jjp South Oak-Pre Bioretention
LDI Project #1004043
Mecklenburg County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.5 4.4 5.0 5.8 6.5 7.0 3.0
Storm Data Source: Mecklenburg County, NC (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.00 Page 1 3/23/2006 8:20:32 AM
jjP South Oak-Pre Bioretention
LDI Project #1004043
Mecklenburg County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 10-Yr 50-Yr
Identifier (cfs)
------- (cfs)
-- (cfs)

SUBAREAS ------ -------------------------------------------------
Pre-Develo .00 1.00 1.81
REACHES'
OUTLET .00 1.00 1.81
WinTR-55, Version 1.00.00 Page 1 3/23/2006 8:20.32 AM
jjp South Oak-Pre Bioretention
LDI Project #1004043
Mecklenburg County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach - 2-Yr 10-Yr 50-Yr
Identifier (cfs) (cfs) (cfs)
(hr) (hr) (hr)
----------------------------------------------------------------------------------
SUBAREAS
Pre-Develo .00 1.00 1.81
n/a 12.06 12.04
REACHES
OUTLET .00 1.00 1.81
WinTR-55, Version 1.00.00 Page 1 3/23/2006 8:20:32 AM
jjp South Oak-Pre Bioretention
LDI Project #1004043
Mecklenburg County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description
(ac) (hr)
--------------------------------------------------------------------------------
Pre-Develo .64 0.227 60 Outlet Pre-Developed DA
Total Area: .64 (ac)
WinTR-55, Version 1.00.00 Page 1 3/23/2006 8:20:32 AM
jjp South Oak-Pre Bioretention
LDI Project #1004043
Mecklenburg County, North Carolina
Sub-Area Time of Concentration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/- Length Slope n Area Perimeter Velocity Time

------------- (ft)
--------- (ft/ft)
-------- (sq ft) (ft)
------------------------------ (ft/sec) (hr)

Pre-Develo -- ------------------
SHEET 50 0.0200 0.400 0.197
SHALLOW 250 0.0200 0.050 0.030
Time of Concentration .227
WinTR-55, Version 1.00.00 Page 1 3/23/2006 8:20:32 AM

jjp South Oak-Pre Bioretention
LDI Project #1004043
Mecklenburg County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
------------------------------
Pre-DeveloWoods (fair) B .64 60
Total Area / Weighted Curve Number .64 60
WinTR-55, Version 1.00.00
Page 1 3/23/2006 8:20:32 AM

WinTR-55 Current Data Description
--- Identification Data ---
User: jjp Date: 3/23/2006
Project: South Oak-Pre-Wetland Units: English
SubTitle: LDI Project #1004043 Areal Units: Acres
State: North Carolina
County: Mecklenburg
Filename: L:\1005284\CAD\Civil\Calcs\Detention Calcs\South Oak-Pre-Wetland.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
--=-------------- =--------------------- =--------------------------------------
Pre-Develo Pre-Developed DA Outlet 8.91 60 0.321
Total area: 8.91 (ac)
--- Storm Data --
Rainfall'Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
3.5 4.4 5.0---------5.8---------6.5-----=----7.0 -----------3.0
Storm Data Source: Mecklenburg County, NC (NRCS)
Rainfall Distribution Type: Type II
;Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.00 Page 1
3/23/2006 8:21:35 AM
jjp South Oak-Pre-Wetland
LDI Project #1004043
Mecklenburg County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.5 4.4 5.0 5.8 6.5 7.0 3.0
Storm Data Source: Mecklenburg County, NC (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, version 1.00.00 Page 1 3/23/2006 8:21:35 AM
jjp South Oak-Pre-Wetland
LDI Project #1004043
Mecklenburg County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 2-Yr 10-Yr 50-Yr
Identifier (cfs) (cfs) (cfs)
----------------------------------------------------------------------------------
SUBAREAS
Pre-Develo 3.85 11.86' 21.81
REACHES
OUTLET 3.85 11.86 21.81
WinTR-55, Version 1.00.00 Page 1 3/23/2006 8:21:35 AM
J7p South Oak-Pre-Wetland
LDI Project #1004043
Mecklenburg County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 2-Yr 10-Yr 50-Yr
Identifier (cfs) (cfs) (cfs)
(hr) (hr) (hr)
-------------------------------------------------------------------
SUBAREAS
Pre-Develo 3.85 11.86 21.81
12.12 12.10 12.10
REACHES
OUTLET 3.85 11.86 21.81
WinTR-55, Version 1.00.00 Page 1 3/23/2006 8:21:35 AM

7]p South Oak-Pre-Wetland
LDI Project #1004043
Mecklenburg County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description
(ac) (hr)
----------------------------------
-------------------------------
Pre-Develo 8.91 0.321 60 Outlet Pre-Developed DA
Total Area: 8.91 (ac)
WinTR-55, Version 1.00.00 Page 1
3/23/2006 8:21:35 AM
1
JJp South Oak-Pre-Wetland
LDI Project #1004043
Mecklenburg County, North Carolina
Sub-Area Time of Concentration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/ Length Slope n Area Perimeter Velocity Time
-(ft)
- -- (ft/ft)
---------
------------ (sq ft)
---- (ft) (ft/sec) (hr)

Pre-Develo ----- -----
-------
-----------------
SHEET 86 0.0465 - 0.400

SHALLOW
300
0.0533
0.050 0.216

SHALLOW
500
0.0640
0.050 0.022

CHANNEL
330
0:0090
0.070
6.86
7.66 0.034
1.871 0.049
Time of Concentration 0.321
WinTR-55, Version 1.00.00 Page 1
3/23/2006 8:21:35 AM
7Jp South Oak-Pre-Wetland
LDI Project #1004043
Mecklenburg County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
---------------------
---------------------
Pre-DeveloCN directly entered by user _ 8.91 60
Total Area / Weighted Curve Number 8.91 60
WinTR-55, Version 1.00.00 Page 1 3/23/2006 8.21:35 AM
Job File: L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
Rain Dir: L:\1005284\CAD\Civil\Calcs\Detention Calcs\
JOB TITLE
Project Date: 7/13/2005
Project Engineer: JJP
Project Title: Catawba Hills Village D
Project Comments:
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
C
N
a
C
x
C
m

in a
a
.o
a
' Table of Contents i

Table of Contents

**************** :*** MASTER SUMMARY *•?************ :******
' Watershed M
t
....... as
er Network Summary ............. 1.01
DESIGN STORMS SUMMARY ************ ******+
Mecklenburg..... Design Storms ...................... 2.01
' Mecklenburg..... Pre 2
Design Storms ............ 2.02
' ************r******** TC CALCULATIONS ******+****** *******
PRE-DEV BIORETEN Tc Calcs ........................... 3.01
' PRE-DEV UNDETAIN Tc Calcs ........................... 3.03
PRE-DEV WETLAND Tc Calcs ........ 3
................... .05
' ******************** CN CALCULATIONS *************:*****:*

' PRE-DEV BIORETEN Runoff CN-Area ......... 4.0.1
PRE-DEV UNDETAIN Runoff CN-Area .......................... 9.02
PRE-DEV WETLAND Runoff CN-Area ................. 4
03
.... .

i
' SIN: A21305C2E1C5
PondPack Ver. 09.00.077.00 LandDesign Incorporated
Ti
9
43
me:
:
AM Date: 3/23/2006

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Mecklenburg
Total
Depth Rainfall
Return Event in Type
------ RNF ID

Pre
2
2.2800 ----------
Time-Depth Curve ----------------
2yr 6hr
Pre 10 3.7200 Time-Depth Curve 10yr 6hr
Pre 50 4.9200 Time-Depth Curve 50yr 6hr
Pre 1 2.3300 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY .
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Txun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node-ID
----- --
---------
---
Type Event
---- ac-ft Trun

PRE-DEV
BIORETEN
AREA --
2 ----------
.006
PRE-DEV BIORETEN AREA 10 ..034
PRE-DEV BIORETEN AREA 50 .067
PRE-DEV BIORETEN AREA 1 .007
PRE-DEV UNDETAIN AREA 2 .005.
PRE-DEV UNDETAIN AREA 10 .025
PRE-DEV UNDETAIN AREA 50 .049
PRE-DEV UNDETAIN AREA 1 .005
PRE-DEV WETLAND AREA 2 .087
PRE-DEV WETLAND AREA 10 .467
PRE-DEV WETLAND AREA 50 .932
PRE-DEV WETLAND AREA 1 .096
Qpeak Qpeak
--hrs--- cfs

3.3800 ---
-----
.05
3.3000 .44
.3.2500 g5
12.2200 .02
3.4100 .04
3.2800 .32
3.2500 .70
12.1800 .01
3.4500' .71
3.3000 6.15
3.2600 13.22
12.2400 .30
Max
Max WSEL Pond Storage
---£t--- ac-ft
S/N: A213O5C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-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)

Node ID

Type
Return
Event
HYG Vol
ac-ft
Qpeak Max
Qpeak Max WSEL Pond Storage

- - -
------ Trun
------ -- hrs cfs ft ac-ft

PRE-DEVEL

JCT

2

.098 ---------

3.4700 -------- --------
------------
80
*PRE-DEVEL JCT 10 .525 3.3000 .
6
92
*PRE-DEVEL JCT 50 1.048 3.2600 .
14
87
*PRE-DEVEL JCT 1 .108 12.2400 .
.34.
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
Type.... Design Storms Page 2.01
Name.... Mecklenburg
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\
Title... Project Date: 7/13/2005
Project Engineer: JJP
Project Title: Catawba Hills Village D
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = Pre 2
Data Type, File, ID = Time-Depth Curve 2yr 6hr
Storm Frequency = 2 yr
Total Rainfall Depth= 2.2800 in
Duration Multiplier = 1
Resulting Duration = 5.9833 hrs
Resulting Start Time= .0000 hrs Step= .0167 hrs End= 5.9833 hrs
Storm Tag Name = Pre 10
Data.Type, File, ID = Time-Depth Curve 10yr 6hr
Storm Frequency = 10 yr
Total Rainfall Depth= 3.7200 in
Duration Multiplier = 1
Resulting Duration = 5.9833 hrs
Resulting Start Time= .0000 hrs Step= .0167 hrs End= 5.9833 hrs
Storm Tag Name = Pre 50
- -----------------------------
--------------
Data Type, File, ID = Time-Depth Curve. 50yr 6hr
Storm Frequency = 50•yr
Total Rainfall Depth= 4.9200 in
Duration Multiplier = 1
Resulting Duration = 6.0000 hrs
Resulting Start Time= .0000 hrs step= .0833 hrs End= 6.0000 hrs
Storm Tag Name = Pre 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.3300 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006

Type.... Design Storms Page 2.02
Name.... Mecklenburg Event: 2 yr
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\
Storm... 2yr 6hr Tag: Pre 2
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = Pre 2
----------------------------------------------------------------------
Data Type, File, ID = Time-Depth Curve 2yr 6hr
Storm Frequency = 2 yr
Total Rainfall Depth= 2.2800 in
Duration Multiplier = 1
Resulting Duration = 5.9833 hrs
Resulting Start Time= .0000 hrs Step= .0167 hrs End= 5.9833 hrs
Storm Tag Name = Pre 10
-----------------------------------------------------------
Data Type, File, ID = Time-Depth Curve • 10yr 6hr
Storm Frequency = 10 yr
Total Rainfall Depth= 3.7200 in
Duration Multiplier = 1
.Resulting Duration = 5.9833 hrs
Resulting Start Time= .0000 hrs Step= .0167 hrs End= 5.9633 hrs
Storm Tag Name = Pre 50
---------------------------------------------
Data Type, File, ID = Time-Depth Curve 50yr 6hr
Storm Frequency = 50 yr
Total Rainfall Depth= 4.9200 in
Duration Multiplier 1 .
Resulting Duration = 6.0000 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 6.0000 hrs
Storm Tag Name = Pre 1'
---------------------
-----------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm.Frequency = 1 yr
Total Rainfall Depth= 2.3300 in
Duration Multiplier = 1
'Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006

Type.... Tc Calcs Page 3.01
Name.... PRE-DEV BIORETEN
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .2270 hrs
-------------------------------------------------
Total Tc: .2270 hrs
Calculated Tc < Min.TC:
Use Minimum Tc...
Use Tc = .3210 hrs
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
Type.... Tc Calcs Page 3.02
Name.... PRE-DEV BIORETEN
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined ======================================================
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
Type.... Tc Calcs Page 3.03
Name.... PRE-DEV UNDETAIN
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
----------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.TC:
Use Minimum Tc...
Use Tc = .3210 hrs
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
' Type.... Tc Calcs Page 3.04
Name.... PRE-DEV UNDETAIN
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
' User Defined _______________________________
Tc = Value entered by user
' Where: Tc = Time of concentration
t SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006

Type.... Tc Calcs Page 3.05
Name.... PRE-DEV WETLAND
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
TIME OF CONCENTRATION CALCULATOR
--------
Segment -----------------------------
#1: Tc: User Defined ------------------------- ----------

--------
----------------------------- Segment #1 Time:
------------------------- .3210 hrs
----------
Total Tc: .3210 hrs
Calculated Tc < Min.Tc:
Use Minimum TC ...
Use Tc - .3210 hrs
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
Type.... Tc Calcs Page 3.06
Name.... PRE-DEV WETLAND
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined =-----------------------? ----------------------------
-----------------------------
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
Type.... Runoff CN-Area Page 4.01
Name.... PRE-DEV BIORETEN
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
RUNOFF CURVE NUMBER DATA
-----------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
----------------------------- ---- --------- ----- ----- ------
Woods - fair 60 .640 60.00
COMPOSITE AREA & WEIGHTED CN ---> .690 60.00 (60)
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
Type.... Runoff CN-Area Page 4.02
Name.... PRE-DEV UNDETAIN
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
-----------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres 8C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - fair.. 60 .470 60.00
COMPOSITE AREA & WEIGHTED CN ---> .470 60.00 (60)
...........................................................................
...........................................................................
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
Type.... Runoff CN-Area Page 4.03
Name.... PRE-DEV WETLAND
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-PRE.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C 8UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - fair 60 8.910 60.00
COMPOSITE AREA & WEIGHTED CN ---> 8.910 60.00 (60)
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM Date: 3/23/2006
' Appendix A
Index of Starti ng Page Numbers for ID Names
----- M -----
' Mecklenburg... 2.01, 2.02
----- P -----
PRE-DEV BIORETEN... 3.01, 4.01
' PRE-DEV UNDETAIN... 3.03, 4.02
PRE-DEV WETLAND... 3.05, 4.03
----- W -----
Watershed 1.01

SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 9:43 AM

A-1
Date: 3/23/2006
' Job File: L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
Rain Dir: L:\1005284\CAD\Civil\Calcs\Detention Calcs\
JOB TITLE
----------------------
Project Date: 311012006
Project Engineer: JJP
Project Title: South Oak Crossing
Project Comments.
1
1
1
1
1
1
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006

Q
0
?o
`L
ti
iink 2U
_..` o Addl
a
N.
a?
---- ou e p
a
0
0
'm
?, AddlinF3U

' Table of Contents 1
Table of Contents

xxxxxxxxxxxxxxxxx xxxxx MASTER SUMMARY xxxxxxxxxxxxxxxx xxxxxx
' Watershed....... Master Network Summary ............. 1.01
' xxxxxxxxxxxxxxxxxx DESIGN STORMS SUMMARY **xxxxxxxxxxx xxxxxx
Mecklenburg..... Design Storms ...................... 2.01
' Mecklenburg..... Dev 2
Design Storms 2.02
' xxxxxxxxxxxxxxx*xxxxxx TC CALCULATIONS xxxxxxxxxxxxxxx xxxxxx
POST-BIO-DA..... Tc Calcs ........................... 3:01
' POST-WETLAND-DA Tc Calcs ........................... 3.03
UNDETAINED...... Tc Calcs ........................... 3.05
xxxxxxxxxxx*xxxxxxxxxx CN CALCULATIONS xxxxxxxxxxxxxxx xxxxxx
' POST-BIO-DA.....
POST-WETLAND-DA Runoff CN-Area .::::::::::::::::::::
Runoff CN-Area •4.01
4.02
UNDETAINED...... Runoff CN-Area ...................... 4.03
' xxxxxxxxxxxxxxxxxxxxxxx POND VOLUMES xxxxxxxxxxxxxxxxx xxxxxx ;
' BIORETENTION.... Vol: Elev-Area...................... 5.01

SIN: A21305C2E1C5 LandDesign Incorporated
' PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006

Table of Contents
Table of Contents (continued)
ii
WETLAND......... Vol: Elev-Area ..................... 5.02
xxx*xxxxxxxxxxxxxxxx OUTLET STRUCTURES xxxxxxxxxxxxxxxxxxxxx
Outlet 1........ Outlet Input Data .................. 6.01
Individual Outlet Curves ........... 6.09
Composite Rating Curve ............. 6.07
Outlet 2........ Outlet Input Data .................. 6.08
Individual Outlet Curves ........... 6.11
Composite Rating Curve ............. 6.13
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Mecklenburg
Total
Depth Rainfall
Return
------- Event
----- in
------ Type
--------- RNF ID

Dev
2
2.2800 -------
Time-Depth Curve ----------------
2yr 6hr
Dev 10 3.7200 Time-Depth Curve 10yr 6hr
Dev 50 4.9200 Time-Depth Curve 50yr 6hr
Dev 1 2.3300 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS.Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left;.R=Rt; LR=Left&Rt)
Return
Node ID
--------------
--- Type
---- Event

BIORETENTION
IN
POND ------
2
BIORETENTION IN POND 10
BIORETENTION IN POND 50
BIORETENTION IN POND 1
BIORETENTION OUT POND 2
BIORETENTION OUT POND' 10
BIORETENTION OUT POND 50
BIORETENTION OUT POND 1
*DETEN RELEASE JCT 2
*DETEN RELEASE JCT 10
*DETEN RELEASE JCT 50'
*DETEN RELEASE JCT 1
HYG Vol Qpeak
ac-ft
-------- Trun
- hrs

.042 - ---------
3.0600
-.101. 3.0600
.155 3.0800
.044 11.9300'
.024 3.3200
.082 3.1400
.137 3.1300
025 12.2600
.187 R 3.2800
.441 R 3.1100
1.285 R 3.5500
.178 R 12.0100
Max
Qpeak Max WSEL Pond Storage
cfs
-------- ft
----- ac-ft

1.20 --- ------------
2:60
3.36
.81
.30 686..56 .021
1.77 686.82 .031
2.90 686.99 .039
.12 686.52 .019
.49
2.72
8.29
.26
S/N: A21305C2EIC5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... L:\1005284\CAD\Civil\C alcs\Dete ntion Calcs\SOUTH-OAK-POST-DETENTION.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrogra ph Method
(*Node=Outfa ll; +Node =Diversion;)
(Trun= HYG Truncation: Bl ank=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

POST-BIO-DA
AREA
2
.042
3.0600 --
---
1.20 ---
--- ---
----
POST-BIO-DA AREA 10 .101 3.0600 2.60
POST-BIO-DA AREA 50 .155 3.0800 3.36
POST-BIO-DA AREA 1 .044 11.9300 .81
POST-WETLAND-DA AREA 2 .586 3.0600 16.73
POST-WETLAND-DA AREA 10 1.402 3.0600 36.18
POST-WETLAND-DA AREA . 50 2.164 3.0800 46.72
POST-WETLAND-DA AREA 1 .611 11.9300 11.26
UNDETAINED AREA 2 .013 3.0800 .27
UNDETAINED AREA 10 .043 3.0700 1.05
UNDETAINED AREA 50 .074 3.0900 1.64
UNDETAINED AREA 1 .014 12.0000 .21-
WETLAND IN POND 2 .586 3.0600 16.73
WETLAND IN POND 10 1.402 3.0600 36.18
WETLAND IN POND 50 2.164 3.0800 46.72
WETLAND IN POND 1 .611 11.9300 11.26
WETLAND OUT POND 2 .150 R .5.8900 .10 641.31 .563
WETLAND OUT POND 10 .316 R 5.6300 1.09 642.28 1.293
WETLAND OUT POND 50 1.073 R 3.5800 7.24 642.46 1.440
WETLAND OUT POND 1 .139_• R 23.1400 .10 641.26 .522
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Design Storms Page 2.01
Name.... Mecklenburg
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\
Title... Project Date: 3/10/2006
Project Engineer: JJP
Project Title: South Oak Crossing
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = Dev 2
----------------------------------------------------------------------
Data Type, File, ID = Time-Depth Curve 2yr 6hr
Storm Frequency = 2 yr
Total Rainfall Depth= 2.2800 in
Duration Multiplier = 1
Resulting Duration = 5.9833 hrs
Resulting Start Time= .0000 hrs Step= .0167 hrs End= 5.9833 hrs
Storm Tag Name = Dev 10
---------------------------------------
Data Type, File, ID = Time-Depth.Curve 10yr 6hr
Storm Frequency = 10 yr
Total Rainfall Depth= 3.7200 in
Duration Multiplier = 1
Resulting Duration = 5.9833 hrs
Resulting Start Time= .0000 hrs Step= .0167 hrs End= 5.9833 hrs
Storm Tag Name = Dev 50
-----------------------------
Data Type, File, ID = Time-Depth Curve 50yr 6hr
Storm Frequency = 50 yr
Total Rainfall Depth= 4.9200 in
Duration Multiplier 1
Resulting Duration = 6.0000 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 6.0000 hrs
Storm Tag Name = Dev 1
---------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.3300 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Design Storms Page 2.02
Name.... Mecklenburg Event: 2 yr
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\
Storm... 2yr 6hr Tag: Dev 2
DESIGN STORMS SUMMARY
Design Storm File,ID = Mecklenburg
Storm Tag Name = Dev 2
Data Type, File, ID = Time-Depth Curve 2yr 6hr
Storm Frequency = 2 yr
Total Rainfall Depth= 2.2800 in
Duration Multiplier- 1
Resulting Duration = 5.9833 hrs
Resulting Start Time= .0000 hrs Step= .0167 hrs End= 5.9833 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Time-Depth Curve 10yr 6hr
Storm•Frequency = 10 yr
Total Rainfall Depth= 3.7200 in
Duration Multiplier = 1
Resulting Duration = 5.9833 hrs
Resulting Start Time= .0000 hrs Step= .0167 hrs End= 5.9833 hrs
Storm Tag Name = Dev 50
Data Type, File, ID = Time-Depth Curve 50yr 6hr
Storm Frequency = 50 yr
Total Rainfall Depth= 4.9200 in
Duration Multiplier- 1
Resulting Duration = 6.0000 hrs.
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 6.0000 his
Storm Tag Name = Dev 1
Data Type, File, ID = Synthetic Storm Typell 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.3300 in
Duration Multiplier = 1
Resulting Duration = 24.'0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Tc Calcs Page 3.01
Name.... POST-BIO-DA
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
TIME OF CONCENTRATION CALCULATOR
------------------------------------------------------------------------
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Tc Calcs Page 3.02
Name.... POST-BIO-DA
File.... L:\1005264\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
1 Where: Tc = Time of concentration
i
1
i
1
1
1
1
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Tc Calcs Page 3.03
Name.... POST-WETLAND-DA
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: TC: User Defined
-----------------------------
Segment #1 Timer .0833 hrs
----------------------------------------
Total Tc: .0833 hrs
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Tc Calcs Page 3.04
Name.... POST-WETLAND-DA
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
where: Tc = Time of concentration
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Tc Calcs Page 3.05
Name.... UNDETAINED
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
..................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
---------------------------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.TC:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Tc Calcs Page 3.06
Name.... UNDETAINED
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
------------------------------------------------------------------------
Tc Equations used...
----------------------------------------------------------------------
User Defined ===================------------
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Runoff CN-Area Page 4.01
Name.... POST-BIO-DA
File:... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
RUNOFF CURVE NUMBER DATA
Soil/Surface Description
------------------------------
Post Developed Bi_oretention DA
---------------------------------------
Impervious
Area Adjustment Adjusted
CN acres %C %UC CN
---- --------- ----- ----- ------
81 .640 81.00
COMPOSITE AREA & WEIGHTED CN ---> .640 81.00 (81)
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Runoff CN-Area Page 4.02
Name.... POST-WETLAND-DA
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Post Developed Wetland DA 81 8.910 81.30
COMPOSITE AREA & WEIGHTED CN ---> 8.910 81.30 (81)
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Runoff CN-Area Page 4.03
Name.... UNDETAINED
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
RUNOFF CURVE NUMBER DATA
-----------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Undetained - Lawn..area 69 .470 69.00
COMPOSITE AREA & WEIGHTED CN ---> .470 69.00 (69)
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006

Type.... Vol: Elev-Area Page 5.01
Name.... BIORETENTION
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
-----
--
-
- (ac-ft)
-
---
- (ac-ft)
-

686.00
----- .0345 --
-
----
.0000 --
---
.000 ------------
.000
687.50 ----- .0491 .1247 .062 .062
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Vol: Elev-Area Page 5.02
Name.... WETLAND
File.... L:\1005284\CAD\Civil\Cal cs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in)
--------- (acres)
--------- (acres)
------------ (ac-ft)
-------------- (ac-ft)
-------------
---------------
640.50 ----- .6720 .0000 .000 .000
641.00 ----- .6928 2.0471 .341 .341
642.00 ----- .7763 2.2025 .734 1.075
644.00 ----- .8844 2.4893 1.660 2.735
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Area2 + 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: A21305C2EIC5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Outlet Input Data Page 6.01
Name.... Outlet 1
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 640.50 ft
Increment = .25 ft
Max. Elev.= 644.00 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 RO ---> CO 642.250 644.000
Orifice-Circular 01 ---> CO 640.500 644.000
Culvert-Circular CO ---> TW 637.190 644.000
TW SETUP, DS Channel
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Outlet Input Data Page 6.02
Name.... Outlet 1
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = RO
Structure Type
------------ = Inlet Box
------
# of Openings ------------------
= 1
Invert Elev. = 642.25 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .667
Weir Length = 20.00 ft
Weir Coeff. = 3.330
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence =•No
Structure ID . = 01
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 640.50 ft
Diameter = .1667 ft
Orifice Coeff. _ .667
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Outlet Input Data Page 6.03
Name.... Outlet 1
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type =
------ Culvert-Circular
----------------
--------------
No. Barrels = 1
Barrel Diameter 3.0000 ft
' Upstream Invert 637.19 ft
Dnstream Invert = 637.00 ft
Horiz. Length = 50.00 ft
Barrel Length 50.00 ft
' Barrel Slope .00380 ft/ft
OUTLET CONTROL DATA. ..
Mannings n .0130
Ke .5000 (forward entrance loss)
' _
Kb .007228 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA..
Equation form 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c .03980
Inlet Control Y .6700
T1 ratio (HW/D) = 1.158
T2 ratio (HW/D) = 1.305
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 unsub merged and submerged inlet control',
interpolate between flows at T1 & T2...
At T1 Elev 640.67 ft ---> Flow = 42.85 cfs
At T2 Elev = 641.10 ft ---> Flow = 48.97 cfs

Structure ID = TW
StructureType
= DS
Channel
TW
SETUP,
----
-
FREE OUTFALL CONDIT -
-
-
-
IONS SPECIFIED

CONVERGENCE TOLERAN CES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
' Max. Q tolerance = .00 cfs

S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Individual Outlet Curves Page 6.04
Name.... Outlet 1
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO ( Inlet Box)
--
---------------------
Upstream ID = (P ----------
ond Water -----
Surface)
DNstream ID = CO ( Culvert-Ci rcular)
Pond WS. Device (into) Converge Next D S HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL E rror E rror TW Error
ft cfs ft ft ft + /-ft +/ -cfs ft +/-ft
--------
640.50 -------
.00 - ------- --------
... ... ------- -
... ----- --
... ----
... -----
Free -- -------
Outfall
WS below an invert; no flow.
640.75 .00 ... ... ... ... Free Outfall
WS below an invert;- no flow.
641.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
641.25 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
641.50 .00 ... ... ... Free Outfall
WS below an invert; no flow.
641.75 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
642.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
642.25 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
642.50 8.33 642.50 Free 638.61 .000 .000 Free Outfall
Weir: H =.25ft
642.75- 23.55 642.75 Free 639.67 - 000 .000• Free Outfall
Weir:. H =.50ft
643.00 43.26 643.00 Free 640.79 .000 .000 Free Outfall
Weir: H =.75ft
643.25 66.60 643.25 642.73. 642.73 .000 .000 Free Outfall
FULLY CHARGED'RISER: ADJUSTED TO WEIR: H =1 .00ft
643.50 * 643.50 643.50 643.50 .000 .000 Free outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1 .25ft
643.75 * 643.75 643.75 643.75 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1 .50ft
644.00 * 644.00 644.00 . 644.00 .000 .000 Free Outfall
FULLY CHARGED RISER: ADJUSTED TO WEIR: H =1 .75ft
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Individual Outlet Curves Page 6.05
Name.... Outlet 1
File.... L:\1005284\CAD\Civil\Calcs\ Detention Calcs\SOUTH-OAK-POS T-DETENTION.PPW
NE OUTLET TY PE
RATING TABLE FOR O
ID
Structure 01 ( Orifice-C ircular)
' -
Upstream ID -
--=
(Pond Water
Surface)
DNstream ID = CO (Culvert-C ircular)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Chan. TW
' Elev. Q HW HGL DS HGL DS HGL Error E rror TW Error
ft cfs ft ft ft
--- +/-ft +/
------ -- -cfs
---- ft
----- +/-ft
-- -------
--------
640,50 -------- ------- -
.00 ... -------
.. ----
... ... ... Free Outfall
WS below an invert; no flow.
640.75 .05 640.75 Free 637.29 .000 .000 Free Outfall
H =.17
641.00 .08 641.00 Free 637.32 .000 .000 Free Outfall
H =.42
' 641.25 .10 641.25 Free 637.33 .000 .000 Free Outfall
H =.67
641.50 .11 641.50 Free 637.34 .000 .000 Free Outfall
'
641.75 H =. 92 .
.13 641.75
Free
637.35
.000
.000
Free
Outfall
H =1.17
642.00 .14 642.00 Free 637.36 .000 .000 Free Outfall
H =1.42
642.25 .15 642.25 Free 637.37 .000 .000 Free Outfall
H =1.67
642.50 .16 642.50 Free 638.61 .000 .000 Free Outfall
H =1.92
75
642 17. 642.75 Free 639.67 .000• •.000 Free Outfall
' . .
H =2.17
643.00 .17 643.00 640.79 640.79 .000 .000* Free outfall
H =2.21
643.25 .08 ••643.25 642.73 642..73 .000 .000 Free Outfall
H =.52
' 643.50 * 643.50 643.50 693.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE
643.75 * 643.75 643.75 643.75 .000 .000 Free Outfall
'
644.00 FLOW PRECEDENCE SET
* 644.00 644.00 TO DOWNSTREAM CONTROLLI
644.00 . .000 .000 NG STRUCTURE
Free Outfall
FLOW'PRECEDENCE SET TO DOWNSTREAM CONTROLLI NG STRUCTURE

SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
' Type.... Individual Outlet Curves Page 6.06
Name.... Outlet 1
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO
------------------ (Culvert-Cir
---
- cular)
--
--
Mannings open channe --
----
--
l maximum ca -
---
pacity:
44.23
cfs
UPstream ID's= R0, 01
DNstream ID = TW ( Pond Outfall )
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Er ror E rror TW Error
ft
------- cfs
------- ft ft
- ------- -------- ft +/
------- -ft +/ -cfs ft +/-ft

640.50
.00
... --
... ---- --
... ----
... ------- ------
Free Outfall -
WS below an invert; no flow.
640.75 .05 637.29 Free Free .000 .001 Free Outfall
BACKWATER CONTROL.. Vh= .014ft hwDi= .078ft Lbw= 50.Oft Hev= .OOft
641.00 .08 637.32 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .019ft hwDi= .096ft Lbw= 50.Oft Hev= .00ft
641.25 .10 637.33 Free Free .000 .001 Free Outfall
BACKWATER CONTROL.. Vh= .022ft hwDi= .108ft Lbw= 50.Oft Hev= .OOft
641.50 .11 . 637.34 Free .. Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .025ft hwDi= .114ft Lbw= 50.Oft Hev= .OOft
641.75 .13 637.35 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh=.026ft hwDi= .124ft Lbw= 50.Oft Hev= .OOft
642.00 .14 637.36 Free Free .000 .001 Free Outfall
BACKWATER CONTROL.. .Vh= .028ft hwDi= .127ft Lbw= 50.Oft Hev= .OOft
642.25 .15 637.37 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .030ft hwDi= .131ft Lbw= 50.Oft Hev= .OOft
642.50 8.48 638.61 Free Free .000 .004 Free Outfall
CRIT.DEPTH CONTROL Vh= .332ft Dcr= . 919ft • H:JUMP IN PIP E Hev= .OOft
642.75 23.71 639..67 Free Free .000 .005 Free Outfall
BACKWATER CONTROL.. Vh= .561ft hwDi= 1.637f t Lbw= 50.0ft Hev= .00ft
643.00 43.40 640.79 Free Free- .000 .029 Free Outfall
BACKWATER CONTROL.. .Vh= .801ft hwDi= 2.394f t Lbw= 50.Oft Hev= .OOft.
643.25 66.66 642.73 Free Free .000 .022 Free Outfall
INLET CONTROL... Submerged: H W =5.54
643.50 73.53 643.50 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: H W =6.31
643.75 75.63 643.75 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: H W =6.56
644.00 77.68 644.00 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: H W =6.81
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006

Type.... Composite Rating Curve Page 6.07
Name.... Outlet 1
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ---------- --- ------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
-------- ----- Contributing Structures

640.50
.00
Free
Outfall ----------- --- ------------
640.75 .05 Free Outfall O1,C0 (no Q: RO)
641.00 .08 Free Outfall O1,C0 (no Q: RO)
641.25 .10 Free Outfall 01,CO (no Q: RO)
641.50 .11 Free Outfall OI,CO (no Q: RO)
641.75 .13 Free Outfall 01,CO (no Q: RO)
642.00 .14 Free Outfall O1,C0 (no Q: RO)
642.25 .15 Free Outfall O1,C0 (no Q: RO)
642.50 8.48 Free Outfall R0,O1,C0
642.75 23.71 Free Outfall RO,OI,CO
643.00 43.40 Free Outfall RO,01,C0
643.25 66.66 Free Outfall RO,01,C0
643.50 73.53 Free Outfall. RO,CO (no Q: 01).
643.75 75.63 Free Outfall RO,CO (no Q: 01)
644.00 77.68 Free Outfall RO,CO (no Q: 01)
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Outlet Input Data Page 6.08
Name.... Outlet 2
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 686.00 £t
Increment = .25 ft
Max. Elev.= 687.50 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
----------------- ---- ------- --------- --=------
Stand Pipe RO --->' CO 686.500 687.500
Culvert-Circular CO ---> TW 682.000 687.500
TW SETUP, DS Channel
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
' Type.... Outlet Input Data Page 6.09
Name.... Outlet 2
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW

OUTLET STRUCTURE INPUT DATA
' Structure ID = RO
Structure Type = Stand Pipe
-----------------------
# of Openings -------------
1
' Invert Elev. 686.50 ft
Diameter = 1.0000 ft
Orifice Area = .7854 sq.ft
Orifice Coeff. _ .670
' Weir Length 3.14 ft
weir Coeff. 3.330
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
' Weir Submergence' = No

1

SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... Outlet Input Data Page 6.10
Name.... Outlet 2
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.0000 ft
Upstream Invert = 682.00 ft
Dnstream Invert = 681.63 ft
Horiz. Length = 37.00 ft
Barrel Length = 37.00 ft
Barrel Slope = .01000 ft/ft
OUTLET CONTROL DATA...
Mannings n = 0100
Ke = .5000 (forward entrance loss)
Kb = .018505 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 2
Inlet Control K = .5340
Inlet Control M = .5550
Inlet Control c = .01960
Inlet Control Y = .9000
T1 ratio (HW/D) = 1.070
T2 ratio (HW/D) = 1.209
Slope Factor = -.500-
Use unsubmerged inlet control Form 2 equ. below T1 elev.
Use submerged inlet control Form 2 equ. above T2 elev.
In transition zone between unsubmerged and 'submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 683.07 ft ---> Flow = 2.75 cfs
At T2 Elev = 683.21 ft ---> Flow = 3.14 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Type.... individual Outlet Curves Page 6.11
Name.... Outlet 2
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO
--
- (Stand Pipe)
--------------
----------
Upstream ---
----
ID = ( ----
Pond Water Surface)
DNstream ID = CO (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs .ft
------- ft
-------- ft +/-ft +/-cfs
------- ------ ------ ft +/-ft
------- -------
--------
686.00 --------
.00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
686.25 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
686.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
686.75 1.31 686.75 Free 682.77 .000 .000 Free Outfall
Weir: H = .25ft
687.00 2.98 687.00 Free 683.27 .000 .000 Free Outfall
Orifice:. H =.50; Ri ser orifice equation con trolling.
687.25 3.66 687.25 Free 683.48 .000 .000 Free Outfall
Orifice: H =.75; Ri ser orifice equation con trolling.
687.50 4.22 687.50 Free 683.66 .000 .000 Free Outfall
Orifice: H =1.00; R iser orifice equation co ntrolling.
S/N: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006

Type.... Individual Outlet Curves Page 6.12
Name.... Outlet 2
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID
-
- = CO (Culvert-Circular)
---
----
---
Mannings ope --------
n channe ------------------
l maximum capacity
: 4.98
cfs
UPstream ID = RO (Stand Pipe)
DNstream ID = TW ( Pond Outfall)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
------- cfs
------- ft
- ------- - ft
----- ft +/-ft + /-cfs ft +/-ft
-
686.00
.00
... --
... ------- ------ -
.. ... -----
... ------- -------
Free Outfall
WS below an invert; no flow.
686.25 .00 • ... ... ... ... ... Free Outfall
WS below an invert; no flow.
686.50 .00 ... ... Free Outfall
WS below an invert; no flow.
686.75 1.31 682.77 Free Free 000 .001 Free Outfall
CRIT.DEPTH CONTROL Vh= .188ft Dcr= .483ft CRIT.DEPTH Hev= .00ft
687.00 2.9.8 683.27 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .356ft Dcr= .741ft CRIT.DEPTH Hev= .00ft
687.25 3.66 683.48 Free Free .000 .002 Free Outfall
CRIT.DEPTH CONTROL Vh= .442ft Dcr= .815ft CRIT.DEPTH Hev= .00ft
687.50 4.22 683.66 Free Free .000 .000 Free Outfall
.CRIT.DEPTH CONTROL Vh= .530ft Dcr= .866ft CRIT.DEPTH Hev= .OOft
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006

Type.... Composite Rating Curve Page 6.13
Name.... Outlet 2
File.... L:\1005284\CAD\Civil\Calcs\Detention Calcs\SOUTH-OAK-POST-DETENTION.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ------- ------------------
Elev. Q TW El ev Error
ft cfs ft
----- +/-ft
- Contributing Structures
--------
686.00 -------
.00 -
Free -- --
Outfall
-- -
(no Q:
-------
RO,CO)
------------------
686.25 .00 Free Outfall (no Q: RO,CO)
686.50 .00 Free Outfall (no Q: RO,CO)
686.75 1.31 Free Outfall RO,CO
687.00 2.98 Free Outfall RO,CO
687.25 3.66 Free Outfall RO,CO
687.50 4.22 Free Outfall RO,CO
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM Date: 3/23/2006
Appendix A
Index of Starting Page Numbers for ID Names
----- B -----
BIORETENTION... 5.01
----- M -----
Mecklenburg... 2.01, 2.02
----- 0 -----
Outlet 1... 6.01, 6.04, 6.07
Outlet 2... 6.08, 6.11, 6.13
----- P -----
POST-BIO-DA... 3.01, 4.01
POST-WETLAND-DA... 3.03, 4.02
----- U -----
UNDETAINED... 3.05, 4.03
----- W -----
Watershed... 1.01
WETLAND... 5.02
SIN: A21305C2E1C5 LandDesign Incorporated
PondPack Ver. 09.00.077.00 Time: 3:52 PM
A-1
Date: 3/23/2006
Anti-floatation Calculations
Extended Detention Wetland #1
Bouyancy Calculations
Volume of Water Displaced:
Structure Dimensions:
Length = 5
Width = 5
Height = 5.25
Volume = 131
Specific Weight of Water =
Total Weight of Displaced Volui
Volume of Concrete Required:
Concrete Volume:
Length = . 6
Width = 6
Height = 1.6
Volume = 58
Specific Weight of Concrete =
Total Weight of Concrete =
Feet
Feet
Feet
Cubic Feet
62.4 Pounds per Cubic Foot
'ne = 8,190 Pounds
Feet
Feet
Feet
Cubic Feet
150 Pounds per Cubic Foot
8,640 Pounds

r_

CII

u

BIORETENTION CALCULATIONS

BIORETENTION AREA #1
Design Storm attenuated by NCDENR required Surface Area
Rv = runoff coefficient (Runoff/Rainfall)
Rv = 0.05 + 0.009(1 ) Where "I" = % Impervious
("Simple Method" - Schueler, 1987)
NCDENR April 1999
WQv "RyA
12
Fill in Values:
73 Percent - Impervious of Site
"A" _ 0.64 Acres
' Answer.
WQv = Ac. Ft.
1622 Cubic Feet Required

Formula:
Af = (WQv) (Df)
((k) (Hf+Df) (Tf))
From Georgia Design Manual
Section 3.2.3.6
(Based on Darcy's Law)
RAIN GARDEN AREA
Where:
Af = Surface area of Rain Garden (S.F.)
WQv = Water Quality Volume to be Captured
Df = Filter Bed Depth (2 feet minimum)
k = permeability coefficient of filter media
(use 1.0 ft/day for sandy-loam)
Hf = Average height of water above filter bed
(use 3 inches, which is half of 6" ponding depth)
Tf = Design filter bed drain time in days
(2 Days or 48 hours)

' Fill in Val
"k" _ ues:
-1 ft./day (1/2"7Hour)
Df = 4 Feet
Hf = 3 inches
' Tf = 2 . Days
Answer:
' Af = Square Feet Required
For Rain Garden
Note: Area provided, 1623 SF, will capture and treat runoff from first 1.00 inch of rainfall

20 Width Approximate Size
1-39 Length
Water Draw Through Rate:
' Darcy's Equation:
Q = (.0000232)*K*A*( H/L) Q= 0.018 cfs
Where:
' Q = Flow (Rate of Draw) through Bioretentioin Soil (cfs)
K = Hydraulic Conductivity of soil ( Use 1"/Hour)
A = Surface Area of Bio-Retention Area (SF)
' H = Height of Water above Drainage Pipe (Underdrain)
L = Thickness of Soil Bed (Usually 4' )
Assume ( H/L) 1
Time to Drawdown water from Inundation to Saturation at Surface:
' Volume/Q*: 21552 Seconds
6.0 Hours . to Saturation
' Time to lower Water Table to 2.0 feet below surface:
Assume 45% Porosity
Volume = Area x 2'x 0.45 .
686.8 Cubic Feet
38793 Seconds
10.8 Hours' . to Lower Water 2` below surface
SIZE UNDERDRAIN
As a rule of thumb, the length of underdrain is based on 10% of Af
' Source: (NY State Stormwater Manual)
L = 25 Feet in 3' wide stone bed
' Required Diameter 4.7 Inches (Minimum 6")
Source: (NCSU Rain Garden Design Worksheet, Bill Hunt)
0Or more Underdrains required